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HomeMy WebLinkAbout18030115 Truss PlansRe: Liu, Xuegang Pages or sheets covered by this seal: I32636130 thru I32636233 My license renewal date for the state of Indiana is July 31, 2018. 120_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: 120 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss CJ01 Truss Type DIAGONAL HIP GIRDER Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636130 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:15 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-sTl7ennglGkBzw?MjhnFnlhANvSj52CRLbGndWzdJDc Scale = 1:23.4 1 2 3 7 6 8 9 4 10 11 5 2x4 3x4 2x4 2x4 4-8-1 4-7-10 -1-5-15 1-5-15 4-8-1 4-8-1 1-2-03-3-132-11-43-3-135.53 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.26 0.20 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.05 -0.03 (loc) 6-7 6-7 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-1 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=293/0-4-12, 4=-20/Mechanical, 5=183/Mechanical Max Horz 7=110(LC 5) Max Uplift7=-57(LC 5), 4=-20(LC 1), 5=-108(LC 5) Max Grav 7=293(LC 1), 4=122(LC 2), 5=183(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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) 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 57 lb uplift at joint 7, 20 lb uplift at joint 4 and 108 lb uplift at joint 5. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 lb down and 11 lb up at 2-1-7, and 54 lb down and 35 lb up at 3-2-6 on top chord, and 2 lb down and 24 lb up at 2-1-7, and 2 lb down at 3-2-6 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): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 10=2(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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss CJ02 Truss Type DIAGONAL HIP GIRDER Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636131 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:15 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-sTl7ennglGkBzw?MjhnFnlhACvUU52WRLbGndWzdJDc Scale = 1:19.6 1 2 3 7 6 8 4 9 5 2x4 2x4 2x4 2x4 3-2-11 3-2-11 -1-5-10 1-5-10 3-2-11 3-2-11 1-2-02-8-25.62 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.20 0.09 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 -0.01 (loc) 6-7 6-7 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 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 3-2-11 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=241/0-4-11, 4=32/Mechanical, 5=74/Mechanical Max Horz 7=90(LC 5) Max Uplift7=-50(LC 5), 4=-25(LC 7), 5=-44(LC 6) Max Grav 7=241(LC 1), 4=77(LC 2), 5=74(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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) 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 50 lb uplift at joint 7, 25 lb uplift at joint 4 and 44 lb uplift at joint 5. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 43 lb down and 15 lb up at 2-2-4, and 37 lb down and 36 lb up at 3-1-15 on top chord, and 2 lb down and 23 lb up at 2-2-4, and 9 lb down at 3-1-15 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): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 3=-4(F) 6=-6(F) 9=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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss GE01 Truss Type GABLE Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636132 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:16 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-LfJVs7oIWas2a4aYHOIUKyDNXJrTqVSbZF?L9yzdJDb Scale = 1:33.5 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 7-8-0 7-8-0 -0-11-0 0-11-0 3-10-0 3-10-0 7-8-0 3-10-0 8-7-0 0-11-0 1-2-04-0-81-2-09.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.10 0.04 0.04 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: 73 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 7-8-0. (lb) - Max Horz 16=-99(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-(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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 10, 14, 15, 12, 11. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss GE02 Truss Type GABLE Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636133 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:17 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-pssu3TpwHu_vCE9lq6pjtAmUjj5UZxIkovluhOzdJDa Scale = 1:77.2 Sheet Front Right Option 11-0-13 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 29 28 27 26 25 24 23 22 21 20 19 1817 30 31 32 3x4 4x6 3x4 3x6 2x4 2x4 3x4 4x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 9-2-11 7-4-8 7-4-8 9-2-11 1-10-3 10-1-12 0-11-1 20-3-8 10-1-12 3-10-0 3-10-0 5-2-10 1-4-10 10-1-12 4-11-2 15-0-14 4-11-2 20-3-8 5-2-10 21-2-8 0-11-0 1-2-08-9-51-2-09.00 12 Plate Offsets (X,Y)-- [27:0-2-8,0-2-0] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.33 0.44 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.17 0.01 (loc) 28-29 28-29 17 l/defl >999 >518 n/a L/d 240 180 n/a PLATES MT20 Weight: 265 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 1-29,15-17: 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, Except: 10-0-0 oc bracing: 28-29,27-28. WEBS 1 Row at midpt 7-26 JOINTS 1 Brace at Jt(s): 30 REACTIONS.All bearings 12-11-0 except (jt=length) 29=0-3-8. (lb) - Max Horz 29=-219(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 29, 25, 23, 22, 21, 20, 19 except 17=-144(LC 5), 27=-157(LC 6), 18=-219(LC 4) Max Grav All reactions 250 lb or less at joint(s) 26, 27, 25, 23, 22, 21, 20, 19, 18 except 29=256(LC 10), 17=275(LC 4), 28=423(LC 2), 28=328(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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) 29, 25, 23, 22, 21, 20, 19 except (jt=lb) 17=144, 27=157, 18=219. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss GE03 Truss Type GABLE Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636134 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:18 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-H2QGGppY1B6mqOkxOpLyPNJhO7W2INWt1ZUSDqzdJDZ Scale = 1:75.0 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 2x4 3x4 4x6 2x4 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 19-11-0 19-11-0 -0-11-0 0-11-0 9-11-8 9-11-8 19-11-0 9-11-8 20-10-0 0-11-0 1-2-08-7-101-2-09.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.21 0.10 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 19 19 20 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 304 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. WEBS 1 Row at midpt 10-28 REACTIONS.All bearings 19-11-0. (lb) - Max Horz 37=-206(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 29, 31, 32, 33, 34, 35, 27, 26, 25, 24, 23, 22 except 37=-252(LC 4), 20=-193(LC 5), 36=-256(LC 5), 21=-212(LC 4) Max Grav All reactions 250 lb or less at joint(s) 28, 29, 31, 32, 33, 34, 35, 36, 27, 26, 25, 24, 23, 22, 21 except 37=316(LC 5), 20=257(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 29, 31, 32, 33, 34, 35, 27, 26, 25, 24, 23, 22 except (jt=lb) 37=252, 20=193, 36=256, 21=212. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss GE04 Truss Type MONOPITCH SUPPORTED Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636135 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:18 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-H2QGGppY1B6mqOkxOpLyPNJjH7XFIPWt1ZUSDqzdJDZ Scale = 1:15.0 Sheet Back Full Sheathing 1 Ply 7/16OSB8 1 2 3 5 4 2x4 2x4 2x4 2x4 -0-11-0 0-11-0 0-11-8 0-11-8 1-2-01-10-109.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.09 0.02 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 1 1 4 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-4: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 0-11-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 5=140/0-11-8, 4=-19/0-11-8 Max Horz 5=50(LC 5) Max Uplift5=-40(LC 6), 4=-48(LC 5) Max Grav 5=140(LC 1), 4=46(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss GE05 Truss Type GABLE Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636136 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:19 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-lE_eU9qAoVEdRXJ7yXsBybruwXtN1rw1FDE?mHzdJDY Scale = 1:44.9 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 29 28 27 26 25 24 23 22 21 20 19 18 17 16 2x4 2x4 4x6 2x4 2x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 17-8-0 17-8-0 -0-11-0 0-11-0 8-10-0 8-10-0 17-8-0 8-10-0 18-7-0 0-11-0 0-11-05-4-00-11-06.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.09 0.03 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 15 15 16 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 183 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 17-8-0. (lb) - Max Horz 29=-58(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 29, 16, 23, 24, 26, 27, 28, 21, 20, 19, 18, 17 Max Grav All reactions 250 lb or less at joint(s) 29, 16, 22, 23, 24, 26, 27, 28, 21, 20, 19, 18, 17 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 29, 16, 23, 24, 26, 27, 28, 21, 20, 19, 18, 17. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss GE06 Truss Type GABLE Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636137 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:19 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-lE_eU9qAoVEdRXJ7yXsBybriAXoL1pd1FDE?mHzdJDY Scale = 1:51.3 Sheet Back Left Option -2-3-0 1 Ply 7/16OSB8 1 2 3 4 5 6 7 9 8 1817 16 15 13 10 11 1214 2x4 3x4 4x6 4x8 2x4 2x4 2x4 2x4 2x4 2x4 2x4 4x6 3x12 5x8 2x4 8x8 -2-3-0 2-3-0 9-11-8 9-11-8 -0-11-0 0-11-0 4-11-12 4-11-12 9-11-8 4-11-12 1-0-36-11-126-8-40-3-86-11-127.19 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-12], [8:Edge,0-3-8], [14:0-2-12,0-2-0], [17:0-1-13,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.84 0.35 0.14 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.24 -0.60 0.00 (loc) 8-9 8-9 8 l/defl >484 >194 n/a L/d 240 180 n/a PLATES MT20 Weight: 87 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x3 SPF No.2 *Except* 7-8,2-9: 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. JOINTS 1 Brace at Jt(s): 10, 12, 15 REACTIONS.(lb/size) 9=454/0-3-8, 8=383/0-1-8 Max Horz 9=205(LC 5) Max Uplift9=-33(LC 6), 8=-66(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-271/6, 2-9=-323/92 BOT CHORD 8-9=-78/264 WEBS 8-17=-310/150 NOTES-(11-12) 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 1-4-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 8. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss GE06A Truss Type GABLE Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636138 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:20 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-DQY0hUroZpMU3htJWENQUoOtvw7amGsAUtzYIjzdJDX Scale = 1:51.3 Sheet Front Left Option -2-3-0 1 Ply 7/16OSB8 1 2 3 4 5 6 7 9 8 1817 16 15 13 10 11 1214 2x4 3x4 4x6 4x8 2x4 2x4 2x4 2x4 2x4 2x4 2x4 4x6 3x12 5x8 2x4 8x8 -2-3-0 2-3-0 9-11-8 9-11-8 -0-11-0 0-11-0 4-11-12 4-11-12 9-11-8 4-11-12 1-0-36-11-126-8-40-3-86-11-127.19 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-12], [8:Edge,0-3-8], [14:0-2-12,0-2-0], [17:0-1-13,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.84 0.35 0.14 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.24 -0.60 0.00 (loc) 8-9 8-9 8 l/defl >484 >194 n/a L/d 240 180 n/a PLATES MT20 Weight: 87 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x3 SPF No.2 *Except* 7-8,2-9: 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. JOINTS 1 Brace at Jt(s): 10, 12, 15 REACTIONS.(lb/size) 9=454/0-3-8, 8=383/0-1-8 Max Horz 9=205(LC 5) Max Uplift9=-33(LC 6), 8=-66(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-271/6, 2-9=-323/92 BOT CHORD 8-9=-78/264 WEBS 8-17=-310/150 NOTES-(11-12) 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 1-4-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 8. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss GE07 Truss Type GABLE COMMON Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636139 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:20 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-DQY0hUroZpMU3htJWENQUoOzIw8UmD1AUtzYIjzdJDX Scale: 1/8"=1' Sheet Front Full Sheathing 1 Ply 7/16OSB8 12 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 3x8 5x6 3x6 3x6 3x6 6x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 0-1-1418-1-8 18-1-8 -0-11-0 0-11-0 7-2-6 7-2-6 18-1-8 10-11-2 7-0-111-1-1411-3-1211-1-147.19 12 Plate Offsets (X,Y)-- [2:0-2-8,0-2-8], [8:0-3-0,Edge], [23:0-3-0,0-3-0], [31:0-2-8,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.50 0.29 0.38 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 1 2 18 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 578 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 17-18: 2x4 SPF No.2 OTHERS 2x4 SPF No.2 *Except* 3-31,4-30,5-29,6-28: 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 (6-0-0 max.): 8-17. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-32, 17-18, 4-30, 5-29, 6-28, 7-27, 9-26, 10-25, 11-24, 12-23, 13-22, 14-21, 15-20, 16-19, 2-31 REACTIONS.All bearings 18-1-8. (lb) - Max Horz 32=326(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 30, 29, 28, 27, 26, 25, 24, 23, 22, 21, 20 except 32=-893(LC 4), 18=-112(LC 5), 31=-1032(LC 5), 19=-189(LC 4) Max Grav All reactions 250 lb or less at joint(s) 18, 30, 29, 28, 27, 26, 25, 24, 23, 22, 21, 20, 19 except 32=1141(LC 5), 31=856(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-32=-1082/853 BOT CHORD 31-32=-268/262 WEBS 2-31=-863/1097 NOTES-(14-15) 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) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 30, 29, 28, 27, 26, 25, 24, 23, 22, 21, 20 except (jt=lb) 32=893, 18=112, 31=1032, 19=189. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J01 Truss Type JACK-CLOSED GIRDER Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636140 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:21 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-hd6OvqsRK6ULhrSW3yuf10xCNKKUVltKjXj6q9zdJDW Scale = 1:28.2 1 2 3 5 4 6 2x4 3x4 2x4 4x6 3-10-8 3-10-8 -0-11-0 0-11-0 3-10-8 3-10-8 1-2-04-0-149.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.22 0.95 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.07 -0.00 (loc) 4-5 4-5 4 l/defl >999 >672 n/a L/d 240 180 n/a PLATES MT20 Weight: 22 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 4-6-6 oc bracing. REACTIONS.(lb/size) 5=704/0-3-8, 4=626/Mechanical Max Horz 5=117(LC 4) Max Uplift5=-47(LC 5), 4=-69(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 976 lb down and 55 lb up at 1-11-4 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): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 6=-976(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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J02 Truss Type JACK-OPEN Qty 2 Ply 1 120 Woods at shelborne Job Reference (optional) I32636141 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:21 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-hd6OvqsRK6ULhrSW3yuf10xCxKWDVljKjXj6q9zdJDW Scale = 1:28.2 1 2 3 5 4 3x4 3x4 2x4 2x4 3-10-8 3-10-8 -0-11-0 0-11-0 3-10-8 3-10-8 1-2-04-0-140-3-89.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4], [4:0-1-13,0-0-9] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.25 0.13 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.00 (loc) 4-5 4-5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 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 3-10-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=216/0-3-8, 4=138/0-1-8 Max Horz 5=132(LC 6) Max Uplift4=-68(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J02A Truss Type HALF HIP Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636142 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:21 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-hd6OvqsRK6ULhrSW3yuf10xC4KWIVltKjXj6q9zdJDW Scale = 1:23.6 1 2 3 4 6 5 3x4 2x4 3x4 3x4 2x4 0-1-121-11-4 1-11-4 2-10-11 0-11-7 3-10-8 0-11-13 -0-11-0 0-11-0 2-10-11 2-10-11 3-10-8 0-11-13 1-2-03-2-53-4-13-2-50-3-89.00 12 Plate Offsets (X,Y)-- [3:0-2-0,Edge], [5:0-2-0,0-0-9] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.24 0.13 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.00 (loc) 5-6 5-6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 4-5: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 6=218/0-3-8, 5=136/0-1-8 Max Horz 6=110(LC 6) Max Uplift6=-10(LC 6), 5=-40(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 5. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J03 Truss Type JACK-OPEN Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636143 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:22 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-9pgn6As35QcCI?1idfPuaDTOjkubECVTyBSfMczdJDV Scale = 1:16.4 1 2 5 3 4 2x4 2x4 2-0-9 2-0-9 -1-5-10 1-5-10 2-0-9 2-0-9 1-2-02-1-80-4-91-8-152-1-85.62 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-9 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=209/0-4-11, 3=22/Mechanical, 4=13/Mechanical Max Horz 5=73(LC 6) Max Uplift5=-44(LC 6), 3=-16(LC 7), 4=-2(LC 6) Max Grav 5=209(LC 1), 3=22(LC 1), 4=34(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, 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J04 Truss Type JACK-OPEN Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636144 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:22 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-9pgn6As35QcCI?1idfPuaDTPskuoECVTyBSfMczdJDV Scale = 1:16.5 1 2 5 3 4 2x4 2x4 1-10-8 1-10-8 -0-11-0 0-11-0 1-10-8 1-10-8 1-0-32-1-111-8-112-1-117.19 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.11 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 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 1-10-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=149/0-3-8, 3=37/Mechanical, 4=16/Mechanical Max Horz 5=71(LC 6) Max Uplift5=-14(LC 6), 3=-27(LC 6), 4=-3(LC 6) Max Grav 5=149(LC 1), 3=37(LC 1), 4=33(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, 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J05 Truss Type Monopitch Qty 10 Ply 1 120 Woods at shelborne Job Reference (optional) I32636145 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:22 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-9pgn6As35QcCI?1idfPuaDTIFkr9E9pTyBSfMczdJDV Scale = 1:57.7 1 2 3 4 7 6 5 3x4 3x4 3x4 2x4 3x6 5x6 4-5-5 4-5-5 8-11-8 4-6-3 -0-11-0 0-11-0 4-5-5 4-5-5 8-11-8 4-6-3 1-2-07-10-100-3-87-10-109.00 12 Plate Offsets (X,Y)-- [5:Edge,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 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.53 0.22 0.24 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.04 0.00 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 40 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-7: 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=414/0-3-8, 5=343/0-1-8 Max Horz 7=234(LC 5) Max Uplift7=-15(LC 6), 5=-78(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-334/62, 2-7=-355/100 WEBS 3-5=-268/127 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 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) 5 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) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J05A Truss Type Half Hip Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636146 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:23 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-d?E9KWthskk3w9cuBMw76R0RH85fzeTcArCCv2zdJDU Scale = 1:55.2 1 2 3 4 5 9 8 7 6 4x6 3x8 3x4 2x4 3x4 2x4 2x4 5x10 MT18HS0-1-124-5-4 4-5-4 7-6-11 3-1-7 8-11-8 1-4-13 -0-11-0 0-11-0 4-5-4 4-5-4 7-6-11 3-1-7 8-11-8 1-4-13 1-2-06-8-46-10-06-4-120-3-86-8-49.00 12 Plate Offsets (X,Y)-- [6: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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.64 0.58 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.27 -0.55 0.00 (loc) 8 8 6 l/defl >390 >189 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 40 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x3 SPF No.2 *Except* 5-6: 2x4 SPF No.2, 2-9: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 9=454/0-3-8, 6=423/0-1-8 Max Horz 9=201(LC 5) Max Uplift9=-26(LC 6), 6=-59(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-311/74 NOTES-(13-14) 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) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 6. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) 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.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J05B Truss Type HALF HIP Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636147 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:23 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-d?E9KWthskk3w9cuBMw76R0SG8BCzbZcArCCv2zdJDU Scale = 1:42.5 1 2 3 4 7 6 5 4x8 2x4 3x4 2x4 3x6 3x4 0-1-126-0-0 6-0-0 8-11-8 2-11-8 -0-11-0 0-11-0 6-0-0 6-0-0 8-11-8 2-11-8 1-2-05-6-45-8-05-2-120-3-85-6-49.00 12 Plate Offsets (X,Y)-- [3:0-4-0,0-1-6] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.58 0.23 0.27 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.07 0.00 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 38 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-6,3-5: 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 (6-0-0 max.): 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=414/0-3-8, 5=343/0-1-8 Max Horz 7=166(LC 5) Max Uplift7=-35(LC 6), 5=-51(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-298/70, 2-7=-363/122 WEBS 3-5=-312/73 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J05C Truss Type HALF HIP Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636148 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:24 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-6CoXXsuJd1swYJB5l4RMfeZeWYXyi3fmPVxmRUzdJDT Scale = 1:34.8 1 2 3 4 7 6 5 4x8 2x4 3x4 2x4 3x6 4x6 0-1-124-5-5 4-5-5 8-11-8 4-6-3 -0-11-0 0-11-0 4-5-5 4-5-5 8-11-8 4-6-3 1-2-04-4-44-6-04-0-120-3-84-4-49.00 12 Plate Offsets (X,Y)-- [3:0-4-0,0-1-6] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.55 0.20 0.21 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.05 0.00 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 35 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-6,3-5: 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 (6-0-0 max.): 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=414/0-3-8, 5=343/0-1-8 Max Horz 7=131(LC 5) Max Uplift7=-38(LC 6), 5=-44(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-330/75, 2-7=-359/113 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J06 Truss Type JACK-CLOSED Qty 6 Ply 1 120 Woods at shelborne Job Reference (optional) I32636149 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:24 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-6CoXXsuJd1swYJB5l4RMfeZgsYVxi4smPVxmRUzdJDT Scale = 1:51.9 1 2 3 4 6 5 3x6 3x4 3x4 2x4 6x6 7-10-0 7-10-0 -0-11-0 0-11-0 3-6-0 3-6-0 7-10-0 4-4-0 1-2-07-0-86-9-00-3-87-0-89.00 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.40 0.32 0.14 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.33 0.00 (loc) 5-6 5-6 5 l/defl >663 >277 n/a L/d 240 180 n/a PLATES MT20 Weight: 32 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* 4-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 6=369/0-3-8, 5=299/0-1-8 Max Horz 6=208(LC 5) Max Uplift6=-15(LC 6), 5=-69(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-286/103, 2-3=-262/75 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 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) 5 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) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 5. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J06A Truss Type JACK-CLOSED Qty 3 Ply 1 120 Woods at shelborne Job Reference (optional) I32636150 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:24 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-6CoXXsuJd1swYJB5l4RMfeZbyYRxi6YmPVxmRUzdJDT Scale = 1:51.9 1 2 3 4 8 7 6 59 2x4 5x6 3x6 2x4 3x6 4x8 3x8 2-3-8 2-3-8 7-10-0 5-6-8 -0-11-0 0-11-0 2-3-8 2-3-8 7-10-0 5-6-8 1-2-07-0-86-1-00-11-86-4-80-8-09.00 12 Plate Offsets (X,Y)-- [2:0-2-8,Edge], [5:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.71 0.58 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.23 -0.45 0.11 (loc) 5-6 5-6 5 l/defl >402 >203 n/a L/d 240 180 n/a PLATES MT20 Weight: 31 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 3-7: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-5: 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 6-0-0 oc bracing. REACTIONS.(lb/size) 8=390/0-3-8, 5=391/0-1-8 Max Horz 8=199(LC 5) Max Uplift8=-14(LC 6), 5=-70(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-341/67, 2-3=-279/8 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 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, with BCDL = 10.0psf. 4) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 5. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J06B Truss Type JACK-CLOSED Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636151 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:25 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-aOLvkCvxOL_mASmHInzbBs5lLxpGRZeve9hJzxzdJDS Scale: 1/4"=1' 1 2 3 4 5 10 9 8 7 6 2x4 5x6 4x6 3x6 2x4 3x4 2x4 3x8 3x8 0-1-122-3-8 2-3-8 6-9-13 4-6-5 7-10-0 1-0-3 -0-11-0 0-11-0 2-3-8 2-3-8 6-9-13 4-6-5 7-10-0 1-0-3 1-2-06-1-106-3-65-2-20-11-85-5-100-8-06-1-109.00 12 Plate Offsets (X,Y)-- [2:0-2-8,Edge], [6:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.74 0.51 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.18 -0.34 0.09 (loc) 7-8 7-8 6 l/defl >495 >264 n/a L/d 240 180 n/a PLATES MT20 Weight: 34 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 3-9: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 5-6: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 8-9. REACTIONS.(lb/size) 10=369/0-3-8, 6=299/0-1-8 Max Horz 10=176(LC 5) Max Uplift10=-23(LC 6), 6=-54(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-323/72, 2-3=-264/15 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 6. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J06C Truss Type JACK-CLOSED Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636152 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:25 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-aOLvkCvxOL_mASmHInzbBs5tmxtpRXkve9hJzxzdJDS Scale = 1:38.4 1 2 3 4 5 10 9 8 7 6 2x4 3x4 4x8 2x4 2x4 2x4 2x4 3x8 3x4 0-1-122-3-8 2-3-8 5-2-10 2-11-2 7-10-0 2-7-6 -0-11-0 0-11-0 2-3-8 2-3-8 5-2-10 2-11-2 7-10-0 2-7-6 1-2-04-11-45-1-03-11-120-11-84-3-40-8-04-11-49.00 12 Plate Offsets (X,Y)-- [4:0-4-0,0-1-6] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.20 0.22 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.04 -0.06 0.02 (loc) 8 8 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 35 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 3-9: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 5-6: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 10=369/0-3-8, 6=299/0-1-8 Max Horz 10=140(LC 5) Max Uplift10=-32(LC 6), 6=-46(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-336/84, 2-3=-311/38 WEBS 4-6=-298/67 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 6. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J06D Truss Type JACK-CLOSED Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636153 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:25 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-aOLvkCvxOL_mASmHInzbBs5u8xuqRXuve9hJzxzdJDS Scale = 1:30.4 1 2 3 4 5 10 9 8 7 6 2x4 3x4 4x8 2x4 2x4 2x4 2x4 3x8 3x4 0-1-122-3-8 2-3-8 3-7-8 1-4-0 7-10-0 4-2-8 -0-11-0 0-11-0 2-3-8 2-3-8 3-7-8 1-4-0 7-10-0 4-2-8 1-2-03-8-143-10-102-9-60-11-83-0-140-8-03-8-149.00 12 Plate Offsets (X,Y)-- [4:0-4-0,0-1-6] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.17 0.15 0.15 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.01 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 32 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 3-9: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 5-6: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 10=369/0-3-8, 6=299/0-1-8 Max Horz 10=104(LC 5) Max Uplift10=-36(LC 6), 6=-39(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-344/97, 2-3=-339/59, 3-4=-276/80 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 6. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J07 Truss Type JACK-OPEN Qty 11 Ply 1 120 Woods at shelborne Job Reference (optional) I32636154 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:26 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-2avHyYwZ9f7dncLTsVUqk3e1iLE8A0U3spQtVNzdJDR Scale = 1:28.7 1 2 5 3 4 3x6 3x4 4-0-0 4-0-0 -0-11-0 0-11-0 4-0-0 4-0-0 1-2-04-2-03-8-84-2-09.00 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.31 0.15 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.03 -0.03 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 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 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=223/0-3-8, 3=103/Mechanical, 4=42/Mechanical Max Horz 5=136(LC 6) Max Uplift3=-72(LC 6) Max Grav 5=223(LC 1), 3=103(LC 1), 4=74(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) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J07A Truss Type JACK-OPEN Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636155 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:26 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-2avHyYwZ9f7dncLTsVUqk3e1?LENA0U3spQtVNzdJDR Scale = 1:23.6 1 2 3 4 7 6 5 2x4 3x4 3x4 2x4 2x4 0-1-122-10-11 2-10-11 4-0-0 1-1-5 -0-11-0 0-11-0 2-10-11 2-10-11 4-0-0 1-1-5 1-2-03-2-43-4-03-2-42-11-129.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4], [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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.29 0.13 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 -0.06 (loc) 6-7 6-7 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 *Except* 1-3: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 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=216/0-3-8, 4=98/Mechanical, 6=45/Mechanical Max Horz 7=110(LC 6) Max Uplift7=-9(LC 6), 4=-47(LC 6) Max Grav 7=216(LC 1), 4=98(LC 1), 6=81(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 4. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J07B Truss Type JACK-OPEN Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636156 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:26 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-2avHyYwZ9f7dncLTsVUqk3e2RLDMA0D3spQtVNzdJDR Scale = 1:23.1 1 2 3 4 7 6 5 2x4 3x4 5x6 2x4 2x4 2x4 0-1-122-9-8 2-9-8 4-0-0 1-2-8 -0-11-0 0-11-0 2-9-8 2-9-8 4-0-0 1-2-8 1-2-03-1-63-3-23-1-60-3-89.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4], [3:0-3-10,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.20 0.20 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.03 -0.00 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x3 SPF No.2 *Except* 1-3: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 7=220/0-3-8, 5=142/0-1-8 Max Horz 7=108(LC 6) Max Uplift7=-11(LC 6), 5=-37(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J08 Truss Type JACK-OPEN Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636157 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:27 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-WnTf9uwBwyFUPmwgQC?3HGAFelbyvTkC5TAQ2pzdJDQ Scale = 1:16.6 1 2 5 3 4 2x4 2x4 2-0-0 2-0-0 -0-11-0 0-11-0 2-0-0 2-0-0 1-0-02-2-01-9-12-2-07.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.11 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=153/0-3-8, 3=41/Mechanical, 4=17/Mechanical Max Horz 5=71(LC 6) Max Uplift5=-15(LC 6), 3=-28(LC 6), 4=-2(LC 6) Max Grav 5=153(LC 1), 3=41(LC 1), 4=36(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, 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J09 Truss Type JACK-OPEN Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:27 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-WnTf9uwBwyFUPmwgQC?3HGAFdlb_vTkC5TAQ2pzdJDQ Scale: 3/4"=1' 1 2 5 3 42x4 2x4 1-9-0 1-9-0 -0-11-0 0-11-0 1-9-0 1-9-0 1-0-32-0-121-7-132-0-127.19 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.11 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: 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 1-9-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=146/0-3-8, 3=32/Mechanical, 4=14/Mechanical Max Horz 5=68(LC 6) Max Uplift5=-14(LC 6), 3=-25(LC 6), 4=-4(LC 6) Max Grav 5=146(LC 1), 3=32(LC 1), 4=31(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, 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J10 Truss Type JACK-OPEN Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636159 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:27 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-WnTf9uwBwyFUPmwgQC?3HGAD3laavTkC5TAQ2pzdJDQ Scale = 1:16.5 1 2 5 3 4 2x4 3x4 2-1-11 2-1-3 -1-5-15 1-5-15 2-1-11 2-1-11 1-2-02-1-130-4-91-9-52-1-135.53 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.21 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-1-11 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=214/0-4-12, 3=26/Mechanical, 4=14/Mechanical Max Horz 5=74(LC 6) Max Uplift5=-46(LC 6), 3=-17(LC 6), 4=-1(LC 6) Max Grav 5=214(LC 1), 3=26(LC 1), 4=36(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, 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J11 Truss Type JACK-OPEN Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636160 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:28 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-_z12NExqhGNL1wVs_wWIpUjPq9xQew_MK7vzaFzdJDP Scale: 3/4"=1' 1 2 5 3 4 2x4 2x4 2-0-9 2-0-9 -1-3-12 1-3-12 2-0-9 2-0-9 1-1-22-0-100-4-91-8-12-0-105.62 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.14 0.03 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-9 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 3=29/Mechanical, 5=192/0-5-10, 4=14/Mechanical Max Horz 5=43(LC 6) Max Uplift3=-16(LC 6), 5=-44(LC 6) Max Grav 3=29(LC 1), 5=192(LC 1), 4=35(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-0-0 oc. 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) 3, 5. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J12 Truss Type JACK-OPEN Qty 3 Ply 1 120 Woods at shelborne Job Reference (optional) I32636161 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:28 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-_z12NExqhGNL1wVs_wWIpUjOd9vkew_MK7vzaFzdJDP Scale = 1:23.6 1 2 5 3 4 2x4 2x4 4-0-0 4-0-0 -0-11-0 0-11-0 4-0-0 4-0-0 1-0-03-4-02-11-13-4-07.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.22 0.14 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.02 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 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 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=223/0-3-8, 3=103/Mechanical, 4=42/Mechanical Max Horz 5=106(LC 6) Max Uplift5=-12(LC 6), 3=-55(LC 6) Max Grav 5=223(LC 1), 3=103(LC 1), 4=74(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) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J13 Truss Type JACK-OPEN Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636162 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:28 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-_z12NExqhGNL1wVs_wWIpUjPl9woew_MK7vzaFzdJDP Scale = 1:19.8 1 2 5 3 4 2x4 2x4 2-11-0 2-11-0 -0-11-0 0-11-0 2-11-0 2-11-0 1-0-02-8-72-3-82-8-77.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.15 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=183/0-3-8, 3=70/Mechanical, 4=28/Mechanical Max Horz 5=87(LC 6) Max Uplift5=-14(LC 6), 3=-41(LC 6) Max Grav 5=183(LC 1), 3=70(LC 1), 4=53(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) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J14 Truss Type JACK-OPEN Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636163 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:29 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-S9bQaZySSaVCe432Xd1XMhGagZHDNNEVZmfX6izdJDO Scale = 1:16.8 1 2 5 3 4 2x4 2x4 1-4-3 1-4-3 -0-11-0 0-11-0 1-4-3 1-4-3 1-2-02-2-21-8-102-2-29.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.14 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 1-4-3 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=136/0-3-8, 3=15/Mechanical, 4=9/Mechanical Max Horz 5=76(LC 6) Max Uplift3=-25(LC 6), 4=-17(LC 6) Max Grav 5=136(LC 1), 3=15(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) 3, 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J15 Truss Type JACK-OPEN Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636164 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:29 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-S9bQaZySSaVCe432Xd1XMhGadZHBNNEVZmfX6izdJDO Scale = 1:17.1 1 2 5 3 4 2x4 2x4 1-5-0 1-5-0 -0-11-0 0-11-0 1-5-0 1-5-0 1-2-02-2-121-9-42-2-129.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.14 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 1-5-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=137/0-3-8, 3=18/Mechanical, 4=10/Mechanical Max Horz 5=77(LC 6) Max Uplift3=-27(LC 6), 4=-16(LC 6) Max Grav 5=137(LC 1), 3=18(LC 1), 4=24(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, 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J16 Truss Type JACK-OPEN Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636165 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:29 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-S9bQaZySSaVCe432Xd1XMhGagZHCNNEVZmfX6izdJDO Scale = 1:19.1 1 2 5 3 4 2x4 2x4 2-7-4 2-7-4 -0-11-0 0-11-0 2-7-4 2-7-4 1-0-32-6-142-1-152-6-147.19 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.14 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=172/0-3-8, 3=60/Mechanical, 4=24/Mechanical Max Horz 5=83(LC 6) Max Uplift5=-13(LC 6), 3=-37(LC 6) Max Grav 5=172(LC 1), 3=60(LC 1), 4=47(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) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J17 Truss Type JACK-OPEN Qty 2 Ply 1 120 Woods at shelborne Job Reference (optional) I32636166 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:29 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-S9bQaZySSaVCe432Xd1XMhGb3ZG9NNEVZmfX6izdJDO Scale = 1:19.8 1 2 3 8 7 6 4 5 2x4 2x4 2x4 2x4 2x4 2-3-8 2-3-8 2-9-8 0-6-0 -0-11-0 0-11-0 2-3-8 2-3-8 2-9-8 0-6-0 1-0-32-8-42-0-42-3-40-8-07.19 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.11 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 7 7-8 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 3-7: 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 8=178/0-3-8, 4=45/Mechanical, 5=48/Mechanical Max Horz 8=87(LC 6) Max Uplift8=-12(LC 6), 4=-3(LC 6), 5=-35(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) 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) 8, 4, 5. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss J18 Truss Type Jack-Open Qty 8 Ply 1 120 Woods at shelborne Job Reference (optional) I32636167 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:30 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-wM9oovz4Dtd3GEeE5LYmuvoj?ybD6qUenQO4f8zdJDN Scale = 1:27.8 1 2 5 3 4 3x6 3x4 3-9-8 3-9-8 -0-11-0 0-11-0 3-9-8 3-9-8 1-2-04-0-23-6-104-0-29.00 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.29 0.14 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.03 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 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 3-9-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=215/0-3-8, 3=97/Mechanical, 4=39/Mechanical Max Horz 5=131(LC 6) Max Uplift3=-69(LC 6) Max Grav 5=215(LC 1), 3=97(LC 1), 4=70(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) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss M01 Truss Type MONOPITCH Qty 3 Ply 1 120 Woods at shelborne Job Reference (optional) I32636168 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:30 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-wM9oovz4Dtd3GEeE5LYmuvomFyd56qUenQO4f8zdJDN Scale = 1:15.0 1 2 3 5 4 2x4 2x4 2x4 2x4 0-11-8 0-11-8 -0-11-0 0-11-0 0-11-8 0-11-8 1-2-01-10-101-7-20-3-81-10-109.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.09 0.02 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 5 5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 0-11-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 5=141/0-3-8, 4=-24/0-1-8 Max Horz 5=49(LC 5) Max Uplift5=-41(LC 6), 4=-50(LC 5) Max Grav 5=141(LC 1), 4=46(LC 4) 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 and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss M02 Truss Type HALF HIP Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636169 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:31 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-OYjA?FzizBlwuNDRf23?R6LoUMnPr7Jo048eBazdJDM Scale = 1:92.6 12 3 4 5 9 8 7 6 10 11 12 13 4x8 6x16 3x8 3x6 3x4 3x8 3x4 3x8 3x6 2-5-09-6-9 9-6-9 18-5-0 8-10-7 -0-11-0 0-11-0 4-5-1 4-5-1 9-6-9 5-1-8 18-5-0 8-10-7 7-0-112-6-1212-8-1012-6-1210-1-127.19 12 Plate Offsets (X,Y)-- [4:0-4-0,0-1-11], [6:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.69 0.78 0.67 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.32 -0.59 0.44 (loc) 8-9 8-9 11 l/defl >690 >367 n/a L/d 240 180 n/a PLATES MT20 Weight: 117 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-5: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-9: 2x4 SPF-S Stud, 3-9: 2x3 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-8, 5-8, 3-9 REACTIONS.(lb/size) 9=994/0-3-8, 11=950/0-3-8 Max Horz 9=340(LC 5) Max Uplift9=-1(LC 6), 11=-136(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-517/161, 4-5=-392/168 BOT CHORD 9-12=-209/311, 12-13=-209/311, 8-13=-209/311 WEBS 5-8=-126/616, 3-9=-694/30, 5-11=-960/136 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) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except (jt=lb) 11=136. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss M03 Truss Type PIGGYBACK BASE Qty 3 Ply 1 120 Woods at shelborne Job Reference (optional) I32636170 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:31 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-OYjA?FzizBlwuNDRf23?R6Ln6MnRr7So048eBazdJDM Scale = 1:91.4 12 3 4 5 9 8 7 6 10 11 12 13 4x8 6x16 3x8 3x6 3x4 3x8 3x4 3x8 3x6 9-3-7 9-3-7 18-5-0 9-1-9 -0-11-0 0-11-0 4-5-1 4-5-1 9-3-7 4-10-6 13-8-7 4-5-1 18-5-0 4-8-9 7-0-112-6-1210-1-1212-6-127.19 12 Plate Offsets (X,Y)-- [4:0-4-12,0-2-0], [6:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.72 0.78 0.66 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.32 -0.60 0.46 (loc) 8-9 8-9 11 l/defl >681 >361 n/a L/d 240 180 n/a PLATES MT20 Weight: 117 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-5: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-9: 2x4 SPF-S Stud, 3-9: 2x3 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-8, 5-8, 3-9 REACTIONS.(lb/size) 9=994/0-3-8, 11=949/0-3-8 Max Horz 9=341(LC 5) Max Uplift11=-139(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-516/160, 4-5=-387/166 BOT CHORD 9-12=-210/310, 12-13=-210/310, 8-13=-210/310 WEBS 5-8=-125/609, 3-9=-689/34, 5-11=-960/139 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 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) 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) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=139. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBORNE Truss M04 Truss Type PIGGYBACK BASE Qty 2 Ply 1 120 Woods at shelborne Job Reference (optional) I32636171 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 15:41:36 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-WPKXk1hu1Q_ybW5IH8QZ4Np2uUxR8Irh0edQENzdGXj Scale = 1:73.8 1 2 3 4 5 9 8 7 6 10 11 12 13 4x8 5x8 3x8 3x6 3x4 3x8 3x4 3x8 3x6 9-3-7 9-3-7 18-5-0 9-1-9 -0-11-0 0-11-0 4-5-1 4-5-1 9-3-7 4-10-6 13-8-7 4-5-0 18-5-0 4-8-9 7-0-112-6-1210-1-1212-6-127.19 12 Plate Offsets (X,Y)-- [4:0-4-12,0-2-0], [5:0-1-8,0-3-0], [6:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.72 0.78 0.66 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.32 -0.60 0.46 (loc) 8-9 8-9 11 l/defl >684 >362 n/a L/d 240 180 n/a PLATES MT20 Weight: 117 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-5: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-9: 2x4 SPF-S Stud, 3-9: 2x3 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-8, 5-8, 3-9 REACTIONS.(lb/size) 9=993/Mechanical, 11=949/0-3-8 Max Horz 9=341(LC 5) Max Uplift11=-139(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-516/161, 4-5=-387/166 BOT CHORD 9-12=-210/309, 12-13=-210/309, 8-13=-210/309 WEBS 5-8=-125/609, 3-9=-688/34, 5-11=-960/139 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) 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) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 11. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss M05 Truss Type MONOPITCH Qty 5 Ply 1 120 Woods at shelborne Job Reference (optional) I32636172 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:32 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-tkGYCb_KkVtnVXodDlbEzKu6BmIcak_xFktBj1zdJDL Scale = 1:15.8 1 2 3 5 4 2x4 3x8 2x4 3-11-8 3-11-8 -0-11-0 0-11-0 3-11-8 3-11-8 0-9-02-0-131-9-50-3-82-0-134.00 12 Plate Offsets (X,Y)-- [4:0-2-1,0-0-10] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.12 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=221/0-3-8, 4=139/0-1-8 Max Horz 5=62(LC 5) Max Uplift5=-45(LC 4), 4=-15(LC 6) 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 and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss M06GR Truss Type MONOPITCH GIRDER Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636173 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:32 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-tkGYCb_KkVtnVXodDlbEzKu4fmH7ak_xFktBj1zdJDL Scale = 1:15.8 1 2 3 4 5 2x4 2x4 4x6 3x8 3-11-8 3-11-8 -0-11-0 0-11-0 3-11-8 3-11-8 0-9-02-0-134.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-1-14] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.22 0.18 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 2-4 2-4 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud WEDGE Left: 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) 4=216/Mechanical, 2=292/0-3-8 Max Horz 2=54(LC 4) Max Uplift2=-29(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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) 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) 2. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 151 lb down at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 2-4=-20 Concentrated Loads (lb) Vert: 5=-151(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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss M07 Truss Type PIGGYBACK BASE Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636174 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:33 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-LxqxQx?yVo?e7hNpmT6TWXQ4iAR9J?R5TOdkFTzdJDK Scale = 1:97.2 12 3 4 5 6 7 8 9 15 14 13 12 11 10 16 17 18 19 20 4x8 6x10 8x8 3x4 4x8 6x16 3x8 3x4 3x6 4x8 4x10 4x10 5x8 3x6 0-1-147-7-5 7-7-5 10-0-0 2-4-11 19-3-7 9-3-7 28-5-0 9-1-9 -0-11-0 0-11-0 7-7-5 7-7-5 9-1-0 1-5-11 10-0-0 0-11-0 14-5-1 4-5-1 19-3-7 4-10-6 23-8-7 4-5-1 28-5-0 4-8-9 1-0-35-5-07-0-112-6-1210-1-1212-6-127.19 12 Plate Offsets (X,Y)-- [3:0-4-0,0-1-11], [8:0-4-12,0-2-0], [10:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.90 0.89 0.82 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.33 -0.66 0.51 (loc) 11-13 11-13 17 l/defl >999 >507 n/a L/d 240 180 n/a PLATES MT20 Weight: 162 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 8-9: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 9-10,7-11,8-11,9-11: 2x4 SPF No.2, 2-15: 2x6 SP No.1 OTHERS 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 (4-7-15 max.): 3-4, 6-13, 8-9. Except: 6-0-0 oc bracing: 4-6 BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-11, 8-11, 9-11, 4-7 REACTIONS.(lb/size) 15=1333/0-3-8, 17=1420/0-3-8 Max Horz 15=355(LC 5) Max Uplift15=-79(LC 6), 17=-98(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1751/158, 3-18=-1383/174, 4-18=-1385/173, 4-13=-1207/366, 4-6=-254/183, 7-8=-912/191, 8-9=-724/193, 2-15=-1253/169 BOT CHORD 14-15=-360/473, 13-14=-181/1694, 12-13=-124/1031, 12-19=-124/1031, 11-19=-124/1031 WEBS 3-14=0/515, 4-14=-681/12, 7-11=-621/226, 2-14=0/929, 9-11=-139/1183, 7-13=-310/1634, 4-7=-2228/267, 9-17=-1434/167 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 and C-C Exterior(2) -0-11-0 to 27-11-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 17. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss M08 Truss Type PIGGYBACK BASE Qty 4 Ply 1 120 Woods at shelborne Job Reference (optional) I32636175 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:33 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-LxqxQx?yVo?e7hNpmT6TWXQ4jAQvJ5K5TOdkFTzdJDK Scale: 1/8"=1' 12 3 4 5 6 7 8 13 12 11 10 9 14 15 16 17 3x6 4x8 6x16 3x8 3x6 4x8 3x6 3x6 5x8 3x4 4x8 2x4 3x6 10-0-0 10-0-0 19-3-7 9-3-7 28-5-0 9-1-9 -0-11-0 0-11-0 4-3-1 4-3-1 10-0-0 5-8-15 14-5-1 4-5-1 19-3-7 4-10-6 23-8-7 4-5-1 28-5-0 4-8-9 1-0-312-6-1210-1-1212-6-127.19 12 Plate Offsets (X,Y)-- [7:0-4-12,0-2-0], [9:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.90 0.91 0.44 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.35 -0.61 0.57 (loc) 10-12 12-13 15 l/defl >962 >552 n/a L/d 240 180 n/a PLATES MT20 Weight: 150 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 7-8: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-12,6-12,3-13,5-12: 2x3 SPF No.2, 2-13: 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins, except end verticals, and 2-0-0 oc purlins (5-9-9 max.): 7-8. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-10, 7-10, 8-10, 3-13 REACTIONS.(lb/size) 13=1317/0-3-8, 15=1417/0-3-8 Max Horz 13=349(LC 5) Max Uplift13=-62(LC 6), 15=-81(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-335/14, 3-4=-1627/75, 4-5=-1461/93, 5-6=-1613/196, 6-7=-902/160, 7-8=-722/166, 2-13=-287/60 BOT CHORD 12-13=-236/1374, 11-12=-118/1007, 11-16=-118/1007, 10-16=-118/1007 WEBS 6-12=-112/736, 6-10=-611/184, 8-10=-100/1179, 3-13=-1524/113, 5-12=-333/158, 8-15=-1431/127 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 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) 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) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 15. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss M09 Truss Type MONOPITCH Qty 8 Ply 1 120 Woods at shelborne Job Reference (optional) I32636176 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:33 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-LxqxQx?yVo?e7hNpmT6TWXQElAbpJ8n5TOdkFTzdJDK Scale = 1:29.7 1 2 3 4 5 7 6 3x8 3x4 3x4 3x4 2x4 2x4 5-0-2 5-0-2 9-11-8 4-11-6 -0-11-0 0-11-0 5-0-2 5-0-2 9-11-8 4-11-6 0-9-04-0-133-9-50-3-84-0-134.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [6:0-2-0,0-0-10] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.26 0.21 0.22 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.05 0.01 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 36 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 SLIDER Left 2x4 SPF-S Stud 2-7-10 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) 2=452/0-3-8, 6=392/0-1-8 Max Horz 2=123(LC 5) Max Uplift2=-54(LC 4), 6=-43(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-608/101, 3-4=-518/113, 4-5=-600/185, 5-6=-347/112 BOT CHORD 2-7=-87/520 WEBS 5-7=-175/643, 4-7=-289/167 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 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) 6 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) 6. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss PB01 Truss Type PIGGYBACK Qty 8 Ply 1 120 Woods at shelborne Job Reference (optional) I32636177 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:34 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-p7OJdH0aG67Vlry0KAdi3lzOBayX2eUEi2MIovzdJDJ Scale = 1:40.6 12 3 4 6 5 2x4 2x4 2x4 2x4 2x4 9-1-9 9-1-90-4-55-5-100-1-85-4-20-1-87.19 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.34 0.18 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 1 1 5 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 27 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.(lb/size) 5=140/8-3-14, 2=138/8-3-14, 6=410/8-3-14 Max Horz 2=153(LC 5) Max Uplift5=-18(LC 5), 2=-1(LC 4), 6=-92(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-307/163 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 and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2, 6. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss PB02 Truss Type PIGGYBACK Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636178 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:34 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-p7OJdH0aG67Vlry0KAdi3lzQvazg2eXEi2MIovzdJDJ Scale = 1:35.6 1 2 3 4 5 8 7 6 4x6 2x4 2x4 2x4 2x4 2x4 2x4 0-1-149-1-9 9-1-9 9-1-9 9-1-9 0-4-54-6-04-7-140-1-84-4-80-1-87.19 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.23 0.11 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 0.00 0.00 (loc) 1 1 6 l/defl n/r n/r n/a L/d 180 120 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: 4-5. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 8-3-14. (lb) - Max Horz 2=126(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 6, 2, 7, 8 Max Grav All reactions 250 lb or less at joint(s) 6, 2, 7 except 8=343(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-8=-264/139 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2, 7, 8. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks 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) 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss PB03 Truss Type PIGGYBACK Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636179 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:34 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-p7OJdH0aG67Vlry0KAdi3lzOPayZ2eaEi2MIovzdJDJ Scale = 1:24.3 1 2 3 4 6 5 4x6 2x4 2x4 2x4 2x4 0-1-149-1-9 9-1-9 9-1-9 9-1-9 0-4-53-0-03-1-140-1-82-10-80-1-87.19 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.33 0.18 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.00 (loc) 1 1 5 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 25 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 9-1-9 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 5=140/8-3-14, 2=194/8-3-14, 6=354/8-3-14 Max Horz 2=80(LC 5) Max Uplift5=-30(LC 4), 2=-26(LC 6), 6=-10(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-251/104 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2, 6. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks 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) 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss PB04 Truss Type PIGGYBACK Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636180 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:35 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-HJyhrd0D1QFMM?XCuu8xbyWUMzFMn5?Oxi6rKLzdJDI Scale = 1:18.6 1 2 3 4 6 5 4x6 2x4 2x4 2x4 2x4 0-1-149-1-9 9-1-9 9-1-9 9-1-9 0-4-51-6-01-7-140-1-81-4-80-1-87.19 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.70 0.33 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 1 1 5 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 22 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 9-1-9 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 5=239/8-3-14, 2=55/8-3-14, 6=394/8-3-14 Max Horz 2=35(LC 5) Max Uplift5=-46(LC 4), 2=-45(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-257/119 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks 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) 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss PB05 Truss Type PIGGYBACK Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636181 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:35 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-HJyhrd0D1QFMM?XCuu8xbyWUuzGdn50Oxi6rKLzdJDI Scale = 1:18.3 1 2 3 4 6 5 4x6 2x4 2x4 2x4 2x4 0-1-148-11-11 8-11-11 8-11-11 8-11-11 0-4-51-6-01-7-140-1-81-4-80-1-87.19 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.67 0.32 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 1 1 5 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 21 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 8-11-11 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 5=233/8-2-0, 2=57/8-2-0, 6=385/8-2-0 Max Horz 2=35(LC 5) Max Uplift5=-44(LC 4), 2=-43(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-252/117 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks 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) 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss T01 Truss Type Common Qty 3 Ply 1 120 Woods at shelborne Job Reference (optional) I32636182 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:35 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-HJyhrd0D1QFMM?XCuu8xbyWZNzIGn54Oxi6rKLzdJDI Scale = 1:34.0 1 2 3 4 5 8 7 6 4x6 3x4 3x4 2x4 3x4 3x4 3-10-0 3-10-0 7-8-0 3-10-0 -0-11-0 0-11-0 3-10-0 3-10-0 7-8-0 3-10-0 8-7-0 0-11-0 1-2-04-0-81-2-09.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.38 0.15 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.00 (loc) 7 7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 27 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-7: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 8=359/0-3-8, 6=359/0-3-8 Max Horz 8=-99(LC 4) Max Uplift8=-42(LC 6), 6=-42(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-255/64, 3-4=-255/64, 2-8=-305/103, 4-6=-305/103 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss T02 Truss Type COMMON Qty 2 Ply 1 120 Woods at shelborne Job Reference (optional) I32636183 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:36 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-lVW32z1rojND_96OSbfA8A2jbNbEWT3XAMrOsozdJDH Scale = 1:70.0 1 2 3 4 5 6 11 10 9 8 712 13 2x4 4x6 3x6 3x4 3x4 3x4 3x4 3x6 3x6 3x4 7-6-4 7-6-4 12-10-10 5-4-7 20-3-8 7-4-14 4-8-13 4-8-13 10-1-12 5-4-14 15-6-10 5-4-15 20-3-8 4-8-14 21-2-8 0-11-0 1-2-08-9-51-2-09.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.41 0.36 0.38 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.21 0.01 (loc) 7-8 7-8 7 l/defl >999 >737 n/a L/d 240 180 n/a PLATES MT20 Weight: 87 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 1-11,5-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-10 REACTIONS.(lb/size) 10=874/0-3-8, 11=300/0-3-8, 7=601/0-3-8 Max Horz 11=-219(LC 4) Max Uplift10=-57(LC 6), 11=-14(LC 7), 7=-61(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-443/138, 5-7=-259/114 BOT CHORD 7-8=0/386 WEBS 2-10=-268/174, 3-10=-480/3, 3-8=-63/390, 4-7=-399/0 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 11, 7. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss T03 Truss Type Common Qty 5 Ply 1 120 Woods at shelborne Job Reference (optional) I32636184 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:36 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-lVW32z1rojND_96OSbfA8A2gRNW0WQzXAMrOsozdJDH Scale = 1:65.2 1 2 3 4 5 6 7 11 10 9 8 4x6 3x6 3x8 3x6 3x6 2x4 4x6 4x6 2x4 9-11-8 9-11-8 19-11-0 9-11-8 -0-11-0 0-11-0 3-10-14 3-10-14 9-11-8 6-0-10 16-0-2 6-0-10 19-11-0 3-10-14 20-10-0 0-11-0 1-2-08-7-101-2-09.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.62 0.69 0.51 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.47 0.03 (loc) 9-11 9-11 8 l/defl >999 >505 n/a L/d 240 180 n/a PLATES MT20 Weight: 81 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-11,6-8: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 11=849/0-3-8, 8=849/0-3-8 Max Horz 11=-206(LC 4) Max Uplift11=-61(LC 6), 8=-61(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-737/120, 4-5=-737/120 BOT CHORD 10-11=-75/639, 9-10=-75/639, 8-9=-5/639 WEBS 4-9=-19/479, 3-11=-764/104, 5-8=-764/104 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 8. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss T03A Truss Type COMMON Qty 2 Ply 1 120 Woods at shelborne Job Reference (optional) I32636185 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:37 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-Di4RGI2TZ1V3cIhb?JAPgNbpcns1FwLgO0byOEzdJDG Scale = 1:65.2 1 2 3 4 5 6 11 10 9 8 7 4x6 2x4 3x6 3x8 3x6 3x6 2x4 4x8 3x8 2x4 9-11-8 9-11-8 16-1-12 6-2-4 19-11-0 3-9-4 -0-11-0 0-11-0 3-10-13 3-10-13 9-11-8 6-0-11 16-0-3 6-0-11 19-11-0 3-10-13 1-2-08-7-101-2-09.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.72 0.64 0.38 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.59 0.01 (loc) 9-11 9-11 7 l/defl >821 >326 n/a L/d 240 180 n/a PLATES MT20 Weight: 83 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* 6-7,2-11: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=169/Mechanical, 11=709/0-3-8, 8=755/0-3-8 Max Horz 11=216(LC 5) Max Uplift11=-55(LC 6), 8=-49(LC 7) Max Grav 7=171(LC 11), 11=709(LC 1), 8=755(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-253/19, 3-4=-525/106, 4-5=-528/106 BOT CHORD 10-11=-110/500, 9-10=-110/500 WEBS 4-9=-1/275, 3-11=-562/102, 5-9=-5/305, 5-8=-671/114 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) 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) 11, 8. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss T04 Truss Type COMMON Qty 6 Ply 1 120 Woods at shelborne Job Reference (optional) I32636186 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:37 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-Di4RGI2TZ1V3cIhb?JAPgNbphnszFwZgO0byOEzdJDG Scale = 1:65.2 1 2 3 4 5 8 7 6 4x6 4x6 2x4 3x4 3x8 2x4 4x8 9-11-8 9-11-8 16-0-0 6-0-8 -0-11-0 0-11-0 3-10-13 3-10-13 9-11-8 6-0-11 16-0-0 6-0-8 1-2-08-7-104-1-49.00 12 Plate Offsets (X,Y)-- [5:0-3-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.71 0.64 0.36 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.58 0.01 (loc) 7-8 7-8 6 l/defl >816 >324 n/a L/d 240 180 n/a PLATES MT20 Weight: 69 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* 5-6,2-8: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 6=626/Mechanical, 8=694/0-3-8 Max Horz 8=251(LC 5) Max Uplift6=-32(LC 6), 8=-54(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-251/21, 3-4=-503/111, 4-5=-488/110, 5-6=-590/65 BOT CHORD 7-8=-140/484 WEBS 4-7=-2/254, 5-7=-16/346, 3-8=-541/106 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) 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) 6, 8. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss T05 Truss Type COMMON Qty 3 Ply 1 120 Woods at shelborne Job Reference (optional) I32636187 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:38 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-hueqTe35KLdwDSFnZ0heDb8zeBFJ_QYqdgKVxgzdJDF Scale = 1:41.4 1 2 3 4 5 9 8 7 6 10 11 4x6 12x12 3x6 2x4 12x12 8-10-0 8-10-0 17-8-0 8-10-0 -0-11-0 0-11-0 8-10-0 8-10-0 17-8-0 8-10-0 18-7-0 0-11-0 0-11-05-4-00-11-06.00 12 Plate Offsets (X,Y)-- [6:0-1-11,0-8-15], [9:0-3-4,0-6-8] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.83 0.51 0.12 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.29 0.03 (loc) 7-9 6-7 6 l/defl >999 >714 n/a L/d 240 180 n/a PLATES MT20 Weight: 52 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 4-4-1 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 9=854/0-3-8, 6=854/0-3-8 Max Horz 9=-59(LC 4) Max Uplift9=-69(LC 6), 6=-69(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1025/135, 3-4=-1025/135, 2-9=-765/193, 4-6=-765/193 BOT CHORD 8-9=0/797, 8-10=0/797, 7-10=0/797, 7-11=0/797, 6-11=0/797 WEBS 3-7=0/370 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 6. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss T05A Truss Type COMMON Qty 6 Ply 1 120 Woods at shelborne Job Reference (optional) I32636188 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:38 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-hueqTe35KLdwDSFnZ0heDb8_UBBB_QjqdgKVxgzdJDF Scale = 1:41.1 1 2 3 7 6 5 4 8 9 5x6 4x6 5x6 3x6 3x6 2x4 3x6 8-10-0 8-10-0 17-8-0 8-10-0 8-10-0 8-10-0 17-8-0 8-10-0 0-11-05-4-00-11-06.00 12 Plate Offsets (X,Y)-- [4:Edge,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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.71 0.71 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.32 0.03 (loc) 5 5-7 4 l/defl >999 >644 n/a L/d 240 180 n/a PLATES MT20 Weight: 49 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* 2-5: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=786/0-3-8, 4=786/0-3-8 Max Horz 7=-63(LC 4) Max Uplift7=-32(LC 6), 4=-32(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1014/134, 2-3=-1014/134, 1-7=-675/140, 3-4=-675/140 BOT CHORD 6-7=-8/797, 6-8=-8/797, 5-8=-8/797, 5-9=-8/797, 4-9=-8/797 WEBS 2-5=0/352 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss T06 Truss Type GABLE Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636189 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:40 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-eHlauK4LsyteTmP9hRk6I0DM5_uJSEb74_pc?ZzdJDD Scale = 1:106.4 Sheet Back Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 23 22 21 20 19 18 17 16 15 14 3225 30 26 28 29 31 24 27 62 3x6 3x4 4x6 2x4 2x4 4x6 2x4 3x4 2x4 4x6 3x4 3x6 8x10 6x16 3x4 6x10 2x4 4x6 5x8 3x4 4x10 2x4 3x8 3x6 3x8 3x8 3x8 3x8 3x8 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 0-1-142-3-8 2-3-8 8-6-14 6-3-7 15-10-8 7-3-10 17-2-6 1-3-14 22-8-3 5-5-13 28-2-0 5-5-13 36-3-8 8-1-8 -0-11-0 0-11-0 2-3-8 2-3-8 8-6-14 6-3-7 15-10-8 7-3-10 17-2-6 1-3-14 22-8-3 5-5-13 28-2-0 5-5-13 36-3-8 8-1-8 1-0-311-1-1411-3-129-11-121-2-20-8-00-8-011-1-147.19 12 Plate Offsets (X,Y)-- [2:0-2-14,0-2-0], [8:0-4-0,0-1-11], [8:0-1-0,0-1-8], [11:0-3-0,0-3-0], [15:0-8-4,0-4-4], [17:0-5-0,0-3-4] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.64 0.60 0.47 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.28 0.07 (loc) 19-20 19-20 15 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 397 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 3-22: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 9-17,9-15,10-14,8-17: 2x4 SPF No.2, 2-23: 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 8-13, 13-24. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 16-17,14-15. WEBS 1 Row at midpt 4-19, 15-29, 17-27 JOINTS 1 Brace at Jt(s): 13, 25, 27, 28, 29, 30, 31, 32 REACTIONS.(lb/size) 23=1069/0-3-8, 15=2064/0-3-8 Max Horz 23=327(LC 5) Max Uplift23=-84(LC 6), 15=-313(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1670/165, 3-4=-1426/113, 4-5=-873/98, 5-6=-784/115, 6-7=-605/37, 7-8=-605/98, 9-10=-111/335, 2-23=-1033/117 BOT CHORD 20-21=-313/1484, 19-20=-132/1145, 15-30=-793/275, 10-30=-793/275, 15-62=-271/178, 14-62=-273/177 WEBS 3-20=-347/186, 4-20=0/367, 4-19=-575/110, 17-19=-32/448, 19-26=-99/708, 8-26=-99/707, 17-28=-15/582, 9-28=-15/582, 15-17=-48/414, 9-29=-1035/137, 15-29=-1041/136, 10-31=-166/449, 14-31=-166/443, 8-27=-654/82, 17-27=-672/85, 2-21=-180/1372 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 23 except (jt=lb) 15=313. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBORNE Truss T07 Truss Type HALF HIP Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636190 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 15:43:18 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-W1U58vwt?mrUqBuvFZGUCu1SibpA2MCiTVKpqTzdGW7 Scale = 1:85.5 1 2 3 4 5 6 7 8 9 10 20 19 18 17 16 15 14 13 12 11 21 22 3x6 6x10 3x6 6x16 3x6 2x4 2x4 4x6 6x8 3x4 2x4 3x6 2x4 6x16 3x4 3x6 3x8 3x6 4x6 4x10 2-3-8 2-3-8 8-6-14 6-3-7 15-10-8 7-3-10 19-8-7 3-9-15 28-2-0 8-5-9 36-3-8 8-1-8 -0-11-0 0-11-0 2-3-8 2-3-8 8-6-14 6-3-7 15-10-8 7-3-10 19-8-7 3-9-15 28-2-0 8-5-9 36-3-8 8-1-8 1-0-312-7-1412-9-1211-7-21-0-120-8-00-8-012-7-147.19 12 Plate Offsets (X,Y)-- [2:0-2-14,0-2-0], [7:0-4-12,0-0-12], [16:0-2-8,0-2-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.81 0.53 0.91 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.35 0.07 (loc) 13-14 13-14 12 l/defl >999 >956 n/a L/d 240 180 n/a PLATES MT20 Weight: 215 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 3-19: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 10-11,7-16,7-14,7-12,10-12: 2x4 SPF No.2, 2-20: 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc purlins, except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 7-10. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15,13-14. 1 Row at midpt 6-16, 9-12 WEBS 1 Row at midpt 4-16, 7-12, 10-12 REACTIONS.(lb/size) 20=1051/0-3-8, 12=2084/0-3-8 Max Horz 20=366(LC 5) Max Uplift20=-78(LC 6), 12=-304(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1627/159, 3-4=-1398/113, 4-5=-822/94, 5-6=-702/124, 6-7=-747/233, 7-8=-124/269, 8-9=-125/267, 9-10=-124/265, 2-20=-1016/118 BOT CHORD 17-18=-341/1436, 16-17=-171/1127, 6-16=-319/176, 9-12=-570/211 WEBS 3-17=-316/174, 4-17=0/364, 4-16=-638/156, 14-16=0/431, 7-16=-217/856, 12-14=-93/415, 7-12=-1023/126, 10-12=-494/155, 2-18=-187/1330 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) 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 78 lb uplift at joint 20 and 304 lb uplift at joint 12. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss T08 Truss Type PIGGYBACK BASE Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636191 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:42 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-aftKJ06cOZ8Mi4ZYosmaNRIdvoVow6zPYIIj4RzdJDB Scale = 1:92.1 1 2 3 4 5 6 7 12 11 10 9 8 13 14 15 16 17 3x6 4x8 6x16 3x8 3x8 3x4 3x6 3x6 5x8 3x6 3x8 3x6 9-2-4 9-2-4 19-5-5 10-3-0 28-5-0 8-11-11 -0-11-0 0-11-0 5-1-13 5-1-13 12-5-8 7-3-11 19-5-5 6-11-13 28-5-0 8-11-11 1-0-312-7-1410-1-1212-7-147.19 12 Plate Offsets (X,Y)-- [6:0-4-12,0-2-0], [8:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.87 0.92 0.61 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.44 -0.75 0.58 (loc) 9-11 9-11 14 l/defl >769 >447 n/a L/d 240 180 n/a PLATES MT20 Weight: 144 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 6-7: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 *Except* 10-12: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 3-11,5-11,3-12: 2x3 SPF No.2, 2-12: 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-7. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-9, 6-9, 7-9, 3-12 REACTIONS.(lb/size) 12=1330/0-3-8, 14=1409/0-3-8 Max Horz 12=350(LC 5) Max Uplift12=-61(LC 6), 14=-83(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-282/62, 3-4=-1672/87, 4-5=-1466/111, 5-6=-938/149, 6-7=-707/164, 2-12=-305/91 BOT CHORD 11-12=-220/1453, 11-15=-126/1164, 10-15=-126/1164, 10-16=-126/1164, 9-16=-126/1164 WEBS 5-11=0/480, 5-9=-694/198, 7-9=-101/1177, 3-12=-1599/49, 7-14=-1422/128 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 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) 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) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 14. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss T11 Truss Type ROOF SPECIAL Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636192 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:42 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-aftKJ06cOZ8Mi4ZYosmaNRIhuocnw8VPYIIj4RzdJDB Scale = 1:42.4 1 2 3 4 5 10 9 8 7 6 3x6 2x4 4x8 3x6 3x8 3x8 3x4 4x10 2x4 0-1-146-0-7 6-0-7 11-10-8 5-10-1 19-10-8 8-0-0 6-0-7 6-0-7 11-10-8 5-10-1 19-10-8 8-0-0 20-9-8 0-11-0 5-6-25-8-01-0-05-6-27.00 12 Plate Offsets (X,Y)-- [3:0-4-0,0-1-11] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.62 0.48 0.51 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.09 -0.23 0.02 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 80 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-6: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-3. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-10 REACTIONS.(lb/size) 10=780/0-3-8, 6=852/0-3-8 Max Horz 10=-164(LC 4) Max Uplift10=-67(LC 4), 6=-59(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-730/131, 3-4=-973/105, 4-6=-780/139 BOT CHORD 9-10=-90/668, 8-9=-90/668, 7-8=-90/668, 6-7=-126/481 WEBS 2-10=-877/82, 4-7=-146/373 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 6. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss T12 Truss Type ROOF SPECIAL Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636193 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:42 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-aftKJ06cOZ8Mi4ZYosmaNRIfEoVkw3APYIIj4RzdJDB Scale = 1:51.2 1 2 3 4 5 6 10 9 8 711 12 4x6 2x4 4x8 3x6 3x4 3x8 3x6 4x8 3x4 0-1-149-3-10 9-3-10 19-10-8 10-6-14 4-9-9 4-9-9 9-3-10 4-6-1 14-7-14 5-4-4 19-10-8 5-2-10 20-9-8 0-11-0 7-0-27-2-01-0-07-0-27.00 12 Plate Offsets (X,Y)-- [3:0-4-0,0-1-11] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.72 0.93 0.79 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.37 -0.63 0.03 (loc) 8-10 8-10 7 l/defl >631 >376 n/a L/d 240 180 n/a PLATES MT20 Weight: 82 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* 5-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-1 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-3. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-10 REACTIONS.(lb/size) 10=902/0-3-8, 7=888/0-3-8 Max Horz 10=-209(LC 4) Max Uplift10=-65(LC 4), 7=-63(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-682/126, 3-4=-874/113, 4-5=-331/47, 5-7=-319/89 BOT CHORD 10-11=-72/461, 11-12=-72/461, 9-12=-72/461, 8-9=-72/461, 7-8=-15/857 WEBS 2-10=-781/95, 2-8=-3/387, 4-7=-826/93 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 7. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss T13 Truss Type ROOF SPECIAL Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636194 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:43 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-2sRjWM7E9tGDKD8kMZHpwerq?CslfarZny2GcuzdJDA Scale = 1:66.4 1 2 3 4 5 6 7 13 12 11 10 9 814 4x8 5x8 4x8 3x8 3x8 3x6 2x4 4x8 3x6 3x4 3x4 6x6 0-1-141-6-11 1-6-11 6-8-13 5-2-2 12-2-4 5-5-7 19-10-8 7-8-4 1-6-11 1-6-11 6-8-13 5-2-2 12-2-4 5-5-7 19-10-8 7-8-4 20-9-8 0-11-0 7-8-138-6-28-8-01-0-08-6-27.19 12 7.00 12 Plate Offsets (X,Y)-- [2:0-4-0,0-1-11], [3:0-4-0,0-1-11], [6:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.72 0.88 0.57 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.53 0.02 (loc) 11-12 11-12 8 l/defl >950 >443 n/a L/d 240 180 n/a PLATES MT20 Weight: 95 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 1-13,6-8: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-3. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-12, 3-11, 1-13 REACTIONS.(lb/size) 13=880/0-3-8, 8=865/0-3-8 Max Horz 13=-293(LC 4) Max Uplift13=-58(LC 4), 8=-66(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-477/147, 3-4=-641/141, 4-5=-882/99, 5-6=-1016/77, 1-13=-375/111, 6-8=-786/127 BOT CHORD 10-11=0/776, 9-10=0/776, 8-9=-78/406 WEBS 2-12=-444/168, 2-11=-96/747, 4-11=-418/125, 6-9=0/372 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 8. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss T14 Truss Type ROOF SPECIAL Qty 2 Ply 1 120 Woods at shelborne Job Reference (optional) I32636195 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:43 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-2sRjWM7E9tGDKD8kMZHpwernACy4fZZZny2GcuzdJDA Scale = 1:75.8 1 2 3 4 5 6 11 10 9 8 712 4x6 3x6 3x4 3x6 4x8 3x6 3x4 4x6 12x12 4-1-5 4-1-5 12-2-4 8-0-14 19-10-8 7-8-4 4-1-5 4-1-5 12-2-4 8-0-14 19-10-8 7-8-4 20-9-8 0-11-0 7-8-1310-2-61-0-07.19 12 7.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-1-8], [2:0-3-2,0-2-0], [7:Edge,0-10-0] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.90 0.47 0.59 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.22 0.02 (loc) 8-10 8-10 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 90 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 1-11,5-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-2 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-10, 4-10, 1-11 REACTIONS.(lb/size) 11=820/0-3-8, 7=897/0-3-8 Max Horz 11=-330(LC 4) Max Uplift11=-65(LC 7), 7=-65(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-370/155, 2-3=-335/133, 3-4=-471/89, 4-5=-1108/97, 1-11=-804/88, 5-7=-834/120 BOT CHORD 10-11=-149/275, 9-10=0/867, 9-12=0/867, 8-12=0/867, 7-8=-51/303 WEBS 4-10=-691/160, 4-8=0/301, 1-10=-37/615, 5-8=0/567 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 7. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss T14A Truss Type Roof Special Qty 2 Ply 1 120 Woods at shelborne Job Reference (optional) I32636196 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:44 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-W2?5ki7swBO4xNjxwHo2TsO14cIJO0hi?cnq8KzdJD9 Scale = 1:75.8 1 2 3 4 5 10 9 8 7 611 4x6 3x6 3x4 3x6 4x8 3x6 3x4 4x6 3x4 5x6 4-1-5 4-1-5 12-2-4 8-0-14 19-10-8 7-8-4 4-1-5 4-1-5 12-2-4 8-0-14 19-10-8 7-8-4 7-8-1310-2-61-0-07.19 12 7.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-1-8], [2:0-3-2,0-2-0], [5:Edge,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.64 0.47 0.59 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.22 0.02 (loc) 7-9 7-9 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 89 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 1-10,5-6: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-9, 4-9, 1-10 REACTIONS.(lb/size) 10=822/0-3-8, 6=832/Mechanical Max Horz 10=-320(LC 4) Max Uplift10=-66(LC 7), 6=-32(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-371/156, 2-3=-335/134, 3-4=-473/90, 4-5=-1111/97, 1-10=-806/88, 5-6=-769/85 BOT CHORD 9-10=-157/265, 8-9=0/876, 8-11=0/876, 7-11=0/876 WEBS 4-9=-701/163, 4-7=0/298, 1-9=-36/616, 5-7=0/648 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 6. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss T16 Truss Type ROOF SPECIAL Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636197 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:44 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-W2?5ki7swBO4xNjxwHo2TsO13cFqO_pi?cnq8KzdJD9 Scale = 1:76.6 1 2 3 4 5 6 7 14 13 12 11 10 9 815 4x6 4x10 5x8 3x4 3x6 5x8 2x4 2x4 3x8 3x6 4x6 3x4 4x10 0-1-144-1-5 4-1-5 11-10-8 7-9-3 17-11-2 6-0-10 23-11-13 6-0-10 31-9-0 7-9-3 4-1-5 4-1-5 11-10-8 7-9-3 17-11-2 6-0-10 23-11-13 6-0-10 31-9-0 7-9-3 32-8-0 0-11-0 7-8-135-6-210-2-61-0-35-6-27.19 12 7.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-1-8], [2:0-3-2,0-2-0], [3:0-5-0,0-1-14], [5:0-4-0,0-1-11], [9:0-2-8,0-1-8] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.64 0.69 0.71 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.34 0.08 (loc) 12-13 12-13 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 142 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* 3-13: 2x4 SPF No.2, 1-14: 2x4 SPF-S Stud, 6-8: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins, except end verticals, and 2-0-0 oc purlins (3-10-6 max.): 3-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14. WEBS 1 Row at midpt 3-13, 1-14 REACTIONS.(lb/size) 14=1316/0-3-8, 8=1356/0-3-8 Max Horz 14=-331(LC 4) Max Uplift14=-92(LC 7), 8=-122(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-600/169, 2-3=-688/144, 3-4=-1974/226, 4-5=-1974/226, 5-6=-1800/165, 1-14=-1298/127, 6-8=-1284/173 BOT CHORD 13-14=-150/276, 13-15=-24/1912, 12-15=-24/1912, 11-12=-26/1908, 10-11=-26/1908, 9-10=-2/1436, 8-9=-118/478 WEBS 2-13=-87/287, 3-13=-1720/205, 3-12=0/291, 4-10=-423/192, 5-10=-119/711, 1-13=-48/1045, 6-9=-126/965 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) 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) 14 except (jt=lb) 8=122. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss T17 Truss Type ROOF SPECIAL Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636198 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:45 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-_EZTx28UgUWxZXI7T_KH?3w9O?bA7S8sEGXNgmzdJD8 Scale = 1:81.0 1 2 3 4 5 6 7 89 18 17 16 15 14 13 12 11 10 4x6 6x6 5x8 3x4 3x6 3x4 8x10 2x4 2x4 3x6 5x12 6x8 4x8 3x6 4x6 4x8 3x6 0-1-144-1-5 4-1-5 9-3-10 5-2-5 12-8-8 3-4-14 14-9-8 2-1-0 21-5-12 6-8-4 31-9-0 10-3-4 4-1-5 4-1-5 9-3-10 5-2-5 12-8-8 3-4-14 14-9-8 2-1-0 21-5-12 6-8-4 26-5-10 4-11-14 31-9-0 5-3-6 32-8-0 0-11-0 7-8-137-0-210-2-61-0-32-6-07-0-27.19 12 7.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-1-8], [2:0-3-2,0-2-0], [6:0-4-0,0-1-11], [15:0-5-12,0-3-12], [16:Edge,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.79 0.69 0.64 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.69 0.21 (loc) 10-11 10-11 10 l/defl >999 >544 n/a L/d 240 180 n/a PLATES MT20 Weight: 161 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 4-16,5-13: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 3-17: 2x4 SPF No.2, 1-18,8-10: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-5 oc purlins, except end verticals, and 2-0-0 oc purlins (3-2-10 max.): 3-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-17, 1-18, 7-10 REACTIONS.(lb/size) 18=1257/0-3-8, 10=1323/0-3-8 Max Horz 18=-330(LC 4) Max Uplift18=-93(LC 7), 10=-119(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-595/169, 2-3=-640/158, 3-4=-2326/196, 4-5=-2368/218, 5-6=-2373/222, 6-7=-1598/184, 7-8=-424/67, 1-18=-1238/124, 8-10=-399/104 BOT CHORD 17-18=-150/275, 14-15=-134/2337, 5-14=-386/152, 10-11=-60/1389 WEBS 2-17=-82/344, 3-17=-1822/198, 15-17=-125/1601, 3-15=-42/1220, 11-14=0/1381, 6-14=-183/1260, 1-17=-34/973, 7-10=-1374/134 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) 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) 18 except (jt=lb) 10=119. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss T18 Truss Type ROOF SPECIAL Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636199 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:46 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-SR7r9N96RoeoBhtJ1irWYHTNmPxsswH?TwGwDDzdJD7 Scale = 1:82.3 1 2 3 4 5 6 7 89 20 19 18 17 16 15 14 1312 11 10 21 22 4x6 6x6 5x8 3x6 3x4 3x6 2x4 2x4 2x4 3x6 5x12 8x10 2x4 5x8 3x6 4x10 4x6 12x12 0-1-144-1-5 4-1-5 6-8-13 2-7-7 12-8-8 5-11-11 14-9-8 2-1-0 18-11-11 4-2-3 24-3-7 5-3-12 31-9-0 7-5-9 4-1-5 4-1-5 6-8-13 2-7-7 12-8-8 5-11-11 14-9-8 2-1-0 18-11-11 4-2-3 24-3-7 5-3-12 31-9-0 7-5-9 32-8-0 0-11-0 7-8-138-6-210-2-61-0-32-6-08-6-27.19 12 7.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-1-8], [2:0-3-2,0-2-0], [5:0-4-0,0-1-11], [10:Edge,0-10-0], [15:0-5-12,0-3-8], [18:Edge,0-2-8], [19:0-6-0,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.63 0.59 0.59 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.17 -0.49 0.17 (loc) 18-19 18-19 10 l/defl >999 >767 n/a L/d 240 180 n/a PLATES MT20 Weight: 168 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 4-18,14-16: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 3-19,8-10: 2x4 SPF No.2, 1-20: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-2 oc purlins, except end verticals, and 2-0-0 oc purlins (3-10-7 max.): 3-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-19, 5-17, 1-20 JOINTS 1 Brace at Jt(s): 15 REACTIONS.(lb/size) 20=1332/0-3-8, 10=1422/0-3-8 Max Horz 20=-330(LC 4) Max Uplift20=-93(LC 7), 10=-119(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-631/171, 2-3=-639/178, 3-4=-1856/196, 4-5=-1861/194, 5-6=-2339/179, 6-7=-1704/165, 7-8=-1929/161, 1-20=-1314/126, 8-10=-1347/165 BOT CHORD 19-20=-149/275, 4-17=-463/180, 16-17=0/1923, 16-21=0/1890, 15-21=0/1893, 10-11=-78/420 WEBS 2-19=-125/462, 3-19=-1485/188, 17-19=-123/942, 3-17=-34/1298, 5-15=0/912, 6-15=-127/426, 6-11=-780/83, 1-19=-28/1030, 8-11=0/1140, 11-15=-12/1707 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) The Fabrication Tolerance at joint 10 = 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20 except (jt=lb) 10=119. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss T19 Truss Type HIP Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636200 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:46 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-SR7r9N96RoeoBhtJ1irWYHTHFPwGssb?TwGwDDzdJD7 Scale = 1:86.8 1 2 3 4 5 6 78 19 18 17 16 15 14 13 12 11 10 9 21 20 4x6 6x10 5x8 3x6 2x4 3x6 2x4 2x4 2x4 3x6 3x8 5x8 3x8 3x6 6x10 2x4 4x10 3x6 4x10 3x4 6x6 0-1-140-3-8 0-3-8 4-0-12 3-9-4 13-0-0 8-11-4 14-6-0 1-6-0 16-5-10 1-11-10 24-3-7 7-9-14 31-9-0 7-5-9 0-3-8 0-3-8 4-0-12 3-9-4 13-0-0 8-11-4 14-6-0 1-6-0 16-5-10 1-11-10 24-3-7 7-9-14 31-9-0 7-5-9 32-8-0 0-11-0 7-5-59-0-1410-2-01-0-30-11-42-6-02-6-010-0-27.19 12 Plate Offsets (X,Y)-- [2:0-5-0,0-1-1], [4:0-4-0,0-1-11], [14:0-5-0,0-3-8], [17:Edge,0-2-8], [20:0-2-0,0-3-3], [20:0-3-8,0-2-4] 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 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.98 0.70 0.89 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.20 -0.55 0.10 (loc) 17-18 17-18 9 l/defl >999 >687 n/a L/d 240 180 n/a PLATES MT20 Weight: 177 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 1-19,3-17,13-15: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-16: 2x4 SPF No.2, 7-9: 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-1-0 max.): 2-4. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. Except: 6-0-0 oc bracing: 1-21 WEBS 1 Row at midpt 2-20, 2-18, 6-14 JOINTS 1 Brace at Jt(s): 14 REACTIONS.(lb/size) 9=1313/0-3-8, 21=1247/0-3-8 Max Horz 21=-272(LC 7) Max Uplift9=-74(LC 7), 21=-28(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1342/155, 3-4=-1336/152, 4-5=-1611/120, 5-6=-1747/78, 6-7=-1773/133, 7-9=-1245/141 BOT CHORD 20-21=-1234/66, 3-16=-514/214, 15-16=0/1379, 14-15=0/1356, 9-10=-47/326 WEBS 18-20=-21/582, 2-20=-1105/138, 16-18=-71/425, 2-16=-71/1167, 4-14=0/688, 6-10=-446/91, 7-10=0/1112, 10-14=0/1486 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) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 21. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss T20 Truss Type HIP Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636201 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:47 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-wdgDMjAkC6mforSWbPMl4U?ZKpItbI_9ha0UlfzdJD6 Scale = 1:85.5 1 2 3 4 5 10 9 8 7 6 12 11 15 13 14 5x6 5x12 4x8 3x4 2x4 4x6 3x4 4x8 3x6 3x8 3x4 4x6 3x6 0-1-140-3-8 0-3-8 6-6-13 6-3-5 13-11-9 7-4-12 25-9-0 11-9-7 6-6-13 6-6-13 13-11-9 7-4-12 19-8-8 5-9-0 25-9-0 6-0-8 7-3-510-6-1411-8-04-7-50-11-411-6-27.19 12 Plate Offsets (X,Y)-- [2:0-6-8,0-0-12], [3:0-4-0,0-1-11], [11:0-3-8,0-1-12], [12:0-3-0,0-3-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.57 0.54 0.94 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.19 -0.39 0.01 (loc) 6-7 6-7 6 l/defl >999 >779 n/a L/d 240 180 n/a PLATES MT20 Weight: 181 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 *Except* 1-10: 2x3 SPF No.2 WEBS 2x4 SPF No.2 *Except* 9-11,4-7,4-6: 2x3 SPF No.2, 5-6: 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-15 oc purlins, except end verticals, and 2-0-0 oc purlins (5-5-14 max.): 2-3. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-10. 6-0-0 oc bracing: 1-12 WEBS 1 Row at midpt 2-11, 2-7, 4-6 REACTIONS.(lb/size) 6=1255/0-3-8, 12=1194/0-3-8 Max Horz 12=-234(LC 4) Max Uplift6=-16(LC 7), 12=-30(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-762/170, 3-4=-978/161 BOT CHORD 11-12=-1113/97, 9-15=-105/541, 8-15=-105/541, 7-8=-105/541, 7-13=0/703, 13-14=0/703, 6-14=0/703 WEBS 9-11=-68/636, 2-11=-1008/82, 2-7=-71/440, 4-6=-1107/7 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) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 12. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss T21 Truss Type HIP Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636202 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:47 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-wdgDMjAkC6mforSWbPMl4U?WrpI0bJD9ha0UlfzdJD6 Scale = 1:100.4 1 2 3 4 5 6 7 13 12 11 10 9 8 15 14 16 4x6 5x8 4x8 3x6 3x6 3x6 3x8 5x8 3x6 3x6 3x8 3x6 3x6 2x4 5x6 3x6 0-3-8 0-3-8 9-0-14 8-9-6 11-5-8 2-4-10 18-7-6 7-1-14 25-9-0 7-1-10 4-8-3 4-8-3 9-0-14 4-4-11 11-5-8 2-4-10 18-7-6 7-1-14 25-9-0 7-1-10 7-5-512-0-1413-2-04-7-50-11-413-0-27.19 12 Plate Offsets (X,Y)-- [3:0-4-0,0-1-11], [4:0-4-0,0-1-11], [9:0-2-8,0-1-8], [14:0-3-8,0-2-8], [15:0-3-0,0-4-4] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.73 0.54 0.86 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.35 0.01 (loc) 12-13 12-13 8 l/defl >999 >864 n/a L/d 240 180 n/a PLATES MT20 Weight: 175 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 1-13: 2x3 SPF No.2 WEBS 2x4 SPF No.2 *Except* 12-14,2-14,6-9,7-9: 2x3 SPF No.2, 7-8: 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-3 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. 6-0-0 oc bracing: 1-15 WEBS 1 Row at midpt 2-14, 3-12, 3-11, 6-11, 6-9 REACTIONS.(lb/size) 8=1110/0-3-8, 15=1064/0-3-8 Max Horz 15=-268(LC 4) Max Uplift8=-21(LC 7), 15=-48(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-645/179, 3-4=-558/190, 4-5=-647/180, 5-6=-774/141, 6-7=-945/118, 7-8=-1060/78 BOT CHORD 14-15=-936/100, 11-12=-56/499, 10-11=0/734, 10-16=0/734, 9-16=0/734 WEBS 12-14=-101/402, 2-14=-917/110, 2-12=-53/313, 3-11=-119/367, 6-11=-306/153, 7-9=0/841 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) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 15. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss T22 Truss Type HIP Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636203 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:48 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-PpEcZ3BMzPuWQ?0i96t_diYhYDfhKojIwEl1H5zdJD5 Scale = 1:99.8 1 2 3 4 5 6 12 11 10 9 8 7 14 13 15 6x6 5x12 4x8 3x6 3x6 3x6 3x4 4x8 3x6 3x8 3x6 3x6 2x4 5x6 3x6 0-1-140-3-8 0-3-8 8-9-12 8-6-4 11-8-10 2-10-14 18-7-6 6-10-12 25-9-0 7-1-10 0-3-8 0-3-8 8-9-12 8-6-4 11-8-10 2-10-14 18-7-6 6-10-12 25-9-0 7-1-10 7-5-511-11-013-0-24-7-50-11-412-10-47.19 12 Plate Offsets (X,Y)-- [2:0-6-8,0-0-12], [3:0-4-0,0-1-11], [8:0-2-8,0-1-8], [13:0-3-8,0-1-12], [14:0-3-0,0-3-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.74 0.51 0.72 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.34 0.01 (loc) 11-12 11-12 7 l/defl >999 >897 n/a L/d 240 180 n/a PLATES MT20 Weight: 170 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 1-12: 2x3 SPF No.2 WEBS 2x4 SPF No.2 *Except* 11-13,5-8,6-8: 2x3 SPF No.2, 6-7: 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-3 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-3. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12. 6-0-0 oc bracing: 1-14 WEBS 1 Row at midpt 2-13, 2-10, 5-10, 5-8 REACTIONS.(lb/size) 7=1106/0-3-8, 14=1062/0-3-8 Max Horz 14=-267(LC 4) Max Uplift7=-21(LC 7), 14=-46(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-562/189, 3-4=-653/181, 4-5=-778/143, 5-6=-940/118, 6-7=-1055/78 BOT CHORD 13-14=-946/106, 1-13=-274/138, 10-11=-65/505, 9-10=0/730, 9-15=0/730, 8-15=0/730 WEBS 11-13=-60/552, 2-13=-793/34, 2-10=-131/345, 5-10=-293/151, 6-8=0/834 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) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 14. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss T23 Truss Type HIP Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636204 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:48 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-PpEcZ3BMzPuWQ?0i96t_diYeaDaIKlAIwEl1H5zdJD5 Scale = 1:83.9 1 2 3 4 5 10 9 8 7 61112 13 5x6 5x8 4x8 3x4 3x4 3x6 4x6 3x8 3x4 4x8 0-1-146-3-11 6-3-11 14-2-11 7-11-0 25-9-0 11-6-5 6-3-11 6-3-11 14-2-11 7-11-0 19-10-1 5-7-7 25-9-0 5-10-15 7-8-1311-4-411-6-24-7-511-4-47.19 12 Plate Offsets (X,Y)-- [1:Edge,0-1-12], [2:0-4-0,0-1-11], [3:0-4-0,0-1-11] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.93 0.79 0.95 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.51 -1.03 0.02 (loc) 6-7 6-7 6 l/defl >598 >296 n/a L/d 240 180 n/a PLATES MT20 Weight: 136 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 6-8: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 4-7,1-9,4-6: 2x3 SPF No.2, 1-10,5-6: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins, except end verticals, and 2-0-0 oc purlins (4-11-5 max.): 2-3. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-9, 2-7, 1-10, 4-6 REACTIONS.(lb/size) 10=1329/0-3-8, 6=1279/0-3-8 Max Horz 10=-344(LC 4) Max Uplift10=-15(LC 7), 6=-27(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-747/181, 2-3=-788/196, 3-4=-1004/190, 1-10=-1200/121 BOT CHORD 10-11=-229/292, 9-11=-229/292, 8-9=-155/578, 7-8=-155/578, 7-12=-7/713, 12-13=-7/713, 6-13=-7/713 WEBS 2-9=-401/154, 2-7=-105/403, 1-9=-84/897, 4-6=-1113/41 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 6. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss T24 Truss Type HIP Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636205 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:49 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-t0o_nPB?kj0M28buiqODAv5vJdvW3FXR9uVbqYzdJD4 Scale = 1:76.5 1 2 3 4 5 6 12 11 10 9 8 713 14 15 16 5x8 5x8 3x4 3x4 3x6 5x6 3x8 2x4 3x4 3x4 4x6 3x8 0-1-143-9-10 3-9-10 10-3-3 6-5-9 16-8-12 6-5-9 25-9-0 9-0-4 3-9-10 3-9-10 10-3-3 6-5-9 16-8-12 6-5-9 21-1-2 4-4-6 25-9-0 4-7-14 7-8-139-10-410-0-24-7-59-10-47.19 12 Plate Offsets (X,Y)-- [1:0-3-0,0-1-8], [2:0-4-0,0-1-11], [4:0-4-0,0-1-11], [11:0-2-8,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.54 0.85 0.75 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.49 0.03 (loc) 7-8 7-8 7 l/defl >999 >621 n/a L/d 240 180 n/a PLATES MT20 Weight: 141 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* 2-10,4-10: 2x4 SPF No.2, 1-12,6-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-10-11 max.): 2-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-11, 3-10, 1-12, 5-7 REACTIONS.(lb/size) 12=1235/0-3-8, 7=1272/Mechanical Max Horz 12=-309(LC 4) Max Uplift12=-56(LC 4), 7=-19(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-539/166, 2-3=-846/195, 3-4=-846/195, 4-5=-1011/182, 1-12=-1236/120 BOT CHORD 11-12=-194/254, 11-13=-175/434, 10-13=-175/434, 9-10=-76/811, 9-14=-76/811, 8-14=-76/811, 8-15=-32/658, 15-16=-32/658, 7-16=-32/658 WEBS 2-11=-647/188, 2-10=-154/751, 3-10=-465/188, 5-8=-80/357, 1-11=-115/991, 5-7=-1170/45 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) 12, 7. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss T25 Truss Type HIP Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636206 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:49 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-t0o_nPB?kj0M28buiqODAv5pRdzv3GDR9uVbqYzdJD4 Scale = 1:65.2 1 2 3 4 5 6 11 10 9 8 712 13 14 3x4 5x8 3x8 5x6 5x8 3x8 4x8 2x4 5x8 3x6 2x4 0-1-141-3-9 1-3-9 10-3-3 8-11-10 19-2-13 8-11-10 25-9-0 6-6-3 1-3-9 1-3-9 10-3-3 8-11-10 19-2-13 8-11-10 25-9-0 6-6-3 7-8-138-4-48-6-24-7-58-4-47.19 12 Plate Offsets (X,Y)-- [2:0-4-0,0-1-11], [5:0-4-0,0-1-11], [8:0-2-8,0-1-8] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.92 0.64 0.70 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.33 -0.68 0.02 (loc) 10-11 10-11 7 l/defl >935 >452 n/a L/d 240 180 n/a PLATES MT20 Weight: 124 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 9-11: 2x4 SPF 2100F 1.8E WEBS 2x3 SPF No.2 *Except* 2-10,5-10: 2x4 SPF No.2, 1-11,6-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 2-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-10, 2-11 REACTIONS.(lb/size) 11=1264/0-3-8, 7=1172/Mechanical Max Horz 11=-272(LC 4) Max Uplift11=-143(LC 4), 7=-26(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1017/186, 3-4=-1017/186, 4-5=-1017/188, 5-6=-968/146, 6-7=-1137/112 BOT CHORD 9-10=-91/761, 9-14=-91/761, 8-14=-91/761 WEBS 2-10=-171/1130, 3-10=-631/258, 5-10=-154/401, 6-8=-81/901, 2-11=-1129/332 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) 7 except (jt=lb) 11=143. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss T26 Truss Type ROOF SPECIAL Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636207 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:50 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-LCMM_lCdV18DfIA4GXvSi7d4k0GToiAbOYE8M_zdJD3 Scale = 1:51.5 1 2 3 4 5 6 11 10 9 8 712 13 14 15 4x6 2x4 3x6 5x6 3x6 3x4 3x4 3x4 2x4 4x8 4x8 0-1-1411-0-3 11-0-3 21-8-14 10-8-11 25-9-0 4-0-2 7-5-5 7-5-5 14-7-1 7-1-13 21-8-14 7-1-13 25-9-0 4-0-2 6-10-47-0-24-7-56-10-47.19 12 Plate Offsets (X,Y)-- [5:0-4-0,0-1-11] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.56 0.81 0.72 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.32 -0.76 0.04 (loc) 10-11 10-11 7 l/defl >959 >405 n/a L/d 240 180 n/a PLATES MT20 Weight: 109 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 9-11: 2x4 SPF 2100F 1.8E WEBS 2x3 SPF No.2 *Except* 2-11: 2x4 SPF No.2, 6-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-8-9 max.): 1-5. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-11, 4-8 REACTIONS.(lb/size) 11=1225/0-3-8, 7=1173/Mechanical Max Horz 11=199(LC 5) Max Uplift11=-122(LC 5), 7=-51(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1265/151, 3-4=-1265/151, 4-5=-638/129, 5-6=-771/122, 6-7=-1202/91 BOT CHORD 11-12=-246/1031, 12-13=-246/1031, 10-13=-246/1031, 10-14=-231/1223, 9-14=-231/1223, 9-15=-231/1223, 8-15=-231/1223 WEBS 2-11=-1357/158, 2-10=0/491, 4-8=-812/190, 6-8=-89/976 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) 7 except (jt=lb) 11=122. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss T27 Truss Type ROOF SPECIAL Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636208 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:50 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-LCMM_lCdV18DfIA4GXvSi7d_I0KGolObOYE8M_zdJD3 Scale: 1/4"=1' 1 2 3 4 5 6 12 11 10 9 8 7 2x4 4x6 3x6 3x6 4x8 2x4 2x4 3x8 2x4 6x8 5x6 4x8 0-1-148-1-9 8-1-9 16-1-6 7-11-13 24-2-15 8-1-9 25-9-0 1-6-1 8-1-9 8-1-9 16-1-6 7-11-13 24-2-15 8-1-9 25-9-0 1-6-1 5-4-45-6-24-7-55-4-47.19 12 Plate Offsets (X,Y)-- [5:0-4-0,0-1-11] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.91 0.56 0.52 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.34 0.04 (loc) 11-12 11-12 7 l/defl >999 >908 n/a L/d 240 180 n/a PLATES MT20 Weight: 108 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* 4-8: 2x4 SPF No.2, 6-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (2-6-7 max.): 1-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-11, 4-8 REACTIONS.(lb/size) 12=1020/0-3-8, 7=1020/Mechanical Max Horz 12=166(LC 5) Max Uplift12=-140(LC 5), 7=-122(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-949/182, 1-2=-1202/205, 2-3=-1202/205, 3-4=-1202/205, 4-5=-290/89, 5-6=-288/83, 6-7=-1062/70 BOT CHORD 10-11=-263/1291, 9-10=-263/1291, 8-9=-263/1291 WEBS 1-11=-182/1396, 2-11=-518/208, 4-9=0/323, 4-8=-1180/223, 6-8=-133/1011 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) except (jt=lb) 12=140, 7=122. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss TG01 Truss Type PIGGYBACK BASE GIRDE Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636209 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:51 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-pOwkC5DFGKG4HSlHqFQhFKA82QeLX6TkcC_huQzdJD2 Scale = 1:97.2 12 3 4 56 7 8 9 15 14 13 12 11 10 16 17 18 19 20 21 22 23 24 4x10 10x10 12x12 3x6 4x8 6x16 10x10 4x6 5x12 6x16 5x12 3x8 3x6 0-1-145-1-4 5-1-4 10-0-0 4-10-12 19-3-7 9-3-7 28-5-0 9-1-9 -0-11-0 0-11-0 5-1-4 5-1-4 9-1-0 3-11-12 10-0-0 0-11-0 14-5-1 4-5-1 19-3-7 4-10-6 23-8-7 4-5-1 28-5-0 4-8-9 1-0-33-11-07-0-112-6-1210-1-1212-6-127.19 12 Plate Offsets (X,Y)-- [3:0-5-0,0-1-1], [4:0-3-0,0-4-12], [7:0-6-13,0-2-4], [8:0-4-12,0-2-0], [10:0-4-8,0-0-0], [15:Edge,0-8-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.98 0.70 0.91 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.39 -0.81 -0.32 (loc) 11-13 11-13 17 l/defl >857 >417 n/a L/d 240 180 n/a PLATES MT20 Weight: 201 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 8-9: 2x4 SPF 2100F 1.8E BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF No.2 *Except* 6-13,9-10,4-7,7-13: 2x4 SPF 2100F 1.8E, 3-14,4-14: 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-5 oc purlins, except end verticals, and 2-0-0 oc purlins (3-1-3 max.): 3-4, 6-13, 8-9. Except: 6-0-0 oc bracing: 4-6 BOT CHORD Structural wood sheathing directly applied or 9-10-2 oc bracing. WEBS 1 Row at midpt 4-14, 4-7, 7-11, 9-11 REACTIONS.(lb/size) 15=2105/0-3-8, 17=1714/0-3-8 Max Horz 15=365(LC 4) Max Uplift15=-339(LC 5), 17=-178(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2909/449, 3-18=-2391/410, 4-18=-2393/410, 4-13=-4219/798, 4-6=-301/156, 6-7=-254/176, 7-8=-1170/195, 8-9=-952/196, 2-15=-1953/338 BOT CHORD 15-19=-383/406, 19-20=-383/406, 14-20=-383/406, 14-21=-611/3937, 21-22=-611/3937, 13-22=-611/3937, 12-13=-239/1447, 12-23=-239/1447, 11-23=-239/1447 WEBS 3-14=-133/1158, 4-14=-1872/58, 4-7=-6077/782, 7-11=-1057/342, 2-14=-260/2053, 9-11=-226/1559, 7-13=-909/5595, 9-17=-1731/181 NOTES-(12-13) 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) Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 15=339, 17=178. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 113 lb down and 48 lb up at 1-11-4, 116 lb down and 52 lb up at 3-11-4, 118 lb down and 80 lb up at 5-11-4, and 118 lb down and 80 lb up at 7-11-4, and 606 lb down and 81 lb up at 9-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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 Continued on page 2 ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD ACCOUNTS FOR DRIFTING SNOW. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss TG01 Truss Type PIGGYBACK BASE GIRDE Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636209 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:51 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-pOwkC5DFGKG4HSlHqFQhFKA82QeLX6TkcC_huQzdJD2 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-18=-60, 4-18=-20, 5-6=-60, 6-8=-60, 8-9=-60, 12-15=-20, 12-23=-60, 23-24=-20, 10-24=-60 Concentrated Loads (lb) Vert: 13=-606(F) 19=-113 20=-116 21=-118 22=-118 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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 120_WOODS_AT_SHELBOR~E Truss TG02 Truss Type HALF HIP GIRDER Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636210 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:51 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-pOwkC5DFGKG4HSlHqFQhFKAMaQoOXKQkcC_huQzdJD2 Scale = 1:16.2 1 2 3 4 7 6 5 8 9 4x6 2x4 2x4 2x4 2x4 2x4 0-1-51-3-9 1-3-9 3-10-8 2-6-15 -0-11-0 0-11-0 1-3-9 1-3-9 3-10-8 2-6-15 1-2-02-0-62-1-111-6-140-5-82-0-69.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.11 0.06 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 6 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=214/0-3-8, 5=133/0-1-8 Max Horz 7=59(LC 4) Max Uplift7=-54(LC 5), 5=-36(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(14-15) 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. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 lb down and 1 lb up at 1-3-9, and 39 lb down and 21 lb up at 2-0-12 on top chord, and 12 lb up at 1-3-9, and 2 lb down and 13 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) 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, 5-7=-20 Concentrated Loads (lb) Vert: 6=3(B) 9=1(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss TG03 Truss Type HALF HIP GIRDER Qty 1 Ply 2 120 Woods at shelborne Job Reference (optional) I32636211 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:52 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-HaU6PREt1eOxvcKTOyywnYjMbqw4GfOurrjFQszdJD1 Scale = 1:64.9 1 2 3 4 5 6 7 8 16 15 14 13 12 11 10 917 18 19 20 21 22 23 24 25 26 27 28 29 30 4x10 3x6 5x6 2x4 10x10 2x4 5x12 6x10 2x4 3x8 6x6 3x8 5x12 5x12 0-1-52-3-8 2-3-8 10-0-12 7-9-4 15-10-8 5-9-12 22-2-0 6-3-8 28-5-8 6-3-8 -0-11-0 0-11-0 2-3-8 2-3-8 10-0-12 7-9-4 15-10-8 5-9-12 22-2-0 6-3-8 28-5-8 6-3-8 1-0-36-11-37-0-86-11-30-8-07.19 12 Plate Offsets (X,Y)-- [4:0-5-0,0-1-1], [6:0-3-8,0-1-8], [12:0-2-4,0-2-12], [16:Edge,0-8-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.80 0.86 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.29 0.10 (loc) 12-13 13-14 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 339 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 *Except* 3-15,5-11: 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud *Except* 4-12,8-10,2-14: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-15 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15. REACTIONS.(lb/size) 9=3244/0-3-8, 16=3117/0-3-8 Max Horz 16=204(LC 4) Max Uplift9=-638(LC 4), 16=-553(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5512/1014, 3-4=-4569/816, 4-5=-3921/789, 5-6=-3897/784, 6-7=-2524/548, 7-8=-2524/548, 8-9=-2831/585, 2-16=-3039/561 BOT CHORD 3-14=-105/499, 14-17=-1055/5103, 17-18=-1055/5103, 18-19=-1055/5103, 19-20=-1055/5103, 13-20=-1055/5103, 13-21=-758/3776, 21-22=-758/3776, 22-23=-758/3776, 12-23=-758/3776, 11-12=-88/454, 5-12=-399/171, 11-24=-150/641, 24-25=-150/641, 25-26=-150/641, 10-26=-150/641 WEBS 3-13=-1301/452, 4-13=-281/1752, 4-12=-232/324, 10-12=-398/1894, 6-12=-361/1902, 6-10=-1723/382, 8-10=-730/3662, 2-14=-833/4451 NOTES-(13-14) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=638, 16=553. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks 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. 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss TG03 Truss Type HALF HIP GIRDER Qty 1 Ply 2 120 Woods at shelborne Job Reference (optional) I32636211 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:52 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-HaU6PREt1eOxvcKTOyywnYjMbqw4GfOurrjFQszdJD1 NOTES-(13-14) 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 318 lb down and 123 lb up at 2-10-4, 279 lb down and 51 lb up at 4-10-4, 279 lb down and 58 lb up at 6-10-4, 279 lb down and 66 lb up at 8-10-4, 371 lb down and 82 lb up at 10-10-4, 371 lb down and 82 lb up at 12-10-4, 371 lb down and 82 lb up at 14-10-4, 279 lb down and 81 lb up at 16-10-4, 279 lb down and 81 lb up at 18-10-4, 279 lb down and 81 lb up at 20-10-4, 279 lb down and 81 lb up at 22-10-4, and 279 lb down and 81 lb up at 24-10-4, and 279 lb down and 81 lb up at 26-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-4=-60, 4-8=-60, 15-16=-20, 12-14=-20, 11-29=-20, 9-29=-60 Concentrated Loads (lb) Vert: 17=-318 18=-279 19=-279 20=-279 21=-371 22=-371 23=-371 24=-279 25=-279 26=-279 27=-279 28=-279 30=-279 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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 120_WOODS_AT_SHELBOR~E Truss TG04 Truss Type HALF HIP GIRDER Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636212 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:53 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-ln2VdnEVoyWoXmvfxgT9KlFcbEPC?CX14VTozJzdJD0 Scale = 1:22.1 1 2 3 4 8 7 6 5 9 10 11 12 4x6 2x4 2x4 4x6 4x10 3x6 3x6 0-1-52-3-8 2-3-8 7-10-0 5-6-8 -0-11-0 0-11-0 2-0-5 2-0-5 7-10-0 5-9-11 1-2-02-6-152-8-41-5-71-1-81-10-150-8-02-6-159.00 12 Plate Offsets (X,Y)-- [3:0-3-1,Edge], [5:Edge,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.46 0.29 0.17 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.03 0.00 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 39 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 *Except* 3-7: 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 8=397/0-3-8, 5=338/0-1-8 Max Horz 8=67(LC 4) Max Uplift8=-118(LC 5), 5=-108(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-414/159, 3-9=-366/157, 9-10=-366/156, 4-10=-367/156, 4-5=-251/95, 2-8=-370/138 WEBS 4-6=-142/290, 2-6=-120/310 NOTES-(14-15) 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. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=118, 5=108. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 45 lb up at 2-0-5, and 35 lb down and 4 lb up at 3-10-12, and 35 lb down and 4 lb up at 5-10-12 on top chord, and 52 lb down and 57 lb up at 2-1-12, and 28 lb down and 47 lb up at 3-10-12, and 28 lb down and 47 lb up at 5-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) 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 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss TG04 Truss Type HALF HIP GIRDER Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636212 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:53 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-ln2VdnEVoyWoXmvfxgT9KlFcbEPC?CX14VTozJzdJD0 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 7-8=-20, 5-6=-20 Concentrated Loads (lb) Vert: 7=-52(F) 3=45(F) 9=-2(F) 10=-2(F) 11=-28(F) 12=-28(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 120_WOODS_AT_SHELBOR~E Truss TG05 Truss Type HALF HIP GIRDER Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636213 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:53 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-ln2VdnEVoyWoXmvfxgT9KlFY3EJe?ET14VTozJzdJD0 Scale = 1:26.5 1 2 3 4 7 6 5 8 9 10 11 12 13 4x6 3x8 3x8 3x6 2x4 3x4 0-1-52-10-11 2-10-11 8-11-8 6-0-13 -0-11-0 0-11-0 2-10-11 2-10-11 8-11-8 6-0-13 1-2-03-2-113-4-03-2-119.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.75 0.65 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.23 0.00 (loc) 5-6 5-6 5 l/defl >999 >447 n/a L/d 240 180 n/a PLATES MT20 Weight: 39 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 4-5: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=539/Mechanical, 7=602/0-3-8 Max Horz 7=95(LC 4) Max Uplift5=-127(LC 4), 7=-150(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-281/80, 4-5=-292/132, 2-7=-297/81 NOTES-(13-14) 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=127, 7=150. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 97 lb down and 96 lb up at 2-10-11, 54 lb down and 54 lb up at 4-0-12, and 54 lb down and 54 lb up at 6-0-12, and 51 lb down and 54 lb up at 8-0-12 on top chord, and 158 lb down and 123 lb up at 2-10-11, 34 lb down at 4-0-12, and 34 lb down at 6-0-12, and 39 lb down at 8-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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, 5-7=-20 Concentrated Loads (lb) Vert: 3=-20(B) 6=-158(B) 8=-43(B) 9=-43(B) 10=-51(B) 11=-22(B) 12=-22(B) 13=-25(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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss TG06 Truss Type JACK-OPEN GIRDER Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636214 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:54 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-Dzctq6F7ZFef8wUsVN_Otzosren4khAAJ9CLVlzdJD? Scale = 1:16.4 1 2 3 4 7 6 5 8 9 2x4 2x4 4x6 2x4 2x4 2x4 0-1-51-4-0 1-4-0 4-0-0 2-8-0 -0-11-0 0-11-0 1-4-0 1-4-0 4-0-0 2-8-0 1-2-02-0-112-2-02-0-110-3-89.00 12 Plate Offsets (X,Y)-- [5:0-1-14,0-0-10] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.17 0.19 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.03 -0.00 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 7=219/0-3-8, 5=142/0-1-8 Max Horz 7=74(LC 13) Max Uplift7=-46(LC 5), 5=-34(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(14-15) 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. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1 lb down and 3 lb up at 1-4-0, and 38 lb down and 23 lb up at 2-0-12 on top chord, and 11 lb up at 1-4-0, and 2 lb down and 12 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) 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, 5-7=-20 Concentrated Loads (lb) Vert: 6=3(F) 9=0(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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss TG07 Truss Type JACK-OPEN GIRDER Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636215 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:54 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-Dzctq6F7ZFef8wUsVN_OtzoqwedikhpAJ9CLVlzdJD? Scale = 1:28.7 1 2 4 3 5 6 3x4 2x4 2x4 2x4 4-0-0 4-0-0 4-0-0 4-0-0 1-2-04-2-09.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.29 0.79 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.08 0.00 (loc) 3-4 3-4 l/defl >999 >564 n/a L/d 240 180 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 8-11-13 oc bracing. REACTIONS.(lb/size) 4=938/0-3-8, 3=992/Mechanical Max Horz 4=101(LC 5) Max Uplift4=-1(LC 5), 3=-111(LC 5) 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; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) 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 except (jt=lb) 3=111. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 812 lb down and 44 lb up at 1-0-12, and 814 lb down and 43 lb up at 3-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 3-4=-20 Concentrated Loads (lb) Vert: 5=-812(B) 6=-814(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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss TG08 Truss Type HALF HIP GIRDER Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636216 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:54 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-Dzctq6F7ZFef8wUsVN_Otzotkep6kh9AJ9CLVlzdJD? Scale = 1:15.8 1 2 3 4 7 6 5 8 9 4x6 2x4 2x4 2x4 2x4 2x4 0-1-51-2-6 1-2-6 4-0-0 2-9-10 -0-11-0 0-11-0 1-2-6 1-2-6 4-0-0 2-9-10 1-2-01-11-72-0-121-5-150-5-81-11-79.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.11 0.06 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 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=219/0-3-8, 5=138/0-1-8 Max Horz 7=56(LC 4) Max Uplift7=-45(LC 5), 5=-29(LC 4) Max Grav 7=219(LC 1), 5=138(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(14-15) 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. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1 lb down and 3 lb up at 1-2-6, and 41 lb down and 18 lb up at 2-0-12 on top chord, and 2 lb up at 1-2-6, and 2 lb down and 13 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) 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, 5-7=-20 Concentrated Loads (lb) Vert: 6=2(F) 9=1(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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss TG09 Truss Type COMMON GIRDER Qty 1 Ply 2 120 Woods at shelborne Job Reference (optional) I32636217 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:55 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-h99F1SGlKZmWm33235VdPALxL1?qT_2KXpyv1BzdJD_ Scale = 1:65.8 1 2 3 4 5 6 8 79 10 11 12 13 14 15 2x4 5x6 5x12 4x6 4x6 10x10 2x4 4x6 6-5-8 6-5-8 12-11-0 6-5-8 2-9-4 2-9-4 7-8-6 4-11-2 12-11-0 5-2-10 13-10-0 0-11-0 6-8-68-9-51-2-09.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.57 0.67 0.68 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.23 0.01 (loc) 7-8 7-8 5 l/defl >999 >665 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 2x6 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 3-7,1-8: 2x4 SPF-S Stud SLIDER Right 2x6 SP No.1 3-4-15 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-13 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=2823/0-3-8, 8=4167/0-3-8 Max Horz 8=-271(LC 3) Max Uplift5=-367(LC 6), 8=-315(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3232/460, 3-4=-3327/361, 4-5=-3417/323 BOT CHORD 8-9=-125/771, 9-10=-125/771, 10-11=-125/771, 11-12=-125/771, 12-13=-125/771, 7-13=-125/771, 7-14=-223/2555, 14-15=-223/2555, 5-15=-223/2555 WEBS 2-7=-576/4391, 2-8=-2464/351 NOTES-(11-12) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=367, 8=315. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1242 lb down and 30 lb up at 1-0-12, 1112 lb down and 38 lb up at 3-0-12, 1141 lb down and 73 lb up at 5-0-12, and 1000 lb down and 134 lb up at 7-0-12, and 1291 lb down and 315 lb up at 9-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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.). LOAD CASE(S) Standard Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss TG09 Truss Type COMMON GIRDER Qty 1 Ply 2 120 Woods at shelborne Job Reference (optional) I32636217 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:55 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-h99F1SGlKZmWm33235VdPALxL1?qT_2KXpyv1BzdJD_ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-6=-60, 8-10=-20, 10-12=-60, 5-12=-20 Concentrated Loads (lb) Vert: 9=-1242(B) 11=-1112(B) 13=-1141(B) 14=-1000(B) 15=-1291(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 120_WOODS_AT_SHELBOR~E Truss TG10 Truss Type ROOF SPECIAL GIRDER Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636218 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:55 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-h99F1SGlKZmWm33235VdPALsl151TwgKXpyv1BzdJD_ Scale = 1:36.1 1 2 3 4 5 10 9 8 7 6 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 3x4 4x8 4x10 4x6 5x12 2x4 4x6 8x8 0-1-37-2-11 7-2-11 14-5-6 7-2-11 19-10-8 5-5-2 7-2-11 7-2-11 14-5-6 7-2-11 19-10-8 5-5-2 20-9-8 0-11-0 4-0-134-2-01-0-04-0-137.00 12 Plate Offsets (X,Y)-- [3:0-5-0,0-1-2], [6:Edge,0-6-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.87 0.27 0.90 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.07 -0.16 0.01 (loc) 7-9 7-9 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 101 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc purlins, except end verticals, and 2-0-0 oc purlins (3-10-14 max.): 1-3. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 10=1166/0-3-8, 6=1202/0-3-8 Max Horz 10=-118(LC 3) Max Uplift10=-295(LC 3), 6=-252(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-1041/347, 1-11=-1497/393, 11-12=-1497/393, 12-13=-1497/393, 2-13=-1497/393, 2-14=-1498/394, 14-15=-1497/394, 15-16=-1497/394, 3-16=-1496/394, 3-17=-1377/312, 4-17=-1514/319, 4-6=-1069/245 BOT CHORD 9-21=-270/1231, 8-21=-270/1231, 8-22=-270/1231, 22-23=-270/1231, 7-23=-270/1231, 7-24=-90/348, 24-25=-90/348, 6-25=-90/348 WEBS 1-9=-402/1639, 2-9=-680/401, 3-9=-153/335, 3-7=0/299, 4-7=-269/936 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; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=295, 6=252. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 66 lb down and 70 lb up at 0-1-12, 55 lb down and 70 lb up at 2-4-10, 55 lb down and 70 lb up at 4-4-10, 55 lb down and 70 lb up at 6-4-10, 55 lb down and 70 lb up at 8-4-10, 55 lb down and 70 lb up at 10-4-10, 55 lb down and 70 lb up at 12-4-10, and 62 lb down and 69 lb up at 14-5-6, and 78 lb down and 64 lb up at 15-9-12 on top chord, and 49 lb down at 0-1-12, 34 lb down at 2-4-10, 34 lb down at 4-4-10, 34 lb down at 6-4-10, 34 lb down at 8-4-10, 34 lb down at 10-4-10, 34 lb down at 12-4-10, 34 lb down at 14-4-10, and 41 lb down at 15-9-12, and 122 lb down and 47 lb up at 17-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss TG10 Truss Type ROOF SPECIAL GIRDER Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636218 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:55 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-h99F1SGlKZmWm33235VdPALsl151TwgKXpyv1BzdJD_ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 4-5=-60, 6-10=-20 Concentrated Loads (lb) Vert: 10=-30(F) 1=-66(F) 3=-43(F) 7=-22(F) 11=-43(F) 12=-43(F) 13=-43(F) 14=-43(F) 15=-43(F) 16=-43(F) 17=-38(F) 18=-22(F) 19=-22(F) 20=-22(F) 21=-22(F) 22=-22(F) 23=-22(F) 24=-25(F) 25=-122 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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 120_WOODS_AT_SHELBOR~E Truss TG11 Truss Type ROOF SPECIAL GIRDER Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636219 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:56 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-AMjdFoHO5tuNODeEdo0syOt1NRG0CLMTmThSYezdJCz Scale = 1:81.7 1 2 3 4 5 6 7 89 16 15 14 13 12 11 10 17 18 19 20 21 22 23 24 25 26 27 3x4 6x6 5x16 MT18HS 5x8 5x10 MT18HS8x10 2x4 3x6 3x6 4x10 4x10 4x6 4x6 10x10 0-1-37-3-15 7-3-15 14-5-6 7-1-7 20-6-14 6-1-8 26-5-14 5-11-0 31-9-0 5-3-2 4-1-5 4-1-5 9-3-5 5-2-0 14-5-6 5-2-0 20-6-14 6-1-8 26-5-14 5-11-0 29-0-3 2-6-5 31-9-0 2-8-13 32-8-0 0-11-0 7-8-134-0-1310-2-61-0-34-0-137.19 12 7.00 12 Plate Offsets (X,Y)-- [2:0-3-10,0-3-0], [6:0-4-0,0-1-11], [10:Edge,0-3-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.87 0.99 1.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.61 0.12 (loc) 12-14 12-14 10 l/defl >999 >623 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 190 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-6: 2x4 SPF 2100F 1.8E BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 2-15,4-15,2-16: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-15 oc purlins, except end verticals, and 2-0-0 oc purlins (3-4-11 max.): 4-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-11, 2-16 2 Rows at 1/3 pts 4-15 REACTIONS.(lb/size) 16=1827/0-3-8, 10=2321/0-3-8 (req. 0-3-10) Max Horz 16=-327(LC 11) Max Uplift16=-177(LC 6), 10=-377(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1617/258, 3-4=-1704/190, 4-5=-4371/499, 5-17=-2645/446, 17-18=-2644/446, 18-19=-2643/446, 6-19=-2642/446, 6-7=-3117/489, 7-8=-576/139, 8-10=-482/137 BOT CHORD 16-20=-80/649, 20-21=-80/649, 15-21=-80/649, 14-15=-369/4387, 13-14=-537/4813, 13-22=-537/4813, 12-22=-537/4813, 12-23=-537/4813, 23-24=-537/4813, 24-25=-537/4813, 11-25=-537/4813, 11-26=-290/2298, 26-27=-290/2298, 10-27=-290/2298 WEBS 2-15=-275/2198, 3-15=-305/155, 4-15=-3356/442, 4-14=-92/524, 5-14=-644/289, 5-12=-21/1073, 5-11=-2540/260, 7-11=-120/521, 2-16=-1709/158, 7-10=-2505/327, 6-11=-68/1214 NOTES-(14-15) 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) 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) WARNING: Required bearing size at joint(s) 10 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 16=177, 10=377. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 83 lb down and 70 lb up at 21-11-4, and 83 lb down and 70 lb up at 23-11-4, and 83 lb down and 70 lb up at 25-11-4 on top chord, and 972 lb down and 123 lb up at 19-11-4, 34 lb down at 21-11-4, 34 lb down at 23-11-4, 34 lb down at 25-11-4, and 122 lb down and 49 lb up at 27-11-4, and 118 lb down and 42 lb up at 29-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss TG11 Truss Type ROOF SPECIAL GIRDER Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636219 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:56 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-AMjdFoHO5tuNODeEdo0syOt1NRG0CLMTmThSYezdJCz 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) 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: 1-2=-60, 2-4=-60, 4-6=-60, 6-8=-60, 8-9=-60, 16-20=-20, 20-21=-60, 10-21=-20 Concentrated Loads (lb) Vert: 17=-43(F) 18=-43(F) 19=-43(F) 22=-972(F) 23=-22(F) 24=-22(F) 25=-22(F) 26=-122 27=-118 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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 120_WOODS_AT_SHELBOR~E Truss TG12 Truss Type FLAT GIRDER Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636220 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:57 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-eYH?S8I0sA0E?NCRAVX5UbQBlrkIxpDd?7R054zdJCy Scale = 1:44.9 1 2 3 4 5 10 9 8 7 6 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 3x4 4x8 3x8 3x6 4x6 4x6 5x12 2x4 2x4 4x10 8-7-9 8-7-9 17-1-7 8-5-13 25-9-0 8-7-9 8-7-9 8-7-9 17-1-7 8-5-13 25-9-0 8-7-9 3-10-4LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.83 0.48 0.96 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.32 0.05 (loc) 7-9 7-9 6 l/defl >999 >965 n/a L/d 240 180 n/a PLATES MT20 Weight: 132 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 1-9,4-9,4-6: 2x4 SPF No.2 BRACING- TOP CHORD 2-0-0 oc purlins (4-5-7 max.): 1-5, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-9, 4-6 REACTIONS.(lb/size) 10=1176/0-3-8, 6=1311/Mechanical Max Horz 10=101(LC 4) Max Uplift10=-207(LC 3), 6=-303(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-1095/244, 1-2=-2192/468, 2-11=-2192/468, 11-12=-2192/468, 12-13=-2192/468, 3-13=-2192/468, 3-14=-2192/468, 4-14=-2192/468, 5-6=-272/136 BOT CHORD 9-19=-577/2336, 8-19=-577/2336, 8-20=-577/2336, 20-21=-577/2336, 7-21=-577/2336, 7-22=-577/2336, 22-23=-577/2336, 23-24=-577/2336, 24-25=-577/2336, 6-25=-577/2336 WEBS 1-9=-485/2314, 2-9=-612/269, 4-7=0/509, 4-6=-2452/573 NOTES-(12-13) 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) except (jt=lb) 10=207, 6=303. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 lb down and 67 lb up at 9-8-4, 48 lb down and 67 lb up at 11-8-4, 48 lb down and 67 lb up at 13-8-4, 48 lb down and 67 lb up at 15-8-4, 48 lb down and 67 lb up at 17-8-4, 48 lb down and 67 lb up at 19-8-4, and 48 lb down and 67 lb up at 21-8-4, and 48 lb down and 67 lb up at 23-8-4 on top chord , and 30 lb down at 9-8-4, 30 lb down at 11-8-4, 30 lb down at 13-8-4, 30 lb down at 15-8-4, 30 lb down at 17-8-4, 30 lb down at 19-8-4, and 30 lb down at 21-8-4, and 30 lb down at 23-8-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss TG12 Truss Type FLAT GIRDER Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636220 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:57 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-eYH?S8I0sA0E?NCRAVX5UbQBlrkIxpDd?7R054zdJCy LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-60, 6-10=-20 Concentrated Loads (lb) Vert: 8=-19(B) 11=-37(B) 12=-37(B) 13=-37(B) 14=-37(B) 15=-37(B) 16=-37(B) 17=-37(B) 18=-37(B) 19=-19(B) 20=-19(B) 21=-19(B) 22=-19(B) 23=-19(B) 24=-19(B) 25=-19(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 120_WOODS_AT_SHELBOR~E Truss V01 Truss Type GABLE Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636221 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:57 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-eYH?S8I0sA0E?NCRAVX5UbQIkrnFx0wd?7R054zdJCy Scale: 3/8"=1' 1 2 3 44x8 6x6 4x8 2x4 10-9-10 10-9-10 5-4-13 5-4-13 10-9-10 5-4-13 0-0-44-0-100-0-49.00 12 Plate Offsets (X,Y)-- [1:0-7-3,Edge], [2:Edge,0-2-8], [3:0-4-3,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.39 0.29 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 25 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=193/10-9-10, 3=193/10-9-10, 4=410/10-9-10 Max Horz 1=88(LC 5) Max Uplift1=-15(LC 6), 3=-21(LC 7), 4=-1(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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) 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) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss V02 Truss Type GABLE Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636222 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:57 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-eYH?S8I0sA0E?NCRAVX5UbQIRroox1ad?7R054zdJCy Scale = 1:24.5 1 2 3 42x4 3x4 2x4 2x4 7-7-5 7-7-5 3-9-10 3-9-10 7-7-5 3-9-10 0-0-42-10-40-0-49.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.41 0.25 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: 15 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=154/7-7-5, 3=154/7-7-5, 4=250/7-7-5 Max Horz 1=61(LC 5) Max Uplift1=-22(LC 6), 3=-27(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss V03 Truss Type GABLE Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636223 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:58 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-6krOgUIedU95dXndkD2K1pzYfFAogU9mDnAZdWzdJCx Scale = 1:13.2 1 2 3 4 2x4 3x4 2x4 2x4 4-5-0 4-5-0 2-2-8 2-2-8 4-5-0 2-2-8 0-0-41-7-140-0-49.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.12 0.07 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 8 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 4-5-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=84/4-5-0, 3=84/4-5-0, 4=136/4-5-0 Max Horz 1=-33(LC 4) Max Uplift1=-12(LC 6), 3=-15(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss V04 Truss Type GABLE Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636224 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:58 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-6krOgUIedU95dXndkD2K1pzPmF5MgUPmDnAZdWzdJCx Scale = 1:23.7 1 2 32x4 2x4 2x4 5-0-9 5-0-9 0-0-43-0-47.19 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.69 0.42 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-9 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=182/5-0-9, 3=182/5-0-9 Max Horz 1=82(LC 5) Max Uplift1=-3(LC 6), 3=-28(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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss V05 Truss Type Valley Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636225 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:58 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-6krOgUIedU95dXndkD2K1pzXLFAdgUPmDnAZdWzdJCx Scale = 1:12.6 1 2 3 2x4 2x4 2x4 2-6-8 2-6-8 0-0-41-6-47.19 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.14 0.09 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: 5 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=82/2-6-1, 3=82/2-6-1 Max Horz 1=37(LC 5) Max Uplift1=-1(LC 6), 3=-13(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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss V06 Truss Type Valley Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636226 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:59 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-axPmtqJGNoHyFhMpIwaZa0VinfVgPxfwSRw69yzdJCw Scale = 1:15.3 1 2 3 2x4 2x4 2x4 2-7-5 2-7-5 0-0-41-11-89.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.16 0.10 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-5 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=88/2-7-0, 3=88/2-7-0 Max Horz 1=50(LC 5) Max Uplift3=-17(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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss V07 Truss Type Valley Qty 2 Ply 1 120 Woods at shelborne Job Reference (optional) I32636227 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:59 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-axPmtqJGNoHyFhMpIwaZa0VirfViPxfwSRw69yzdJCw Scale = 1:13.0 1 2 3 2x4 2x4 2x4 2-7-14 2-7-14 0-0-41-7-17.19 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.16 0.10 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: 5 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-14 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=87/2-7-7, 3=87/2-7-7 Max Horz 1=39(LC 5) Max Uplift1=-1(LC 6), 3=-13(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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss V08 Truss Type Valley Qty 2 Ply 1 120 Woods at shelborne Job Reference (optional) I32636228 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:59 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-axPmtqJGNoHyFhMpIwaZa0VdffSWPxfwSRw69yzdJCw Scale = 1:19.0 1 2 3 2x4 2x4 2x4 4-3-15 4-3-15 0-0-42-7-17.19 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.49 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: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-3-15 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=153/4-3-8, 3=153/4-3-8 Max Horz 1=69(LC 5) Max Uplift1=-3(LC 6), 3=-24(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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss V09 Truss Type Valley Qty 2 Ply 1 120 Woods at shelborne Job Reference (optional) I32636229 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:38:59 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-axPmtqJGNoHyFhMpIwaZa0VVkfNoPxfwSRw69yzdJCw Scale = 1:26.5 1 2 32x4 2x4 2x4 5-11-15 5-11-15 0-0-43-7-17.19 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.99 0.60 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: 14 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=217/5-11-8, 3=217/5-11-8 Max Horz 1=98(LC 5) Max Uplift1=-4(LC 6), 3=-34(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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss V10 Truss Type Valley Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636230 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:39:00 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-27z85AKu85Ppsrx?se5o6E2ou2oF8O43h5fghPzdJCv Scale = 1:34.6 1 2 3 5 42x4 2x4 2x4 2x4 2x4 7-8-0 7-8-0 0-0-44-7-17.19 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.46 0.27 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 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.(lb/size) 1=91/7-7-9, 4=122/7-7-9, 5=361/7-7-9 Max Horz 1=130(LC 5) Max Uplift4=-16(LC 5), 5=-81(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-270/146 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss V11 Truss Type Valley Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636231 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:39:00 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-27z85AKu85Ppsrx?se5o6E2q?2nE8Nc3h5fghPzdJCv Scale = 1:42.3 1 2 3 5 463x6 2x4 2x4 2x4 2x4 9-4-1 9-4-1 0-0-45-7-17.19 12 Plate Offsets (X,Y)-- [1:Edge,0-0-1] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.32 0.33 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 26 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x3 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.(lb/size) 1=154/9-3-10, 4=174/9-3-10, 5=480/9-3-10 Max Horz 1=158(LC 5) Max Uplift4=-18(LC 5), 5=-97(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-323/145 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss V12 Truss Type Valley Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636232 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:39:00 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-27z85AKu85Ppsrx?se5o6E2m72ji8Nl3h5fghPzdJCv Scale = 1:31.4 1 2 3 5 42x4 4x6 2x4 2x4 2x4 0-1-140-0-7 0-0-7 6-6-12 6-6-5 7-8-0 1-1-4 6-6-12 6-6-12 7-8-0 1-1-4 0-0-43-9-43-11-23-9-47.19 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.63 0.62 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 21 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 2-3: 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 7-8-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 2-3. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 1=227/7-7-9, 4=-28/7-7-9, 5=370/7-7-9 Max Horz 1=107(LC 5) Max Uplift1=-12(LC 6), 4=-106(LC 2) Max Grav 1=227(LC 1), 5=378(LC 2) 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 4=106. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks 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. March 7,2018 Job 120_WOODS_AT_SHELBOR~E Truss V13 Truss Type Valley Qty 1 Ply 1 120 Woods at shelborne Job Reference (optional) I32636233 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Mar 07 12:39:01 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5GIryjrXfbjcmZe89OXMksyy8gB-WJXWIWLWvPXgU_WCPLc1fRb_9S62tqtCwlPDErzdJCu Scale = 1:27.6 1 2 3 5 43x8 3x8 2x4 2x4 2x4 0-1-140-0-7 0-0-7 5-8-11 5-8-5 9-4-0 3-7-5 5-8-11 5-8-11 9-4-0 3-7-5 0-0-43-3-43-5-23-3-47.19 12 Plate Offsets (X,Y)-- [1:0-0-3,Edge], [2:0-4-0,0-0-8] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.42 0.42 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 20 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-3. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 1=180/9-3-10, 4=102/9-3-10, 5=426/9-3-10 Max Horz 1=91(LC 5) Max Uplift4=-39(LC 4), 5=-39(LC 6) Max Grav 1=180(LC 1), 4=122(LC 11), 5=426(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-286/104 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) Gable requires continuous bottom chord bearing. 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) 4, 5. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks 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. March 7,2018 edge of truss.from outside"16/1-0PRODUCT CODE APPROVALSJOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3- 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 8 7 6 54321BOTTOM CHORDSTOP CHORDSBEARINGLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Min size shown is for crushing only.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T or I bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering System1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI.2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered.3. Never exceed the design loading shown and never stack materials on inadequately braced trusses.4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.5. Cut members to bear tightly against each other.6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1.7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1.8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication.9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection.11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements.12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified.13. Top chords must be sheathed or purlins provided at spacing indicated on design.14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted.15. Connections not shown are the responsibility of others.16. Do not cut or alter truss member or plate without prior approval of an engineer.17. Install and load vertically unless indicated otherwise.18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use.19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient.20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.Failure to Follow Could Cause PropertyDamage or Personal InjuryGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:6-4-8dimensions shown in ft-in-sixteenths (Drawings not to scale)© 2012 MiTek® All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015WEBSedge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ESR1988ER-3907, ESR-2362, ESR-1397, ESR-3282JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3- 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 8 7 6 54321BOTTOM CHORDSTOP CHORDSBEARINGIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering System General Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8dimensions shown in ft-in-sixteenthsWEBSTrusses are designed for wind loads in the plane of the truss unless otherwise shown.Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others.