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HomeMy WebLinkAboutI34294930.38_Heritage_at_Spring_MillRe: The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild (CarterLee Bldg Components). Liu, Xuegang Pages or sheets covered by this seal: I34294930 thru I34295013 My license renewal date for the state of Indiana is July 31, 2020. 38_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: 38 Heritage at Spring Mill 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss CG01 Truss Type Diagonal Hip Girder Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294930 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:21:52 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-HrWO9LwNLpQBqb89mIvCX2kfvVnbFOLHjcO1scypX6D Scale = 1:25.6 1 2 5 6 3 7 43x4 3x6 3-6-14 3-6-4 -1-10-3 1-10-3 3-6-14 3-6-14 1-7-03-7-133-2-153-7-136.95 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.37 0.15 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 40 lb uplift at joint 5, 65 lb uplift at joint 3 and 3 lb uplift at joint 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 52 lb down and 70 lb up at 2-8-2 on top chord, and 3 lb down at 2-8-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 7=-3(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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss CG02 Truss Type Diagonal Hip Girder Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294931 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:21:52 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-HrWO9LwNLpQBqb89mIvCX2keAVmRFOLHjcO1scypX6D Scale = 1:29.7 1 2 5 6 7 3 8 9 4 3x4 3x6 4-9-7 4-8-13 -1-10-3 1-10-3 4-9-7 4-9-7 1-7-04-4-43-11-54-4-46.95 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.42 0.22 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 67 lb uplift at joint 5, 101 lb uplift at joint 3 and 38 lb uplift at joint 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb down and 25 lb up at 0-9-7, and 48 lb down and 80 lb up at 3-8-14 on top chord, and 2 lb down and 17 lb up at 0-9-7, and 5 lb down and 52 lb up at 3-8-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 8=3(F) 9=2(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss CG03 Truss Type Diagonal Hip Girder Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294932 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:21:53 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-l14mMgx?67Y2SkjLK?QR4GHpvv5g_rbRyG7aP2ypX6C Scale = 1:29.7 1 2 5 6 7 3 8 9 4 3x4 3x6 4-9-7 4-8-13 -1-10-3 1-10-3 4-9-7 4-9-7 1-7-04-4-40-4-153-11-54-4-46.95 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.42 0.22 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 67 lb uplift at joint 5, 101 lb uplift at joint 3 and 38 lb uplift at joint 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb down and 25 lb up at 0-9-7, and 48 lb down and 80 lb up at 3-8-14 on top chord, and 2 lb down and 17 lb up at 0-9-7, and 5 lb down and 52 lb up at 3-8-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 8=3(B) 9=2(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss GE01 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294933 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:21:54 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-EEe9a0ydtQhv4uIYujxgcTp0SIStjDiaBwt8xVypX6B 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 1-7-09-6-11-7-014.00 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 0.33 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: 236 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 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=-229(LC 4), 14=-214(LC 5), 23=-221(LC 5), 15=-212(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=363(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-26/312, 6-7=-30/339, 7-8=-30/339, 8-9=-26/312 WEBS 7-19=-441/0 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=229, 14=214, 23=221, 15=212. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss GE02 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294934 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:21:55 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-iQCXnMyGekpmh2skRQSv9hM1BikeSgskPachTxypX6A Scale = 1:75.3 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 14 13 12 11 10 9 8 753 5x8 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 1-7-010-2-11-7-010-2-114.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-5], [3:0-4-8,0-1-4], [4:0-5-2,0-2-0], [5:Edge,0-1-5], [12:0-3-0,0-3-0], [52:0-2-0,0-0-4] 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 0.44 0.34 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.18 0.01 (loc) 13-14 13-14 7 l/defl >999 >857 n/a L/d 240 180 n/a PLATES MT20 Weight: 539 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 3-9: 2x4 SPF No.2, 2-14,5-7: 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 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=-259(LC 1) Max Grav All reactions 250 lb or less at joint(s) except 14=775(LC 1), 9=861(LC 1), 7=312(LC 11), 8=415(LC 2), 11=346(LC 1), 11=346(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-686/154, 4-5=-305/158, 2-14=-715/149, 5-7=-380/146 BOT CHORD 13-14=-320/350, 12-13=-124/338, 12-53=-124/338, 11-53=-124/338, 10-11=-124/338, 9-10=-124/338 WEBS 3-13=0/278, 3-9=-424/115, 4-9=-371/108, 2-13=-154/317, 5-9=-136/331 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=259. 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss J01 Truss Type Jack-Open Qty 15 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294935 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:21:55 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-iQCXnMyGekpmh2skRQSv9hM5VilZSl5kPachTxypX6A Scale = 1:37.2 1 2 5 3 4 3x6 3x6 3-4-8 3-4-8 -1-0-0 1-0-0 3-4-8 3-4-8 1-7-05-6-44-11-25-6-414.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.67 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss J02 Truss Type Jack-Open Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294936 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:21:56 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Acmv?izuP2xdJCRw?8_8iuvNC69FBCLteEME?NypX69 Scale = 1:23.2 1 2 5 3 4 3x4 3x4 3-3-0 3-3-0 -1-0-0 1-0-0 3-3-0 3-3-0 1-1-03-3-02-9-133-3-08.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.22 0.10 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss J03 Truss Type Jack-Open Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294937 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:21:56 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Acmv?izuP2xdJCRw?8_8iuvKM67mBCLteEME?NypX69 Scale = 1:26.8 1 2 5 3 4 3x4 3x6 1-10-11 1-10-11 -1-0-0 1-0-0 1-10-11 1-10-11 1-7-03-9-814.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.41 0.19 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss J04 Truss Type Jack-Open Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294938 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:21:56 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Acmv?izuP2xdJCRw?8_8iuvOJ6A?BCLteEME?NypX69 Scale = 1:16.6 1 2 5 3 42x4 3x4 1-7-5 1-7-5 -1-0-0 1-0-0 1-7-5 1-7-5 1-1-02-1-141-8-112-1-148.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.15 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss J05 Truss Type Jack-Open Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294939 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:21:56 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Acmv?izuP2xdJCRw?8_8iuvKM67mBCLteEME?NypX69 Scale = 1:26.8 1 2 5 3 4 3x4 3x6 1-10-11 1-10-11 -1-0-0 1-0-0 1-10-11 1-10-11 1-7-03-9-83-2-63-9-814.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.41 0.19 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss J06 Truss Type Jack-Open Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294940 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:21:57 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-epJHC2_WAL3TxM06ZrVNE6RZ3WWEwfa1tu5oYqypX68 Scale = 1:16.6 1 2 5 3 42x4 3x4 1-7-5 1-7-5 -1-0-0 1-0-0 1-7-5 1-7-5 1-1-02-1-141-8-112-1-148.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.15 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss J07 Truss Type Jack-Open Qty 2 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294941 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:21:57 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-epJHC2_WAL3TxM06ZrVNE6RWWWU0wfa1tu5oYqypX68 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 1-7-03-4-86.95 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.38 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss J08 Truss Type Jack-Open Qty 7 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294942 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:21:57 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-epJHC2_WAL3TxM06ZrVNE6RXRWVFwfa1tu5oYqypX68 Scale = 1:24.7 1 2 5 3 4 3x4 3x4 3-7-8 3-7-8 -1-0-0 1-0-0 3-7-8 3-7-8 1-1-03-6-03-0-133-6-08.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.26 0.11 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(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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss J09 Truss Type Jack-Open Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294943 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:21:58 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-6?tfPO?8xfBKYWbJ7Z0cnJ_hxwqmf6qA5YrL4GypX67 Scale = 1:28.7 1 4 2 3 3x4 3x4 2-2-0 2-2-0 2-2-0 2-2-0 1-7-04-1-53-6-34-1-514.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.34 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss J10 Truss Type Jack-Open Qty 18 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294944 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:21:58 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-6?tfPO?8xfBKYWbJ7Z0cnJ_aTwmBf6qA5YrL4GypX67 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 1-7-06-3-05-7-146-3-014.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.81 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss J11 Truss Type Jack-Open Qty 6 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294945 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:21:58 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-6?tfPO?8xfBKYWbJ7Z0cnJ_guwrYf6qA5YrL4GypX67 Scale = 1:41.5 1 4 2 3 2x4 3x6 4-0-0 4-0-0 4-0-0 4-0-0 1-7-06-3-01-1-105-7-146-3-014.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.40 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss J12 Truss Type Jack-Open Qty 2 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294946 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:21:59 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-aBR2dk?mizJBAfAVgGXrJXXvRJCYOZ4JKCavciypX66 Scale = 1:18.2 1 2 5 3 42x4 3x4 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 1-1-02-5-01-11-132-5-08.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.16 0.06 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss J13 Truss Type Jack-Open Qty 5 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294947 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:21:59 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-aBR2dk?mizJBAfAVgGXrJXXr2J9COZ4JKCavciypX66 Scale = 1:28.7 1 2 5 3 4 3x4 3x6 2-2-0 2-2-0 -1-0-0 1-0-0 2-2-0 2-2-0 1-7-04-1-53-6-34-1-514.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.44 0.21 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss PB01 Truss Type GABLE Qty 11 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294948 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:00 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-2O?Qq40OTGR2oplhE_24sk34IjXx708TZsKS89ypX65 Scale = 1:27.7 2 3 4 6 1 5 4x6 2x4 2x4 2x4 5-4-11 5-4-11 2-8-6 2-8-6 5-4-11 2-8-6 3-1-120-1-40-1-814.00 12 Plate Offsets (X,Y)-- [3:Edge,0-1-14] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.09 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss PB02 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294949 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:00 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-2O?Qq40OTGR2oplhE_24sk35vjWY70CTZsKS89ypX65 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 2-2-10-1-40-1-82-0-914.00 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss PB03 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294950 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:01 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-WaZo2Q10EaZvPzKuohZJPycEW7sTsTtcoW3?hbypX64 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 1-3-00-1-40-1-81-1-88.00 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss PB04 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294951 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:02 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-?m7AFl2f?uhm17v4MO4Yx99MgXCebvhm0ApZD1ypX63 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 3-7-00-1-40-1-83-5-88.00 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss PB05 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294952 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:02 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-?m7AFl2f?uhm17v4MO4Yx99MTXB0bu3m0ApZD1ypX63 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 5-11-00-1-40-1-85-9-88.00 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss PB06 Truss Type GABLE Qty 8 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294953 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:03 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-TyhYT53HmBpdfHUGv6cnUNhaUxX0KLBvFqY6lTypX62 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 7-2-120-1-40-1-88.00 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss PB07 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294954 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:04 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-x9EwgR3vXVxUGR2TTp710aEkIKtW3np2UUIgHwypX61 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 5-11-70-1-40-1-85-9-158.00 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss PB08 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294955 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:04 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-x9EwgR3vXVxUGR2TTp710aEi0Ku23o82UUIgHwypX61 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 3-7-70-1-40-1-83-5-158.00 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss PB09 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294956 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:05 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-PLoJtn4XHp3Luadf1XeGZonv9kEToGjCi81DqMypX60 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 1-3-72-8-20-1-40-1-81-1-158.00 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss PB10 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294957 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:06 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-tXMh575926BCWkCrbE9V5?J578XsXjfLxonmMoypX6? Scale = 1:19.1 2 3 4 5 7 1 6 3x4 2x4 2x4 2x4 4x6 9-0-5 9-0-5 3-3-2 3-3-2 5-9-3 2-6-1 9-0-5 3-3-2 2-2-10-1-40-1-82-0-98.00 12 Plate Offsets (X,Y)-- [3:0-2-0,0-2-3], [4:0-4-4,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.13 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss T01 Truss Type Half Hip Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294958 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:06 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-tXMh575926BCWkCrbE9V5?J0H8XMXjpLxonmMoypX6? Scale = 1:34.0 1 2 3 6 4 5 3x4 3x6 3x6 2-11-2 2-11-2 3-4-8 0-5-6 -1-0-0 1-0-0 2-11-2 2-11-2 3-4-8 0-5-6 1-7-05-0-04-8-85-0-014.00 12 Plate Offsets (X,Y)-- [3:0-1-5,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.51 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss T02 Truss Type Half Hip Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294959 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:06 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-tXMh575926BCWkCrbE9V5?J0E8XLXjpLxonmMoypX6? Scale = 1:34.1 1 2 3 6 4 5 3x4 3x6 3x6 2-11-7 2-11-7 3-4-8 0-5-1 -1-0-0 1-0-0 2-11-7 2-11-7 3-4-8 0-5-1 1-7-05-0-54-8-135-0-514.00 12 Plate Offsets (X,Y)-- [3:0-1-5,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.51 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss T03 Truss Type Half Hip Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294960 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:07 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Lkw3IT6npQJ38un18ygkeDs9sYs5GA3VASWKuFypX6_ 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 1-7-05-1-014.00 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss T04 Truss Type Half Hip Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294961 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:07 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Lkw3IT6npQJ38un18ygkeDsCaYuXGA3VASWKuFypX6_ 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 1-7-03-9-014.00 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss T05 Truss Type Half Hip Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294962 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:07 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Lkw3IT6npQJ38un18ygkeDsFJYvLGA3VASWKuFypX6_ 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 1-7-02-5-014.00 12 Plate Offsets (X,Y)-- [3:0-1-5,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss T06 Truss Type Half Hip Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294963 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:08 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-pwURWp6QakRwl2MEifBzBQPPOyFq?dJeP6GtPhypX5z 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 1-7-03-3-314.00 12 Plate Offsets (X,Y)-- [3:0-1-5,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.27 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss T07 Truss Type Hip Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294964 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:08 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-pwURWp6QakRwl2MEifBzBQPJgy7m?XgeP6GtPhypX5z 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 1-7-011-6-11-7-011-6-114.00 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss T08 Truss Type Hip Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294965 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:09 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-H62pj972L1ZmNCxQGNiCjexQILQWkzKodl?Qy7ypX5y 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 1-7-012-10-11-7-012-10-114.00 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) 0.90 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: 140 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 5-13,6-13,6-12: 2x4 SPF No.2, 2-15,9-11: 2x4 SPF-S Stud 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=-941/220, 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss T09 Truss Type Piggyback Base Qty 10 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294966 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:09 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-H62pj972L1ZmNCxQGNiCjexTtLSik_iodl?Qy7ypX5y Scale = 1:86.7 1 2 3 4 5 6 7 8 13 12 11 10 914 15 16 17 18 4x6 8x8 3x6 3x8 3x6 3x4 3x6 3x6 4x8 4x8 3x6 8-11-2 8-11-2 14-3-14 5-4-11 23-3-0 8-11-2 -1-0-0 1-0-0 4-6-13 4-6-13 8-11-2 4-4-5 14-3-14 5-4-11 18-8-3 4-4-5 23-3-0 4-6-13 24-3-0 1-0-0 1-7-012-0-01-7-012-0-014.00 12 Plate Offsets (X,Y)-- [4:0-3-2,0-2-0], [5:0-2-11,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.74 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss T10 Truss Type Piggyback Base Qty 2 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294967 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:10 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-mJcCxV8g6Lid?MWcq4ERGrUedloxTQmxsPl_UZypX5x Scale = 1:86.7 1 2 3 4 5 6 7 12 11 10 9 813 14 15 16 17 4x6 8x8 3x4 3x6 3x8 3x6 3x4 3x6 3x6 4x8 4x8 8-11-2 8-11-2 14-3-14 5-4-11 23-3-0 8-11-2 -1-0-0 1-0-0 4-6-13 4-6-13 8-11-2 4-4-5 14-3-14 5-4-11 18-8-3 4-4-5 23-3-0 4-6-13 1-7-012-0-01-7-012-0-014.00 12 Plate Offsets (X,Y)-- [4:0-3-2,0-2-0], [5:0-2-11,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.74 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss T11 Truss Type Hip Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294968 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:10 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-mJcCxV8g6Lid?MWcq4ERGrUe?llxTKGxsPl_UZypX5x 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 5x6 5x6 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 3-6-58-7-01-1-08-7-08.00 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) 0.72 0.84 0.87 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.37 -0.69 0.19 (loc) 13-15 15-17 12 l/defl >999 >933 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 355 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, 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=-2669/252, 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=-1373/141, 1-20=-2490/215, 10-12=-1029/157 BOT CHORD 19-21=-432/3736, 18-21=-432/3736, 18-22=-432/3736, 17-22=-432/3736, 16-17=-461/4380, 16-23=-461/4380, 15-23=-461/4380, 15-24=-372/4092, 14-24=-372/4092, 14-25=-372/4092, 13-25=-372/4092, 12-13=-156/2783 WEBS 2-19=-45/1012, 3-19=-2241/347, 3-17=0/1028, 5-17=-539/174, 6-15=0/701, 6-13=-1774/330, 8-13=-44/1435, 1-19=-173/2259, 9-12=-2272/189 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss T12 Truss Type Roof Special Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294969 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:11 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-EVAa8q9ItfqUcV5pNnlgo30r397SClz453UX00ypX5w Scale = 1:111.0 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 6x8 6x6 4x6 4x6 4x8 4x6 4x8 2x4 2x4 4x8 4x6 2x4 5x8 4x6 4x6 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 3-6-59-6-110-11-01-1-010-11-08.00 12 Plate Offsets (X,Y)-- [7:0-4-4,0-3-0], [14:0-4-12,0-6-12], [15:0-2-8,0-2-0], [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) 0.63 0.76 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.47 0.15 (loc) 20-22 20-22 14 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 409 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* 4-24,4-20,7-20,2-25: 2x4 SPF No.2, 1-25: 2x4 SPF-S Stud 12-14: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins, except end verticals, and 2-0-0 oc purlins (3-11-14 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 Rows at 1/3 pts 4-24, 2-25 REACTIONS.(lb/size) 25=2656/0-3-8 (req. 0-4-3), 14=2531/0-3-8 (req. 0-4-0) 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=-2847/313, 3-4=-2306/297, 4-5=-3434/394, 5-6=-3434/394, 6-7=-3435/394, 7-8=-3362/381, 8-9=-2747/324, 9-10=-3374/341, 10-11=-3367/277, 11-12=-3508/256, 12-14=-2422/240 BOT CHORD 25-26=-258/1891, 26-27=-258/1891, 24-27=-258/1891, 24-28=-284/3270, 23-28=-284/3270, 22-23=-284/3270, 21-22=-284/3270, 21-29=-284/3270, 20-29=-284/3270, 20-30=-102/2904, 19-30=-102/2904, 18-19=-72/2957, 17-18=-72/2957, 16-17=-72/2954, 15-16=-100/2803, 14-15=-44/855 WEBS 2-24=-112/722, 3-24=-43/1112, 4-24=-1583/252, 4-22=0/439, 4-20=-73/316, 6-20=-527/221, 7-20=-214/968, 7-19=-55/697, 8-19=-258/143, 8-17=-326/4, 8-16=-1005/189, 9-16=-69/1279, 2-25=-2926/183, 12-15=-57/1963 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss T13 Truss Type Piggyback Base Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294970 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:12 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-ihjyLA9weyyLEfg?xVGvLGZ?fZSyxFSEJjE5ZSypX5v 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 3-6-57-2-112-0-01-1-012-0-08.00 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: 407 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* 3-21,4-21,4-18,6-18,6-17,7-17: 2x4 SPF No.2, 1-23: 2x4 SPF-S Stud 11-13: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-2 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=-2834/352, 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=-222/2047, 21-24=-222/2047, 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=-100/3406, 16-29=-100/3406, 15-29=-100/3406, 14-15=-100/3406, 13-14=-126/2728 WEBS 2-22=-840/113, 2-21=-153/487, 3-21=-58/1134, 4-21=-1307/239, 4-18=0/655, 6-17=-730/246, 7-17=-50/1403, 8-17=-797/171, 8-14=-1599/160, 9-14=-111/1585, 10-14=-59/297, 1-22=-93/2250, 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss T14 Truss Type Piggyback Base Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294971 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:12 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-ihjyLA9weyyLEfg?xVGvLGZzNZPNxDZEJjE5ZSypX5v 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 3-6-512-0-02-3-1412-0-08.00 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: 324 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 2x3 SPF No.2 *Except* 10-11,1-20: 2x4 SPF-S Stud 3-18,4-18,4-15,6-15,6-14,7-14: 2x4 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=-153/430, 3-18=-48/994, 4-18=-1095/238, 4-15=0/472, 6-15=-3/314, 6-14=-914/244, 7-14=-45/1081, 8-12=-401/111, 10-12=-94/2286, 1-19=-82/2072 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss T15 Truss Type Piggyback Base Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294972 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:13 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-AuHKZWAYPG4CspFBVCn8uU67WzpQgiXNYNze5uypX5u 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 3-6-512-4-01-1-01-2-1412-4-08.00 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: 404 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* 3-24,3-22,11-17,11-15,1-24,12-15: 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 (5-1-4 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=-2208/196, 2-3=-2012/222, 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=-2516/326, 10-11=-2642/282, 11-12=-3072/259, 1-25=-2163/188, 12-14=-2113/229 BOT CHORD 24-25=-238/281, 24-26=-213/1758, 23-26=-213/1758, 22-23=-213/1758, 21-22=-186/1840, 21-27=-186/1840, 20-27=-186/1840, 17-18=-34/2094, 16-17=-72/2440, 16-28=-72/2441, 15-28=-71/2443, 14-15=-61/808 WEBS 3-24=-588/129, 3-22=-170/259, 4-20=-181/892, 5-20=-386/168, 18-20=-190/2307, 6-18=-287/175, 9-18=-241/808, 9-17=-27/392, 11-17=-450/156, 1-24=-76/1916, 6-20=-348/160, 12-15=-11/1641 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss T16 Truss Type Piggyback Base Qty 3 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294973 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:14 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-e4rimsBAAaC3TzpO3wINQheGdM5iP7mXn1jBdLypX5t 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 3-6-512-4-01-1-01-2-1412-4-08.00 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) 0.99 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: 337 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* 3-22,3-20,17-19,10-16,10-14,1-22: 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 3-6-15 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=-2462/321, 4-5=-2403/346, 5-6=-2699/359, 6-7=-2699/359, 7-8=-2698/357, 8-9=-2839/326, 9-10=-2923/293, 10-11=-3400/271, 11-12=-3539/237, 1-23=-2268/191 BOT CHORD 22-23=-238/276, 22-24=-215/1828, 21-24=-215/1828, 20-21=-215/1828, 20-25=-183/1950, 19-25=-183/1950, 17-26=-32/2365, 16-26=-32/2365, 15-16=-110/2726, 15-27=-110/2726, 14-27=-110/2726, 14-28=-110/2725, 12-28=-110/2725 WEBS 7-17=-428/188, 3-22=-655/120, 3-20=-165/320, 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=-472/169, 10-14=0/305, 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss T17 Truss Type Piggyback Base Qty 2 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294974 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:15 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-6GP5_CCpxtKw57OacdpczvBZamR48aSg0hSl9nypX5s 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 1-1-012-4-01-1-01-2-1412-4-08.00 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: 360 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* 2-22,17-19,10-16,10-14: 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=-3504/237 BOT CHORD 1-24=-339/151, 23-24=-339/151, 23-25=-202/1511, 25-26=-202/1511, 22-26=-202/1511, 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=-110/2698, 15-29=-110/2698, 14-29=-110/2698, 14-30=-110/2697, 12-30=-110/2697 WEBS 7-17=-8/296, 2-23=-3018/229, 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=-474/170, 10-14=0/306 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss T18 Truss Type Piggyback Base Qty 2 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294975 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:15 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-6GP5_CCpxtKw57OacdpczvBS5mXv8aCg0hSl9nypX5s 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 1-1-012-4-01-1-01-2-1412-4-08.00 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: 421 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, 4-23,18-20,11-17,11-15,2-24: 2x3 SPF No.2 SLIDER Right 2x6 SP No.1 4-6-10 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-13 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=2306/0-3-8 (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=355(LC 10), 24=2306(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=-340/72, 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=-3413/279, 12-13=-3549/246, 2-25=-396/112 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=-115/2758, 16-30=-115/2758, 15-30=-115/2758, 15-31=-115/2757, 13-31=-115/2757 WEBS 8-18=-13/358, 4-24=-2571/184, 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=-484/170, 11-15=0/269 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss T19 Truss Type Piggyback Base Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294976 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:16 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-aTzTBYDRiBSnjHzmALLrV6kiQAq1t03qELCIiDypX5r 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 1-2-1011-4-012-4-01-1-00-2-1412-4-08.00 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: 426 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x3 SPF No.2 *Except* 9-20,1-26,6-25,6-22,7-22,7-21,7-19,9-18,10-18: 2x4 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=-3103/344, 11-12=-3189/311, 12-13=-3640/291, 13-14=-3776/258 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=-125/2940, 17-30=-125/2940, 16-30=-125/2940, 16-31=-125/2939, 14-31=-125/2939 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=-55/1267, 12-18=-469/170, 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss T20 Truss Type Piggyback Base Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294977 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:17 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-3fXrPuD3TVaeKQYyk2s42KGoIa99cULzT?xsEfypX5q 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 1-2-1011-4-012-4-00-6-100-3-51-7-1412-4-08.00 12 Plate Offsets (X,Y)-- [2:0-5-0,0-4-8], [6:0-4-0,0-2-13], [17:0-2-8,0-2-8], [24:0-4-4,0-2-4], [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 0.80 0.91 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.29 -0.79 0.17 (loc) 20-22 24-25 14 l/defl >999 >814 n/a L/d 240 180 n/a PLATES MT20 Weight: 409 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 SPF No.2 2-25: 2x6 SP No.1, 13-16: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-6 oc purlins, except end verticals, and 2-0-0 oc purlins (3-7-9 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=2879/0-5-8, 14=-268/0-4-8 Max Horz 26=-294(LC 4) Max Uplift26=-2(LC 5), 16=-185(LC 7), 14=-268(LC 1) Max Grav 26=2426(LC 1), 16=2879(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=-2148/39, 1-2=-3443/95, 2-3=-5083/242, 3-4=-4928/262, 4-5=-3734/350, 5-6=-3642/459, 6-7=-2538/341, 7-8=-2996/360, 8-9=-2996/360, 9-10=-2418/328, 10-11=-3021/338, 11-12=-2932/254, 12-13=-3061/209, 13-16=-2800/336 BOT CHORD 25-26=-262/300, 24-25=-292/3462, 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=-47/2438, 18-31=-47/2438, 17-31=-47/2438 WEBS 1-25=-82/3701, 2-25=-2676/214, 4-25=0/1114, 4-24=-581/160, 22-24=-194/2589, 6-24=-191/1331, 6-22=-157/587, 7-22=-897/236, 7-20=-14/336, 9-20=-6/453, 9-19=-1025/233, 10-19=-51/1181, 11-17=-397/112, 13-17=-73/2432 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=268. 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss T21 Truss Type Piggyback Base Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294978 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:18 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Xr5DcEEhEoiVya79IlNJbXpzE_T1Lwj6ifhPm6ypX5p 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 8x10 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 2-3-1012-5-02-3-140-1-01-0-012-4-08.00 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], [24:0-4-0,0-3-8], [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 0.96 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.32 -0.70 0.42 (loc) 25-26 25-26 15 l/defl >999 >937 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 434 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 2x3 SPF No.2 *Except* 1-27: 2x4 SPF 2100F 1.8E, 3-25,14-15: 2x4 SPF-S Stud 7-24,7-22,8-22,8-21,8-19,10-19,11-19,11-18: 2x4 SPF No.2 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=2475/0-3-8 (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=-4431/345, 2-3=-6701/449, 3-4=-4975/346, 4-5=-4873/370, 5-6=-3991/379, 6-7=-3874/473, 7-8=-2708/357, 8-9=-3015/379, 9-10=-3015/379, 10-11=-3016/378, 11-12=-3123/352, 12-13=-2953/260, 13-14=-3176/231, 14-15=-2527/205 BOT CHORD 27-28=-345/343, 26-27=-596/4641, 25-26=-550/7044, 24-25=-321/4147, 22-29=-221/3114, 21-29=-221/3114, 21-30=-221/3114, 20-30=-221/3114, 19-20=-221/3114, 19-31=-57/2488, 18-31=-57/2488, 17-18=-86/2549, 17-32=-86/2549, 16-32=-86/2549 WEBS 1-27=-365/4948, 2-27=-1328/81, 2-26=-158/2465, 3-26=-2446/236, 3-25=-2923/239, 5-25=0/780, 5-24=-1194/160, 22-24=-223/2807, 7-24=-202/1763, 7-22=-197/334, 8-22=-941/228, 8-21=0/405, 8-19=-283/97, 10-19=-447/191, 11-19=-219/1118, 11-18=-28/400, 12-16=-392/127, 14-16=-98/2525 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss T21 Truss Type Piggyback Base Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294978 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:18 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Xr5DcEEhEoiVya79IlNJbXpzE_T1Lwj6ifhPm6ypX5p 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 38_HERITAGE_AT_SPRIN~L Truss T22 Truss Type Piggyback Base Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294979 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:19 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-?1ebpZFJ_6qMakiLrTuY7lM8NNoG4OIGwJQyIYypX5o 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 2-3-1011-4-712-1-02-3-140-1-01-0-012-0-08.00 12 9.75 12 Plate Offsets (X,Y)-- [3:0-5-8,Edge], [7:0-4-0,0-2-12], [10:0-4-0,0-2-13], [17:0-2-8,0-2-0], [21:0-7-8,0-4-8], [26:0-6-0,0-2-12], [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 -0.72 0.39 (loc) 22-23 26-27 16 l/defl >999 >914 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 470 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 2x3 SPF No.2 *Except* 6-25: 2x6 SP No.1, 1-29: 2x4 SPF 2100F 1.8E 24-26,7-24,8-24,8-23,8-22,9-22,9-20,10-20,11-20,11-18,12-18: 2x4 SPF No.2 15-16: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc purlins, except end verticals, and 2-0-0 oc purlins (2-7-5 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=-6969/522, 3-4=-5889/364, 4-5=-5730/388, 5-6=-3996/385, 6-7=-3729/456, 7-8=-2837/353, 8-9=-3322/383, 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=-602/7362, 26-27=-327/4061, 24-31=-224/3344, 23-31=-224/3344, 23-32=-224/3344, 22-32=-224/3344, 21-22=-169/3324, 20-21=-169/3324, 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=-1350/114, 2-28=-229/2747, 3-28=-2814/207, 5-26=-1095/185, 24-26=-214/3009, 7-26=-199/2002, 7-24=-296/140, 8-24=-1098/221, 8-23=0/381, 9-20=-1588/222, 10-20=-127/1289, 11-20=-90/950, 11-18=-1089/228, 12-18=-76/1268, 13-17=-431/121, 15-17=-103/2496, 5-27=0/1484, 3-27=-2554/302 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss T22 Truss Type Piggyback Base Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294979 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:19 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-?1ebpZFJ_6qMakiLrTuY7lM8NNoG4OIGwJQyIYypX5o 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 38_HERITAGE_AT_SPRIN~L Truss T23 Truss Type Roof Special Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294980 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:21 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-xQmMEFGZWj44p2skzuw0CARSDBWNYHOZOdv3NRypX5m 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 1630 31 3x6 8x8 12x12 6x6 6x6 6x6 6x6 4x6 10x16 5x6 2x4 5x6 6x8 4x8 8x8 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 2-3-109-0-711-11-12-3-140-1-01-0-011-10-18.00 12 9.75 12 Plate Offsets (X,Y)-- [3:0-5-8,Edge], [7:0-2-8,0-2-8], [17:0-2-8,0-2-0], [22:0-3-4,0-3-12], [24:0-6-8,0-4-4], [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 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.36 -1.00 0.39 (loc) 22-23 22-23 16 l/defl >999 >653 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 *Except* 24-28: 2x6 SP 2400F 2.0E WEBS 2x3 SPF No.2 *Except* 1-29,15-16: 2x4 SPF-S Stud 22-24,9-20,10-20,11-20,11-18,12-18: 2x4 SPF No.2 1-28: 2x4 SPF 2100F 1.8E BRACING- TOP CHORD Structural wood sheathing directly applied or 1-9-2 oc purlins, except end verticals, and 2-0-0 oc purlins (2-1-6 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=2336/0-3-8 (req. 0-3-11), 16=2493/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=-2204/165, 1-2=-4212/315, 2-3=-5972/447, 3-4=-7215/542, 4-5=-5831/452, 5-6=-3921/375, 6-7=-3245/348, 7-8=-3563/377, 8-9=-4002/400, 9-10=-3608/413, 10-11=-2991/377, 11-12=-2395/327, 12-13=-2990/342, 13-14=-2851/257, 14-15=-2993/229, 15-16=-2414/204 BOT CHORD 28-29=-337/338, 27-28=-383/4430, 26-27=-376/5638, 25-26=-231/3911, 24-25=-145/3578, 21-22=-165/4010, 20-21=-165/4010, 20-30=-47/2734, 19-30=-47/2734, 18-19=-47/2734, 18-31=-87/2401, 17-31=-87/2401 WEBS 7-24=-67/1326, 2-28=-1409/131, 3-27=-3036/224, 5-25=-884/158, 6-25=-124/1715, 7-25=-1351/166, 22-24=-198/3950, 8-24=-629/179, 8-22=0/333, 9-22=-332/97, 9-20=-2228/239, 10-20=-132/1635, 11-20=-21/754, 11-18=-1001/156, 12-18=-74/1215, 13-17=-433/117, 15-17=-102/2386, 5-26=-68/1621, 2-27=-136/1854, 4-27=-133/1201, 4-26=-1254/161, 1-28=-323/4664 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss T23 Truss Type Roof Special Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294980 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:21 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-xQmMEFGZWj44p2skzuw0CARSDBWNYHOZOdv3NRypX5m 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 38_HERITAGE_AT_SPRIN~L Truss T24 Truss Type Roof Special Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294981 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:22 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-PcKkSbHCH1CwRCRwXbRFlN_glbtCHkqidHfcvtypX5l Scale = 1:112.5 1 2 3 4 5 6 7 8 9 10 11 12 13 27 26 25 24 23 22 21 20 19 18 17 16 15 1428 29 30 31 3x6 6x10 7x16 MT18HS 8x8 6x10 3x6 6x8 3x6 10x16 MT18HS 5x6 2x4 3x16 MT18HS2x4 8x8 5x16 MT18HS 8x10 8x8 7x16 MT18HS 2x4 5x8 3x6 4x6 4x8 3x8 4x8 6x6 1-7-8 1-7-8 3-0-7 1-4-15 4-8-4 1-7-13 9-7-10 4-11-6 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 6-4-0 3-3-10 9-7-10 3-3-10 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 2-3-106-8-79-7-12-3-140-1-01-0-09-6-18.00 12 9.75 12 Plate Offsets (X,Y)-- [5:0-4-0,0-2-13], [6:0-2-8,0-2-8], [8:1-1-12,0-2-0], [11:0-5-12,0-2-0], [15:0-2-8,0-1-8], [19:0-2-8,Edge], [20:0-2-8,0-2-8], [22:0-5-8,0-6-8], [26:0-8-9,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) 0.79 0.75 0.96 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.51 -1.24 0.44 (loc) 17-19 20-21 14 l/defl >999 >530 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 321 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x6 SP No.1 *Except* 1-3: 2x4 SP 2400F 2.0E, 8-10,10-11: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E *Except* 26-27: 2x6 SP No.1, 22-26: 2x6 SP 2400F 2.0E WEBS 2x3 SPF No.2 *Except* 1-27,2-26,3-25,6-23,7-19,13-14: 2x4 SPF-S Stud 1-26,20-22: 2x4 SPF 2100F 1.8E, 8-17,11-17,12-14: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-5 oc purlins, except end verticals, and 2-0-0 oc purlins (2-9-7 max.): 1-3, 5-7, 8-11. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 26-27. WEBS 1 Row at midpt 6-23, 7-22, 8-17, 9-17, 12-14 2 Rows at 1/3 pts 7-19 REACTIONS.(lb/size) 27=2330/0-3-8 (req. 0-3-10), 14=2547/Mechanical Max Horz 27=235(LC 5) Max Uplift27=-117(LC 6), 14=-60(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-27=-2199/173, 1-2=-4072/318, 2-3=-4072/318, 3-4=-6012/477, 4-5=-4402/399, 5-6=-3682/357, 6-7=-5308/506, 7-8=-4532/460, 8-9=-3436/395, 9-10=-3434/396, 10-11=-3439/396, 11-12=-3047/319, 12-13=-253/74, 13-14=-250/66 BOT CHORD 26-27=-262/267, 25-26=-450/6304, 24-25=-464/6465, 23-24=-288/4363, 22-23=-337/5322, 19-20=-320/5240, 18-19=-158/3736, 18-28=-158/3736, 17-28=-158/3736, 16-17=-43/2449, 16-29=-43/2449, 15-29=-43/2449, 15-30=-117/2176, 30-31=-117/2176, 14-31=-117/2176 WEBS 6-22=0/1145, 1-26=-329/4558, 3-26=-2683/214, 3-25=-946/83, 5-23=-149/2145, 6-23=-2268/230, 20-22=-319/5268, 7-20=-743/141, 7-19=-2638/281, 8-19=-160/2430, 8-17=-503/80, 9-17=-508/228, 11-17=-170/1530, 12-15=-94/507, 12-14=-2960/235, 4-23=-954/143, 4-24=-67/1367, 3-24=-1590/162 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) 27 greater than input bearing size. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 27 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) 14 except (jt=lb) 27=117. 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. 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss T24 Truss Type Roof Special Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294981 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:22 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-PcKkSbHCH1CwRCRwXbRFlN_glbtCHkqidHfcvtypX5l NOTES-(14-15) 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. Job 38_HERITAGE_AT_SPRIN~L Truss TG01 Truss Type Hip Girder Qty 1 Ply 3 38 Heritage at Spring Mill Job Reference (optional) I34294982 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:23 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-tpu6fxIq2LKn2M?64JzUIbWy5?CK0AwrrxOARJypX5k 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 1-7-03-6-01-7-03-6-014.00 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 >921 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. REACTIONS.(lb/size) 13=11745/0-3-8 (req. 0-6-2), 8=7232/0-3-8 (req. 0-3-13) Max Horz 13=-108(LC 3) Max Uplift13=-1113(LC 3), 8=-1648(LC 6) Max Grav 13=11746(LC 9), 8=7232(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7227/760, 2-14=-11045/1312, 3-14=-11044/1311, 3-15=-11043/1312, 4-15=-11043/1312, 4-16=-4013/1081, 5-16=-4014/1081, 5-6=-5911/1567, 1-13=-11974/1146, 6-8=-7603/1984 BOT CHORD 12-17=-510/4643, 17-18=-510/4643, 11-18=-510/4643, 11-19=-1882/10876, 19-20=-1882/10876, 20-21=-1882/10876, 10-21=-1882/10876, 10-22=-1882/10876, 9-22=-1882/10876 WEBS 2-11=-1062/8143, 4-11=-216/756, 4-10=-956/5302, 4-9=-8907/1070, 5-9=-1046/4215, 1-12=-616/5770, 6-9=-1306/4859 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss TG01 Truss Type Hip Girder Qty 1 Ply 3 38 Heritage at Spring Mill Job Reference (optional) I34294982 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:23 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-tpu6fxIq2LKn2M?64JzUIbWy5?CK0AwrrxOARJypX5k NOTES-(14-15) 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2869 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, 2473 lb down and 48 lb up at 6-0-12, 38 lb down and 27 lb up at 7-5-8, 2527 lb down and 72 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=-2850 2=-28(F) 5=-28(F) 12=-2601(F=-19, B=-2582) 11=-19(F) 3=-28(F) 10=-2379(F=-19, B=-2360) 4=-28(F) 9=-19(F) 14=-28(F) 15=-28(F) 16=-28(F) 17=-19(F) 18=-2568(B) 19=-2473(B) 20=-19(F) 21=-2527(B) 22=-2069(F=-19, B=-2050) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.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 38_HERITAGE_AT_SPRIN~L Truss TG02 Truss Type Hip Girder Qty 1 Ply 2 38 Heritage at Spring Mill Job Reference (optional) I34294983 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:25 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-qB0t4dK4aybVIf9VCk?yN0cE1oz3U708JFtHWCypX5i 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 3-9-05-6-41-1-05-6-48.00 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 11) 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=-2871/1873, 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=-2840/4084, 14-42=-2840/4084, 14-43=-2840/4084, 43-44=-2840/4084, 44-45=-2840/4084, 45-46=-2840/4084, 46-47=-2840/4084, 13-47=-2840/4084, 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss TG02 Truss Type Hip Girder Qty 1 Ply 2 38 Heritage at Spring Mill Job Reference (optional) I34294983 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:25 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-qB0t4dK4aybVIf9VCk?yN0cE1oz3U708JFtHWCypX5i 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(F) 5=-20(F) 12=-14(F) 18=-20(F) 19=-20(F) 20=-20(F) 21=-20(F) 22=-20(F) 23=-20(F) 24=-20(F) 25=-20(F) 26=-20(F) 27=-20(F) 28=-20(F) 29=-20(F) 30=-20(F) 31=-20(F) 32=-20(F) 33=-20(F) 34=-14(F) 35=-14(F) 36=-14(F) 37=-14(F) 39=-14(F) 41=-14(F) 42=-14(F) 44=-14(F) 46=-14(F) 47=-14(F) 48=-14(F) 51=-14(F) 52=-14(F) 53=-14(F) 54=-14(F) 55=-96(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 38_HERITAGE_AT_SPRIN~L Truss TG03 Truss Type Roof Special Girder Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294984 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:26 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-IOaFIzKiLGjMvpkhmRWBvD8OsCD0DYOIXvdq2eypX5h 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 2-3-145-1-58-0-04-1-51-0-08-0-08.00 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss TG03 Truss Type Roof Special Girder Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294984 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:26 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-IOaFIzKiLGjMvpkhmRWBvD8OsCD0DYOIXvdq2eypX5h 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(F) 32=1(F) 33=1(F) 34=1(F) 35=1(F) 36=1(F) 37=-1(F) 38=-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. Job 38_HERITAGE_AT_SPRIN~L Truss TG04 Truss Type Half Hip Girder Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294985 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:26 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-IOaFIzKiLGjMvpkhmRWBvD8XHCPWDmyIXvdq2eypX5h 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 1-7-03-8-514.00 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(F) 3=-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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss TG05 Truss Type Hip Girder Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294986 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:27 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-ma7dVJLK6ZrDXzJtJ81QSRhdOckOyBdRmZMNa4ypX5g 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 1-1-04-4-41-1-04-4-48.00 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(B) 8=-28(F) 9=-28(F) 10=-28(F) 11=-28(F) 12=-33(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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss TG06 Truss Type Roof Special Girder Qty 1 Ply 2 38 Heritage at Spring Mill Job Reference (optional) I34294987 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:31 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-eLN8LgOrAoLf0adfY_6McHrKxDzHuoY1hBKbjsypX5c Scale = 1:94.0 1 2 3 4 5 6 7 8 9 10 11 12 21 20 19 18 17 16 15 14 13 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 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 8x8 3x4 4x6 6x6 4x6 5x6 5x6 4x6 4x8 2x4 4x6 4x6 4x6 5x8 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 53-11-0 7-9-0 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 53-11-0 7-9-0 54-11-0 1-0-0 6-3-01-1-06-3-08.00 12 Plate Offsets (X,Y)-- [13:0-2-12,0-2-0] 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) 0.32 0.62 0.99 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.39 -0.64 0.15 (loc) 16-18 16-18 13 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 701 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* 2-21,4-18,7-18,8-14: 2x4 SPF No.2, 11-13: 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 8-6-11 oc bracing. WEBS 1 Row at midpt 2-21 REACTIONS.(lb/size) 21=3235/0-3-8, 13=3182/0-3-8 Max Horz 21=-185(LC 9) Max Uplift21=-1940(LC 4), 13=-1538(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-21=-290/281, 2-26=-5082/2880, 26-27=-5082/2880, 27-28=-5082/2880, 3-28=-5082/2880, 3-29=-5082/2880, 4-29=-5082/2880, 4-30=-7233/3962, 30-31=-7233/3962, 31-32=-7233/3962, 32-33=-7233/3962, 5-33=-7233/3962, 5-34=-7233/3962, 34-35=-7233/3962, 6-35=-7233/3962, 6-36=-7233/3962, 36-37=-7233/3962, 7-37=-7233/3962, 7-38=-6763/3765, 38-39=-6763/3765, 39-40=-6763/3765, 8-40=-6763/3765, 8-41=-3641/2008, 41-42=-3641/2008, 9-42=-3641/2008, 9-43=-3641/2008, 10-43=-3643/2009, 10-11=-4482/2368, 11-13=-2998/1515 BOT CHORD 21-44=-2253/3719, 44-45=-2253/3719, 45-46=-2253/3719, 46-47=-2253/3719, 47-48=-2253/3719, 48-49=-2253/3719, 49-50=-2253/3719, 50-51=-2253/3719, 20-51=-2253/3719, 20-52=-3486/6056, 52-53=-3486/6056, 19-53=-3486/6056, 19-54=-3486/6056, 54-55=-3486/6056, 55-56=-3486/6056, 56-57=-3486/6056, 57-58=-3486/6056, 18-58=-3486/6056, 18-59=-4073/7181, 17-59=-4073/7181, 17-60=-4073/7181, 60-61=-4073/7181, 61-62=-4073/7181, 62-63=-4073/7181, 63-64=-4073/7181, 16-64=-4073/7181, 16-65=-3445/5986, 65-66=-3445/5986, 15-66=-3445/5986, 15-67=-3445/5986, 67-68=-3445/5986, 68-69=-3445/5986, 69-70=-3445/5986, 14-70=-3445/5986, 14-71=-503/1140, 71-72=-503/1140, 72-73=-503/1140, 13-73=-503/1140 WEBS 2-21=-4599/2704, 2-20=-1163/2474, 4-20=-1768/1075, 4-18=-628/1477, 5-18=-576/445, 7-16=-759/535, 8-16=-605/1411, 8-14=-2963/1861, 10-14=-1028/1929, 11-14=-1632/2463 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. 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.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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss TG06 Truss Type Roof Special Girder Qty 1 Ply 2 38 Heritage at Spring Mill Job Reference (optional) I34294987 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:31 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-eLN8LgOrAoLf0adfY_6McHrKxDzHuoY1hBKbjsypX5c NOTES-(12-13) 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 21=1940, 13=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, 10-11=-60, 11-12=-60, 21-47=-20, 47-50=-60, 50-53=-20, 53-55=-60, 55-61=-20, 61-63=-60, 63-66=-20, 66-68=-60, 13-68=-20 Concentrated Loads (lb) Vert: 10=-39(F) 16=-22(F) 8=-39(F) 14=-22(F) 22=-56(F) 23=-39(F) 24=-39(F) 25=-39(F) 26=-39(F) 27=-39(F) 28=-39(F) 29=-39(F) 30=-39(F) 31=-31(F) 32=-31(F) 33=-31(F) 34=-31(F) 35=-31(F) 36=-31(F) 37=-39(F) 38=-39(F) 39=-39(F) 40=-39(F) 41=-39(F) 42=-39(F) 43=-39(F) 44=-28(F) 45=-22(F) 46=-22(F) 48=-22(F) 49=-22(F) 51=-22(F) 52=-22(F) 53=-22(F) 54=-22(F) 56=-8(F) 57=-8(F) 58=-8(F) 59=-8(F) 60=-8(F) 61=-8(F) 62=-22(F) 64=-22(F) 65=-22(F) 67=-22(F) 68=-22(F) 69=-22(F) 70=-22(F) 71=-22(F) 72=-21(F) 73=-117(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 38_HERITAGE_AT_SPRIN~L Truss TG07 Truss Type Half Hip Girder Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294988 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:31 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-eLN8LgOrAoLf0adfY_6McHrLqD6ku181hBKbjsypX5c 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 1-7-02-5-014.00 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(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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss TG08 Truss Type Half Hip Girder Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294989 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:31 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-eLN8LgOrAoLf0adfY_6McHrNyD6nu131hBKbjsypX5c 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 1-7-02-5-014.00 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(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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss TG09 Truss Type Half Hip Girder Qty 1 Ply 2 38 Heritage at Spring Mill Job Reference (optional) I34294990 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:32 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-6YxWY0PTx6TWdkBr6idb9UOZfdLJdRPAwq48GIypX5b Scale = 1:25.3 1 2 3 4 7 6 5 8 2x4 4x6 2x4 3x4 4x8 3x6 1-8-9 1-8-9 2-9-8 1-0-15 -1-0-0 1-0-0 1-8-9 1-8-9 2-9-8 1-0-15 1-7-03-7-014.00 12 Plate Offsets (X,Y)-- [3:0-6-8,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.06 0.51 0.25 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 -0.00 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss TG09 Truss Type Half Hip Girder Qty 1 Ply 2 38 Heritage at Spring Mill Job Reference (optional) I34294990 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:32 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-6YxWY0PTx6TWdkBr6idb9UOZfdLJdRPAwq48GIypX5b LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=-2378(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 38_HERITAGE_AT_SPRIN~L Truss TG10 Truss Type Piggyback Base Girder Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294991 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:33 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-bkVumMQ5hPbNFum1gP8qiixZc1fZMkiK9UpiokypX5a 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 3-6-54-10-112-0-01-1-012-0-08.00 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss TG10 Truss Type Piggyback Base Girder Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294991 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:33 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-bkVumMQ5hPbNFum1gP8qiixZc1fZMkiK9UpiokypX5a 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(B) 31=-64(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 38_HERITAGE_AT_SPRIN~L Truss V01 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294992 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:33 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-bkVumMQ5hPbNFum1gP8qiixfG1lSMxlK9UpiokypX5a Scale = 1:18.1 1 2 3 4 5 8 7 6 2x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 9-5-12 9-5-12 1-1-6 1-1-6 9-5-12 8-4-6 0-0-41-3-1014.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-5] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.33 0.19 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 9-5-12. (lb) - Max Horz 1=33(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 6, 7, 8 Max Grav All reactions 250 lb or less at joint(s) 1, 6, 8 except 7=357(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-7=-268/127 NOTES-(10-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 7, 8. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss V02 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294993 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:33 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-bkVumMQ5hPbNFum1gP8qiixeL1kjMxqK9UpiokypX5a Scale: 3/4"=1' 1 2 3 4 5 7 6 2x4 2x4 2x4 3x6 4x6 2x4 2x4 8-4-0 8-4-0 1-1-6 1-1-6 7-10-11 6-9-5 8-4-0 0-5-6 0-0-41-3-100-9-61-3-1014.00 12 Plate Offsets (X,Y)-- [2:0-1-14,Edge], [4:0-1-14,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.39 0.30 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=135/8-4-0, 6=167/8-4-0, 7=335/8-4-0 Max Horz 1=32(LC 5) Max Uplift1=-10(LC 5), 6=-23(LC 5), 7=-42(LC 5) Max Grav 1=135(LC 1), 6=167(LC 1), 7=335(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 7. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss V03 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294994 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:34 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-3w3GziRjSjjDt2LEE7f3EvTuIQ5T5OJTN8ZFKAypX5Z 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 0-0-41-3-100-0-41-3-1014.00 12 Plate Offsets (X,Y)-- [2:0-1-14,Edge], [4:0-1-14,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.12 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss V04 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294995 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:34 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-3w3GziRjSjjDt2LEE7f3EvTtSQ6A5OeTN8ZFKAypX5Z 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 0-0-41-3-100-0-41-3-1014.00 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss V05 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294996 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:34 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-3w3GziRjSjjDt2LEE7f3EvTviQ8l5OlTN8ZFKAypX5Z Scale = 1:10.9 1 2 3 2x4 2x4 2x4 2-1-12 2-1-12 1-0-14 1-0-14 2-1-12 1-0-14 0-0-41-3-00-0-414.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.03 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 4 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-1-12 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=68/2-1-12, 3=68/2-1-12 Max Horz 1=-24(LC 4) Max Uplift1=-3(LC 7), 3=-3(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss V06 Truss Type Valley Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294997 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:35 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-X6cfA2RLD1r4VCwQnqAIn704VqUiqr?ccoIptdypX5Y Scale = 1:11.6 1 2 3 2x4 2x4 2x4 1-2-0 1-2-0 0-0-41-4-514.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.02 0.01 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 3 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-2-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=33/1-1-12, 3=33/1-1-12 Max Horz 1=29(LC 5) Max Uplift1=-1(LC 4), 3=-14(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss V07 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294998 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:35 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-X6cfA2RLD1r4VCwQnqAIn702rqThqr?ccoIptdypX5Y Scale = 1:19.9 1 2 3 2x4 2x4 2x4 2-3-11 2-3-11 0-0-42-8-514.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.13 0.08 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-3-11 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=79/2-3-11, 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss V08 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34294999 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:35 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-X6cfA2RLD1r4VCwQnqAIn7025qQGqoXccoIptdypX5Y Scale = 1:89.9 1 2 3 4 5 6 12 11 109 8 7 2x4 2x4 4x6 3x4 2x4 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 2-2-1010-9-140-0-414.00 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 0.30 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: 66 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 *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=-277(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 12, 9 except 6=-272(LC 5), 11=-218(LC 6), 8=-216(LC 7), 7=-163(LC 7) Max Grav All reactions 250 lb or less at joint(s) 12 except 6=309(LC 4), 9=494(LC 6), 11=414(LC 10), 8=427(LC 11), 7=251(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-113/348, 3-4=-146/358, 4-5=-309/342, 5-6=-410/351 BOT CHORD 11-12=-221/257, 10-11=-221/257, 9-10=-221/257, 8-9=-221/257, 7-8=-221/257, 6-7=-220/256 WEBS 3-9=-445/125, 2-11=-257/260, 4-8=-266/265 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=272, 11=218, 8=216, 7=163. 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss V09 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34295000 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:36 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-?JA1OOS__Kzx6LVcLXhXJKZCTEojZGZmrS2MP3ypX5X 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 0-10-109-5-140-0-414.00 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) 0.20 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: 59 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. 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=-239(LC 6), 6=-230(LC 7) Max Grav All reactions 250 lb or less at joint(s) 9, 5 except 7=382(LC 1), 8=413(LC 10), 6=446(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 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=239, 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss V10 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34295001 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:36 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-?JA1OOS__Kzx6LVcLXhXJKZDmEofZGemrS2MP3ypX5X 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 0-0-48-1-140-0-414.00 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss V11 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34295002 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:37 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-TVkPbjTcle5okV4ovFDmsY5LXe8EIjTv36nvxVypX5W Scale = 1:54.9 1 2 3 4 5 8 7 69 103x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 11-8-6 11-8-6 5-10-3 5-10-3 11-8-6 5-10-3 0-0-46-9-140-0-414.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.37 0.14 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: 35 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 11-8-6. (lb) - Max Horz 1=158(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-190(LC 6), 6=-190(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=361(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=-241/258, 4-6=-241/258 NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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=190, 6=190. 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss V12 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34295003 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:37 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-TVkPbjTcle5okV4ovFDmsY5Ohe6kIk_v36nvxVypX5W Scale = 1:46.7 1 2 3 43x4 4x6 3x4 2x4 9-4-15 9-4-15 4-8-8 4-8-8 9-4-15 4-8-8 0-0-45-5-140-0-414.00 12 Plate Offsets (X,Y)-- [1:0-0-15,0-1-8], [2:Edge,0-1-14], [3:0-0-11,0-1-8] 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) 0.17 0.30 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 27 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 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=215/9-4-15, 3=215/9-4-15, 4=277/9-4-15 Max Horz 1=-125(LC 4) Max Uplift1=-28(LC 7), 3=-21(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss V13 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34295004 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:37 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-TVkPbjTcle5okV4ovFDmsY5LZe7nIllv36nvxVypX5W 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 0-0-44-1-140-0-414.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.37 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss V14 Truss Type Valley Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34295005 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:38 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:J9oFh4xEpNbnUwFGwgVR0PypXDY-xhInp3UEWyDfMff?Tyk?OleZb2U21CT3ImXTTyypX5V Scale = 1:20.3 1 2 3 4 2x4 3x4 2x4 2x4 0-0-3 0-0-3 4-10-2 4-9-14 2-5-1 2-5-1 4-10-2 2-5-1 0-0-42-9-140-0-414.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.16 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=109/4-9-11, 3=109/4-9-11, 4=133/4-9-11 Max Horz 1=-62(LC 4) 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss V15 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34295006 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:38 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-xhInp3UEWyDfMff?Tyk?OlebU2UA1Ck3ImXTTyypX5V 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 0-0-41-5-140-0-414.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.04 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss V16 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34295007 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:38 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-xhInp3UEWyDfMff?Tyk?OleYo2TK1A33ImXTTyypX5V 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 0-0-48-7-113-0-014.00 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 0.17 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: 49 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. 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=-158(LC 4), 6=-162(LC 11), 9=-209(LC 6), 7=-233(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 8=473(LC 1), 9=415(LC 10), 7=469(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-285/265 WEBS 3-8=-279/116, 2-9=-247/258, 4-7=-264/264 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) 8 except (jt=lb) 1=158 , 6=162, 9=209, 7=233. 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss V17 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34295008 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:39 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Pus90PUsHFLWzpEB0gFExzBjaRpamZYCXQG00OypX5U 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 0-0-48-4-42-8-914.00 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss V18 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34295009 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:39 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Pus90PUsHFLWzpEB0gFExzBgFRpomcSCXQG00OypX5U Scale = 1:59.7 1 2 3 4 5 9 8 7 610 113x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 10-10-3 10-10-3 6-0-3 6-0-3 10-10-3 4-10-0 0-0-47-0-41-4-914.00 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) 0.42 0.13 0.23 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: 35 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. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 10-10-3. (lb) - Max Horz 1=176(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 8 except 1=-133(LC 4), 6=-144(LC 11), 9=-190(LC 6), 7=-287(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 8=444(LC 1), 9=332(LC 10), 7=404(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-238/259, 4-7=-280/322 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=133 , 6=144, 9=190, 7=287. 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss V19 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34295010 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:40 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-t4QYElVU2ZTNbzpNaNmTUAjvjr75V4ZMm40ZYqypX5T Scale: 1/4"=1' 1 2 3 45x6 4x6 5x6 2x4 9-8-8 9-8-8 4-10-8 4-10-8 9-8-8 4-10-0 0-0-45-8-40-0-414.00 12 Plate Offsets (X,Y)-- [1:0-1-13,Edge], [2:Edge,0-1-14], [3:0-2-7,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) 0.18 0.32 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: 28 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 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=223/9-8-12, 3=223/9-8-12, 4=288/9-8-12 Max Horz 1=-130(LC 4) Max Uplift1=-29(LC 7), 3=-21(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss V20 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34295011 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:40 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-t4QYElVU2ZTNbzpNaNmTUAjrCr87V5PMm40ZYqypX5T 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 0-0-44-4-40-0-414.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.41 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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss V21 Truss Type GABLE Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34295012 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:40 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-t4QYElVU2ZTNbzpNaNmTUAjvhr4vV5EMm40ZYqypX5T Scale = 1:26.0 1 2 3 2x4 2x4 2x4 5-2-2 5-2-2 2-7-1 2-7-1 5-2-2 2-7-1 0-0-43-0-40-0-414.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.19 0.46 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: 10 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 5-2-2 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=189/5-2-2, 3=189/5-2-2 Max Horz 1=-67(LC 4) Max Uplift1=-7(LC 7), 3=-7(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. August 10,2018 Job 38_HERITAGE_AT_SPRIN~L Truss V22 Truss Type Valley Qty 1 Ply 1 38 Heritage at Spring Mill Job Reference (optional) I34295013 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Aug 09 16:22:41 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:lGVhouLavX7tFu3nW_3SoOypXkb-MG_wR5W6ptcED7Oa85Hi0OG6XFWOEYUV_kl74GypX5S 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 0-0-41-8-40-0-414.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.05 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. August 10,2018 edge of truss.from outside"16/1-0PRODUCT CODE APPROVALSJOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3- 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 8 7 6 54321BOTTOM CHORDSTOP CHORDSBEARINGLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Min size shown is for crushing only.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T or I bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering System1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI.2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered.3. Never exceed the design loading shown and never stack materials on inadequately braced trusses.4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.5. Cut members to bear tightly against each other.6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1.7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1.8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication.9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection.11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements.12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified.13. Top chords must be sheathed or purlins provided at spacing indicated on design.14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted.15. Connections not shown are the responsibility of others.16. Do not cut or alter truss member or plate without prior approval of an engineer.17. Install and load vertically unless indicated otherwise.18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use.19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient.20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.Failure to Follow Could Cause PropertyDamage or Personal InjuryGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:6-4-8dimensions shown in ft-in-sixteenths (Drawings not to scale)© 2012 MiTek® All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015WEBSedge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ESR1988ER-3907, ESR-2362, ESR-1397, ESR-3282JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3- 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 8 7 6 54321BOTTOM CHORDSTOP CHORDSBEARINGIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering System General Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8dimensions shown in ft-in-sixteenthsWEBSTrusses are designed for wind loads in the plane of the truss unless otherwise shown.Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others.