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HomeMy WebLinkAboutClayton II G-stdRe: The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild (CarterLee Bldg Components). Liu, Xuegang Pages or sheets covered by this seal: I30073287 thru I30073334 My license renewal date for the state of Indiana is July 31, 2018. CLAYTON_II_G 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: M/I HOMES - CLAYTON II G 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. June 6,2017 Job CLAYTON_II_G Truss CG01 Truss Type Jack-Open Girder Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073288 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:38 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-ZNB8vypFgtpkU0lgqjFAd_UMepE40IDg5HC?1Hz909Z Scale = 1:16.4 1 2 5 3 4 3x6 2-11-8 2-11-8 -1-7-3 1-7-3 2-11-8 2-11-8 0- 8 - 1 3 2- 1 - 1 2 0- 4 - 1 0 1- 9 - 3 2- 1 - 1 2 5.74 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.25 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=248/0-8-8, 3=57/Mechanical, 4=20/Mechanical Max Horz 5=84(LC 6) Max Uplift5=-62(LC 6), 3=-24(LC 6) Max Grav 5=248(LC 1), 3=57(LC 1), 4=49(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 5) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss CG02 Truss Type Jack-Open Girder Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073289 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:38 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-ZNB8vypFgtpkU0lgqjFAd_UMepD10IDg5HC?1Hz909Z Scale = 1:19.1 1 2 5 6 3 7 4 3x6 3-11-2 3-11-2 -1-7-3 1-7-3 3-11-2 3-11-2 0- 8 - 1 3 2- 7 - 5 0- 4 - 1 0 2- 2 - 1 2 2- 7 - 5 5.74 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.25 0.14 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=278/0-8-8, 3=89/Mechanical, 4=35/Mechanical Max Horz 5=99(LC 5) Max Uplift5=-58(LC 5), 3=-37(LC 5) Max Grav 5=278(LC 1), 3=89(LC 1), 4=68(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; 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) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 5) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 62 lb down and 5 lb up at 1-10-4 on top chord, and at 1-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss GE01 Truss Type GABLE Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073290 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:39 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-1ZlW7IqtRAxb6AKtORmPAB0PyDUwledpKxyYZjz909Y Scale = 1:66.1Sheet Front Right Option 5-9-7 1 Ply 7/16ZIP8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 20 19 18 17 16 21 28 27 22 26 25 24 23 29 4x8 4x10 4x6 5x12 3x4 3x4 2x4 3x6 4x6 8x16 3x4 3x4 2x4 3x6 2x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x6 2x4 2x4 5-9-7 8-2-12 8-2-12 14-1-12 5-11-0 14-4-8 0-2-12 15-3-1 0-10-9 21-0-8 5-9-7 -0-11-0 0-11-0 4-2-10 4-2-10 7-2-4 2-11-10 8-2-12 1-0-8 14-7-15 6-5-3 21-0-8 6-4-9 22-2-8 1-2-0 0- 8 - 1 3 7- 5 - 3 7- 7 - 2 1- 4 - 1 3 0- 1 0 - 8 7- 5 - 3 10.00 12 Plate Offsets (X,Y)-- [2:0-4-4,Edge], [6:0-4-0,0-1-4], [10:0-8-12,0-1-12], [14:0-3-0,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 15.0 0.0 15.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 1-11-4 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.72 0.48 0.50 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.23 0.04 (loc) 20-32 20-32 16 l/defl >999 >756 n/a L/d 240 180 n/a PLATES MT20 Weight: 126 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* 14-16,5-21,21-22: 2x4 SPF-S Stud, 10-18: 2x6 SPF No.2 OTHERS 2x3 SPF No.2 SLIDER Left 2x6 SPF No.2 2-0-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 6-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 18-19. JOINTS 1 Brace at Jt(s): 22, 25, 29 REACTIONS.(lb/size)2=762/0-5-8, 16=292/0-3-0, 19=1391/0-5-8 Max Horz 2=180(LC 5) Max Uplift2=-64(LC 6), 16=-126(LC 7), 19=-206(LC 5) Max Grav 2=773(LC 10), 16=302(LC 11), 19=1391(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-799/0, 3-4=-687/125, 4-5=-587/139, 5-6=-409/125 BOT CHORD 2-20=-109/528, 19-20=-81/423, 18-19=-679/276, 10-18=-378/173 WEBS 20-21=0/429, 6-21=0/446, 6-28=-517/54, 27-28=-471/49, 22-27=-484/53, 22-26=-791/138, 19-26=-774/139, 22-29=-270/106 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 16=126, 19=206. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-68, 6-10=-68, 10-14=-68, 14-15=-68, 19-30=-29, 16-18=-29, 19-29=-40(F), 5-29=-40(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. June 6,2017 Job CLAYTON_II_G Truss GE02 Truss Type GABLE Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073291 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:39 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-1ZlW7IqtRAxb6AKtORmPAB0YDDbbljipKxyYZjz909Y Scale = 1:59.0 Sheet Front Full Sheathing 1 Ply 7/16ZIP8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 26 25 24 23 22 21 20 19 18 17 16 27 30 28 31 293533 34 36 32 3x6 3x6 3x6 3x6 2x4 2x4 2x4 2x4 2x4 2x4 5x6 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 6-9-9 6-9-9 13-1-7 6-3-14 19-11-0 6-9-9 20-10-0 0-11-0 0- 8 - 1 3 6- 2 - 1 4 6- 4 - 1 3 0- 8 - 1 3 6- 2 - 1 4 10.00 12 Plate Offsets (X,Y)-- [6:0-3-11,Edge], [10:0-3-11,Edge], [16:0-4-0,0-1-8], [24:0-3-0,0-3-0], [26:0-4-0,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.13 0.05 0.18 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 0.00 0.00 (loc) 15 15 16 15 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 94 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* 21-36: 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, and 2-0-0 oc purlins (6-0-0 max.): 6-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 27, 28, 29, 32, 34 REACTIONS.All bearings 19-11-0. (lb) - Max Horz 26=-148(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 26, 16, 22, 23, 24, 25, 20, 18, 17, 21 Max Grav All reactions 250 lb or less at joint(s) 26, 16, 22, 23, 24, 25, 20, 19, 18, 17, 21 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 26, 16, 22, 23, 24, 25, 20, 18, 17, 21. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss GE03 Truss Type GABLE Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073292 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:40 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-VlJuKdrVCU3SkKv3y8IeiPZkMdx7UC2zZbh65Az909X Scale = 1:32.6 Sheet Front Full Sheathing 1 Ply 7/16ZIP8 1 2 3 4 5 6 7 8 9 10 11 12 13 22 21 20 19 18 17 16 15 14 3x6 3x6 3x6 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 14-4-8 14-4-8 -0-11-0 0-11-0 4-0-4 4-0-4 10-4-4 6-3-15 14-4-8 4-0-4 15-3-8 0-11-0 0- 8 - 1 3 3- 1 1 - 2 4- 1 - 1 0- 8 - 1 3 3- 1 1 - 2 10.00 12 Plate Offsets (X,Y)-- [5:0-3-11,Edge], [9:0-3-11,Edge], [14:0-4-0,0-1-8], [22:0-4-0,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.11 0.03 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 0.00 0.00 (loc) 13 13 14 13 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 54 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, and 2-0-0 oc purlins (6-0-0 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 14-4-8. (lb) - Max Horz 22=-94(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 22, 14, 18, 19, 20, 21, 17, 16, 15 Max Grav All reactions 250 lb or less at joint(s) 22, 14, 18, 19, 20, 21, 17, 16, 15 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22, 14, 18, 19, 20, 21, 17, 16, 15. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss J01 Truss Type Jack-Open Qty 13 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073293 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:40 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-VlJuKdrVCU3SkKv3y8IeiPZepdsPUCizZbh65Az909X Scale = 1:40.0 1 2 5 3 4 3x8 5-11-4 5-11-4 -0-11-0 0-11-0 5-11-4 5-11-4 0- 8 - 1 3 5- 8 - 3 5- 2 - 6 5- 8 - 3 10.00 12 Plate Offsets (X,Y)-- [5:0-4-5,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.46 0.34 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.15 0.05 (loc) 4-5 4-5 3 l/defl >999 >450 n/a L/d 240 180 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=299/0-5-8, 3=157/Mechanical, 4=67/Mechanical Max Horz 5=194(LC 6) Max Uplift3=-109(LC 6) Max Grav 5=299(LC 1), 3=157(LC 1), 4=111(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-251/42 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=109. 5) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss J02 Truss Type Half Hip Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073294 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:41 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-zxtGYzs8zoBJLUUFVsptFc5oR1FxDfy6oFRfdcz909W Scale = 1:34.2 1 2 3 4 6 5 3x4 3x4 3x6 3x6 4-6-4 4-6-4 5-11-4 1-5-0 -0-11-0 0-11-0 4-6-4 4-6-4 5-11-4 1-5-0 0- 8 - 1 3 4- 4 - 5 4- 6 - 1 4- 0 - 1 3 0- 3 - 8 4- 4 - 5 10.00 12 Plate Offsets (X,Y)-- [3:0-2-0,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 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.53 0.19 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.11 0.00 (loc) 5-6 5-6 5 l/defl >999 >640 n/a L/d 240 180 n/a PLATES MT20 Weight: 21 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)6=296/0-5-8, 5=220/0-1-8 Max Horz 6=156(LC 6) Max Uplift6=-9(LC 6), 5=-51(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-254/75 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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) 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. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 5. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss J03 Truss Type Half Hip Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073295 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:41 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-zxtGYzs8zoBJLUUFVsptFc5oq1F5Dfy6oFRfdcz909W Scale = 1:26.5 1 2 3 4 6 5 3x4 3x4 3x6 3x8 3-1-8 3-1-8 5-11-4 2-9-12 -0-11-0 0-11-0 3-1-8 3-1-8 5-11-4 2-9-12 0- 8 - 1 3 3- 2 - 5 3- 4 - 1 2- 1 0 - 1 3 0- 3 - 8 3- 2 - 5 10.00 12 Plate Offsets (X,Y)-- [3:0-2-0,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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.57 0.18 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.10 0.00 (loc) 5-6 5-6 5 l/defl >999 >707 n/a L/d 240 180 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)6=296/0-5-8, 5=220/0-1-8 Max Horz 6=120(LC 6) Max Uplift6=-26(LC 6), 5=-27(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-254/103 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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) 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. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 5. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss J04 Truss Type Jack-Open Qty 14 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073296 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:41 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-zxtGYzs8zoBJLUUFVsptFc5ra1E3Dfy6oFRfdcz909W Scale = 1:36.1 1 2 5 3 4 3x6 5-1-4 5-1-4 -0-11-0 0-11-0 5-1-4 5-1-4 0- 8 - 1 3 4- 1 1 - 1 4 0- 5 - 1 3 4- 6 - 1 4- 1 1 - 1 4 10.00 12 Plate Offsets (X,Y)-- [5:0-4-0,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.33 0.24 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.08 -0.03 (loc) 4-5 4-5 3 l/defl >999 >725 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-1-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=266/0-5-8, 3=133/Mechanical, 4=56/Mechanical Max Horz 5=172(LC 6) Max Uplift3=-93(LC 6) Max Grav 5=266(LC 1), 3=133(LC 1), 4=95(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 5) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss J05 Truss Type Half Hip Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073297 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:41 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-zxtGYzs8zoBJLUUFVsptFc5qh1FmDfy6oFRfdcz909W Scale = 1:29.8 1 2 3 4 6 5 3x4 3x4 3x6 3x6 3-8-2 3-8-2 5-1-4 1-5-2 -0-11-0 0-11-0 3-8-2 3-8-2 5-1-4 1-5-2 0- 8 - 1 3 3- 7 - 1 3 3- 9 - 9 3- 4 - 5 0- 3 - 8 3- 7 - 1 3 10.00 12 Plate Offsets (X,Y)-- [3:0-2-0,Edge], [5:Edge,0-2-0], [6:0-4-0,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.39 0.14 0.00 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: 18 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-1-4 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)6=263/0-5-8, 5=185/0-1-8 Max Horz 6=134(LC 6) Max Uplift6=-15(LC 6), 5=-39(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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) 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. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 5. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss J06 Truss Type Jack-Open Qty 2 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073298 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:42 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-R8RelJsmj5JAze3S3ZK6nqe43Qb?y6CF0vACA2z909V Scale = 1:16.5 1 2 3 4 2x4 2-10-4 2-10-4 -0-11-0 0-11-0 2-10-4 2-10-4 0- 6 - 1 2- 2 - 1 1- 9 - 2 2- 2 - 1 7.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.09 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 -0.00 (loc) 2-4 2-4 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 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)3=62/Mechanical, 2=187/0-5-8, 4=26/Mechanical Max Horz 2=71(LC 6) Max Uplift3=-35(LC 6), 2=-34(LC 6) Max Grav 3=62(LC 1), 2=187(LC 1), 4=51(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; 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) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 5) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss J07 Truss Type Jack-Open Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073299 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:42 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-R8RelJsmj5JAze3S3ZK6nqe3CQbCy6CF0vACA2z909V Scale = 1:19.3 1 2 3 4 2x4 3-7-12 3-7-12 -0-11-0 0-11-0 3-7-12 3-7-12 0- 6 - 1 2- 7 - 9 2- 2 - 1 0 2- 7 - 9 7.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.15 0.12 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.00 (loc) 2-4 2-4 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)3=89/Mechanical, 2=215/0-5-8, 4=34/Mechanical Max Horz 2=85(LC 6) Max Uplift3=-49(LC 6), 2=-30(LC 6) Max Grav 3=89(LC 1), 2=215(LC 1), 4=67(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 5) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss J08 Truss Type Jack-Open Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073300 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:42 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-R8RelJsmj5JAze3S3ZK6nqe43Qcby6CF0vACA2z909V Scale = 1:13.7 1 2 3 4 2x4 2-0-8 2-0-8 -0-11-0 0-11-0 2-0-8 2-0-8 0- 6 - 1 1- 8 - 5 1- 3 - 7 1- 8 - 5 7.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.09 0.03 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 2 2-4 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 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)3=30/Mechanical, 2=161/0-5-8, 4=17/Mechanical Max Horz 2=56(LC 6) Max Uplift3=-19(LC 6), 2=-39(LC 6) Max Grav 3=30(LC 1), 2=161(LC 1), 4=35(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; 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) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 5) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss JG01 Truss Type Half Hip Girder Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073301 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:42 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-R8RelJsmj5JAze3S3ZK6nqe_8QZky6rF0vACA2z909V Scale = 1:17.9 1 2 3 4 7 6 5 8 9 10 4x6 3x4 3x6 2x4 3x8 1-8-11 1-8-11 5-11-4 4-2-9 -0-11-0 0-11-0 1-8-11 1-8-11 5-11-4 4-2-9 0- 8 - 1 3 2- 0 - 1 2 2- 2 - 1 1- 9 - 4 0- 3 - 8 2- 0 - 1 2 10.00 12 Plate Offsets (X,Y)-- [5:0-3-8,Edge], [7:0-4-0,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.47 0.22 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.06 0.00 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-6: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)7=300/0-5-8, 5=226/0-1-8 Max Horz 7=85(LC 5) Max Uplift7=-57(LC 5), 5=-40(LC 3) Max Grav 7=300(LC 1), 5=229(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 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. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 34 lb down and 49 lb up at 1-8-11, and 45 lb down and 34 lb up at 4-0-0 on top chord, and 1 lb down and 3 lb up at 1-8-11, and 11 lb down at 2-0-0, and 11 lb down at 4-0-0 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). 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=-2(F) 6=3(F) 8=-2(F) 9=-6(F) 10=-6(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. June 6,2017 Job CLAYTON_II_G Truss JG02 Truss Type Half Hip Girder Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073302 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:43 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-vK?1yftOUPR1bneedHrLK1BA6quJhZBPFZwmiUz909U Scale = 1:20.4 1 2 3 4 7 6 5 8 9 4x6 3x4 3x6 2x4 3x8 2-3-5 2-3-5 5-1-4 2-9-15 -0-11-0 0-11-0 2-3-5 2-3-5 5-1-4 2-9-15 0- 8 - 1 3 2- 6 - 4 2- 7 - 9 2- 2 - 1 2 0- 3 - 8 2- 6 - 4 10.00 12 Plate Offsets (X,Y)-- [5:0-3-8,Edge], [7:0-4-0,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.39 0.26 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.05 0.00 (loc) 6 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-6: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-1-4 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)7=294/0-5-8, 5=224/0-1-8 Max Horz 7=99(LC 5) Max Uplift7=-49(LC 5), 5=-43(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 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. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 40 lb down and 33 lb up at 2-3-5, and 49 lb down and 47 lb up at 3-2-0 on top chord, and 19 lb down at 2-3-5, and 27 lb down at 3-2-0 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). 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=-16(B) 6=-11(B) 8=-29(B) 9=-14(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. June 6,2017 Job CLAYTON_II_G Truss T01 Truss Type Hip Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073303 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:43 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-vK?1yftOUPR1bneedHrLK1B6qqrnhTnPFZwmiUz909U Scale = 1:73.8 12 3 4 5 6 7 8 9 14 13 12 11 10 4x8 4x8 3x8 4x6 2x4 3x6 3x8 3x4 2x4 3x4 4x8 5x8 5-2-4 5-2-4 10-2-0 4-11-12 12-8-11 2-6-11 14-1-12 1-5-1 14-4-8 0-2-12 21-0-8 6-8-0 -0-11-0 0-11-0 5-2-4 5-2-4 10-2-0 4-11-12 12-8-11 2-6-11 14-4-8 1-7-13 21-0-8 6-8-0 22-2-8 1-2-0 0- 8 - 1 3 9- 0 - 9 9- 2 - 8 1- 4 - 1 3 0- 1 0 - 8 9- 0 - 9 10.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-13], [5:0-4-0,0-1-4], [6:0-4-0,0-1-4], [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 1-11-4 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.67 0.48 0.43 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.08 -0.19 0.02 (loc) 10-11 13-14 10 l/defl >999 >895 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* 8-10: 2x4 SPF-S Stud SLIDER Left 2x6 SPF No.2 2-0-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12. WEBS 1 Row at midpt 5-13 REACTIONS.(lb/size)2=613/0-5-8, 12=779/0-5-8, 10=357/0-3-0 Max Horz 2=198(LC 5) Max Uplift2=-66(LC 6), 12=-23(LC 6), 10=-166(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-253/8, 3-4=-490/102, 4-5=-656/262, 8-10=-293/153 BOT CHORD 2-14=-81/431, 11-12=-780/98, 7-11=-696/0 WEBS 4-14=-288/213, 5-13=-320/95, 5-14=-168/491, 7-13=-48/370 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12 except (jt=lb) 10=166. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss T01A Truss Type Roof Special Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073304 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:44 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-OWZPA?u0FjauCxDqB_MatFjIJED7Qx8YUDfJExz909T Scale = 1:69.0 12 3 4 5 6 7 8 9 13 12 11 10 3x6 4x6 4x8 4x6 2x4 3x8 3x4 3x4 2x4 4x6 5x6 7-3-8 7-3-8 14-1-12 6-10-4 14-4-8 0-2-12 21-0-8 6-8-0 -0-11-0 0-11-0 5-5-9 5-5-9 11-5-6 5-11-13 14-4-8 2-11-2 21-0-8 6-8-0 22-2-8 1-2-0 0- 8 - 1 3 10 - 3 - 4 1- 4 - 1 3 0- 1 0 - 8 10.00 12 Plate Offsets (X,Y)-- [2:0-3-8,0-1-1], [8:0-2-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 1-11-4 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.62 0.35 0.36 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.07 -0.15 0.02 (loc) 10-11 10-11 10 l/defl >999 >521 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 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 8-10: 2x4 SPF-S Stud, 6-13: 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 2-0-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12. WEBS 1 Row at midpt 6-12 REACTIONS.(lb/size)2=612/0-5-8, 10=354/0-3-0, 12=784/0-5-8 Max Horz 2=224(LC 5) Max Uplift2=-59(LC 6), 10=-164(LC 7), 12=-51(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-458/0, 3-4=-451/113, 4-5=-528/175, 5-6=-403/216, 6-7=-112/282, 8-10=-291/152 BOT CHORD 2-13=-71/416, 11-12=-391/284, 7-11=-306/200 WEBS 4-13=-297/199, 6-12=-368/118, 6-13=-114/462 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12 except (jt=lb) 10=164. 5) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss T02 Truss Type Hip Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073305 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:44 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-OWZPA?u0FjauCxDqB_MatFjOMEBSQ_0YUDfJExz909T Scale = 1:58.3 1 2 3 4 5 6 7 8 9 10 13 12 11 4x8 4x8 5x8 3x4 3x6 4x8 2x4 3x4 2x4 5x8 3x4 8-8-13 8-8-13 11-2-3 2-5-6 19-11-0 8-8-13 -0-11-0 0-11-0 4-5-11 4-5-11 8-8-13 4-3-3 11-2-3 2-5-6 15-5-5 4-3-3 19-11-0 4-5-11 20-10-0 0-11-0 0- 8 - 1 3 7- 1 0 - 4 8- 0 - 3 0- 8 - 1 3 7- 1 0 - 4 10.00 12 Plate Offsets (X,Y)-- [5:0-4-0,0-1-4], [6:0-4-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.23 0.46 0.17 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.26 0.02 (loc) 11-20 11-20 9 l/defl >999 >904 n/a L/d 240 180 n/a PLATES MT20 Weight: 86 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 2-0-0, Right 2x4 SPF-S Stud 2-0-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=852/0-3-8, 9=852/0-3-8 Max Horz 2=-170(LC 4) Max Uplift2=-55(LC 6), 9=-55(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-733/0, 3-4=-813/119, 4-5=-773/138, 5-6=-527/142, 6-7=-773/138, 7-8=-812/119, 8-9=-739/0 BOT CHORD 2-13=-52/672, 12-13=0/526, 11-12=0/526, 9-11=0/672 WEBS 5-13=-22/276, 6-11=-32/276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 9. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss T02A Truss Type Common Qty 9 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073306 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:45 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-sj6nNLve00ilq5o1khtpPSGaoeXK9QeiitPsmNz909S Scale = 1:63.1 1 2 3 4 5 6 7 8 9 12 11 1021 4x6 3x8 3x4 3x6 3x4 2x4 3x4 2x4 3x8 3x4 6-8-8 6-8-8 13-2-8 6-6-0 19-11-0 6-8-8 -0-11-0 0-11-0 5-1-0 5-1-0 9-11-8 4-10-8 14-10-0 4-10-8 19-11-0 5-1-0 20-10-0 0-11-0 0- 8 - 1 3 9- 0 - 6 0- 8 - 1 3 10.00 12 Plate Offsets (X,Y)-- [2:0-4-4,Edge], [8:0-4-4,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.19 0.48 0.21 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.19 0.03 (loc) 10-12 10-12 8 l/defl >999 >999 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 SLIDER Left 2x4 SPF-S Stud 2-0-0, Right 2x4 SPF-S Stud 2-0-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=929/0-3-8, 8=927/0-3-8 Max Horz 2=196(LC 5) Max Uplift2=-56(LC 6), 8=-56(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-483/0, 3-4=-1056/102, 4-5=-987/194, 5-6=-984/194, 6-7=-1052/102, 7-8=-483/0 BOT CHORD 2-12=-36/760, 11-12=0/524, 11-21=0/524, 10-21=0/524, 8-10=0/758 WEBS 5-10=-100/466, 5-12=-100/473 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss T03 Truss Type Hip Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073307 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:45 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-sj6nNLve00ilq5o1khtpPSGXHebU9SeiitPsmNz909S Scale = 1:41.9 1 2 3 4 5 6 10 9 8 7 4x8 4x8 4x8 4x8 2x4 3x4 5-11-0 5-11-0 8-5-8 2-6-7 14-4-8 5-11-0 -0-11-0 0-11-0 5-11-0 5-11-0 8-5-8 2-6-7 14-4-8 5-11-0 15-3-8 0-11-0 0- 8 - 1 3 5- 6 - 1 5- 8 - 0 0- 8 - 1 3 5- 6 - 1 10.00 12 Plate Offsets (X,Y)-- [3:0-4-0,0-1-4], [4:0-4-0,0-1-4], [7:0-2-5,0-1-0], [10:0-2-5,0-0-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.35 0.21 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.07 0.01 (loc) 9-10 9-10 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 54 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* 2-10,5-7: 2x6 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 Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)10=625/0-5-8, 7=625/0-5-8 Max Horz 10=-132(LC 4) Max Uplift10=-53(LC 6), 7=-53(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-600/84, 3-4=-365/117, 4-5=-601/84, 2-10=-568/130, 5-7=-568/130 BOT CHORD 9-10=-24/366, 8-9=-24/365, 7-8=0/367 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 7. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss T03A Truss Type Common Qty 4 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073308 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:45 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-sj6nNLve00ilq5o1khtpPSGWheZ79SOiitPsmNz909S Scale = 1:42.7 1 2 3 4 5 8 7 6 4x6 5x8 5x8 2x4 7-2-4 7-2-4 14-4-8 7-2-4 -0-11-0 0-11-0 7-2-4 7-2-4 14-4-8 7-2-4 15-3-8 0-11-0 0- 8 - 1 3 6- 8 - 1 1 0- 8 - 1 3 10.00 12 Plate Offsets (X,Y)-- [6:0-5-2,0-2-8], [8:0-5-2,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.39 0.36 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.12 0.01 (loc) 7-8 7-8 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 48 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x6 SPF No.2 *Except* 3-7: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)8=625/0-5-8, 6=625/0-5-8 Max Horz 8=-158(LC 4) Max Uplift8=-55(LC 6), 6=-55(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-583/82, 3-4=-583/82, 2-8=-573/134, 4-6=-573/134 BOT CHORD 7-8=0/338, 6-7=0/338 WEBS 3-7=0/314 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6. 5) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss T04 Truss Type Half Hip Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073309 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:46 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-Kvg9bhvGnKqbSFMDIPO2ygpc62qfumhrxX8QJpz909R Scale = 1:61.0 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 20 17 18 19 5x12 3x6 5x6 6x6 5x12 3x6 3x6 2x4 3x4 2x4 3x8 3x4 4x6 2x4 3x6 3x6 3x6 3x6 5-11-11 5-11-11 11-8-13 5-9-2 19-0-4 7-3-8 26-5-0 7-4-12 33-11-0 7-6-0 -0-11-0 0-11-0 5-11-11 5-11-11 11-8-13 5-9-2 19-0-4 7-3-8 26-5-0 7-4-12 33-11-0 7-6-0 0- 6 - 1 7- 2 - 4 7- 4 - 3 7- 2 - 4 7.00 12 Plate Offsets (X,Y)-- [2:0-0-12,0-0-8], [4:0-6-0,0-0-9], [10:Edge,0-3-0], [11:0-2-8,0-2-0] 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 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.73 0.67 0.67 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.32 0.10 (loc) 13 13-15 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 149 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* 9-10: 2x4 SPF No.2, 6-17,17-18,18-19,19-20: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-11 oc purlins, except end verticals, and 2-0-0 oc purlins (3-4-15 max.): 4-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 9-10 JOINTS 1 Brace at Jt(s): 9, 17, 18, 19 REACTIONS.(lb/size)10=1718/0-5-8, 2=1488/0-5-8 Max Horz 2=228(LC 6) Max Uplift10=-185(LC 4), 2=-68(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2351/168, 3-4=-1946/197, 4-5=-1860/210, 5-6=-1858/209, 6-7=-1557/164, 7-8=-1557/164, 8-9=-1170/117, 10-20=-1642/221, 9-20=-1283/172 BOT CHORD 2-16=-276/1911, 15-16=-276/1911, 14-15=-199/1607, 13-14=-199/1607, 12-13=-166/1526, 11-12=-166/1526, 10-11=-65/473 WEBS 3-15=-356/119, 4-15=0/405, 4-13=-177/466, 5-13=-409/183, 13-17=-58/453, 8-17=-65/524, 11-18=-855/199, 8-18=-769/191, 11-19=-148/1453, 9-19=-160/1589, 6-17=-369/54, 17-18=-419/59, 18-19=-439/60, 19-20=-574/80 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 10=185. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-9=-60, 2-10=-20, 6-20=-40(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. June 6,2017 Job CLAYTON_II_G Truss T05 Truss Type Hip Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073310 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:46 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-Kvg9bhvGnKqbSFMDIPO2ygpe92lnuksrxX8QJpz909R Scale = 1:62.2 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 12 3x6 5x12 3x6 5x8 3x6 2x4 2x4 8x10 4x8 2x4 5x8 3x6 2x4 3x4 4x10 6x10 4x8 4x8 5x12 7-6-11 7-6-11 14-7-1 7-0-6 19-3-15 4-8-14 24-2-8 4-10-9 27-9-0 3-6-8 31-0-15 3-3-15 33-11-0 2-10-1 -0-11-0 0-11-0 7-6-11 7-6-11 14-7-1 7-0-6 19-3-15 4-8-14 24-2-8 4-10-9 27-9-0 3-6-8 31-0-15 3-3-15 33-11-0 2-10-1 0- 6 - 1 8- 1 0 - 4 9- 0 - 3 0- 6 - 1 2- 0 - 0 8- 1 0 - 4 7.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-1-0], [5:0-6-0,0-0-9], [6:0-4-12,0-0-12], [11:0-0-0,0-1-0], [12:0-2-8,0-2-0], [14:0-7-12,0-4-0], [15:0-4-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.60 0.98 0.79 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.57 0.37 (loc) 15 14-15 11 l/defl >999 >700 n/a L/d 240 180 n/a PLATES MT20 Weight: 148 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* 7-16,9-13,12-14: 2x4 SPF No.2, 15-17: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-4-3 oc purlins, except 2-0-0 oc purlins (5-0-2 max.): 5-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 14-15. WEBS 1 Row at midpt 3-18, 5-17, 6-17 REACTIONS.(lb/size)2=1407/0-5-8, 11=1335/0-5-8 Max Horz 2=206(LC 5) Max Uplift2=-90(LC 6), 11=-54(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2167/176, 3-4=-1607/174, 4-5=-1483/211, 5-6=-1281/217, 6-7=-2790/320, 7-8=-2710/226, 8-9=-2774/213, 9-10=-4612/295, 10-11=-2187/159 BOT CHORD 2-20=-75/1750, 19-20=-75/1750, 18-19=-75/1750, 17-18=0/1283, 14-15=-171/4025, 11-12=-99/1762 WEBS 7-15=-257/141, 9-14=-38/1518, 3-20=0/324, 3-18=-565/145, 5-18=-9/453, 6-17=-456/70, 15-17=0/1342, 6-15=-146/1832, 9-15=-1818/134, 10-12=-1071/105, 12-14=-114/2038, 10-14=-67/2178 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss T06 Truss Type COMMON Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073311 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:47 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-o5EXo1wuYeyS4PxPs6wHUtLlQR55dCW_ABuzrGz909Q Scale: 3/16"=1' 1 2 3 4 5 6 7 8 9 10 11 19 18 17 16 13 12 15 14 3x6 3x6 5x8 3x6 3x12 3x6 3x4 2x4 5x8 2x4 2x4 2x4 4x8 6x16 4x8 4x8 5x12 6x8 8-1-4 8-1-4 16-11-8 8-10-4 24-2-8 7-3-0 25-9-12 1-7-4 27-9-0 1-11-4 31-0-15 3-3-15 33-11-0 2-10-1 -0-11-0 0-11-0 5-9-9 5-9-9 11-0-15 5-3-6 16-11-8 5-10-9 22-10-1 5-10-9 24-2-8 1-4-7 27-9-0 3-6-8 28-1-7 0-4-7 31-0-15 2-11-7 33-11-0 2-10-1 0- 6 - 1 10 - 4 - 1 2 0- 6 - 1 2- 0 - 0 7.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-1-0], [11:0-0-0,0-1-0], [12:0-2-8,0-2-0], [14:0-7-12,0-4-0], [15:0-7-4,0-3-4] 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.89 0.97 0.76 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.24 -0.63 0.36 (loc) 15 16-17 11 l/defl >999 >636 n/a L/d 240 180 n/a PLATES MT20 Weight: 149 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* 7-16,9-13,12-14,6-15: 2x4 SPF No.2, 15-17: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 14-15. WEBS 1 Row at midpt 5-17 REACTIONS.(lb/size)2=1407/0-5-8, 11=1335/0-5-8 Max Horz 2=240(LC 5) Max Uplift2=-98(LC 6), 11=-63(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2172/172, 3-4=-1985/169, 4-5=-1839/199, 5-6=-1403/212, 6-7=-2891/357, 7-8=-2697/216, 8-9=-2790/197, 9-10=-4593/261, 10-11=-2190/151 BOT CHORD 2-19=-126/1762, 18-19=-47/1487, 17-18=-47/1487, 11-12=-93/1767, 14-15=-140/4002 WEBS 6-17=-28/394, 5-17=-553/158, 5-19=-8/436, 7-15=-423/203, 9-14=-31/1519, 10-12=-1075/102, 15-17=0/1133, 12-14=-108/2044, 9-15=-1758/101, 6-15=-196/1896, 10-14=-42/2151 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11. 5) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss T07 Truss Type COMMON Qty 4 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073312 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:47 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-o5EXo1wuYeyS4PxPs6wHUtLs2RAJdH4_ABuzrGz909Q Scale: 3/16"=1' 1 2 3 4 5 6 7 8 9 10 15 14 13 12 11 3x6 4x6 3x6 5x8 3x6 4x8 3x6 3x4 2x4 3x6 3x4 2x4 5x8 3x6 8-1-4 8-1-4 16-11-8 8-10-4 25-9-12 8-10-4 33-11-0 8-1-4 -0-11-0 0-11-0 5-9-9 5-9-9 11-0-15 5-3-6 16-11-8 5-10-9 22-10-1 5-10-9 28-1-7 5-3-6 33-11-0 5-9-9 0- 6 - 1 10 - 4 - 1 2 0- 6 - 1 7.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-1-0], [10:Edge,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.40 0.70 0.41 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.38 0.11 (loc) 13-15 13-15 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 125 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 3-6-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-13, 5-13 REACTIONS.(lb/size)2=1408/0-5-8, 10=1337/0-5-8 Max Horz 2=240(LC 5) Max Uplift2=-98(LC 6), 10=-61(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2174/171, 3-4=-1987/168, 4-5=-1841/198, 5-6=-1404/210, 6-7=-1404/210, 7-8=-1848/202, 8-9=-1994/173, 9-10=-2163/175 BOT CHORD 2-15=-126/1763, 14-15=-46/1489, 13-14=-46/1489, 12-13=-12/1491, 11-12=-12/1491, 10-11=-84/1773 WEBS 6-13=-101/987, 7-13=-557/161, 7-11=-13/438, 5-13=-554/160, 5-15=-8/436 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10. 5) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss T08 Truss Type Common Qty 4 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073313 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:48 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-GIow0NxXJx4JhZWbQqRW14u2frVgMkM8PrdXNiz909P Scale = 1:66.0 1 2 3 4 5 6 7 8 9 10 11 16 15 14 13 12 3x6 4x6 3x6 5x8 3x6 4x8 3x6 3x4 2x4 3x6 3x4 2x4 3x6 5x8 8-1-4 8-1-4 16-11-8 8-10-4 25-9-12 8-10-4 33-11-0 8-1-4 -0-11-0 0-11-0 5-9-9 5-9-9 11-0-15 5-3-6 16-11-8 5-10-9 22-10-1 5-10-9 28-1-7 5-3-6 33-11-0 5-9-9 34-10-0 0-11-0 0- 6 - 1 10 - 4 - 1 2 0- 6 - 1 7.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-1-0], [10:Edge,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.34 0.69 0.41 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.38 0.11 (loc) 14-16 14-16 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 126 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 3-7-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-14, 5-14 REACTIONS.(lb/size)2=1407/0-5-8, 10=1407/0-5-8 Max Horz 2=236(LC 5) Max Uplift2=-98(LC 6), 10=-98(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2172/169, 3-4=-1984/167, 4-5=-1838/196, 5-6=-1402/209, 6-7=-1402/209, 7-8=-1838/196, 8-9=-1984/167, 9-10=-2172/169 BOT CHORD 2-16=-120/1761, 15-16=-40/1487, 14-15=-40/1487, 13-14=0/1487, 12-13=0/1487, 10-12=-61/1761 WEBS 6-14=-100/985, 7-14=-554/160, 7-12=-8/436, 5-14=-554/160, 5-16=-8/436 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10. 5) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss T09 Truss Type COMMON Qty 4 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073314 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:48 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-GIow0NxXJx4JhZWbQqRW14u1orVYMkK8PrdXNiz909P Scale: 3/16"=1' 1 2 3 4 5 6 7 8 9 10 15 14 13 12 11 3x6 4x6 3x6 5x8 3x6 4x8 3x6 3x4 2x4 3x6 3x4 2x4 5x8 3x6 8-1-4 8-1-4 16-11-8 8-10-4 25-9-12 8-10-4 33-11-0 8-1-4 -0-11-0 0-11-0 5-9-9 5-9-9 11-0-15 5-3-6 16-11-8 5-10-9 22-10-1 5-10-9 28-1-7 5-3-6 33-11-0 5-9-9 0- 6 - 1 10 - 4 - 1 2 0- 6 - 1 7.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-1-0], [10:Edge,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.40 0.70 0.41 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.38 0.11 (loc) 13-15 13-15 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 125 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 3-6-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-13, 5-13 REACTIONS.(lb/size)2=1408/0-5-8, 10=1337/0-5-8 Max Horz 2=240(LC 5) Max Uplift2=-98(LC 6), 10=-61(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2174/171, 3-4=-1987/168, 4-5=-1841/198, 5-6=-1404/210, 6-7=-1404/210, 7-8=-1848/202, 8-9=-1994/173, 9-10=-2163/175 BOT CHORD 2-15=-126/1763, 14-15=-46/1489, 13-14=-46/1489, 12-13=-12/1491, 11-12=-12/1491, 10-11=-84/1773 WEBS 6-13=-101/987, 7-13=-557/161, 7-11=-13/438, 5-13=-554/160, 5-15=-8/436 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10. 5) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss T10 Truss Type Hip Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073315 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:49 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-kUMIDiy94FCAJi5ozXylaIRCfFqX5CXHdVN4v8z909O Scale = 1:73.8 1 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 3x6 4x8 5x12 3x6 5x8 3x6 3x4 2x4 3x6 3x8 3x4 3x6 3x4 2x4 5x8 3x6 8-0-8 8-0-8 16-3-1 8-2-10 17-7-15 1-4-14 25-10-9 8-2-10 33-11-0 8-0-7 -0-11-0 0-11-0 5-6-12 5-6-12 10-10-14 5-4-3 16-3-1 5-4-3 17-7-15 1-4-14 23-0-2 5-4-3 28-4-4 5-4-3 33-11-0 5-6-12 0- 6 - 1 9- 9 - 1 5 9- 1 1 - 1 4 0- 6 - 1 9- 9 - 1 5 7.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-1-0], [6:0-4-0,0-1-11], [7:0-6-0,0-0-9], [11:0-0-0,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.39 0.72 0.35 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.36 0.11 (loc) 11-12 12-14 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 139 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 3-6-8 oc purlins, except 2-0-0 oc purlins (5-2-5 max.): 6-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-15, 7-15, 8-14 REACTIONS.(lb/size)2=1415/0-5-8, 11=1344/Mechanical Max Horz 2=226(LC 5) Max Uplift2=-96(LC 6), 11=-60(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2189/177, 3-4=-1999/168, 4-5=-1851/198, 5-6=-1462/217, 6-7=-1192/215, 7-8=-1461/216, 8-9=-1890/204, 9-10=-2038/174, 10-11=-2218/185 BOT CHORD 2-17=-123/1778, 16-17=-40/1509, 15-16=-40/1509, 14-15=0/1195, 13-14=-17/1523, 12-13=-17/1523, 11-12=-96/1835 WEBS 5-17=-5/421, 5-15=-515/149, 6-15=-55/539, 7-14=-59/481, 8-14=-529/149, 8-12=-11/452, 10-12=-251/145 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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) 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) 2, 11. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss T11 Truss Type Half Hip Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073316 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:49 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-kUMIDiy94FCAJi5ozXylaIR9fFqP557HdVN4v8z909O Scale = 1:70.5 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 21 18 19 20 3x6 5x8 3x6 5x6 6x6 5x12 3x6 3x6 2x4 3x4 2x4 3x8 3x4 4x6 2x4 3x8 3x6 3x6 3x6 6-9-11 6-9-11 13-4-13 6-7-2 20-0-6 6-7-9 27-0-0 6-11-10 33-11-0 6-11-0 -0-11-0 0-11-0 6-9-11 6-9-11 13-4-13 6-7-2 20-0-6 6-7-9 27-0-0 6-11-10 33-11-0 6-11-0 0- 6 - 1 8- 1 - 1 5 8- 3 - 1 4 8- 1 - 1 5 7.00 12 Plate Offsets (X,Y)-- [2:0-0-12,0-0-8], [5:0-4-0,0-1-11], [11:Edge,0-3-0], [12:0-2-8,0-2-0] 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 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.58 0.73 0.82 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.09 -0.26 0.10 (loc) 15 14-15 11 l/defl >999 >999 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 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 10-11: 2x4 SP 2400F 2.0E, 9-14: 2x4 SPF No.2 7-18,18-19,19-20,20-21: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins, except end verticals, and 2-0-0 oc purlins (3-10-4 max.): 5-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 10-11 JOINTS 1 Brace at Jt(s): 10, 18, 19, 20 REACTIONS.(lb/size)11=1760/Mechanical, 2=1513/0-5-8 Max Horz 2=258(LC 6) Max Uplift11=-168(LC 4), 2=-74(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2382/159, 3-4=-1889/155, 4-5=-1777/190, 5-6=-1671/195, 6-7=-1668/193, 7-8=-1172/134, 8-9=-1172/134, 9-10=-899/96, 11-21=-1687/220, 10-21=-1219/169 BOT CHORD 2-17=-288/1936, 16-17=-288/1936, 15-16=-288/1936, 14-15=-196/1539, 13-14=-162/1467, 12-13=-162/1467, 11-12=-73/652 WEBS 3-17=0/284, 3-15=-465/136, 5-15=0/443, 5-14=-178/344, 6-14=-279/181, 14-18=-47/303, 9-18=-57/412, 12-19=-826/196, 9-19=-736/188, 12-20=-137/1257, 10-20=-149/1378, 7-18=-608/72, 18-19=-674/78, 19-20=-678/78, 20-21=-792/89 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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) 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) 2 except (jt=lb) 11=168. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-60, 5-10=-60, 2-11=-20, 7-21=-40(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. June 6,2017 Job CLAYTON_II_G Truss T12 Truss Type Half Hip Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073317 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:50 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-CgwgQ2znrZK1xsg_XFT_6VzINfCFqXlRs96dSaz909N Scale = 1:60.7 1 2 3 4 5 6 7 8 15 14 13 12 11 10 9 5x8 3x6 4x8 3x4 5x8 3x6 3x6 2x4 3x4 2x4 3x8 3x4 4x8 3x6 5-3-1 5-3-1 10-6-8 5-3-7 18-2-12 7-8-4 26-0-4 7-9-8 33-11-0 7-10-12 -0-11-0 0-11-0 5-3-1 5-3-1 10-6-8 5-3-7 18-2-12 7-8-4 26-0-4 7-9-8 33-11-0 7-10-12 0- 6 - 1 6- 5 - 1 5 6- 7 - 1 4 6- 5 - 1 5 7.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-1-0], [4:0-4-0,0-1-11], [10:0-2-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.71 0.62 0.86 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.37 0.08 (loc) 12-13 12-13 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 132 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* 8-9: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-9 oc purlins, except end verticals, and 2-0-0 oc purlins (3-4-5 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-9 REACTIONS.(lb/size)9=1340/Mechanical, 2=1412/0-5-8 Max Horz 2=207(LC 6) Max Uplift9=-143(LC 4), 2=-58(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2217/163, 3-4=-1875/188, 4-5=-1870/210, 5-6=-1868/209, 6-7=-1868/209, 7-8=-1360/144, 8-9=-1271/181 BOT CHORD 2-15=-258/1799, 14-15=-258/1799, 13-14=-258/1799, 12-13=-190/1555, 11-12=-144/1360, 10-11=-144/1360 WEBS 3-13=-283/109, 4-13=0/379, 4-12=-172/506, 5-12=-507/203, 7-12=-82/649, 7-10=-906/217, 8-10=-182/1715 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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) 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) 2 except (jt=lb) 9=143. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss TG01 Truss Type Common Girder Qty 1 Ply 2 M/I HOMES - CLAYTON II G Job Reference (optional) I30073318 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:50 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-CgwgQ2znrZK1xsg_XFT_6VzMTfFcqZARs96dSaz909N Scale = 1:77.9 1 2 3 4 5 6 9 8 7101112 3x6 4x6 5x8 3x6 5x12 3x12 12x12 5x6 5-2-0 5-2-0 11-5-6 6-3-6 14-4-8 2-11-2 -0-11-0 0-11-0 5-2-0 5-2-0 11-5-6 6-3-6 14-4-8 2-11-2 0- 8 - 1 3 10 - 3 - 4 7- 1 0 - 0 10.00 12 Plate Offsets (X,Y)-- [2:0-1-12,0-1-15], [6:0-3-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 1-11-4 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.45 0.41 0.71 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.19 0.02 (loc) 8-9 8-9 7 l/defl >999 >872 n/a L/d 240 180 n/a PLATES MT20 Weight: 218 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x8 SP 2400F 2.0E WEBS 2x4 SPF No.2 WEDGE Left: 2x6 SP No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-7 REACTIONS.(lb/size)2=3758/0-5-8, 7=5395/0-5-8 Max Horz 2=266(LC 13) Max Uplift2=-587(LC 5), 7=-637(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5533/836, 3-4=-1995/211, 4-5=-1871/253, 5-6=-1905/268, 6-7=-5083/656 BOT CHORD 2-9=-781/4006, 9-10=-781/4006, 10-11=-781/4006, 8-11=-781/4006 WEBS 3-9=-733/3999, 3-8=-3173/738, 5-8=-274/2156, 6-8=-522/4089 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-6-0 oc, Except member 8-3 2x4 - 1 row at 0-9-0 oc, member 8-5 2x4 - 1 row at 0-9-0 oc, member 8-6 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=587, 7=637. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2297 lb down and 643 lb up at 5-2-0, 1321 lb down and 154 lb up at 7-2-0, 1741 lb down and 179 lb up at 9-2-0, and 1324 lb down and 72 lb up at 11-2-0, and 1318 lb down and 73 lb up at 13-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-58, 5-6=-58, 2-7=-19 Concentrated Loads (lb) Vert: 9=-2297(B) 8=-1324(B) 10=-1321(B) 11=-1741(B) 12=-1318(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. June 6,2017 Job CLAYTON_II_G Truss TG02 Truss Type Half Hip Girder Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073319 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:51 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-gtU2eOzPcsSuY0FA5y_DfjWQJ3SiZyLa5psB_1z909M Scale = 1:62.8 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 3435 36 37 38 39 40 8x8 4x6 6x8 3x6 6x10 4x8 3x6 2x4 3x6 3x8 3x6 2x4 5x12 4x8 6x8 5x6 4-8-4 4-8-4 8-10-8 4-2-4 14-11-14 6-1-6 21-3-0 6-3-2 27-6-2 6-3-2 33-11-0 6-4-14 -0-11-0 0-11-0 4-8-4 4-8-4 8-10-8 4-2-4 14-11-14 6-1-6 21-3-0 6-3-2 27-6-2 6-3-2 33-11-0 6-4-14 0- 6 - 1 5- 7 - 1 5- 8 - 3 5- 7 - 1 7.00 12 Plate Offsets (X,Y)-- [2:0-1-10,0-2-12], [4:0-4-0,0-1-11], [8:0-3-8,0-2-0], [11:0-3-8,0-3-0], [14:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.96 0.99 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.21 -0.48 0.12 (loc) 12-14 12-14 10 l/defl >999 >833 n/a L/d 240 180 n/a PLATES MT20 Weight: 184 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SPF No.2 *Except* 1-4: 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 4-14,5-12,8-12,9-11: 2x4 SPF No.2 WEDGE Left: 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-5-7 oc purlins, except end verticals, and 2-0-0 oc purlins (3-1-10 max.): 4-9. BOT CHORD Rigid ceiling directly applied or 7-1-1 oc bracing. WEBS 1 Row at midpt 9-10, 8-11 REACTIONS.(lb/size)10=2578/0-5-8, 2=2651/0-5-8 Max Horz 2=178(LC 13) Max Uplift10=-683(LC 3), 2=-565(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4399/935, 3-4=-3834/903, 4-18=-4256/1089, 18-19=-4257/1090, 5-19=-4261/1090, 5-20=-4007/1034, 20-21=-4007/1034, 21-22=-4007/1034, 6-22=-4007/1034, 6-23=-4007/1034, 7-23=-4007/1034, 7-24=-4007/1034, 8-24=-4007/1034, 8-25=-2651/694, 25-26=-2651/694, 26-27=-2651/694, 9-27=-2651/694, 9-10=-2452/741 BOT CHORD 2-28=-892/3650, 17-28=-892/3650, 17-29=-892/3650, 16-29=-892/3650, 16-30=-801/3269, 15-30=-801/3269, 15-31=-801/3269, 14-31=-801/3269, 14-32=-1088/4257, 32-33=-1088/4257, 13-33=-1088/4257, 13-34=-1088/4257, 12-34=-1088/4257, 12-35=-694/2651, 35-36=-694/2651, 36-37=-694/2651, 11-37=-694/2651 WEBS 3-17=-60/468, 3-16=-445/124, 4-16=-5/613, 4-14=-461/1362, 5-14=-616/457, 5-12=-323/88, 6-12=-647/393, 8-12=-443/1753, 8-11=-1862/731, 9-11=-889/3402 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=683, 2=565. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 116 lb down and 105 lb up at 8-10-8, 97 lb down and 107 lb up at 10-11-0, 97 lb down and 107 lb up at 12-11-0, 97 lb down and 107 lb up at 14-11-0, 97 lb down and 107 lb up at 16-11-0, 97 lb down and 107 lb up at 18-11-0, 97 lb down and 107 lb up at 20-11-0, 97 lb down and 107 lb up at 22-11-0, 97 lb down and 107 lb up at 24-11-0, 97 lb down and 107 lb up at 26-11-0, 97 lb down and 107 lb up at 28-11-0, and 97 lb down and 107 lb up at 30-11-0, and 101 lb down and 107 lb up at 32-11-0 on top chord, and 209 lb down and 52 lb up at 2-11-0, 200 lb down and 42 lb up at 4-11-0, 200 lb down and 63 lb up at 6-11-0, 71 lb down at 8-11-0, 71 lb down at 10-11-0, 71 lb down at 12-11-0, 71 lb down at 14-11-0, 71 lb down at 16-11-0, 71 lb down at 18-11-0, 71 lb down at 20-11-0, 71 lb down at 22-11-0, 71 lb down at 24-11-0, 71 lb down at 26-11-0, 71 lb down at 28-11-0, and 71 lb down at 30-11-0, and 74 lb down at 32-11-0 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).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. June 6,2017 Job CLAYTON_II_G Truss TG02 Truss Type Half Hip Girder Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073319 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:51 2017 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-gtU2eOzPcsSuY0FA5y_DfjWQJ3SiZyLa5psB_1z909M LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-9=-60, 2-10=-20 Concentrated Loads (lb) Vert: 4=-97(B) 7=-97(B) 17=-200 16=-47(B) 14=-47(B) 5=-97(B) 18=-97(B) 19=-97(B) 20=-97(B) 21=-97(B) 22=-97(B) 23=-97(B) 24=-97(B) 25=-97(B) 26=-97(B) 27=-101(B) 28=-209 29=-200 30=-47(B) 31=-47(B) 32=-47(B) 33=-47(B) 34=-47(B) 35=-47(B) 36=-47(B) 37=-47(B) 38=-47(B) 39=-47(B) 40=-48(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 CLAYTON_II_G Truss TG03 Truss Type Half Hip Girder Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073320 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:52 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-932Qrk_1NAalAAqNfgVSBw3dgSqbIQykJTbkWTz909L Scale = 1:61.2 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 6x10 4x6 5x12 3x4 5x12 4x6 3x6 2x4 3x6 3x12 3x6 2x4 5x12 4x8 6x8 4x6 4-1-2 4-1-2 7-8-3 3-7-2 14-1-3 6-4-15 20-7-14 6-6-11 27-2-9 6-6-11 33-11-0 6-8-7 -0-11-0 0-11-0 4-1-2 4-1-2 7-8-3 3-7-2 14-1-3 6-4-15 20-7-14 6-6-11 27-2-9 6-6-11 33-11-0 6-8-7 0- 6 - 1 4- 1 0 - 1 2 4- 1 1 - 1 4 4- 1 0 - 1 2 7.00 12 Plate Offsets (X,Y)-- [2:0-1-3,0-2-0], [4:0-5-0,0-1-2], [8:0-3-8,0-2-0], [11:0-3-8,0-3-0], [14:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.79 0.89 0.94 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.22 -0.52 0.12 (loc) 13-14 13-14 10 l/defl >999 >778 n/a L/d 240 180 n/a PLATES MT20 Weight: 179 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SPF No.2 *Except* 1-4: 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 4-14,5-13,8-13,9-11: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-2 oc purlins, except end verticals, and 2-0-0 oc purlins (3-1-7 max.): 4-9. BOT CHORD Rigid ceiling directly applied or 7-0-8 oc bracing. WEBS 1 Row at midpt 9-10 REACTIONS.(lb/size)10=2317/Mechanical, 2=2329/0-5-8 Max Horz 2=156(LC 13) Max Uplift10=-631(LC 3), 2=-502(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3869/847, 3-4=-3531/839, 4-18=-4296/1104, 18-19=-4297/1105, 19-20=-4300/1105, 5-20=-4301/1106, 5-21=-4184/1085, 21-22=-4184/1085, 22-23=-4184/1085, 6-23=-4184/1085, 6-24=-4184/1085, 7-24=-4184/1085, 7-25=-4184/1085, 8-25=-4184/1085, 8-26=-2833/757, 26-27=-2833/757, 27-28=-2833/757, 28-29=-2833/757, 9-29=-2833/757, 9-10=-2191/688 BOT CHORD 2-30=-783/3196, 17-30=-783/3196, 17-31=-783/3196, 16-31=-783/3196, 16-32=-746/3024, 15-32=-746/3024, 15-33=-746/3024, 14-33=-746/3024, 14-34=-1103/4297, 34-35=-1103/4297, 35-36=-1103/4297, 13-36=-1103/4297, 12-13=-757/2833, 12-37=-757/2833, 37-38=-757/2833, 11-38=-757/2833 WEBS 3-17=-39/269, 4-16=0/483, 4-14=-517/1609, 5-14=-681/446, 6-13=-600/362, 8-13=-412/1632, 8-11=-1624/667, 9-11=-904/3388 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 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=631, 2=502. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 92 lb down and 90 lb up at 7-8-3, 73 lb down and 92 lb up at 9-8-8, 73 lb down and 92 lb up at 11-8-8, 73 lb down and 92 lb up at 13-8-8, 73 lb down and 92 lb up at 15-8-8, 73 lb down and 92 lb up at 17-8-8, 73 lb down and 92 lb up at 19-8-8, 73 lb down and 92 lb up at 21-8-8, 73 lb down and 92 lb up at 23-8-8, 73 lb down and 92 lb up at 25-8-8, 73 lb down and 92 lb up at 27-8-8, 73 lb down and 92 lb up at 29-8-8, and 73 lb down and 92 lb up at 31-8-8, and 73 lb down and 92 lb up at 32-8-8 on top chord, and 204 lb down and 56 lb up at 3-8-8, 165 lb down and 51 lb up at 5-8-8, 55 lb down at 7-8-8, 55 lb down at 9-8-8, 55 lb down at 11-8-8, 55 lb down at 13-8-8, 55 lb down at 15-8-8, 55 lb down at 17-8-8, 55 lb down at 19-8-8, 55 lb down at 21-8-8, 55 lb down at 23-8-8, 55 lb down at 25-8-8, 55 lb down at 27-8-8, 55 lb down at 29-8-8, and 55 lb down at 31-8-8, and 55 lb down at 32-8-8 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).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. June 6,2017 Job CLAYTON_II_G Truss TG03 Truss Type Half Hip Girder Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073320 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:52 2017 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-932Qrk_1NAalAAqNfgVSBw3dgSqbIQykJTbkWTz909L LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-9=-60, 2-10=-20 Concentrated Loads (lb) Vert: 4=-73(F) 7=-73(F) 15=-36(F) 16=-36(F) 12=-36(F) 18=-73(F) 19=-73(F) 20=-73(F) 21=-73(F) 22=-73(F) 23=-73(F) 24=-73(F) 25=-73(F) 26=-73(F) 27=-73(F) 28=-73(F) 29=-73(F) 30=-204 31=-165 32=-36(F) 33=-36(F) 34=-36(F) 35=-36(F) 36=-36(F) 37=-36(F) 38=-36(F) 39=-36(F) 40=-36(F) 41=-36(F) 42=-36(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 CLAYTON_II_G Truss V01 Truss Type GABLE Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073321 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:52 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-932Qrk_1NAalAAqNfgVSBw3hNSz5IZhkJTbkWTz909L Scale = 1:73.7 1 2 3 4 5 9 8 7 6 3x6 3x6 3x6 2x4 2x4 2x4 2x4 2x4 2x4 11-6-12 11-6-12 9-4-2 9-4-2 11-6-12 2-2-10 1- 9 - 6 9- 6 - 1 3 7- 8 - 1 0 10.00 12 Plate Offsets (X,Y)-- [4:0-3-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.55 0.28 0.38 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 47 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 Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 11-6-12. (lb) - Max Horz 9=200(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 9, 6, 7 except 8=-263(LC 6) Max Grav All reactions 250 lb or less at joint(s) 9, 6 except 7=347(LC 1), 8=331(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-255/92 WEBS 3-7=-262/94 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 6, 7 except (jt=lb) 8=263. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss V02 Truss Type GABLE Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073322 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:52 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-932Qrk_1NAalAAqNfgVSBw3maS0yIaSkJTbkWTz909L Scale = 1:65.5 1 2 3 4 5 8 7 63x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 11-9-12 11-9-12 9-7-2 9-7-2 11-9-12 2-2-10 0- 4 - 1 4 8- 4 - 1 3 6- 6 - 1 0 10.00 12 Plate Offsets (X,Y)-- [1:0-2-1,0-1-8], [4:0-3-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.22 0.10 0.27 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 44 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 Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 11-9-12. (lb) - Max Horz 1=211(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 6, 7 except 8=-139(LC 6) Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 7=339(LC 1), 8=351(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-257/115, 2-8=-258/184 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 7 except (jt=lb) 8=139. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss V03 Truss Type GABLE Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073323 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:53 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-dFbp34?f8UicoKPZCN1hk8bwBsM413?tY7LI2vz909K Scale = 1:57.8 1 2 3 4 5 8 7 63x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 10-10-12 10-10-12 8-8-3 8-8-3 10-10-12 2-2-10 0- 0 - 4 7- 2 - 1 3 5- 4 - 1 0 10.00 12 Plate Offsets (X,Y)-- [4:0-3-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.23 0.10 0.19 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 38 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 Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 10-10-12. (lb) - Max Horz 1=175(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 6, 7 except 8=-114(LC 6) Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 7=350(LC 1), 8=289(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-263/121 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 7 except (jt=lb) 8=114. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss V04 Truss Type GABLE Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073324 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:53 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-dFbp34?f8UicoKPZCN1hk8btQsKb142tY7LI2vz909K Scale = 1:48.6 1 2 3 4 5 8 7 62x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 9-5-15 9-5-15 7-3-6 7-3-6 9-5-15 2-2-10 0- 0 - 4 6- 0 - 1 3 4- 2 - 1 0 10.00 12 Plate Offsets (X,Y)-- [4:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.40 0.20 0.12 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 25 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 Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 9-5-15. (lb) - Max Horz 1=142(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 6, 7 except 8=-111(LC 6) Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 7=333(LC 1), 8=273(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 7 except (jt=lb) 8=111. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss V05 Truss Type GABLE Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073325 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:53 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-dFbp34?f8UicoKPZCN1hk8btOsKK14ntY7LI2vz909K Scale = 1:39.9 1 2 3 4 6 53x4 2x4 2x4 2x4 2x4 2x4 8-1-3 8-1-3 5-10-9 5-10-9 8-1-3 2-2-10 0- 0 - 4 4- 1 0 - 1 3 3- 0 - 1 0 10.00 12 Plate Offsets (X,Y)-- [1:0-3-6,Edge], [3:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.41 0.21 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 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 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=134/8-1-3, 5=137/8-1-3, 6=346/8-1-3 Max Horz 1=106(LC 6) Max Uplift5=-2(LC 7), 6=-87(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-6=-250/136 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss V06 Truss Type GABLE Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073326 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:54 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-5S9BGQ0IvnqTPU_lm4YwHL85AGgPmXd0nn4rbMz909J Scale = 1:30.6 1 2 3 4 6 52x4 2x4 2x4 2x4 2x4 2x4 6-8-6 6-8-6 4-5-12 4-5-12 6-8-6 2-2-10 0- 0 - 4 3- 8 - 1 3 1- 1 0 - 1 0 10.00 12 Plate Offsets (X,Y)-- [3:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.21 0.22 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 15 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 Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=98/6-8-6, 5=157/6-8-6, 6=249/6-8-6 Max Horz 1=77(LC 5) Max Uplift1=-5(LC 4), 5=-5(LC 7), 6=-54(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 6. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss V07 Truss Type GABLE Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073327 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:54 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-5S9BGQ0IvnqTPU_lm4YwHL872GgAmXu0nn4rbMz909J Scale = 1:21.9 1 2 3 4 6 52x4 2x4 3x8 2x4 2x4 5-3-9 5-3-9 3-0-15 3-0-15 5-3-9 2-2-10 0- 0 - 4 2- 6 - 1 3 0- 8 - 1 0 10.00 12 Plate Offsets (X,Y)-- [3:0-2-0,Edge], [4: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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.09 0.24 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 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 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-3-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=54/5-3-9, 5=159/5-3-9, 6=179/5-3-9 Max Horz 1=53(LC 5) Max Uplift1=-22(LC 4), 5=-7(LC 7), 6=-21(LC 6) Max Grav 1=54(LC 1), 5=159(LC 1), 6=186(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 6. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss V08 Truss Type Valley Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073328 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:54 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-5S9BGQ0IvnqTPU_lm4YwHL87UGhGmXA0nn4rbMz909J Scale = 1:11.7 1 2 3 2x4 2x4 2x4 0-0-5 0-0-5 3-4-5 3-4-1 1-8-3 1-8-3 3-4-5 1-8-3 0- 0 - 4 1- 4 - 1 3 0- 0 - 4 10.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.06 0.17 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 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=111/3-3-12, 3=111/3-3-12 Max Horz 1=-27(LC 4) Max Uplift1=-4(LC 6), 3=-4(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss V09 Truss Type GABLE Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073329 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:55 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-ZejZUm0wg5yK1eYyKo39pZhGhg1aVx4A0RqO7oz909I Scale = 1:56.2 1 2 3 4 5 8 7 63x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 11-4-0 11-4-0 9-5-4 9-5-4 11-4-0 1-10-12 0- 0 - 4 7- 1 0 - 6 6- 3 - 7 10.00 12 Plate Offsets (X,Y)-- [4:0-3-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.23 0.10 0.21 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 40 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 Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 11-4-0. (lb) - Max Horz 1=200(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 6, 7 except 8=-117(LC 6) Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 7=349(LC 1), 8=305(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-264/135 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 7 except (jt=lb) 8=117. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss V10 Truss Type GABLE Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073330 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:55 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-ZejZUm0wg5yK1eYyKo39pZhGhg?1VyCA0RqO7oz909I Scale = 1:49.3 1 2 3 4 5 8 7 62x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 9-11-3 9-11-3 8-0-7 8-0-7 9-11-3 1-10-12 0- 0 - 4 6- 8 - 6 5- 1 - 7 10.00 12 Plate Offsets (X,Y)-- [4:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.23 0.20 0.14 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 31 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 Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 9-11-3. (lb) - Max Horz 1=166(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 6, 7 except 8=-105(LC 6) Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 7=351(LC 1), 8=264(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-264/138 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 7 except (jt=lb) 8=105. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss V11 Truss Type GABLE Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073331 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:55 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-ZejZUm0wg5yK1eYyKo39pZhCdg?MVzyA0RqO7oz909I Scale = 1:44.6 1 2 3 4 6 53x4 2x4 2x4 2x4 2x4 2x4 8-6-7 8-6-7 6-7-11 6-7-11 8-6-7 1-10-12 0- 0 - 4 5- 6 - 6 3- 1 1 - 7 10.00 12 Plate Offsets (X,Y)-- [1:0-3-6,Edge], [3:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.49 0.24 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 22 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 Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=144/8-6-7, 5=127/8-6-7, 6=381/8-6-7 Max Horz 1=131(LC 6) Max Uplift6=-108(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-6=-277/162 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=108. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss V12 Truss Type GABLE Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073332 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:55 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-ZejZUm0wg5yK1eYyKo39pZhFhg?QV_jA0RqO7oz909I Scale = 1:35.3 1 2 3 4 6 52x4 2x4 2x4 2x4 2x4 2x4 7-1-10 7-1-10 5-2-14 5-2-14 7-1-10 1-10-12 0- 0 - 4 4- 4 - 6 2- 9 - 7 10.00 12 Plate Offsets (X,Y)-- [3:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.29 0.24 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 17 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 Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=102/7-1-10, 5=147/7-1-10, 6=290/7-1-10 Max Horz 1=95(LC 6) Max Uplift5=-3(LC 7), 6=-74(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss V13 Truss Type GABLE Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073333 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:56 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-1qHxh61YQP4Bfn78uVaOMmDSH4LxERFJE5ZyfEz909H Scale = 1:26.7 1 2 3 4 6 52x4 2x4 2x4 2x4 2x4 2x4 5-8-13 5-8-13 3-10-1 3-10-1 5-8-13 1-10-12 0- 0 - 4 3- 2 - 6 1- 7 - 7 10.00 12 Plate Offsets (X,Y)-- [3:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.17 0.22 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 13 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 5-8-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=54/5-8-13, 5=155/5-8-13, 6=218/5-8-13 Max Horz 1=65(LC 5) Max Uplift1=-16(LC 4), 5=-5(LC 7), 6=-44(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 6. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 Job CLAYTON_II_G Truss V14 Truss Type Valley Qty 1 Ply 1 M/I HOMES - CLAYTON II G Job Reference (optional) I30073334 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jun 06 11:51:56 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:_4Xk7ZT7hni6tjqMRpzb0HycPkU-1qHxh61YQP4Bfn78uVaOMmDSa4JqERgJE5ZyfEz909H Scale = 1:15.5 1 2 3 2x4 2x4 3x6 0-0-5 0-0-5 4-4-0 4-3-11 2-5-4 2-5-4 4-4-0 1-10-12 0- 0 - 4 2- 0 - 6 0- 5 - 7 10.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge], [3:0-2-8,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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.15 0.36 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: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEDGE Right: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=162/4-6-0, 3=162/4-6-0 Max Horz 1=-42(LC 4) Max Uplift1=-6(LC 6), 3=-5(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 6,2017 e d g e o f t r u s s . f r o m o u t s i d e " 1 6 / 1 - 0 P R O D U C T C O D E A P P R O V A L S J O I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E A R O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O T H E L E F T . C H O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T N U M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W 1 - 7 C1-8 C 5 - 6 C 6 - 7 C 7 - 8 C4-5 C 3 - 4 C 2 - 3 C 1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 B O T T O M C H O R D S T O P C H O R D S B E A R I N G L A T E R A L B R A C I N G L O C A T I O N I n d i c a t e s l o c a t i o n w h e r e b e a r i n g s ( s u p p o r t s ) o c c u r . I c o n s v a r y b u t r e a c t i o n s e c t i o n i n d i c a t e s j o i n t n u m b e r w h e r e b e a r i n g s o c c u r . M i n s i z e s h o w n i s f o r c r u s h i n g o n l y . I n d i c a t e d b y s y m b o l s h o w n a n d / o r b y t e x t i n t h e b r a c i n g s e c t i o n o f t h e o u t p u t . U s e T o r I b r a c i n g i f i n d i c a t e d . T h e f i r s t d i m e n s i o n i s t h e p l a t e w i d t h m e a s u r e d p e r p e n d i c u l a r t o s l o t s . S e c o n d d i m e n s i o n i s t h e l e n g t h p a r a l l e l t o s l o t s . 4 x 4 P L A T E S I Z E T h i s s y m b o l i n d i c a t e s t h e r e q u i r e d d i r e c t i o n o f s l o t s i n c o n n e c t o r p l a t e s . " 1 6 / 1 F o r 4 x 2 o r i e n t a t i o n , l o c a t e p l a t e s 0 - C e n t e r p l a t e o n j o i n t u n l e s s x , y o f f s e t s a r e i n d i c a t e d . D i m e n s i o n s a r e i n f t - i n - s i x t e e n t h s . A p p l y p l a t e s t o b o t h s i d e s o f t r u s s a n d f u l l y e m b e d t e e t h . 1 " 4 / 3 P L A T E L O C A T I O N A N D O R I E N T A T I O N S y m b o l s N u m b e r i n g S y s t e m 1 . A d d i t i o n a l s t a b i l i t y b r a c i n g f o r t r u s s s y s t e m , e . g . d i a g o n a l o r X - b r a c i n g , i s a l w a y s r e q u i r e d . S e e B C S I . 2 . T r u s s b r a c i n g m u s t b e d e s i g n e d b y a n e n g i n e e r . F o r w i d e t r u s s s p a c i n g , i n d i v i d u a l l a t e r a l b r a c e s t h e m s e l v e s m a y r e q u i r e b r a c i n g , o r a l t e r n a t i v e T o r I b r a c i n g s h o u l d b e c o n s i d e r e d . 3 . N e v e r e x c e e d t h e d e s i g n l o a d i n g s h o w n a n d n e v e r s t a c k m a t e r i a l s o n i n a d e q u a t e l y b r a c e d t r u s s e s . 4 . P r o v i d e c o p i e s o f t h i s t r u s s d e s i g n t o t h e b u i l d i n g d e s i g n e r , e r e c t i o n s u p e r v i s o r , p r o p e r t y o w n e r a n d a l l o t h e r i n t e r e s t e d p a r t i e s . 5 . C u t m e m b e r s t o b e a r t i g h t l y a g a i n s t e a c h o t h e r . 6 . P l a c e p l a t e s o n e a c h f a c e o f t r u s s a t e a c h j o i n t a n d e m b e d f u l l y . K n o t s a n d w a n e a t j o i n t l o c a t i o n s a r e r e g u l a t e d b y A N S I / T P I 1 . 7 . D e s i g n a s s u m e s t r u s s e s w i l l b e s u i t a b l y p r o t e c t e d f r o m t h e e n v i r o n m e n t i n a c c o r d w i t h A N S I / T P I 1 . 8 . U n l e s s o t h e r w i s e n o t e d , m o i s t u r e c o n t e n t o f l u m b e r s h a l l n o t e x c e e d 1 9 % a t t i m e o f f a b r i c a t i o n . 9 . U n l e s s e x p r e s s l y n o t e d , t h i s d e s i g n i s n o t a p p l i c a b l e f o r u s e w i t h f i r e r e t a r d a n t , p r e s e r v a t i v e t r e a t e d , o r g r e e n l u m b e r . 1 0 . C a m b e r i s a n o n - s t r u c t u r a l c o n s i d e r a t i o n a n d i s t h e r e s p o n s i b i l i t y o f t r u s s f a b r i c a t o r . G e n e r a l p r a c t i c e i s t o c a m b e r f o r d e a d l o a d d e f l e c t i o n . 1 1 . P l a t e t y p e , s i z e , o r i e n t a t i o n a n d l o c a t i o n d i m e n s i o n s i n d i c a t e d a r e m i n i m u m p l a t i n g r e q u i r e m e n t s . 1 2 . L u m b e r u s e d s h a l l b e o f t h e s p e c i e s a n d s i z e , a n d i n a l l r e s p e c t s , e q u a l t o o r b e t t e r t h a n t h a t s p e c i f i e d . 1 3 . T o p c h o r d s m u s t b e s h e a t h e d o r p u r l i n s p r o v i d e d a t s p a c i n g i n d i c a t e d o n d e s i g n . 1 4 . B o t t o m c h o r d s r e q u i r e l a t e r a l b r a c i n g a t 1 0 f t . s p a c i n g , o r l e s s , i f n o c e i l i n g i s i n s t a l l e d , u n l e s s o t h e r w i s e n o t e d . 1 5 . C o n n e c t i o n s n o t s h o w n a r e t h e r e s p o n s i b i l i t y o f o t h e r s . 1 6 . D o n o t c u t o r a l t e r t r u s s m e m b e r o r p l a t e w i t h o u t p r i o r a p p r o v a l o f a n e n g i n e e r . 1 7 . I n s t a l l a n d l o a d v e r t i c a l l y u n l e s s i n d i c a t e d o t h e r w i s e . 1 8 . U s e o f g r e e n o r t r e a t e d l u m b e r m a y p o s e u n a c c e p t a b l e e n v i r o n m e n t a l , h e a l t h o r p e r f o r m a n c e r i s k s . C o n s u l t w i t h p r o j e c t e n g i n e e r b e f o r e u s e . 1 9 . R e v i e w a l l p o r t i o n s o f t h i s d e s i g n ( f r o n t , b a c k , w o r d s a n d p i c t u r e s ) b e f o r e u s e . R e v i e w i n g p i c t u r e s a l o n e i s n o t s u f f i c i e n t . 2 0 . D e s i g n a s s u m e s m a n u f a c t u r e i n a c c o r d a n c e w i t h A N S I / T P I 1 Q u a l i t y C r i t e r i a . F a i l u r e t o F o l l o w C o u l d C a u s e P r o p e r t y D a m a g e o r P e r s o n a l I n j u r y G e n e r a l S a f e t y N o t e s * P l a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 s o f t w a r e o r u p o n r e q u e s t . I n d u s t r y S t a n d a r d s : 6 - 4 - 8 d i m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s ( D r a w i n g s n o t t o s c a l e ) © 2 0 1 2 M i T e k ® A l l R i g h t s R e s e r v e d M i T e k E n g i n e e r i n g R e f e r e n c e S h e e t : M I I - 7 4 7 3 r e v . 1 0 / 0 3 / 2 0 1 5 W E B S e d g e o f t r u s s . f r o m o u t s i d e " 1 6 / 1 - 0 I C C - E S R e p o r t s : E S R - 1 3 1 1 , E S R - 1 3 5 2 , E S R 1 9 8 8 E R - 3 9 0 7 , E S R - 2 3 6 2 , E S R - 1 3 9 7 , E S R - 3 2 8 2 J O I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E A R O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O T H E L E F T . C H O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T N U M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W 1 - 7 C1-8 C 5 - 6 C 6 - 7 C 7 - 8 C4-5 C 3 - 4 C 2 - 3 C 1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 B O T T O M C H O R D S T O P C H O R D S B E A R I N G I n d i c a t e s l o c a t i o n w h e r e b e a r i n g s ( s u p p o r t s ) o c c u r . I c o n s v a r y b u t r e a c t i o n s e c t i o n i n d i c a t e s j o i n t n u m b e r w h e r e b e a r i n g s o c c u r . 4 x 4 P L A T E S I Z E T h i s s y m b o l i n d i c a t e s t h e r e q u i r e d d i r e c t i o n o f s l o t s i n c o n n e c t o r p l a t e s . " 1 6 / 1 F o r 4 x 2 o r i e n t a t i o n , l o c a t e p l a t e s 0 - 1 " 4 / 3 P L A T E L O C A T I O N A N D O R I E N T A T I O N S y m b o l s N u m b e r i n g S y s t e m G e n e r a l S a f e t y N o t e s * P l a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 s o f t w a r e o r u p o n r e q u e s t . I n d u s t r y S t a n d a r d s : A N S I / T P I 1 : N a t i o n a l D e s i g n S p e c i f i c a t i o n f o r M e t a l P l a t e C o n n e c t e d W o o d T r u s s C o n s t r u c t i o n . D S B - 8 9 : D e s i g n S t a n d a r d f o r B r a c i n g . B C S I : B u i l d i n g C o m p o n e n t S a f e t y I n f o r m a t i o n , G u i d e t o G o o d P r a c t i c e f o r H a n d l i n g , I n s t a l l i n g & B r a c i n g o f M e t a l P l a t e C o n n e c t e d W o o d T r u s s e s . 6 - 4 - 8 d i m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s W E B S T r u s s e s a r e d e s i g n e d f o r w i n d l o a d s i n t h e p l a n e o f t h e t r u s s u n l e s s o t h e r w i s e s h o w n . L u m b e r d e s i g n v a l u e s a r e i n a c c o r d a n c e w i t h A N S I / T P I 1 s e c t i o n 6 . 3 T h e s e t r u s s d e s i g n s r e l y o n l u m b e r v a l u e s e s t a b l i s h e d b y o t h e r s .