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HomeMy WebLinkAboutI33337993.9_heritage_at_spring_millRe: Liu, Xuegang Pages or sheets covered by this seal: I33337993 thru I33338076 My license renewal date for the state of Indiana is July 31, 2018. 9_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: 9 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss CG01 Truss Type Diagonal Hip Girder Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33337993 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:31 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-wezayyOpZRKs6bGdnSwch1HTHMRiZq?l?WgkIVzGI9Q 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 - 0 3- 7 - 1 3 3- 2 - 1 5 3- 7 - 1 3 6.95 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 0.15 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.03 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-14 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=-65(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 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 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss CG02 Truss Type Diagonal Hip Girder Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33337994 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:32 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-OqXzAIORKkSjjlrpL9SrDFqdImmnIHFvEAQIqxzGI9P 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 - 0 4- 4 - 4 3- 1 1 - 5 4- 4 - 4 6.95 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 0.22 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.05 -0.06 -0.07 (loc) 4-5 4-5 3 l/defl >999 >976 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 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 100 lb uplift at joint(s) 5, 4 except (jt=lb) 3=101. 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss CG03 Truss Type Diagonal Hip Girder Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33337995 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:32 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-OqXzAIORKkSjjlrpL9SrDFqdHmmnIHFvEAQIqxzGI9P 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 - 0 4- 4 - 4 0- 4 - 1 5 3- 1 1 - 5 4- 4 - 4 6.95 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 0.22 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.05 -0.06 -0.07 (loc) 4-5 4-5 3 l/defl >999 >976 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 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 100 lb uplift at joint(s) 5, 4 except (jt=lb) 3=101. 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss GE01 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33337996 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:33 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-s15LNeP352aaLvQ?vtz4mSMquA601ih2Tq9rMNzGI9O Scale = 1:84.8 Sheet Front Full Sheathing 1 Ply 7/16OSB8 12 3 4 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 14 3x4 3x6 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 13-7-0 13-7-0 -1-0-0 1-0-0 6-9-8 6-9-8 13-7-0 6-9-8 14-7-0 1-0-0 1- 7 - 0 9- 6 - 1 1- 7 - 0 14.00 12 Plate Offsets (X,Y)-- [7: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) 0.30 0.16 0.18 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 0.00 (loc) 13 13 14 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 239 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 *Except* 7-19: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-19 REACTIONS.All bearings 13-7-0. (lb) - Max Horz 24=241(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 20, 21, 22, 18, 17, 16 except 24=-233(LC 4), 14=-218(LC 5), 23=-218(LC 5), 15=-209(LC 4) Max Grav All reactions 250 lb or less at joint(s) 24, 14, 20, 21, 22, 23, 18, 17, 16, 15 except 19=389(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-26/319, 6-7=-28/356, 7-8=-28/356, 8-9=-26/319 WEBS 7-19=-474/0 NOTES-(12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 21, 22, 18, 17, 16 except (jt=lb) 24=233, 14=218, 23=218, 15=209. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss GE02 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33337997 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:34 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-LDfjb_QhsMiRz2?CSaUJJgvrZaOvm6cBhUvOvpzGI9N Scale = 1:75.3 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 14 13 12 11 10 9 8 752 6x8 4x8 3x4 3x4 3x8 8x8 8x8 5x6 7-4-5 7-4-5 13-7-0 6-2-11 15-10-11 2-3-11 23-3-0 7-4-5 -1-0-0 1-0-0 7-4-5 7-4-5 15-10-11 8-6-5 23-3-0 7-4-5 24-3-0 1-0-0 1- 7 - 0 10 - 2 - 1 1- 7 - 0 10 - 2 - 1 14.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-5], [3:0-4-12,0-1-8], [4:0-5-2,0-2-0], [5:Edge,0-1-5], [12:0-3-0,0-3-0], [51:0-2-0,0-0-4] 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) 0.95 0.43 0.33 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.19 0.01 (loc) 13-14 13-14 7 l/defl >999 >843 n/a L/d 240 180 n/a PLATES MT20 Weight: 553 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-14,5-7: 2x4 SPF-S Stud, 2-13,5-9: 2x3 SPF No.2 OTHERS 2x3 SPF No.2 *Except* 15-16,31-32,33-34: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-9, 4-9 REACTIONS.All bearings 9-11-8 except (jt=length) 14=0-3-8, 11=0-3-8, 11=0-3-8. (lb) - Max Horz 14=259(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 14 except 7=-278(LC 7), 10=-261(LC 1) Max Grav All reactions 250 lb or less at joint(s) except 14=760(LC 1), 9=909(LC 1), 7=280(LC 11), 8=419(LC 2), 11=341(LC 1), 11=341(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-668/152, 4-5=-273/155, 2-14=-698/147, 5-7=-352/144 BOT CHORD 13-14=-320/351, 12-13=-123/327, 12-52=-123/327, 11-52=-123/327, 10-11=-123/327, 9-10=-123/327 WEBS 3-13=0/280, 3-9=-439/115, 4-9=-396/114, 2-13=-152/316, 5-9=-135/332 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) All plates are 2x4 MT20 unless otherwise indicated. 6) The Fabrication Tolerance at joint 2 = 12%, joint 5 = 12% 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, with BCDL = 10.0psf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14 except (jt=lb) 7=278, 10=261. 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss J01 Truss Type Jack-Open Qty 15 Ply 1 9 Heritage at spring mill Job Reference (optional) I33337998 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:34 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-LDfjb_QhsMiRz2?CSaUJJgvvtaPgmBkBhUvOvpzGI9N 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 - 0 5- 6 - 4 4- 1 1 - 2 5- 6 - 4 14.00 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) 0.67 0.32 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 0.02 -0.07 (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 SPF No.2 BOT CHORD 2x4 SPF No.2 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=80/Mechanical, 4=34/Mechanical Max Horz 5=193(LC 6) Max Uplift3=-109(LC 6), 4=-29(LC 6) Max Grav 5=208(LC 1), 3=80(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=109. 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss J02 Truss Type Jack-Open Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33337999 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:34 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-LDfjb_QhsMiRz2?CSaUJJgv0qaT7mBkBhUvOvpzGI9N 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 - 0 3- 3 - 0 2- 9 - 1 3 3- 3 - 0 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.22 0.10 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: 10 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 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=57(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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss J03 Truss Type Jack-Open Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338000 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:35 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-pPC5oKRJdfqIaCaO0I?YrtS7k_ntVe_Lw8eyRGzGI9M 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 - 0 3- 9 - 8 14.00 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 0.19 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: 9 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss J04 Truss Type Jack-Open Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338001 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:35 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-pPC5oKRJdfqIaCaO0I?YrtSBh_q6Ve_Lw8eyRGzGI9M 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 - 0 2- 1 - 1 4 1- 8 - 1 1 2- 1 - 1 4 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES 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: 6 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 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=22/Mechanical, 4=9/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=22(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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss J05 Truss Type Jack-Open Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338002 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:35 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-pPC5oKRJdfqIaCaO0I?YrtS7k_ntVe_Lw8eyRGzGI9M 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 - 0 3- 9 - 8 3- 2 - 6 3- 9 - 8 14.00 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 0.19 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: 9 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss J06 Truss Type Jack-Open Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338003 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:35 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-pPC5oKRJdfqIaCaO0I?YrtSBh_q6Ve_Lw8eyRGzGI9M 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 - 0 2- 1 - 1 4 1- 8 - 1 1 2- 1 - 1 4 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES 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: 6 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 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=22/Mechanical, 4=9/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=22(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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss J07 Truss Type Jack-Open Qty 2 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338004 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:36 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-HbmT0gRyOzy9CM9aa?WnO5_JtN87E5EU9oOVzizGI9L Scale: 1/2"=1' 1 2 5 3 43x4 3x6 3-1-2 3-0-7 -1-10-3 1-10-3 3-1-2 3-1-2 1- 7 - 0 3- 4 - 8 6.95 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) 0.38 0.13 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: 11 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=276/0-5-12, 3=53/Mechanical, 4=21/Mechanical Max Horz 5=122(LC 6) Max Uplift5=-36(LC 6), 3=-40(LC 6), 4=-6(LC 6) Max Grav 5=276(LC 1), 3=53(LC 1), 4=52(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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss J08 Truss Type Jack-Open Qty 7 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338005 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:36 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-HbmT0gRyOzy9CM9aa?WnO5_KoN9ME5EU9oOVzizGI9L 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 - 0 3- 6 - 0 3- 0 - 1 3 3- 6 - 0 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.26 0.11 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.02 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-8 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=88/Mechanical, 4=39/Mechanical Max Horz 5=117(LC 6) Max Uplift5=-6(LC 6), 3=-77(LC 6), 4=-15(LC 6) Max Grav 5=217(LC 1), 3=88(LC 1), 4=78(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) 46 lb down and 54 lb up at 3-6-12 on top chord, and 13 lb down and 17 lb up at 3-6-12 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, 4-5=-20 Concentrated Loads (lb) Vert: 4=-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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss J09 Truss Type Jack-Open Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338006 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:36 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-HbmT0gRyOzy9CM9aa?WnO5_JZN8eE5EU9oOVzizGI9L Scale = 1:28.7 1 4 2 3 3x4 3x4 2-2-0 2-2-0 2-2-0 2-2-0 1- 7 - 0 4- 1 - 5 3- 6 - 3 4- 1 - 5 14.00 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) 0.34 0.16 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.03 (loc) 4 3-4 2 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 SPF No.2 BOT CHORD 2x4 SPF No.2 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=23/Mechanical Max Horz 4=92(LC 6) Max Uplift2=-80(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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss J10 Truss Type Jack-Open Qty 18 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338007 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:37 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-loKrD0Sa8H40qWkm8j10wIXNrnQIzYUeNS73V8zGI9K Scale = 1:41.5 1 2 5 3 4 3x8 3x6 4-0-0 4-0-0 -1-0-0 1-0-0 4-0-0 4-0-0 1- 7 - 0 6- 3 - 0 5- 7 - 1 4 6- 3 - 0 14.00 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) 0.81 0.39 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.04 -0.03 -0.10 (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 SPF No.2 BOT CHORD 2x4 SPF No.2 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=73(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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss J11 Truss Type Jack-Open Qty 6 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338008 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:37 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-loKrD0Sa8H40qWkm8j10wIXTGnVfzYUeNS73V8zGI9K Scale = 1:41.5 1 4 2 3 2x4 3x6 4-0-0 4-0-0 4-0-0 4-0-0 1- 7 - 0 6- 3 - 0 1- 1 - 1 0 5- 7 - 1 4 6- 3 - 0 14.00 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) 0.40 0.11 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: 13 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 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=90(LC 1), 1=206(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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss J12 Truss Type Jack-Open Qty 2 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338009 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:37 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-loKrD0Sa8H40qWkm8j10wIXX3nWRzYUeNS73V8zGI9K 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 - 0 2- 5 - 0 1- 1 1 - 1 3 2- 5 - 0 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.16 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss J13 Truss Type Jack-Open Qty 5 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338010 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:38 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-D_uEQMTCvaCsRgJzhQYFTW4eQBpKi?knc6tc2bzGI9J 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 - 0 4- 1 - 5 3- 6 - 3 4- 1 - 5 14.00 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 0.21 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.00 -0.03 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss PB01 Truss Type GABLE Qty 11 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338011 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:38 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-D_uEQMTCvaCsRgJzhQYFTW4jwBsqi?Ync6tc2bzGI9J 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 - 1 2 0- 1 - 4 0- 1 - 8 14.00 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) 0.09 0.05 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: 16 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss PB02 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338012 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:38 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-D_uEQMTCvaCsRgJzhQYFTW4kXBrRi?cnc6tc2bzGI9J Scale = 1:18.7 2 3 4 5 7 1 6 3x4 2x4 2x4 2x4 5x6 5-4-11 5-4-11 1-10-5 1-10-5 3-6-6 1-8-1 5-4-11 1-10-5 2- 2 - 1 0- 1 - 4 0- 1 - 8 2- 0 - 9 14.00 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) 0.05 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: 15 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 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=-50(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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss PB03 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338013 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:39 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-hAScehUqguKj3qt9F74U0jct8bAMRSHxrmc9a1zGI9I Scale = 1:38.6 2 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 1 12 3x6 3x6 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 22-8-5 22-8-5 1-10-8 1-10-8 20-9-13 18-11-5 22-8-5 1-10-8 1- 3 - 0 0- 1 - 4 0- 1 - 8 1- 1 - 8 8.00 12 Plate Offsets (X,Y)-- [2:0-1-15,0-1-8], [3:0-3-0,0-0-2], [10:0-3-12,0-2-0] 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) 0.19 0.10 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 10 10 11 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 53 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 22-8-5. (lb) - Max Horz 1=-25(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 13, 14, 15, 16, 18, 11 except 1=-112(LC 10) Max Grav All reactions 250 lb or less at joint(s) 1, 12, 13, 11 except 2=316(LC 10), 14=340(LC 10), 15=315(LC 1), 16=321(LC 11), 18=320(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 8-14=-257/104 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) 2, 13, 14, 15, 16, 18, 11 except (jt=lb) 1=112. 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss PB04 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338014 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:40 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-9N0_r1VSRCSahzSLprbjYx9?I?WXAu444QMj6TzGI9H Scale = 1:38.6 2 3 4 5 6 7 13 12 11 10 9 1 8 5x6 3x6 3x6 2x4 4x6 2x4 2x4 2x4 2x4 2x4 3x6 22-8-5 22-8-5 5-4-8 5-4-8 17-3-13 11-11-5 22-8-5 5-4-8 3- 7 - 0 0- 1 - 4 0- 1 - 8 3- 5 - 8 8.00 12 Plate Offsets (X,Y)-- [3:0-4-4,0-2-4], [6:0-3-12,0-2-0] 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) 0.35 0.10 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 62 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 22-8-5. (lb) - Max Horz 1=-79(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 9, 10, 11, 13 except 1=-282(LC 1), 8=-284(LC 1), 2=-140(LC 6), 7=-130(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 8 except 2=531(LC 1), 9=314(LC 11), 10=336(LC 10), 11=333(LC 11), 13=314(LC 10), 7=536(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-10=-257/109, 4-11=-255/108 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) 9, 10, 11, 13 except (jt=lb) 1=282, 8=284, 2=140, 7=130. 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss PB05 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338015 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:41 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-dZaM3NV4CVbRI71YNY6y58iArOr8vJiDI45GfwzGI9G Scale: 1/4"=1' 2 3 4 5 6 7 8 14 13 12 11 10 1 9 15 16 3x6 3x8 3x6 2x4 4x6 2x4 2x4 2x4 2x4 2x4 2x4 3x4 22-8-5 22-8-5 8-10-8 8-10-8 13-9-13 4-11-5 22-8-5 8-10-8 5- 1 1 - 0 0- 1 - 4 0- 1 - 8 5- 9 - 8 8.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-0-2], [6:0-3-12,0-2-0], [8:0-1-15,0-1-8] 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) 0.37 0.14 0.18 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: 67 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 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 22-8-5. (lb) - Max Horz 1=-134(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 11, 12, 14, 10, 8 except 1=-295(LC 10), 9=-159(LC 11), 2=-109(LC 6) Max Grav All reactions 250 lb or less at joint(s) 1, 9 except 2=549(LC 1), 11=460(LC 11), 12=481(LC 10), 14=424(LC 1), 10=373(LC 1), 8=366(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-14=-270/144, 7-10=-261/145 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) 11, 12, 14, 10, 8 except (jt=lb) 1=295, 9=159, 2=109. 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss PB06 Truss Type GABLE Qty 8 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338016 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:42 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-6l8kGjWjzpjIwHckwGdBdMEOsoB8emqNXkrpBMzGI9F Scale = 1:55.7 2 3 4 5 6 7 8 14 13 12 11 10 1 9 4x6 3x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 21-8-5 21-8-5 10-10-2 10-10-2 21-8-5 10-10-2 7- 2 - 1 2 0- 1 - 4 0- 1 - 8 8.00 12 Plate Offsets (X,Y)-- [13:0-3-0,0-3-0] 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) 0.16 0.15 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: 66 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 21-8-5. (lb) - Max Horz 1=-164(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 2, 13, 14, 11, 10 Max Grav All reactions 250 lb or less at joint(s) 1, 9, 2, 8 except 13=420(LC 10), 12=420(LC 1), 14=257(LC 1), 11=429(LC 11), 10=253(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-13=-263/141, 6-11=-268/143 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, 2, 13, 14, 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss PB07 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338017 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:43 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-ayh7U3XLk7r9YRBwUz8QAZnYgCXeNDTWmOaNjozGI9E Scale: 1/4"=1' 2 3 4 5 6 7 8 14 13 12 11 10 1 9 15 16 6x6 3x4 3x6 2x4 4x6 2x4 2x4 2x4 2x4 2x4 3x4 21-8-5 21-8-5 8-11-2 8-11-2 12-9-3 3-10-1 21-8-5 8-11-2 5- 1 1 - 7 0- 1 - 4 0- 1 - 8 5- 9 - 1 5 8.00 12 Plate Offsets (X,Y)-- [2:0-1-15,0-1-8], [5:0-3-12,0-2-0], [6:0-3-12,0-2-0], [8:0-1-15,0-1-8] 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) 0.22 0.14 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 8 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 64 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 21-8-5. (lb) - Max Horz 1=-135(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 12, 14, 10, 8 except 1=-152(LC 10), 9=-165(LC 11) Max Grav All reactions 250 lb or less at joint(s) 1, 9 except 2=363(LC 1), 11=436(LC 11), 12=460(LC 10), 14=357(LC 1), 10=376(LC 1), 8=388(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 7-10=-263/147 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, 12, 14, 10, 8 except (jt=lb) 1=152, 9=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) 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss PB08 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338018 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:43 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-ayh7U3XLk7r9YRBwUz8QAZnWOCYANEoWmOaNjozGI9E Scale = 1:36.9 2 3 4 5 6 7 8 14 13 12 11 10 1 9 3x6 3x4 3x6 2x4 4x6 2x4 2x4 2x4 2x4 2x4 2x4 3x6 21-8-5 21-8-5 5-5-2 5-5-2 16-3-3 10-10-1 21-8-5 5-5-2 3- 7 - 7 0- 1 - 4 0- 1 - 8 3- 5 - 1 5 8.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-0-2], [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) 0.36 0.10 0.08 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: 59 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 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 21-8-5. (lb) - Max Horz 1=-81(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 10, 11, 12, 14 except 1=-118(LC 1), 9=-291(LC 1), 8=-117(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 9 except 2=331(LC 1), 10=291(LC 1), 11=339(LC 10), 12=310(LC 11), 14=277(LC 10), 8=570(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-11=-262/111 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, 10, 11, 12, 14 except (jt=lb) 1=118, 9=291, 8=117. 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss PB09 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338019 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:44 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-28FVhPYzVQz0Abm72hffinJjXcub6iNg_1KwFEzGI9D Scale = 1:37.5 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 1 11 3x6 3x6 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 21-8-5 21-8-5 1-11-2 1-11-2 15-7-2 13-8-0 17-8-2 2-1-0 21-8-5 4-0-2 1- 3 - 7 2- 8 - 2 0- 1 - 4 0- 1 - 8 1- 1 - 1 5 8.00 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) 0.21 0.09 0.05 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: 53 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (10-0-0 max.): 4-8. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 21-8-5. (lb) - Max Horz 1=-58(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 12, 13, 15, 16, 17, 10 except 11=-119(LC 11), 2=-118(LC 10) Max Grav All reactions 250 lb or less at joint(s) 1, 11, 2 except 12=346(LC 1), 13=311(LC 10), 15=316(LC 1), 16=337(LC 10), 17=336(LC 10), 10=284(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 9-12=-267/72, 5-16=-254/101, 3-17=-264/107 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, 12, 13, 15, 16, 17, 10 except (jt=lb) 11=119, 2=118. 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss PB10 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338020 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:45 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-WKptulYbGk5tnlLJcOAuF_svV0C_r9JpDh3UohzGI9C 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 - 1 0- 1 - 4 0- 1 - 8 2- 0 - 9 8.00 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) 0.13 0.21 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: 22 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss T01 Truss Type Half Hip Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338021 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:45 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-WKptulYbGk5tnlLJcOAuF_sqf0CUr9TpDh3UohzGI9C 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 - 0 5- 0 - 0 4- 8 - 8 5- 0 - 0 14.00 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) 0.51 0.24 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.01 -0.08 (loc) 5-6 5-6 4 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 SPF No.2 BOT CHORD 2x4 SPF No.2 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=80/Mechanical, 6=208/0-3-8, 5=34/Mechanical Max Horz 6=139(LC 6) Max Uplift4=-87(LC 6), 5=-21(LC 6) Max Grav 4=80(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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss T02 Truss Type Half Hip Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338022 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:45 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-WKptulYbGk5tnlLJcOAuF_sqc0CTr9TpDh3UohzGI9C 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 - 0 5- 0 - 5 4- 8 - 1 3 5- 0 - 5 14.00 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) 0.51 0.24 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.01 -0.08 (loc) 5-6 5-6 4 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 SPF No.2 BOT CHORD 2x4 SPF No.2 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=80/Mechanical, 6=208/0-3-8, 5=34/Mechanical Max Horz 6=140(LC 6) Max Uplift4=-93(LC 7), 5=-21(LC 6) Max Grav 4=80(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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss T03 Truss Type Half Hip Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338023 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:46 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-_XNF65ZD12DkPvwV95i7oCPzEPWDacizSLp1K7zGI9B Scale = 1:34.3 1 2 3 6 4 5 4x6 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 - 0 5- 1 - 0 14.00 12 Plate Offsets (X,Y)-- [3:0-2-11,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) 0.58 0.27 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.03 -0.13 (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 SPF No.2 BOT CHORD 2x4 SPF No.2 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=-87(LC 7), 5=-14(LC 6) Max Grav 4=99(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, 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss T04 Truss Type Half Hip Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338024 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:46 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-_XNF65ZD12DkPvwV95i7oCP0yPYfacizSLp1K7zGI9B Scale = 1:26.1 1 2 3 6 4 5 4x6 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 - 0 3- 9 - 0 14.00 12 Plate Offsets (X,Y)-- [3:0-2-11,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) 0.41 0.18 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.03 -0.09 (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 SPF No.2 BOT CHORD 2x4 SPF No.2 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=-55(LC 7), 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss T05 Truss Type Half Hip Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338025 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:46 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-_XNF65ZD12DkPvwV95i7oCP3hPZTacizSLp1K7zGI9B Scale = 1:18.2 1 2 3 6 4 5 3x4 2x4 3x4 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 - 0 2- 5 - 0 14.00 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) 0.23 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 6 5-6 4 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 SPF No.2 BOT CHORD 2x4 SPF No.2 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=42/Mechanical, 6=167/0-3-8, 5=17/Mechanical Max Horz 6=59(LC 6) Max Uplift4=-26(LC 7), 6=-14(LC 6), 5=-8(LC 6) Max Grav 4=49(LC 11), 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) -1-0-0 to 2-1-4 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss T06 Truss Type Half Hip Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338026 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:47 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-SjxdJRaroLLb12VhjpDMKPxDmpvyJ3y6h?YasZzGI9A Scale = 1:23.4 1 2 3 6 4 5 3x4 3x4 3x6 1-5-5 1-5-5 2-1-4 0-8-0 2-2-0 0-0-12 -1-0-0 1-0-0 1-5-5 1-5-5 2-2-0 0-8-11 1- 7 - 0 3- 3 - 3 14.00 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) 0.27 0.11 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: 9 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud 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=-47(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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss T07 Truss Type Hip Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338027 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:47 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-SjxdJRaroLLb12VhjpDMKPx72pnuJzJ6h?YasZzGI9A Scale = 1:88.5 1 2 3 4 5 6 7 8 13 12 11 10 914 15 16 17 18 4x6 8x8 3x6 3x8 3x6 3x4 3x6 3x4 4x6 4x6 3x4 8-6-1 8-6-1 14-8-15 6-2-14 23-3-0 8-6-1 -1-0-0 1-0-0 4-4-4 4-4-4 8-6-1 4-1-12 14-8-15 6-2-14 18-10-12 4-1-12 23-3-0 4-4-4 24-3-0 1-0-0 1- 7 - 0 11 - 6 - 1 1- 7 - 0 11 - 6 - 1 14.00 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) 0.64 0.63 0.43 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.17 -0.39 0.03 (loc) 11-13 11-13 9 l/defl >999 >707 n/a L/d 240 180 n/a PLATES MT20 Weight: 132 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-11,5-11,5-10: 2x4 SPF No.2, 2-13,7-9: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-7 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=1183/0-3-8, 9=1197/0-3-8 Max Horz 13=291(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=-322/187, 3-4=-955/208, 4-5=-563/187, 5-6=-972/208, 6-7=-321/187, 2-13=-369/194, 7-9=-368/194 BOT CHORD 13-14=-172/594, 14-15=-172/594, 12-15=-172/594, 11-12=-172/594, 11-16=-37/575, 10-16=-37/575, 10-17=0/604, 17-18=0/604, 9-18=0/604 WEBS 4-11=-56/337, 5-10=-80/378, 3-13=-812/42, 6-9=-830/42 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss T08 Truss Type Hip Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338028 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:47 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-SjxdJRaroLLb12VhjpDMKPx3vpkPJyo6h?YasZzGI9A Scale = 1:92.7 1 2 3 4 5 6 7 8 9 10 15 14 13 12 1116 17 18 19 3x6 4x6 8x8 3x6 3x6 3x8 3x6 3x4 3x6 3x6 5x8 5x6 3x6 9-7-12 9-7-12 13-7-4 3-11-7 23-3-0 9-7-12 -1-0-0 1-0-0 4-11-2 4-11-2 9-7-12 4-8-10 13-7-4 3-11-7 18-3-14 4-8-10 23-3-0 4-11-2 24-3-0 1-0-0 1- 7 - 0 12 - 1 0 - 1 1- 7 - 0 12 - 1 0 - 1 14.00 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) 0.91 0.79 0.46 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.33 -0.70 0.03 (loc) 13-15 13-15 11 l/defl >830 >396 n/a L/d 240 180 n/a PLATES MT20 Weight: 145 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-15,9-11: 2x4 SPF-S Stud, 4-15,7-11: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-11 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=1206/0-3-8, 11=1208/0-3-8 Max Horz 15=323(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=-404/178, 4-5=-942/220, 5-6=-538/200, 6-7=-945/220, 8-9=-401/178, 2-15=-435/210, 9-11=-433/210 BOT CHORD 15-16=-170/604, 14-16=-170/604, 13-14=-170/604, 13-17=-36/539, 12-17=-36/539, 12-18=0/606, 18-19=0/606, 11-19=0/606 WEBS 5-13=-88/375, 6-12=-107/392, 4-15=-727/57, 7-11=-733/58 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss T09 Truss Type Piggyback Base Qty 10 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338029 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:48 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-wvV0XmbTZfTSeC3uHWkctdUHFD6q2QLFvfI8O0zGI99 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 - 0 12 - 0 - 0 1- 7 - 0 12 - 0 - 0 14.00 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) 0.74 0.65 0.44 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.22 -0.50 0.03 (loc) 11-13 9-10 9 l/defl >999 >553 n/a L/d 240 180 n/a PLATES MT20 Weight: 135 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-11,5-11,5-10: 2x4 SPF No.2, 2-13,7-9: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-4 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=-351/191, 3-4=-948/213, 4-5=-552/192, 5-6=-960/213, 6-7=-351/191, 2-13=-392/199, 7-9=-392/199 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=-779/48, 6-9=-791/48 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss T10 Truss Type Piggyback Base Qty 2 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338030 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:48 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-wvV0XmbTZfTSeC3uHWkctdUHFD6q2PAFvfI8O0zGI99 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 - 0 12 - 0 - 0 1- 7 - 0 12 - 0 - 0 14.00 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) 0.74 0.65 0.45 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.22 -0.50 0.03 (loc) 10-12 8-9 8 l/defl >999 >553 n/a L/d 240 180 n/a PLATES MT20 Weight: 133 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-10,5-10,5-9: 2x4 SPF No.2, 2-12,7-8: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-4 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=-351/191, 3-4=-950/212, 4-5=-553/191, 5-6=-966/213, 6-7=-333/127, 2-12=-392/199, 7-8=-304/111 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=-781/47, 6-8=-813/54 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss T11 Truss Type Hip Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338031 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:49 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-O63Ok6c6KzbJGMe4rEFrPq1SNdP2nmwP8J1hxSzGI98 Scale = 1:97.3 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 1221 22 23 24 25 8x8 6x6 4x6 6x6 3x4 5x6 5x12 4x6 4x6 4x6 4x6 4x6 5x8 4x6 4x6 5x10 MT18HS5x6 8x10 7-7-0 7-7-0 19-3-5 11-8-5 30-11-11 11-8-5 42-8-0 11-8-5 53-11-0 11-3-0 7-7-0 7-7-0 16-4-4 8-9-4 25-1-8 8-9-4 33-10-12 8-9-4 42-8-0 8-9-4 48-2-4 5-6-4 53-11-0 5-8-12 54-11-0 1-0-0 3- 6 - 5 8- 7 - 0 1- 1 - 0 8- 7 - 0 8.00 12 Plate Offsets (X,Y)-- [10:Edge,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.71 0.84 0.87 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.36 -0.68 0.19 (loc) 13-15 15-17 12 l/defl >999 >943 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 366 lb FT = 20% GRIP 169/123 244/190 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x3 SPF No.2 *Except* 3-19,6-13: 2x4 SPF 2100F 1.8E, 3-17,5-17,5-15,6-15: 2x4 SPF No.2 1-20,9-12: 2x4 SPF-S Stud, 10-12: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-14 oc purlins, except end verticals, and 2-0-0 oc purlins (3-7-1 max.): 2-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-19, 5-17, 5-15, 6-13, 1-20, 9-12 REACTIONS.(lb/size) 20=2530/0-3-8 (req. 0-3-15), 12=2556/0-3-8 (req. 0-4-0) Max Horz 20=-238(LC 4) Max Uplift20=-163(LC 5), 12=-143(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2668/252, 2-3=-2135/265, 3-4=-4078/390, 4-5=-4078/390, 5-6=-4314/427, 6-7=-2850/310, 7-8=-2852/310, 8-9=-3461/324, 9-10=-1374/141, 1-20=-2490/215, 10-12=-1030/157 BOT CHORD 19-21=-432/3735, 18-21=-432/3735, 18-22=-432/3735, 17-22=-432/3735, 16-17=-461/4381, 16-23=-461/4381, 15-23=-461/4381, 15-24=-372/4091, 14-24=-372/4091, 14-25=-372/4091, 13-25=-372/4091, 12-13=-156/2783 WEBS 2-19=-45/1011, 3-19=-2240/347, 3-17=0/1030, 5-17=-541/174, 6-15=0/702, 6-13=-1773/330, 8-13=-44/1434, 1-19=-173/2259, 9-12=-2271/189 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) The Fabrication Tolerance at joint 10 = 12% 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) WARNING: Required bearing size at joint(s) 20, 12 greater than input bearing size. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 20=163, 12=143. 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss T12 Truss Type Roof Special Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338032 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:50 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-tIcmySck5GjAuWDGOxm4y2ZeP1nYWB7YNznFTuzGI97 Scale = 1:111.7 1 2 3 4 5 6 7 8 9 10 11 12 13 25 24 23 22 21 20 19 18 17 16 15 1426 27 28 29 30 3x4 6x6 4x6 6x8 6x16 6x6 4x6 4x6 4x8 4x6 4x8 2x4 2x4 4x8 4x6 2x4 4x8 4x6 4x8 4x8 8x10 4x6 4x6 11-1-0 11-1-0 19-9-3 8-8-3 28-4-2 8-6-15 37-0-5 8-8-3 39-1-11 2-1-6 41-3-6 2-1-11 47-5-15 6-2-9 53-11-0 6-5-1 5-7-12 5-7-12 11-1-0 5-5-4 19-9-3 8-8-3 28-4-2 8-6-15 37-0-5 8-8-3 39-1-11 2-1-6 41-3-6 2-1-11 47-5-15 6-2-9 53-11-0 6-5-1 54-11-0 1-0-0 3- 6 - 5 9- 6 - 1 10 - 1 1 - 0 1- 1 - 0 10 - 1 1 - 0 8.00 12 Plate Offsets (X,Y)-- [7:0-5-4,0-3-0], [14:0-5-0,0-6-12], [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) 0.63 0.76 1.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.46 0.15 (loc) 20-22 20-22 14 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 435 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF No.2 *Except* 10-16,10-15,12-15: 2x3 SPF No.2, 1-25: 2x4 SPF-S Stud 12-14: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-9 oc purlins, except end verticals, and 2-0-0 oc purlins (3-11-13 max.): 3-7, 8-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-20, 6-20, 7-20, 8-19, 8-17, 8-16, 2-25 2 Rows at 1/3 pts 4-24 REACTIONS.(lb/size) 25=2656/0-3-8 (req. 0-4-3), 14=2530/0-3-8 (req. 0-3-15) Max Horz 25=-292(LC 4) Max Uplift25=-72(LC 5), 14=-93(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2848/313, 3-4=-2311/297, 4-5=-3432/394, 5-6=-3432/394, 6-7=-3433/394, 7-8=-3376/382, 8-9=-2747/324, 9-10=-3370/340, 10-11=-3368/277, 11-12=-3508/256, 12-14=-2421/240 BOT CHORD 25-26=-258/1890, 26-27=-258/1890, 24-27=-258/1890, 24-28=-284/3269, 23-28=-284/3269, 22-23=-284/3269, 21-22=-284/3269, 21-29=-284/3269, 20-29=-284/3269, 20-30=-102/2902, 19-30=-102/2902, 18-19=-72/2964, 17-18=-72/2964, 16-17=-72/2959, 15-16=-100/2805, 14-15=-44/849 WEBS 2-24=-112/721, 3-24=-43/1114, 4-24=-1579/251, 4-22=0/439, 4-20=-74/314, 6-20=-528/221, 7-20=-214/968, 7-19=-56/731, 8-19=-303/146, 8-17=-314/0, 8-16=-1042/193, 9-16=-72/1324, 2-25=-2925/184, 12-15=-58/1970 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, 14 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) 25, 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss T13 Truss Type Piggyback Base Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338033 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:51 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-LUA89odMrar0VgoTyfHJVF6o0Q74Fh6ibdWo?KzGI96 Scale = 1:108.3 1 2 3 4 5 6 7 8 9 10 11 12 23 22 21 20 19 18 17 16 15 14 132425 26 27 28 29 8x8 6x6 4x6 6x6 6x10 6x6 3x4 4x8 4x6 4x8 4x8 4x6 4x6 4x6 4x8 2x4 6x8 4x6 8x10 4x6 4x6 6-5-8 6-5-8 12-8-8 6-3-0 24-0-10 11-4-2 35-4-13 11-4-2 42-7-11 7-2-14 44-9-6 2-1-11 53-11-0 9-1-10 6-5-8 6-5-8 12-8-8 6-3-0 20-3-4 7-6-12 27-10-1 7-6-12 35-4-13 7-6-12 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 3- 6 - 5 7- 2 - 1 12 - 0 - 0 1- 1 - 0 12 - 0 - 0 8.00 12 Plate Offsets (X,Y)-- [13:0-4-12,0-2-0], [22:0-2-8,0-2-0] 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) 0.64 0.74 0.82 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.30 -0.58 0.15 (loc) 17-18 17-18 13 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 413 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF No.2 *Except* 2-22,8-15,8-14,9-14,10-14,1-22,10-13: 2x3 SPF No.2 1-23: 2x4 SPF-S Stud, 11-13: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins, except end verticals, and 2-0-0 oc purlins (4-4-0 max.): 3-7, 8-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-22, 6-18, 6-17, 8-17, 8-14, 1-23, 10-13 2 Rows at 1/3 pts 4-21 REACTIONS.(lb/size) 23=2599/0-3-8 (req. 0-4-1), 13=2592/0-3-8 (req. 0-4-1) Max Horz 23=-317(LC 4) Max Uplift23=-27(LC 6), 13=-102(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2556/236, 2-3=-2858/329, 3-4=-2299/313, 4-5=-3148/361, 5-6=-3148/361, 6-7=-2833/351, 7-8=-3464/360, 8-9=-2940/281, 9-10=-3531/298, 10-11=-1341/121, 1-23=-2530/204, 11-13=-1022/141 BOT CHORD 22-23=-233/299, 22-24=-223/2047, 21-24=-223/2047, 21-25=-219/2963, 20-25=-219/2963, 19-20=-219/2963, 19-26=-219/2963, 18-26=-219/2963, 18-27=-170/3139, 27-28=-170/3139, 17-28=-170/3139, 16-17=-100/3407, 16-29=-100/3407, 15-29=-100/3407, 14-15=-100/3408, 13-14=-126/2728 WEBS 2-22=-840/113, 2-21=-154/489, 3-21=-58/1134, 4-21=-1307/239, 4-18=0/655, 6-17=-731/246, 7-17=-50/1403, 8-17=-799/172, 8-14=-1605/161, 9-14=-112/1586, 10-14=-59/297, 1-22=-94/2249, 10-13=-2282/178 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, 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) 23 except (jt=lb) 13=102. 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss T14 Truss Type Piggyback Base Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338034 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:51 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-LUA89odMrar0VgoTyfHJVF6mmQ4VFfDibdWo?KzGI96 Scale = 1:103.1 1 2 3 4 5 6 7 8 9 10 20 19 18 17 16 15 14 13 12 11212223 24 25 26 6x6 6x6 4x6 6x6 4x6 8x8 3x4 3x4 3x16 MT18HS 4x6 4x8 3x8 4x6 3x6 4x6 3x8 4x6 4x8 3x8 3x8 MT18HS 6-5-8 6-5-8 12-8-8 6-3-0 24-0-10 11-4-2 35-4-13 11-4-2 42-6-4 7-1-7 49-11-0 7-4-12 6-5-8 6-5-8 12-8-8 6-3-0 20-3-4 7-6-12 27-10-1 7-6-12 35-4-13 7-6-12 42-6-4 7-1-7 49-7-11 7-1-7 49-11-0 0-3-5 3- 6 - 5 12 - 0 - 0 2- 3 - 1 4 12 - 0 - 0 8.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-2-0], [12:0-2-8,0-2-0], [19:0-2-8,0-2-0] 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) 0.79 0.91 0.94 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.48 -0.89 0.13 (loc) 15-18 15-18 11 l/defl >999 >667 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 331 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x4 SP 2400F 2.0E *Except* 11-13: 2x4 SPF No.2, 16-17: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 10-11,1-20: 2x4 SPF-S Stud, 2-19,8-12,10-12,1-19: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc purlins, except end verticals, and 2-0-0 oc purlins (4-7-12 max.): 3-7. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-19, 4-18, 6-14, 8-14, 1-20 REACTIONS.(lb/size) 11=2396/Mechanical, 20=2419/0-3-8 (req. 0-3-13) Max Horz 20=-306(LC 4) Max Uplift11=-40(LC 7), 20=-29(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2349/223, 2-3=-2604/312, 3-4=-2086/299, 4-5=-2756/334, 5-6=-2756/334, 6-7=-2253/311, 7-8=-2821/322, 8-9=-2704/240, 9-10=-2854/212, 10-11=-2325/193, 1-20=-2355/192 BOT CHORD 19-20=-258/290, 19-21=-248/1875, 18-21=-248/1875, 18-22=-244/2630, 17-22=-244/2630, 16-17=-244/2630, 16-23=-244/2630, 15-23=-244/2630, 15-24=-195/2685, 24-25=-195/2685, 14-25=-195/2685, 13-14=-70/2284, 13-26=-70/2284, 12-26=-70/2284 WEBS 2-19=-772/107, 2-18=-154/431, 3-18=-48/993, 4-18=-1095/238, 4-15=0/472, 6-15=-3/314, 6-14=-914/243, 7-14=-45/1081, 8-12=-401/111, 10-12=-94/2286, 1-19=-83/2071 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, 20. 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss T15 Truss Type Piggyback Base Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338035 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:52 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-pgkWM8e_cuzt7qNfWMoY1TfwuqTZ_8ArqHGLXnzGI95 Scale = 1:112.6 1 2 3 4 5 6 7 8 9 10 11 12 13 25 24 23 22 21 20 19 18 17 16 15 1426 27 28 4x6 6x8 4x6 6x8 4x6 3x4 4x6 2x4 2x4 5x12 4x6 4x6 4x8 4x6 2x4 6x16 4x6 3x6 4x6 4x6 5x6 8x8 4x6 6-8-8 6-8-8 13-2-8 6-6-0 19-6-0 6-3-8 32-1-0 12-7-0 34-10-13 2-9-13 42-3-10 7-4-14 49-11-0 7-7-6 6-8-8 6-8-8 13-2-8 6-6-0 19-6-0 6-3-8 25-9-8 6-3-8 32-1-0 6-3-8 34-10-13 2-9-13 42-3-10 7-4-14 49-11-0 7-7-6 50-11-0 1-0-0 3- 6 - 5 12 - 4 - 0 1- 1 - 0 1- 2 - 1 4 12 - 4 - 0 8.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-2-0], [4:0-5-4,0-3-0], [9:0-5-4,0-3-0], [14:0-3-0,0-6-12], [15:0-2-8,0-2-0], [18:0-4-12,0-2-8], [24:0-2-8,0-2-0] 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) 0.89 0.66 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.65 0.13 (loc) 19-20 19-20 14 l/defl >999 >915 n/a L/d 240 180 n/a PLATES MT20 Weight: 410 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 *Except* 16-18: 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-24,11-15,1-24,12-15: 2x3 SPF No.2, 1-25: 2x4 SPF-S Stud 12-14: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc purlins, except end verticals, and 2-0-0 oc purlins (5-1-5 max.): 4-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-19, 4-20, 5-20, 6-18, 11-17, 6-20 REACTIONS.(lb/size) 25=2220/0-3-8, 14=2209/0-5-8 Max Horz 25=-300(LC 4) Max Uplift25=-33(LC 6), 14=-82(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2207/196, 2-3=-2011/222, 3-4=-2332/325, 4-5=-2221/332, 5-6=-2218/331, 6-7=-2267/336, 7-8=-2267/336, 8-9=-2270/335, 9-10=-2515/326, 10-11=-2642/282, 11-12=-3073/259, 1-25=-2163/188, 12-14=-2114/229 BOT CHORD 24-25=-238/281, 24-26=-213/1757, 23-26=-213/1757, 22-23=-213/1757, 21-22=-186/1840, 21-27=-186/1840, 20-27=-186/1840, 17-18=-34/2094, 16-17=-72/2441, 16-28=-72/2441, 15-28=-71/2443, 14-15=-61/806 WEBS 3-24=-588/128, 3-22=-171/260, 4-20=-181/891, 5-20=-386/168, 18-20=-190/2307, 6-18=-287/175, 9-18=-240/809, 9-17=-27/392, 11-17=-452/157, 1-24=-76/1915, 6-20=-348/160, 12-15=-12/1643 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) 25, 14. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss T16 Truss Type Piggyback Base Qty 3 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338036 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:53 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-HtIvaUfcNB5klzyr44KnagB3_ElqjZP_3x?v4DzGI94 Scale = 1:112.6 1 2 3 4 5 6 7 8 9 10 11 12 13 23 22 21 20 19 18 17 16 15 1424 25 26 27 28 4x6 6x8 4x6 6x8 4x6 3x4 3x6 2x4 2x4 5x12 3x6 4x6 4x8 3x6 6x10 4x6 3x6 4x6 2x4 6x6 8x10 4x6 4x6 6-8-8 6-8-8 13-2-8 6-6-0 20-7-12 7-5-4 28-1-0 7-5-4 34-10-13 6-9-13 42-3-10 7-4-14 49-11-0 7-7-6 6-8-8 6-8-8 13-2-8 6-6-0 20-7-12 7-5-4 28-1-0 7-5-4 34-10-13 6-9-13 42-3-10 7-4-14 49-11-0 7-7-6 50-11-0 1-0-0 3- 6 - 5 12 - 4 - 0 1- 1 - 0 1- 2 - 1 4 12 - 4 - 0 8.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-2-0], [4:0-5-4,0-3-0], [8:0-5-4,0-3-0], [12:0-6-6,Edge], [17:0-5-8,0-2-0], [22:0-2-8,0-2-0] 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) 1.00 0.92 0.90 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.48 0.21 (loc) 19-20 16-17 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 343 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x4 SPF No.2 *Except* 15-17: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 3-22,17-19,10-14,1-22: 2x3 SPF No.2, 1-23: 2x4 SPF-S Stud SLIDER Right 2x6 SP No.1 4-7-12 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purlins, except end verticals, and 2-0-0 oc purlins (4-8-4 max.): 4-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 12-14. WEBS 1 Row at midpt 7-18, 4-19, 5-19, 10-16 REACTIONS.(lb/size) 23=2324/0-3-8 (req. 0-3-10), 12=2423/0-5-8 Max Horz 23=-291(LC 4) Max Uplift23=-32(LC 6), 12=-76(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2293/198, 2-3=-2097/223, 3-4=-2461/321, 4-5=-2403/346, 5-6=-2699/359, 6-7=-2699/359, 7-8=-2698/357, 8-9=-2839/326, 9-10=-2923/281, 10-11=-3400/271, 11-12=-3540/237, 1-23=-2268/191 BOT CHORD 22-23=-238/276, 22-24=-215/1827, 21-24=-215/1827, 20-21=-215/1827, 20-25=-183/1950, 19-25=-183/1950, 17-26=-32/2365, 16-26=-32/2365, 15-16=-110/2727, 15-27=-110/2727, 14-27=-110/2727, 14-28=-111/2726, 12-28=-111/2726 WEBS 7-17=-428/188, 3-22=-655/120, 3-20=-166/320, 4-19=-210/944, 5-19=-937/264, 17-19=-195/2395, 5-17=-81/568, 8-17=-236/739, 8-16=-6/602, 10-16=-473/170, 10-14=0/306, 1-22=-79/2005 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, 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss T17 Truss Type Piggyback Base Qty 2 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338037 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:53 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-HtIvaUfcNB5klzyr44KnagBBAElzjZr_3x?v4DzGI94 Scale = 1:116.1 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 4x6 6x6 4x6 6x6 4x6 5x12 4x6 3x6 2x4 4x6 3x6 3x8 2x4 3x8 4x10 4x8 5x8 6x10 3x8 4x6 2x4 8x10 4x6 4x6 3-9-12 3-9-12 10-4-2 6-6-6 16-10-8 6-6-6 24-3-12 7-5-4 31-9-0 7-5-4 38-6-13 6-9-13 45-11-11 7-4-14 53-7-0 7-7-6 8-6-8 8-6-8 16-10-8 8-4-0 24-3-12 7-5-4 31-9-0 7-5-4 38-6-13 6-9-13 45-11-11 7-4-14 53-7-0 7-7-6 54-7-0 1-0-0 1- 1 - 0 12 - 4 - 0 1- 1 - 0 1- 2 - 1 4 12 - 4 - 0 8.00 12 Plate Offsets (X,Y)-- [12:0-6-6,Edge], [17:0-7-0,0-4-0], [19:0-3-8,0-2-8], [23:0-2-3,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.47 0.91 0.93 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.29 -0.52 0.24 (loc) 19-20 16-17 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 363 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x4 SPF No.2 *Except* 15-17: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 2-22,17-19,10-14: 2x3 SPF No.2 SLIDER Left 2x6 SP No.1 2-5-7, Right 2x6 SP No.1 4-7-12 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-7 oc purlins, except 2-0-0 oc purlins (4-7-13 max.): 4-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 1-23 2-2-0 oc bracing: 12-14. WEBS 1 Row at midpt 2-23, 5-20, 5-19, 7-16, 10-16 REACTIONS.(lb/size) 1=-95/0-3-8, 23=2721/0-3-8 (req. 0-4-4), 12=2402/0-5-8 Max Horz 1=274(LC 5) Max Uplift1=-217(LC 11), 23=-82(LC 5), 12=-79(LC 7) Max Grav 1=82(LC 5), 23=2721(LC 1), 12=2402(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-154/538, 2-3=-2405/262, 3-4=-2254/313, 4-5=-1883/311, 5-6=-2739/359, 6-7=-2739/359, 7-8=-2344/318, 8-9=-2804/326, 9-10=-2887/293, 10-11=-3365/271, 11-12=-3505/237 BOT CHORD 1-24=-340/151, 23-24=-340/151, 23-25=-202/1510, 25-26=-202/1510, 22-26=-202/1510, 21-22=-177/1561, 20-21=-177/1561, 20-27=-176/2383, 19-27=-176/2383, 17-28=-151/2746, 16-28=-153/2740, 15-16=-110/2699, 15-29=-110/2699, 14-29=-110/2699, 14-30=-111/2697, 12-30=-111/2697 WEBS 7-17=-8/296, 2-23=-3019/229, 2-22=0/273, 2-20=-149/526, 4-20=-28/806, 5-20=-1063/206, 17-19=-178/2401, 5-17=-70/669, 7-16=-861/235, 8-16=-45/1096, 10-16=-475/170, 10-14=0/307 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, 12 except (jt=lb) 1=217. 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss T18 Truss Type Piggyback Base Qty 2 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338038 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:54 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-l3sHnqfE8VDbM7X2dnr06ukFTeB1S0r8IblScfzGI93 Scale = 1:117.0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 25 24 23 22 21 20 19 18 17 16 1526 27 28 29 30 31 4x6 6x6 4x6 6x6 4x6 8x8 4x6 2x4 4x6 4x6 4x8 2x4 4x8 4x10 4x8 5x8 6x10 4x8 4x6 2x4 6x10 4x6 4x6 3-9-12 3-9-12 10-4-2 6-6-6 16-10-8 6-6-6 24-3-12 7-5-4 31-9-0 7-5-4 38-6-13 6-9-13 45-11-11 7-4-14 53-7-0 7-7-6 -1-0-0 1-0-0 8-6-8 8-6-8 16-10-8 8-4-0 24-3-12 7-5-4 31-9-0 7-5-4 38-6-13 6-9-13 45-11-11 7-4-14 53-7-0 7-7-6 54-7-0 1-0-0 1- 1 - 0 12 - 4 - 0 1- 1 - 0 1- 2 - 1 4 12 - 4 - 0 8.00 12 Plate Offsets (X,Y)-- [13:0-5-14,0-1-5], [18:0-6-12,0-3-12], [20:0-3-8,0-2-8], [25:Edge,0-5-4] 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) 0.95 0.53 0.95 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.37 0.17 (loc) 17-18 17-18 13 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 424 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF No.2 *Except* 4-24,2-25: 2x4 SPF-S Stud, 4-23,18-20,11-15,2-24: 2x3 SPF No.2 SLIDER Right 2x6 SP No.1 4-6-10 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins, except end verticals, and 2-0-0 oc purlins (4-6-13 max.): 5-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-21, 6-20, 8-17, 11-17 2 Rows at 1/3 pts 4-24 REACTIONS.(lb/size) 25=339/0-3-8, 24=2307/0-3-8 (req. 0-3-10), 13=2416/0-5-8 Max Horz 25=282(LC 5) Max Uplift25=-85(LC 6), 24=-27(LC 5), 13=-79(LC 7) Max Grav 25=354(LC 10), 24=2307(LC 1), 13=2416(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-339/72, 4-5=-2527/325, 5-6=-1983/322, 6-7=-2836/367, 7-8=-2836/367, 8-9=-2395/323, 9-10=-2865/331, 10-11=-2978/299, 11-12=-3414/279, 12-13=-3550/247, 2-25=-395/112 BOT CHORD 24-25=-319/296, 24-26=-229/1740, 26-27=-229/1740, 23-27=-229/1740, 22-23=-203/1782, 21-22=-203/1782, 21-28=-185/2465, 20-28=-185/2465, 18-29=-160/2846, 17-29=-162/2837, 16-17=-115/2759, 16-30=-115/2759, 15-30=-115/2759, 15-31=-116/2758, 13-31=-116/2758 WEBS 8-18=-13/358, 4-24=-2572/185, 4-21=-173/411, 5-21=-34/875, 6-21=-1031/211, 18-20=-187/2491, 6-18=-72/692, 8-17=-938/242, 9-17=-48/1141, 11-17=-486/170, 11-15=0/270 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) 25, 24, 13. 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss T19 Truss Type Piggyback Base Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338039 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:55 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-DFQf?AgsvpLS_H6EBUMFf5HWo2U9BSjHWFU086zGI92 Scale = 1:117.4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 27 26 25 24 23 22 21 20 19 18 17 162829 30 31 8x10 8x16 4x6 8x8 4x6 6x6 4x6 6x10 2x4 2x4 4x6 2x4 4x6 4x6 4x6 6x10 4x8 5x8 6x10 4x8 4x6 2x4 6x10 4x6 4x6 1-8-7 1-8-7 10-10-0 9-1-9 16-10-8 6-0-8 24-3-12 7-5-4 31-9-0 7-5-4 38-6-13 6-9-13 45-11-10 7-4-14 53-7-0 7-7-6 1-8-7 1-8-7 6-3-3 4-6-13 10-10-0 4-6-13 16-10-8 6-0-8 24-3-12 7-5-4 31-9-0 7-5-4 38-6-13 6-9-13 45-11-10 7-4-14 53-7-0 7-7-6 54-7-0 1-0-0 1- 2 - 1 0 11 - 4 - 0 12 - 4 - 0 1- 1 - 0 0- 2 - 1 4 12 - 4 - 0 8.00 12 Plate Offsets (X,Y)-- [2:0-6-4,0-4-0], [6:0-4-0,0-2-13], [14:0-6-6,Edge], [19:0-6-8,0-4-4], [21:0-3-8,0-2-8], [25:0-4-4,0-2-8], [27:Edge,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.53 0.73 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.57 0.23 (loc) 21-22 25-26 14 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 429 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF No.2 *Except* 1-27,5-24,2-26,4-26,4-25,22-25,19-21,12-16: 2x3 SPF No.2 SLIDER Right 2x6 SP No.1 4-6-10 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins, except end verticals, and 2-0-0 oc purlins (3-7-7 max.): 1-2, 6-10. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-24, 7-22, 7-21, 9-18, 12-18 REACTIONS.(lb/size) 27=2345/0-3-8 (req. 0-3-11), 14=2554/0-5-8 Max Horz 27=-259(LC 4) Max Uplift27=-1(LC 5), 14=-75(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-27=-2058/86, 1-2=-3649/171, 2-3=-4771/281, 3-4=-4692/298, 4-5=-3744/350, 5-6=-3736/487, 6-7=-2409/343, 7-8=-3129/383, 8-9=-3129/383, 9-10=-2594/334, 10-11=-3102/344, 11-12=-3189/311, 12-13=-3641/291, 13-14=-3777/259 BOT CHORD 26-27=-238/266, 25-26=-259/3431, 22-28=-178/2807, 21-28=-178/2807, 19-29=-154/3139, 18-29=-156/3130, 17-18=-125/2941, 17-30=-125/2941, 16-30=-125/2941, 16-31=-125/2940, 14-31=-125/2940 WEBS 5-25=-279/172, 9-19=-11/501, 1-26=-163/3833, 2-26=-2414/207, 4-26=0/801, 4-25=-505/125, 22-25=-171/2402, 6-25=-209/1289, 6-22=-133/658, 7-22=-895/218, 7-21=-268/135, 19-21=-180/2837, 7-19=-78/623, 9-18=-1103/238, 10-18=-55/1268, 12-18=-470/171, 12-16=0/266 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) 27 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) 27, 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss T20 Truss Type Piggyback Base Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338040 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:56 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-hS_1CVhVg6TJcRhQlCtUCJpcgRpdwxIRlvEZgYzGI91 Scale = 1:117.4 1 2 3 4 5 6 7 8 9 10 11 12 13 26 25 24 23 22 21 20 19 18 17 16 14 27 28 29 30 31 8x8 8x16 4x6 8x8 4x6 6x6 4x6 6x10 2x4 2x4 4x6 4x6 6x16 4x6 4x6 4x6 4x8 4x6 5x8 3x6 6x8 4x6 1-8-7 1-8-7 12-10-0 11-1-9 16-10-8 4-0-8 27-8-10 10-10-2 38-6-13 10-10-2 45-11-10 7-4-14 53-7-0 7-7-6 1-8-7 1-8-7 7-3-3 5-6-12 12-10-0 5-6-12 16-10-8 4-0-8 24-1-4 7-2-12 31-4-1 7-2-12 38-6-13 7-2-12 45-11-10 7-4-14 53-7-0 7-7-6 54-3-15 0-8-15 54-7-0 0-3-1 1- 2 - 1 0 11 - 4 - 0 12 - 4 - 0 0- 6 - 1 0 0- 3 - 5 1- 7 - 1 4 12 - 4 - 0 8.00 12 Plate Offsets (X,Y)-- [2:0-6-8,0-4-0], [6:0-4-0,0-2-13], [17:0-2-8,0-2-8], [24:0-4-0,0-2-12], [26:Edge,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.84 0.78 0.89 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.29 -0.76 0.17 (loc) 20-22 24-25 14 l/defl >999 >847 n/a L/d 240 180 n/a PLATES MT20 Weight: 439 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* 1-25,6-24,6-22,7-22,7-20,9-20,9-19,10-19: 2x4 SP No.1 13-16: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins, except end verticals, and 2-0-0 oc purlins (3-5-9 max.): 1-2, 6-10. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-23, 7-22, 9-19, 11-19 REACTIONS.(lb/size) 26=2426/0-3-8 (req. 0-3-13), 16=2877/0-5-8, 14=-266/0-4-8 Max Horz 26=-294(LC 4) Max Uplift26=-2(LC 5), 16=-185(LC 7), 14=-266(LC 1) Max Grav 26=2426(LC 1), 16=2877(LC 1), 14=113(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-26=-2188/53, 1-2=-3871/128, 2-3=-5081/239, 3-4=-4931/260, 4-5=-3733/350, 5-6=-3646/459, 6-7=-2537/341, 7-8=-2997/360, 8-9=-2997/360, 9-10=-2418/328, 10-11=-3021/338, 11-12=-2933/254, 12-13=-3061/209, 13-16=-2798/336 BOT CHORD 25-26=-263/299, 24-25=-291/3463, 22-27=-213/2931, 21-27=-213/2931, 21-28=-213/2931, 20-28=-213/2931, 20-29=-168/2888, 29-30=-168/2888, 19-30=-168/2888, 18-19=-47/2439, 18-31=-47/2439, 17-31=-47/2439 WEBS 1-25=-115/4095, 2-25=-2610/203, 4-25=0/1120, 4-24=-580/159, 22-24=-194/2589, 6-24=-192/1338, 6-22=-157/587, 7-22=-899/236, 7-20=-14/336, 9-20=-6/454, 9-19=-1027/234, 10-19=-51/1182, 11-17=-397/112, 13-17=-73/2433 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) 26 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) 26 except (jt=lb) 16=185, 14=266. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss T21 Truss Type Piggyback Base Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338041 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:57 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-9eYPQri7RQcADbFcJvOjkWMncr79fNYa_Zz6D_zGI90 Scale = 1:124.5 1 2 3 4 5 6 7 8 9 10 11 12 13 14 28 27 26 25 24 23 22 21 20 19 18 17 16 15293031 32 3x6 8x8 8x16 4x6 8x8 4x6 6x8 4x6 10x16 MT18HS 8x16 2x4 2x4 4x6 4x6 4x6 6x16 4x8 2x4 2x4 5x8 4x6 4x6 5x8 3x6 8x8 4x6 1-7-8 1-7-8 3-0-7 1-4-15 9-0-3 5-11-12 15-0-0 5-11-12 18-2-8 3-2-8 25-5-4 7-2-12 32-8-1 7-2-12 39-10-13 7-2-12 47-3-10 7-4-14 54-11-0 7-7-6 1-7-8 1-7-8 3-0-7 1-4-15 9-0-3 5-11-12 15-0-0 5-11-12 18-2-8 3-2-8 25-5-4 7-2-12 32-8-1 7-2-12 39-10-13 7-2-12 47-3-10 7-4-14 54-11-0 7-7-6 2- 3 - 1 0 12 - 5 - 0 2- 3 - 1 4 0- 1 - 0 1- 0 - 0 12 - 4 - 0 8.00 12 9.75 12 Plate Offsets (X,Y)-- [7:0-4-0,0-2-13], [11:0-5-4,0-3-0], [16:0-2-8,0-2-8], [24:0-4-12,0-3-12], [25:0-2-8,0-2-0], [27:0-8-0,0-4-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.89 0.95 0.95 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.32 -0.70 0.42 (loc) 25-26 25-26 15 l/defl >999 >938 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 440 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 *Except* 24-27: 2x6 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 1-28,2-27,2-26,3-26,5-25,5-24,22-24,12-16,14-16: 2x3 SPF No.2 1-27: 2x4 SPF 2100F 1.8E, 3-25,14-15: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins, except end verticals, and 2-0-0 oc purlins (2-5-10 max.): 1-3, 7-11. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 27-28 2-2-0 oc bracing: 25-26. WEBS 1 Row at midpt 6-23, 5-24, 8-22, 8-19, 10-19, 11-19, 12-18 2 Rows at 1/3 pts 3-25 REACTIONS.(lb/size) 28=2474/0-3-8 (req. 0-3-14), 15=2602/Mechanical Max Horz 28=299(LC 5) Max Uplift15=-40(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-28=-2323/198, 1-2=-4429/345, 2-3=-6699/450, 3-4=-4974/347, 4-5=-4872/371, 5-6=-3990/380, 6-7=-3869/475, 7-8=-2707/357, 8-9=-3015/379, 9-10=-3015/379, 10-11=-3015/379, 11-12=-3123/352, 12-13=-2953/260, 13-14=-3175/231, 14-15=-2527/205 BOT CHORD 27-28=-345/343, 26-27=-596/4640, 25-26=-552/7043, 24-25=-322/4146, 22-29=-221/3113, 21-29=-221/3113, 21-30=-221/3113, 20-30=-221/3113, 19-20=-221/3113, 19-31=-57/2487, 18-31=-57/2487, 17-18=-86/2549, 17-32=-86/2549, 16-32=-86/2549 WEBS 1-27=-366/4947, 2-27=-1327/82, 2-26=-158/2464, 3-26=-2445/236, 3-25=-2922/239, 5-25=0/780, 5-24=-1194/160, 22-24=-220/2775, 7-24=-205/1753, 7-22=-195/341, 8-22=-941/227, 8-21=0/406, 8-19=-282/97, 10-19=-447/191, 11-19=-219/1118, 11-18=-28/400, 12-16=-392/127, 14-16=-99/2525 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) 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) 28 greater than input bearing size. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 28 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) 15. 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss T21 Truss Type Piggyback Base Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338041 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:57 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-9eYPQri7RQcADbFcJvOjkWMncr79fNYa_Zz6D_zGI90 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 9_HERITAGE_AT_SPRING~L Truss T22 Truss Type Piggyback Base Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338042 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:58 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-eq5odBilCkk1rlqpsdvyHkvylFSOOqxkCDjglQzGI9? Scale = 1:124.2 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 34 3x6 8x8 12x12 4x6 8x8 6x6 6x8 6x6 4x6 10x16 MT18HS 2x4 2x4 8x16 4x8 8x10 8x16 4x8 2x4 4x6 4x6 4x8 4x6 4x8 3x6 8x8 4x6 6x8 1-7-8 1-7-8 3-0-7 1-4-15 5-11-11 2-11-4 15-0-0 9-0-5 16-7-10 1-7-10 23-5-10 6-10-0 30-3-10 6-10-0 31-4-8 1-0-14 40-4-13 9-0-5 47-6-10 7-1-14 54-11-0 7-4-6 1-7-8 1-7-8 3-0-7 1-4-15 9-0-3 5-11-13 15-0-0 5-11-13 16-7-10 1-7-10 23-5-10 6-10-0 30-3-10 6-10-0 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 2- 3 - 1 0 11 - 4 - 7 12 - 1 - 0 2- 3 - 1 4 0- 1 - 0 1- 0 - 0 12 - 0 - 0 8.00 12 9.75 12 Plate Offsets (X,Y)-- [3:0-5-8,Edge], [7:0-4-0,0-2-13], [10:0-4-0,0-2-13], [17:0-2-8,0-2-0], [21:0-7-8,0-4-8], [26:0-5-12,0-4-0], [29:0-8-9,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.87 0.95 0.94 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.34 -0.71 0.38 (loc) 22-23 22-23 16 l/defl >999 >926 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 476 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 *Except* 26-29: 2x6 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 1-30,2-29,2-28,3-28,5-26,13-17,15-17,5-27,3-27: 2x3 SPF No.2 6-25: 2x6 SP No.1, 1-29: 2x4 SPF 2100F 1.8E, 15-16: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins, except end verticals, and 2-0-0 oc purlins (2-7-6 max.): 1-3, 7-9, 10-12. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 29-30 2-2-0 oc bracing: 27-28. WEBS 1 Row at midpt 6-25, 5-26, 7-24, 8-24, 8-22, 9-22, 9-20, 11-18, 13-18 REACTIONS.(lb/size) 30=2482/0-3-8 (req. 0-3-14), 16=2588/Mechanical Max Horz 30=-289(LC 4) Max Uplift16=-38(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-30=-2337/190, 1-2=-4455/337, 2-3=-6972/522, 3-4=-5889/364, 4-5=-5784/388, 5-6=-3998/385, 6-7=-3784/461, 7-8=-2830/353, 8-9=-3321/383, 9-10=-3510/417, 10-11=-3164/381, 11-12=-2503/333, 12-13=-3120/348, 13-14=-2980/260, 14-15=-3130/232, 15-16=-2511/206 BOT CHORD 29-30=-316/336, 28-29=-571/4668, 27-28=-602/7365, 26-27=-327/4058, 24-31=-224/3346, 23-31=-224/3346, 23-32=-224/3346, 22-32=-224/3346, 21-22=-169/3323, 20-21=-169/3323, 20-33=-119/2851, 19-33=-119/2851, 18-19=-119/2851, 18-34=-89/2513, 17-34=-89/2513 WEBS 1-29=-357/4975, 2-29=-1348/114, 2-28=-229/2751, 3-28=-2817/207, 5-26=-1082/183, 24-26=-217/3039, 7-26=-211/2123, 7-24=-331/143, 8-24=-1111/218, 8-23=0/388, 9-20=-1584/221, 10-20=-127/1288, 11-20=-89/950, 11-18=-1089/227, 12-18=-76/1268, 13-17=-431/120, 15-17=-103/2496, 5-27=0/1486, 3-27=-2560/302 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 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 3 = 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) WARNING: Required bearing size at joint(s) 30 greater than input bearing size. 9) Refer to girder(s) for truss to truss connections. 10) 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16. 12) 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.Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss T22 Truss Type Piggyback Base Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338042 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:39:58 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-eq5odBilCkk1rlqpsdvyHkvylFSOOqxkCDjglQzGI9? NOTES-(15-16) 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.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 9_HERITAGE_AT_SPRING~L Truss T23 Truss Type Roof Special Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338043 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:00 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-aDDY2tk?kL_l42_B_2yQM9_Gg3AVsjI0gXCmoJzGI8z Scale = 1:119.4 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 163031 32 3x6 8x8 12x12 6x6 6x6 6x6 6x6 4x6 10x16 4x8 2x4 5x6 6x8 4x8 8x16 8x10 4x6 5x8 4x6 4x8 4x6 4x8 3x6 8x8 5x8 4x6 4x6 0-11-8 0-11-8 1-7-8 0-8-0 3-0-7 1-4-15 5-6-12 2-6-5 13-1-10 7-6-14 15-0-0 1-10-6 26-9-10 11-9-10 31-1-10 4-4-0 40-7-11 9-6-1 47-8-1 7-0-7 54-11-0 7-2-15 0-11-8 0-11-8 1-7-8 0-8-0 3-0-7 1-4-15 4-3-9 1-3-2 8-1-0 3-9-7 13-1-10 5-0-10 15-0-0 1-10-6 20-10-13 5-10-13 26-9-10 5-10-13 31-1-10 4-4-0 35-10-10 4-9-0 40-7-11 4-9-0 47-8-1 7-0-7 54-11-0 7-2-15 2- 3 - 1 0 9- 0 - 7 11 - 1 1 - 1 2- 3 - 1 4 0- 1 - 0 1- 0 - 0 11 - 1 0 - 1 8.00 12 9.75 12 Plate Offsets (X,Y)-- [3:0-5-8,Edge], [7:0-3-8,0-2-0], [17:0-2-8,0-2-0], [24:0-6-8,0-5-0], [28:0-8-0,0-4-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.97 0.79 0.95 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.36 -0.99 0.39 (loc) 22-23 22-23 16 l/defl >999 >664 n/a L/d 240 180 n/a PLATES MT20 Weight: 438 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 *Except* 24-28: 2x6 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 1-29,15-16: 2x4 SPF-S Stud 2-28,3-27,5-25,6-25,7-25,13-17,15-17,5-26,2-27,4-27,4-26: 2x3 SPF No.2 1-28: 2x4 SPF 2100F 1.8E BRACING- TOP CHORD Structural wood sheathing directly applied or 1-9-7 oc purlins, except end verticals, and 2-0-0 oc purlins (2-1-8 max.): 1-3, 6-9, 10-12. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 28-29. WEBS 1 Row at midpt 7-25, 8-24, 9-22, 9-20, 11-18, 13-18 REACTIONS.(lb/size) 29=2330/0-3-8 (req. 0-3-10), 16=2487/Mechanical Max Horz 29=287(LC 5) Max Uplift16=-36(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-29=-2198/165, 1-2=-4201/315, 2-3=-5954/447, 3-4=-7195/542, 4-5=-5821/452, 5-6=-3904/375, 6-7=-3230/347, 7-8=-3549/377, 8-9=-3981/400, 9-10=-3595/413, 10-11=-2980/377, 11-12=-2388/327, 12-13=-2982/342, 13-14=-2844/257, 14-15=-2986/229, 15-16=-2409/204 BOT CHORD 28-29=-337/338, 27-28=-383/4418, 26-27=-377/5625, 25-26=-231/3899, 24-25=-145/3575, 22-30=-166/3992, 21-30=-166/3992, 20-21=-166/3992, 20-31=-47/2725, 19-31=-47/2725, 18-19=-47/2725, 18-32=-87/2395, 17-32=-87/2395 WEBS 7-24=-68/1340, 2-28=-1403/131, 3-27=-3031/224, 5-25=-888/158, 6-25=-123/1702, 7-25=-1360/164, 22-24=-195/3884, 8-24=-628/179, 8-22=0/327, 9-22=-339/96, 9-20=-2212/241, 10-20=-132/1628, 11-20=-21/748, 11-18=-996/156, 12-18=-75/1211, 13-17=-431/116, 15-17=-103/2381, 5-26=-68/1628, 2-27=-135/1847, 4-27=-133/1192, 4-26=-1247/160, 1-28=-323/4652 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) 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss T23 Truss Type Roof Special Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338043 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:00 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-aDDY2tk?kL_l42_B_2yQM9_Gg3AVsjI0gXCmoJzGI8z 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 9_HERITAGE_AT_SPRING~L Truss T24 Truss Type Roof Special Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338044 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:01 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-2PnwFDldVf6ciCZOYlTfvMXTNSVkbAeAvBxKLlzGI8y Scale = 1:103.7 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 3x6 5x12 6x8 8x8 6x10 4x6 6x8 3x6 8x10 5x6 3x8 3x16 MT18HS 5x8 5x8 8x8 5x16 MT18HS 6x18 MT18HS 8x8 6x8 2x4 5x12 3x6 4x6 4x8 3x8 1-7-8 1-7-8 3-0-7 1-4-15 9-7-10 6-7-3 15-0-0 5-4-6 23-3-10 8-3-10 27-7-10 4-4-0 35-10-10 8-3-0 44-1-11 8-3-0 54-11-0 10-9-5 1-7-8 1-7-8 3-0-7 1-4-15 9-7-10 6-7-3 15-0-0 5-4-6 23-3-10 8-3-10 27-7-10 4-4-0 35-10-10 8-3-0 44-1-11 8-3-0 49-5-1 5-3-7 54-11-0 5-5-15 2- 3 - 1 0 6- 8 - 7 9- 7 - 1 2- 3 - 1 4 0- 1 - 0 1- 0 - 0 1- 0 - 0 9- 6 - 1 8.00 12 9.75 12 Plate Offsets (X,Y)-- [2:0-2-8,0-2-8], [4:0-2-5,Edge], [7:0-5-4,0-3-0], [10:0-5-12,0-3-0], [18:0-3-8,Edge], [19:0-2-8,0-2-8], [21:0-11-4,0-4-0], [23:0-2-8,0-2-8], [24:0-5-4,Edge], [25:0-1-11,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) 0.84 0.85 0.95 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.51 -1.24 0.58 (loc) 16-18 19-20 13 l/defl >999 >527 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 332 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x6 SP No.1 *Except* 1-3: 2x4 SPF 2100F 1.8E, 3-4: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF 2100F 1.8E *Except* 24-25: 2x4 SPF No.2, 21-24: 2x4 SP 2400F 2.0E, 5-20: 2x3 SPF No.2 WEBS 2x4 SPF No.2 *Except* 1-25,2-24,3-23,4-22,6-19,11-14: 2x3 SPF No.2 1-24,19-21: 2x4 SPF 2100F 1.8E, 6-18,12-13: 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 (2-9-4 max.): 1-3, 4-6, 7-10. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 24-25. WEBS 1 Row at midpt 3-22, 5-22, 6-21, 7-16, 8-16, 11-13 2 Rows at 1/3 pts 6-18 REACTIONS.(lb/size) 25=2328/0-3-8 (req. 0-3-10), 13=2543/Mechanical Max Horz 25=-238(LC 4) Max Uplift25=-22(LC 4), 13=-59(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-25=-2294/183, 1-2=-3700/287, 2-3=-6538/516, 3-4=-4360/375, 4-5=-3621/361, 5-6=-5119/493, 6-7=-4518/459, 7-8=-3461/397, 8-9=-3460/398, 9-10=-3462/398, 10-11=-3045/319, 11-12=-255/74, 12-13=-252/66 BOT CHORD 24-25=-284/288, 23-24=-405/3928, 22-23=-500/6792, 21-22=-321/5125, 5-21=0/1021, 18-19=-322/5235, 17-18=-160/3750, 17-26=-160/3750, 16-26=-160/3750, 15-16=-43/2460, 15-27=-43/2460, 14-27=-43/2460, 14-28=-117/2171, 28-29=-117/2171, 13-29=-117/2171 WEBS 1-24=-303/4294, 2-24=-1963/129, 2-23=-270/3297, 3-23=-2250/276, 3-22=-3241/316, 4-22=-89/1999, 5-22=-2101/243, 19-21=-333/5068, 6-21=-387/33, 6-19=-635/131, 6-18=-2607/281, 7-18=-157/2408, 7-16=-485/27, 8-16=-540/235, 10-16=-176/1551, 11-14=-90/522, 11-13=-2952/235 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) 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) 25 greater than input bearing size. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 25 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) 25, 13. 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss T24 Truss Type Roof Special Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338044 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:01 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-2PnwFDldVf6ciCZOYlTfvMXTNSVkbAeAvBxKLlzGI8y 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 9_HERITAGE_AT_SPRING~L Truss TG01 Truss Type Hip Girder Qty 1 Ply 3 9 Heritage at spring mill Job Reference (optional) I33338045 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:02 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-WcLITZmFGyETKM8a5T_uRa3mTssTKcbJ7rhttCzGI8x Scale = 1:29.2 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 16 17 18 19 20 21 22 8x8 12x12 5x6 3x6 3x4 8x8 10x10 2x4 4x10 5x12 4x6 5x12 1-7-11 1-7-11 5-6-13 3-11-2 9-4-3 3-9-6 13-3-5 3-11-2 14-11-0 1-7-11 1-7-11 1-7-11 5-6-13 3-11-2 9-4-3 3-9-6 13-3-5 3-11-2 14-11-0 1-7-11 15-11-0 1-0-0 1- 7 - 0 3- 6 - 0 1- 7 - 0 3- 6 - 0 14.00 12 Plate Offsets (X,Y)-- [1:Edge,0-3-8], [2:0-9-0,0-1-12], [5:0-2-11,Edge], [6:0-2-8,0-1-8], [12:0-3-8,0-4-0] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.37 0.82 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.09 -0.19 0.04 (loc) 10-11 10-11 8 l/defl >999 >922 n/a L/d 240 180 n/a PLATES MT20 Weight: 266 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF No.2 *Except* 2-12,3-11,4-10,5-9: 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.): 2-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 8-9. REACTIONS.(lb/size) 13=11738/0-3-8 (req. 0-6-2), 8=7228/0-3-8 (req. 0-3-12) Max Horz 13=-108(LC 3) Max Uplift13=-1113(LC 3), 8=-1648(LC 6) Max Grav 13=11739(LC 9), 8=7228(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7223/759, 2-14=-11036/1311, 3-14=-11035/1311, 3-15=-11034/1312, 4-15=-11034/1312, 4-16=-4010/1081, 5-16=-4012/1081, 5-6=-5907/1566, 1-13=-11967/1145, 6-8=-7599/1984 BOT CHORD 12-17=-510/4641, 17-18=-510/4641, 11-18=-510/4641, 11-19=-1882/10868, 19-20=-1882/10868, 20-21=-1882/10868, 10-21=-1882/10868, 10-22=-1882/10868, 9-22=-1882/10868 WEBS 2-11=-1062/8134, 4-11=-216/756, 4-10=-955/5298, 4-9=-8899/1069, 5-9=-1046/4213, 1-12=-616/5767, 6-9=-1305/4857 NOTES-(14-15) 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 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) 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) WARNING: Required bearing size at joint(s) 13, 8 greater than input bearing size. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=1113, 8=1648. 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss TG01 Truss Type Hip Girder Qty 1 Ply 3 9 Heritage at spring mill Job Reference (optional) I33338045 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:02 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-WcLITZmFGyETKM8a5T_uRa3mTssTKcbJ7rhttCzGI8x NOTES-(14-15) 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2867 lb down and 220 lb up at 0-1-12, 55 lb down and 77 lb up at 1-7-11, 62 lb down and 77 lb up at 3-5-8, 62 lb down and 77 lb up at 5-5-8, 62 lb down and 77 lb up at 7-5-8, 62 lb down and 77 lb up at 9-5-8, and 62 lb down and 77 lb up at 11-5-8, and 55 lb down and 77 lb up at 13-3-5 on top chord, and 38 lb down and 27 lb up at 1-8-7, 2582 lb down and 52 lb up at 2-0-12, 38 lb down and 27 lb up at 3-5-8, 2568 lb down and 50 lb up at 4-0-12, 38 lb down and 27 lb up at 5-5-8, 2467 lb down and 48 lb up at 6-0-12, 38 lb down and 27 lb up at 7-5-8, 2523 lb down and 71 lb up at 8-0-12, 2360 lb down and 244 lb up at 9-4-4, 38 lb down and 27 lb up at 9-5-8, 2050 lb down and 1372 lb up at 11-5-0, and 38 lb down and 27 lb up at 11-5-8, and 38 lb down and 27 lb up at 13-2-9 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) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-5=-60, 5-6=-60, 6-7=-60, 8-13=-20 Concentrated Loads (lb) Vert: 1=-2847 2=-28(B) 5=-28(B) 12=-2600(F=-2582, B=-19) 11=-19(B) 3=-28(B) 10=-2379(F=-2360, B=-19) 4=-28(B) 9=-19(B) 14=-28(B) 15=-28(B) 16=-28(B) 17=-19(B) 18=-2568(F) 19=-2467(F) 20=-19(B) 21=-2523(F) 22=-2069(F=-2050, B=-19) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.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 9_HERITAGE_AT_SPRING~L Truss TG02 Truss Type Hip Girder Qty 1 Ply 2 9 Heritage at spring mill Job Reference (optional) I33338046 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:04 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-S_T3uFnWoaUAZgIzDt0MW?82PgeBoZgcb9A_y4zGI8v Scale = 1:72.0 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 5x6 3x6 5x6 5x12 4x6 4x6 2x4 4x8 4x8 3x6 4x6 3x6 4x6 3x6 4x6 4x6 3x6 4x8 2-7-14 2-7-14 12-10-5 10-2-7 23-0-11 10-2-7 33-3-2 10-2-7 39-11-0 6-7-14 2-7-14 2-7-14 10-3-11 7-7-13 17-11-8 7-7-13 25-7-5 7-7-13 33-3-2 7-7-13 39-11-0 6-7-14 3- 9 - 0 5- 6 - 4 1- 1 - 0 5- 6 - 4 8.00 12 Plate Offsets (X,Y)-- [2:0-4-4,0-2-4], [8:0-4-4,0-2-4] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.60 0.42 0.80 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.24 -0.32 0.07 (loc) 13-15 13-15 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 423 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 3-16,6-11: 2x4 SPF No.2 SLIDER Right 2x6 SP No.1 4-1-13 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-10-6 max.): 2-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 10=2058/0-3-8, 17=2070/Mechanical Max Horz 17=-161(LC 3) Max Uplift10=-1188(LC 3), 17=-1359(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-1295/886, 2-18=-1208/848, 2-19=-1072/768, 19-20=-1072/768, 20-21=-1072/768, 21-22=-1071/768, 3-22=-1071/768, 3-23=-3610/2461, 23-24=-3610/2461, 24-25=-3610/2461, 4-25=-3610/2461, 4-5=-3610/2461, 5-26=-4049/2755, 26-27=-4049/2755, 27-28=-4049/2755, 6-28=-4049/2755, 6-29=-2343/1567, 29-30=-2343/1567, 30-31=-2343/1567, 7-31=-2343/1567, 7-32=-2343/1567, 8-32=-2344/1567, 8-33=-2746/1832, 9-33=-2872/1873, 9-10=-2994/1829, 1-17=-2110/1383 BOT CHORD 16-35=-2249/3180, 35-36=-2249/3180, 36-37=-2249/3180, 37-38=-2249/3180, 38-39=-2249/3180, 39-40=-2249/3180, 40-41=-2249/3180, 15-41=-2249/3180, 15-42=-2841/4084, 14-42=-2841/4084, 14-43=-2841/4084, 43-44=-2841/4084, 44-45=-2841/4084, 45-46=-2841/4084, 46-47=-2841/4084, 13-47=-2841/4084, 13-48=-2617/3834, 48-49=-2617/3834, 12-49=-2617/3834, 12-50=-2617/3834, 50-51=-2617/3834, 51-52=-2617/3834, 52-53=-2617/3834, 11-53=-2617/3834, 11-54=-1444/2307, 54-55=-1444/2307, 10-55=-1444/2307 WEBS 2-16=-173/391, 3-16=-2560/1831, 3-15=-538/969, 5-15=-676/558, 6-13=-245/516, 6-11=-1855/1395, 8-11=-788/1264, 1-16=-1187/1729 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, with BCDL = 10.0psf. 8) Refer to girder(s) for truss to truss connections. Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss TG02 Truss Type Hip Girder Qty 1 Ply 2 9 Heritage at spring mill Job Reference (optional) I33338046 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:04 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-S_T3uFnWoaUAZgIzDt0MW?82PgeBoZgcb9A_y4zGI8v NOTES-(14-15) 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=1188, 17=1359. 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, and 59 lb down and 108 lb up at 31-11-4, and 54 lb down and 102 lb up at 33-11-4 on top chord, and 21 lb down and 33 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 33 lb up at 33-11-4, and 96 lb down and 112 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) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-8=-60, 8-10=-60, 17-38=-20, 38-40=-60, 40-43=-20, 43-45=-60, 45-49=-20, 49-50=-60, 10-50=-20 Concentrated Loads (lb) Vert: 14=-14(B) 5=-20(B) 12=-14(B) 18=-20(B) 19=-20(B) 20=-20(B) 21=-20(B) 22=-20(B) 23=-20(B) 24=-20(B) 25=-20(B) 26=-20(B) 27=-20(B) 28=-20(B) 29=-20(B) 30=-20(B) 31=-20(B) 32=-20(B) 33=-20(B) 34=-14(B) 35=-14(B) 36=-14(B) 37=-14(B) 39=-14(B) 41=-14(B) 42=-14(B) 44=-14(B) 46=-14(B) 47=-14(B) 48=-14(B) 51=-14(B) 52=-14(B) 53=-14(B) 54=-14(B) 55=-96(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 9_HERITAGE_AT_SPRING~L Truss TG03 Truss Type Roof Special Girder Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338047 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:05 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-wB0R5ao8Ytc1Bpt9nbXb3ChCE4t8X_1mppvXUWzGI8u Scale = 1:102.3 1 2 3 4 5 6 7 8 9 10 11 22 21 20 19 18 17 16 15 14 13 12 23 24 25 26 27 28 29 30 31 32 33 34 3536 37 38 8x8 6x6 4x6 8x8 8x8 4x6 5x12 3x4 3x4 5x6 3x8 5x6 6x10 4x6 4x6 4x6 6x8 5x10 MT18HS 7x16 MT18HS 2x4 8x16 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 46-7-4 6-8-4 53-7-0 6-11-12 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 46-7-4 6-8-4 53-7-0 6-11-12 2- 3 - 1 4 5- 1 - 5 8- 0 - 0 4- 1 - 5 1- 0 - 0 8- 0 - 0 8.00 12 Plate Offsets (X,Y)-- [6:0-4-0,0-2-13], [7:0-5-4,0-4-0], [14:0-8-8,0-5-12], [16:0-2-0,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.66 0.82 0.92 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.47 -1.06 0.20 (loc) 16 16 12 l/defl >999 >604 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 373 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP 2400F 2.0E *Except* 8-15: 2x4 SPF 2100F 1.8E, 18-20: 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 2-21,3-21,5-17,6-17,1-22,1-21: 2x4 SPF No.2 14-16,8-13,11-13: 2x4 SPF 2100F 1.8E BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc purlins, except end verticals, and 2-0-0 oc purlins (2-7-13 max.): 2-6, 7-11. BOT CHORD Structural wood sheathing directly applied or 7-7-1 oc bracing. WEBS 1 Row at midpt 11-12, 3-21, 5-19, 5-17, 8-13 2 Rows at 1/3 pts 7-17 REACTIONS.(lb/size) 12=2267/0-3-8 (req. 0-3-9), 22=2380/Mechanical Max Horz 22=215(LC 4) Max Uplift12=-766(LC 4), 22=-229(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2957/371, 2-3=-2366/347, 3-4=-3995/594, 4-5=-3995/594, 5-6=-4231/696, 6-7=-5062/837, 7-8=-6818/1793, 8-23=-3816/1257, 23-24=-3816/1257, 9-24=-3816/1257, 9-25=-3816/1257, 10-25=-3816/1257, 10-26=-3816/1257, 26-27=-3816/1257, 11-27=-3816/1257, 11-12=-2204/758, 1-22=-2313/268 BOT CHORD 21-28=-625/3573, 20-28=-625/3573, 20-29=-625/3573, 19-29=-625/3573, 19-30=-745/4201, 18-30=-745/4201, 18-31=-745/4201, 17-31=-745/4201, 16-17=-1248/6231, 15-16=-100/520, 8-14=-15/1279, 14-32=-1874/6874, 32-33=-1873/6874, 33-34=-1871/6872, 13-34=-1871/6871 WEBS 2-21=-121/1171, 3-21=-1855/403, 3-19=-114/1025, 5-19=-513/256, 6-17=-406/2401, 7-17=-2945/716, 7-16=-1307/316, 14-16=-1164/5803, 7-14=-702/730, 8-13=-3462/634, 10-13=-457/349, 11-13=-1444/4298, 1-21=-246/2271 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) 12=766, 22=229. 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss TG03 Truss Type Roof Special Girder Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338047 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:05 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-wB0R5ao8Ytc1Bpt9nbXb3ChCE4t8X_1mppvXUWzGI8u 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, 51 lb down and 72 lb up at 40-11-12, 51 lb down and 72 lb up at 42-11-12, 51 lb down and 72 lb up at 44-11-12, and 51 lb down and 72 lb up at 46-11-12, and 51 lb down and 72 lb up at 48-11-12 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 3 lb down and 19 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, 7-11=-60, 22-28=-20, 28-29=-60, 29-30=-20, 30-31=-60, 15-31=-20, 12-14=-20 Concentrated Loads (lb) Vert: 15=-3(B) 32=1(B) 33=1(B) 34=1(B) 35=1(B) 36=1(B) 37=-1(B) 38=-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. Job 9_HERITAGE_AT_SPRING~L Truss TG04 Truss Type Half Hip Girder Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338048 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:05 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-wB0R5ao8Ytc1Bpt9nbXb3ChLf43eXCbmppvXUWzGI8u Scale = 1:25.9 1 2 3 4 7 6 5 2x4 4x6 2x4 3x4 4x8 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 - 0 3- 8 - 5 14.00 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) 0.12 0.02 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 7 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 27 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 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) 5=116/Mechanical, 7=209/0-3-8 Max Horz 7=116(LC 4) Max Uplift5=-99(LC 4), 7=-45(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12-13) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 7. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 lb down and 64 lb up at 1-9-12 on top chord, and 17 lb down and 16 lb up at 1-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 6=-8(B) 3=-2(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss TG05 Truss Type Hip Girder Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338049 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:05 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-wB0R5ao8Ytc1Bpt9nbXb3ChG042HXA0mppvXUWzGI8u Scale = 1:34.5 1 2 3 4 7 6 5 8 9 10 11 12 4x6 4x10 4x6 3x4 3x4 4x8 4-10-14 4-10-14 5-4-2 0-5-4 10-3-0 4-10-14 4-10-14 4-10-14 5-4-2 0-5-4 10-3-0 4-10-14 1- 1 - 0 4- 4 - 4 1- 1 - 0 4- 4 - 4 8.00 12 Plate Offsets (X,Y)-- [1:Edge,0-1-12], [2:0-2-6,0-1-15], [4: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) 0.42 0.11 0.15 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.00 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 52 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 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) 7=466/0-3-8, 5=482/0-3-8 Max Horz 7=-101(LC 3) Max Uplift7=-116(LC 5), 5=-109(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-474/203, 2-3=-327/193, 3-4=-472/206, 1-7=-390/150, 4-5=-392/148 WEBS 3-6=0/306 NOTES-(12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=116, 5=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) 77 lb down and 105 lb up at 4-10-14, and 77 lb down and 105 lb up at 5-4-2 on top chord, and 50 lb down at 1-6-12, 50 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, 50 lb down at 5-6-12, and 50 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. 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 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 6=-7(F) 8=-28(B) 9=-28(B) 10=-28(B) 11=-28(B) 12=-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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss TG06 Truss Type Roof Special Girder Qty 1 Ply 2 9 Heritage at spring mill Job Reference (optional) I33338050 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:10 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-H8qK8IsHNPEKHbl6Z87mmGO8D5eVBEMVz4dI9kzGI8p Scale = 1:94.0 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 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 64 65 66 67 68 69 70 71 72 73 74 8x8 3x4 4x6 6x6 4x6 5x6 5x6 4x6 4x8 2x4 4x6 4x6 4x6 4x8 4x6 5x6 8x8 4x6 4x6 4x6 4x6 11-9-2 11-9-2 23-2-12 11-5-10 34-8-6 11-5-10 46-2-0 11-5-10 49-10-12 3-8-12 53-11-0 4-0-4 7-11-4 7-11-4 15-7-0 7-7-12 23-2-12 7-7-12 30-10-8 7-7-12 38-6-4 7-7-12 46-2-0 7-7-12 49-10-12 3-8-12 53-11-0 4-0-4 54-11-0 1-0-0 6- 3 - 0 1- 1 - 0 6- 3 - 0 8.00 12 Plate Offsets (X,Y)-- [14:0-2-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.26 0.61 0.98 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.39 -0.64 0.16 (loc) 18-20 18-20 14 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 708 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 2-23,4-20,7-20,8-16: 2x4 SPF No.2, 12-14: 2x6 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.): 1-10. BOT CHORD Structural wood sheathing directly applied or 8-6-8 oc bracing. WEBS 1 Row at midpt 2-23 REACTIONS.(lb/size) 23=3235/0-3-8, 14=3182/0-3-8 Max Horz 23=-185(LC 3) Max Uplift23=-1940(LC 4), 14=-1538(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-23=-290/281, 2-28=-5082/2880, 28-29=-5082/2880, 29-30=-5082/2880, 3-30=-5082/2880, 3-31=-5082/2880, 4-31=-5082/2880, 4-32=-7234/3963, 32-33=-7234/3963, 33-34=-7234/3963, 34-35=-7234/3963, 5-35=-7234/3963, 5-36=-7234/3963, 36-37=-7234/3963, 6-37=-7234/3963, 6-38=-7234/3963, 38-39=-7234/3963, 7-39=-7234/3963, 7-40=-6759/3760, 40-41=-6759/3760, 41-42=-6759/3760, 8-42=-6759/3760, 8-43=-3665/2032, 43-44=-3665/2032, 9-44=-3665/2032, 9-45=-3666/2032, 10-45=-3667/2033, 10-11=-4360/2365, 11-12=-4052/2059, 12-14=-2958/1473 BOT CHORD 23-46=-2253/3719, 46-47=-2253/3719, 47-48=-2253/3719, 48-49=-2253/3719, 49-50=-2253/3719, 50-51=-2253/3719, 51-52=-2253/3719, 52-53=-2253/3719, 22-53=-2253/3719, 22-54=-3486/6056, 54-55=-3486/6056, 21-55=-3486/6056, 21-56=-3486/6056, 56-57=-3486/6056, 57-58=-3486/6056, 58-59=-3486/6056, 59-60=-3486/6056, 20-60=-3486/6056, 20-61=-4073/7180, 19-61=-4073/7180, 19-62=-4073/7180, 62-63=-4073/7180, 63-64=-4073/7180, 64-65=-4073/7180, 65-66=-4073/7180, 18-66=-4073/7180, 18-67=-3442/5985, 67-68=-3442/5985, 17-68=-3442/5985, 17-69=-3442/5985, 69-70=-3442/5985, 70-71=-3442/5985, 71-72=-3442/5985, 16-72=-3442/5985, 16-73=-1618/3246, 15-73=-1618/3246, 15-74=-439/918, 14-74=-439/918 WEBS 2-23=-4599/2704, 2-22=-1163/2474, 4-22=-1768/1076, 4-20=-628/1477, 5-20=-575/444, 7-18=-765/543, 8-18=-601/1405, 8-16=-2930/1817, 10-16=-918/1898, 11-16=-474/485, 11-15=-548/324, 12-15=-1217/2371 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, 2x6 - 2 rows staggered 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss TG06 Truss Type Roof Special Girder Qty 1 Ply 2 9 Heritage at spring mill Job Reference (optional) I33338050 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:10 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-H8qK8IsHNPEKHbl6Z87mmGO8D5eVBEMVz4dI9kzGI8p 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) 23=1940, 14=1538. 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 124 lb up at 2-6-12, 65 lb down and 124 lb up at 4-6-12, 65 lb down and 124 lb up at 6-6-12, 65 lb down and 124 lb up at 8-6-12, 65 lb down and 124 lb up at 10-6-12, 65 lb down and 124 lb up at 12-6-12, 65 lb down and 124 lb up at 14-6-12, 65 lb down and 124 lb up at 16-6-12, 56 lb down and 92 lb up at 18-6-12, 56 lb down and 92 lb up at 20-6-12, 56 lb down and 92 lb up at 22-6-12, 56 lb down and 92 lb up at 24-6-12, 56 lb down and 92 lb up at 26-6-12, 56 lb down and 92 lb up at 28-6-12, 65 lb down and 124 lb up at 30-6-12, 65 lb down and 124 lb up at 32-6-12, 65 lb down and 124 lb up at 34-6-12, 65 lb down and 124 lb up at 36-6-12, 65 lb down and 124 lb up at 38-6-12, 65 lb down and 124 lb up at 40-6-12, 65 lb down and 124 lb up at 42-6-12, and 65 lb down and 124 lb up at 44-6-12, and 55 lb down and 124 lb up at 46-2-0 on top chord, and 45 lb down and 35 lb up at 0-6-12, 33 lb down and 38 lb up at 2-6-12, 33 lb down and 38 lb up at 4-6-12, 33 lb down and 38 lb up at 6-6-12, 33 lb down and 38 lb up at 8-6-12, 33 lb down and 38 lb up at 10-6-12, 33 lb down and 38 lb up at 12-6-12, 33 lb down and 38 lb up at 14-6-12, 33 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, 33 lb down and 38 lb up at 30-6-12, 33 lb down and 38 lb up at 32-6-12, 33 lb down and 38 lb up at 34-6-12, 33 lb down and 38 lb up at 36-6-12, 33 lb down and 38 lb up at 38-6-12, 33 lb down and 38 lb up at 40-6-12, 33 lb down and 38 lb up at 42-6-12, 33 lb down and 38 lb up at 44-6-12, 33 lb down and 38 lb up at 46-1-4, 33 lb down and 26 lb up at 47-10-4, and 33 lb down and 13 lb up at 49-10-4, and 117 lb down and 57 lb up 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, 10-12=-60, 12-13=-60, 23-49=-20, 49-52=-60, 52-55=-20, 55-57=-60, 57-63=-20, 63-65=-60, 65-68=-20, 68-70=-60, 14-70=-20 Concentrated Loads (lb) Vert: 10=-39(B) 18=-22(B) 8=-39(B) 16=-22(B) 15=-21(B) 24=-56(B) 25=-39(B) 26=-39(B) 27=-39(B) 28=-39(B) 29=-39(B) 30=-39(B) 31=-39(B) 32=-39(B) 33=-31(B) 34=-31(B) 35=-31(B) 36=-31(B) 37=-31(B) 38=-31(B) 39=-39(B) 40=-39(B) 41=-39(B) 42=-39(B) 43=-39(B) 44=-39(B) 45=-39(B) 46=-28(B) 47=-22(B) 48=-22(B) 50=-22(B) 51=-22(B) 53=-22(B) 54=-22(B) 55=-22(B) 56=-22(B) 58=-8(B) 59=-8(B) 60=-8(B) 61=-8(B) 62=-8(B) 63=-8(B) 64=-22(B) 66=-22(B) 67=-22(B) 69=-22(B) 70=-22(B) 71=-22(B) 72=-22(B) 73=-22(B) 74=-117(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 9_HERITAGE_AT_SPRING~L Truss TG07 Truss Type Half Hip Girder Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338051 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:10 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-H8qK8IsHNPEKHbl6Z87mmGO9C5nrBToVz4dI9kzGI8p Scale = 1:17.9 1 2 3 4 7 6 5 84x6 2x4 2x4 3x8 3x4 3x6 2-0-0 2-0-0 4-0-0 2-0-0 -1-0-0 1-0-0 0-8-9 0-8-9 4-0-0 3-3-7 1- 7 - 0 2- 5 - 0 14.00 12 Plate Offsets (X,Y)-- [3:0-4-8,0-1-12] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.19 0.02 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 6 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 25 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=137/Mechanical, 7=227/0-3-8 Max Horz 7=78(LC 4) Max Uplift5=-44(LC 4), 7=-44(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12-13) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 7. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 44 lb down and 26 lb up at 2-0-12 on top chord, 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. 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 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 6=2(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss TG08 Truss Type Half Hip Girder Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338052 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:10 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-H8qK8IsHNPEKHbl6Z87mmGOBK5nuBTjVz4dI9kzGI8p Scale = 1:18.1 1 2 3 4 7 6 5 8 4x6 2x4 2x4 3x8 3x4 3x6 1-4-12 1-4-12 2-9-8 1-4-12 -1-0-0 1-0-0 0-8-9 0-8-9 2-9-8 2-0-15 1- 7 - 0 2- 5 - 0 14.00 12 Plate Offsets (X,Y)-- [3:0-4-8,0-1-12] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.12 0.01 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 6 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 20 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 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=84/Mechanical, 7=183/0-3-8 Max Horz 7=78(LC 4) Max Uplift5=-45(LC 4), 7=-44(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12-13) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 7. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 35 lb down and 26 lb up at 0-8-9 on top chord, and 3 lb down and 16 lb up at 0-10-4 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 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 8=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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss TG09 Truss Type Half Hip Girder Qty 1 Ply 2 9 Heritage at spring mill Job Reference (optional) I33338053 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:11 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-lKOiMetv8jMBvkKJ7se?JTxN1U?Qwt3eCkNshAzGI8o 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 - 0 3- 7 - 0 14.00 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: 48 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 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=758/Mechanical, 7=1889/0-3-8 Max Horz 7=112(LC 4) Max Uplift5=-87(LC 4), 7=-68(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-329/51, 2-7=-484/43 WEBS 3-6=-61/900, 3-5=-769/72 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) 2378 lb down and 70 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss TG09 Truss Type Half Hip Girder Qty 1 Ply 2 9 Heritage at spring mill Job Reference (optional) I33338053 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:11 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-lKOiMetv8jMBvkKJ7se?JTxN1U?Qwt3eCkNshAzGI8o LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=-2378(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 9_HERITAGE_AT_SPRING~L Truss TG10 Truss Type Piggyback Base Girder Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338054 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:12 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-DXy4Z_tXv1U2XuvVhZ9ErhUN_uJgfALnQO6PEdzGI8n Scale = 1:108.3 1 2 3 4 5 6 7 8 9 10 11 12 13 23 22 21 20 19 18 17 16 15 142425 26 27 28 29 30 31 8x8 6x6 4x6 6x6 8x8 6x8 3x4 4x8 4x6 4x8 4x8 4x6 4x6 4x6 5x8 4x8 5x6 8x8 10x16 4x6 4x6 4x6 4x6 6-6-0 6-6-0 12-8-8 6-2-8 24-0-10 11-4-2 35-4-13 11-4-2 46-1-11 10-8-14 48-3-6 2-1-11 53-11-0 5-7-10 6-6-0 6-6-0 12-8-8 6-2-8 20-3-4 7-6-12 27-10-1 7-6-12 35-4-13 7-6-12 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 3- 6 - 5 4- 1 0 - 1 12 - 0 - 0 1- 1 - 0 12 - 0 - 0 8.00 12 Plate Offsets (X,Y)-- [9:0-5-4,0-4-4], [10:0-4-0,0-2-13], [12:0-0-0,0-3-10], [14:0-3-8,0-4-0], [22:0-3-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.75 0.63 0.88 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.30 -0.60 0.14 (loc) 15-17 15-17 12 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 2400F 2.0E *Except* 19-20: 2x6 SP No.1 WEBS 2x4 SPF No.2 *Except* 2-22,9-14,1-23: 2x4 SPF-S Stud SLIDER Right 2x10 SP No.1 3-5-2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc purlins, except end verticals, and 2-0-0 oc purlins (3-10-14 max.): 3-7, 9-10. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-22, 6-18, 6-17, 8-17, 9-14, 1-23 2 Rows at 1/3 pts 4-21 REACTIONS.(lb/size) 23=2683/0-3-8 (req. 0-4-3), 12=3398/0-3-8 (req. 0-5-5) Max Horz 23=-307(LC 11) Max Uplift23=-36(LC 5), 12=-243(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2647/96, 2-3=-2973/168, 3-4=-2396/163, 4-5=-3325/176, 5-6=-3325/176, 6-7=-3113/197, 7-8=-3818/210, 8-9=-5676/333, 9-10=-3800/251, 10-11=-4633/254, 11-12=-4730/229, 1-23=-2613/70 BOT CHORD 22-23=-233/288, 22-24=-225/2125, 21-24=-225/2125, 21-25=-224/3112, 20-25=-224/3112, 19-20=-224/3112, 19-26=-224/3112, 18-26=-224/3112, 18-27=-176/3353, 27-28=-176/3353, 17-28=-176/3353, 16-17=-23/3671, 16-29=-23/3671, 15-29=-23/3671, 14-15=-66/4655, 14-30=-110/3716, 30-31=-110/3716, 12-31=-110/3716 WEBS 2-22=-881/65, 2-21=-156/519, 3-21=0/1201, 4-21=-1403/251, 4-18=-11/744, 6-17=-604/262, 7-17=-24/1704, 8-17=-1014/239, 8-15=-181/1802, 9-15=-1373/326, 9-14=-2055/23, 10-14=-65/2500, 1-22=0/2334 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) 23, 12 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 except (jt=lb) 12=243. 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) 738 lb down and 99 lb up at 50-0-8, and 64 lb down and 58 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss TG10 Truss Type Piggyback Base Girder Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338054 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:12 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-DXy4Z_tXv1U2XuvVhZ9ErhUN_uJgfALnQO6PEdzGI8n 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: 1-3=-60, 3-7=-60, 7-9=-60, 9-10=-60, 10-13=-60, 22-23=-20, 22-24=-60, 24-25=-20, 25-26=-60, 26-27=-20, 27-28=-60, 16-28=-20, 16-29=-60, 12-29=-20 Concentrated Loads (lb) Vert: 30=-738(F) 31=-64(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 9_HERITAGE_AT_SPRING~L Truss V01 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338055 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:12 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-DXy4Z_tXv1U2XuvVhZ9ErhUW1uR?fNOnQO6PEdzGI8n 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 - 4 1- 3 - 1 0 14.00 12 Plate Offsets (X,Y)-- [2:0-1-5,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) 0.17 0.10 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: 23 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 *Except* 2-5: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, 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=30(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=364(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-7=-274/130 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss V02 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338056 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:12 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-DXy4Z_tXv1U2XuvVhZ9ErhUTsuQWfNUnQO6PEdzGI8n Scale: 3/4"=1' 1 2 3 4 5 6 9 8 7 2x4 2x4 4x6 3x8 2x4 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 - 4 1- 3 - 1 0 0- 9 - 6 1- 3 - 1 0 14.00 12 Plate Offsets (X,Y)-- [2:0-1-14,Edge], [4:0-3-13,0-1-1], [6:Edge,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.38 0.13 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, 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 8-4-0. (lb) - Max Horz 1=32(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 8, 9 except 7=-120(LC 2) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 8=258(LC 11), 9=326(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, 8, 9 except (jt=lb) 7=120. 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss V03 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338057 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:13 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-hjVSmJu9gKdv82UhFGhTOu0igIlaOqyxf2sym3zGI8m Scale = 1:13.1 1 2 3 4 5 6 2x4 2x4 2x4 2x4 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 - 4 1- 3 - 1 0 0- 0 - 4 1- 3 - 1 0 14.00 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) 0.12 0.21 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 12 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, except 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=132/6-8-10, 5=132/6-8-10, 6=237/6-8-10 Max Horz 1=-27(LC 4) Max Uplift1=-12(LC 5), 5=-12(LC 4), 6=-18(LC 5) Max Grav 1=132(LC 1), 5=132(LC 1), 6=238(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, 5, 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss V04 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338058 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:13 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-hjVSmJu9gKdv82UhFGhTOu0hqImHOqHxf2sym3zGI8m Scale = 1:11.0 1 2 3 4 5 2x4 2x4 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 - 4 1- 3 - 1 0 0- 0 - 4 1- 3 - 1 0 14.00 12 Plate Offsets (X,Y)-- [2:0-1-14,Edge], [3:0-1-14,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) 0.17 0.16 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: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-3 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=143/4-5-3, 4=104/4-5-3, 5=72/4-5-3 Max Horz 1=-27(LC 4) Max Uplift1=-19(LC 5), 4=-44(LC 5) Max Grav 1=143(LC 1), 4=104(LC 1), 5=136(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss V05 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338059 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:13 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-hjVSmJu9gKdv82UhFGhTOu0j5IoZOqJxf2sym3zGI8m Scale = 1:10.9 1 2 3 4 2x4 3x4 2x4 2x4 2-1-12 2-1-12 1-0-14 1-0-14 2-1-12 1-0-14 0- 0 - 4 1- 3 - 0 0- 0 - 4 14.00 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) 0.03 0.02 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: 5 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 2-1-12 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=42/2-1-12, 3=42/2-1-12, 4=51/2-1-12 Max Horz 1=-24(LC 4) Max Uplift1=-8(LC 7), 3=-7(LC 6) Max Grav 1=42(LC 1), 3=42(LC 1), 4=52(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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss V06 Truss Type Valley Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338060 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:14 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Av3r_fvnRelmmC3uo_Ciw6Zuti8p7He4uibWIVzGI8l Scale = 1:11.6 1 2 3 2x4 2x4 2x4 1-2-0 1-2-0 0- 0 - 4 1- 4 - 5 14.00 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss V07 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338061 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:14 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Av3r_fvnRelmmC3uo_Ciw6ZsDi7o7He4uibWIVzGI8l Scale = 1:19.9 1 2 3 2x4 2x4 2x4 2-3-11 2-3-11 0- 0 - 4 2- 8 - 5 14.00 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=79/2-3-11, 3=79/2-3-11 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss V08 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338062 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:14 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Av3r_fvnRelmmC3uo_Ciw6Zshi5S7EG4uibWIVzGI8l Scale = 1:89.9 1 2 3 4 5 6 12 11 109 8 7 2x4 2x4 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 16-7-13 16-7-13 7-4-8 7-4-8 16-7-13 9-3-5 2- 2 - 1 0 10 - 9 - 1 4 0- 0 - 4 14.00 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) 0.16 0.23 0.22 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 70 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 10-12: 2x4 SPF-S Stud WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 *Except* 3-9: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-9 REACTIONS.All bearings 16-7-13. (lb) - Max Horz 12=-276(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 12, 9 except 6=-270(LC 5), 11=-220(LC 6), 8=-216(LC 7), 7=-164(LC 7) Max Grav All reactions 250 lb or less at joint(s) 12 except 6=306(LC 4), 9=489(LC 6), 11=412(LC 10), 8=425(LC 11), 7=254(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-115/343, 3-4=-142/354, 4-5=-305/337, 5-6=-407/347 BOT CHORD 11-12=-218/254, 10-11=-218/254, 9-10=-218/254, 8-9=-218/254, 7-8=-218/254, 6-7=-217/253 WEBS 3-9=-439/120, 2-11=-257/260, 4-8=-266/264 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, 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, 9 except (jt=lb) 6=270, 11=220, 8=216, 7=164. 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss V09 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338063 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:15 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-e6dDB?wPCytcOMe4MhjxTJ61X6SssitE7ML3qxzGI8k Scale = 1:75.2 1 2 3 4 5 9 8 7 6 3x8 4x6 3x4 2x4 2x4 2x4 2x4 2x4 15-6-2 15-6-2 7-4-8 7-4-8 15-6-2 8-1-10 0- 1 0 - 1 0 9- 5 - 1 4 0- 0 - 4 14.00 12 Plate Offsets (X,Y)-- [3:Edge,0-1-14], [5:0-0-11,0-1-8] 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) 0.16 0.15 0.13 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: 62 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 *Except* 3-7: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-7 REACTIONS.All bearings 15-6-2. (lb) - Max Horz 9=-229(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 9, 5 except 8=-237(LC 6), 6=-230(LC 7) Max Grav All reactions 250 lb or less at joint(s) 9, 5 except 7=394(LC 1), 8=414(LC 10), 6=445(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-253/13, 2-8=-255/267, 4-6=-268/263 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, 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, 5 except (jt=lb) 8=237, 6=230. 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss V10 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338064 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:15 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-e6dDB?wPCytcOMe4MhjxTJ6186SnsiIE7ML3qxzGI8k Scale = 1:65.1 1 2 3 4 5 8 7 69103x4 4x6 3x4 2x4 2x4 2x4 2x4 2x4 13-11-13 13-11-13 6-11-15 6-11-15 13-11-13 6-11-15 0- 0 - 4 8- 1 - 1 4 0- 0 - 4 14.00 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) 0.18 0.16 0.17 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: 50 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 13-11-13. (lb) - Max Horz 1=189(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-199(LC 6), 6=-199(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=371(LC 1), 8=381(LC 10), 6=381(LC 11) 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=199, 6=199. 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss V11 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338065 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:16 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-6IBbPLw1zF?T?WCGwPEA?XeCuVoMbAPNL04dNOzGI8j Scale = 1:54.9 1 2 3 4 5 8 7 69 103x4 4x6 3x4 2x4 2x4 2x4 2x4 2x4 11-8-6 11-8-6 5-10-3 5-10-3 11-8-6 5-10-3 0- 0 - 4 6- 9 - 1 4 0- 0 - 4 14.00 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) 0.18 0.14 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 40 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 11-8-6. (lb) - Max Horz 1=-157(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-187(LC 6), 6=-187(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=347(LC 1), 8=326(LC 10), 6=326(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-235/252, 4-6=-235/252 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=187, 6=187. 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss V12 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338066 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:16 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-6IBbPLw1zF?T?WCGwPEA?XeAVVn9bAgNL04dNOzGI8j Scale = 1:46.7 1 2 3 43x8 4x6 3x8 2x4 9-4-15 9-4-15 4-8-8 4-8-8 9-4-15 4-8-8 0- 0 - 4 5- 5 - 1 4 0- 0 - 4 14.00 12 Plate Offsets (X,Y)-- [1:0-5-12,Edge], [2:Edge,0-1-14], [3:0-2-15,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) 0.27 0.21 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: 28 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=195/9-4-15, 3=195/9-4-15, 4=312/9-4-15 Max Horz 1=-124(LC 4) Max Uplift1=-14(LC 7), 3=-9(LC 6), 4=-9(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss V13 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338067 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:16 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-6IBbPLw1zF?T?WCGwPEA?Xe9wVnvbBPNL04dNOzGI8j Scale = 1:35.7 1 2 3 42x4 3x4 2x4 2x4 7-1-8 7-1-8 3-6-12 3-6-12 7-1-8 3-6-12 0- 0 - 4 4- 1 - 1 4 0- 0 - 4 14.00 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) 0.37 0.23 0.05 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: 17 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=166/7-1-8, 3=166/7-1-8, 4=202/7-1-8 Max Horz 1=-95(LC 4) Max Uplift1=-31(LC 7), 3=-26(LC 6) Max Grav 1=166(LC 1), 3=166(LC 1), 4=206(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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss V14 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338068 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:17 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-aUlzchxgkZ7KdfnSU6lPYkBNzv9AKd7XagqAvqzGI8i Scale = 1:20.3 1 2 3 4 2x4 3x4 2x4 2x4 4-10-2 4-10-2 2-5-1 2-5-1 4-10-2 2-5-1 0- 0 - 4 2- 9 - 1 4 0- 0 - 4 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.16 0.10 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 11 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 4-10-2 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=109/4-10-2, 3=109/4-10-2, 4=133/4-10-2 Max Horz 1=62(LC 5) Max Uplift1=-21(LC 7), 3=-17(LC 6) Max Grav 1=109(LC 1), 3=109(LC 1), 4=136(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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss V15 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338069 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:17 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-aUlzchxgkZ7KdfnSU6lPYkBPsv9IKdOXagqAvqzGI8i Scale = 1:12.4 1 2 3 2x4 2x4 2x4 2-6-11 2-6-11 1-3-5 1-3-5 2-6-11 1-3-5 0- 0 - 4 1- 5 - 1 4 0- 0 - 4 14.00 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) 0.04 0.09 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 5 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=84/2-6-11, 3=84/2-6-11 Max Horz 1=-30(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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss V16 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338070 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:17 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-aUlzchxgkZ7KdfnSU6lPYkBNev8kKbjXagqAvqzGI8i Scale = 1:73.2 1 2 3 4 5 9 8 7 63x4 4x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 12-2-14 12-2-14 7-4-14 7-4-14 12-2-14 4-10-0 0- 0 - 4 8- 7 - 1 1 3- 0 - 0 14.00 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) 0.18 0.13 0.17 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: 60 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-8 REACTIONS.All bearings 12-2-14. (lb) - Max Horz 1=231(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 8 except 1=-159(LC 4), 6=-160(LC 11), 9=-208(LC 6), 7=-229(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 8=472(LC 1), 9=415(LC 10), 7=466(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-286/265 WEBS 3-8=-279/116, 2-9=-247/258, 4-7=-262/261 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except (jt=lb) 1=159 , 6=160, 9=208, 7=229. 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss V17 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338071 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:18 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-2hJLq1yIVtFBFpMf1qGe5ykXyJTi3_BgpKZjRGzGI8h Scale = 1:70.8 1 2 3 4 5 9 8 7 611103x4 4x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 11-11-15 11-11-15 7-1-15 7-1-15 11-11-15 4-10-0 0- 0 - 4 8- 4 - 4 2- 8 - 9 14.00 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) 0.21 0.15 0.41 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: 48 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 11-11-15. (lb) - Max Horz 1=221(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 8 except 1=-157(LC 4), 6=-159(LC 11), 9=-202(LC 6), 7=-237(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 8=471(LC 1), 9=387(LC 10), 7=450(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-277/257 WEBS 3-8=-269/110, 2-9=-242/254, 4-7=-264/271 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except (jt=lb) 1=157 , 6=159, 9=202, 7=237. 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss V18 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338072 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:18 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-2hJLq1yIVtFBFpMf1qGe5ykUrJTw31DgpKZjRGzGI8h Scale = 1:59.7 1 2 3 4 5 9 8 7 610 113x4 2x4 2x4 2x4 4x6 2x4 2x4 2x4 2x4 10-10-3 10-10-3 6-0-3 6-0-3 10-10-3 4-10-0 0- 0 - 4 7- 0 - 4 1- 4 - 9 14.00 12 Plate Offsets (X,Y)-- [3:Edge,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.41 0.13 0.22 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 38 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 3-5: 2x3 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 10-10-3. (lb) - Max Horz 1=175(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 8 except 1=-138(LC 4), 6=-138(LC 11), 9=-191(LC 6), 7=-276(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 8=444(LC 1), 9=335(LC 10), 7=397(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-237/257, 4-7=-273/318 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except (jt=lb) 1=138 , 6=138, 9=191, 7=276. 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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss V19 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338073 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:18 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-2hJLq1yIVtFBFpMf1qGe5ykWgJSN33_gpKZjRGzGI8h Scale: 1/4"=1' 1 2 3 43x8 4x6 3x8 2x4 9-8-8 9-8-8 4-10-8 4-10-8 9-8-8 4-10-0 0- 0 - 4 5- 8 - 4 0- 0 - 4 14.00 12 Plate Offsets (X,Y)-- [1:0-5-12,Edge], [2:Edge,0-1-14], [3:0-2-15,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.29 0.23 0.11 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: 29 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=203/9-8-12, 3=203/9-8-12, 4=324/9-8-12 Max Horz 1=-129(LC 4) Max Uplift1=-15(LC 7), 3=-9(LC 6), 4=-9(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss V20 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338074 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:19 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Wttk1NzwFAN2szxrbXntd9GfajoFoX2p2_JHzjzGI8g Scale = 1:37.2 1 2 3 42x4 3x4 2x4 2x4 7-5-8 7-5-8 3-8-12 3-8-12 7-5-8 3-8-12 0- 0 - 4 4- 4 - 4 0- 0 - 4 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.41 0.25 0.05 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: 18 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=174/7-5-8, 3=174/7-5-8, 4=212/7-5-8 Max Horz 1=-99(LC 4) Max Uplift1=-33(LC 7), 3=-27(LC 6) Max Grav 1=174(LC 1), 3=174(LC 1), 4=217(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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss V21 Truss Type GABLE Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338075 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:19 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Wttk1NzwFAN2szxrbXntd9Gj4jqPoXZp2_JHzjzGI8g Scale = 1:26.9 1 2 3 42x4 3x4 2x4 2x4 5-2-2 5-2-2 2-7-1 2-7-1 5-2-2 2-7-1 0- 0 - 4 3- 0 - 4 0- 0 - 4 14.00 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) 0.19 0.12 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 12 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 5-2-2 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=117/5-2-2, 3=117/5-2-2, 4=143/5-2-2 Max Horz 1=67(LC 5) Max Uplift1=-22(LC 7), 3=-18(LC 6) Max Grav 1=117(LC 1), 3=117(LC 1), 4=146(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. May 15,2018 Job 9_HERITAGE_AT_SPRING~L Truss V22 Truss Type Valley Qty 1 Ply 1 9 Heritage at spring mill Job Reference (optional) I33338076 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 15 09:40:19 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Wttk1NzwFAN2szxrbXntd9Gl9jqHoXtp2_JHzjzGI8g Scale = 1:13.5 1 2 3 2x4 2x4 2x4 0-0-3 0-0-3 2-10-11 2-10-7 1-5-5 1-5-5 2-10-11 1-5-5 0- 0 - 4 1- 8 - 4 0- 0 - 4 14.00 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) 0.05 0.12 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 5 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-11 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=97/2-10-4, 3=97/2-10-4 Max Horz 1=-35(LC 4) Max Uplift1=-4(LC 7), 3=-4(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. May 15,2018 e d g e o f t r u s s . f r o m o u t s i d e " 1 6 / 1 - 0 P R O D U C T C O D E A P P R O V A L S J O I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E A R O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O T H E L E F T . C H O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T N U M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W 1 - 7 C1-8 C 5 - 6 C 6 - 7 C 7 - 8 C4-5 C 3 - 4 C 2 - 3 C 1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 B O T T O M C H O R D S T O P C H O R D S B E A R I N G L A T E R A L B R A C I N G L O C A T I O N I n d i c a t e s l o c a t i o n w h e r e b e a r i n g s ( s u p p o r t s ) o c c u r . I c o n s v a r y b u t r e a c t i o n s e c t i o n i n d i c a t e s j o i n t n u m b e r w h e r e b e a r i n g s o c c u r . M i n s i z e s h o w n i s f o r c r u s h i n g o n l y . I n d i c a t e d b y s y m b o l s h o w n a n d / o r b y t e x t i n t h e b r a c i n g s e c t i o n o f t h e o u t p u t . U s e T o r I b r a c i n g i f i n d i c a t e d . T h e f i r s t d i m e n s i o n i s t h e p l a t e w i d t h m e a s u r e d p e r p e n d i c u l a r t o s l o t s . S e c o n d d i m e n s i o n i s t h e l e n g t h p a r a l l e l t o s l o t s . 4 x 4 P L A T E S I Z E T h i s s y m b o l i n d i c a t e s t h e r e q u i r e d d i r e c t i o n o f s l o t s i n c o n n e c t o r p l a t e s . " 1 6 / 1 F o r 4 x 2 o r i e n t a t i o n , l o c a t e p l a t e s 0 - C e n t e r p l a t e o n j o i n t u n l e s s x , y o f f s e t s a r e i n d i c a t e d . D i m e n s i o n s a r e i n f t - i n - s i x t e e n t h s . A p p l y p l a t e s t o b o t h s i d e s o f t r u s s a n d f u l l y e m b e d t e e t h . 1 " 4 / 3 P L A T E L O C A T I O N A N D O R I E N T A T I O N S y m b o l s N u m b e r i n g S y s t e m 1 . A d d i t i o n a l s t a b i l i t y b r a c i n g f o r t r u s s s y s t e m , e . g . d i a g o n a l o r X - b r a c i n g , i s a l w a y s r e q u i r e d . S e e B C S I . 2 . T r u s s b r a c i n g m u s t b e d e s i g n e d b y a n e n g i n e e r . F o r w i d e t r u s s s p a c i n g , i n d i v i d u a l l a t e r a l b r a c e s t h e m s e l v e s m a y r e q u i r e b r a c i n g , o r a l t e r n a t i v e T o r I b r a c i n g s h o u l d b e c o n s i d e r e d . 3 . N e v e r e x c e e d t h e d e s i g n l o a d i n g s h o w n a n d n e v e r s t a c k m a t e r i a l s o n i n a d e q u a t e l y b r a c e d t r u s s e s . 4 . P r o v i d e c o p i e s o f t h i s t r u s s d e s i g n t o t h e b u i l d i n g d e s i g n e r , e r e c t i o n s u p e r v i s o r , p r o p e r t y o w n e r a n d a l l o t h e r i n t e r e s t e d p a r t i e s . 5 . C u t m e m b e r s t o b e a r t i g h t l y a g a i n s t e a c h o t h e r . 6 . P l a c e p l a t e s o n e a c h f a c e o f t r u s s a t e a c h j o i n t a n d e m b e d f u l l y . K n o t s a n d w a n e a t j o i n t l o c a t i o n s a r e r e g u l a t e d b y A N S I / T P I 1 . 7 . D e s i g n a s s u m e s t r u s s e s w i l l b e s u i t a b l y p r o t e c t e d f r o m t h e e n v i r o n m e n t i n a c c o r d w i t h A N S I / T P I 1 . 8 . U n l e s s o t h e r w i s e n o t e d , m o i s t u r e c o n t e n t o f l u m b e r s h a l l n o t e x c e e d 1 9 % a t t i m e o f f a b r i c a t i o n . 9 . U n l e s s e x p r e s s l y n o t e d , t h i s d e s i g n i s n o t a p p l i c a b l e f o r u s e w i t h f i r e r e t a r d a n t , p r e s e r v a t i v e t r e a t e d , o r g r e e n l u m b e r . 1 0 . C a m b e r i s a n o n - s t r u c t u r a l c o n s i d e r a t i o n a n d i s t h e r e s p o n s i b i l i t y o f t r u s s f a b r i c a t o r . G e n e r a l p r a c t i c e i s t o c a m b e r f o r d e a d l o a d d e f l e c t i o n . 1 1 . P l a t e t y p e , s i z e , o r i e n t a t i o n a n d l o c a t i o n d i m e n s i o n s i n d i c a t e d a r e m i n i m u m p l a t i n g r e q u i r e m e n t s . 1 2 . L u m b e r u s e d s h a l l b e o f t h e s p e c i e s a n d s i z e , a n d i n a l l r e s p e c t s , e q u a l t o o r b e t t e r t h a n t h a t s p e c i f i e d . 1 3 . T o p c h o r d s m u s t b e s h e a t h e d o r p u r l i n s p r o v i d e d a t s p a c i n g i n d i c a t e d o n d e s i g n . 1 4 . B o t t o m c h o r d s r e q u i r e l a t e r a l b r a c i n g a t 1 0 f t . s p a c i n g , o r l e s s , i f n o c e i l i n g i s i n s t a l l e d , u n l e s s o t h e r w i s e n o t e d . 1 5 . C o n n e c t i o n s n o t s h o w n a r e t h e r e s p o n s i b i l i t y o f o t h e r s . 1 6 . D o n o t c u t o r a l t e r t r u s s m e m b e r o r p l a t e w i t h o u t p r i o r a p p r o v a l o f a n e n g i n e e r . 1 7 . I n s t a l l a n d l o a d v e r t i c a l l y u n l e s s i n d i c a t e d o t h e r w i s e . 1 8 . U s e o f g r e e n o r t r e a t e d l u m b e r m a y p o s e u n a c c e p t a b l e e n v i r o n m e n t a l , h e a l t h o r p e r f o r m a n c e r i s k s . C o n s u l t w i t h p r o j e c t e n g i n e e r b e f o r e u s e . 1 9 . R e v i e w a l l p o r t i o n s o f t h i s d e s i g n ( f r o n t , b a c k , w o r d s a n d p i c t u r e s ) b e f o r e u s e . R e v i e w i n g p i c t u r e s a l o n e i s n o t s u f f i c i e n t . 2 0 . D e s i g n a s s u m e s m a n u f a c t u r e i n a c c o r d a n c e w i t h A N S I / T P I 1 Q u a l i t y C r i t e r i a . F a i l u r e t o F o l l o w C o u l d C a u s e P r o p e r t y D a m a g e o r P e r s o n a l I n j u r y G e n e r a l S a f e t y N o t e s * P l a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 s o f t w a r e o r u p o n r e q u e s t . I n d u s t r y S t a n d a r d s : 6 - 4 - 8 d i m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s ( D r a w i n g s n o t t o s c a l e ) © 2 0 1 2 M i T e k ® A l l R i g h t s R e s e r v e d M i T e k E n g i n e e r i n g R e f e r e n c e S h e e t : M I I - 7 4 7 3 r e v . 1 0 / 0 3 / 2 0 1 5 W E B S e d g e o f t r u s s . f r o m o u t s i d e " 1 6 / 1 - 0 I C C - E S R e p o r t s : E S R - 1 3 1 1 , E S R - 1 3 5 2 , E S R 1 9 8 8 E R - 3 9 0 7 , E S R - 2 3 6 2 , E S R - 1 3 9 7 , E S R - 3 2 8 2 J O I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E A R O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O T H E L E F T . C H O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T N U M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W 1 - 7 C1-8 C 5 - 6 C 6 - 7 C 7 - 8 C4-5 C 3 - 4 C 2 - 3 C 1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 B O T T O M C H O R D S T O P C H O R D S B E A R I N G I n d i c a t e s l o c a t i o n w h e r e b e a r i n g s ( s u p p o r t s ) o c c u r . I c o n s v a r y b u t r e a c t i o n s e c t i o n i n d i c a t e s j o i n t n u m b e r w h e r e b e a r i n g s o c c u r . 4 x 4 P L A T E S I Z E T h i s s y m b o l i n d i c a t e s t h e r e q u i r e d d i r e c t i o n o f s l o t s i n c o n n e c t o r p l a t e s . " 1 6 / 1 F o r 4 x 2 o r i e n t a t i o n , l o c a t e p l a t e s 0 - 1 " 4 / 3 P L A T E L O C A T I O N A N D O R I E N T A T I O N S y m b o l s N u m b e r i n g S y s t e m G e n e r a l S a f e t y N o t e s * P l a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 s o f t w a r e o r u p o n r e q u e s t . I n d u s t r y S t a n d a r d s : A N S I / T P I 1 : N a t i o n a l D e s i g n S p e c i f i c a t i o n f o r M e t a l P l a t e C o n n e c t e d W o o d T r u s s C o n s t r u c t i o n . D S B - 8 9 : D e s i g n S t a n d a r d f o r B r a c i n g . B C S I : B u i l d i n g C o m p o n e n t S a f e t y I n f o r m a t i o n , G u i d e t o G o o d P r a c t i c e f o r H a n d l i n g , I n s t a l l i n g & B r a c i n g o f M e t a l P l a t e C o n n e c t e d W o o d T r u s s e s . 6 - 4 - 8 d i m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s W E B S T r u s s e s a r e d e s i g n e d f o r w i n d l o a d s i n t h e p l a n e o f t h e t r u s s u n l e s s o t h e r w i s e s h o w n . L u m b e r d e s i g n v a l u e s a r e i n a c c o r d a n c e w i t h A N S I / T P I 1 s e c t i o n 6 . 3 T h e s e t r u s s d e s i g n s r e l y o n l u m b e r v a l u e s e s t a b l i s h e d b y o t h e r s .