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HomeMy WebLinkAboutI34474178.115_Woods_at_ShelborneRe: 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: I34474178 thru I34474267 My license renewal date for the state of Indiana is July 31, 2020. 115_Woods_at_Shelborne Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. IMPORTANT NOTE: 115 Woods at Shelborne 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. August 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss GE01 Truss Type GABLE Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474178 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:04 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-tVkwWG4aIWZySJm6IiySwOd6EX7yjmwEDqesLOyjfXT Scale = 1:58.3 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 102x4 3x4 4x6 2x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 11-11-0 11-11-0 -1-0-0 1-0-0 5-11-8 5-11-8 11-11-0 5-11-8 12-11-0 1-0-0 1-5-07-4-81-5-012.00 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) 0.20 0.10 0.35 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 0.00 (loc) 9 9 10 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 56 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 11-11-0. (lb) - Max Horz 16=-180(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 14, 12 except 16=-116(LC 4), 10=-107(LC 5), 15=-123(LC 5), 11=-119(LC 7) Max Grav All reactions 250 lb or less at joint(s) 16, 10, 14, 15, 12, 11 except 13=262(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-13=-295/0 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 2-0-0 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) 14, 12 except (jt=lb) 16=116, 10=107, 15=123, 11=119. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss GE02 Truss Type GABLE Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474179 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:04 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-tVkwWG4aIWZySJm6IiySwOd7UX74jnCEDqesLOyjfXT Scale = 1:54.0 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 2x4 3x4 4x6 2x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 10-9-8 10-9-8 -1-0-0 1-0-0 5-4-12 5-4-12 10-9-8 5-4-12 11-9-8 1-0-0 1-5-06-9-121-5-012.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.19 0.09 0.27 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 0.00 (loc) 9 9 10 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 51 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 10-9-8. (lb) - Max Horz 16=-167(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 14, 12 except 16=-136(LC 4), 10=-125(LC 5), 15=-132(LC 5), 11=-126(LC 4) Max Grav All reactions 250 lb or less at joint(s) 16, 10, 13, 14, 15, 12, 11 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-13=-268/0 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 2-0-0 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) 14, 12 except (jt=lb) 16=136, 10=125, 15=132, 11=126. 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss GE03 Truss Type Monopitch Supported Gable Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474180 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:05 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-LiIIjc4D3qip4TLIsPUhTc9HlxSlSIdOSUNQuryjfXS Scale = 1:16.3 1 2 3 5 4 3x6 2x4 2x4 -1-0-0 1-0-0 5-0-0 5-0-0 0-8-82-2-03.50 12 Plate Offsets (X,Y)-- [5:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.22 0.13 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.02 0.00 (loc) 1 1 4 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-4: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=267/5-0-0, 4=182/5-0-0 Max Horz 5=64(LC 5) Max Uplift5=-51(LC 4), 4=-18(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss GE04 Truss Type Monopitch Supported Gable Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474181 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:05 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-LiIIjc4D3qip4TLIsPUhTc9FKxRmSIdOSUNQuryjfXS Scale = 1:19.5 1 2 3 5 4 3x6 3x6 2x4 -1-0-0 1-0-0 6-0-8 6-0-8 0-8-82-5-103.50 12 Plate Offsets (X,Y)-- [5:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.37 0.19 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.05 0.00 (loc) 1 1 4 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-4: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=307/6-0-8, 4=225/6-0-8 Max Horz 5=74(LC 5) Max Uplift5=-53(LC 4), 4=-23(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-262/153 NOTES-(11-12) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss GE05 Truss Type GABLE Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474182 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:05 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-LiIIjc4D3qip4TLIsPUhTc9H0xT7SEROSUNQuryjfXS Scale = 1:55.5 1 2 3 4 5 6 7 8 15 14 13 12 11 10 9 2x4 3x4 4x6 2x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 11-2-0 11-2-0 5-7-0 5-7-0 11-2-0 5-7-0 12-2-0 1-0-0 1-5-07-0-01-5-012.00 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) 0.20 0.11 0.27 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 0.00 (loc) 8 8 9 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 51 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 11-2-0. (lb) - Max Horz 15=-185(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 13, 11 except 15=-118(LC 4), 9=-117(LC 5), 14=-119(LC 5), 10=-132(LC 4) Max Grav All reactions 250 lb or less at joint(s) 15, 9, 12, 13, 14, 11, 10 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-12=-253/0 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 2-0-0 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) 13, 11 except (jt=lb) 15=118, 9=117, 14=119, 10=132. 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss GE06 Truss Type GABLE Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474183 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:07 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-H4Q28I6TaRyXKnVhzqW9Y1FWul29w7ShvosXyjyjfXQ Scale = 1:84.9 12 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 46 4544 43 42 41 40 38 39 3637 48 49 47 35 50 51 4x6 4x6 3x6 3x8 5x12 3x4 3x8 4x6 3x6 3x8 4x6 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x6 2x4 2x4 3x6 2x4 2x4 2x4 2x4 9-7-0 9-7-0 20-10-0 11-3-0 30-5-0 9-7-0 -1-0-0 1-0-0 4-10-12 4-10-12 9-7-0 4-8-4 15-2-8 5-7-8 20-10-0 5-7-8 25-6-4 4-8-4 30-5-0 4-10-12 31-5-0 1-0-0 1-5-011-0-01-5-011-0-012.00 12 Plate Offsets (X,Y)-- [6:0-4-4,0-1-12], [12:0-4-4,0-1-12], [15:0-2-5,0-2-1] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.62 0.45 0.36 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.15 0.05 (loc) 28 28 18 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 239 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-30,15-23,34-35,15-18: 2x3 SPF No.2, 2-34,16-18: 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 *Except* 3-32: 2x4 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-8 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-12. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-43 JOINTS 1 Brace at Jt(s): 36, 38, 40, 41, 43, 46, 47, 48, 50, 51 REACTIONS.(lb/size) 34=1274/0-3-8, 18=1274/0-3-8 Max Horz 34=-265(LC 4) Max Uplift34=-55(LC 6), 18=-55(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-377/201, 3-4=-1127/190, 4-5=-1078/244, 5-6=-979/254, 6-7=-754/221, 7-8=-751/220, 8-9=-750/220, 9-10=-750/219, 10-11=-749/220, 11-12=-751/220, 12-13=-1058/265, 13-14=-1073/201, 14-15=-1211/177, 15-16=-351/192, 2-34=-417/204, 16-18=-390/197 BOT CHORD 33-34=-166/859, 32-33=-166/859, 31-32=-171/816, 30-31=-171/816, 29-30=-99/860, 28-29=-99/860, 27-28=-98/860, 26-27=-98/860, 25-26=-98/860, 24-25=-99/860, 23-24=-99/861, 22-23=0/820, 21-22=0/820, 20-21=0/820, 19-20=0/820, 18-19=0/820 WEBS 6-30=-98/452, 30-44=-307/138, 43-44=-340/167, 42-43=-315/135, 41-42=-348/169, 40-41=-338/139, 9-38=-318/142, 38-39=-296/162, 36-39=-318/135, 36-37=-378/173, 23-37=-317/140, 12-23=-125/519, 34-47=-1040/0, 35-47=-1044/0, 15-50=-1078/0, 50-51=-1035/0, 18-51=-1003/0, 3-35=-644/54 NOTES-(12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 34, 18. 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.).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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss GE06 Truss Type GABLE Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474183 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:07 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-H4Q28I6TaRyXKnVhzqW9Y1FWul29w7ShvosXyjyjfXQ 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.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 115_WOODS_AT_SHELBOR~E Truss J01 Truss Type Jack-Open Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474184 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:07 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-H4Q28I6TaRyXKnVhzqW9Y1FeHl9mwC7hvosXyjyjfXQ Scale = 1:11.2 1 2 5 3 43x6 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 0-8-81-3-80-11-71-3-83.50 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.09 0.03 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 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=161/0-3-8, 3=40/Mechanical, 4=16/Mechanical Max Horz 5=38(LC 6) Max Uplift5=-43(LC 4), 3=-14(LC 6) Max Grav 5=161(LC 1), 3=40(LC 1), 4=35(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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss J02 Truss Type Jack-Open Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474185 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:08 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-lH_QMd75Ll4Oxx4tXY1O4Enp18VjffNq8Sc4VAyjfXP Scale: 1"=1' 1 2 5 3 4 3x6 2-6-0 2-6-0 -1-0-0 1-0-0 2-6-0 2-6-0 0-8-81-5-41-1-31-5-43.50 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.09 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=175/0-3-8, 3=55/Mechanical, 4=22/Mechanical Max Horz 5=42(LC 6) Max Uplift5=-42(LC 4), 3=-19(LC 6) Max Grav 5=175(LC 1), 3=55(LC 1), 4=44(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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss J03 Truss Type Jack-Open Girder Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474186 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:08 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-lH_QMd75Ll4Oxx4tXY1O4EnmR8MvffNq8Sc4VAyjfXP Scale = 1:30.4 1 4 2 5 6 3 3x4 2x4 3-0-0 3-0-0 3-0-0 3-0-0 1-5-04-5-00-6-73-10-94-5-012.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.32 0.61 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.04 0.04 (loc) 3-4 3-4 2 l/defl >999 >865 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=1222/0-3-8, 2=92/Mechanical, 3=845/Mechanical Max Horz 4=104(LC 5) Max Uplift4=-3(LC 3), 2=-79(LC 5), 3=-47(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1449 lb down and 31 lb up at 1-0-12, and 483 lb down and 36 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 3-4=-20 Concentrated Loads (lb) Vert: 5=-1449(B) 6=-483(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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss J04 Truss Type Jack-Open Qty 16 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474187 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:08 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-lH_QMd75Ll4Oxx4tXY1O4EnjZ8ShffNq8Sc4VAyjfXP Scale = 1:36.4 1 2 5 3 4 3x6 3x6 4-0-0 4-0-0 -1-0-0 1-0-0 4-0-0 4-0-0 1-5-05-5-04-10-95-5-012.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.50 0.24 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.03 -0.07 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=229/0-3-8, 3=102/Mechanical, 4=42/Mechanical Max Horz 5=184(LC 6) Max Uplift3=-103(LC 6), 4=-11(LC 6) Max Grav 5=229(LC 1), 3=102(LC 1), 4=75(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=103. 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss J05 Truss Type Jack-Open Qty 2 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474188 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:09 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-ETYpZz7j63CFZ4f35FYddRKzJYqTO6d_N6Md1cyjfXO Scale = 1:18.0 1 2 5 3 4 2x4 3x4 1-2-12 1-2-12 -1-0-0 1-0-0 1-2-12 1-2-12 1-3-82-4-710.50 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.08 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-2-12 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=144/0-3-8, 3=4/Mechanical, 4=7/Mechanical Max Horz 5=88(LC 6) Max Uplift3=-27(LC 6), 4=-29(LC 6) Max Grav 5=144(LC 1), 3=12(LC 4), 4=21(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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss J06 Truss Type Jack-Open Qty 2 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474189 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:09 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-ETYpZz7j63CFZ4f35FYddRKyjYq6O6d_N6Md1cyjfXO Scale = 1:22.1 1 2 5 3 4 2x4 3x4 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 1-3-83-0-82-6-93-0-810.50 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.22 0.10 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 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=39/Mechanical, 4=17/Mechanical Max Horz 5=109(LC 6) Max Uplift3=-47(LC 6), 4=-17(LC 6) Max Grav 5=161(LC 1), 3=39(LC 1), 4=36(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss J07 Truss Type Jack-Open Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474190 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:09 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-ETYpZz7j63CFZ4f35FYddRKx_Yq2O6d_N6Md1cyjfXO Scale = 1:21.7 1 2 5 3 4 3x4 3x6 2-4-12 2-4-5 -1-6-4 1-6-4 2-4-12 2-4-12 1-5-02-11-152-6-122-11-157.90 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.27 0.11 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.02 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-4-12 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=222/0-4-7, 3=36/Mechanical, 4=18/Mechanical Max Horz 5=110(LC 6) Max Uplift5=-20(LC 6), 3=-35(LC 6), 4=-11(LC 6) Max Grav 5=222(LC 1), 3=36(LC 1), 4=42(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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss J08 Truss Type Jack-Open Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474191 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:10 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-if6BmJ8LtMK6BEDFfz3sAft7NyAc7Zs7bm5BZ2yjfXN Scale = 1:17.6 1 2 5 3 4 2x4 3x4 1-4-7 1-4-7 -1-6-4 1-6-4 1-4-7 1-4-7 1-5-02-3-137.90 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.22 0.09 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-4-7 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=211/0-4-7, 3=-18/Mechanical, 4=5/Mechanical Max Horz 5=90(LC 6) Max Uplift5=-24(LC 6), 3=-19(LC 7), 4=-26(LC 6) Max Grav 5=211(LC 1), 3=13(LC 4), 4=22(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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss J09 Truss Type Jack-Open Qty 7 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474192 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:10 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-if6BmJ8LtMK6BEDFfz3sAft4py8E7Zs7bm5BZ2yjfXN Scale = 1:36.2 1 2 32x4 5-0-0 5-0-0 5-0-0 5-0-0 0-5-05-5-04-10-95-5-012.00 12 Plate Offsets (X,Y)-- [1:0-2-4,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.39 0.24 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.08 -0.00 (loc) 1-3 1-3 2 l/defl >999 >727 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=192/0-3-8, 2=144/Mechanical, 3=48/Mechanical Max Horz 1=154(LC 6) Max Uplift2=-126(LC 6) Max Grav 1=192(LC 1), 2=144(LC 1), 3=96(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) except (jt=lb) 2=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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss J10 Truss Type Jack-Open Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474193 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:10 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-if6BmJ8LtMK6BEDFfz3sAft6iy9y7Zs7bm5BZ2yjfXN Scale = 1:23.6 1 2 5 3 4 3x4 3x6 1-10-8 1-10-8 -1-0-0 1-0-0 1-10-8 1-10-8 1-5-03-3-82-9-13-3-812.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.27 0.13 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.02 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=157/0-3-8, 3=34/Mechanical, 4=16/Mechanical Max Horz 5=120(LC 6) Max Uplift3=-55(LC 6), 4=-27(LC 6) Max Grav 5=157(LC 1), 3=34(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) 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss J11 Truss Type Jack-Open Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474194 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:11 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-AsfZ_f9zegSzoOoSCga5isPHOMWMs06GqQrk5UyjfXM Scale = 1:23.0 1 2 5 3 4 3x4 3x6 2-6-5 2-6-5 -1-5-0 1-5-0 2-6-5 2-6-5 1-5-03-2-78.49 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.27 0.12 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.02 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-6-5 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=215/0-4-9, 3=45/Mechanical, 4=20/Mechanical Max Horz 5=116(LC 6) Max Uplift5=-10(LC 6), 3=-42(LC 6), 4=-11(LC 6) Max Grav 5=215(LC 1), 3=45(LC 1), 4=45(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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss J12 Truss Type Jack-Open Qty 3 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474195 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:11 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-AsfZ_f9zegSzoOoSCga5isPI0MWUs06GqQrk5UyjfXM Scale = 1:20.6 1 2 5 3 4 3x4 3x6 1-4-8 1-4-8 -1-0-0 1-0-0 1-4-8 1-4-8 1-5-02-9-82-3-12-9-812.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.23 0.11 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-4-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=146/0-3-8, 3=12/Mechanical, 4=9/Mechanical Max Horz 5=105(LC 6) Max Uplift3=-41(LC 6), 4=-36(LC 6) Max Grav 5=146(LC 1), 3=14(LC 4), 4=24(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss J13 Truss Type Jack-Open Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474196 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:11 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-AsfZ_f9zegSzoOoSCga5isPHGMV6s06GqQrk5UyjfXM Scale = 1:24.4 1 2 5 3 4 3x4 3x6 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 1-5-03-5-02-10-93-5-012.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.28 0.13 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.02 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 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=39/Mechanical, 4=17/Mechanical Max Horz 5=124(LC 6) Max Uplift3=-58(LC 6), 4=-25(LC 6) Max Grav 5=161(LC 1), 3=39(LC 1), 4=36(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss J14 Truss Type Jack-Open Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474197 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:12 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-e2DxB?AcP_aqQYNemO6KF4yS3mrVbTMQ34aIexyjfXL Scale = 1:23.8 1 2 5 3 4 3x4 3x6 2-8-7 2-8-7 -1-5-0 1-5-0 2-8-7 2-8-7 1-5-03-3-158.49 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.28 0.12 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 -0.02 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=220/0-4-9, 3=52/Mechanical, 4=23/Mechanical Max Horz 5=120(LC 6) Max Uplift5=-10(LC 6), 3=-46(LC 6), 4=-10(LC 6) Max Grav 5=220(LC 1), 3=52(LC 1), 4=48(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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss J15 Truss Type Jack-Open Qty 2 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474198 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:12 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-e2DxB?AcP_aqQYNemO6KF4yTXmrtbTMQ34aIexyjfXL Scale = 1:20.0 1 2 5 3 4 2x4 3x6 1-9-13 1-9-13 -1-5-0 1-5-0 1-9-13 1-9-13 1-5-02-8-72-3-12-8-78.49 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.25 0.10 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-9-13 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=200/0-4-9, 3=16/Mechanical, 4=12/Mechanical Max Horz 5=102(LC 6) Max Uplift5=-12(LC 6), 3=-28(LC 6), 4=-19(LC 6) Max Grav 5=200(LC 1), 3=16(LC 4), 4=31(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss M01 Truss Type Monopitch Qty 3 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474199 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:12 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-e2DxB?AcP_aqQYNemO6KF4yRemqSbTMQ34aIexyjfXL Scale = 1:20.3 1 2 3 5 4 3x6 2x4 3x6 6-0-0 6-0-0 -1-0-0 1-0-0 6-0-0 6-0-0 0-8-82-5-83.50 12 Plate Offsets (X,Y)-- [5:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.37 0.19 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.11 0.00 (loc) 4-5 4-5 4 l/defl >999 >602 n/a L/d 240 180 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=223/Mechanical, 5=306/0-3-8 Max Horz 5=74(LC 5) Max Uplift4=-23(LC 6), 5=-53(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-260/153 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, 5. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss M02 Truss Type Monopitch Qty 6 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474200 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:13 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-6EnJPLBEAHih2iyqK5dZnHVek9AdKwcZIkKrANyjfXK Scale = 1:16.3 1 2 3 5 4 2x4 2x4 3x6 5-0-0 5-0-0 -1-0-0 1-0-0 5-0-0 5-0-0 0-8-82-2-03.50 12 Plate Offsets (X,Y)-- [5:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.22 0.13 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.05 0.00 (loc) 4-5 4-5 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 2x3 SPF No.2 *Except* 2-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=182/Mechanical, 5=267/0-3-8 Max Horz 5=64(LC 5) Max Uplift4=-18(LC 6), 5=-51(LC 4) 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, 5. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss M03 Truss Type Monopitch Qty 10 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474201 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:13 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-6EnJPLBEAHih2iyqK5dZnHVf59C9KwcZIkKrANyjfXK Scale = 1:18.2 1 2 3 5 4 2x4 2x4 2x4 2x4 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 1-1-02-5-08.00 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) 0.13 0.03 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 5 4-5 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 2x3 SPF No.2 *Except* 2-5: 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) 4=47/Mechanical, 5=161/0-3-8 Max Horz 5=70(LC 5) Max Uplift4=-32(LC 5), 5=-30(LC 6) Max Grav 4=49(LC 4), 5=161(LC 1) 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, 5. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss M04 Truss Type Monopitch Qty 5 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474202 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:13 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-6EnJPLBEAHih2iyqK5dZnHVcJ99eKwcZIkKrANyjfXK Scale = 1:20.4 1 2 3 5 4 3x6 2x4 3x6 6-0-8 6-0-8 -1-0-0 1-0-0 6-0-8 6-0-8 0-8-82-5-103.50 12 Plate Offsets (X,Y)-- [5:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.37 0.19 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.12 0.00 (loc) 4-5 4-5 4 l/defl >999 >589 n/a L/d 240 180 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=225/Mechanical, 5=307/0-3-8 Max Horz 5=74(LC 5) Max Uplift4=-23(LC 6), 5=-53(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-262/153 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, 5. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss MG01 Truss Type Monopitch Girder Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474203 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:14 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-aQLichBsxbqYfsX1uo8oKV1noZSf3NsjWN3OipyjfXJ Scale = 1:16.3 1 2 3 5 4 6 7 3x4 2x4 3x6 5-0-0 5-0-0 -1-0-0 1-0-0 5-0-0 5-0-0 0-8-82-2-03.50 12 Plate Offsets (X,Y)-- [5:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.32 0.40 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.07 0.00 (loc) 4-5 4-5 4 l/defl >999 >788 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-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=218/Mechanical, 5=287/0-3-8 Max Horz 5=64(LC 4) Max Uplift4=-58(LC 5), 5=-73(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 28 lb down and 27 lb up at 2-0-12, and 32 lb down and 35 lb up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 6=-28(B) 7=-32(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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss PB01 Truss Type GABLE Qty 9 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474204 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:14 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-aQLichBsxbqYfsX1uo8oKV1lJZWh3MEjWN3OipyjfXJ Scale = 1:45.1 2 3 4 6 1 5 4x6 3x6 3x6 2x4 11-3-0 11-3-0 5-7-8 5-7-8 11-3-0 5-7-8 5-7-80-1-40-1-812.00 12 Plate Offsets (X,Y)-- [2:0-3-14,Edge], [4:0-3-14,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.48 0.14 0.10 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: 34 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 11-3-0. (lb) - Max Horz 1=-126(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 1=-517(LC 10), 5=-517(LC 11), 2=-355(LC 6), 4=-325(LC 7) Max Grav All reactions 250 lb or less at joint(s) except 1=319(LC 6), 5=281(LC 7), 2=802(LC 10), 4=802(LC 11), 6=275(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-259/331, 4-5=-170/331 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 517 lb uplift at joint 1, 517 lb uplift at joint 5, 355 lb uplift at joint 2 and 325 lb uplift at joint 4. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss PB02 Truss Type GABLE Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474205 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:15 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-2dv4q1CUivyOH?6DRWf1tia?xzsromdsl1pyEGyjfXI Scale = 1:54.4 2 3 4 5 6 7 8 9 16 1514 13 12 11 1 10 17 18 3x6 3x4 3x6 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 22-5-0 22-5-0 7-0-0 7-0-0 15-5-0 8-5-0 22-5-0 7-0-0 7-0-00-1-40-1-86-10-812.00 12 Plate Offsets (X,Y)-- [4:0-2-8,Edge], [7:0-4-4,0-1-12] 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) 0.17 0.15 0.29 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: 76 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 22-5-0. (lb) - Max Horz 1=-160(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 10, 2, 12, 13, 15, 9 except 1=-137(LC 4), 16=-142(LC 6), 11=-157(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 10, 2, 9 except 12=445(LC 11), 13=506(LC 11), 15=441(LC 10), 16=341(LC 10), 11=337(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-13=-268/117 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) 10, 2, 12, 13, 15, 9 except (jt=lb) 1=137, 16=142, 11=157. 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss PB03 Truss Type GABLE Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474206 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:16 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-WpTS1MD6TC4Fv9hP?DAGPw69ANDvXGf0_hYVniyjfXH Scale = 1:49.0 2 3 4 5 6 7 8 9 16 15 14 13 12 11 1 10 4x6 4x8 3x6 3x4 3x6 2x4 2x4 2x4 3x6 2x4 2x4 2x4 2x4 2x4 22-5-0 22-5-0 5-7-8 5-7-8 9-10-0 4-2-8 21-0-0 11-2-0 22-5-0 1-5-0 5-7-81-5-00-1-40-1-81-3-812.00 12 Plate Offsets (X,Y)-- [5:0-4-0,Edge], [8:0-2-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.20 0.09 0.11 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: 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.): 5-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 22-5-0. (lb) - Max Horz 1=127(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 2, 9, 13, 12, 11 except 10=-144(LC 2), 16=-166(LC 6) Max Grav All reactions 250 lb or less at joint(s) 1, 10, 2 except 15=251(LC 1), 16=330(LC 10), 9=312(LC 11), 13=348(LC 1), 12=320(LC 1), 11=326(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-16=-263/216, 5-13=-275/132 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, 2, 9, 13, 12, 11 except (jt=lb) 10=144, 16=166. 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss PB04 Truss Type GABLE Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474207 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:17 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-??1qEiEkEWC6WJGcZxhVy7fGTnZtGiC9CLI2J8yjfXG Scale = 1:49.0 2 3 4 5 6 7 8 9 15 14 13 12 11 1 10 4x6 3x6 3x6 3x8 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x6 22-5-0 22-5-0 5-7-8 5-7-8 7-10-0 2-2-8 19-0-0 11-2-0 22-5-0 3-5-0 5-7-83-5-00-1-40-1-83-3-812.00 12 Plate Offsets (X,Y)-- [2:0-5-13,Edge], [8:0-2-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.49 0.11 0.15 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, except 2-0-0 oc purlins (6-0-0 max.): 4-8. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 22-5-0. (lb) - Max Horz 1=-126(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 15, 13, 12, 11 except 1=-523(LC 10), 10=-290(LC 11), 2=-328(LC 6), 9=-131(LC 7) Max Grav All reactions 250 lb or less at joint(s) 10 except 1=314(LC 6), 2=787(LC 10), 15=336(LC 1), 13=339(LC 11), 12=305(LC 1), 11=353(LC 11), 9=476(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-247/335 WEBS 5-13=-263/110, 7-11=-266/111 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) 15, 13, 12, 11 except (jt=lb) 1=523, 10=290, 2=328, 9=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) 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss PB05 Truss Type GABLE Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474208 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:17 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-??1qEiEkEWC6WJGcZxhVy7fGwnYNGi49CLI2J8yjfXG Scale = 1:49.6 2 34 5 6 7 8 9 15 14 13 12 11 1 10 4x8 3x6 3x8 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x6 22-5-0 22-5-0 5-7-8 5-7-8 5-10-0 0-2-8 17-0-0 11-2-0 22-5-0 5-5-0 5-7-85-5-00-1-40-1-85-3-812.00 12 Plate Offsets (X,Y)-- [2:0-5-13,Edge], [3:0-5-4,0-2-0], [7:0-2-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.46 0.14 0.16 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: 70 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 22-5-0. (lb) - Max Horz 1=-126(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 15, 13, 12, 11 except 1=-491(LC 10), 10=-272(LC 1), 2=-318(LC 6), 9=-161(LC 7) Max Grav All reactions 250 lb or less at joint(s) 10 except 1=325(LC 6), 2=757(LC 10), 15=395(LC 1), 13=504(LC 11), 12=480(LC 1), 11=398(LC 11), 9=492(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-239/315 WEBS 5-13=-259/99 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) 15, 13, 12, 11 except (jt=lb) 1=491, 10=272, 2=318, 9=161. 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss PB06 Truss Type GABLE Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474209 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:18 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-TCbCS2EM?qKz8Tro7eDkULCW7AuX?6xIR?1crayjfXF Scale = 1:58.8 2 3 4 5 6 7 8 9 16 15 14 13 12 11 1 10 17 18 3x6 3x4 3x6 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 22-5-0 22-5-0 7-5-0 7-5-0 15-0-0 7-7-0 22-5-0 7-5-0 7-5-00-1-40-1-87-3-812.00 12 Plate Offsets (X,Y)-- [5:0-2-8,Edge], [7:0-4-4,0-1-12] 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) 0.17 0.15 0.31 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 9 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 77 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.): 5-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 22-5-0. (lb) - Max Horz 1=-169(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 10, 2, 13, 15 except 1=-133(LC 4), 16=-158(LC 6), 11=-160(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 10, 2, 9 except 12=435(LC 1), 13=497(LC 10), 15=452(LC 10), 16=327(LC 1), 11=358(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-13=-260/108 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, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 2, 13, 15 except (jt=lb) 1=133, 16=158, 11=160. 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss PB07 Truss Type GABLE Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474210 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:19 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-xO8bfOF?m7SqmdP_gMkz1YkeBaDjkbUSgfn9N1yjfXE Scale = 1:75.1 2 3 4 5 6 7 8 14 13 12 11 10 1 9 3x6 3x6 3x6 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 3x6 22-5-0 22-5-0 9-5-0 9-5-0 13-0-0 3-7-0 22-5-0 9-5-0 9-5-00-1-40-1-89-3-812.00 12 Plate Offsets (X,Y)-- [5:0-2-8,Edge], [6:0-4-4,0-1-12], [8:0-3-14,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) 0.35 0.15 0.17 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 8 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 80 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 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. WEBS 1 Row at midpt 6-11, 4-12 REACTIONS.All bearings 22-5-0. (lb) - Max Horz 1=-216(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 12 except 1=-287(LC 10), 9=-365(LC 11), 2=-111(LC 5), 14=-185(LC 6), 10=-192(LC 7), 8=-102(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 9 except 2=533(LC 1), 11=404(LC 1), 12=445(LC 10), 14=431(LC 1), 10=456(LC 1), 8=645(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-312/345 WEBS 3-14=-261/233, 7-10=-282/242 NOTES-(14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except (jt=lb) 1=287, 9=365, 2=111, 14=185, 10=192, 8=102. 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss PB08 Truss Type GABLE Qty 3 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474211 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:20 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-PaiztkGdWRahNn_AE3FCamHsw_Z4T0nbvJWjwTyjfXD Scale = 1:92.5 2 3 4 5 6 7 8 15 14 13 12 11 10 1 9 16 17 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 22-5-0 22-5-0 11-2-8 11-2-8 22-5-0 11-2-8 11-2-80-1-40-1-812.00 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 0.14 0.29 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 8 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 87 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 *Except* 5-12: 2x4 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. WEBS 1 Row at midpt 5-12 REACTIONS.All bearings 22-5-0. (lb) - Max Horz 1=-255(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 9, 2 except 1=-210(LC 4), 14=-167(LC 6), 15=-136(LC 6), 11=-167(LC 7), 10=-135(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 9, 2, 8 except 12=377(LC 1), 14=511(LC 10), 15=323(LC 1), 11=511(LC 11), 10=323(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-330/336, 2-3=-261/144 WEBS 4-14=-266/217, 6-11=-266/217 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, with BCDL = 10.0psf. 8) Bearing at joint(s) 9, 8 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) 9, 2 except (jt=lb) 1=210, 14=167, 15=136, 11=167, 10=135. 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss PB09 Truss Type GABLE Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474212 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:21 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-tnGL44HFHljY?wZNommR6zq?HOv9CVGl7zGGSvyjfXC Scale = 1:70.9 2 3 4 5 6 7 13 12 11 10 9 1 8 5x6 3x6 3x6 2x4 5x6 2x4 2x4 2x4 2x4 2x4 3x6 22-5-0 22-5-0 9-2-8 9-2-8 13-2-8 4-0-0 22-5-0 9-2-8 9-2-80-1-40-1-89-1-012.00 12 Plate Offsets (X,Y)-- [4:0-4-4,0-1-12], [5:0-4-4,0-1-12] 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) 0.31 0.15 0.15 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 80 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 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.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-10, 4-11 REACTIONS.All bearings 22-5-0. (lb) - Max Horz 1=-210(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 11 except 1=-323(LC 10), 8=-323(LC 11), 2=-169(LC 6), 13=-186(LC 6), 9=-186(LC 7), 7=-125(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 8 except 2=582(LC 1), 10=428(LC 11), 11=428(LC 10), 13=445(LC 1), 9=445(LC 1), 7=582(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-311/344 WEBS 3-13=-274/235, 6-9=-274/235 NOTES-(14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 except (jt=lb) 1=323, 8=323, 2=169, 13=186, 9=186, 7=125. 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss PB10 Truss Type GABLE Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474213 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:21 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-tnGL44HFHljY?wZNommR6zq16OvECSGl7zGGSvyjfXC Scale = 1:59.0 2 3 4 5 6 7 8 9 16 15 14 13 12 11 1 10 3x6 3x4 3x6 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 22-5-0 22-5-0 8-0-8 8-0-8 14-4-8 6-4-0 22-5-0 8-0-8 8-0-80-1-40-1-87-11-012.00 12 Plate Offsets (X,Y)-- [5:0-2-8,Edge], [7:0-4-4,0-1-12] 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) 0.19 0.15 0.34 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 9 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 78 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.): 5-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 22-5-0. (lb) - Max Horz 1=-184(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 12, 13 except 1=-125(LC 4), 10=-118(LC 2), 15=-103(LC 6), 16=-153(LC 6), 11=-167(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 10, 2 except 12=429(LC 11), 13=485(LC 10), 15=377(LC 10), 16=265(LC 1), 11=408(LC 11), 9=302(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-264/87 NOTES-(14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 13 except (jt=lb) 1=125, 10=118, 15=103, 16=153, 11=167. 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss PB11 Truss Type GABLE Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474214 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:22 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-LzqjIQIt22rPd48ZMUHgfBMCLoGNx_1uMd?p_MyjfXB Scale = 1:38.4 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 1 11 3x6 3x6 3x4 5x6 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 22-5-0 22-5-0 2-5-0 2-5-0 20-0-0 17-7-0 22-5-0 2-5-0 2-5-00-1-40-1-82-3-812.00 12 Plate Offsets (X,Y)-- [3:0-2-8,Edge], [9:0-4-4,0-1-12], [16:0-3-0,0-0-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.16 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: 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.): 3-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 22-5-0. (lb) - Max Horz 1=-53(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 11, 2, 12, 13, 14, 15, 17, 10 except 1=-100(LC 10) Max Grav All reactions 250 lb or less at joint(s) 1, 11, 12, 10 except 2=277(LC 10), 13=344(LC 10), 14=312(LC 1), 15=330(LC 11), 17=282(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 8-13=-261/106 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) 11, 2, 12, 13, 14, 15, 17, 10 except (jt=lb) 1=100. 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss PB12 Truss Type GABLE Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474215 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:23 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-p9O5VmIVpMzGEEjlvBovBOvL6BbegQQ1bHlNWoyjfXA Scale = 1:38.3 2 3 4 5 6 7 8 9 16 15 14 13 12 11 1 10 3x6 3x4 3x6 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 22-5-0 22-5-0 4-5-0 4-5-0 18-0-0 13-7-0 22-5-0 4-5-0 4-5-00-1-40-1-84-3-812.00 12 Plate Offsets (X,Y)-- [4:0-2-8,Edge], [8:0-4-4,0-1-12], [9:0-1-2,0-1-8] 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 0.15 0.11 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.): 4-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 22-5-0. (lb) - Max Horz 1=-100(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 2, 11, 12, 13, 15, 16 except 10=-230(LC 11), 9=-181(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 10, 2, 16 except 11=350(LC 11), 12=506(LC 10), 13=491(LC 11), 15=370(LC 10), 9=474(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 7-12=-259/109 NOTES-(14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 11, 12, 13, 15, 16 except (jt=lb) 10=230, 9=181. 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss PB13 Truss Type GABLE Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474216 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:24 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-HMyUi6J7ag57sOIyTvJ8kcSS?bxkPsVBpxUw3EyjfX9 Scale: 1/4"=1' 2 3 4 5 6 7 8 14 13 12 11 10 1 9 3x6 3x6 3x6 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 3x8 22-5-0 22-5-0 5-8-8 5-8-8 16-8-8 11-0-0 22-5-0 5-8-8 5-8-80-1-40-1-85-7-012.00 12 Plate Offsets (X,Y)-- [4:0-2-8,Edge], [7:0-4-4,0-1-12], [8:0-5-13,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 0.16 0.18 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: 71 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 22-5-0. (lb) - Max Horz 1=-130(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 10, 11, 12, 14 except 1=-257(LC 1), 9=-501(LC 1), 2=-158(LC 6), 8=-288(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1 except 9=302(LC 7), 2=484(LC 1), 10=386(LC 1), 11=506(LC 10), 12=476(LC 11), 14=381(LC 10), 8=800(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 8-9=-182/321 WEBS 6-11=-262/113 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) 10, 11, 12, 14 except (jt=lb) 1=257, 9=501, 2=158, 8=288. 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss PBE01 Truss Type GABLE Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474217 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:24 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-HMyUi6J7ag57sOIyTvJ8kcSX1bzMPudBpxUw3EyjfX9 Scale = 1:45.1 2 3 4 5 6 10 9 8 1 7 4x6 3x4 3x4 2x4 2x4 2x4 2x4 2x4 11-3-0 11-3-0 5-7-8 5-7-8 11-3-0 5-7-8 5-7-80-1-40-1-812.00 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 0.06 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: 38 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 11-3-0. (lb) - Max Horz 1=-126(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 6 except 1=-146(LC 1), 7=-146(LC 1), 10=-107(LC 6), 8=-106(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 7, 9, 10, 8 except 2=317(LC 1), 6=317(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6 except (jt=lb) 1=146, 7=146, 10=107, 8=106. 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T02 Truss Type Piggyback Base Qty 3 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474218 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:25 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-mYWswRKlLzD_UYt81crNHp_bs?3q8BuK2bEUbgyjfX8 Scale = 1:79.1 1 2 3 4 5 6 7 8 9 14 13 12 11 1015 16 17 18 19 20 4x6 4x6 3x16 MT18HS3x8 3x4 3x4 3x8 3x4 3x6 4x6 4x6 3x6 9-7-0 9-7-0 20-10-0 11-3-0 30-5-0 9-7-0 -1-0-0 1-0-0 4-10-12 4-10-12 9-7-0 4-8-4 15-2-8 5-7-8 20-10-0 5-7-8 25-6-4 4-8-4 30-5-0 4-10-12 31-5-0 1-0-0 1-5-011-0-01-5-011-0-012.00 12 Plate Offsets (X,Y)-- [4:0-4-4,0-1-12], [6:0-4-4,0-1-12] 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) 0.59 1.00 0.68 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.55 -0.88 0.06 (loc) 11-13 11-13 10 l/defl >657 >410 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 158 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-13,7-11,3-14,7-10: 2x3 SPF No.2, 2-14,8-10: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins, except end verticals, and 2-0-0 oc purlins (5-8-3 max.): 4-6. BOT CHORD Structural wood sheathing directly applied. WEBS 1 Row at midpt 5-13, 5-11, 3-14, 7-10 REACTIONS.(lb/size) 14=1542/0-3-8, 10=1542/0-3-8 Max Horz 14=-265(LC 4) Max Uplift14=-55(LC 6), 10=-55(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-358/168, 3-4=-1463/224, 4-5=-967/209, 5-6=-967/209, 6-7=-1463/224, 7-8=-358/168, 2-14=-395/177, 8-10=-395/177 BOT CHORD 14-15=-185/992, 15-16=-185/992, 13-16=-185/992, 13-17=-108/1060, 12-17=-108/1060, 12-18=-108/1060, 11-18=-108/1060, 11-19=0/992, 19-20=0/992, 10-20=0/992 WEBS 4-13=-58/671, 5-13=-278/181, 5-11=-278/181, 6-11=-58/671, 3-14=-1306/32, 7-10=-1306/31 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 10. 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T03 Truss Type Piggyback Base Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474219 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:25 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-mYWswRKlLzD_UYt81crNHp_bs?3p8BcK2bEUbgyjfX8 Scale = 1:79.1 1 2 3 4 5 6 7 8 13 12 11 10 914 15 16 17 18 19 4x6 4x6 3x6 3x16 MT18HS3x8 4x6 3x4 3x8 4x6 3x6 4x6 4x6 9-7-0 9-7-0 20-10-0 11-3-0 30-5-0 9-7-0 -1-0-0 1-0-0 4-10-12 4-10-12 9-7-0 4-8-4 15-2-8 5-7-8 20-10-0 5-7-8 25-6-4 4-8-4 30-5-0 4-10-12 1-5-011-0-01-5-011-0-012.00 12 Plate Offsets (X,Y)-- [3:0-2-5,0-2-1], [4:0-4-4,0-1-12], [6:0-4-4,0-1-12], [7:0-2-5,0-2-1] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.59 1.00 0.70 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.55 -0.88 0.06 (loc) 10-12 10-12 9 l/defl >657 >410 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 157 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-12,7-10,3-13,7-9: 2x3 SPF No.2, 2-13,8-9: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins, except end verticals, and 2-0-0 oc purlins (5-8-1 max.): 4-6. BOT CHORD Structural wood sheathing directly applied. WEBS 1 Row at midpt 5-12, 5-10, 3-13, 7-9 REACTIONS.(lb/size) 13=1543/0-3-8, 9=1472/0-3-8 Max Horz 13=279(LC 5) Max Uplift13=-55(LC 6), 9=-20(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-358/168, 3-4=-1464/224, 4-5=-968/208, 5-6=-969/208, 6-7=-1468/224, 7-8=-328/116, 2-13=-395/177, 8-9=-298/99 BOT CHORD 13-14=-199/993, 14-15=-199/993, 12-15=-199/993, 12-16=-121/1062, 11-16=-121/1062, 11-17=-121/1062, 10-17=-121/1062, 10-18=-11/1000, 18-19=-11/1000, 9-19=-11/1000 WEBS 4-12=-57/672, 5-12=-280/181, 5-10=-278/182, 6-10=-59/677, 3-13=-1308/31, 7-9=-1340/53 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 9. 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T04 Truss Type Piggyback Base Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474220 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:26 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-Ek3E7nLO6HLr5iSKbKMcp1XmdPP3tdiUHFz177yjfX7 Scale = 1:79.1 1 2 3 4 5 6 7 8 13 12 11 10 914 15 16 17 18 19 4x6 4x6 3x4 3x16 MT18HS3x8 3x4 3x4 3x8 3x6 3x6 4x6 3x8 9-7-0 9-7-0 20-10-0 11-3-0 30-3-8 9-5-8 -1-0-0 1-0-0 4-10-12 4-10-12 9-7-0 4-8-4 15-2-8 5-7-8 20-10-0 5-7-8 25-5-8 4-7-8 30-3-8 4-10-0 1-5-011-0-01-6-811-0-012.00 12 Plate Offsets (X,Y)-- [4:0-4-4,0-1-12], [6:0-4-4,0-1-12] 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) 0.59 1.00 0.71 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.55 -0.88 0.06 (loc) 10-12 10-12 9 l/defl >655 >407 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 156 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-12,7-10,3-13,7-9: 2x3 SPF No.2, 2-13,8-9: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-8-6 max.): 4-6. BOT CHORD Structural wood sheathing directly applied. WEBS 1 Row at midpt 5-12, 5-10, 3-13, 7-9 REACTIONS.(lb/size) 13=1538/0-3-8, 9=1469/Mechanical Max Horz 13=280(LC 5) Max Uplift13=-55(LC 6), 9=-19(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-357/168, 3-4=-1457/223, 4-5=-963/208, 5-6=-958/207, 6-7=-1451/224, 7-8=-295/118, 2-13=-395/177, 8-9=-274/100 BOT CHORD 13-14=-200/988, 14-15=-200/988, 12-15=-200/988, 12-16=-123/1054, 11-16=-123/1054, 11-17=-123/1054, 10-17=-123/1054, 10-18=-8/975, 18-19=-8/975, 9-19=-8/975 WEBS 4-12=-57/667, 5-12=-273/182, 5-10=-283/181, 6-10=-60/668, 3-13=-1301/31, 7-9=-1357/50 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) 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) 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) 13, 9. 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T05 Truss Type Piggyback Base Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474221 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:27 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-ixdcL7L0tbThjr1X81trME4x5pnlc0tdWvjagZyjfX6 Scale = 1:91.1 1 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 1220 21 22 23 24 25 5x6 5x6 6x6 5x6 3x16 MT18HS3x8 4x6 3x4 4x10 4x6 4x6 3x6 4x8 3x4 5x6 4x10 3x8 9-7-0 9-7-0 20-10-0 11-3-0 25-5-0 4-7-0 36-7-0 11-2-0 41-7-0 5-0-0 -1-0-0 1-0-0 4-10-12 4-10-12 9-7-0 4-8-4 15-2-8 5-7-8 20-10-0 5-7-8 25-5-0 4-7-0 31-0-0 5-7-0 36-7-0 5-7-0 41-7-0 5-0-0 42-7-0 1-0-0 1-5-06-5-011-0-01-5-011-0-012.00 12 Plate Offsets (X,Y)-- [3:0-2-5,0-2-1], [4:0-4-4,0-1-12], [6:0-2-8,Edge], [9:0-4-4,0-1-12], [10:0-2-12,0-1-8], [15:0-2-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.61 0.84 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.61 -1.12 0.12 (loc) 16-18 16-18 12 l/defl >807 >443 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 207 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x3 SPF No.2 *Except* 4-18,5-18,5-16,6-16: 2x4 SPF No.2 7-16,2-19,3-19,10-12: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-5 oc purlins, except end verticals, and 2-0-0 oc purlins (2-11-5 max.): 4-6, 7-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. WEBS 1 Row at midpt 5-18, 7-16, 8-13, 3-19 REACTIONS.(lb/size) 19=2052/0-3-8, 12=1957/0-3-8 Max Horz 19=-265(LC 4) Max Uplift19=-49(LC 6), 12=-116(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-395/175, 3-4=-2105/272, 4-5=-1428/243, 5-6=-1937/289, 6-7=-2799/330, 7-8=-3164/308, 8-9=-1436/180, 9-10=-2118/182, 2-19=-425/182, 10-12=-1982/181 BOT CHORD 19-20=-218/1397, 20-21=-218/1397, 18-21=-218/1397, 18-22=-168/1772, 17-22=-168/1772, 17-23=-168/1772, 16-23=-168/1772, 15-16=-137/3173, 14-15=-163/2459, 14-24=-163/2459, 24-25=-163/2459, 13-25=-163/2459 WEBS 4-18=-91/1120, 5-18=-812/169, 5-16=-33/406, 6-16=-125/1606, 7-16=-2053/255, 7-15=-581/111, 8-15=-21/1056, 8-13=-1535/186, 9-13=-25/1134, 3-19=-1923/42, 10-13=-62/1407 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19 except (jt=lb) 12=116. 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T06 Truss Type Piggyback Base Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474222 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:27 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-ixdcL7L0tbThjr1X81trME4vlpo2c3DdWvjagZyjfX6 Scale = 1:91.1 1 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 1220 21 22 23 24 25 5x6 6x6 6x6 5x6 3x16 MT18HS3x8 4x6 3x4 5x8 3x6 3x6 4x8 3x6 4x8 3x4 6x8 3x6 9-7-0 9-7-0 20-10-0 11-3-0 23-5-0 2-7-0 34-7-0 11-2-0 41-7-0 7-0-0 -1-0-0 1-0-0 4-10-12 4-10-12 9-7-0 4-8-4 15-2-8 5-7-8 20-10-0 5-7-8 23-5-0 2-7-0 29-0-0 5-7-0 34-7-0 5-7-0 41-7-0 7-0-0 42-7-0 1-0-0 1-5-08-5-011-0-01-5-011-0-012.00 12 Plate Offsets (X,Y)-- [3:0-2-5,0-2-1], [4:0-4-4,0-1-12], [6:0-2-8,Edge], [9:0-4-4,0-1-12], [10:0-3-8,Edge], [15:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.76 0.83 0.82 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.57 -1.07 0.10 (loc) 13-15 13-15 12 l/defl >872 >463 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 223 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 3-18,7-15,9-13,10-13: 2x3 SPF No.2, 3-19: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (3-1-2 max.): 4-6, 7-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-18, 7-16, 7-15, 8-13, 3-19 REACTIONS.(lb/size) 19=2080/0-3-8, 12=1996/0-3-8 Max Horz 19=-265(LC 4) Max Uplift19=-49(LC 6), 12=-116(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-419/175, 3-4=-2138/274, 4-5=-1451/244, 5-6=-1994/289, 6-7=-2826/361, 7-8=-2568/289, 8-9=-1470/216, 9-10=-2224/204, 2-19=-443/183, 10-12=-1979/200 BOT CHORD 19-20=-234/1418, 20-21=-234/1418, 18-21=-234/1418, 18-22=-197/1813, 17-22=-197/1813, 17-23=-197/1813, 16-23=-197/1813, 15-16=-172/2573, 14-15=-168/2139, 14-24=-168/2139, 24-25=-168/2139, 13-25=-168/2139 WEBS 4-18=-93/1143, 5-18=-850/168, 5-16=-26/441, 6-16=-174/1711, 7-16=-1887/247, 7-15=-392/89, 8-15=-5/771, 8-13=-1198/209, 9-13=-30/1117, 3-19=-1931/44, 10-13=-121/1289 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) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 10 = 0% 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) 19 except (jt=lb) 12=116. 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T07 Truss Type Piggyback Base Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474223 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:28 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-A7B_YTMeeubYL?cjilO4uSc36C6KLVHnkZS8C?yjfX5 Scale: 1/8"=1' 1 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 1220 21 22 23 24 25 5x6 5x8 5x6 5x6 3x16 MT18HS3x8 4x6 3x4 4x8 3x4 3x4 4x8 3x6 4x8 3x6 4x10 3x16 MT18HS 9-7-0 9-7-0 20-10-0 11-3-0 21-5-0 0-7-0 32-7-0 11-2-0 41-7-0 9-0-0 -1-0-0 1-0-0 4-10-12 4-10-12 9-7-0 4-8-4 15-2-8 5-7-8 20-10-0 5-7-8 21-5-0 0-7-0 27-0-0 5-7-0 32-7-0 5-7-0 41-7-0 9-0-0 42-7-0 1-0-0 1-5-010-5-011-0-01-5-011-0-012.00 12 Plate Offsets (X,Y)-- [3:0-2-5,0-2-1], [4:0-4-4,0-1-12], [6:0-5-4,0-2-0], [9:0-3-4,0-2-0], [10:0-4-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.78 0.95 0.84 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.55 -0.97 0.09 (loc) 13-15 13-15 12 l/defl >893 >510 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 235 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 9-11: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 3-18,7-15,9-13,10-13: 2x3 SPF No.2, 2-19,3-19: 2x4 SPF-S Stud 10-12: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (3-2-15 max.): 4-6, 7-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 15-16. WEBS 1 Row at midpt 5-18, 7-16, 7-15, 8-13, 3-19 REACTIONS.(lb/size) 19=2101/0-3-8, 12=2013/0-3-8 Max Horz 19=264(LC 5) Max Uplift19=-50(LC 6), 12=-52(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-412/173, 3-4=-2160/276, 4-5=-1467/246, 5-6=-2056/290, 6-7=-2560/358, 7-8=-2139/285, 8-9=-1439/245, 9-10=-2236/223, 2-19=-438/181, 10-12=-1963/219 BOT CHORD 19-20=-251/1432, 20-21=-251/1432, 18-21=-251/1432, 18-22=-225/1845, 17-22=-225/1845, 17-23=-225/1845, 16-23=-225/1845, 15-16=-194/2142, 15-24=-174/1891, 14-24=-174/1891, 14-25=-174/1891, 13-25=-174/1891, 12-13=-222/365 WEBS 4-18=-94/1153, 5-18=-885/223, 5-16=-44/506, 6-16=-164/1356, 7-16=-1466/206, 7-15=-260/105, 8-15=-40/558, 8-13=-1016/235, 9-13=-50/1083, 3-19=-1960/69, 10-13=-193/1175 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19, 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T08 Truss Type Half Hip Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474224 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:28 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-A7B_YTMeeubYL?cjilO4uScEWCKmLiFnkZS8C?yjfX5 Scale = 1:14.8 1 2 3 4 7 6 5 4x6 2x4 2x4 2x4 2x4 2x4 1-2-4 1-2-4 2-0-0 0-9-12 -1-0-0 1-0-0 1-2-4 1-2-4 2-0-0 0-9-12 1-1-01-10-88.00 12 Plate Offsets (X,Y)-- [3:0-3-12,0-2-0] 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) 0.12 0.03 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 7 7 5 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 2x3 SPF No.2 *Except* 2-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 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=47/Mechanical, 7=161/0-3-8 Max Horz 7=57(LC 5) Max Uplift5=-26(LC 5), 7=-36(LC 6) 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) -1-0-0 to 1-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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) 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T09 Truss Type Half Hip Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474225 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:29 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-eJlMmpNGPCjPy9AvGSvJRf9PBcgz49TwzDChkSyjfX4 Scale = 1:15.7 1 2 3 4 7 6 5 4x6 2x4 2x4 2x4 2x4 2x4 1-4-14 1-4-14 2-0-0 0-7-2 -1-0-0 1-0-0 1-4-14 1-4-14 2-0-0 0-7-2 1-1-02-0-48.00 12 Plate Offsets (X,Y)-- [3:0-3-12,0-2-0] 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) 0.12 0.03 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 7 7 5 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 2x3 SPF No.2 *Except* 2-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 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=47/Mechanical, 7=161/0-3-8 Max Horz 7=61(LC 5) Max Uplift5=-28(LC 5), 7=-34(LC 6) 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) 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) 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T10 Truss Type Roof Special Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474226 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:29 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-eJlMmpNGPCjPy9AvGSvJRf9GlcWQ46nwzDChkSyjfX4 Scale = 1:55.0 1 2 3 4 5 8 7 69 10 2x4 4x6 4x6 4x6 4x8 3x6 4x8 2-0-0 2-0-0 11-2-0 9-2-0 2-0-0 2-0-0 5-7-0 3-7-0 11-2-0 5-7-0 12-2-0 1-0-0 3-5-07-0-01-5-03-5-012.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.66 0.70 0.24 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.21 -0.47 0.00 (loc) 6-7 6-7 6 l/defl >614 >278 n/a L/d 240 180 n/a PLATES MT20 Weight: 53 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* 4-6: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-6 REACTIONS.(lb/size) 8=502/Mechanical, 6=588/0-3-8 Max Horz 8=-210(LC 4) Max Uplift8=-21(LC 7), 6=-39(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-659/20, 1-2=-351/45, 2-3=-566/154, 3-4=-415/268, 4-6=-452/269 WEBS 1-7=0/706, 2-7=-522/153, 3-7=-52/378 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T11 Truss Type Piggyback Base Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474227 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:30 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-6VJlz9OuAWrGaJl5q9QYztiR20oYpPd3CtxFGuyjfX3 Scale = 1:83.4 12 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 1219 20 21 22 23 24 25 26 5x6 3x6 5x6 3x16 MT18HS3x8 4x6 3x4 3x4 3x4 3x8 4x6 3x6 4x8 4x8 3x6 3x16 MT18HS 9-7-0 9-7-0 20-9-8 11-2-8 32-0-0 11-2-8 41-7-0 9-7-0 -1-0-0 1-0-0 4-10-12 4-10-12 9-7-0 4-8-4 17-0-11 7-5-11 24-6-5 7-5-11 32-0-0 7-5-11 36-8-4 4-8-4 41-7-0 4-10-12 42-7-0 1-0-0 1-5-011-0-01-5-011-0-012.00 12 Plate Offsets (X,Y)-- [3:0-2-5,0-2-1], [4:0-2-8,Edge], [8:0-2-8,Edge], [9:0-2-5,0-2-1] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.69 0.90 0.84 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.42 -0.76 0.11 (loc) 15-17 15-17 12 l/defl >999 >655 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 213 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 3-17,9-13: 2x3 SPF No.2, 2-18,3-18,10-12,9-12: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins, except end verticals, and 2-0-0 oc purlins (3-6-13 max.): 4-8. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-17, 7-13, 3-18, 9-12 REACTIONS.(lb/size) 18=2132/0-3-8, 12=2132/0-3-8 Max Horz 18=-265(LC 4) Max Uplift18=-53(LC 5), 12=-53(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-425/174, 3-4=-2195/277, 4-5=-1496/247, 5-6=-2106/283, 6-7=-2106/283, 7-8=-1496/247, 8-9=-2195/277, 9-10=-425/174, 2-18=-449/182, 10-12=-449/182 BOT CHORD 18-19=-256/1454, 19-20=-256/1454, 17-20=-256/1454, 17-21=-236/2008, 16-21=-236/2008, 16-22=-236/2008, 15-22=-236/2008, 15-23=-197/2008, 14-23=-197/2008, 14-24=-197/2008, 13-24=-197/2008, 13-25=-15/1454, 25-26=-15/1454, 12-26=-15/1454 WEBS 4-17=-79/1131, 5-17=-964/226, 5-15=0/343, 7-15=0/343, 7-13=-964/226, 8-13=-79/1131, 3-18=-1983/82, 9-12=-1983/82 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T12 Truss Type Piggyback Base Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474228 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:30 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-6VJlz9OuAWrGaJl5q9QYztiR20oYpPd3CtxFGuyjfX3 Scale = 1:83.4 12 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 1219 20 21 22 23 24 25 26 5x6 3x6 5x6 3x16 MT18HS3x8 4x6 3x4 3x4 3x4 3x8 4x6 3x6 4x8 4x8 3x6 3x16 MT18HS 9-7-0 9-7-0 20-9-8 11-2-8 32-0-0 11-2-8 41-7-0 9-7-0 -1-0-0 1-0-0 4-10-12 4-10-12 9-7-0 4-8-4 17-0-11 7-5-11 24-6-5 7-5-11 32-0-0 7-5-11 36-8-4 4-8-4 41-7-0 4-10-12 42-7-0 1-0-0 1-5-011-0-01-5-011-0-012.00 12 Plate Offsets (X,Y)-- [3:0-2-5,0-2-1], [4:0-2-8,Edge], [8:0-2-8,Edge], [9:0-2-5,0-2-1] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.69 0.90 0.84 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.42 -0.76 0.11 (loc) 15-17 15-17 12 l/defl >999 >655 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 213 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 3-17,9-13: 2x3 SPF No.2, 2-18,3-18,10-12,9-12: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins, except end verticals, and 2-0-0 oc purlins (3-6-13 max.): 4-8. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-17, 7-13, 3-18, 9-12 REACTIONS.(lb/size) 18=2132/0-3-8, 12=2132/0-3-8 Max Horz 18=-265(LC 4) Max Uplift18=-53(LC 5), 12=-53(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-425/174, 3-4=-2195/277, 4-5=-1496/247, 5-6=-2106/283, 6-7=-2106/283, 7-8=-1496/247, 8-9=-2195/277, 9-10=-425/174, 2-18=-449/182, 10-12=-449/182 BOT CHORD 18-19=-256/1454, 19-20=-256/1454, 17-20=-256/1454, 17-21=-236/2008, 16-21=-236/2008, 16-22=-236/2008, 15-22=-236/2008, 15-23=-197/2008, 14-23=-197/2008, 14-24=-197/2008, 13-24=-197/2008, 13-25=-15/1454, 25-26=-15/1454, 12-26=-15/1454 WEBS 4-17=-79/1131, 5-17=-964/226, 5-15=0/343, 7-15=0/343, 7-13=-964/226, 8-13=-79/1131, 3-18=-1983/82, 9-12=-1983/82 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T13 Truss Type Piggyback Base Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474229 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:31 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-ait7AVPWxpz7CTKINtxnW4EcnQ7nYstDQXhopKyjfX2 Scale = 1:83.4 12 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 1219 20 21 22 23 24 25 26 5x6 3x6 5x6 3x16 MT18HS3x8 4x6 3x4 3x4 3x4 3x8 4x6 3x6 4x8 4x8 3x6 3x16 MT18HS 9-7-0 9-7-0 20-9-8 11-2-8 32-0-0 11-2-8 41-7-0 9-7-0 -1-0-0 1-0-0 4-10-12 4-10-12 9-7-0 4-8-4 17-0-11 7-5-11 24-6-5 7-5-11 32-0-0 7-5-11 36-8-4 4-8-4 41-7-0 4-10-12 42-7-0 1-0-0 1-5-011-0-01-5-011-0-012.00 12 Plate Offsets (X,Y)-- [3:0-2-5,0-2-1], [4:0-2-8,Edge], [8:0-2-8,Edge], [9:0-2-5,0-2-1] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.69 0.90 0.84 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.42 -0.76 0.11 (loc) 15-17 15-17 12 l/defl >999 >655 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 213 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 3-17,9-13: 2x3 SPF No.2, 2-18,3-18,10-12,9-12: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins, except end verticals, and 2-0-0 oc purlins (3-6-13 max.): 4-8. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-17, 7-13, 3-18, 9-12 REACTIONS.(lb/size) 18=2132/0-3-8, 12=2132/0-3-8 Max Horz 18=-265(LC 4) Max Uplift18=-53(LC 5), 12=-53(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-425/174, 3-4=-2195/277, 4-5=-1496/247, 5-6=-2106/283, 6-7=-2106/283, 7-8=-1496/247, 8-9=-2195/277, 9-10=-425/174, 2-18=-449/182, 10-12=-449/182 BOT CHORD 18-19=-256/1454, 19-20=-256/1454, 17-20=-256/1454, 17-21=-236/2008, 16-21=-236/2008, 16-22=-236/2008, 15-22=-236/2008, 15-23=-197/2008, 14-23=-197/2008, 14-24=-197/2008, 13-24=-197/2008, 13-25=-15/1454, 25-26=-15/1454, 12-26=-15/1454 WEBS 4-17=-79/1131, 5-17=-964/226, 5-15=0/343, 7-15=0/343, 7-13=-964/226, 8-13=-79/1131, 3-18=-1983/82, 9-12=-1983/82 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T14 Truss Type Piggyback Base Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474230 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:32 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-2uRVOrP8i75_pdvUxaT03InnXqT0HJ7MfBQLLmyjfX1 Scale = 1:83.4 12 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 1219 20 21 22 23 24 25 26 5x6 3x6 5x6 3x16 MT18HS3x8 4x6 3x4 3x4 3x4 3x8 4x6 3x6 4x8 4x8 3x6 3x16 MT18HS 9-7-0 9-7-0 20-9-8 11-2-8 32-0-0 11-2-8 41-7-0 9-7-0 -1-0-0 1-0-0 4-10-12 4-10-12 9-7-0 4-8-4 17-0-11 7-5-11 24-6-5 7-5-11 32-0-0 7-5-11 36-8-4 4-8-4 41-7-0 4-10-12 42-7-0 1-0-0 1-5-011-0-01-5-011-0-012.00 12 Plate Offsets (X,Y)-- [3:0-2-5,0-2-1], [4:0-2-8,Edge], [8:0-2-8,Edge], [9:0-2-5,0-2-1] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.69 0.90 0.84 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.42 -0.76 0.11 (loc) 15-17 15-17 12 l/defl >999 >655 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 213 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 3-17,9-13: 2x3 SPF No.2, 2-18,3-18,10-12,9-12: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins, except end verticals, and 2-0-0 oc purlins (3-6-13 max.): 4-8. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-17, 7-13, 3-18, 9-12 REACTIONS.(lb/size) 18=2132/0-3-8, 12=2132/0-3-8 Max Horz 18=265(LC 5) Max Uplift18=-53(LC 5), 12=-53(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-425/174, 3-4=-2195/277, 4-5=-1496/247, 5-6=-2106/283, 6-7=-2106/283, 7-8=-1496/247, 8-9=-2195/277, 9-10=-425/174, 2-18=-449/182, 10-12=-449/182 BOT CHORD 18-19=-256/1454, 19-20=-256/1454, 17-20=-256/1454, 17-21=-236/2008, 16-21=-236/2008, 16-22=-236/2008, 15-22=-236/2008, 15-23=-197/2008, 14-23=-197/2008, 14-24=-197/2008, 13-24=-197/2008, 13-25=-15/1454, 25-26=-15/1454, 12-26=-15/1454 WEBS 4-17=-79/1131, 5-17=-964/226, 5-15=0/343, 7-15=0/343, 7-13=-964/226, 8-13=-79/1131, 3-18=-1983/82, 9-12=-1983/82 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T15 Truss Type Piggyback Base Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474231 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:32 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-2uRVOrP8i75_pdvUxaT03InnXqT0HJ7MfBQLLmyjfX1 Scale = 1:83.4 12 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 1219 20 21 22 23 24 25 26 5x6 3x6 5x6 3x16 MT18HS3x8 4x6 3x4 3x4 3x4 3x8 4x6 3x6 4x8 4x8 3x6 3x16 MT18HS 9-7-0 9-7-0 20-9-8 11-2-8 32-0-0 11-2-8 41-7-0 9-7-0 -1-0-0 1-0-0 4-10-12 4-10-12 9-7-0 4-8-4 17-0-11 7-5-11 24-6-5 7-5-11 32-0-0 7-5-11 36-8-4 4-8-4 41-7-0 4-10-12 42-7-0 1-0-0 1-5-011-0-01-5-011-0-012.00 12 Plate Offsets (X,Y)-- [3:0-2-5,0-2-1], [4:0-2-8,Edge], [8:0-2-8,Edge], [9:0-2-5,0-2-1] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.69 0.90 0.84 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.42 -0.76 0.11 (loc) 15-17 15-17 12 l/defl >999 >655 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 213 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 3-17,9-13: 2x3 SPF No.2, 2-18,3-18,10-12,9-12: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins, except end verticals, and 2-0-0 oc purlins (3-6-13 max.): 4-8. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-17, 7-13, 3-18, 9-12 REACTIONS.(lb/size) 18=2132/0-3-8, 12=2132/0-3-8 Max Horz 18=265(LC 5) Max Uplift18=-53(LC 5), 12=-53(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-425/174, 3-4=-2195/277, 4-5=-1496/247, 5-6=-2106/283, 6-7=-2106/283, 7-8=-1496/247, 8-9=-2195/277, 9-10=-425/174, 2-18=-449/182, 10-12=-449/182 BOT CHORD 18-19=-256/1454, 19-20=-256/1454, 17-20=-256/1454, 17-21=-236/2008, 16-21=-236/2008, 16-22=-236/2008, 15-22=-236/2008, 15-23=-197/2008, 14-23=-197/2008, 14-24=-197/2008, 13-24=-197/2008, 13-25=-15/1454, 25-26=-15/1454, 12-26=-15/1454 WEBS 4-17=-79/1131, 5-17=-964/226, 5-15=0/343, 7-15=0/343, 7-13=-964/226, 8-13=-79/1131, 3-18=-1983/82, 9-12=-1983/82 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T16 Truss Type Piggyback Base Qty 3 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474232 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:33 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-X4?tbAQnTRDrRmUgVI_FbVKyHDpF0mNWurAvtDyjfX0 Scale = 1:83.4 12 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 1219 20 21 22 23 24 25 26 5x6 3x6 5x6 3x16 MT18HS3x8 4x6 3x4 3x4 3x4 3x8 4x6 3x6 4x8 4x8 3x6 3x16 MT18HS 9-7-0 9-7-0 20-9-8 11-2-8 32-0-0 11-2-8 41-7-0 9-7-0 -1-0-0 1-0-0 4-10-12 4-10-12 9-7-0 4-8-4 17-0-11 7-5-11 24-6-5 7-5-11 32-0-0 7-5-11 36-8-4 4-8-4 41-7-0 4-10-12 42-7-0 1-0-0 1-5-011-0-01-5-011-0-012.00 12 Plate Offsets (X,Y)-- [3:0-2-5,0-2-1], [4:0-2-8,Edge], [8:0-2-8,Edge], [9:0-2-5,0-2-1] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.69 0.90 0.84 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.42 -0.76 0.11 (loc) 15-17 15-17 12 l/defl >999 >655 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 213 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 3-17,9-13: 2x3 SPF No.2, 2-18,3-18,10-12,9-12: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins, except end verticals, and 2-0-0 oc purlins (3-6-13 max.): 4-8. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-17, 7-13, 3-18, 9-12 REACTIONS.(lb/size) 18=2132/0-3-8, 12=2132/0-3-8 Max Horz 18=265(LC 5) Max Uplift18=-53(LC 5), 12=-53(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-425/174, 3-4=-2195/277, 4-5=-1496/247, 5-6=-2106/283, 6-7=-2106/283, 7-8=-1496/247, 8-9=-2195/277, 9-10=-425/174, 2-18=-449/182, 10-12=-449/182 BOT CHORD 18-19=-256/1454, 19-20=-256/1454, 17-20=-256/1454, 17-21=-236/2008, 16-21=-236/2008, 16-22=-236/2008, 15-22=-236/2008, 15-23=-197/2008, 14-23=-197/2008, 14-24=-197/2008, 13-24=-197/2008, 13-25=-15/1454, 25-26=-15/1454, 12-26=-15/1454 WEBS 4-17=-79/1131, 5-17=-964/226, 5-15=0/343, 7-15=0/343, 7-13=-964/226, 8-13=-79/1131, 3-18=-1983/82, 9-12=-1983/82 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T17 Truss Type Piggyback Base Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474233 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:33 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-X4?tbAQnTRDrRmUgVI_FbVKyHDpF0mNWurAvtDyjfX0 Scale = 1:83.4 12 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 1219 20 21 22 23 24 25 26 5x6 3x6 5x6 3x16 MT18HS3x8 4x6 3x4 3x4 3x4 3x8 4x6 3x6 4x8 4x8 3x6 3x16 MT18HS 9-7-0 9-7-0 20-9-8 11-2-8 32-0-0 11-2-8 41-7-0 9-7-0 -1-0-0 1-0-0 4-10-12 4-10-12 9-7-0 4-8-4 17-0-11 7-5-11 24-6-5 7-5-11 32-0-0 7-5-11 36-8-4 4-8-4 41-7-0 4-10-12 42-7-0 1-0-0 1-5-011-0-01-5-011-0-012.00 12 Plate Offsets (X,Y)-- [3:0-2-5,0-2-1], [4:0-2-8,Edge], [8:0-2-8,Edge], [9:0-2-5,0-2-1] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.69 0.90 0.84 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.42 -0.76 0.11 (loc) 15-17 15-17 12 l/defl >999 >655 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 213 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 3-17,9-13: 2x3 SPF No.2, 2-18,3-18,10-12,9-12: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins, except end verticals, and 2-0-0 oc purlins (3-6-13 max.): 4-8. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-17, 7-13, 3-18, 9-12 REACTIONS.(lb/size) 18=2132/0-3-8, 12=2132/0-3-8 Max Horz 18=265(LC 5) Max Uplift18=-53(LC 5), 12=-53(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-425/174, 3-4=-2195/277, 4-5=-1496/247, 5-6=-2106/283, 6-7=-2106/283, 7-8=-1496/247, 8-9=-2195/277, 9-10=-425/174, 2-18=-449/182, 10-12=-449/182 BOT CHORD 18-19=-256/1454, 19-20=-256/1454, 17-20=-256/1454, 17-21=-236/2008, 16-21=-236/2008, 16-22=-236/2008, 15-22=-236/2008, 15-23=-197/2008, 14-23=-197/2008, 14-24=-197/2008, 13-24=-197/2008, 13-25=-15/1454, 25-26=-15/1454, 12-26=-15/1454 WEBS 4-17=-79/1131, 5-17=-964/226, 5-15=0/343, 7-15=0/343, 7-13=-964/226, 8-13=-79/1131, 3-18=-1983/82, 9-12=-1983/82 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T18 Truss Type Piggyback Base Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474234 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:34 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-?HYFpWRPDkLi3w3t3?VU8js71d9UlDdf7VvSPfyjfX? Scale = 1:83.4 12 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 1219 20 21 22 23 24 25 26 5x6 3x6 5x6 3x16 MT18HS3x8 4x6 3x4 3x4 3x4 3x8 4x6 3x6 4x8 4x8 3x6 3x16 MT18HS 9-7-0 9-7-0 20-9-8 11-2-8 32-0-0 11-2-8 41-7-0 9-7-0 -1-0-0 1-0-0 4-10-12 4-10-12 9-7-0 4-8-4 17-0-11 7-5-11 24-6-5 7-5-11 32-0-0 7-5-11 36-8-4 4-8-4 41-7-0 4-10-12 42-7-0 1-0-0 1-5-011-0-01-5-011-0-012.00 12 Plate Offsets (X,Y)-- [3:0-2-5,0-2-1], [4:0-2-8,Edge], [8:0-2-8,Edge], [9:0-2-5,0-2-1] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.69 0.90 0.84 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.42 -0.76 0.11 (loc) 15-17 15-17 12 l/defl >999 >655 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 213 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 3-17,9-13: 2x3 SPF No.2, 2-18,3-18,10-12,9-12: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins, except end verticals, and 2-0-0 oc purlins (3-6-13 max.): 4-8. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-17, 7-13, 3-18, 9-12 REACTIONS.(lb/size) 18=2132/0-3-8, 12=2132/0-3-8 Max Horz 18=265(LC 5) Max Uplift18=-53(LC 5), 12=-53(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-425/174, 3-4=-2195/277, 4-5=-1496/247, 5-6=-2106/283, 6-7=-2106/283, 7-8=-1496/247, 8-9=-2195/277, 9-10=-425/174, 2-18=-449/182, 10-12=-449/182 BOT CHORD 18-19=-256/1454, 19-20=-256/1454, 17-20=-256/1454, 17-21=-236/2008, 16-21=-236/2008, 16-22=-236/2008, 15-22=-236/2008, 15-23=-197/2008, 14-23=-197/2008, 14-24=-197/2008, 13-24=-197/2008, 13-25=-15/1454, 25-26=-15/1454, 12-26=-15/1454 WEBS 4-17=-79/1131, 5-17=-964/226, 5-15=0/343, 7-15=0/343, 7-13=-964/226, 8-13=-79/1131, 3-18=-1983/82, 9-12=-1983/82 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T19 Truss Type Hip Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474235 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:35 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-TT6e0sS1_2TZh4e3cj0jgwPD61ePUrrpL9f?y5yjfX_ Scale = 1:53.6 1 2 3 4 5 6 11 10 9 8 7 4x6 4x6 3x4 3x6 3x4 4x8 6x8 3x4 6x8 7-0-0 7-0-0 9-7-0 2-7-0 16-7-0 7-0-0 -1-0-0 1-0-0 7-0-0 7-0-0 9-7-0 2-7-0 16-7-0 7-0-0 17-7-0 1-0-0 1-3-87-5-01-3-87-5-010.50 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [3:0-4-4,0-1-12], [4:0-4-0,0-1-12], [5:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.99 0.35 0.14 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.17 0.01 (loc) 9-11 9-11 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 76 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-11,5-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 11=720/0-3-8, 7=720/0-3-8 Max Horz 11=180(LC 5) Max Uplift11=-52(LC 6), 7=-52(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-657/100, 3-4=-383/136, 4-5=-657/100, 2-11=-652/123, 5-7=-653/123 BOT CHORD 10-11=-219/256, 9-10=-219/256, 8-9=-31/382 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The Fabrication Tolerance at joint 2 = 16%, joint 5 = 16% 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) 11, 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T20 Truss Type Common Qty 2 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474236 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:35 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-TT6e0sS1_2TZh4e3cj0jgwPID1dzUqnpL9f?y5yjfX_ Scale = 1:66.2 1 2 3 4 5 9 8 7 6 4x6 3x4 3x6 3x8 5x12 3x4 5x12 8-3-8 8-3-8 16-7-0 8-3-8 -1-0-0 1-0-0 8-3-8 8-3-8 16-7-0 8-3-8 17-7-0 1-0-0 1-3-88-6-91-3-810.50 12 Plate Offsets (X,Y)-- [2:0-5-2,0-2-8], [4:0-5-2,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.66 0.44 0.21 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.21 0.01 (loc) 7-9 7-9 6 l/defl >999 >931 n/a L/d 240 180 n/a PLATES MT20 Weight: 71 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-9,4-6: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 9=719/0-3-8, 6=719/0-3-8 Max Horz 9=207(LC 5) Max Uplift9=-56(LC 6), 6=-56(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-639/100, 3-4=-639/100, 2-9=-648/126, 4-6=-648/126 BOT CHORD 8-9=-305/360, 7-8=-305/360, 6-7=-158/360 WEBS 3-7=0/339, 2-7=-126/323, 4-7=-131/326 NOTES-(8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 6. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T21 Truss Type Common Qty 2 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474237 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:35 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-TT6e0sS1_2TZh4e3cj0jgwPII1d_UqmpL9f?y5yjfX_ Scale = 1:66.2 1 2 3 4 8 7 6 5 4x6 5x12 3x4 3x6 3x8 5x12 3x4 8-3-8 8-3-8 16-7-0 8-3-8 -1-0-0 1-0-0 8-3-8 8-3-8 16-7-0 8-3-8 1-3-88-6-91-3-810.50 12 Plate Offsets (X,Y)-- [2:0-5-2,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.66 0.44 0.21 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.21 0.01 (loc) 6-8 6-8 5 l/defl >999 >930 n/a L/d 240 180 n/a PLATES MT20 Weight: 70 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-8,4-5: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 8=722/0-3-8, 5=642/Mechanical Max Horz 8=220(LC 5) Max Uplift8=-55(LC 6), 5=-18(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-644/100, 3-4=-631/92, 2-8=-651/126, 4-5=-571/86 BOT CHORD 7-8=-320/357, 6-7=-320/357 WEBS 3-6=0/332, 2-6=-131/320 NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 5. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T22 Truss Type Half Hip Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474238 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:36 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-xfg0ECSflMbQIEDFAQXyD8yZgR3bDKSyapOZTYyjfWz Scale = 1:32.6 1 2 3 4 7 6 5 6x6 2x4 3x4 2x4 3x4 3x6 2-0-0 2-0-0 4-0-0 2-0-0 -1-0-0 1-0-0 3-4-8 3-4-8 4-0-0 0-7-8 1-5-04-9-812.00 12 Plate Offsets (X,Y)-- [3:0-4-8,0-2-0] 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) 0.30 0.03 0.05 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: 26 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-7: 2x4 SPF-S Stud 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=139/Mechanical, 7=229/0-3-8 Max Horz 7=149(LC 5) Max Uplift5=-78(LC 5), 7=-10(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) 5, 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T23 Truss Type Half Hip Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474239 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:36 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-xfg0ECSflMbQIEDFAQXyD8yaJR2DDKkyapOZTYyjfWz Scale = 1:35.0 1 2 3 4 6 5 4x6 3x6 2x4 3x12 2-0-0 2-0-0 4-0-0 2-0-0 -1-0-0 1-0-0 3-9-5 3-9-5 4-0-0 0-2-11 1-5-05-2-512.00 12 Plate Offsets (X,Y)-- [2:0-3-7,0-1-8], [3:0-2-0,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.19 0.12 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.00 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 21 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-6: 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=141/Mechanical, 6=230/0-3-8 Max Horz 6=161(LC 5) Max Uplift5=-88(LC 5), 6=-19(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T24 Truss Type Half Hip Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474240 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:36 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-xfg0ECSflMbQIEDFAQXyD8ybyR3VDKuyapOZTYyjfWz Scale = 1:24.3 1 2 3 4 7 6 5 2x4 3x4 2x4 3x4 4x6 3x6 2-0-5 2-0-5 4-0-0 1-11-11 -1-0-0 1-0-0 2-0-5 2-0-5 4-0-0 1-11-11 1-5-03-5-512.00 12 Plate Offsets (X,Y)-- [3:0-4-8,0-2-0] 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) 0.15 0.04 0.03 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: 22 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-7: 2x4 SPF-S Stud 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=139/Mechanical, 7=229/0-3-8 Max Horz 7=109(LC 5) Max Uplift5=-49(LC 5), 7=-24(LC 6) 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) 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) 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T25 Truss Type Roof Special Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474241 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:37 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-PsEORYTHWfkHwOoSk82BmLUbNrDByXX5pS86?_yjfWy Scale = 1:84.0 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 1119 20 21 22 23 4x6 2x4 3x6 8x8 5x8 6x10 5x6 3x8 MT18HS 5x6 5x6 3x4 3x4 8x8 4x8 3x4 6x6 3x8 MT18HS 9-11-12 9-11-12 19-9-0 9-9-4 22-8-0 2-11-0 30-8-0 8-0-0 36-8-0 6-0-0 6-8-11 6-8-11 13-2-13 6-6-3 19-9-0 6-6-3 21-2-8 1-5-8 22-8-0 1-5-8 30-8-0 8-0-0 36-8-0 6-0-0 37-8-0 1-0-0 7-5-08-10-81-5-07-5-012.00 12 Plate Offsets (X,Y)-- [8:0-3-4,0-2-0] 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) 0.88 0.77 0.96 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.32 -0.66 0.09 (loc) 15-17 15-17 11 l/defl >999 >658 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 176 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x3 SPF No.2 *Except* 2-18,6-13,7-12: 2x4 SPF No.2, 9-11: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins, except end verticals, and 2-0-0 oc purlins (2-10-2 max.): 1-5, 7-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-18, 5-13, 7-13, 7-12 REACTIONS.(lb/size) 18=1759/Mechanical, 11=1715/0-3-8 Max Horz 18=-302(LC 4) Max Uplift18=-181(LC 4), 11=-90(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1844/206, 3-4=-1844/206, 4-5=-2229/255, 5-6=-2154/285, 6-7=-2943/395, 7-8=-1217/191, 8-9=-1831/181, 9-11=-1674/180 BOT CHORD 18-19=-71/1371, 19-20=-71/1371, 17-20=-71/1371, 17-21=-34/2099, 16-21=-34/2099, 15-16=-34/2099, 14-15=-4/2228, 13-14=-4/2228, 13-22=-19/2123, 22-23=-19/2123, 12-23=-19/2123 WEBS 2-18=-1994/225, 2-17=-1/1138, 4-17=-611/140, 4-15=-28/289, 5-13=-1802/210, 6-13=-456/3418, 7-13=-1485/311, 7-12=-1217/86, 8-12=0/786, 9-12=-56/1113 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) 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) 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) 11 except (jt=lb) 18=181. 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T26 Truss Type Hip Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474242 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:38 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-t2omfuUvHzs8YYMeHrZQIZ1mxEW6h2QF16tgXQyjfWx Scale = 1:72.3 1 2 3 4 5 6 7 8 16 15 14 13 12 11 10 917 18 19 5x6 5x8 3x6 5x6 3x4 3x8 6x6 5x8 2x4 2x4 4x8 3x8 3x4 5x12 3x8 3-1-0 3-1-0 11-7-12 8-6-12 20-1-4 8-5-8 28-8-0 8-6-12 36-8-0 8-0-0 3-1-0 3-1-0 11-7-12 8-6-12 20-1-4 8-5-8 28-8-0 8-6-12 36-8-0 8-0-0 37-8-0 1-0-0 6-4-09-5-01-5-09-5-012.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-1-12], [2:0-6-4,0-1-12], [6:0-3-4,0-2-0], [7:0-5-4,0-2-8], [15:0-2-8,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.89 0.92 0.73 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.42 0.08 (loc) 10-12 10-12 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 181 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-14,5-14,5-10: 2x4 SPF No.2, 1-16: 2x4 SPF-S Stud, 7-9: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (2-11-15 max.): 2-6. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-15, 3-14, 5-14, 5-10, 1-16 REACTIONS.(lb/size) 16=1796/Mechanical, 9=1774/0-3-8 Max Horz 16=-303(LC 4) Max Uplift16=-134(LC 4), 9=-81(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-875/181, 2-3=-1625/248, 3-4=-1624/248, 4-5=-1624/248, 5-6=-1231/220, 6-7=-1913/201, 1-16=-1839/146, 7-9=-1711/200 BOT CHORD 15-16=-145/258, 15-17=-157/585, 14-17=-157/585, 14-18=-217/1893, 13-18=-217/1893, 12-13=-217/1893, 11-12=-217/1893, 11-19=-217/1893, 10-19=-217/1893, 9-10=-163/281 WEBS 2-15=-871/243, 2-14=-233/1524, 3-14=-538/220, 5-14=-400/74, 5-12=0/473, 5-10=-1030/207, 6-10=-15/810, 1-15=-166/1336, 7-10=-195/1024 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except (jt=lb) 16=134. 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T27 Truss Type Hip Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474243 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:38 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-t2omfuUvHzs8YYMeHrZQIZ1nMEX2h?zF16tgXQyjfWx Scale = 1:83.1 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10171819 20 21 22 5x6 5x6 3x6 5x6 3x4 3x6 5x8 3x4 3x4 3x4 3x8 4x6 4x8 3x6 3x8 MT18HS 5-1-0 5-1-0 15-10-8 10-9-8 26-8-0 10-9-8 36-8-0 10-0-0 5-1-0 5-1-0 12-3-5 7-2-5 19-5-11 7-2-5 26-8-0 7-2-5 31-6-12 4-10-12 36-8-0 5-1-4 37-8-0 1-0-0 6-4-011-5-01-5-011-5-012.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-1-8], [2:0-4-4,0-1-12], [6:0-4-4,0-1-12], [7:0-2-5,0-2-1] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.80 0.86 0.95 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.45 -0.83 0.07 (loc) 13-15 13-15 10 l/defl >959 >524 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 198 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E *Except* 14-16: 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 7-11,1-15,7-10: 2x3 SPF No.2, 1-16,8-10: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-15 oc purlins, except end verticals, and 2-0-0 oc purlins (4-3-8 max.): 2-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 15-16. WEBS 1 Row at midpt 3-15, 5-11, 1-16, 7-10 REACTIONS.(lb/size) 16=1788/Mechanical, 10=1889/0-3-8 Max Horz 16=-349(LC 4) Max Uplift16=-70(LC 4), 10=-51(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1167/206, 2-3=-764/203, 3-4=-1565/248, 4-5=-1565/248, 5-6=-1258/235, 6-7=-1871/258, 7-8=-445/174, 1-16=-1802/147, 8-10=-462/183 BOT CHORD 15-16=-194/305, 15-17=-208/1390, 14-17=-208/1390, 14-18=-208/1390, 13-18=-208/1390, 13-19=-173/1557, 12-19=-173/1557, 12-20=-173/1557, 11-20=-173/1557, 11-21=-4/1261, 21-22=-4/1261, 10-22=-4/1261 WEBS 2-15=-23/463, 3-15=-1194/226, 3-13=0/579, 5-11=-628/212, 6-11=-66/903, 1-15=-127/1181, 7-10=-1640/76 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) 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) 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) 16, 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) 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T28 Truss Type Piggyback Base Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474244 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:39 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-LEM8sEVX2H_?9hxqrY5frmZzyesFQRzOGmdD4tyjfWw Scale = 1:80.9 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10171819 20 21 22 4x6 5x6 3x6 5x6 3x4 3x8 5x8 3x4 3x4 3x4 3x8 4x6 4x8 3x6 3x16 MT18HS 4-8-0 4-8-0 15-10-8 11-2-8 27-1-0 11-2-8 36-8-0 9-7-0 4-8-0 4-8-0 12-1-11 7-5-11 19-7-5 7-5-11 27-1-0 7-5-11 31-9-4 4-8-4 36-8-0 4-10-12 37-8-0 1-0-0 6-4-011-0-01-5-011-0-012.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-1-8], [2:0-4-4,0-1-12], [6:0-4-4,0-1-12], [7:0-2-5,0-2-1] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.68 0.93 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.50 -0.92 0.08 (loc) 13-15 13-15 10 l/defl >875 >472 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 195 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E *Except* 14-16: 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 7-11,1-15,7-10: 2x3 SPF No.2, 1-16,8-10: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-6 oc purlins, except end verticals, and 2-0-0 oc purlins (4-1-9 max.): 2-6. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3-15, 5-11, 1-16, 7-10 REACTIONS.(lb/size) 16=1792/Mechanical, 10=1882/0-3-8 Max Horz 16=-339(LC 4) Max Uplift16=-83(LC 4), 10=-49(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1107/200, 2-3=-743/194, 3-4=-1628/245, 4-5=-1628/245, 5-6=-1269/231, 6-7=-1879/254, 7-8=-407/171, 1-16=-1821/143, 8-10=-434/180 BOT CHORD 15-16=-184/295, 15-17=-217/1437, 14-17=-217/1437, 14-18=-217/1437, 13-18=-217/1437, 13-19=-183/1615, 12-19=-183/1615, 12-20=-183/1615, 11-20=-183/1615, 11-21=-9/1255, 21-22=-9/1255, 10-22=-9/1255 WEBS 2-15=-22/441, 3-15=-1250/231, 3-13=0/589, 5-11=-676/213, 6-11=-62/910, 1-15=-131/1214, 7-10=-1680/73 NOTES-(12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) 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) 16, 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) 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T29 Truss Type Piggyback Base Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474245 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:39 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-LEM8sEVX2H_?9hxqrY5frmZzyesFQRzOGmdD4tyjfWw Scale = 1:80.9 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10171819 20 21 22 4x6 5x6 3x6 5x6 3x4 3x8 5x8 3x4 3x4 3x4 3x8 4x6 4x8 3x6 3x16 MT18HS 4-8-0 4-8-0 15-10-8 11-2-8 27-1-0 11-2-8 36-8-0 9-7-0 4-8-0 4-8-0 12-1-11 7-5-11 19-7-5 7-5-11 27-1-0 7-5-11 31-9-4 4-8-4 36-8-0 4-10-12 37-8-0 1-0-0 6-4-011-0-01-5-011-0-012.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-1-8], [2:0-4-4,0-1-12], [6:0-4-4,0-1-12], [7:0-2-5,0-2-1] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.68 0.93 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.50 -0.92 0.08 (loc) 13-15 13-15 10 l/defl >875 >472 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 195 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E *Except* 14-16: 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 7-11,1-15,7-10: 2x3 SPF No.2, 1-16,8-10: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-6 oc purlins, except end verticals, and 2-0-0 oc purlins (4-1-9 max.): 2-6. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3-15, 5-11, 1-16, 7-10 REACTIONS.(lb/size) 16=1792/Mechanical, 10=1882/0-3-8 Max Horz 16=-339(LC 4) Max Uplift16=-83(LC 4), 10=-49(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1107/200, 2-3=-743/194, 3-4=-1628/245, 4-5=-1628/245, 5-6=-1269/231, 6-7=-1879/254, 7-8=-407/171, 1-16=-1821/143, 8-10=-434/180 BOT CHORD 15-16=-184/295, 15-17=-217/1437, 14-17=-217/1437, 14-18=-217/1437, 13-18=-217/1437, 13-19=-183/1615, 12-19=-183/1615, 12-20=-183/1615, 11-20=-183/1615, 11-21=-9/1255, 21-22=-9/1255, 10-22=-9/1255 WEBS 2-15=-22/441, 3-15=-1250/231, 3-13=0/589, 5-11=-676/213, 6-11=-62/910, 1-15=-131/1214, 7-10=-1680/73 NOTES-(12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) 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) 16, 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) 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T30 Truss Type Piggyback Base Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474246 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:40 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-pRwX3aVApa6rnrW0PGcuN_68i2CT9uDYVQMmcJyjfWv Scale = 1:80.9 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10171819 20 21 22 4x6 5x6 3x6 5x6 3x4 3x8 5x8 3x4 3x4 3x4 3x8 4x6 4x8 3x6 3x16 MT18HS 4-8-0 4-8-0 15-10-8 11-2-8 27-1-0 11-2-8 36-8-0 9-7-0 4-8-0 4-8-0 12-1-11 7-5-11 19-7-5 7-5-11 27-1-0 7-5-11 31-9-4 4-8-4 36-8-0 4-10-12 37-8-0 1-0-0 6-4-011-0-01-5-011-0-012.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-1-8], [2:0-4-4,0-1-12], [6:0-4-4,0-1-12], [7:0-2-5,0-2-1] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.68 0.93 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.50 -0.92 0.08 (loc) 13-15 13-15 10 l/defl >875 >472 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 195 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E *Except* 14-16: 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 7-11,1-15,7-10: 2x3 SPF No.2, 1-16,8-10: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-6 oc purlins, except end verticals, and 2-0-0 oc purlins (4-1-9 max.): 2-6. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3-15, 5-11, 1-16, 7-10 REACTIONS.(lb/size) 16=1792/Mechanical, 10=1882/0-3-8 Max Horz 16=-339(LC 4) Max Uplift16=-83(LC 4), 10=-49(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1107/200, 2-3=-743/194, 3-4=-1628/245, 4-5=-1628/245, 5-6=-1269/231, 6-7=-1879/254, 7-8=-407/171, 1-16=-1821/143, 8-10=-434/180 BOT CHORD 15-16=-184/295, 15-17=-217/1437, 14-17=-217/1437, 14-18=-217/1437, 13-18=-217/1437, 13-19=-183/1615, 12-19=-183/1615, 12-20=-183/1615, 11-20=-183/1615, 11-21=-9/1255, 21-22=-9/1255, 10-22=-9/1255 WEBS 2-15=-22/441, 3-15=-1250/231, 3-13=0/589, 5-11=-676/213, 6-11=-62/910, 1-15=-131/1214, 7-10=-1680/73 NOTES-(12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) 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) 16, 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) 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T32 Truss Type Roof Special Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474247 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:40 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-pRwX3aVApa6rnrW0PGcuN_69R2N795tYVQMmcJyjfWv Scale = 1:58.6 1 2 3 4 5 6 7 13 12 11 10 9 8 3x6 4x6 5x6 5x12 2x4 3x4 3x4 3x4 3x4 3x4 5x8 2-1-8 2-1-8 3-7-8 1-6-0 6-0-0 2-4-8 6-7-0 0-7-0 12-7-0 6-0-0 2-1-8 2-1-8 3-7-8 1-6-0 6-0-0 2-4-8 6-7-0 0-7-0 12-7-0 6-0-0 13-7-0 1-0-0 2-11-05-0-87-5-01-5-07-5-012.00 12 Plate Offsets (X,Y)-- [2:0-4-4,0-1-12], [4:0-6-0,0-0-0], [6:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.63 0.25 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.09 0.00 (loc) 8-9 8-9 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 74 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-5: 2x6 SP No.1 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 1-13,6-8: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-3, 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 13=488/Mechanical, 8=564/0-3-8 Max Horz 13=-213(LC 4) Max Uplift13=-18(LC 7), 8=-41(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-300/94, 3-4=-340/135, 5-6=-456/95, 1-13=-472/66, 6-8=-504/112 BOT CHORD 10-11=-54/253 WEBS 3-11=-251/47, 1-12=-20/292 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) 13, 8. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T33 Truss Type Roof Special Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474248 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:41 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-IdUvHwWoauEiP?5Dzz77wBfLjSbauSKhk46K8lyjfWu Scale = 1:60.4 1 2 3 4 5 8 7 69 10 2x4 5x6 4x6 4x8 6x8 3x6 5x8 1-4-8 1-4-8 12-7-0 11-2-8 1-4-8 1-4-8 6-3-8 4-11-0 12-7-0 6-3-8 13-7-0 1-0-0 2-9-87-8-81-5-02-9-812.00 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) 0.53 0.74 0.53 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.40 -0.82 0.00 (loc) 6-7 6-7 6 l/defl >372 >180 n/a L/d 240 180 n/a PLATES MT20 Weight: 57 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x3 SPF No.2 *Except* 4-6: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 8=589/Mechanical, 6=674/0-3-8 Max Horz 8=-219(LC 4) Max Uplift8=-21(LC 7), 6=-41(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-1026/0, 1-2=-481/16, 2-3=-813/153, 3-4=-586/301, 4-6=-585/295 WEBS 1-7=0/1131, 2-7=-717/183, 3-7=-53/537 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T34 Truss Type Common Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474249 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:41 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-IdUvHwWoauEiP?5Dzz77wBfIYSjFuZMhk46K8lyjfWu Scale = 1:60.4 1 2 3 4 7 6 5 6x6 4x6 3x4 3x4 3x8 6x6 6-3-8 6-3-8 12-7-0 6-3-8 6-3-8 6-3-8 12-7-0 6-3-8 13-7-0 1-0-0 1-5-07-8-81-5-012.00 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) 0.74 0.25 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.08 0.00 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 54 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 1-7,3-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=488/0-3-8, 5=564/0-3-8 Max Horz 7=-202(LC 4) Max Uplift7=-20(LC 7), 5=-43(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-453/84, 2-3=-461/91, 1-7=-434/71, 3-5=-509/108 NOTES-(8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T35 Truss Type Half Hip Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474250 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:41 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-IdUvHwWoauEiP?5Dzz77wBfR3SmWua?hk46K8lyjfWu Scale = 1:26.9 1 2 3 4 7 6 5 2x4 3x4 2x4 3x4 4x6 3x6 2-5-8 2-5-8 4-0-0 1-6-8 -1-0-0 1-0-0 2-5-8 2-5-8 4-0-0 1-6-8 1-5-03-10-812.00 12 Plate Offsets (X,Y)-- [3:0-4-8,0-2-0] 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) 0.19 0.04 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 23 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-7: 2x4 SPF-S Stud 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=139/Mechanical, 7=229/0-3-8 Max Horz 7=122(LC 5) Max Uplift5=-57(LC 5), 7=-20(LC 6) 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) 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) 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss T36 Truss Type Roof Special Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474251 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:42 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-mp1HUFXQLCMZ09gPWheMTPBcSs6ld1CqykrtgByjfWt Scale: 1/2"=1' 1 2 3 4 5 6 9 8 7 4x6 4x6 4x8 4x8 2x4 3x4 2x4 1-11-8 1-11-8 4-0-0 2-0-8 -1-0-0 1-0-0 0-5-8 0-5-8 1-11-8 1-6-0 3-5-8 1-6-0 4-0-0 0-6-8 1-5-01-10-83-4-812.00 12 Plate Offsets (X,Y)-- [3:0-4-8,0-2-0], [5:Edge,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.15 0.04 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 8 8 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 22 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-9: 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, 5-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=139/Mechanical, 9=229/0-3-8 Max Horz 9=107(LC 5) Max Uplift7=-34(LC 5), 9=-29(LC 6) 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) -1-0-0 to 3-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss TG01 Truss Type PIGGYBACK BASE GIRDE Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474252 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:42 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-mp1HUFXQLCMZ09gPWheMTPBRKsv7doCqykrtgByjfWt Scale: 1/8"=1' 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 19 20 21 22 23 24 25 26 5x6 5x10 MT18HS 8x8 6x18 MT18HS 12x12 3x6 4x8 4x8 4x6 3x4 5x12 2x4 10x16 3x6 5x8 4x8 5x10 MT18HS 9-7-0 9-7-0 20-10-0 11-3-0 27-5-0 6-7-0 33-5-0 6-0-0 41-7-0 8-2-0 -1-0-0 1-0-0 4-11-4 4-11-4 9-7-0 4-7-12 15-2-8 5-7-8 20-10-0 5-7-8 27-5-0 6-7-0 33-5-0 6-0-0 36-0-0 2-7-0 41-7-0 5-7-0 1-5-04-5-07-0-011-0-01-5-011-0-012.00 12 Plate Offsets (X,Y)-- [4:0-2-8,Edge], [6:0-7-4,0-2-0], [7:0-5-4,0-4-4], [9:Edge,0-3-8], [12:0-2-0,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix-M) 0.86 0.85 1.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.44 -0.95 0.11 (loc) 12-13 12-13 11 l/defl >999 >523 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 270 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 6-7,8-9: 2x4 SPF 2100F 1.8E, 7-8: 2x6 SP No.1 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 3-17,7-12,3-18,9-11: 2x4 SPF-S Stud, 9-12: 2x4 SPF 2100F 1.8E BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (3-3-14 max.): 4-6, 7-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-17, 7-12, 8-12, 3-18 2 Rows at 1/3 pts 7-15, 9-11 REACTIONS.(lb/size) 11=2496/0-3-8 (req. 0-3-15), 18=2242/0-3-8 Max Horz 18=277(LC 4) Max Uplift11=-168(LC 6), 18=-84(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-516/167, 3-4=-2361/168, 4-5=-1605/169, 5-6=-2334/241, 6-7=-3417/229, 7-19=-4378/330, 8-19=-4378/330, 8-9=-6431/539, 9-10=-617/218, 2-18=-513/178, 10-11=-521/189 BOT CHORD 18-20=-218/1573, 20-21=-218/1573, 17-21=-218/1573, 17-22=-156/2062, 16-22=-156/2062, 16-23=-156/2062, 15-23=-156/2062, 14-15=-318/5967, 13-14=-318/5967, 13-24=-317/5985, 12-24=-317/5985, 12-25=-55/1878, 25-26=-55/1878, 11-26=-55/1878 WEBS 4-17=-58/1309, 5-17=-1049/203, 5-15=-74/638, 6-15=-48/1968, 7-15=-4253/452, 7-13=0/502, 7-12=-1944/113, 8-12=-4705/452, 9-12=-483/6960, 3-18=-2055/38, 9-11=-2392/74 NOTES-(14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) WARNING: Required bearing size at joint(s) 11 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18 except (jt=lb) 11=168. 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) 72 lb down and 77 lb up at 30-4-4 on top chord, and 825 lb down and 60 lb up at 30-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 ARCHITECT OR BLDG DESIGNER TO VERIFYDESIGN LOAD ACCOUNTS FOR DRIFTING SNOW. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss TG01 Truss Type PIGGYBACK BASE GIRDE Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474252 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:42 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-mp1HUFXQLCMZ09gPWheMTPBRKsv7doCqykrtgByjfWt 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-4=-60, 4-6=-60, 6-7=-60, 7-8=-60, 8-9=-60, 9-10=-60, 18-20=-20, 20-21=-60, 21-22=-20, 22-23=-60, 23-25=-20, 25-26=-60, 11-26=-20 Concentrated Loads (lb) Vert: 19=-32(F) 24=-825(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 115_WOODS_AT_SHELBOR~E Truss TG02 Truss Type PIGGYBACK BASE GIRDE Qty 1 Ply 2 115 Woods at Shelborne Job Reference (optional) I34474253 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:43 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-E0bfibY26VUQeJFb4O9b?ckaPFJ?MH3_BObRDeyjfWs Scale = 1:94.3 12 3 4 5 6 7 8 9 10 11 21 20 19 18 17 16 15 14 13 1222 23 24 25 26 27 7x16 MT18HS 3x6 7x16 MT18HS 8x14 MT18HS 3x12 4x8 8x10 8x16 6x8 5x8 2x4 3x4 2x4 5x8 6x8 8x10 8x16 8x14 MT18HS 3x12 4x8 4-11-4 4-11-4 9-7-0 4-7-12 15-2-4 5-7-4 26-4-12 11-2-8 32-0-0 5-7-4 36-7-12 4-7-12 41-7-0 4-11-4 -1-0-0 1-0-0 4-11-4 4-11-4 9-7-0 4-7-12 15-2-4 5-7-4 20-9-8 5-7-4 26-4-12 5-7-4 32-0-0 5-7-4 36-7-12 4-7-12 41-7-0 4-11-4 1-5-011-0-01-5-011-0-012.00 12 Plate Offsets (X,Y)-- [2:0-4-4,Edge], [4:1-0-12,0-1-8], [9:1-0-12,0-1-8], [11:0-4-4,Edge], [13:0-5-8,Edge], [14:0-3-8,0-3-0], [19:0-3-8,0-3-0], [20:0-5-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.97 0.62 0.89 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.17 -0.33 0.07 (loc) 16-17 16-17 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 594 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF No.2 *Except* 3-19,10-14: 2x4 SPF-S Stud, 2-21,11-12: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (5-11-6 max.): 4-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 10-14 REACTIONS.(lb/size) 21=2975/0-3-8, 12=10370/0-3-8 (req. 0-6-2) Max Horz 21=278(LC 4) Max Uplift21=-131(LC 4), 12=-684(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3158/195, 3-4=-3278/294, 4-5=-3245/298, 5-6=-3244/298, 6-7=-4286/379, 7-8=-4286/379, 8-9=-4287/379, 9-10=-6148/519, 10-11=-10533/766, 2-21=-2893/154, 11-12=-9242/652 BOT CHORD 20-21=-285/270, 19-20=-313/2159, 19-22=-281/2239, 18-22=-281/2239, 17-18=-281/2239, 17-23=-385/3853, 23-24=-385/3853, 16-24=-385/3853, 15-16=-322/4325, 15-25=-322/4325, 14-25=-322/4325, 13-14=-483/7371, 13-26=-56/689, 26-27=-56/689, 12-27=-56/689 WEBS 3-20=-470/90, 4-17=-258/2201, 5-17=-343/153, 6-17=-1351/225, 6-16=-92/977, 8-16=-332/154, 9-16=-312/219, 9-14=-389/4043, 10-14=-4937/538, 10-13=-520/6698, 2-20=-83/2055, 11-13=-470/6900 NOTES-(15-16) 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 - 2 rows staggered at 0-3-0 oc, Except member 19-3 2x4 - 1 row at 0-9-0 oc, member 19-4 2x4 - 1 row at 0-9-0 oc, member 17-4 2x4 - 1 row at 0-9-0 oc, member 5-17 2x4 - 1 row at 0-9-0 oc, member 17-6 2x4 - 1 row at 0-9-0 oc, member 16-6 2x4 - 1 row at 0-9-0 oc, member 8-16 2x4 - 1 row at 0-9-0 oc, member 16-9 2x4 - 1 row at 0-9-0 oc, member 14-9 2x4 - 1 row at 0-9-0 oc, member 14-10 2x4 - 1 row at 0-9-0 oc, member 20-2 2x4 - 1 row at 0-9-0 oc, member 13-11 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) All plates are MT20 plates unless otherwise indicated. 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) WARNING: Required bearing size at joint(s) 12 greater than input bearing size. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 21=131, 12=684. 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.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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss TG02 Truss Type PIGGYBACK BASE GIRDE Qty 1 Ply 2 115 Woods at Shelborne Job Reference (optional) I34474253 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:44 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-iC91vxZgtpcHGTqoe6gqYqHl8feE5kJ7Q2K_l4yjfWr NOTES-(15-16) 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 8187 lb down and 654 lb up at 36-9-8, and 622 lb down and 30 lb up at 38-10-4, and 627 lb down and 27 lb up at 40-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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, 2-4=-60, 4-9=-60, 9-11=-60, 19-21=-20, 19-22=-60, 22-23=-20, 23-24=-60, 24-25=-20, 14-25=-60, 12-14=-20 Concentrated Loads (lb) Vert: 13=-8187(B) 26=-622(B) 27=-627(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 115_WOODS_AT_SHELBOR~E Truss TG03 Truss Type Half Hip Girder Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474254 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:44 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-iC91vxZgtpcHGTqoe6gqYqHzYfnX5x37Q2K_l4yjfWr Scale = 1:11.2 1 2 3 4 7 6 5 4x6 3x4 2x4 2x4 3x4 1-0-0 1-0-0 2-0-0 1-0-0 -1-0-0 1-0-0 0-3-12 0-3-12 2-0-0 1-8-4 1-1-01-3-88.00 12 Plate Offsets (X,Y)-- [3:0-2-3,0-2-0] 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) 0.11 0.02 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 6 7 5 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-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 5=45/Mechanical, 7=158/0-3-8 Max Horz 7=39(LC 4) Max Uplift5=-16(LC 10), 7=-36(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) 1 lb down and 11 lb up at 0-3-12 on top chord, and 10 lb down at 0-1-12 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=-20, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 7=-4(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss TG04 Truss Type Half Hip Girder Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474255 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:44 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-iC91vxZgtpcHGTqoe6gqYqHzYfnO5x57Q2K_l4yjfWr Scale: 1"=1' 1 2 3 4 7 6 5 8 4x6 2x4 2x4 3x4 3x4 2x4 1-0-0 1-0-0 2-0-0 1-0-0 -1-0-0 1-0-0 0-6-6 0-6-6 2-0-0 1-5-10 1-1-01-5-48.00 12 Plate Offsets (X,Y)-- [3:0-3-12,0-2-0] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.11 0.03 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 7 7 5 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-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 5=47/Mechanical, 7=166/0-3-8 Max Horz 7=44(LC 4) Max Uplift5=-20(LC 4), 7=-36(LC 5) Max Grav 5=48(LC 2), 7=166(LC 1) 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) 2 lb down and 19 lb up at 0-6-6 on top chord, and 15 lb down at 0-7-2 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=-8(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss TG05 Truss Type Hip Girder Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474256 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:45 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-AOjQ7HZIe7k8tcP_CpC341p_3346qJ9Hei4XHWyjfWq Scale = 1:39.9 1 2 3 4 5 6 11 10 9 8 7 12 13 14 15 16 17 18 19 20 21 22 6x8 4x6 3x4 4x6 4x6 4x8 5x6 3x4 5x6 4-8-9 4-8-9 11-10-7 7-1-14 16-7-0 4-8-9 -1-0-0 1-0-0 4-8-9 4-8-9 11-10-7 7-1-14 16-7-0 4-8-9 17-7-0 1-0-0 1-3-85-5-01-3-85-5-010.50 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-12], [3:0-4-8,0-1-8], [5:0-3-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.77 0.19 0.34 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.06 0.01 (loc) 9-11 8-9 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 93 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* 3-8: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins, except end verticals, and 2-0-0 oc purlins (4-10-12 max.): 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-8 REACTIONS.(lb/size) 11=1078/0-3-8, 7=1147/0-3-8 Max Horz 11=131(LC 4) Max Uplift11=-470(LC 5), 7=-467(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1034/450, 3-12=-739/384, 12-13=-739/384, 13-14=-739/384, 4-14=-739/384, 4-5=-1054/436, 2-11=-948/392, 5-7=-962/382 BOT CHORD 9-17=-374/722, 17-18=-374/722, 18-19=-374/722, 8-19=-374/722 WEBS 3-9=-71/311, 4-8=-77/324, 2-9=-350/626, 5-8=-348/629 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) 11=470, 7=467. 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) 58 lb down and 101 lb up at 6-0-12, and 58 lb down and 101 lb up at 8-0-12, and 58 lb down and 101 lb up at 10-0-12 on top chord, and 126 lb down and 152 lb up at 2-0-12, 119 lb down and 90 lb up at 4-0-12, 35 lb down and 23 lb up at 6-0-12, 35 lb down and 23 lb up at 8-0-12, 35 lb down and 23 lb up at 10-0-12, 121 lb down and 100 lb up at 12-0-12, and 119 lb down and 61 lb up at 14-0-12, and 107 lb down and 93 lb up at 15-3-8 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 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss TG05 Truss Type Hip Girder Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474256 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:45 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-AOjQ7HZIe7k8tcP_CpC341p_3346qJ9Hei4XHWyjfWq LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 4-5=-60, 5-6=-60, 7-11=-20 Concentrated Loads (lb) Vert: 12=-42(B) 13=-42(B) 14=-42(B) 15=-126(B) 16=-119(B) 17=-22(B) 18=-22(B) 19=-22(B) 20=-121(B) 21=-119(B) 22=-107(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 115_WOODS_AT_SHELBOR~E Truss TG06 Truss Type COMMON GIRDER Qty 1 Ply 2 115 Woods at Shelborne Job Reference (optional) I34474257 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:46 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-eaHoKdawPQs?Vm_AlXjIdFM7xTM_ZgKQtMp5pzyjfWp Scale = 1:66.2 1 2 3 4 5 6 7 12 11 10 9 8 13 14 15 16 17 18 19 20 10x10 5x8 10x10 6x8 3x4 6x8 3x8 3x4 6x8 3x8 5-7-3 5-7-3 10-11-13 5-4-11 16-7-0 5-7-3 2-10-13 2-10-13 5-7-3 2-8-5 8-3-8 2-8-5 10-11-13 2-8-5 13-8-3 2-8-5 16-7-0 2-10-13 1-3-88-6-91-3-810.50 12 Plate Offsets (X,Y)-- [1:Edge,0-2-12], [2:0-2-8,0-1-8], [6:0-2-8,0-1-8], [7:Edge,0-2-8], [9:0-3-8,0-2-0] 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) 0.89 0.47 0.73 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.15 0.02 (loc) 8-9 8-9 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 224 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x8 SP 2400F 2.0E WEBS 2x3 SPF No.2 *Except* 1-12: 2x4 SPF 2100F 1.8E, 7-8: 2x4 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 12=5810/0-3-8 (req. 0-4-9), 8=8207/Mechanical Max Horz 12=-197(LC 3) Max Uplift12=-1055(LC 6), 8=-637(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1114/172, 2-13=-7111/1400, 3-13=-5647/705, 3-14=-7371/1215, 4-14=-6154/1127, 4-15=-6642/798, 5-15=-7819/815, 5-16=-6111/691, 6-16=-7322/728, 6-7=-2004/200, 1-12=-737/77, 7-8=-1365/150 BOT CHORD 11-12=-1011/4760, 10-11=-1011/4760, 10-17=-469/3953, 17-18=-469/3953, 9-18=-469/3953, 9-19=-431/4953, 19-20=-431/4953, 8-20=-431/4953 WEBS 4-9=-269/3982, 5-9=-2662/197, 6-9=-107/458, 4-10=-964/2537, 3-10=-2713/796, 2-10=-176/409, 2-12=-6176/1244, 6-8=-5502/534 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 0-2-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x3 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) 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=1055, 8=637. 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2187 lb down and 1099 lb up at 4-0-12, 1742 lb down and 196 lb up at 6-0-12, 1765 lb down and 135 lb up at 8-3-8, and 1772 lb down and 81 lb up at 10-0-12, and 1776 lb down and 93 lb up at 12-0-12 on top chord, and 1776 lb down and 91 lb up at 14-0-12, and 1776 lb down and 91 lb up at 15-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss TG06 Truss Type COMMON GIRDER Qty 1 Ply 2 115 Woods at Shelborne Job Reference (optional) I34474257 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:46 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-eaHoKdawPQs?Vm_AlXjIdFM7xTM_ZgKQtMp5pzyjfWp 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: 1-4=-60, 4-7=-60, 12-17=-20, 17-18=-60, 8-18=-20 Concentrated Loads (lb) Vert: 4=-1740(F) 13=-2147(F) 14=-1702(F) 15=-1732(F) 16=-1736(F) 19=-1776(F) 20=-1776(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 115_WOODS_AT_SHELBOR~E Truss TG07 Truss Type Half Hip Girder Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474258 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:46 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-eaHoKdawPQs?Vm_AlXjIdFMJ?TSwZr_QtMp5pzyjfWp Scale = 1:21.8 1 2 3 4 7 6 5 4x8 2x4 3x4 2x4 3x4 3x6 1-7-8 1-7-8 4-0-0 2-4-8 -1-0-0 1-0-0 1-7-8 1-7-8 4-0-0 2-4-8 1-5-03-0-812.00 12 Plate Offsets (X,Y)-- [3:0-6-8,0-2-0] 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) 0.11 0.09 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 22 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=146/Mechanical, 7=226/0-3-8 Max Horz 7=97(LC 4) Max Uplift5=-140(LC 4), 7=-77(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) 7 except (jt=lb) 5=140. 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) 82 lb down and 66 lb up at 1-7-8, and 32 lb down and 46 lb up at 3-10-4 on top chord, and 5 lb down and 51 lb up at 1-7-8, and 13 lb down and 24 lb up at 3-10-4 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: 4=-4(F) 5=-5(F) 6=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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss TG08 Truss Type Half Hip Girder Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474259 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:46 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-eaHoKdawPQs?Vm_AlXjIdFMIBTS?ZruQtMp5pzyjfWp Scale = 1:17.6 1 2 3 4 7 6 5 8 9 10 4x6 2x4 2x4 3x8 3x4 3x6 2-0-0 2-0-0 4-0-0 2-0-0 -1-0-0 1-0-0 0-11-6 0-11-6 4-0-0 3-0-10 1-5-02-4-712.00 12 Plate Offsets (X,Y)-- [3:0-4-8,0-2-0] 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) 0.17 0.09 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 20 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=127/Mechanical, 7=196/0-3-8 Max Horz 7=76(LC 4) Max Uplift5=-81(LC 4), 7=-110(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 except (jt=lb) 7=110. 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) 72 lb down and 98 lb up at 0-11-7, and 44 lb down and 16 lb up at 3-0-2 on top chord, and 4 lb down and 67 lb up at 0-11-7, and 2 lb down and 35 lb up at 3-0-2 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: 3=32(B) 9=7(B) 10=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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss TG09 Truss Type Roof Special Girder Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474260 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:47 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-6nrAXzbZAk_s7wYNJEEXASvHHtfLI48a60ZeMPyjfWo Scale = 1:92.4 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 3x12 5x12 3x16 MT18HS 6x16 6x18 MT18HS 10x16 MT18HS 5x8 5x8 6x16 2x4 2x4 12x12 3x8 4x6 6x16 5x8 8-10-8 8-10-8 17-9-0 8-10-8 24-8-0 6-11-0 32-8-0 8-0-0 36-8-0 4-0-0 8-10-8 8-10-8 17-9-0 8-10-8 21-2-8 3-5-8 24-8-0 3-5-8 32-8-0 8-0-0 36-8-0 4-0-0 37-8-0 1-0-0 5-5-08-10-81-5-05-5-012.00 12 Plate Offsets (X,Y)-- [6:0-3-8,Edge], [7:0-5-0,0-1-12], [8:0-2-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.91 0.66 0.95 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.45 -0.79 0.11 (loc) 12-14 12-14 10 l/defl >972 >549 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 221 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E *Except* 1-3,3-4: 2x4 SP 2400F 2.0E, 7-9: 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 1-17,1-16,4-16,4-12,6-11: 2x4 SPF No.2, 5-12: 2x4 SPF 2100F 1.8E BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-6 oc purlins, except end verticals, and 2-0-0 oc purlins (3-3-3 max.): 1-4, 6-7. BOT CHORD Structural wood sheathing directly applied or 6-0-2 oc bracing. WEBS 1 Row at midpt 1-17, 1-16, 4-16, 5-12, 6-12, 6-11 2 Rows at 1/3 pts 4-12 REACTIONS.(lb/size) 17=2209/Mechanical, 10=2266/0-3-8 (req. 0-3-9) Max Horz 17=-275(LC 3) Max Uplift17=-1087(LC 3), 10=-962(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-2078/1074, 1-18=-3106/1431, 18-19=-3106/1431, 19-20=-3106/1431, 20-21=-3106/1431, 2-21=-3106/1431, 2-22=-3106/1431, 22-23=-3106/1431, 3-23=-3106/1431, 3-24=-3107/1432, 4-24=-3109/1432, 4-25=-2484/1149, 25-26=-2344/1080, 5-26=-2235/1013, 5-27=-5092/2270, 6-27=-5282/2319, 6-28=-1646/787, 28-29=-1646/787, 29-30=-1646/787, 7-30=-1646/787, 7-31=-2184/1001, 8-31=-2361/1018, 8-10=-2232/958 BOT CHORD 16-36=-1706/4219, 36-37=-1706/4219, 37-38=-1706/4219, 15-38=-1706/4219, 15-39=-1706/4219, 14-39=-1706/4219, 14-40=-1710/4211, 13-40=-1710/4211, 13-41=-1710/4211, 12-41=-1710/4211, 12-42=-1509/3707, 42-43=-1509/3707, 43-44=-1509/3707, 11-44=-1509/3707 WEBS 1-16=-1660/3533, 2-16=-845/666, 4-16=-1279/446, 4-14=0/512, 4-12=-3155/1336, 5-12=-2336/5372, 6-12=-2898/1522, 6-11=-2444/958, 7-11=-345/1090, 8-11=-718/1620 NOTES-(16-17) 1) Unbalanced roof live loads have been considered for this design. 2) 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) The Fabrication Tolerance at joint 6 = 0% 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) 10 greater than input bearing size. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 17=1087, 10=962. 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss TG09 Truss Type Roof Special Girder Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474260 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:47 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-6nrAXzbZAk_s7wYNJEEXASvHHtfLI48a60ZeMPyjfWo NOTES-(16-17) 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 86 lb down and 101 lb up at 0-8-12, 82 lb down and 101 lb up at 2-8-12, 82 lb down and 101 lb up at 4-8-12, 82 lb down and 101 lb up at 6-8-12, 82 lb down and 101 lb up at 8-8-12, 82 lb down and 101 lb up at 10-8-12, 82 lb down and 101 lb up at 12-8-12, 124 lb down and 124 lb up at 14-8-12, 124 lb down and 124 lb up at 16-8-12, 124 lb down and 140 lb up at 18-8-12, 113 lb down and 134 lb up at 20-8-12, 124 lb down and 140 lb up at 22-8-12, 124 lb down and 124 lb up at 24-8-0, 124 lb down and 124 lb up at 26-8-12, 82 lb down and 101 lb up at 28-8-12, 82 lb down and 101 lb up at 30-8-12, and 82 lb down and 101 lb up at 32-8-0, and 81 lb down and 82 lb up at 34-8-12 on top chord, and 43 lb down and 20 lb up at 0-8-12, 35 lb down and 23 lb up at 2-8-12, 35 lb down and 23 lb up at 4-8-12, 35 lb down and 23 lb up at 6-8-12, 35 lb down and 23 lb up at 8-8-12, 35 lb down and 23 lb up at 10-8-12, 35 lb down and 23 lb up at 12-8-12, 56 lb down at 14-8-12, 56 lb down at 16-8-12, 56 lb down at 18-8-12, 56 lb down at 20-8-12, 56 lb down at 22-8-12, 56 lb down at 24-8-12, 56 lb down at 26-8-12, 35 lb down and 23 lb up at 28-8-12, 35 lb down and 23 lb up at 30-8-12, and 35 lb down and 23 lb up at 32-7-4, and 31 lb down and 33 lb up at 34-8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 16) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 17) It is 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: 1-4=-60, 4-5=-60, 5-6=-60, 6-7=-60, 7-8=-60, 8-9=-60, 10-17=-20 Concentrated Loads (lb) Vert: 3=-84(F) 6=-84(F) 7=-42(F) 16=-22(F) 2=-42(F) 12=-28(F) 11=-22(F) 13=-28(F) 18=-54(F) 19=-42(F) 20=-42(F) 21=-42(F) 22=-42(F) 23=-42(F) 24=-84(F) 25=-84(F) 26=-84(F) 27=-84(F) 28=-84(F) 29=-42(F) 30=-42(F) 31=-41(F) 32=-26(F) 33=-22(F) 34=-22(F) 35=-22(F) 36=-22(F) 37=-22(F) 38=-28(F) 39=-28(F) 40=-28(F) 41=-28(F) 42=-28(F) 43=-22(F) 44=-22(F) 45=-19(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 115_WOODS_AT_SHELBOR~E Truss TG10 Truss Type Half Hip Girder Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474261 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:48 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-azPYlJcBw26jk47ZtxlmigRcFG581lGjLgIBuryjfWn Scale = 1:23.3 1 2 3 6 4 7 5 3x6 3x4 3x6 1-10-8 1-10-8 4-0-0 2-1-8 -1-0-0 1-0-0 1-10-8 1-10-8 4-0-0 2-1-8 1-5-03-3-83-0-03-3-812.00 12 Plate Offsets (X,Y)-- [3:0-4-4,0-1-12] 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) 0.26 0.30 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.04 -0.04 -0.10 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=101/Mechanical, 6=229/0-3-8, 5=39/Mechanical Max Horz 6=86(LC 5) Max Uplift4=-65(LC 4), 6=-73(LC 5), 5=-21(LC 5) Max Grav 4=101(LC 1), 6=229(LC 1), 5=71(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6, 5. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 84 lb down and 80 lb up at 1-10-8 on top chord, and 5 lb down and 61 lb up at 1-10-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-6=-20 Concentrated Loads (lb) Vert: 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss TG11 Truss Type Roof Special Girder Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474262 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:48 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-azPYlJcBw26jk47ZtxlmigRckG8O1iIjLgIBuryjfWn Scale = 1:40.2 1 2 3 4 5 6 7 12 11 10 9 8 13 14 15 16 17 18 19 3x6 4x6 4x6 4x6 4x8 2x4 2x4 3x8 3x8 3x4 4x6 2-6-0 2-6-0 4-0-0 1-6-0 8-7-0 4-7-0 12-7-0 4-0-0 1-0-0 1-0-0 2-6-0 1-6-0 4-0-0 1-6-0 8-7-0 4-7-0 12-7-0 4-0-0 13-7-0 1-0-0 2-11-03-11-05-5-01-5-05-5-012.00 12 Plate Offsets (X,Y)-- [2:0-4-4,0-1-12], [4:0-4-4,0-1-12], [5:0-6-4,0-1-12] 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) 0.29 0.09 0.25 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.00 (loc) 10 9-10 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 84 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, 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 12=817/Mechanical, 8=788/0-3-8 Max Horz 12=-165(LC 3) Max Uplift12=-293(LC 5), 8=-338(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-431/194, 2-3=-360/181, 3-4=-560/283, 4-13=-406/239, 13-14=-406/239, 5-14=-406/239, 5-6=-661/310, 1-12=-686/270, 6-8=-694/298 BOT CHORD 11-16=-216/398, 10-16=-216/398, 10-17=-204/410, 17-18=-204/410, 9-18=-204/410 WEBS 3-11=-426/199, 1-11=-209/466, 6-9=-220/360 NOTES-(13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 12=293, 8=338. 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) 54 lb down and 101 lb up at 4-6-4, and 58 lb down and 101 lb up at 6-6-4, and 61 lb down and 101 lb up at 8-7-0 on top chord, and 126 lb down and 42 lb up at 0-6-4, 119 lb down and 69 lb up at 2-6-4, 35 lb down and 23 lb up at 4-6-4, 35 lb down and 23 lb up at 6-6-4, and 35 lb down and 23 lb up at 8-6-4, and 117 lb down and 124 lb up at 10-6-4 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). 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 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss TG11 Truss Type Roof Special Girder Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474262 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:48 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-azPYlJcBw26jk47ZtxlmigRckG8O1iIjLgIBuryjfWn LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 4-5=-60, 5-6=-60, 6-7=-60, 8-12=-20 Concentrated Loads (lb) Vert: 5=-42(F) 9=-22(F) 13=-42(F) 14=-42(F) 15=-126(F) 16=-119(F) 17=-22(F) 18=-22(F) 19=-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 115_WOODS_AT_SHELBOR~E Truss TG12 Truss Type Hip Girder Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474263 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:49 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-39ywyfcphLEaMEilRfG?Ft_gigMXm3CsZK2lQHyjfWm Scale = 1:23.5 1 2 3 4 8 7 6 5 9 10 11 12 13 14 15 16 4x6 4x10 4x6 4x6 2x4 2x4 8x8 8x8 1-4-8 1-4-8 6-10-8 5-6-0 8-3-0 1-4-8 1-4-8 1-4-8 6-10-8 5-6-0 8-3-0 1-4-8 1-5-02-9-81-5-02-9-812.00 12 Plate Offsets (X,Y)-- [2:0-8-8,0-2-0], [3:0-4-8,0-2-0], [7:0-3-8,0-4-0] 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) 0.73 0.61 0.60 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.09 0.01 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 44 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 5-3-15 oc purlins, except end verticals, and 2-0-0 oc purlins (4-8-7 max.): 2-3. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 8=1174/0-3-8, 5=1285/0-3-8 Max Horz 8=-68(LC 3) Max Uplift8=-361(LC 3), 5=-262(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1230/389, 2-9=-870/216, 9-10=-870/216, 10-11=-870/216, 3-11=-870/216, 3-4=-1209/278, 1-8=-1594/487, 4-5=-1567/341 BOT CHORD 7-12=-316/885, 12-13=-316/885, 13-14=-316/885, 14-15=-316/885, 15-16=-316/885, 6-16=-316/885 WEBS 2-7=-244/682, 3-6=-127/664, 1-7=-355/1092, 4-6=-252/1073 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) 8=361, 5=262. 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) 52 lb down and 12 lb up at 1-4-8, 45 lb down and 29 lb up at 2-0-12, 48 lb down and 29 lb up at 4-0-12, and 46 lb down and 29 lb up at 6-0-12, and 51 lb down and 13 lb up at 6-10-8 on top chord, and 2 lb down and 28 lb up at 1-4-8, 2 lb down and 43 lb up at 2-0-12, 797 lb down and 309 lb up at 2-6-12, 2 lb down and 43 lb up at 4-0-12, 468 lb down and 30 lb up at 4-6-12, 2 lb down and 43 lb up at 6-0-12, and 569 lb down and 33 lb up at 6-9-12, and 2 lb down and 28 lb up at 6-10-8 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 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss TG12 Truss Type Hip Girder Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474263 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:49 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-39ywyfcphLEaMEilRfG?Ft_gigMXm3CsZK2lQHyjfWm LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-8=-20 Concentrated Loads (lb) Vert: 7=3(B) 6=-566(F=-569, B=3) 12=2(B) 13=-797(F) 14=2(B) 15=-468(F) 16=2(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 115_WOODS_AT_SHELBOR~E Truss TG13 Truss Type Half Hip Girder Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474264 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:49 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-39ywyfcphLEaMEilRfG?Ft_qFgVomCksZK2lQHyjfWm Scale: 1/2"=1' 1 2 3 4 7 6 5 2x4 4x6 2x4 3x4 4x8 3x6 2-0-0 2-0-0 4-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 4-0-0 2-0-0 1-5-03-5-012.00 12 Plate Offsets (X,Y)-- [3:0-6-8,0-2-0] 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) 0.11 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: 28 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=106(LC 4) Max Uplift5=-110(LC 4), 7=-83(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) 7 except (jt=lb) 5=110. 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) 84 lb down and 89 lb up at 2-0-0 on top chord, and 5 lb down and 60 lb up at 2-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss V01 Truss Type GABLE Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474265 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:50 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-XMWJA?dRSfMR_OHx_MnEn5X0D4qDVd00o_nIzkyjfWl Scale = 1:68.4 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 103x4 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 16-6-12 16-6-12 8-3-6 8-3-6 16-6-12 8-3-6 0-0-48-3-60-0-412.00 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) 0.04 0.07 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: 68 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 1-16: 2x4 SPF-S Stud 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 16-6-12. (lb) - Max Horz 1=-184(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 9, 14, 15, 17, 12, 11, 10 Max Grav All reactions 250 lb or less at joint(s) 1, 9, 13, 14, 15, 17, 12, 11, 10 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, 9, 14, 15, 17, 12, 11, 10. 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss V02 Truss Type Valley Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474266 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:50 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-XMWJA?dRSfMR_OHx_MnEn5XxF4pEVer0o_nIzkyjfWl Scale = 1:50.0 1 2 3 4 5 8 7 69 103x4 5x6 3x4 2x4 2x4 2x4 2x4 2x4 0-0-4 0-0-4 12-6-12 12-6-8 6-3-6 6-3-6 12-6-12 6-3-6 0-0-46-3-60-0-412.00 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) 0.35 0.13 0.12 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 36 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 12-6-4. (lb) - Max Horz 1=139(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-149(LC 6), 6=-149(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=372(LC 1), 8=322(LC 10), 6=322(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=149, 6=149. 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 27,2018 Job 115_WOODS_AT_SHELBOR~E Truss V03 Truss Type Valley Qty 1 Ply 1 115 Woods at Shelborne Job Reference (optional) I34474267 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Aug 27 11:41:50 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:yGoGsL0yhcOi5Y_ziSPV3myjhIl-XMWJA?dRSfMR_OHx_MnEn5XuJ4m5Vej0o_nIzkyjfWl Scale = 1:36.0 1 2 3 42x4 3x4 2x4 2x4 0-0-4 0-0-4 8-6-12 8-6-8 4-3-6 4-3-6 8-6-12 4-3-6 0-0-44-3-60-0-412.00 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) 0.54 0.33 0.07 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: 19 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=193/8-6-4, 3=193/8-6-4, 4=260/8-6-4 Max Horz 1=94(LC 5) Max Uplift1=-33(LC 7), 3=-33(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 27,2018 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.