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HomeMy WebLinkAbout18010133 Truss DrawingsRe: Liu, Xuegang Pages or sheets covered by this seal: I32219713 thru I32219803 My license renewal date for the state of Indiana is July 31, 2018. 28_Heritage_at_spring_mill 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: 28 Heritage at spring mill The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild (CarterLee Bldg Components). 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss CG01 Truss Type Diagonal Hip Girder Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219713 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:22 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-fbdQuhRirsv5CSvTOiUgBWwf1Euybjfq5m9lvnzsVYt Scale = 1:25.6 1 2 5 6 3 7 43x4 3x6 3-6-14 3-6-4 -1-10-3 1-10-3 3-6-14 3-6-14 1-7-03-7-133-2-153-7-136.95 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.37 0.13 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 -0.03 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=290/0-5-12, 3=71/Mechanical, 4=31/Mechanical Max Horz 5=131(LC 5) Max Uplift5=-40(LC 5), 3=-64(LC 5), 4=-3(LC 5) Max Grav 5=290(LC 1), 3=71(LC 1), 4=63(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-251/84 NOTES-(10-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 5, 64 lb uplift at joint 3 and 3 lb uplift at joint 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 52 lb down and 70 lb up at 2-8-2 on top chord, and 3 lb down at 2-8-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 7=-3(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. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss CG02 Truss Type Diagonal Hip Girder Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219714 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:22 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-fbdQuhRirsv5CSvTOiUgBWweFEtxbjfq5m9lvnzsVYt Scale = 1:29.7 1 2 5 6 7 3 8 9 4 3x4 3x6 4-9-7 4-8-13 -1-10-3 1-10-3 4-9-7 4-9-7 1-7-04-4-43-11-54-4-46.95 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.42 0.19 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.04 -0.05 -0.06 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 20 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-7 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=326/0-5-12, 3=112/Mechanical, 4=44/Mechanical Max Horz 5=153(LC 5) Max Uplift5=-67(LC 5), 3=-101(LC 5), 4=-38(LC 5) Max Grav 5=326(LC 1), 3=112(LC 1), 4=86(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-283/92 NOTES-(10-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 5, 101 lb uplift at joint 3 and 38 lb uplift at joint 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb down and 25 lb up at 0-9-7, and 48 lb down and 80 lb up at 3-8-14 on top chord, and 2 lb down and 17 lb up at 0-9-7, and 5 lb down and 52 lb up at 3-8-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 8=3(B) 9=2(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. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss CG03 Truss Type Diagonal Hip Girder Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219715 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:22 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-fbdQuhRirsv5CSvTOiUgBWweFEtxbjfq5m9lvnzsVYt Scale = 1:29.7 1 2 5 6 7 3 8 9 4 3x4 3x6 4-9-7 4-8-13 -1-10-3 1-10-3 4-9-7 4-9-7 1-7-04-4-40-4-153-11-54-4-46.95 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.42 0.19 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.04 -0.05 -0.06 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 20 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-7 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=326/0-5-12, 3=112/Mechanical, 4=44/Mechanical Max Horz 5=153(LC 5) Max Uplift5=-67(LC 5), 3=-101(LC 5), 4=-38(LC 5) Max Grav 5=326(LC 1), 3=112(LC 1), 4=86(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-283/92 NOTES-(10-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 5, 101 lb uplift at joint 3 and 38 lb uplift at joint 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb down and 25 lb up at 0-9-7, and 48 lb down and 80 lb up at 3-8-14 on top chord, and 2 lb down and 17 lb up at 0-9-7, and 5 lb down and 52 lb up at 3-8-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 8=3(F) 9=2(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss GE01 Truss Type GABLE Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219716 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:23 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-7nBo61SKb91yqcUfyP0vjkSrseFVK94zJQuIRDzsVYs Scale = 1:48.6 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 21 20 19 18 17 16 15 14 13 12 2x4 2x4 6x6 3x4 3x4 2x4 6x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 12-7-0 12-7-0 4-3-8 4-3-8 8-3-8 4-0-1 12-7-0 4-3-8 13-7-0 1-0-0 1-7-06-7-11-7-06-7-114.00 12 Plate Offsets (X,Y)-- [4:0-2-11,Edge], [7:0-2-11,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.23 0.11 0.12 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 0.00 (loc) 11 11 12 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 204 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 10-12: 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.): 4-7. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 12-7-0. (lb) - Max Horz 21=-185(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 16, 17, 19, 14 except 21=-110(LC 4), 12=-155(LC 5), 20=-121(LC 5), 13=-169(LC 4) Max Grav All reactions 250 lb or less at joint(s) 21, 12, 15, 16, 17, 18, 19, 20, 14, 13 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 17, 19, 14 except (jt=lb) 21=110, 12=155, 20=121, 13=169. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss J01 Truss Type Jack-Open Qty 15 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219717 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:23 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-7nBo61SKb91yqcUfyP0vjkSk9eCsKAvzJQuIRDzsVYs Scale = 1:37.2 1 2 5 3 4 3x6 3x6 3-4-8 3-4-8 -1-0-0 1-0-0 3-4-8 3-4-8 1-7-05-6-44-11-25-6-414.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.66 0.28 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 0.02 -0.06 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=208/0-3-8, 3=81/Mechanical, 4=34/Mechanical Max Horz 5=193(LC 6) Max Uplift3=-110(LC 6), 4=-29(LC 6) Max Grav 5=208(LC 1), 3=81(LC 1), 4=61(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=110. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss J02 Truss Type Jack-Open Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219718 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:24 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-bzkAJNSyMT9pRl2sW6X8Gx?0n1b43c96Y4er_fzsVYr Scale = 1:23.2 1 2 5 3 4 3x4 3x4 3-3-0 3-3-0 -1-0-0 1-0-0 3-3-0 3-3-0 1-1-03-3-02-9-133-3-08.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.22 0.09 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=203/0-3-8, 3=77/Mechanical, 4=32/Mechanical Max Horz 5=109(LC 6) Max Uplift5=-7(LC 6), 3=-50(LC 6) Max Grav 5=203(LC 1), 3=77(LC 1), 4=58(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss J03 Truss Type Jack-Open Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219719 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:24 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-bzkAJNSyMT9pRl2sW6X8Gx?zw1am3c96Y4er_fzsVYr Scale = 1:26.8 1 2 5 3 4 3x4 3x6 1-10-11 1-10-11 -1-0-0 1-0-0 1-10-11 1-10-11 1-7-03-9-814.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.41 0.17 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.02 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-11 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=161/0-3-8, 3=33/Mechanical, 4=14/Mechanical Max Horz 5=142(LC 6) Max Uplift3=-70(LC 6), 4=-43(LC 6) Max Grav 5=161(LC 1), 3=33(LC 1), 4=32(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss J04 Truss Type Jack-Open Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219720 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:24 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-bzkAJNSyMT9pRl2sW6X8Gx?1u1cj3c96Y4er_fzsVYr Scale = 1:16.6 1 2 5 3 42x4 3x4 1-7-5 1-7-5 -1-0-0 1-0-0 1-7-5 1-7-5 1-1-02-1-141-8-112-1-148.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.15 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-7-5 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=154/0-3-8, 3=21/Mechanical, 4=10/Mechanical Max Horz 5=76(LC 6) Max Uplift5=-12(LC 6), 3=-24(LC 6), 4=-9(LC 6) Max Grav 5=154(LC 1), 3=21(LC 1), 4=26(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss J05 Truss Type Jack-Open Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219721 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:24 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-bzkAJNSyMT9pRl2sW6X8Gx?zw1am3c96Y4er_fzsVYr Scale = 1:26.8 1 2 5 3 4 3x4 3x6 1-10-11 1-10-11 -1-0-0 1-0-0 1-10-11 1-10-11 1-7-03-9-83-2-63-9-814.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.41 0.17 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.02 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-11 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=161/0-3-8, 3=33/Mechanical, 4=14/Mechanical Max Horz 5=142(LC 6) Max Uplift3=-70(LC 6), 4=-43(LC 6) Max Grav 5=161(LC 1), 3=33(LC 1), 4=32(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss J06 Truss Type Jack-Open Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219722 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:25 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-3AIZWjTb7nHg3vd23q2Np9YCeRyyo3PGnkNPW6zsVYq Scale = 1:16.6 1 2 5 3 42x4 3x4 1-7-5 1-7-5 -1-0-0 1-0-0 1-7-5 1-7-5 1-1-02-1-141-8-112-1-148.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.15 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-7-5 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=154/0-3-8, 3=21/Mechanical, 4=10/Mechanical Max Horz 5=76(LC 6) Max Uplift5=-12(LC 6), 3=-24(LC 6), 4=-9(LC 6) Max Grav 5=154(LC 1), 3=21(LC 1), 4=26(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss J07 Truss Type Jack-Open Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219723 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:25 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-3AIZWjTb7nHg3vd23q2Np9Y8_Rxmo3PGnkNPW6zsVYq Scale = 1:24.5 1 2 5 6 3 7 43x4 3x6 3-2-14 3-2-3 -1-10-3 1-10-3 3-2-14 3-2-14 1-7-03-5-83-0-93-5-86.95 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.39 0.12 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 -0.02 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=282/0-5-12, 3=61/Mechanical, 4=30/Mechanical Max Horz 5=125(LC 6) Max Uplift5=-39(LC 6), 3=-65(LC 6), 4=-3(LC 6) Max Grav 5=282(LC 1), 3=61(LC 1), 4=63(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 52 lb down and 69 lb up at 2-8-10 on top chord, and 9 lb down at 2-8-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 6=-4(B) 7=-7(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. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss J08 Truss Type Jack-Open Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219724 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:25 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-3AIZWjTb7nHg3vd23q2Np9Y8_Rxmo3PGnkNPW6zsVYq Scale = 1:24.5 1 2 5 6 3 7 43x4 3x6 3-2-14 3-2-3 -1-10-3 1-10-3 3-2-14 3-2-14 1-7-03-5-80-4-153-0-93-5-86.95 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.39 0.12 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 -0.02 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=282/0-5-12, 3=61/Mechanical, 4=30/Mechanical Max Horz 5=125(LC 6) Max Uplift5=-39(LC 6), 3=-65(LC 6), 4=-3(LC 6) Max Grav 5=282(LC 1), 3=61(LC 1), 4=63(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 52 lb down and 69 lb up at 2-8-10 on top chord, and 9 lb down at 2-8-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 6=-4(F) 7=-7(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. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss J09 Truss Type Jack-Open Qty 5 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219725 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:26 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-XMsxk3UDu4PXh3CEdXZcLM4MnrHLXWfP?O7y2YzsVYp Scale = 1:24.7 1 2 5 3 4 3x4 3x4 3-7-8 3-7-8 -1-0-0 1-0-0 3-7-8 3-7-8 1-1-03-6-03-0-133-6-08.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.26 0.10 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: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=217/0-3-8, 3=89/Mechanical, 4=37/Mechanical Max Horz 5=117(LC 6) Max Uplift5=-6(LC 6), 3=-56(LC 6) Max Grav 5=217(LC 1), 3=89(LC 1), 4=65(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss J10 Truss Type Jack-Open Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219726 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:26 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-XMsxk3UDu4PXh3CEdXZcLM4MErHXXWfP?O7y2YzsVYp Scale = 1:23.3 1 2 5 3 4 3x4 3x4 3-3-7 3-3-7 -1-0-0 1-0-0 3-3-7 3-3-7 1-1-03-3-52-10-13-3-48.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.23 0.09 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=205/0-3-8, 3=78/Mechanical, 4=32/Mechanical Max Horz 5=110(LC 6) Max Uplift5=-7(LC 6), 3=-51(LC 6) Max Grav 5=205(LC 1), 3=78(LC 1), 4=58(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss J11 Truss Type Jack-Open Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219727 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:26 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-XMsxk3UDu4PXh3CEdXZcLM4MErHXXWfP?O7y2YzsVYp Scale = 1:23.3 1 2 5 3 4 3x4 3x4 3-3-7 3-3-7 -1-0-0 1-0-0 3-3-7 3-3-7 1-1-03-3-52-10-13-3-48.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.23 0.09 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=205/0-3-8, 3=78/Mechanical, 4=32/Mechanical Max Horz 5=110(LC 6) Max Uplift5=-7(LC 6), 3=-51(LC 6) Max Grav 5=205(LC 1), 3=78(LC 1), 4=58(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss J12 Truss Type Jack-Open Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219728 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:27 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-?YQJxPVrfOXNIDnQBF4ruadVKFbzGzuZE2sVa_zsVYo Scale = 1:28.7 1 4 2 3 3x4 2x4 2-2-0 2-2-0 2-2-0 2-2-0 1-7-04-1-53-6-34-1-514.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.33 0.14 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.02 (loc) 4 3-4 2 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 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=78/0-3-8, 2=56/Mechanical, 3=22/Mechanical Max Horz 4=92(LC 6) Max Uplift2=-81(LC 6), 3=-25(LC 6) Max Grav 4=92(LC 6), 2=56(LC 1), 3=39(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss J13 Truss Type Jack-Open Qty 4 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219729 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:27 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-?YQJxPVrfOXNIDnQBF4ruadXiFcfGzuZE2sVa_zsVYo Scale: 1/2"=1' 1 2 5 3 4 3x4 3x4 3-6-0 3-6-0 -1-0-0 1-0-0 3-6-0 3-6-0 1-1-03-5-08.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.24 0.09 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=212/0-3-8, 3=85/Mechanical, 4=35/Mechanical Max Horz 5=114(LC 6) Max Uplift5=-7(LC 6), 3=-54(LC 6) Max Grav 5=212(LC 1), 3=85(LC 1), 4=63(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss J14 Truss Type Jack-Open Girder Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219730 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:27 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-?YQJxPVrfOXNIDnQBF4ruadSTFTOGzuZE2sVa_zsVYo Scale: 1/2"=1' 1 4 2 5 6 3 3x4 3x6 3-6-0 3-6-0 3-6-0 3-6-0 1-1-03-5-08.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.52 0.69 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.11 0.07 (loc) 3-4 3-4 2 l/defl >933 >373 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP 2400F 2.0E WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=630/0-3-8, 2=129/Mechanical, 3=442/Mechanical Max Horz 4=81(LC 5) Max Uplift4=-4(LC 5), 2=-59(LC 5), 3=-29(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 469 lb down and 30 lb up at 1-0-12, and 468 lb down and 40 lb up at 2-3-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 3-4=-20 Concentrated Loads (lb) Vert: 5=-469(F) 6=-468(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. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss J15 Truss Type Jack-Open Girder Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219731 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:28 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Tl_h9lWTQifEwNMdlyb4QnAibfym?Q8iTic37RzsVYn Scale: 1/2"=1' 1 2 5 3 6 4 3x4 3x4 3-6-0 3-6-0 -1-0-0 1-0-0 3-6-0 3-6-0 1-1-03-5-02-11-133-5-08.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.24 0.10 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 -0.02 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=213/0-3-8, 3=85/Mechanical, 4=35/Mechanical Max Horz 5=114(LC 5) Max Uplift5=-22(LC 5), 3=-56(LC 5), 4=-18(LC 5) Max Grav 5=213(LC 1), 3=85(LC 1), 4=63(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 lb down and 38 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 6=-1(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss J16 Truss Type Jack-Open Qty 4 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219732 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:28 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Tl_h9lWTQifEwNMdlyb4QnAg7fy4?Q8iTic37RzsVYn Scale = 1:17.7 1 2 5 3 4 3x4 3x4 1-3-9 1-2-14 -2-0-3 2-0-3 1-3-9 1-3-9 1-7-02-4-06.95 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.33 0.08 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 -0.01 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-3-9 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 3=-71/Mechanical, 4=-7/Mechanical, 5=298/0-5-12 Max Horz 5=95(LC 6) Max Uplift3=-71(LC 1), 4=-33(LC 6), 5=-58(LC 6) Max Grav 3=16(LC 6), 4=16(LC 2), 5=298(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-269/123 NOTES-(8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4, 5. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss J17 Truss Type Jack-Open Qty 18 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219733 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:28 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Tl_h9lWTQifEwNMdlyb4QnAZifu6?Q8iTic37RzsVYn Scale = 1:41.5 1 2 5 3 4 3x6 3x6 4-0-0 4-0-0 -1-0-0 1-0-0 4-0-0 4-0-0 1-7-06-3-05-7-146-3-014.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.80 0.34 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.03 -0.09 (loc) 4-5 4-5 3 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 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=231/0-3-8, 3=99/Mechanical, 4=42/Mechanical Max Horz 5=216(LC 6) Max Uplift3=-126(LC 6), 4=-26(LC 6) Max Grav 5=231(LC 1), 3=99(LC 1), 4=74(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=126. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss J18 Truss Type Jack-Open Qty 6 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219734 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:29 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-xxY3M5W5B?n5YXxpIg6Jz?iqt2I8ktOriMLcftzsVYm Scale = 1:41.5 1 4 2 3 2x4 3x6 4-0-0 4-0-0 4-0-0 4-0-0 1-7-06-3-01-1-105-7-146-3-014.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.39 0.09 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.00 (loc) 3-4 3-4 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings Mechanical. (lb) - Max Horz 4=88(LC 1), 1=205(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 2 Max Grav All reactions 250 lb or less at joint(s) 4, 2, 3, 1 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 6) Non Standard bearing condition. Review required. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss J19 Truss Type Jack-Open Qty 2 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219735 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:29 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-xxY3M5W5B?n5YXxpIg6Jz?iuW2JmktOriMLcftzsVYm Scale = 1:18.2 1 2 5 3 42x4 3x4 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 1-1-02-5-01-11-132-5-08.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.16 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=164/0-3-8, 3=37/Mechanical, 4=15/Mechanical Max Horz 5=84(LC 6) Max Uplift5=-11(LC 6), 3=-31(LC 6), 4=-6(LC 6) Max Grav 5=164(LC 1), 3=37(LC 1), 4=34(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss J20 Truss Type Jack-Open Qty 5 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219736 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:29 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-xxY3M5W5B?n5YXxpIg6Jz?iq72HjktOriMLcftzsVYm Scale = 1:28.7 1 2 5 3 4 3x4 3x6 2-2-0 2-2-0 -1-0-0 1-0-0 2-2-0 2-2-0 1-7-04-1-53-6-34-1-514.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.44 0.18 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.03 (loc) 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 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=167/0-3-8, 3=41/Mechanical, 4=17/Mechanical Max Horz 5=150(LC 6) Max Uplift3=-77(LC 6), 4=-39(LC 6) Max Grav 5=167(LC 1), 3=41(LC 1), 4=37(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss PB01 Truss Type GABLE Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219737 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:30 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Q76SaRXjyJvy9gW?sNeYWCF4TSeXTKX?w05ABJzsVYl Scale = 1:16.4 2 3 4 5 7 1 6 3x4 2x4 2x4 2x4 5x6 5-4-11 5-4-11 1-6-10 1-6-10 3-10-1 2-3-7 5-4-11 1-6-10 1-9-120-1-40-1-81-8-414.00 12 Plate Offsets (X,Y)-- [3:0-1-5,Edge], [4:0-4-8,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.08 0.08 0.01 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: 18 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc purlins, except 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 5-4-11. (lb) - Max Horz 1=-41(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 6, 2, 5 Max Grav All reactions 250 lb or less at joint(s) 1, 6, 2, 5, 7 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone 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) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 2, 5. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss PB02 Truss Type GABLE Qty 10 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219738 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:30 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Q76SaRXjyJvy9gW?sNeYWCF4aSf7TKS?w05ABJzsVYl Scale = 1:27.7 2 3 4 6 1 5 4x6 2x4 2x4 2x4 5-4-11 5-4-11 2-8-6 2-8-6 5-4-11 2-8-6 3-1-120-1-40-1-814.00 12 Plate Offsets (X,Y)-- [3:Edge,0-1-14] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.08 0.04 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 21 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 5-4-11. (lb) - Max Horz 1=-71(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 2=-151(LC 6), 4=-131(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 2, 4, 6 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 4-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 1, 5, 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 2=151, 4=131. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss PB03 Truss Type GABLE Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219739 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:31 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-uJfqnmYLjd1pnq5CQ59n2QoEKs_pCnB89gqjjmzsVYk Scale = 1:50.9 2 3 4 5 6 7 8 9 10 11 12 13 22 21 20 19 18 17 16 15 1 14 3x6 3x6 4x6 3x6 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 29-8-5 29-8-5 1-10-8 1-10-8 27-9-13 25-11-5 29-8-5 1-10-8 1-3-00-1-40-1-81-1-88.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-0-2], [12:0-3-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.14 0.08 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 12 12 13 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 90 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-11. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 29-8-5. (lb) - Max Horz 1=-25(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 13, 15, 16, 17, 18, 20, 21, 22, 2 Max Grav All reactions 250 lb or less at joint(s) 1, 14, 13, 15, 2 except 16=340(LC 10), 17=315(LC 1), 18=322(LC 11), 20=318(LC 1), 21=328(LC 11), 22=290(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 10-16=-258/104 NOTES-(14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 13, 15, 16, 17, 18, 20, 21, 22, 2. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss PB04 Truss Type GABLE Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219740 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:32 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-MWDC_6Z_Uw9gP_gO_og0bdKNXGKvxD?IOKaGGCzsVYj Scale = 1:50.7 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 1 12 3x6 3x6 3x4 3x6 2x4 4x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 29-8-5 29-8-5 5-4-8 5-4-8 24-3-13 18-11-5 29-8-5 5-4-8 3-7-00-1-40-1-83-5-88.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-0-2], [10:0-3-12,0-2-0], [11:0-1-15,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.30 0.09 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 11 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 103 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-10. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 29-8-5. (lb) - Max Horz 1=-80(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 13, 14, 15, 17, 18, 19 except 1=-122(LC 1), 12=-284(LC 1), 11=-116(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 12 except 2=329(LC 1), 13=296(LC 1), 14=337(LC 10), 15=318(LC 11), 17=323(LC 10), 18=315(LC 11), 19=285(LC 10), 11=554(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 9-14=-260/110 NOTES-(14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 13, 14, 15, 17, 18, 19 except (jt=lb) 1=122, 12=284, 11=116. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss PB05 Truss Type GABLE Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219741 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:33 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-qinaCSZcFEHX18EaXVBF7rtaDgffgeNRc_JqoezsVYi Scale = 1:52.9 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 1 10 18 19 5x6 3x4 5x6 2x4 4x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 29-8-5 29-8-5 8-10-8 8-10-8 20-9-13 11-11-5 29-8-5 8-10-8 5-11-00-1-40-1-85-9-88.00 12 Plate Offsets (X,Y)-- [4:0-4-4,0-2-4], [7:0-3-12,0-2-0], [9:0-3-11,Edge], [14:0-3-0,0-0-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.12 0.19 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 9 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 112 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 29-8-5. (lb) - Max Horz 1=-134(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 13, 15, 16, 17, 11, 9 except 1=-150(LC 10), 10=-158(LC 11) Max Grav All reactions 250 lb or less at joint(s) 1, 10 except 2=359(LC 1), 12=433(LC 11), 13=499(LC 10), 15=490(LC 11), 16=434(LC 10), 17=372(LC 10), 11=374(LC 11), 9=372(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-13=-257/107, 5-15=-254/106, 3-17=-263/146, 8-11=-262/145 NOTES-(14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 13, 15, 16, 17, 11, 9 except (jt=lb) 1=150, 10=158. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss PB06 Truss Type GABLE Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219742 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:34 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-IuLyPoaE0YPOeIpn5DiUg2Ql33?nP4Fbre3NK4zsVYh Scale = 1:61.5 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 1 11 3x6 3x4 3x6 2x4 4x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 26-11-11 26-11-11 11-0-3 11-0-3 15-11-8 4-11-5 26-11-11 11-0-3 7-4-20-1-40-1-87-2-108.00 12 Plate Offsets (X,Y)-- [5:0-3-0,0-0-2], [7:0-3-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.17 0.13 0.28 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 11 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 105 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 26-11-11. (lb) - Max Horz 1=-167(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 11, 2, 14, 15, 17, 18, 13, 12 except 1=-119(LC 4) Max Grav All reactions 250 lb or less at joint(s) 1, 11, 10 except 2=264(LC 1), 14=464(LC 11), 15=484(LC 10), 17=396(LC 1), 18=291(LC 10), 13=425(LC 1), 12=256(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 8-13=-261/144 NOTES-(14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 2, 14, 15, 17, 18, 13, 12 except (jt=lb) 1=119. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss PB07 Truss Type GABLE Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219743 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:35 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-m5vLd8bsnrYFGSOzfwDjDGyv6TL58Xqk4IoxsXzsVYg Scale = 1:59.3 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 1 11 3x6 4x6 3x4 3x6 2x4 2x4 2x4 2x4 4x6 2x4 2x4 2x4 2x4 2x4 2x4 3x4 26-11-11 26-11-11 8-1-11 8-1-11 13-7-11 5-6-0 16-2-13 2-7-3 26-11-11 10-8-13 5-5-27-1-140-1-40-1-85-3-108.00 12 Plate Offsets (X,Y)-- [4:0-4-4,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.22 0.12 0.26 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 11 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 103 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 26-11-11. (lb) - Max Horz 1=162(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 2, 15, 17, 18, 13, 12 except 1=-120(LC 4) Max Grav All reactions 250 lb or less at joint(s) 1, 11, 10 except 2=259(LC 1), 14=482(LC 1), 15=512(LC 1), 17=396(LC 10), 18=310(LC 10), 13=431(LC 11), 12=251(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-15=-264/109, 8-13=-267/142 NOTES-(14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 15, 17, 18, 13, 12 except (jt=lb) 1=120. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss PB08 Truss Type GABLE Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219744 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:36 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-EHTjqUcUY9g6ubz9DekylTV4Ctg9t?CtJyYUPzzsVYf Scale = 1:59.3 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 1 12 3x6 3x6 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 26-11-11 26-11-11 4-7-11 4-7-11 10-1-11 5-6-0 16-2-13 6-1-3 26-11-11 10-8-13 3-1-27-1-140-1-40-1-82-11-108.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-0-2] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.19 0.13 0.25 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 12 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 101 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 26-11-11. (lb) - Max Horz 1=162(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 2, 16, 18, 19, 14, 13, 11 except 1=-141(LC 4) Max Grav All reactions 250 lb or less at joint(s) 1, 12, 11 except 2=273(LC 1), 15=489(LC 1), 16=411(LC 10), 18=311(LC 1), 19=315(LC 10), 14=428(LC 11), 13=253(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 7-16=-254/126, 9-14=-268/143 NOTES-(14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 16, 18, 19, 14, 13, 11 except (jt=lb) 1=141. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss PB09 Truss Type GABLE Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219745 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:37 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-iT152qc6ITozVlYLmLGBIh2G4H0NcSP1XbH1xPzsVYe Scale = 1:65.1 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 1 12 3x6 3x6 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 27-11-11 27-11-11 1-7-11 1-7-11 7-1-11 5-6-0 16-8-13 9-7-3 27-11-11 11-2-13 1-1-27-5-140-1-40-1-80-11-108.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-0-2] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.19 0.13 0.25 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 12 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 103 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 27-11-11. (lb) - Max Horz 1=-170(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 12, 16, 18, 19, 14, 13, 11 except 1=-156(LC 10), 2=-139(LC 5) Max Grav All reactions 250 lb or less at joint(s) 1, 12, 11 except 2=344(LC 10), 15=470(LC 1), 16=417(LC 10), 18=307(LC 1), 19=336(LC 1), 14=427(LC 11), 13=263(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 7-16=-259/145, 9-14=-267/143 NOTES-(14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 16, 18, 19, 14, 13, 11 except (jt=lb) 1=156, 2=139. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss PB10 Truss Type GABLE Qty 4 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219746 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:37 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-iT152qc6ITozVlYLmLGBIh2GrH0IcTO1XbH1xPzsVYe Scale = 1:60.3 2 3 4 5 6 7 8 15 1413 12 11 10 1 9 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 22-5-11 22-5-11 11-2-13 11-2-13 22-5-11 11-2-13 7-5-140-1-40-1-88.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.14 0.14 0.19 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 9 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 86 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 22-5-11. (lb) - Max Horz 1=-170(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 9, 2, 14, 15, 11, 10 Max Grav All reactions 250 lb or less at joint(s) 1, 9, 2, 8 except 12=418(LC 1), 14=427(LC 10), 15=262(LC 1), 11=427(LC 11), 10=262(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-14=-267/143, 6-11=-267/143 NOTES-(12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 4-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9, 2, 14, 15, 11, 10. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss PB11 Truss Type GABLE Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219747 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:38 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-BgbTFAdk3mwq7v7YK3nQquaMvhMALxDAmF1bTszsVYd Scale = 1:45.3 2 3 4 5 6 7 8 14 13 12 11 10 1 9 5x6 3x6 3x6 2x4 4x6 2x4 2x4 2x4 2x4 2x4 2x4 3x6 24-5-11 24-5-11 6-0-13 6-0-13 18-4-14 12-4-1 24-5-11 6-0-13 4-0-90-1-40-1-83-11-18.00 12 Plate Offsets (X,Y)-- [2:0-2-11,0-1-8], [3:0-1-15,Edge], [7:0-3-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.44 0.16 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 9 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 85 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 24-5-11. (lb) - Max Horz 1=-91(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 10, 11, 12, 14 except 1=-419(LC 10), 9=-398(LC 11), 2=-183(LC 6), 8=-170(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 9 except 2=727(LC 1), 10=349(LC 11), 11=337(LC 10), 12=325(LC 11), 14=360(LC 10), 8=701(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-11=-260/112, 4-14=-254/92 NOTES-(14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 11, 12, 14 except (jt=lb) 1=419, 9=398, 2=183, 8=170. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss PB12 Truss Type GABLE Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219748 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:39 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-fs8rSVeNq42gl3ikumIfN67aB4jp4PyK?vm80IzsVYc Scale = 1:42.3 2 3 4 5 6 7 8 9 10 16 15 14 13 12 1 11 3x6 3x6 4x6 3x4 2x4 2x4 2x4 2x4 2x4 5x6 2x4 2x4 2x4 3x4 24-5-11 24-5-11 2-6-13 2-6-13 17-8-13 15-2-0 19-9-13 2-1-0 24-5-11 4-7-13 1-8-93-1-40-1-40-1-81-7-18.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-0-2], [15:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.21 0.07 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 10 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 79 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (10-0-0 max.): 3-8. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 24-5-11. (lb) - Max Horz 1=-68(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 12, 13, 14, 15, 16, 10 except 1=-103(LC 10), 11=-192(LC 11) Max Grav All reactions 250 lb or less at joint(s) 1, 11, 2 except 12=340(LC 1), 13=321(LC 10), 14=319(LC 1), 15=321(LC 1), 16=326(LC 10), 10=395(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 9-12=-255/64 NOTES-(14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12, 13, 14, 15, 16, 10 except (jt=lb) 1=103, 11=192. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss PB13 Truss Type GABLE Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219749 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:40 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-72iEgrf?bOAXMDHwSUpuwJgnVU1LpsyTDZWhYkzsVYb Scale = 1:19.1 2 3 4 5 7 1 6 3x4 2x4 2x4 2x4 4x6 9-0-5 9-0-5 3-3-2 3-3-2 5-9-3 2-6-1 9-0-5 3-3-2 2-2-10-1-40-1-82-0-98.00 12 Plate Offsets (X,Y)-- [3:0-2-0,0-2-3], [4:0-4-4,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.11 0.18 0.01 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: 28 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 9-0-5. (lb) - Max Horz 1=-47(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 6, 2, 5 Max Grav All reactions 250 lb or less at joint(s) 1, 6, 7 except 2=396(LC 10), 5=330(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-280/108, 4-5=-277/106 NOTES-(14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 2, 5. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss PB14 Truss Type GABLE Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219750 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:40 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-72iEgrf?bOAXMDHwSUpuwJgk5U19pptTDZWhYkzsVYb Scale = 1:54.1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 1 10 17 3x6 3x4 3x6 2x4 4x6 2x4 2x4 2x4 2x4 3x4 2x4 2x4 2x4 2x4 24-5-11 24-5-11 9-6-13 9-6-13 14-10-14 5-4-1 24-5-11 9-6-13 6-4-90-1-40-1-86-3-18.00 12 Plate Offsets (X,Y)-- [5:0-3-0,0-0-2], [7:0-3-12,0-2-0], [9:0-1-15,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.27 0.13 0.21 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 9 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 92 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 24-5-11. (lb) - Max Horz 1=-145(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 2, 12, 13, 15, 9, 16 except 10=-247(LC 11), 11=-104(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 10, 2 except 12=445(LC 11), 13=485(LC 10), 15=394(LC 10), 9=502(LC 1), 16=264(LC 10), 11=424(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 8-11=-282/155 NOTES-(14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 12, 13, 15, 9, 16 except (jt=lb) 10=247, 11=104. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss T01 Truss Type Half Hip Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219751 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:41 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-bFGctBgdMhIO_Ns7?BK7SXCsBuM8YJMdSDFF4AzsVYa Scale = 1:34.0 1 2 3 6 4 5 3x4 3x6 3x6 2-11-2 2-11-2 3-4-8 0-5-6 -1-0-0 1-0-0 2-11-2 2-11-2 3-4-8 0-5-6 1-7-05-0-04-8-85-0-014.00 12 Plate Offsets (X,Y)-- [3:0-1-5,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.50 0.21 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.01 -0.07 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=81/Mechanical, 6=208/0-3-8, 5=34/Mechanical Max Horz 6=139(LC 6) Max Uplift4=-88(LC 6), 5=-20(LC 6) Max Grav 4=81(LC 1), 6=208(LC 1), 5=61(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss T02 Truss Type Half Hip Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219752 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:41 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-bFGctBgdMhIO_Ns7?BK7SXCs9uM7YJMdSDFF4AzsVYa Scale = 1:34.1 1 2 3 6 4 5 3x4 3x6 3x6 2-11-7 2-11-7 3-4-8 0-5-1 -1-0-0 1-0-0 2-11-7 2-11-7 3-4-8 0-5-1 1-7-05-0-54-8-135-0-514.00 12 Plate Offsets (X,Y)-- [3:0-1-5,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.50 0.21 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.01 -0.07 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=81/Mechanical, 6=208/0-3-8, 5=34/Mechanical Max Horz 6=140(LC 6) Max Uplift4=-94(LC 7), 5=-20(LC 6) Max Grav 4=81(LC 1), 6=208(LC 1), 5=61(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss T03 Truss Type Hip Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219753 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:42 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-3Rq_5XgF7?QFcWQJZurM?klytIcNHeUmht?ocdzsVYZ Scale = 1:90.1 1 2 3 4 5 6 7 8 9 10 15 14 13 12 11161718 19 20 3x6 4x6 8x8 3x6 3x6 3x8 3x6 3x4 3x6 3x6 4x8 4x8 3x6 9-4-1 9-4-1 13-10-15 4-6-14 23-3-0 9-4-1 -1-0-0 1-0-0 4-9-13 4-9-13 9-4-1 4-6-5 13-10-15 4-6-14 18-5-3 4-6-5 23-3-0 4-9-13 24-3-0 1-0-0 1-7-012-5-121-7-012-5-1214.00 12 Plate Offsets (X,Y)-- [5:0-3-2,0-2-0], [6:0-2-11,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.82 0.59 0.46 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.54 0.02 (loc) 11-12 11-12 11 l/defl >999 >512 n/a L/d 240 180 n/a PLATES MT20 Weight: 172 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 5-13,6-13,6-12: 2x4 SP No.1, 2-15,9-11: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-13, 6-13, 7-12, 4-15, 7-11 REACTIONS.(lb/size) 15=1197/0-3-8, 11=1204/0-3-8 Max Horz 15=315(LC 5) Max Uplift15=-46(LC 6), 11=-46(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-383/176, 4-5=-942/219, 5-6=-542/196, 6-7=-950/218, 8-9=-384/176, 2-15=-419/208, 9-11=-420/208 BOT CHORD 15-16=-170/600, 16-17=-170/600, 14-17=-170/600, 13-14=-170/600, 13-18=-36/548, 12-18=-36/548, 12-19=0/604, 19-20=0/604, 11-20=0/604 WEBS 5-13=-80/364, 6-12=-102/394, 4-15=-745/53, 7-11=-753/53 NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 11. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss T04 Truss Type Piggyback Base Qty 9 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219754 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:42 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-3Rq_5XgF7?QFcWQJZurM?klzJId8Hfmmht?ocdzsVYZ Scale = 1:86.7 1 2 3 4 5 6 7 8 13 12 11 10 914 15 16 17 18 4x6 8x8 3x6 3x8 3x6 3x4 3x6 3x6 4x8 4x8 3x6 8-11-2 8-11-2 14-3-14 5-4-11 23-3-0 8-11-2 -1-0-0 1-0-0 4-6-13 4-6-13 8-11-2 4-4-5 14-3-14 5-4-11 18-8-3 4-4-5 23-3-0 4-6-13 24-3-0 1-0-0 1-7-012-0-01-7-012-0-014.00 12 Plate Offsets (X,Y)-- [4:0-3-2,0-2-0], [5:0-2-11,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.73 0.54 0.44 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.19 -0.44 0.02 (loc) 11-13 9-10 9 l/defl >999 >628 n/a L/d 240 180 n/a PLATES MT20 Weight: 168 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 4-11,5-11,5-10: 2x4 SP No.1, 2-13,7-9: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-11, 3-13, 6-9 REACTIONS.(lb/size) 13=1190/0-3-8, 9=1200/0-3-8 Max Horz 13=303(LC 5) Max Uplift13=-46(LC 6), 9=-46(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-352/191, 3-4=-948/213, 4-5=-552/192, 5-6=-960/213, 6-7=-352/191, 2-13=-393/198, 7-9=-393/198 BOT CHORD 13-14=-172/597, 14-15=-172/597, 12-15=-172/597, 11-12=-172/597, 11-16=-36/560, 10-16=-36/560, 10-17=0/604, 17-18=0/604, 9-18=0/604 WEBS 4-11=-68/350, 5-10=-91/385, 3-13=-778/46, 6-9=-791/46 NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 9. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss T05 Truss Type Piggyback Base Qty 2 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219755 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:43 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-XdOMIthtuJY6Dg?V7cMbXyI83izO05qvwXkM93zsVYY Scale = 1:86.7 1 2 3 4 5 6 7 12 11 10 9 813 14 15 16 17 4x6 8x8 3x4 3x6 3x8 3x6 3x4 3x6 3x6 4x8 4x8 8-11-2 8-11-2 14-3-14 5-4-11 23-3-0 8-11-2 -1-0-0 1-0-0 4-6-13 4-6-13 8-11-2 4-4-5 14-3-14 5-4-11 18-8-3 4-4-5 23-3-0 4-6-13 1-7-012-0-01-7-012-0-014.00 12 Plate Offsets (X,Y)-- [4:0-3-2,0-2-0], [5:0-2-11,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.73 0.54 0.45 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.19 -0.44 0.02 (loc) 10-12 8-9 8 l/defl >999 >627 n/a L/d 240 180 n/a PLATES MT20 Weight: 166 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 4-10,5-10,5-9: 2x4 SP No.1, 2-12,7-8: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-10, 3-12, 6-8 REACTIONS.(lb/size) 12=1192/0-3-8, 8=1129/0-3-8 Max Horz 12=317(LC 5) Max Uplift12=-45(LC 6), 8=-15(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-352/190, 3-4=-950/212, 4-5=-553/191, 5-6=-965/213, 6-7=-333/126, 2-12=-393/198, 7-8=-305/110 BOT CHORD 12-13=-186/598, 13-14=-186/598, 11-14=-186/598, 10-11=-186/598, 10-15=-50/562, 9-15=-50/562, 9-16=-4/611, 16-17=-4/611, 8-17=-4/611 WEBS 4-10=-67/351, 5-9=-90/392, 3-12=-780/45, 6-8=-813/53 NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 8. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss T06 Truss Type Hip Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219756 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:43 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-XdOMIthtuJY6Dg?V7cMbXyICBi3_0A0vwXkM93zsVYY Scale = 1:57.3 1 2 3 4 5 9 8 7 6 6x8 6x6 4x6 2x4 2x4 3x4 6x8 3x8 5-5-3 5-5-3 7-1-13 1-8-10 12-7-0 5-5-3 5-5-3 5-5-3 7-1-13 1-8-10 12-7-0 5-5-3 13-7-0 1-0-0 1-7-07-11-11-7-07-11-114.00 12 Plate Offsets (X,Y)-- [1:Edge,0-1-5], [2:0-2-11,Edge], [3:0-3-2,0-2-0], [4:Edge,0-1-5] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.47 0.18 0.18 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.06 0.00 (loc) 8-9 8-9 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 78 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 1-9,4-6: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-3. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 9=488/Mechanical, 6=564/0-3-8 Max Horz 9=-220(LC 4) Max Uplift9=-18(LC 7), 6=-36(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-441/108, 3-4=-448/116, 1-9=-436/87, 4-6=-511/122 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 6. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss T07 Truss Type Hip Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219757 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:43 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-XdOMIthtuJY6Dg?V7cMbXyI9Vi2T0BPvwXkM93zsVYY Scale = 1:70.4 1 2 34 7 6 5 6x8 4x6 2x4 2x4 3x8 6x8 6-1-12 6-1-12 6-3-8 0-1-12 6-5-4 0-1-12 12-7-0 6-1-12 6-1-12 6-1-12 6-3-8 0-1-12 6-5-4 0-1-12 12-7-0 6-1-12 13-7-0 1-0-0 1-7-08-9-11-7-014.00 12 Plate Offsets (X,Y)-- [1:Edge,0-1-5], [2:Edge,0-1-14], [3:Edge,0-1-5] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.70 0.22 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.07 0.00 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 69 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 1-7,3-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=488/Mechanical, 5=564/0-3-8 Max Horz 7=-242(LC 4) Max Uplift7=-28(LC 7), 5=-35(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-441/105, 2-3=-449/115, 1-7=-434/85, 3-5=-509/120 BOT CHORD 6-7=-236/276 WEBS 3-6=-98/258 NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss T08 Truss Type Hip Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219758 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:44 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-?qykWDiVfcgzrqaihJuq49qJr5I2lRH38BUvhVzsVYX Scale = 1:94.5 1 2 3 4 5 6 7 8 9 10 11 12 24 23 22 21 20 19 18 17 16 15 14 1325 26 27 28 29 30 4x6 6x8 3x4 4x6 6x10 6x8 2x4 4x8 2x4 4x8 2x4 2x4 4x8 2x4 4x8 4x6 4x6 4x8 8x10 4x6 4x6 5x6 7-7-3 7-7-3 14-7-5 7-0-3 21-7-8 7-0-3 28-7-11 7-0-3 35-7-13 7-0-3 42-8-0 7-0-3 48-2-4 5-6-4 53-11-0 5-8-12 0-7-0 0-7-0 7-7-3 7-0-3 14-7-5 7-0-3 21-7-8 7-0-3 28-7-11 7-0-3 35-7-13 7-0-3 42-8-0 7-0-3 48-2-4 5-6-4 53-11-0 5-8-12 54-11-0 1-0-0 8-7-01-1-08-7-08.00 12 Plate Offsets (X,Y)-- [9:0-4-4,0-3-0], [13:0-5-0,0-6-12], [14:0-2-8,0-2-0], [15:0-2-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.73 0.58 0.95 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.28 -0.56 0.16 (loc) 18-20 18-20 13 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 415 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x3 SPF No.2 *Except* 1-23,3-23,3-20,6-20,6-17,9-17,1-24: 2x4 SP No.1, 11-13: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-13 oc purlins, except end verticals, and 2-0-0 oc purlins (3-8-9 max.): 1-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-23, 6-20, 6-17, 1-24 REACTIONS.(lb/size) 24=2678/0-3-8 (req. 0-4-3), 13=2567/0-3-8 (req. 0-4-0) Max Horz 24=-255(LC 4) Max Uplift24=-272(LC 5), 13=-55(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2133/292, 2-3=-2133/292, 3-4=-4220/453, 4-5=-4220/453, 5-6=-4220/453, 6-7=-3880/401, 7-8=-3880/401, 8-9=-3881/401, 9-10=-3459/341, 10-11=-3515/282, 1-24=-2504/318, 11-13=-2452/243 BOT CHORD 23-26=-430/3508, 22-26=-430/3508, 21-22=-430/3508, 21-27=-430/3508, 20-27=-430/3508, 19-20=-443/4389, 19-28=-443/4389, 18-28=-443/4389, 18-29=-443/4389, 17-29=-443/4389, 16-17=-150/2825, 16-30=-150/2825, 15-30=-150/2825, 14-15=-112/2815, 13-14=-34/811 WEBS 1-23=-315/3139, 2-23=-477/182, 3-23=-2104/181, 3-22=0/357, 3-20=-85/1090, 5-20=-418/169, 6-20=-259/24, 6-18=0/364, 6-17=-779/160, 8-17=-422/185, 9-17=-288/1613, 9-15=-2/302, 10-14=-259/85, 11-14=-79/2024 NOTES-(10-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) WARNING: Required bearing size at joint(s) 24, 13 greater than input bearing size. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13 except (jt=lb) 24=272. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss T09 Truss Type Half Hip Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219759 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:44 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-?qykWDiVfcgzrqaihJuq49qMI5OQlf638BUvhVzsVYX Scale = 1:34.3 1 2 3 6 4 5 3x4 3x6 3x6 3-0-0 3-0-0 3-11-4 0-11-4 4-0-0 0-0-12 -1-0-0 1-0-0 3-0-0 3-0-0 4-0-0 1-0-0 1-7-05-1-014.00 12 Plate Offsets (X,Y)-- [3:0-1-5,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.57 0.24 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.03 -0.12 (loc) 5-6 5-6 4 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 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=99/Mechanical, 6=231/0-3-8, 5=42/Mechanical Max Horz 6=141(LC 6) Max Uplift4=-79(LC 6), 5=-14(LC 6) Max Grav 4=99(LC 1), 6=231(LC 1), 5=74(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss T10 Truss Type Half Hip Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219760 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:45 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-T0W7jZj7QwoqT_9uE1P3dNNZjVluU6MCNrDSDyzsVYW Scale = 1:26.1 1 2 3 6 4 5 3x4 3x4 3x6 1-10-5 1-10-5 3-11-4 2-1-0 4-0-0 0-0-12 -1-0-0 1-0-0 1-10-5 1-10-5 4-0-0 2-1-11 1-7-03-9-014.00 12 Plate Offsets (X,Y)-- [3:0-1-5,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.40 0.16 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.03 -0.08 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=100/Mechanical, 6=231/0-3-8, 5=41/Mechanical Max Horz 6=100(LC 6) Max Uplift4=-43(LC 5), 6=-1(LC 6), 5=-1(LC 6) Max Grav 4=100(LC 1), 6=231(LC 1), 5=73(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6, 5. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss T11 Truss Type Roof Special Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219761 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:46 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-yC3VxvjmBEwh48k4okwI9avhzv?4DL9McVz0lOzsVYV Scale = 1:114.7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 31 30 29 28 27 26 25 24 23 22 21 20 19 18 1732 33 34 35 36 6x8 4x6 6x6 6x6 8x8 4x6 3x4 4x6 8x8 6x10 2x4 4x8 2x4 4x8 2x4 2x4 4x8 4x8 4x6 4x6 4x6 4x6 4x6 4x8 6x6 8x8 4x6 4x6 4x6 4-1-0 4-1-0 10-8-13 6-7-13 17-3-6 6-6-9 23-9-15 6-6-9 30-4-8 6-6-9 37-0-5 6-7-13 39-1-11 2-1-6 41-3-6 2-1-11 45-5-1 4-1-11 49-6-13 4-1-11 53-11-0 4-4-3 4-1-0 4-1-0 10-8-13 6-7-13 17-3-6 6-6-9 23-9-15 6-6-9 30-4-8 6-6-9 37-0-5 6-7-13 39-1-11 2-1-6 41-3-6 2-1-11 45-5-1 4-1-11 49-6-13 4-1-11 53-11-0 4-4-3 54-11-0 1-0-0 8-2-59-6-110-11-01-1-010-11-08.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-2-0], [2:0-6-0,0-3-0], [11:0-4-0,0-2-13], [17:0-3-8,0-6-12], [18:0-2-8,0-2-0], [19:0-2-8,0-2-0], [20:0-2-8,0-2-0], [30:0-3-8,0-4-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.62 0.48 0.92 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.46 0.14 (loc) 24-25 24-25 17 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 510 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.1 *Except* 10-23,10-21,11-21,11-20,12-20,12-19,13-19,13-18,1-30,15-18: 2x3 SPF No.2 15-17: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-10 oc purlins, except end verticals, and 2-0-0 oc purlins (4-2-2 max.): 2-9, 10-11. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-30, 3-29, 4-29, 6-25, 7-23, 10-23, 10-21, 1-31 REACTIONS.(lb/size) 31=2651/0-3-8 (req. 0-4-3), 17=2525/0-3-8 (req. 0-3-15) Max Horz 31=-349(LC 4) Max Uplift31=-172(LC 4), 17=-91(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1244/225, 2-3=-2221/301, 3-4=-2220/302, 4-5=-3410/390, 5-6=-3410/390, 6-7=-3410/390, 7-8=-2884/354, 8-9=-2885/354, 9-10=-3347/387, 10-11=-2935/337, 11-12=-3320/355, 12-13=-3418/311, 13-14=-3193/255, 14-15=-3314/230, 1-31=-2630/230, 15-17=-2410/228 BOT CHORD 30-31=-157/291, 30-32=-197/961, 29-32=-197/961, 29-33=-326/3051, 28-33=-326/3051, 27-28=-326/3051, 27-34=-326/3051, 26-34=-326/3051, 25-26=-326/3051, 25-35=-249/3383, 24-35=-249/3383, 24-36=-249/3383, 23-36=-249/3383, 22-23=-93/2964, 21-22=-93/2964, 20-21=-55/2710, 19-20=-75/2808, 18-19=-104/2655, 17-18=-16/696 WEBS 2-30=-1630/277, 2-29=-291/2353, 3-29=-419/172, 4-29=-1571/182, 4-27=0/363, 4-25=-84/685, 6-25=-394/154, 7-24=0/377, 7-23=-1076/231, 9-23=-109/1402, 10-23=-414/143, 10-21=-1200/182, 11-21=-161/1088, 11-20=-51/346, 13-18=-360/73, 1-30=-220/2104, 15-18=-90/1992 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) WARNING: Required bearing size at joint(s) 31, 17 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17 except (jt=lb) 31=172. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.).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. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss T11 Truss Type Roof Special Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219761 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:46 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-yC3VxvjmBEwh48k4okwI9avhzv?4DL9McVz0lOzsVYV 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.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 28_HERITAGE_AT_SPRIN~L Truss T12 Truss Type Piggyback Base Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219762 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:46 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-yC3VxvjmBEwh48k4okwI9avgQvzPDLKMcVz0lOzsVYV Scale = 1:112.1 1 2 3 4 5 6 7 8 9 10 11 12 25 24 23 22 21 20 19 18 17 16 15 14 1326 27 28 29 30 31 6x6 6x8 4x6 6x8 6x10 6x6 3x4 4x6 6x10 6x10 2x4 4x8 2x4 2x4 4x8 4x6 2x4 6x8 4x6 4x8 8x8 4x6 4x6 5-8-8 5-8-8 13-2-3 7-5-11 20-6-11 7-4-7 27-11-2 7-4-7 35-4-13 7-5-11 42-7-11 7-2-14 44-9-6 2-1-11 49-2-15 4-5-9 53-11-0 4-8-1 5-8-8 5-8-8 13-2-3 7-5-11 20-6-11 7-4-7 27-11-2 7-4-7 35-4-13 7-5-11 42-7-11 7-2-14 44-9-6 2-1-11 49-2-15 4-5-9 53-11-0 4-8-1 54-11-0 1-0-0 8-2-57-2-112-0-01-1-012-0-08.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-2-0], [2:0-6-0,0-3-0], [7:0-5-4,0-3-0], [13:0-3-4,0-6-12], [14:0-2-8,0-2-0], [24:0-3-8,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.66 0.59 0.91 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.22 -0.43 0.13 (loc) 18-19 19-21 13 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 481 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.1 *Except* 8-18,8-16,8-15,9-15,10-15,10-14,1-24,11-14: 2x3 SPF No.2 11-13: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-3-5 max.): 2-7, 8-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-24, 2-23, 3-23, 4-23, 4-19, 6-19, 7-19, 8-18, 8-15, 1-25 REACTIONS.(lb/size) 25=2762/0-3-8 (req. 0-4-5), 13=2610/0-3-8 (req. 0-4-2) Max Horz 25=-374(LC 4) Max Uplift25=-113(LC 5), 13=-99(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1550/246, 2-3=-2375/325, 3-4=-2375/325, 4-5=-3173/382, 5-6=-3173/382, 6-7=-3174/382, 7-8=-3481/365, 8-9=-2972/293, 9-10=-3574/315, 10-11=-3458/254, 1-25=-2648/228, 11-13=-2487/226 BOT CHORD 25-26=-181/318, 24-26=-181/318, 24-27=-204/1216, 23-27=-204/1216, 23-28=-259/3046, 22-28=-259/3046, 21-22=-259/3046, 20-21=-259/3046, 20-29=-259/3046, 19-29=-259/3046, 19-30=-66/2840, 18-30=-66/2840, 17-18=-99/3445, 17-31=-99/3445, 16-31=-99/3445, 15-16=-97/3445, 14-15=-100/2764, 13-14=-19/771 WEBS 2-24=-1353/245, 2-23=-271/2149, 3-23=-472/198, 4-23=-1259/142, 4-21=0/417, 4-19=-42/251, 6-19=-463/203, 7-19=-245/776, 7-18=-18/904, 8-18=-831/162, 8-15=-1626/112, 9-15=-128/1632, 10-15=-99/284, 10-14=-376/82, 1-24=-187/2072, 11-14=-83/2022 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) WARNING: Required bearing size at joint(s) 25, 13 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13 except (jt=lb) 25=113. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss T13 Truss Type Piggyback Base Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219763 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:47 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-QOdt8FkOyX2YiIJGMSRXioSpDJEryqJVr9iZIqzsVYU Scale = 1:106.5 1 2 3 4 5 6 7 8 9 10 20 19 18 17 16 15 14 13 12 1121 22 23 24 25 26 6x6 5x8 3x6 5x8 3x6 6x6 3x6 3x4 4x6 6x6 6x8 2x4 3x6 2x4 4x8 4x6 3x6 4x8 4x6 5x10 MT18HS 5-8-8 5-8-8 13-1-9 7-5-1 27-11-12 14-10-2 35-4-13 7-5-1 42-6-4 7-1-7 49-11-0 7-4-12 5-8-8 5-8-8 13-1-9 7-5-1 20-6-10 7-5-1 27-11-12 7-5-1 35-4-13 7-5-1 42-6-4 7-1-7 49-7-11 7-1-7 49-8-8 0-0-13 49-11-0 0-2-8 8-2-512-0-02-3-1412-0-08.00 12 Plate Offsets (X,Y)-- [1:0-2-8,0-2-4], [2:0-6-4,0-2-4], [7:0-5-12,0-2-0], [10:0-2-8,Edge], [11:Edge,0-2-8], [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 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.78 0.96 0.80 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.59 -1.09 0.09 (loc) 15-18 15-18 11 l/defl >999 >545 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 383 lb FT = 20% GRIP 197/144 244/190 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.1 *Except* 10-11,8-13,8-12,1-19,10-12: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (3-1-7 max.): 2-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 13-15. WEBS 1 Row at midpt 2-19, 2-18, 3-18, 4-18, 4-15, 6-15, 7-15, 8-13, 1-20 REACTIONS.(lb/size) 11=2421/Mechanical, 20=2589/0-3-8 (req. 0-4-1) Max Horz 20=-363(LC 4) Max Uplift11=-61(LC 4), 20=-111(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1437/242, 2-3=-2208/299, 3-4=-2208/300, 4-5=-2775/341, 5-6=-2775/341, 6-7=-2775/341, 7-8=-2829/331, 8-9=-2686/238, 9-10=-2905/210, 10-11=-2356/188, 1-20=-2440/222 BOT CHORD 20-21=-205/305, 19-21=-205/305, 19-22=-232/1106, 18-22=-232/1106, 18-23=-298/2629, 17-23=-298/2629, 16-17=-298/2629, 16-24=-298/2629, 15-24=-298/2629, 15-25=-92/2245, 14-25=-92/2245, 13-14=-92/2245, 13-26=-67/2330, 12-26=-67/2330 WEBS 2-19=-1355/219, 2-18=-242/2066, 3-18=-479/200, 4-18=-797/188, 4-15=0/285, 6-15=-478/203, 7-15=-219/1092, 7-13=-52/277, 8-12=-350/126, 1-19=-188/1895, 10-12=-73/2335 NOTES-(13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) WARNING: Required bearing size at joint(s) 20 greater than input bearing size. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11 except (jt=lb) 20=111. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss T14 Truss Type Piggyback Base Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219764 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:48 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-ubBFLal0jrAPKRuTw9ymE??2SjgshH8e3pS7qGzsVYT Scale = 1:117.7 1 2 3 4 5 6 7 8 9 10 11 12 23 22 21 20 19 18 17 16 15 14 1324 25 26 27 6x8 4x6 6x6 4x6 3x4 4x6 2x4 4x6 4x6 4x6 5x8 2x4 4x8 5x8 6x10 4x8 4x6 2x4 5x6 6x10 4x6 4x6 4x6 7-0-13 7-0-13 15-4-14 8-4-1 23-8-15 8-4-1 32-1-0 8-4-1 34-0-8 1-11-8 41-10-0 7-9-8 49-11-0 8-1-0 7-0-13 7-0-13 15-4-14 8-4-1 23-8-15 8-4-1 32-1-0 8-4-1 34-0-8 1-11-8 41-10-0 7-9-8 49-11-0 8-1-0 50-11-0 1-0-0 8-2-512-10-141-1-01-2-1412-10-148.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-2-0], [2:0-5-8,0-3-0], [11:0-5-14,0-1-5], [16:0-6-12,0-3-8], [18:0-3-8,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.56 0.52 0.83 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.35 0.15 (loc) 18-20 18-20 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 470 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.1 *Except* 16-18,9-15,9-13: 2x3 SPF No.2 SLIDER Right 2x6 SP No.1 4-10-1 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-3 oc purlins, except end verticals, and 2-0-0 oc purlins (4-9-9 max.): 2-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-22, 2-20, 3-20, 5-20, 5-18, 5-16, 6-15, 9-15, 1-23 REACTIONS.(lb/size) 23=2477/0-3-8 (req. 0-3-14), 11=2387/0-5-8 Max Horz 23=-360(LC 4) Max Uplift23=-72(LC 5), 11=-76(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1546/251, 2-3=-2086/326, 3-4=-2086/326, 4-5=-2086/326, 5-6=-2435/338, 6-7=-2289/324, 7-8=-2736/329, 8-9=-2856/282, 9-10=-3355/271, 10-11=-3499/237, 1-23=-2332/215 BOT CHORD 23-24=-199/304, 22-24=-199/304, 22-25=-199/1206, 21-25=-199/1206, 20-21=-199/1206, 19-20=-194/2404, 18-19=-194/2404, 15-16=-105/2438, 14-15=-103/2717, 14-26=-103/2717, 13-26=-103/2717, 13-27=-104/2716, 11-27=-104/2716 WEBS 6-16=-135/727, 2-22=-961/227, 2-20=-254/1613, 3-20=-524/222, 5-20=-591/102, 16-18=-195/2416, 6-15=-1011/324, 7-15=-107/1143, 9-15=-559/177, 9-13=0/314, 1-22=-161/1796 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) WARNING: Required bearing size at joint(s) 23 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 23, 11. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss T15 Truss Type Piggyback Base Qty 3 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219765 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:48 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-ubBFLal0jrAPKRuTw9ymE??2ujglhFxe3pS7qGzsVYT Scale = 1:108.1 1 2 3 4 5 6 7 8 9 10 11 12 21 20 19 18 17 16 15 14 1322 23 24 25 26 27 6x6 6x6 4x6 6x6 4x6 3x4 4x8 2x4 4x6 4x6 6x10 4x6 5x12 4x6 6x10 4x8 4x6 2x4 6x10 4x6 4x6 6-6-13 6-6-13 17-3-15 10-9-2 28-1-0 10-9-2 34-6-8 6-5-8 42-1-8 7-7-0 49-11-0 7-9-8 6-6-13 6-6-13 13-8-14 7-2-1 20-10-15 7-2-1 28-1-0 7-2-1 34-6-8 6-5-8 42-1-8 7-7-0 49-11-0 7-9-8 50-11-0 1-0-0 8-2-512-6-141-1-01-2-1412-6-148.00 12 Plate Offsets (X,Y)-- [1:Edge,0-2-8], [11:0-5-14,0-1-5], [16:0-7-8,0-3-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.53 0.53 0.91 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.24 -0.43 0.14 (loc) 18-20 17-18 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 448 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.1 *Except* 9-15,9-13,1-20: 2x3 SPF No.2 SLIDER Right 2x6 SP No.1 4-7-15 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins, except end verticals, and 2-0-0 oc purlins (4-8-0 max.): 2-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-18, 6-15, 9-15, 1-21 2 Rows at 1/3 pts 3-20 REACTIONS.(lb/size) 21=2429/0-3-8 (req. 0-3-13), 11=2401/0-5-8 Max Horz 21=-352(LC 4) Max Uplift21=-87(LC 5), 11=-74(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1473/244, 2-3=-1166/246, 3-4=-2208/316, 4-5=-2725/357, 5-6=-2725/357, 6-7=-2344/320, 7-8=-2804/326, 8-9=-2922/294, 9-10=-3387/272, 10-11=-3526/239, 1-21=-2319/211 BOT CHORD 21-22=-191/296, 20-22=-191/296, 20-23=-250/1947, 19-23=-250/1947, 19-24=-250/1947, 18-24=-250/1947, 16-25=-192/2735, 15-25=-194/2726, 14-15=-108/2740, 14-26=-108/2740, 13-26=-108/2740, 13-27=-108/2739, 11-27=-108/2739 WEBS 6-16=-44/332, 2-20=-5/466, 3-20=-1590/273, 3-18=-42/949, 4-18=-872/198, 16-18=-246/2455, 4-16=-28/500, 6-15=-871/269, 7-15=-47/1114, 9-15=-516/174, 9-13=0/285, 1-20=-164/1788 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) WARNING: Required bearing size at joint(s) 21 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 21, 11. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss T16 Truss Type Piggyback Base Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219766 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:49 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-MnldZwmeU9IGxbTfTsT0nDXE760vQi6oITBgMjzsVYS Scale = 1:113.8 1 2 3 4 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 1425 26 27 28 29 30 6x8 6x6 6x6 4x6 6x6 4x6 3x4 4x6 2x4 4x6 4x6 6x8 5x6 4x8 4x8 5x8 6x10 4x8 4x6 2x4 6x6 6x10 4x6 4x6 4-8-8 4-8-8 10-2-8 5-6-0 12-0-13 1-10-5 20-0-15 8-0-1 28-1-0 8-0-1 34-6-8 6-5-8 42-1-8 7-7-0 49-11-0 7-9-8 4-8-8 4-8-8 10-2-8 5-6-0 12-0-13 1-10-5 20-0-15 8-0-1 28-1-0 8-0-1 34-6-8 6-5-8 42-1-8 7-7-0 49-11-0 7-9-8 50-11-0 1-0-0 8-2-511-4-012-6-141-1-01-2-1412-6-148.00 12 Plate Offsets (X,Y)-- [1:Edge,0-2-8], [2:0-5-8,0-3-0], [12:0-5-14,0-1-5], [17:0-7-0,0-3-8], [19:0-3-8,0-2-8], [23:0-3-8,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.50 0.54 0.91 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.20 -0.38 0.16 (loc) 19-21 19-21 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 485 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.1 *Except* 17-19,10-16,10-14,1-23: 2x3 SPF No.2 SLIDER Right 2x6 SP No.1 4-7-15 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-15 oc purlins, except end verticals, and 2-0-0 oc purlins (4-7-2 max.): 2-3, 4-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-23, 3-22, 5-21, 5-19, 5-17, 7-16, 10-16, 1-24 REACTIONS.(lb/size) 24=2437/0-3-8 (req. 0-3-13), 12=2419/0-5-8 Max Horz 24=-351(LC 4) Max Uplift24=-84(LC 4), 12=-74(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1221/225, 2-3=-1745/273, 3-4=-2144/329, 4-5=-1826/299, 5-6=-2767/356, 6-7=-2767/356, 7-8=-2370/319, 8-9=-2836/325, 9-10=-2954/293, 10-11=-3417/271, 11-12=-3556/238, 1-24=-2336/212 BOT CHORD 24-25=-191/294, 23-25=-191/294, 23-26=-170/940, 22-26=-170/940, 21-22=-190/1765, 20-21=-194/2402, 20-27=-194/2402, 19-27=-194/2402, 17-28=-160/2777, 16-28=-161/2768, 15-16=-107/2765, 15-29=-107/2765, 14-29=-107/2765, 14-30=-108/2764, 12-30=-108/2764 WEBS 7-17=-23/343, 2-23=-1336/216, 2-22=-201/1817, 3-22=-1551/195, 3-21=-79/429, 4-21=-76/805, 5-21=-1129/176, 17-19=-195/2416, 5-17=-52/652, 7-16=-901/250, 8-16=-47/1135, 10-16=-519/174, 10-14=0/286, 1-23=-153/1839 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) WARNING: Required bearing size at joint(s) 24 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 24, 12. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss T17 Truss Type Piggyback Base Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219767 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:50 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-qzJ?mGnGFSQ7Zl2r1a?FJQ4NGWM699UxX7xDu9zsVYR Scale = 1:113.8 1 2 3 4 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 1425 26 27 28 29 30 6x6 8x8 6x6 6x6 4x6 6x6 4x6 3x4 4x6 2x4 4x6 4x6 6x6 8x8 4x8 4x8 5x8 6x10 4x8 4x6 2x4 6x10 4x6 4x6 1-2-8 1-2-8 6-8-8 5-6-0 12-0-13 5-4-5 20-0-15 8-0-1 28-1-0 8-0-1 34-6-8 6-5-8 42-1-8 7-7-0 49-11-0 7-9-8 1-2-8 1-2-8 6-8-8 5-6-0 12-0-13 5-4-5 20-0-15 8-0-1 28-1-0 8-0-1 34-6-8 6-5-8 42-1-8 7-7-0 49-11-0 7-9-8 50-11-0 1-0-0 8-2-59-0-012-6-141-1-01-2-1412-6-148.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-2-0], [2:0-6-0,0-3-0], [12:0-5-14,0-1-5], [17:0-7-0,0-3-8], [19:0-3-8,0-2-8], [22:0-3-8,0-4-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.60 0.54 0.90 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.21 -0.41 0.16 (loc) 19-21 19-21 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 459 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.1 *Except* 2-22,3-21,17-19,10-16,10-14,1-23: 2x3 SPF No.2 SLIDER Right 2x6 SP No.1 4-7-15 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-13 oc purlins, except end verticals, and 2-0-0 oc purlins (4-7-0 max.): 2-3, 4-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-23, 3-22, 5-21, 5-19, 5-17, 7-16, 10-16, 1-24 REACTIONS.(lb/size) 24=2442/0-3-8 (req. 0-3-13), 12=2426/0-5-8 Max Horz 24=-352(LC 4) Max Uplift24=-100(LC 4), 12=-74(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-436/176, 2-3=-1607/220, 3-4=-2287/308, 4-5=-1848/296, 5-6=-2780/354, 6-7=-2780/354, 7-8=-2379/317, 8-9=-2847/324, 9-10=-2964/291, 10-11=-3428/270, 11-12=-3566/237, 1-24=-2191/215 BOT CHORD 23-24=-190/293, 23-25=-185/276, 22-25=-185/276, 22-26=-204/1639, 21-26=-204/1639, 20-21=-194/2417, 20-27=-194/2417, 19-27=-194/2417, 17-28=-160/2790, 16-28=-161/2780, 15-16=-106/2773, 15-29=-106/2773, 14-29=-106/2773, 14-30=-106/2772, 12-30=-106/2772 WEBS 7-17=-23/350, 2-23=-1970/247, 2-22=-176/2513, 3-22=-1862/211, 3-21=-103/458, 4-21=-41/823, 5-21=-1119/199, 17-19=-195/2431, 5-17=-61/648, 7-16=-909/250, 8-16=-46/1141, 10-16=-518/174, 10-14=0/285, 1-23=-128/1845 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) WARNING: Required bearing size at joint(s) 24 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 24, 12. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss T18 Truss Type Piggyback Base Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219768 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:50 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-qzJ?mGnGFSQ7Zl2r1a?FJQ4IKWM999VxX7xDu9zsVYR Scale = 1:113.8 1 2 3 4 5 6 7 8 9 10 11 12 22 21 20 19 18 17 16 15 14 1323 24 25 26 27 3x4 10x10 6x6 6x6 4x6 6x6 4x6 4x6 2x4 4x6 4x6 10x10 4x8 4x8 5x8 6x10 4x8 4x6 2x4 6x10 4x6 4x6 3-2-8 3-2-8 12-0-13 8-10-5 20-0-15 8-0-1 28-1-0 8-0-1 34-6-8 6-5-8 42-1-8 7-7-0 49-11-0 7-9-8 3-2-8 3-2-8 12-0-13 8-10-5 20-0-15 8-0-1 28-1-0 8-0-1 34-6-8 6-5-8 42-1-8 7-7-0 49-11-0 7-9-8 50-11-0 1-0-0 6-8-012-6-141-1-01-2-1412-6-148.00 12 Plate Offsets (X,Y)-- [11:0-5-14,0-1-5], [16:0-7-0,0-3-8], [18:0-3-8,0-2-8], [21:0-2-8,0-5-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.92 0.53 0.90 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.19 -0.38 0.16 (loc) 18-20 17-18 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 434 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.1 *Except* 1-22: 2x4 SPF-S Stud, 1-21,2-21,16-18,9-15,9-13: 2x3 SPF No.2 SLIDER Right 2x6 SP No.1 4-7-15 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-1 oc purlins, except end verticals, and 2-0-0 oc purlins (4-7-3 max.): 1-2, 3-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-22, 2-21, 4-20, 4-18, 4-16, 6-15, 9-15 REACTIONS.(lb/size) 22=2349/0-3-8 (req. 0-3-11), 11=2412/0-5-8 Max Horz 22=-333(LC 4) Max Uplift22=-16(LC 5), 11=-75(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-2331/176, 1-2=-1100/154, 2-3=-2319/284, 3-4=-1821/299, 4-5=-2753/355, 5-6=-2753/355, 6-7=-2360/318, 7-8=-2824/324, 8-9=-2942/291, 9-10=-3406/270, 10-11=-3545/237 BOT CHORD 21-22=-208/287, 21-23=-218/1134, 20-23=-218/1134, 19-20=-195/2380, 19-24=-195/2380, 18-24=-195/2380, 16-25=-160/2763, 15-25=-162/2754, 14-15=-106/2756, 14-26=-106/2756, 13-26=-106/2756, 13-27=-107/2755, 11-27=-107/2755 WEBS 6-16=-23/332, 1-21=-181/2534, 2-21=-2069/244, 2-20=-135/835, 3-20=-8/760, 4-20=-1118/223, 16-18=-196/2395, 4-16=-66/660, 6-15=-894/251, 7-15=-47/1130, 9-15=-520/174, 9-13=0/286 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) WARNING: Required bearing size at joint(s) 22 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22, 11. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss T19 Truss Type Piggyback Base Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219769 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:51 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-IAtO_cnu?mZzBvd2bHWUsedYhwiNueJ5lngnRbzsVYQ Scale = 1:110.6 1 2 3 4 5 6 7 8 9 10 11 12 22 21 20 19 18 17 16 15 14 1323 24 25 26 27 6x6 6x8 4x6 6x8 4x6 3x4 4x6 2x4 2x4 6x10 4x6 4x6 4x8 4x6 6x10 4x6 4x6 4x6 2x4 6x10 4x6 4x6 6-1-11 6-1-11 12-0-13 5-11-3 20-0-15 8-0-1 28-1-0 8-0-1 34-6-8 6-5-8 42-1-8 7-7-0 49-11-0 7-9-8 6-1-11 6-1-11 12-0-13 5-11-3 20-0-15 8-0-1 28-1-0 8-0-1 34-6-8 6-5-8 42-1-8 7-7-0 49-11-0 7-9-8 50-11-0 1-0-0 4-6-512-6-141-1-01-2-1412-6-148.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-2-0], [3:0-5-4,0-3-0], [7:0-5-4,0-3-0], [11:0-5-14,0-1-5], [16:0-3-8,0-3-0], [21:0-2-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.63 0.54 0.80 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.32 0.15 (loc) 15-16 15-16 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 428 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.1 *Except* 2-21,2-20,16-18,9-15,9-13,1-21: 2x3 SPF No.2, 1-22: 2x4 SPF-S Stud SLIDER Right 2x6 SP No.1 4-7-15 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-8-7 max.): 3-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-17, 2-21, 3-20, 3-18, 4-18, 4-16, 9-15, 1-22 REACTIONS.(lb/size) 22=2335/0-3-8 (req. 0-3-11), 11=2412/0-5-8 Max Horz 22=-307(LC 4) Max Uplift22=-25(LC 6), 11=-78(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1962/216, 2-3=-2295/316, 3-4=-2355/346, 4-5=-2654/358, 5-6=-2654/358, 6-7=-2653/356, 7-8=-2822/328, 8-9=-2941/295, 9-10=-3406/273, 10-11=-3545/240, 1-22=-2280/191 BOT CHORD 21-22=-232/279, 21-23=-214/1576, 20-23=-214/1576, 19-20=-187/1820, 19-24=-187/1820, 18-24=-187/1820, 16-25=-32/2351, 15-25=-32/2351, 14-15=-109/2756, 14-26=-109/2756, 13-26=-109/2756, 13-27=-109/2755, 11-27=-109/2755 WEBS 6-16=-432/190, 2-21=-883/116, 2-20=-159/505, 3-18=-212/1042, 4-18=-957/276, 16-18=-200/2336, 4-16=-75/547, 7-16=-242/715, 7-15=-7/627, 9-15=-522/173, 9-13=0/287, 1-21=-72/1896 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) WARNING: Required bearing size at joint(s) 22 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22, 11. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss T20 Truss Type Piggyback Base Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219770 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:52 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-mMRmByoWm4hqo3BE9?1jPr9meK0ad2?E_RQKz2zsVYP Scale = 1:111.7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 25 24 23 22 21 20 19 18 17 162627 28 4x6 8x8 4x6 6x8 4x6 8x10 4x6 4x6 6x8 2x4 2x4 4x6 2x4 2x4 6x10 4x6 2x4 4x8 6x16 4x6 4x6 4x6 2x4 6x10 4x6 4x6 10-10-0 10-10-0 14-8-13 3-10-13 23-2-15 8-6-1 31-9-0 8-6-1 39-2-8 7-5-8 46-3-8 7-1-0 53-7-0 7-3-8 5-6-4 5-6-4 10-10-0 5-3-12 14-8-13 3-10-13 23-2-15 8-6-1 31-9-0 8-6-1 39-2-8 7-5-8 46-3-8 7-1-0 53-7-0 7-3-8 54-7-0 1-0-0 1-1-010-10-1411-10-141-1-00-2-1411-10-148.00 12 Plate Offsets (X,Y)-- [1:0-0-4,0-3-6], [6:0-5-12,0-4-0], [10:0-4-4,0-3-0], [14:0-6-6,Edge], [17:0-2-8,0-2-0], [19:0-3-0,0-3-0], [23:0-3-8,0-2-0], [25:0-2-8,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.42 0.60 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.21 -0.43 0.21 (loc) 21-23 17-19 14 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 444 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x3 SPF No.2 *Except* 9-20,6-25,6-23,6-21,7-21,7-19,10-19: 2x4 SP No.1 SLIDER Left 2x4 SPF-S Stud 3-3-10, Right 2x6 SP No.1 4-4-5 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-1 oc purlins, except 2-0-0 oc purlins (4-3-13 max.): 6-10. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-24, 9-20, 6-23, 6-21, 7-21, 7-19, 12-17 REACTIONS.(lb/size) 1=2356/0-3-8 (req. 0-3-11), 14=2477/0-5-8 Max Horz 1=241(LC 5) Max Uplift1=-44(LC 6), 14=-73(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3504/300, 2-3=-3404/333, 3-4=-3280/305, 4-5=-3221/334, 5-6=-3287/444, 6-7=-2842/381, 7-8=-3103/394, 8-9=-3103/394, 9-10=-3103/392, 10-11=-3091/347, 11-12=-3172/304, 12-13=-3511/296, 13-14=-3642/265 BOT CHORD 1-25=-282/2715, 22-23=-197/2320, 22-26=-197/2320, 21-26=-197/2320, 19-27=-49/2572, 18-27=-49/2572, 17-18=-49/2572, 16-17=-132/2832, 16-28=-133/2832, 14-28=-133/2832 WEBS 5-25=-313/164, 9-19=-484/209, 23-25=-205/2377, 6-25=-181/1027, 6-21=-222/979, 7-21=-902/290, 19-21=-227/2811, 7-19=-87/473, 10-19=-247/1005, 10-17=0/543, 12-17=-344/164 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) WARNING: Required bearing size at joint(s) 1 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 14. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss T21 Truss Type Piggyback Base Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219771 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:53 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-EY?8PIp9XNphQDmQiiYyx3iwvkNeMVGOD59tVUzsVYO Scale = 1:130.3 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 1627 28 29 4x6 8x8 4x6 6x8 4x6 8x8 4x6 4x6 2x4 2x4 4x6 2x4 2x4 6x10 4x6 4x6 2x4 5x12 6x8 6x16 4x6 4x6 4x6 2x4 8x10 4x6 4x6 6-6-12 6-6-12 12-10-0 6-3-4 14-8-13 1-10-13 23-2-15 8-6-1 31-9-0 8-6-1 39-2-8 7-5-8 46-3-0 7-0-8 53-7-0 7-4-0 6-6-12 6-6-12 12-10-0 6-3-4 14-8-13 1-10-13 23-2-15 8-6-1 31-9-0 8-6-1 39-2-8 7-5-8 46-3-0 7-0-8 53-7-0 7-4-0 54-7-0 1-0-0 1-1-010-10-1411-10-141-1-00-2-1411-10-148.00 12 Plate Offsets (X,Y)-- [1:0-0-12,0-3-14], [6:0-5-8,0-3-12], [10:0-4-4,0-3-0], [14:Edge,0-4-2], [17:0-2-8,0-2-0], [19:0-3-0,0-3-0], [23:0-3-8,0-2-8], [25:0-2-8,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.45 0.55 0.96 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.21 -0.45 0.22 (loc) 17-19 20-21 14 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 443 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x3 SPF No.2 *Except* 9-20,6-25,6-23,6-21,7-21,7-19,10-19: 2x4 SP No.1 SLIDER Left 2x4 SPF-S Stud 3-11-1, Right 2x4 SPF-S Stud 4-4-10 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins, except 2-0-0 oc purlins (4-3-13 max.): 6-10. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 23-24. WEBS 1 Row at midpt 5-24, 9-20, 6-23, 6-21, 7-21, 7-19, 12-17 REACTIONS.(lb/size) 1=2356/0-3-8 (req. 0-3-11), 14=2479/Mechanical Max Horz 1=240(LC 5) Max Uplift1=-44(LC 6), 14=-73(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3566/262, 2-3=-3448/292, 3-4=-3198/311, 4-5=-3122/350, 5-6=-3148/429, 6-7=-2837/381, 7-8=-3104/395, 8-9=-3104/395, 9-10=-3104/392, 10-11=-3092/348, 11-12=-3172/305, 12-13=-3511/297, 13-14=-3643/265 BOT CHORD 1-26=-252/2767, 25-26=-252/2768, 22-23=-199/2330, 22-27=-199/2330, 21-27=-199/2330, 19-28=-49/2573, 18-28=-49/2573, 17-18=-49/2573, 16-17=-132/2831, 16-29=-133/2831, 14-29=-133/2831 WEBS 5-25=-264/139, 9-19=-487/209, 23-25=-221/2605, 6-25=-177/1455, 6-23=-670/168, 6-21=-223/960, 7-21=-905/289, 19-21=-226/2807, 7-19=-87/480, 10-19=-247/1005, 10-17=0/544, 12-17=-343/165 NOTES-(12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) WARNING: Required bearing size at joint(s) 1 greater than input bearing size. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 14. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss T22 Truss Type Piggyback Base Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219772 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:54 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-jlYWceqnIhxY2MLdGQ3BUGF_57e65yHXSlvR1wzsVYN Scale = 1:121.8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 31 30 29 28 27 26 25 24 23 22 21 20 19 18 1732 33 34 35 3x8 3x6 4x6 8x8 4x6 6x6 4x6 12x20 8x10 2x4 2x4 4x6 4x6 4x6 4x6 4x6 10x10 4x8 2x4 2x4 4x8 4x8 4x6 4x8 3x6 8x8 4x6 0-11-0 0-11-0 1-7-8 0-8-8 6-1-0 4-5-8 10-6-8 4-5-8 15-0-0 4-5-8 16-0-13 1-0-13 24-3-2 8-2-5 32-4-3 8-1-1 40-6-8 8-2-5 47-7-8 7-1-0 54-11-0 7-3-8 -1-0-0 1-0-0 0-11-0 0-11-0 1-7-8 0-8-8 6-1-0 4-5-8 10-6-8 4-5-8 15-0-0 4-5-8 16-0-13 1-0-13 24-3-2 8-2-5 32-4-3 8-1-1 40-6-8 8-2-5 47-7-8 7-1-0 54-11-0 7-3-8 1-3-511-11-142-3-140-1-01-0-011-10-148.00 12 9.75 12 Plate Offsets (X,Y)-- [9:0-5-4,0-3-0], [18:0-2-8,0-2-0], [24:0-3-8,0-5-0], [26:0-3-12,0-3-8], [27:0-2-8,0-2-0], [28:0-2-8,0-2-0], [29:0-6-12,0-8-4], [31:0-3-5,0-1-8] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.87 0.85 0.98 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.53 0.35 (loc) 21-23 21-23 17 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 471 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 *Except* 29-31: 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 2-31,16-17: 2x4 SPF-S Stud 8-25,24-26,9-24,9-23,10-23,12-23,12-21,12-19,13-19,3-29: 2x4 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins, except end verticals, and 2-0-0 oc purlins (4-2-13 max.): 9-13. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 8-25, 7-26, 9-24, 9-23, 10-23, 12-23, 12-19, 14-19 REACTIONS.(lb/size) 31=2586/0-3-8 (req. 0-4-1), 17=2610/Mechanical Max Horz 31=304(LC 5) Max Uplift31=-84(LC 6), 17=-37(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-31=-1240/171, 2-3=-805/126, 3-4=-4588/432, 4-5=-4382/307, 5-6=-4357/328, 6-7=-3996/352, 7-8=-3635/382, 8-9=-3175/398, 9-10=-3207/390, 10-11=-3207/390, 11-12=-3207/390, 12-13=-2531/336, 13-14=-3151/351, 14-15=-3007/261, 15-16=-3153/233, 16-17=-2535/207 BOT CHORD 30-31=-473/1327, 29-30=-478/1569, 28-29=-631/4096, 27-28=-383/3629, 26-27=-315/3273, 24-32=-252/2699, 23-32=-252/2699, 23-33=-218/3217, 22-33=-218/3217, 21-22=-218/3217, 21-34=-218/3217, 20-34=-218/3217, 19-20=-218/3217, 19-35=-90/2532, 18-35=-90/2532 WEBS 25-26=-570/0, 8-26=-59/496, 4-29=-276/163, 4-28=-476/253, 6-28=-4/276, 6-27=-464/118, 7-27=-13/407, 7-26=-651/146, 24-26=-316/3509, 9-26=-181/1755, 9-24=-1348/251, 9-23=-244/1008, 10-23=-488/211, 12-21=0/482, 12-19=-1293/237, 13-19=-57/1249, 14-18=-436/122, 16-18=-104/2519, 3-31=-2219/159, 3-30=-370/18, 3-29=-290/3175 NOTES-(13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) WARNING: Required bearing size at joint(s) 31 greater than input bearing size. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 31 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 31, 17. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss T22 Truss Type Piggyback Base Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219772 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:54 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-jlYWceqnIhxY2MLdGQ3BUGF_57e65yHXSlvR1wzsVYN 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 28_HERITAGE_AT_SPRIN~L Truss T23 Truss Type Piggyback Base Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219773 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:55 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Bx6up_qP3?3PfWwpq7aQ0Un9MX10qRnggPe_aMzsVYM Scale = 1:115.2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 29 28 27 26 25 24 23 22 21 20 19 18 17 16303132 3x8 3x6 4x6 6x6 6x6 6x6 4x6 12x20 6x10 6x6 2x4 8x16 4x6 4x6 4x10 4x8 4x6 4x6 4x8 4x6 4x8 3x6 8x8 4x6 0-11-0 0-11-0 1-7-8 0-8-8 8-4-9 6-9-1 15-0-0 6-7-7 22-8-10 7-8-10 30-3-10 7-7-0 31-4-8 1-0-14 40-4-13 9-0-5 47-6-10 7-1-14 54-11-0 7-4-6 -1-0-0 1-0-0 0-11-0 0-11-0 1-7-8 0-8-8 8-4-9 6-9-1 15-1-10 6-9-1 22-8-10 7-7-0 30-3-10 7-7-0 31-4-8 1-0-14 35-10-10 4-6-2 40-4-13 4-6-2 47-6-10 7-1-14 54-11-0 7-4-6 1-3-511-4-712-1-02-3-140-1-01-0-012-0-08.00 12 9.75 12 Plate Offsets (X,Y)-- [7:0-3-0,0-3-8], [17:0-2-8,0-2-0], [21:0-7-8,0-4-8], [23:0-3-8,0-2-0], [25:0-4-0,0-2-8], [26:0-2-8,0-2-0], [27:0-7-0,0-8-4], [29:0-3-5,0-1-8] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.84 0.68 0.84 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.55 0.30 (loc) 22-23 22-23 16 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 492 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 *Except* 27-29: 2x4 SP No.1 WEBS 2x4 SP No.1 *Except* 2-29,15-16: 2x4 SPF-S Stud 3-29,3-28,4-27,4-26,5-26,5-25,13-18,13-17,15-17: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins, except end verticals, and 2-0-0 oc purlins (3-11-6 max.): 7-9, 10-12. BOT CHORD Structural wood sheathing directly applied or 9-4-10 oc bracing. WEBS 1 Row at midpt 5-25, 8-25, 8-23, 8-22, 9-22, 9-20, 11-18, 13-18 REACTIONS.(lb/size) 29=2457/0-3-8 (req. 0-3-14), 16=2528/Mechanical Max Horz 29=291(LC 5) Max Uplift29=-79(LC 6), 16=-38(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-29=-1189/175, 2-3=-768/122, 3-4=-4359/394, 4-5=-3994/328, 5-6=-3437/332, 6-7=-3314/373, 7-8=-2727/351, 8-9=-3197/386, 9-10=-3412/426, 10-11=-3039/383, 11-12=-2427/334, 12-13=-3031/349, 13-14=-2903/261, 14-15=-3053/233, 15-16=-2452/207 BOT CHORD 28-29=-451/1255, 27-28=-438/1466, 26-27=-602/3933, 25-26=-318/3279, 23-30=-248/3149, 22-30=-248/3149, 21-22=-186/3200, 20-21=-186/3200, 20-31=-131/2755, 19-31=-131/2755, 18-19=-131/2755, 18-32=-90/2450, 17-32=-90/2450 WEBS 7-25=-79/1459, 3-29=-2094/147, 3-28=-322/0, 4-27=-288/173, 4-26=-659/285, 5-26=0/397, 5-25=-674/166, 23-25=-251/3121, 8-25=-837/241, 9-22=-256/85, 9-20=-1593/236, 10-20=-142/1314, 11-20=-98/871, 11-18=-1030/235, 12-18=-77/1226, 13-17=-415/121, 15-17=-104/2433, 3-27=-275/3068 NOTES-(13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) WARNING: Required bearing size at joint(s) 29 greater than input bearing size. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 29 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 29, 16. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss T23 Truss Type Piggyback Base Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219773 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:55 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Bx6up_qP3?3PfWwpq7aQ0Un9MX10qRnggPe_aMzsVYM 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 28_HERITAGE_AT_SPRIN~L Truss T24 Truss Type Roof Special Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219774 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:56 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-f7gH1Jr1qIBGHgV?Or5fZhKK9xMbZuzqv3OY6pzsVYL Scale = 1:110.7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 30 29 28 27 26 25 24 23 22 21 20 19 18 17 1631 32 33 3x8 3x6 6x8 6x10 6x6 6x6 4x6 12x20 6x10 2x4 2x4 5x6 4x6 4x6 4x6 6x16 4x6 2x4 4x8 4x6 4x8 4x6 4x8 3x6 8x8 4x6 0-11-0 0-11-0 1-7-8 0-8-8 6-7-9 5-0-1 11-7-10 5-0-1 15-0-0 3-4-6 20-10-13 5-10-13 26-9-10 5-10-13 31-1-10 4-4-0 40-7-11 9-6-1 47-8-1 7-0-6 54-11-0 7-2-14 -1-0-0 1-0-0 0-11-0 0-11-0 1-7-8 0-8-8 6-7-9 5-0-1 11-7-10 5-0-1 15-0-0 3-4-6 20-10-13 5-10-13 26-9-10 5-10-13 31-1-10 4-4-0 35-10-10 4-9-1 40-7-11 4-9-1 47-8-1 7-0-6 54-11-0 7-2-14 1-3-59-0-711-11-12-3-140-1-01-0-011-10-18.00 12 9.75 12 Plate Offsets (X,Y)-- [6:0-5-0,0-3-0], [8:0-2-8,0-2-0], [17:0-2-8,0-2-0], [25:0-4-12,0-2-8], [26:0-2-8,0-2-0], [27:0-2-8,0-2-0], [28:0-7-0,0-8-4], [30:0-3-5,0-1-8] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.83 0.72 0.84 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.29 -0.62 0.30 (loc) 22-23 22-23 16 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 447 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 *Except* 28-30: 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 2-30,15-16: 2x4 SPF-S Stud 3-28,23-25,9-20,10-20,11-20,11-18,12-18: 2x4 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-1 oc purlins, except end verticals, and 2-0-0 oc purlins (3-9-12 max.): 6-9, 10-12. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-24, 8-25, 8-23, 9-23, 9-20, 11-18, 13-18 REACTIONS.(lb/size) 30=2468/0-3-8 (req. 0-3-14), 16=2545/Mechanical Max Horz 30=303(LC 5) Max Uplift30=-165(LC 6), 16=-36(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-30=-1188/196, 2-3=-768/133, 3-4=-4367/383, 4-5=-4119/333, 5-6=-3696/362, 6-7=-3577/378, 7-8=-3577/380, 8-9=-3870/407, 9-10=-3742/414, 10-11=-3103/377, 11-12=-2460/329, 12-13=-3067/344, 13-14=-2919/258, 14-15=-3061/230, 15-16=-2467/204 BOT CHORD 29-30=-399/1262, 28-29=-387/1491, 27-28=-421/3901, 26-27=-237/3405, 25-26=-127/3000, 23-31=-182/4165, 22-31=-182/4165, 21-22=-183/4163, 20-21=-183/4163, 20-32=-48/2823, 19-32=-48/2823, 18-19=-48/2823, 18-33=-88/2457, 17-33=-88/2457 WEBS 3-30=-2110/132, 3-29=-349/3, 3-28=-244/3028, 4-28=-256/171, 4-27=-504/247, 5-27=0/294, 5-26=-526/141, 6-26=-34/447, 6-25=-172/1403, 23-25=-173/3901, 8-25=-484/132, 9-23=-608/26, 9-20=-2317/276, 10-20=-133/1712, 11-20=-60/815, 11-18=-1067/154, 12-18=-76/1261, 13-17=-446/118, 15-17=-103/2444 NOTES-(13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) WARNING: Required bearing size at joint(s) 30 greater than input bearing size. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 30 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16 except (jt=lb) 30=165. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.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. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss T24 Truss Type Roof Special Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219774 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:56 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-f7gH1Jr1qIBGHgV?Or5fZhKK9xMbZuzqv3OY6pzsVYL 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 28_HERITAGE_AT_SPRIN~L Truss T25 Truss Type Roof Special Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219775 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:57 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-7KEfEfsfbcJ7vq4BxYdu6vtYNLjnIKbz8j75eFzsVYK Scale = 1:105.3 1 2 3 4 5 6 7 8 9 10 11 12 26 25 24 23 22 21 20 19 18 17 16 15 14 1327 28 3x8 3x6 6x8 6x10 8x8 6x6 6x6 12x20 6x10 2x4 2x4 4x6 4x6 6x18 MT18HS 8x8 2x4 4x8 5x8 4x6 4x8 3x4 4x6 0-11-0 0-11-0 1-7-8 0-8-8 8-7-12 7-0-4 15-0-0 6-4-4 23-9-12 8-9-12 28-1-12 4-4-0 35-10-10 7-8-14 43-7-9 7-8-14 49-2-0 5-6-8 54-11-0 5-9-0 -1-0-0 1-0-0 0-11-0 0-11-0 1-7-8 0-8-8 8-7-12 7-0-4 15-0-0 6-4-4 23-9-12 8-9-12 28-1-12 4-4-0 35-10-10 7-8-14 43-7-9 7-8-14 49-2-0 5-6-8 54-11-0 5-9-0 1-3-57-0-89-11-32-3-140-1-01-0-09-10-38.00 12 9.75 12 Plate Offsets (X,Y)-- [5:0-5-8,0-3-0], [8:0-4-0,0-2-13], [12:0-2-12,0-2-0], [14:0-2-8,0-2-0], [20:0-2-8,0-3-0], [22:0-4-0,0-2-8], [23:0-2-8,0-2-0], [24:0-7-4,0-8-4], [26:0-3-5,0-1-8] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.68 0.66 0.94 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.37 -0.87 0.36 (loc) 20-21 20-21 13 l/defl >999 >751 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 402 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 *Except* 24-26: 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 2-26,7-19,12-13: 2x4 SPF-S Stud, 3-24,20-22,9-19,9-15: 2x4 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins, except end verticals, and 2-0-0 oc purlins (2-11-12 max.): 5-7, 8-10. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-22, 9-19, 9-15 2 Rows at 1/3 pts 7-19 REACTIONS.(lb/size) 26=2377/0-8-13, 13=2419/Mechanical Max Horz 26=256(LC 5) Max Uplift26=-155(LC 6), 13=-55(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-26=-1160/192, 2-3=-746/128, 3-4=-4222/361, 4-5=-3810/338, 5-6=-4678/475, 6-7=-4678/477, 7-8=-4337/459, 8-9=-3582/413, 9-10=-2393/313, 10-11=-2954/334, 11-12=-2725/249, 12-13=-2347/204 BOT CHORD 25-26=-358/1211, 24-25=-329/1395, 23-24=-438/3855, 22-23=-153/3109, 19-20=-303/4983, 18-19=-133/3360, 18-27=-133/3360, 17-27=-133/3360, 16-17=-133/3360, 16-28=-133/3360, 15-28=-133/3360, 14-15=-97/2190 WEBS 6-22=-479/227, 3-26=-2018/118, 3-25=-277/0, 3-24=-288/3022, 4-24=-337/142, 4-23=-756/295, 5-23=0/411, 5-22=-262/2070, 20-22=-304/4950, 7-22=-548/17, 7-20=-460/135, 7-19=-2518/275, 8-19=-143/1993, 9-19=-83/407, 9-17=0/435, 9-15=-1598/155, 10-15=-67/1201, 11-15=-134/400, 11-14=-655/111, 12-14=-118/2238 NOTES-(14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 24 = 16% 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 26 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13 except (jt=lb) 26=155. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss T25 Truss Type Roof Special Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219775 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:57 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-7KEfEfsfbcJ7vq4BxYdu6vtYNLjnIKbz8j75eFzsVYK 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 28_HERITAGE_AT_SPRIN~L Truss T26 Truss Type Half Hip Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219776 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:58 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-bWo1S?tHMwR_W_fOVF87e6PpOlCr1?a7MNteAhzsVYJ Scale = 1:23.4 1 2 3 6 4 5 3x4 3x4 3x6 1-5-5 1-5-5 2-1-5 0-8-0 2-2-0 0-0-11 -1-0-0 1-0-0 1-5-5 1-5-5 2-2-0 0-8-11 1-7-03-3-314.00 12 Plate Offsets (X,Y)-- [3:0-1-5,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.28 0.10 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.02 (loc) 6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=41/Mechanical, 6=167/0-3-8, 5=17/Mechanical Max Horz 6=85(LC 6) Max Uplift4=-48(LC 7), 5=-21(LC 6) Max Grav 4=41(LC 1), 6=167(LC 1), 5=37(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss TG01 Truss Type Hip Girder Qty 1 Ply 3 28 Heritage at spring mill Job Reference (optional) I32219777 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:58 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-bWo1S?tHMwR_W_fOVF87e6PnRl831u47MNteAhzsVYJ Scale: 3/8"=1' 1 2 3 4 5 6 11 10 9 8 7 12 13 14 15 16 17 18 19 20 21 22 5x10 MT18HS 10x16 MT18HS 10x16 MT18HS 3x6 3x6 8x8 12x12 2x4 8x8 5x10 MT18HS 1-7-11 1-7-11 7-5-8 5-9-13 13-3-5 5-9-13 14-11-0 1-7-11 1-7-11 1-7-11 7-5-8 5-9-13 13-3-5 5-9-13 14-11-0 1-7-11 15-11-0 1-0-0 1-7-03-6-01-7-03-6-014.00 12 Plate Offsets (X,Y)-- [1:Edge,0-2-0], [2:1-0-12,0-1-8], [4:1-0-12,0-1-8], [5:Edge,0-2-0], [8:0-3-8,0-5-8], [10:0-3-8,0-5-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.40 0.34 0.48 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.09 -0.19 0.01 (loc) 9-10 9-10 7 l/defl >999 >908 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 320 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x8 SP 2400F 2.0E WEBS 2x4 SP No.1 *Except* 2-10,3-9,4-8: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 11=11252/0-3-8 (req. 0-5-14), 7=6957/0-3-8 (req. 0-3-10) Max Horz 11=-105(LC 3) Max Uplift11=-857(LC 3), 7=-1480(LC 6) Max Grav 11=11252(LC 9), 7=6957(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8160/637, 2-12=-12148/1517, 12-13=-12146/1517, 3-13=-12146/1517, 3-14=-12146/1517, 14-15=-12146/1517, 4-15=-12148/1517, 4-5=-6781/1645, 1-11=-12550/857, 5-7=-8501/2029 BOT CHORD 10-16=-437/5381, 16-17=-437/5381, 17-18=-437/5381, 18-19=-437/5381, 9-19=-437/5381, 9-20=-1108/4419, 20-21=-1108/4419, 21-22=-1108/4419, 8-22=-1108/4419 WEBS 2-10=0/2351, 2-9=-1263/7622, 3-9=-254/240, 4-9=-471/8705, 4-8=-917/806, 1-10=-519/6457, 5-8=-1341/5423 NOTES-(17-18) 1) N/A 2) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 2 rows staggered at 0-4-0 oc, Except member 11-1 2x4 - 2 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 3) 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. 4) Unbalanced roof live loads have been considered for this design. 5) 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 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) The Fabrication Tolerance at joint 1 = 4%, joint 5 = 4% 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * 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. 11) WARNING: Required bearing size at joint(s) 11, 7 greater than input bearing size. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=857, 7=1480. 13) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss TG01 Truss Type Hip Girder Qty 1 Ply 3 28 Heritage at spring mill Job Reference (optional) I32219777 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:20:59 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-3iMPfLuv7DZr88Ea3zfMBKyyB8TImLJGb1cCj8zsVYI NOTES-(17-18) 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2470 lb down and 101 lb up at 0-1-12, 50 lb down and 65 lb up at 1-7-11, 51 lb down and 54 lb up at 3-5-8, 51 lb down and 54 lb up at 5-5-8, 51 lb down and 54 lb up at 7-5-8, 51 lb down and 54 lb up at 9-5-8, and 51 lb down and 54 lb up at 11-5-8, and 50 lb down and 65 lb up at 13-3-5 on top chord, and 17 lb down and 17 lb up at 1-7-11, 2590 lb down and 70 lb up at 2-0-12, 25 lb down at 3-5-8, 2508 lb down and 71 lb up at 4-0-12, 25 lb down at 5-5-8, 2525 lb down and 48 lb up at 6-0-12, 25 lb down at 7-5-8, 2399 lb down and 67 lb up at 7-9-4, 2365 lb down and 243 lb up at 9-4-4, 25 lb down at 9-5-8, 1890 lb down and 1368 lb up at 11-5-0, and 25 lb down at 11-5-8, and 17 lb down and 17 lb up at 13-3-5 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 17) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 18) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-4=-60, 4-5=-60, 5-6=-60, 7-11=-20 Concentrated Loads (lb) Vert: 1=-2453(F) 10=-2597(F=-2590, B=-7) 9=-17(B) 3=-29(B) 8=-7(B) 12=-29(B) 13=-29(B) 14=-29(B) 15=-29(B) 16=-17(B) 17=-2508(F) 18=-17(B) 19=-2525(F) 20=-2399(F) 21=-2382(F=-2365, B=-17) 22=-1906(F=-1890, B=-17) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.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 28_HERITAGE_AT_SPRIN~L Truss TG02 Truss Type Hip Girder Qty 1 Ply 2 28 Heritage at spring mill Job Reference (optional) I32219778 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:00 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-XvwnthuYuXhimHpmdgAbjXV8RYqhVnOQqgMlFazsVYH Scale = 1:71.7 1 2 3 4 5 6 7 8 9 10 20 19 18 17 16 15 14 13 12 11 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 5x8 3x6 5x8 4x6 2x4 4x8 4x6 4x8 2x4 3x8 2x4 2x4 4x8 4x6 3x6 4x6 4x6 3x4 3x6 4x8 2-7-14 2-7-14 10-4-9 7-8-11 17-11-8 7-6-15 25-6-7 7-6-15 33-3-2 7-8-11 36-5-5 3-2-3 39-11-0 3-5-11 2-7-14 2-7-14 10-4-9 7-8-11 17-11-8 7-6-15 25-6-7 7-6-15 33-3-2 7-8-11 36-5-5 3-2-3 39-11-0 3-5-11 3-9-05-6-41-1-05-6-48.00 12 Plate Offsets (X,Y)-- [2:0-6-4,0-2-4], [8:0-6-4,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.37 0.27 0.49 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.21 -0.26 0.05 (loc) 14-16 14-16 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 496 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 2-18,5-18,5-14,8-14: 2x4 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 20=1910/Mechanical, 11=1884/0-3-8 Max Horz 20=-160(LC 3) Max Uplift20=-1356(LC 4), 11=-1180(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-21=-1176/886, 2-21=-1089/847, 2-22=-2925/2246, 22-23=-2925/2245, 23-24=-2925/2245, 24-25=-2924/2245, 3-25=-2924/2245, 3-26=-2925/2246, 26-27=-2925/2246, 27-28=-2925/2246, 4-28=-2925/2246, 4-5=-2925/2246, 5-29=-3491/2641, 29-30=-3491/2641, 30-31=-3491/2641, 6-31=-3491/2641, 6-32=-3491/2641, 32-33=-3491/2641, 33-34=-3491/2641, 7-34=-3491/2641, 7-35=-3491/2642, 8-35=-3492/2642, 8-36=-2438/1770, 36-37=-2462/1812, 9-37=-2560/1838, 9-10=-2364/1571, 1-20=-1913/1379, 10-11=-1786/1155 BOT CHORD 19-39=-761/933, 39-40=-761/933, 40-41=-761/933, 41-42=-761/933, 18-42=-761/933, 18-43=-2856/3742, 43-44=-2856/3742, 17-44=-2856/3742, 16-17=-2856/3742, 16-45=-2856/3742, 45-46=-2856/3742, 15-46=-2856/3742, 14-15=-2856/3742, 14-47=-1474/2089, 47-48=-1474/2089, 48-49=-1474/2089, 49-50=-1474/2089, 13-50=-1474/2089, 13-51=-1257/1914, 51-52=-1257/1914, 12-52=-1257/1914 WEBS 2-19=-1061/884, 2-18=-1856/2395, 3-18=-575/551, 5-18=-990/756, 5-16=-74/384, 5-14=-325/288, 6-14=-572/549, 8-14=-1373/1707, 9-13=-318/296, 9-12=-449/365, 1-19=-1180/1562, 10-12=-1172/1741 NOTES-(14-15) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 20=1356, 11=1180. 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. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss TG02 Truss Type Hip Girder Qty 1 Ply 2 28 Heritage at spring mill Job Reference (optional) I32219778 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:00 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-XvwnthuYuXhimHpmdgAbjXV8RYqhVnOQqgMlFazsVYH NOTES-(14-15) 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 55 lb down and 97 lb up at 1-11-4, 59 lb down and 108 lb up at 3-11-4, 59 lb down and 108 lb up at 5-11-4, 59 lb down and 108 lb up at 7-11-4, 59 lb down and 108 lb up at 9-11-4, 59 lb down and 108 lb up at 11-11-4, 59 lb down and 108 lb up at 13-11-4, 59 lb down and 108 lb up at 15-11-4, 59 lb down and 108 lb up at 17-11-4, 59 lb down and 108 lb up at 19-11-4, 59 lb down and 108 lb up at 21-11-4, 59 lb down and 108 lb up at 23-11-4, 59 lb down and 108 lb up at 25-11-4, 59 lb down and 108 lb up at 27-11-4, 59 lb down and 108 lb up at 29-11-4, 59 lb down and 108 lb up at 31-11-4, and 54 lb down and 102 lb up at 33-11-4, and 65 lb down and 94 lb up at 35-11-4 on top chord, and 21 lb down and 32 lb up at 1-11-4, 21 lb down and 41 lb up at 3-11-4, 21 lb down and 41 lb up at 5-11-4, 21 lb down and 41 lb up at 7-11-4, 21 lb down and 41 lb up at 9-11-4, 21 lb down and 41 lb up at 11-11-4, 21 lb down and 41 lb up at 13-11-4, 21 lb down and 41 lb up at 15-11-4, 21 lb down and 41 lb up at 17-11-4, 21 lb down and 41 lb up at 19-11-4, 21 lb down and 41 lb up at 21-11-4, 21 lb down and 41 lb up at 23-11-4, 21 lb down and 41 lb up at 25-11-4, 21 lb down and 41 lb up at 27-11-4, 21 lb down and 41 lb up at 29-11-4, 21 lb down and 41 lb up at 31-11-4, and 21 lb down and 32 lb up at 33-11-4, and 28 lb down and 27 lb up at 35-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-8=-60, 8-10=-60, 11-20=-20 Concentrated Loads (lb) Vert: 17=-14(B) 5=-21(B) 16=-14(B) 15=-14(B) 21=-21(B) 22=-21(B) 23=-21(B) 24=-21(B) 25=-21(B) 26=-21(B) 27=-21(B) 28=-21(B) 29=-21(B) 30=-21(B) 31=-21(B) 32=-21(B) 33=-21(B) 34=-21(B) 35=-21(B) 36=-21(B) 37=-25(B) 38=-14(B) 39=-14(B) 40=-14(B) 41=-14(B) 42=-14(B) 43=-14(B) 44=-14(B) 45=-14(B) 46=-14(B) 47=-14(B) 48=-14(B) 49=-14(B) 50=-14(B) 51=-14(B) 52=-17(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 28_HERITAGE_AT_SPRIN~L Truss TG03 Truss Type Roof Special Girder Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219779 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:01 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-?5TA41vAfrpZORNzAOhqGl1FGy2GE62Z3K5Jn0zsVYG Scale = 1:102.2 1 2 3 4 5 6 7 8 9 10 11 12 13 23 22 21 20 19 18 17 16 15 14 24 25 26 27 28 29 30 31 32 33 34 35 36 37 8x8 6x6 4x6 6x6 8x8 6x8 3x4 5x6 3x8 3x4 8x16 8x8 4x8 5x12 4x6 4x6 4x6 5x12 7x16 MT18HS 4x8 6x8 5x10 MT18HS 8-6-3 8-6-3 19-0-6 10-6-2 29-6-8 10-6-2 33-10-8 4-4-0 39-11-0 6-0-8 49-0-8 9-1-8 53-7-0 4-6-8 8-6-3 8-6-3 15-6-5 7-0-2 22-6-6 7-0-2 29-6-8 7-0-2 33-10-8 4-4-0 39-11-0 6-0-8 44-5-12 4-6-12 49-0-8 4-6-12 53-7-0 4-6-8 54-7-0 1-0-0 2-3-145-1-58-0-01-1-01-0-08-0-08.00 12 Plate Offsets (X,Y)-- [7:0-5-4,0-4-0], [10:0-4-0,0-2-13], [12:0-0-4,0-3-14], [14:0-3-8,0-3-0], [17:0-3-8,0-3-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.62 0.82 0.98 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.44 -1.01 0.21 (loc) 17 17 12 l/defl >999 >637 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 394 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 *Except* 21-23,16-19: 2x6 SP 2400F 2.0E, 8-16: 2x4 SP No.1 WEBS 2x4 SP No.1 *Except* 3-20,5-20,7-18,7-17,7-15,9-14,10-14: 2x4 SPF-S Stud SLIDER Right 2x4 SPF-S Stud 2-9-4 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc purlins, except end verticals, and 2-0-0 oc purlins (2-8-15 max.): 2-6, 7-10. BOT CHORD Structural wood sheathing directly applied or 6-6-14 oc bracing. WEBS 1 Row at midpt 3-22, 5-20, 5-18, 9-14 2 Rows at 1/3 pts 7-18 REACTIONS.(lb/size) 23=2385/Mechanical, 12=2333/0-3-8 (req. 0-3-11) Max Horz 23=-179(LC 3) Max Uplift23=-228(LC 4), 12=-699(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2965/370, 2-3=-2372/345, 3-4=-4009/591, 4-5=-4009/591, 5-6=-4253/692, 6-7=-5090/833, 7-8=-6423/1640, 8-24=-6485/1659, 24-25=-6485/1659, 9-25=-6485/1659, 9-26=-2698/877, 26-27=-2698/877, 10-27=-2699/877, 10-11=-3333/1057, 11-12=-3417/1042, 1-23=-2319/267 BOT CHORD 22-28=-576/3585, 21-28=-576/3585, 21-29=-576/3585, 20-29=-576/3585, 20-30=-696/4218, 19-30=-696/4218, 19-31=-696/4218, 18-31=-696/4218, 17-18=-1193/6264, 16-17=-93/632, 8-15=-323/236, 15-32=-1401/4696, 32-33=-1401/4696, 33-34=-1401/4696, 34-35=-1401/4696, 14-35=-1401/4696, 14-36=-831/2627, 36-37=-831/2627, 12-37=-831/2627 WEBS 2-22=-123/1176, 3-22=-1863/406, 3-20=-116/1031, 5-20=-520/258, 6-18=-405/2418, 7-18=-2959/745, 7-17=-1073/262, 15-17=-1108/5681, 7-15=-544/254, 9-15=-336/2264, 9-14=-2592/712, 10-14=-542/1787, 1-22=-251/2276 NOTES-(15-16) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) WARNING: Required bearing size at joint(s) 12 greater than input bearing size. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 23=228, 12=699. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss TG03 Truss Type Roof Special Girder Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219779 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:01 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-?5TA41vAfrpZORNzAOhqGl1FGy2GE62Z3K5Jn0zsVYG NOTES-(15-16) 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 78 lb up at 39-11-12, 52 lb down and 72 lb up at 40-11-12, 52 lb down and 72 lb up at 42-11-12, 52 lb down and 72 lb up at 44-11-12, and 52 lb down and 72 lb up at 46-11-12, and 46 lb down and 72 lb up at 49-0-8 on top chord, and 9 lb down and 37 lb up at 39-9-4, 5 lb down and 50 lb up at 40-11-12, 5 lb down and 50 lb up at 42-11-12, 5 lb down and 50 lb up at 44-11-12, 5 lb down and 50 lb up at 46-11-12, 5 lb down and 50 lb up at 48-11-12, and 5 lb down and 31 lb up at 50-3-0, and 5 lb down and 26 lb up at 51-6-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 15) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 16) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-6=-60, 6-7=-60, 7-10=-60, 10-13=-60, 23-28=-20, 28-29=-60, 29-30=-20, 30-31=-60, 16-31=-20, 12-15=-20 Concentrated Loads (lb) Vert: 16=-2(B) 14=1(B) 32=1(B) 33=1(B) 34=1(B) 35=1(B) 36=-1(B) 37=-1(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 28_HERITAGE_AT_SPRIN~L Truss TG04 Truss Type Half Hip Girder Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219780 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:02 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-UH1YHNwoQ8xQ?by9k5C3pyaUeMWfzoZiH_rsKTzsVYF Scale = 1:25.9 1 2 3 6 4 7 5 3x4 3x4 3x6 1-9-11 1-9-11 3-4-8 1-6-13 -1-0-0 1-0-0 1-9-11 1-9-11 3-4-8 1-6-13 1-7-03-8-53-4-133-8-514.00 12 Plate Offsets (X,Y)-- [3:0-1-5,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.32 0.30 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.02 -0.08 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=84/Mechanical, 6=212/0-3-8, 5=36/Mechanical Max Horz 6=99(LC 5) Max Uplift4=-78(LC 6), 6=-26(LC 5), 5=-15(LC 5) Max Grav 4=85(LC 10), 6=212(LC 1), 5=68(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6, 5. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 53 lb down and 62 lb up at 1-9-12 on top chord, and 17 lb down and 17 lb up at 1-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-6=-20 Concentrated Loads (lb) Vert: 3=-2(B) 7=-8(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. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss TG05 Truss Type Hip Girder Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219781 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:02 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-UH1YHNwoQ8xQ?by9k5C3pyaTFMZXznciH_rsKTzsVYF Scale = 1:35.3 1 2 3 6 5 4 7 8 9 10 11 4x6 4x6 4x6 3x4 3x4 4x8 4-10-14 4-10-14 5-1-8 0-2-10 5-4-2 0-2-10 10-3-0 4-10-14 4-10-14 4-10-14 5-1-8 0-2-10 5-4-2 0-2-10 10-3-0 4-10-14 1-1-04-4-41-1-08.00 12 Plate Offsets (X,Y)-- [1:Edge,0-1-12], [3:Edge,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.41 0.11 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 56 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 2-5: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 6=466/0-3-8, 4=482/0-3-8 Max Horz 6=-104(LC 3) Max Uplift6=-117(LC 5), 4=-108(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-473/206, 2-3=-473/206, 1-6=-393/149, 3-4=-392/149 WEBS 2-5=0/310 NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=117, 4=108. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 155 lb down and 217 lb up at 5-1-8 on top chord, and 49 lb down at 1-6-12, 49 lb down at 3-6-12, 11 lb down and 63 lb up at 4-10-14, 11 lb down and 63 lb up at 5-4-2, 49 lb down at 5-6-12, and 49 lb down at 7-6-12, and 59 lb down at 9-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-6=-20 Concentrated Loads (lb) Vert: 5=-7(F) 7=-28(B) 8=-28(B) 9=-28(B) 10=-28(B) 11=-33(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. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss TG06 Truss Type Hip Girder Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219782 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:03 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-yTbwVjxQBS3HdlXLIpjILA7ctlo6i8jsWeaPsvzsVYE Scale = 1:80.0 12 3 4 5 6 7 8 13 12 11 10 9 14 15 16 17 18 19 20 21 22 23 4x6 8x8 4x8 3x8 4x6 3x6 4x6 3x6 4x6 4x6 3x6 8-2-6 8-2-6 15-0-10 6-10-5 23-3-0 8-2-6 -1-0-0 1-0-0 4-2-15 4-2-15 8-2-6 3-11-7 15-0-10 6-10-5 19-0-1 3-11-7 23-3-0 4-2-15 24-3-0 1-0-0 1-7-011-1-121-7-011-1-1214.00 12 Plate Offsets (X,Y)-- [4:0-3-2,0-2-0], [5:0-2-11,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.55 0.54 0.45 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.14 0.02 (loc) 10-12 10-12 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 185 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 4-12,5-12,5-10: 2x4 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-13, 6-9 REACTIONS.(lb/size) 13=1483/0-3-8, 9=1396/0-3-8 Max Horz 13=279(LC 4) Max Uplift13=-109(LC 5), 9=-63(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-346/200, 3-4=-1294/172, 4-5=-794/164, 5-6=-1241/169, 6-7=-307/184, 2-13=-396/235, 7-9=-359/195 BOT CHORD 13-15=-192/792, 15-16=-192/792, 16-17=-192/792, 17-18=-192/792, 18-19=-192/792, 19-20=-192/792, 12-20=-192/792, 12-21=-51/758, 11-21=-51/758, 10-11=-51/758, 10-22=-6/757, 22-23=-6/757, 9-23=-6/757 WEBS 4-12=-68/583, 5-10=-85/490, 3-13=-1155/29, 6-9=-1122/46 NOTES-(12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except (jt=lb) 13=109. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 65 lb down and 72 lb up at 1-7-10 on top chord, and 23 lb down and 30 lb up at 1-7-10, 23 lb down at 2-7-4, 23 lb down at 4-7-4, 23 lb down at 6-7-4, and 23 lb down at 8-7-4, and 422 lb down and 42 lb up at 10-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss TG06 Truss Type Hip Girder Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219782 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:03 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-yTbwVjxQBS3HdlXLIpjILA7ctlo6i8jsWeaPsvzsVYE LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-4=-60, 4-5=-60, 5-7=-60, 7-8=-60, 13-17=-20, 17-19=-60, 19-21=-20, 10-21=-60, 10-22=-20, 22-23=-60, 9-23=-20 Concentrated Loads (lb) Vert: 12=-15(F) 14=-25(F) 15=-15(F) 16=-15(F) 18=-15(F) 20=-15(F) 21=-422(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 28_HERITAGE_AT_SPRIN~L Truss TG07 Truss Type Half Hip Girder Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219783 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:03 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-yTbwVjxQBS3HdlXLIpjILA7hcluOiFpsWeaPsvzsVYE Scale = 1:18.2 1 2 3 6 4 7 5 3x4 2x4 3x4 0-8-9 0-8-9 1-6-2 0-9-9 1-6-14 0-0-12 -1-0-0 1-0-0 0-8-9 0-8-9 1-6-14 0-10-5 1-7-02-5-014.00 12 Plate Offsets (X,Y)-- [3:0-1-5,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.24 0.14 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.01 (loc) 6 6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-6-14 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 6=153/0-3-8, 5=10/Mechanical, 4=-16/Mechanical Max Horz 6=59(LC 5) Max Uplift6=-27(LC 5), 5=-31(LC 5), 4=-91(LC 12) Max Grav 6=153(LC 1), 5=26(LC 2), 4=17(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 5, 4. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 27 lb down and 105 lb up at 1-6-11 on top chord, and 5 lb down and 36 lb up at 0-8-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-6=-20 Concentrated Loads (lb) Vert: 4=35(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. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss TG08 Truss Type Roof Special Girder Qty 1 Ply 2 28 Heritage at spring mill Job Reference (optional) I32219784 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:07 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-qFrRL4_xEhai6Mr6XeoEW0HDKN8DereRRGYd?gzsVYA Scale = 1:94.9 1 2 3 4 5 6 7 8 9 10 11 12 13 14 25 24 23 22 21 20 19 18 17 16 15 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 6465 66 67 68 69 70 71 72 73 3x8 4x8 3x6 5x8 4x6 5x12 2x4 3x8 2x4 4x8 2x4 2x4 3x8 2x4 4x10 4x6 3x6 2x4 5x12 4x6 3x6 3x6 4x6 4x6 7-9-8 7-9-8 15-5-4 7-7-12 23-1-0 7-7-12 30-8-12 7-7-12 38-4-8 7-7-12 46-2-0 7-9-8 49-10-12 3-8-12 53-11-0 4-0-4 7-9-8 7-9-8 15-5-4 7-7-12 23-1-0 7-7-12 30-8-12 7-7-12 38-4-8 7-7-12 46-2-0 7-9-8 49-10-12 3-8-12 53-11-0 4-0-4 54-11-0 1-0-0 6-3-01-1-06-3-08.00 12 Plate Offsets (X,Y)-- [10:0-6-4,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.84 0.59 0.91 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.47 -0.71 0.14 (loc) 19-21 19-21 13 l/defl >999 >913 n/a L/d 240 180 n/a PLATES MT20 Weight: 687 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 1-24,4-24,4-21,7-21,7-18,10-18: 2x4 SP No.1 SLIDER Right 2x6 SP No.1 2-5-12 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins, except end verticals, and 2-0-0 oc purlins (4-6-12 max.): 1-10. BOT CHORD Structural wood sheathing directly applied or 8-6-11 oc bracing. REACTIONS.(lb/size) 25=3293/0-3-8, 13=3118/0-3-8 Max Horz 25=-177(LC 3) Max Uplift25=-1945(LC 4), 13=-1463(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-25=-3092/1911, 1-26=-3678/2197, 26-27=-3678/2197, 27-28=-3678/2197, 28-29=-3678/2197, 2-29=-3678/2197, 2-30=-3678/2197, 30-31=-3678/2197, 31-32=-3678/2197, 3-32=-3678/2197, 3-33=-3678/2197, 4-33=-3678/2197, 4-34=-7192/3927, 34-35=-7192/3927, 35-36=-7192/3927, 36-37=-7192/3927, 5-37=-7192/3927, 5-38=-7192/3927, 38-39=-7192/3927, 6-39=-7192/3927, 6-40=-7192/3927, 7-40=-7192/3927, 7-41=-6081/3446, 41-42=-6081/3446, 42-43=-6081/3446, 8-43=-6081/3446, 8-44=-6081/3446, 44-45=-6081/3446, 9-45=-6081/3446, 9-46=-6081/3446, 10-46=-6082/3446, 10-11=-4413/2357, 11-12=-4181/2100, 12-13=-4242/2077 BOT CHORD 24-51=-3443/6096, 51-52=-3443/6096, 52-53=-3443/6096, 23-53=-3443/6096, 23-54=-3443/6096, 22-54=-3443/6096, 22-55=-3443/6096, 55-56=-3443/6096, 56-57=-3443/6096, 57-58=-3443/6096, 58-59=-3443/6096, 21-59=-3443/6096, 21-60=-4049/7295, 20-60=-4049/7295, 20-61=-4049/7295, 61-62=-4049/7295, 62-63=-4049/7295, 19-63=-4049/7295, 19-64=-4049/7295, 64-65=-4049/7295, 65-66=-4049/7295, 66-67=-4049/7295, 18-67=-4049/7295, 17-18=-1971/3668, 17-68=-1971/3668, 68-69=-1971/3668, 69-70=-1971/3668, 70-71=-1971/3668, 16-71=-1971/3668, 16-72=-1600/3280, 15-72=-1600/3280, 15-73=-1600/3280, 13-73=-1600/3280 WEBS 1-24=-2674/4601, 2-24=-665/630, 4-24=-3049/1552, 4-22=-27/425, 4-21=-640/1382, 5-21=-578/443, 7-19=-8/425, 7-18=-1531/741, 8-18=-641/626, 10-18=-1864/3019, 10-16=-10/258, 11-16=-514/510, 11-15=-314/236 NOTES-(12-13) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.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. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss TG08 Truss Type Roof Special Girder Qty 1 Ply 2 28 Heritage at spring mill Job Reference (optional) I32219784 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:07 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-qFrRL4_xEhai6Mr6XeoEW0HDKN8DereRRGYd?gzsVYA NOTES-(12-13) 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 25=1945, 13=1463. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 60 lb down and 124 lb up at 0-6-12, 65 lb down and 125 lb up at 2-6-12, 65 lb down and 125 lb up at 4-6-12, 65 lb down and 125 lb up at 6-6-12, 65 lb down and 125 lb up at 8-6-12, 65 lb down and 125 lb up at 10-6-12, 65 lb down and 125 lb up at 12-6-12, 65 lb down and 125 lb up at 14-6-12, 65 lb down and 125 lb up at 16-6-12, 56 lb down and 93 lb up at 18-6-12, 56 lb down and 93 lb up at 20-6-12, 56 lb down and 93 lb up at 22-6-12, 56 lb down and 93 lb up at 24-6-12, 56 lb down and 93 lb up at 26-6-12, 56 lb down and 93 lb up at 28-6-12, 65 lb down and 125 lb up at 30-6-12, 65 lb down and 125 lb up at 32-6-12, 65 lb down and 125 lb up at 34-6-12, 65 lb down and 125 lb up at 36-6-12, 65 lb down and 125 lb up at 38-6-12, 65 lb down and 125 lb up at 40-6-12, 65 lb down and 125 lb up at 42-6-12, and 65 lb down and 125 lb up at 44-6-12, and 55 lb down and 125 lb up at 46-2-0 on top chord, and 45 lb down and 34 lb up at 0-6-12, 34 lb down and 38 lb up at 2-6-12, 34 lb down and 38 lb up at 4-6-12, 34 lb down and 38 lb up at 6-6-12, 34 lb down and 38 lb up at 8-6-12, 34 lb down and 38 lb up at 10-6-12, 34 lb down and 38 lb up at 12-6-12, 34 lb down and 38 lb up at 14-6-12, 34 lb down and 38 lb up at 16-6-12, 22 lb down at 18-6-12, 22 lb down at 20-6-12, 22 lb down at 22-6-12, 22 lb down at 24-6-12, 22 lb down at 26-6-12, 22 lb down at 28-6-12, 34 lb down and 38 lb up at 30-6-12, 34 lb down and 38 lb up at 32-6-12, 34 lb down and 38 lb up at 34-6-12, 34 lb down and 38 lb up at 36-6-12, 34 lb down and 38 lb up at 38-6-12, 34 lb down and 38 lb up at 40-6-12, 34 lb down and 38 lb up at 42-6-12, 34 lb down and 38 lb up at 44-6-12, 34 lb down and 38 lb up at 46-1-4, 34 lb down and 26 lb up at 47-10-4, and 33 lb down and 13 lb up at 49-10-4, and 29 lb down at 51-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-10=-60, 10-14=-60, 25-48=-60, 48-53=-20, 53-56=-60, 56-62=-20, 62-65=-60, 65-70=-20, 16-70=-60, 13-16=-20 Concentrated Loads (lb) Vert: 10=-39(B) 19=-22(B) 7=-39(B) 8=-39(B) 18=-22(B) 16=-22(B) 15=-21(B) 26=-57(B) 27=-39(B) 28=-39(B) 29=-39(B) 30=-39(B) 31=-39(B) 32=-39(B) 33=-39(B) 34=-39(B) 35=-32(B) 36=-32(B) 37=-32(B) 38=-32(B) 39=-32(B) 40=-32(B) 41=-39(B) 42=-39(B) 43=-39(B) 44=-39(B) 45=-39(B) 46=-39(B) 47=-28(B) 48=-22(B) 49=-22(B) 50=-22(B) 51=-22(B) 52=-22(B) 53=-22(B) 54=-22(B) 55=-22(B) 57=-8(B) 58=-8(B) 59=-8(B) 60=-8(B) 61=-8(B) 63=-8(B) 64=-22(B) 66=-22(B) 67=-22(B) 68=-22(B) 69=-22(B) 71=-22(B) 72=-22(B) 73=-18(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 28_HERITAGE_AT_SPRIN~L Truss TG09 Truss Type Half Hip Girder Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219785 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:08 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-IRPpYQ?Z?_iZjWQJ5MJT2DqYBmZGNW2bgwIAX6zsVY9 Scale = 1:17.9 1 2 3 6 7 4 8 9 5 3x4 2x4 3x4 2-0-0 2-0-0 3-11-4 1-11-4 4-0-0 0-0-12 -1-0-0 1-0-0 0-8-9 0-8-9 4-0-0 3-3-7 1-7-02-5-014.00 12 Plate Offsets (X,Y)-- [3:0-1-5,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.26 0.28 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.03 -0.04 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=97/Mechanical, 6=191/0-3-8, 5=36/Mechanical Max Horz 6=59(LC 5) Max Uplift4=-44(LC 4), 6=-70(LC 5) Max Grav 4=101(LC 10), 6=191(LC 1), 5=69(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 36 lb down and 140 lb up at 0-8-9, and 44 lb down and 26 lb up at 2-0-12 on top chord, and 5 lb down and 36 lb up at 0-8-9, and 3 lb down and 16 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-6=-20 Concentrated Loads (lb) Vert: 3=46(B) 9=1(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss TG10 Truss Type Piggyback Base Girder Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219786 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:09 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-ndyBlm?BmIqQLg?Ve3qibQMcbArm6lRkua1k3ZzsVY8 Scale = 1:112.1 1 2 3 4 5 6 7 8 9 10 11 12 25 24 23 22 21 20 19 18 17 16 15 14 1326 27 28 29 30 31 6x8 4x6 6x8 6x8 6x6 3x4 4x6 5x6 6x10 2x4 4x8 2x4 2x4 4x8 4x6 4x6 4x6 2x4 5x12 5x6 8x8 4x6 4x6 5-8-8 5-8-8 13-2-7 7-5-15 20-6-10 7-4-3 27-10-14 7-4-3 35-4-13 7-5-15 40-9-4 5-4-7 46-1-11 5-4-7 48-3-6 2-1-11 53-11-0 5-7-10 5-8-8 5-8-8 13-2-7 7-5-15 20-6-10 7-4-3 27-10-14 7-4-3 35-4-13 7-5-15 40-9-4 5-4-7 46-1-11 5-4-7 48-3-6 2-1-11 53-11-0 5-7-10 54-11-0 1-0-0 8-2-54-10-112-0-01-1-012-0-08.00 12 Plate Offsets (X,Y)-- [1:0-2-8,0-2-4], [2:0-6-0,0-3-0], [7:0-5-4,0-3-0], [9:0-5-4,0-3-0], [13:0-3-0,0-6-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.66 0.52 0.95 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.21 -0.43 0.12 (loc) 18-19 18-19 13 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 504 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP 2400F 2.0E *Except* 20-22: 2x6 SP No.1 WEBS 2x4 SP No.1 *Except* 8-16,9-16,9-14: 2x4 SPF-S Stud, 11-13: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-14 oc purlins, except end verticals, and 2-0-0 oc purlins (4-1-7 max.): 2-7, 9-10. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-24, 2-23, 3-23, 4-23, 4-19, 6-19, 7-19, 8-18, 9-16, 1-25 REACTIONS.(lb/size) 25=2800/0-3-8 (req. 0-4-6), 13=3292/0-3-8 (req. 0-5-3) Max Horz 25=-374(LC 11) Max Uplift25=-119(LC 3), 13=-211(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1574/187, 2-3=-2422/237, 3-4=-2422/238, 4-5=-3289/302, 5-6=-3289/302, 6-7=-3289/302, 7-8=-3665/289, 8-9=-4307/248, 9-10=-3591/215, 10-11=-4357/226, 1-25=-2691/154, 11-13=-2989/202 BOT CHORD 25-26=-181/317, 24-26=-181/317, 24-27=-205/1237, 23-27=-205/1237, 22-23=-263/3121, 21-22=-263/3121, 20-21=-263/3121, 20-28=-263/3121, 19-28=-263/3121, 19-29=-76/2981, 18-29=-76/2981, 17-18=-57/3551, 16-17=-57/3551, 15-16=-119/4304, 14-15=-116/4292, 14-30=-82/931, 30-31=-82/931, 13-31=-82/931 WEBS 2-24=-1378/249, 2-23=-279/2193, 3-23=-472/198, 4-23=-1314/151, 4-21=0/406, 4-19=-51/326, 6-19=-467/198, 7-19=-252/717, 7-18=-83/1147, 8-18=-1022/195, 8-16=-32/831, 9-16=-970/152, 9-15=-338/86, 9-14=-1686/123, 10-14=-85/2134, 1-24=-193/2110, 11-14=-32/2611 NOTES-(13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) WARNING: Required bearing size at joint(s) 25, 13 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 25=119, 13=211. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 745 lb down and 100 lb up at 50-0-8, and 7 lb down and 20 lb up at 51-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss TG10 Truss Type Piggyback Base Girder Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219786 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:09 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-ndyBlm?BmIqQLg?Ve3qibQMcbArm6lRkua1k3ZzsVY8 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-7=-60, 7-9=-60, 9-10=-60, 10-11=-60, 11-12=-60, 25-26=-60, 24-26=-20, 24-27=-60, 22-27=-20, 22-28=-60, 28-29=-20, 18-29=-60, 17-18=-20, 16-17=-60, 13-16=-20 Concentrated Loads (lb) Vert: 30=-745(F) 31=-4(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 28_HERITAGE_AT_SPRIN~L Truss TG11 Truss Type Half Hip Girder Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219787 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:09 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-ndyBlm?BmIqQLg?Ve3qibQMipAxa6zIkua1k3ZzsVY8 Scale = 1:18.1 1 2 3 6 4 7 5 3x4 2x4 3x6 1-4-12 1-4-12 2-8-12 1-4-0 2-9-8 0-0-12 -1-0-0 1-0-0 0-8-9 0-8-9 2-9-8 2-0-15 1-7-02-5-014.00 12 Plate Offsets (X,Y)-- [3:0-1-5,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.26 0.15 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 -0.02 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=55/Mechanical, 6=150/0-3-8, 5=22/Mechanical Max Horz 6=59(LC 5) Max Uplift4=-36(LC 4), 6=-68(LC 5), 5=-8(LC 5) Max Grav 4=61(LC 10), 6=150(LC 1), 5=47(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6, 5. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 71 lb down and 140 lb up at 0-8-9 on top chord, and 7 lb down and 52 lb up at 0-8-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-6=-20 Concentrated Loads (lb) Vert: 3=46(F) 7=1(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss TG12 Truss Type Half Hip Girder Qty 1 Ply 2 28 Heritage at spring mill Job Reference (optional) I32219788 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:09 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-ndyBlm?BmIqQLg?Ve3qibQMmyAsy6wPkua1k3ZzsVY8 Scale = 1:25.3 1 2 3 4 7 6 5 8 2x4 4x6 2x4 3x4 4x8 3x6 1-8-9 1-8-9 2-9-8 1-0-15 -1-0-0 1-0-0 1-8-9 1-8-9 2-9-8 1-0-15 1-7-03-7-014.00 12 Plate Offsets (X,Y)-- [3:0-6-8,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.06 0.51 0.25 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 -0.00 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 52 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=765/Mechanical, 7=1908/0-3-8 Max Horz 7=112(LC 4) Max Uplift5=-88(LC 4), 7=-69(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-332/52, 2-7=-488/43 WEBS 3-6=-62/912, 3-5=-778/72 NOTES-(13-14) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 7. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2404 lb down and 72 lb up at 0-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss TG12 Truss Type Half Hip Girder Qty 1 Ply 2 28 Heritage at spring mill Job Reference (optional) I32219788 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:09 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-ndyBlm?BmIqQLg?Ve3qibQMmyAsy6wPkua1k3ZzsVY8 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=-2404(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 28_HERITAGE_AT_SPRIN~L Truss TG13 Truss Type Half Hip Girder Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219789 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:10 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-FqWZz60pXcyHzqZhCnLx7evtjaIBrQYu7EnHc?zsVY7 Scale = 1:18.2 1 2 3 6 4 7 5 3x4 2x4 3x6 0-8-9 0-8-9 2-1-4 1-4-11 2-2-0 0-0-12 -1-0-0 1-0-0 0-8-9 0-8-9 2-2-0 1-5-7 1-7-02-5-014.00 12 Plate Offsets (X,Y)-- [3:0-1-5,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.25 0.13 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.01 (loc) 5-6 5-6 4 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 SP No.1 BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=30/Mechanical, 6=134/0-3-8, 5=15/Mechanical Max Horz 6=59(LC 5) Max Uplift4=-30(LC 4), 6=-39(LC 5), 5=-16(LC 5) Max Grav 4=37(LC 10), 6=134(LC 1), 5=35(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6, 5. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 36 lb down and 140 lb up at 0-8-9 on top chord, and 5 lb down and 36 lb up at 0-8-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-6=-20 Concentrated Loads (lb) Vert: 3=46(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. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss V01 Truss Type GABLE Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219790 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:10 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-FqWZz60pXcyHzqZhCnLx7evrZaGArQou7EnHc?zsVY7 Scale = 1:18.1 1 2 3 4 5 8 7 6 2x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 9-5-12 9-5-12 1-1-6 1-1-6 9-5-12 8-4-6 0-0-41-3-1014.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-5] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.33 0.19 0.05 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: 18 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 9-5-12. (lb) - Max Horz 1=33(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 6, 7, 8 Max Grav All reactions 250 lb or less at joint(s) 1, 6, 8 except 7=357(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-7=-268/127 NOTES-(10-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 7, 8. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss V02 Truss Type GABLE Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219791 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:10 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-FqWZz60pXcyHzqZhCnLx7evqeaFRrQtu7EnHc?zsVY7 Scale: 3/4"=1' 1 2 3 4 5 7 6 2x4 2x4 2x4 3x6 4x6 2x4 2x4 8-4-0 8-4-0 1-1-6 1-1-6 7-10-11 6-9-5 8-4-0 0-5-6 0-0-41-3-100-9-61-3-1014.00 12 Plate Offsets (X,Y)-- [2:0-1-14,Edge], [4:0-1-14,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.39 0.30 0.04 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: 16 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, and 2-0-0 oc purlins (6-0-0 max.): 2-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=135/8-4-0, 6=167/8-4-0, 7=335/8-4-0 Max Horz 1=32(LC 5) Max Uplift1=-10(LC 5), 6=-23(LC 5), 7=-42(LC 5) Max Grav 1=135(LC 1), 6=167(LC 1), 7=335(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 7. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss V03 Truss Type GABLE Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219792 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:11 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-j04yAS1RIv48a_8umUtAgrS_x_bLato1MuWq8RzsVY6 Scale = 1:13.1 1 2 3 4 5 7 6 2x4 2x4 2x4 2x4 4x6 2x4 2x4 6-8-10 6-8-10 1-1-6 1-1-6 5-7-4 4-5-14 6-8-10 1-1-6 0-0-41-3-100-0-41-3-1014.00 12 Plate Offsets (X,Y)-- [2:0-1-14,Edge], [4:0-1-14,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.48 0.20 0.06 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 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-8-10 oc purlins, except 2-0-0 oc purlins: 2-4. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 6-8-10. (lb) - Max Horz 1=-27(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 6 except 1=-162(LC 11), 5=-159(LC 10), 7=-103(LC 5) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 6=363(LC 11), 7=423(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-6=-287/154, 3-7=-354/199 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb) 1=162 , 5=159, 7=103. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss V04 Truss Type GABLE Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219793 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:11 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-j04yAS1RIv48a_8umUtAgrS3z_dRatn1MuWq8RzsVY6 Scale = 1:11.0 1 2 3 4 4x6 2x4 2x4 4x6 4-5-3 4-5-3 1-1-6 1-1-6 3-3-13 2-2-7 4-5-3 1-1-6 0-0-41-3-100-0-41-3-1014.00 12 Plate Offsets (X,Y)-- [1:0-5-15,Edge], [2:0-1-14,Edge], [3:0-1-14,Edge], [4:0-4-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.16 0.13 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-3 oc purlins, except 2-0-0 oc purlins: 2-3. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=159/4-5-3, 4=159/4-5-3 Max Horz 1=-27(LC 4) Max Uplift1=-4(LC 5), 4=-4(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss V05 Truss Type GABLE Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219794 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:11 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-j04yAS1RIv48a_8umUtAgrS5?_eTatn1MuWq8RzsVY6 Scale = 1:10.9 1 2 3 2x4 2x4 2x4 2-1-12 2-1-12 1-0-14 1-0-14 2-1-12 1-0-14 0-0-41-3-00-0-414.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.03 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 4 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-1-12 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=68/2-1-12, 3=68/2-1-12 Max Horz 1=-24(LC 4) Max Uplift1=-3(LC 7), 3=-3(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss V06 Truss Type GABLE Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219795 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:12 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-BCeKOo233DC?C8j4KCOPD3_A7OzOJJEBaYGOgtzsVY5 Scale = 1:52.6 1 2 3 4 5 8 7 69 103x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 11-2-6 11-2-6 5-7-3 5-7-3 11-2-6 5-7-3 0-0-46-6-60-0-414.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.39 0.08 0.12 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: 37 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x4 SP No.1 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 11-2-6. (lb) - Max Horz 1=151(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-193(LC 6), 6=-193(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=298(LC 10), 6=298(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-253/272, 4-6=-253/272 NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=193, 6=193. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss V07 Truss Type GABLE Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219796 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:12 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-BCeKOo233DC?C8j4KCOPD3_7yOv1JJhBaYGOgtzsVY5 Scale = 1:44.5 1 2 3 42x4 4x6 2x4 2x4 8-10-15 8-10-15 4-5-8 4-5-8 8-10-15 4-5-8 0-0-45-2-60-0-414.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-14] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.59 0.36 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 24 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=208/8-10-15, 3=208/8-10-15, 4=253/8-10-15 Max Horz 1=-118(LC 4) Max Uplift1=-39(LC 7), 3=-33(LC 6) Max Grav 1=208(LC 1), 3=208(LC 1), 4=258(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss V08 Truss Type GABLE Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219797 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:13 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-fPCib82hqWKsqHIGtvvelGXNynHo2nhKpC?xCKzsVY4 Scale = 1:33.5 1 2 3 42x4 3x4 2x4 2x4 6-7-8 6-7-8 3-3-12 3-3-12 6-7-8 3-3-12 0-0-43-10-60-0-414.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.32 0.20 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=153/6-7-8, 3=153/6-7-8, 4=187/6-7-8 Max Horz 1=-87(LC 4) Max Uplift1=-29(LC 7), 3=-24(LC 6) Max Grav 1=153(LC 1), 3=153(LC 1), 4=191(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss V09 Truss Type GABLE Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219798 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:13 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-fPCib82hqWKsqHIGtvvelGXQynJf2n3KpC?xCKzsVY4 Scale = 1:18.6 1 2 3 4 2x4 3x4 2x4 2x4 4-4-2 4-4-2 2-2-1 2-2-1 4-4-2 2-2-1 0-0-42-6-60-0-414.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.13 0.08 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-2 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=97/4-4-2, 3=97/4-4-2, 4=118/4-4-2 Max Horz 1=-55(LC 4) Max Uplift1=-18(LC 7), 3=-15(LC 6) Max Grav 1=97(LC 1), 3=97(LC 1), 4=120(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss V10 Truss Type GABLE Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219799 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:13 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-fPCib82hqWKsqHIGtvvelGXRYnK12nHKpC?xCKzsVY4 Scale = 1:10.6 1 2 3 2x4 2x4 2x4 2-0-11 2-0-11 1-0-5 1-0-5 2-0-11 1-0-5 0-0-41-2-60-0-414.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.02 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 4 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-11 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=64/2-0-11, 3=64/2-0-11 Max Horz 1=-23(LC 4) Max Uplift1=-2(LC 7), 3=-2(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss V11 Truss Type GABLE Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219800 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:14 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-7bm4pT3KbqSjRRtTRdQtIU4VbBcnnEXT2slVlmzsVY3 Scale = 1:20.1 1 2 3 2x4 2x4 2x4 4-1-12 4-1-12 0-0-42-9-38.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.45 0.28 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-12 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=148/4-1-12, 3=148/4-1-12 Max Horz 1=74(LC 5) Max Uplift3=-25(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss V12 Truss Type GABLE Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219801 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:14 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-7bm4pT3KbqSjRRtTRdQtIU4WRBcSnEZT2slVlmzsVY3 Scale = 1:34.3 1 2 3 4 7 6 5 3x4 3x4 2x4 2x4 2x4 2x4 -1-0-0 1-0-0 4-8-0 4-8-0 1-11-135-1-38.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.40 0.30 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 1 2 5 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=-29/4-8-0, 5=129/4-8-0, 6=322/4-8-0 Max Horz 7=152(LC 5) Max Uplift7=-279(LC 4), 5=-25(LC 5), 6=-357(LC 6) Max Grav 7=380(LC 5), 5=129(LC 1), 6=322(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-236/254 NOTES-(8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 7=279 , 6=357. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss V13 Truss Type Valley Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219802 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:14 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-7bm4pT3KbqSjRRtTRdQtIU4aeBftnEXT2slVlmzsVY3 Scale = 1:19.9 1 2 3 2x4 2x4 2x4 2-3-11 2-3-11 0-0-42-8-514.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.13 0.08 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-3-11 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=79/2-3-8, 3=79/2-3-8 Max Horz 1=69(LC 5) Max Uplift1=-3(LC 4), 3=-34(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 Job 28_HERITAGE_AT_SPRIN~L Truss V14 Truss Type Valley Qty 1 Ply 1 28 Heritage at spring mill Job Reference (optional) I32219803 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jan 23 10:21:14 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-7bm4pT3KbqSjRRtTRdQtIU4cIBgunEXT2slVlmzsVY3 Scale = 1:11.6 1 2 3 2x4 2x4 2x4 1-2-0 1-2-0 0-0-41-4-514.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.02 0.01 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: 3 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-2-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=33/1-1-12, 3=33/1-1-12 Max Horz 1=29(LC 5) Max Uplift1=-1(LC 4), 3=-14(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. January 23,2018 edge of truss.from outside"16/1-0PRODUCT CODE APPROVALSJOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3- 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 8 7 6 54321BOTTOM CHORDSTOP CHORDSBEARINGLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Min size shown is for crushing only.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T or I bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering System1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI.2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered.3. Never exceed the design loading shown and never stack materials on inadequately braced trusses.4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.5. Cut members to bear tightly against each other.6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1.7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1.8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication.9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection.11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements.12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified.13. Top chords must be sheathed or purlins provided at spacing indicated on design.14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted.15. Connections not shown are the responsibility of others.16. Do not cut or alter truss member or plate without prior approval of an engineer.17. Install and load vertically unless indicated otherwise.18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use.19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient.20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.Failure to Follow Could Cause PropertyDamage or Personal InjuryGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:6-4-8dimensions shown in ft-in-sixteenths (Drawings not to scale)© 2012 MiTek® All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015WEBSedge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ESR1988ER-3907, ESR-2362, ESR-1397, ESR-3282JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3- 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 8 7 6 54321BOTTOM CHORDSTOP CHORDSBEARINGIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering System General Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8dimensions shown in ft-in-sixteenthsWEBSTrusses are designed for wind loads in the plane of the truss unless otherwise shown.Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others.