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HomeMy WebLinkAboutI32976329.62_Bear_creek_estatesRe: Liu, Xuegang Pages or sheets covered by this seal: I32976329 thru I32976394 My license renewal date for the state of Indiana is July 31, 2018. 62_Bear_creek_estates 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: 62 bear creek estates The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild (CarterLee Bldg Components). 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss GE01 Truss Type GABLE Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976329 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:46 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-QFRQhp7FrcK_?J1zpDALm2W7uyJ?eZyDbyTTHczSOeh Scale = 1:61.9 Sheet Back Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 2x4 3x4 3x6 2x4 3x4 3x6 2x4 6x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 19-11-0 19-11-0 -1-0-0 1-0-0 7-7-14 7-7-14 12-3-2 4-7-4 19-11-0 7-7-14 20-11-0 1-0-0 1-3-07-5-137-7-91-3-07-5-1310.00 12 Plate Offsets (X,Y)-- [8:0-3-15,Edge], [12:0-3-0,0-2-1], [32:0-2-2,0-1-8] 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) 0.20 0.09 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 19 19 20 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 315 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 8-12. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 19-11-0. (lb) - Max Horz 36=-183(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 20, 30, 31, 33, 34, 28, 27, 24, 23, 22, 21 except 36=-192(LC 4), 35=-169(LC 5) Max Grav All reactions 250 lb or less at joint(s) 36, 20, 29, 30, 31, 33, 34, 35, 28, 27, 26, 25, 24, 23, 22, 21 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 30, 31, 33, 34, 28, 27, 24, 23, 22, 21 except (jt=lb) 36=192, 35=169. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss GE02 Truss Type GABLE Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976330 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:46 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-QFRQhp7FrcK_?J1zpDALm2W9WyKUeaWDbyTTHczSOeh Scale = 1:20.1 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 12 11 10 9 8 3x8 4x6 3x8 2x4 2x4 2x4 2x4 2x4 8-6-0 8-6-0 -1-0-0 1-0-0 4-3-0 4-3-0 8-6-0 4-3-0 9-6-0 1-0-0 0-9-02-2-00-9-04.00 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) 0.09 0.06 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 7 7 8 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 10-0-0 oc bracing. REACTIONS.All bearings 8-6-0. (lb) - Max Horz 12=23(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 12, 8, 11, 9 Max Grav All reactions 250 lb or less at joint(s) 12, 8, 10, 11, 9 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) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 8, 11, 9. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss GE03 Truss Type GABLE Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976331 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:47 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-uS?ou97tcwSrdTbAMxhaIF2KDLeTN1hMpcC1p2zSOeg Scale = 1:19.5 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 9 8 7 6 3x6 2x4 2x4 2x4 2x4 2x4 2x4 -1-0-0 1-0-0 6-0-0 6-0-0 0-8-82-5-83.50 12 Plate Offsets (X,Y)-- [6:0-2-0,0-0-11], [9:0-3-8,0-1-8] 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) 0.10 0.07 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 1 1 6 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 38 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* 5-6: 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 6-0-0. (lb) - Max Horz 9=74(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 9, 6, 7, 8 Max Grav All reactions 250 lb or less at joint(s) 9, 6, 7, 8 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 and C-C Exterior(2) zone; cantilever left and right exposed ; end 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 1-4-0 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) 9, 6, 7, 8. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss GE04 Truss Type GABLE Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976332 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:47 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-uS?ou97tcwSrdTbAMxhaIF2KFLfMN19MpcC1p2zSOeg Scale = 1:11.2 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 5 4 3x6 2x4 2x4 -1-0-0 1-0-0 2-0-0 2-0-0 0-8-81-3-83.50 12 Plate Offsets (X,Y)-- [4:0-1-13,0-0-11], [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) 0.09 0.02 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 1 1 4 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-4: 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=161/2-0-0, 4=47/2-0-0 Max Horz 5=35(LC 5) Max Uplift5=-50(LC 4), 4=-5(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 and C-C Exterior(2) zone; cantilever left and right exposed ; end 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 1-4-0 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) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss GE05 Truss Type GABLE Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976333 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:48 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-MeZA6V8VNDaiFdAMweCprTbVnl?N6TJW2GyaMUzSOef Scale: 1/4"=1' Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 2x4 2x4 4x6 2x4 2x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 19-7-0 19-7-0 -1-0-0 1-0-0 9-9-8 9-9-8 19-7-0 9-9-8 20-7-0 1-0-0 0-11-05-9-120-11-06.00 12 Plate Offsets (X,Y)-- [29:0-1-8,0-1-8] 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) 0.11 0.03 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 17 17 18 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 215 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 19-7-0. (lb) - Max Horz 33=-63(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 33, 18, 26, 27, 28, 30, 31, 32, 24, 23, 22, 21, 20, 19 Max Grav All reactions 250 lb or less at joint(s) 33, 18, 25, 26, 27, 28, 30, 31, 32, 24, 23, 22, 21, 20, 19 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) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 33, 18, 26, 27, 28, 30, 31, 32, 24, 23, 22, 21, 20, 19. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss GE06 Truss Type GABLE Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976334 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:48 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-MeZA6V8VNDaiFdAMweCprTbUPl?_6THW2GyaMUzSOef Scale = 1:40.0 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 2x4 2x4 4x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 8-6-0 8-6-0 -1-0-0 1-0-0 4-3-0 4-3-0 8-6-0 4-3-0 9-6-0 1-0-0 1-3-04-9-81-3-010.00 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 0.06 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -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: 90 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 8-6-0. (lb) - Max Horz 16=-118(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 16, 10, 14, 15, 12, 11 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. NOTES-(12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 10, 14, 15, 12, 11. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss GE07 Truss Type GABLE Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976335 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:49 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-qq6YJq978XiZsmlYULk2Ng8b69DPrsRfHwh8uxzSOee Scale = 1:81.0 Sheet Back Right Option 9-3-14 1 Ply 7/16OSB8 1 2 3 4 5 67 18 17 15 14 13 12 11 10 9 8 16 4x6 3x4 3x6 4x8 3x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 8-2-8 8-2-8 9-6-0 1-3-8 9-8-2 0-2-2 19-0-0 9-3-14 -1-0-0 1-0-0 4-1-1 4-1-1 4-10-4 0-9-3 9-6-0 4-7-12 14-1-12 4-7-12 19-0-0 4-10-4 20-0-0 1-0-0 1-3-09-2-01-3-010.00 12 Plate Offsets (X,Y)-- [26:0-1-11,0-0-0], [28:0-1-11,0-0-0], [30:0-1-11,0-0-0] 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 0.56 0.33 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.26 0.00 (loc) 16-18 16-18 8 l/defl >942 >382 n/a L/d 240 180 n/a PLATES MT20 Weight: 253 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* 2-18,6-8: 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, Except: 10-0-0 oc bracing: 16-18,15-16. WEBS 1 Row at midpt 4-15 REACTIONS.All bearings 10-9-8 except (jt=length) 18=0-3-8, 16=0-3-8. (lb) - Max Horz 18=220(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 18, 8, 9 except 15=-223(LC 7) Max Grav All reactions 250 lb or less at joint(s) 14, 13, 12, 11, 10, 9 except 18=349(LC 10), 15=634(LC 1), 8=370(LC 11), 16=486(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-273/122, 6-8=-295/121 WEBS 4-15=-465/0 NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 studs spaced at 1-4-0 oc. 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) 18, 8, 9 except (jt=lb) 15=223. 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) 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss J01 Truss Type JACK-OPEN Qty 2 Ply 1 62 bear creek estates Job Reference (optional) I32976336 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:49 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-qq6YJq978XiZsmlYULk2Ng8gG9LbrxffHwh8uxzSOee Scale = 1:13.5 1 2 5 3 43x8 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 0-10-01-8-01-3-91-8-05.00 12 Plate Offsets (X,Y)-- [5:0-4-4,0-1-8] 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) 0.12 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 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=164/0-3-8, 3=38/Mechanical, 4=15/Mechanical Max Horz 5=54(LC 6) Max Uplift5=-51(LC 6), 3=-19(LC 6), 4=-10(LC 6) Max Grav 5=164(LC 1), 3=38(LC 1), 4=33(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; porch left 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss J02 Truss Type JACK-OPEN Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976337 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:50 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-I1gwXAAlvrqQUwKl23FHwugpeZhXaOvoVaRhQNzSOed Scale: 1"=1' 1 2 5 3 4 3x8 2-2-9 2-2-9 -1-7-3 1-7-3 2-2-9 2-2-9 0-10-01-4-151-0-151-4-153.12 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) 0.21 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-9 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=230/0-4-11, 3=26/Mechanical, 4=9/Mechanical Max Horz 5=45(LC 6) Max Uplift5=-93(LC 4), 3=-11(LC 7), 4=-8(LC 9) Max Grav 5=230(LC 1), 3=26(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; porch left 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss J03 Truss Type Jack-Open Qty 4 Ply 1 62 bear creek estates Job Reference (optional) I32976338 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:50 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-I1gwXAAlvrqQUwKl23FHwugqrZhcaOvoVaRhQNzSOed Scale = 1:16.6 1 2 5 3 42x4 2x4 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 1-0-02-2-01-9-12-2-07.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.14 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=164/0-3-8, 3=37/Mechanical, 4=15/Mechanical Max Horz 5=74(LC 6) Max Uplift5=-20(LC 6), 3=-26(LC 6), 4=-2(LC 6) Max Grav 5=164(LC 1), 3=37(LC 1), 4=34(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss J04 Truss Type Jack-Open Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976339 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:50 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-I1gwXAAlvrqQUwKl23FHwugoiZhQaOvoVaRhQNzSOed Scale = 1:16.5 1 2 5 3 4 2x4 3x4 1-10-8 1-9-15 -1-8-15 1-8-15 1-10-8 1-10-8 1-3-02-1-125.74 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.27 0.06 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: 8 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 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=244/0-5-1, 3=2/Mechanical, 4=4/Mechanical Max Horz 5=80(LC 6) Max Uplift5=-59(LC 6), 3=-15(LC 7), 4=-3(LC 6) Max Grav 5=244(LC 1), 3=5(LC 4), 4=28(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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss J05 Truss Type Jack-Open Qty 22 Ply 1 62 bear creek estates Job Reference (optional) I32976340 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:50 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-I1gwXAAlvrqQUwKl23FHwugmbZfNaOvoVaRhQNzSOed Scale = 1:31.3 1 2 5 3 43x4 3x4 4-0-0 4-0-0 -1-0-0 1-0-0 4-0-0 4-0-0 1-3-04-7-04-1-34-7-010.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.41 0.19 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.03 -0.04 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=231/0-3-8, 3=99/Mechanical, 4=42/Mechanical Max Horz 5=155(LC 6) Max Uplift3=-79(LC 6), 4=-4(LC 6) Max Grav 5=231(LC 1), 3=99(LC 1), 4=73(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss J06 Truss Type Jack-Open Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976341 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:51 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-mDEJkWBOg8yG64vxbmmWT5D_Sz1vJr8ykEAEzpzSOec Scale = 1:16.5 1 2 5 3 4 2x4 3x4 2-0-10 1-11-9 -1-6-13 1-6-13 2-0-10 2-0-10 1-2-02-1-125.74 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.21 0.04 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: 8 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-10 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 3=18/Mechanical, 5=224/0-6-2, 4=8/Mechanical Max Horz 5=48(LC 6) Max Uplift3=-14(LC 5), 5=-58(LC 6) Max Grav 3=18(LC 1), 5=224(LC 1), 4=32(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 studs spaced at 2-0-0 oc. 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) 3, 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) 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss J07 Truss Type Jack-Open Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976342 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:51 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-mDEJkWBOg8yG64vxbmmWT5DzSz1fJr8ykEAEzpzSOec Scale = 1:16.5 1 2 5 3 4 2x4 3x4 1-10-8 1-9-15 -1-8-15 1-8-15 1-10-8 1-10-8 1-3-02-1-125.74 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.27 0.06 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: 8 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 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=244/0-5-1, 4=4/Mechanical, 3=2/Mechanical Max Horz 5=80(LC 6) Max Uplift5=-59(LC 6), 4=-3(LC 6), 3=-15(LC 7) Max Grav 5=244(LC 1), 4=28(LC 2), 3=5(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) 5, 4, 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss J08 Truss Type Jack-Open Qty 4 Ply 1 62 bear creek estates Job Reference (optional) I32976343 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:51 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-mDEJkWBOg8yG64vxbmmWT5Dyez?EJrmykEAEzpzSOec Scale = 1:31.3 1 2 3 8 7 6 4 5 3x4 3x6 2x4 2x4 2x4 2-3-8 2-3-8 4-0-0 1-8-8 -1-0-0 1-0-0 2-3-8 2-3-8 4-0-0 1-8-8 1-3-04-7-03-11-04-1-30-8-010.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.32 0.15 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.06 -0.06 -0.07 (loc) 7 7 4 l/defl >739 >723 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-7: 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) 8=231/0-3-8, 4=124/Mechanical, 5=18/Mechanical Max Horz 8=155(LC 6) Max Uplift4=-94(LC 6) Max Grav 8=231(LC 1), 4=124(LC 1), 5=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) 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss J09 Truss Type Jack-Open Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976344 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:52 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-EPohxsB0RS47jEU79UHl?Jl8CMNu2IO5zuwoVFzSOeb Scale = 1:16.5 1 2 5 3 4 2x4 3x4 1-10-8 1-9-15 -1-8-15 1-8-15 1-10-8 1-10-8 1-3-02-1-125.74 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.27 0.06 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: 8 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 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=244/0-5-1, 4=4/Mechanical, 3=2/Mechanical Max Horz 5=80(LC 6) Max Uplift5=-59(LC 6), 4=-3(LC 6), 3=-15(LC 7) Max Grav 5=244(LC 1), 4=28(LC 2), 3=5(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) 5, 4, 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss M01 Truss Type MONOPITCH Qty 4 Ply 1 62 bear creek estates Job Reference (optional) I32976345 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:52 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-EPohxsB0RS47jEU79UHl?Jl7aMKq2Ix5zuwoVFzSOeb Scale = 1:21.0 1 2 3 5 4 2x4 3x8 2x4 5-5-0 5-5-0 -1-0-0 1-0-0 5-5-0 5-5-0 0-9-02-6-110-3-84.00 12 Plate Offsets (X,Y)-- [4:0-1-13,0-0-11] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.38 0.25 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.07 -0.10 0.00 (loc) 4-5 4-5 l/defl >906 >635 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 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 5-5-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=283/0-3-8, 4=199/0-1-8 Max Horz 5=77(LC 6) Max Uplift5=-86(LC 4), 4=-73(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in 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) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss M02 Truss Type MONOPITCH Qty 5 Ply 1 62 bear creek estates Job Reference (optional) I32976346 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:52 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-EPohxsB0RS47jEU79UHl?JlBTMMK2I95zuwoVFzSOeb Scale = 1:14.8 1 2 3 5 4 2x4 3x8 2x4 3-5-0 3-5-0 -1-0-0 1-0-0 3-5-0 3-5-0 0-9-01-10-110-3-84.00 12 Plate Offsets (X,Y)-- [4:0-1-15,0-0-11] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate 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 0.09 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 0.00 (loc) 4-5 4-5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=208/0-3-8, 4=114/0-1-8 Max Horz 5=57(LC 6) Max Uplift5=-68(LC 4), 4=-44(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in 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) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss M03 Truss Type Monopitch Qty 9 Ply 1 62 bear creek estates Job Reference (optional) I32976347 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:53 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-icM39CCeCmC_LO3KjBo_YWIGpme7nl8FCYfL1izSOea Scale = 1:20.4 1 2 3 5 4 2x4 3x6 2x4 6-0-0 6-0-0 -1-0-0 1-0-0 6-0-0 6-0-0 0-8-82-5-80-3-83.50 12 Plate Offsets (X,Y)-- [4:0-1-11,0-0-9], [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) 0.47 0.31 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.15 0.00 (loc) 4-5 4-5 l/defl >999 >461 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) 5=306/0-3-8, 4=223/0-1-8 Max Horz 5=73(LC 6) Max Uplift5=-47(LC 4), 4=-29(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-255/144 NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss T01 Truss Type Hip Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976348 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:53 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-icM39CCeCmC_LO3KjBo_YWIE_mZ_nbdFCYfL1izSOea Scale = 1:62.3 1 2 3 4 5 6 7 8 13 12 11 10 9 4x8 4x8 3x8 3x8 4x8 3x4 3x4 3x4 3x4 3x8 3x4 9-0-11 9-0-11 10-10-5 1-9-10 19-11-0 9-0-11 -1-0-0 1-0-0 4-7-9 4-7-9 9-0-11 4-5-1 10-10-5 1-9-10 15-3-7 4-5-1 19-11-0 4-7-9 20-11-0 1-0-0 1-3-08-7-138-9-91-3-08-7-1310.00 12 Plate Offsets (X,Y)-- [4:0-4-0,0-1-4], [5:0-4-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.59 0.58 0.64 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.40 0.02 (loc) 9-10 9-10 9 l/defl >999 >588 n/a L/d 240 180 n/a PLATES MT20 Weight: 97 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* 2-13,7-9: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-11 REACTIONS.(lb/size) 13=854/0-3-8, 9=854/0-3-8 Max Horz 13=-210(LC 4) Max Uplift13=-59(LC 6), 9=-59(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-251/108, 3-4=-704/147, 4-5=-469/149, 5-6=-704/147, 6-7=-252/108, 2-13=-306/129, 7-9=-307/129 BOT CHORD 12-13=-78/563, 11-12=-78/563, 10-11=0/467, 9-10=0/563 WEBS 3-13=-636/19, 6-9=-634/19 NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 9. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss T02 Truss Type Common Qty 6 Ply 1 62 bear creek estates Job Reference (optional) I32976349 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:54 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-BowRMYDGz3KrzYeWHvJD4krPMAuXW1DOQCPvZ8zSOeZ Scale = 1:72.5 1 2 3 4 5 6 7 11 10 9 812 13 14 4x6 3x8 3x8 3x4 3x4 3x4 4x6 4x6 3x4 9-11-8 9-11-8 19-11-0 9-11-8 -1-0-0 1-0-0 5-1-0 5-1-0 9-11-8 4-10-8 14-10-0 4-10-8 19-11-0 5-1-0 20-11-0 1-0-0 1-3-09-6-91-3-010.00 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) 0.61 0.69 0.75 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.47 0.02 (loc) 9-11 9-11 8 l/defl >999 >506 n/a L/d 240 180 n/a PLATES MT20 Weight: 87 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* 2-11,6-8: 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) 11=947/0-3-8, 8=947/0-3-8 Max Horz 11=-229(LC 4) Max Uplift11=-60(LC 6), 8=-60(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-346/124, 3-4=-764/145, 4-5=-764/145, 5-6=-346/124, 2-11=-375/142, 6-8=-375/142 BOT CHORD 10-11=-63/624, 10-12=-63/624, 9-12=-63/624, 9-13=0/625, 13-14=0/625, 8-14=0/625 WEBS 4-9=-87/570, 3-11=-621/18, 5-8=-621/17 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, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 8. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss T03 Truss Type Common Qty 3 Ply 1 62 bear creek estates Job Reference (optional) I32976350 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:54 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-BowRMYDGz3KrzYeWHvJD4krPMAuVW0kOQCPvZ8zSOeZ Scale = 1:72.5 1 2 3 4 5 6 10 9 8 711 12 13 3x4 4x6 3x8 3x8 3x4 3x4 4x6 4x6 3x4 9-11-8 9-11-8 19-11-0 9-11-8 5-1-0 5-1-0 9-11-8 4-10-8 14-10-0 4-10-8 19-11-0 5-1-0 20-11-0 1-0-0 1-3-09-6-91-3-010.00 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) 0.61 0.69 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.47 0.02 (loc) 8-10 7-8 7 l/defl >999 >505 n/a L/d 240 180 n/a PLATES MT20 Weight: 85 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* 1-10,5-7: 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) 10=876/0-3-8, 7=949/0-3-8 Max Horz 10=-240(LC 4) Max Uplift10=-25(LC 6), 7=-60(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-325/86, 2-3=-768/145, 3-4=-767/145, 4-5=-346/124, 1-10=-285/77, 5-7=-375/142 BOT CHORD 9-10=-62/633, 9-11=-62/633, 8-11=-62/633, 8-12=0/626, 12-13=0/626, 7-13=0/626 WEBS 3-8=-88/576, 2-10=-647/42, 4-7=-624/17 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, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 7. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss T04 Truss Type Common Qty 2 Ply 1 62 bear creek estates Job Reference (optional) I32976351 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:54 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-BowRMYDGz3KrzYeWHvJD4krRRA?IWCEOQCPvZ8zSOeZ Scale = 1:18.3 1 2 3 6 5 4 3x8 4x6 3x8 2x4 4-3-0 4-3-0 8-6-0 4-3-0 4-3-0 4-3-0 8-6-0 4-3-0 0-9-02-2-00-9-04.00 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) 0.48 0.25 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.06 0.01 (loc) 5 5 4 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 2x4 SPF-S Stud *Except* 2-5: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 6=328/0-3-8, 4=328/0-3-8 Max Horz 6=13(LC 6) Max Uplift6=-17(LC 6), 4=-17(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-422/104, 2-3=-422/104, 1-6=-261/91, 3-4=-261/91 BOT CHORD 5-6=-48/358, 4-5=-48/358 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) 6, 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss T05 Truss Type Common Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976352 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:55 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-f_UpauEukNSiahDiqcqSdxNaxaErFSTXfs8S6azSOeY Scale = 1:72.5 1 2 3 4 5 6 10 9 8 711 12 13 3x4 4x6 3x8 3x8 3x4 3x4 3x8 4x6 3x4 0-1-12 0-1-12 9-8-0 9-6-4 19-7-8 9-11-8 4-11-4 4-11-4 9-8-0 4-8-12 14-6-8 4-10-8 19-7-8 5-1-0 20-7-8 1-0-0 1-5-159-6-91-3-010.00 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) 0.62 0.68 0.81 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.19 -0.48 -0.02 (loc) 7-8 7-8 10 l/defl >999 >484 n/a L/d 240 180 n/a PLATES MT20 Weight: 85 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* 1-10,5-7: 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) 10=871/Mechanical, 7=938/0-3-8 Max Horz 7=-243(LC 4) Max Uplift10=-23(LC 6), 7=-60(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-266/93, 2-3=-749/146, 3-4=-752/144, 4-5=-345/123, 5-7=-374/141 BOT CHORD 9-10=0/597, 9-11=0/597, 8-11=0/597, 8-12=-79/616, 12-13=-79/616, 7-13=-79/616 WEBS 3-8=-89/560, 2-10=-678/33, 4-7=-610/18 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, with BCDL = 10.0psf. 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) 10, 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) 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss T06 Truss Type HALF HIP Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976353 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:55 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-f_UpauEukNSiahDiqcqSdxNf6aKhFetXfs8S6azSOeY Scale = 1:18.8 1 2 3 4 7 6 5 4x6 2x4 3x8 2x4 2x4 4-1-0 4-1-0 5-5-0 1-4-0 -1-0-0 1-0-0 4-1-0 4-1-0 5-5-0 1-4-0 0-9-01-11-112-1-51-11-110-3-84.00 12 Plate Offsets (X,Y)-- [5:0-1-13,0-0-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.29 0.31 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.08 -0.11 -0.00 (loc) 6-7 6-7 5 l/defl >802 >579 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 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 5-5-0 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) 7=283/0-3-8, 5=199/0-1-8 Max Horz 7=61(LC 6) Max Uplift7=-92(LC 4), 5=-66(LC 4) 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; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss T07 Truss Type Half Hip Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976354 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:56 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-7A2CnEEWVhaZCrnuOKMhA9wqC_ic_5OhuWu?e1zSOeX Scale = 1:23.6 1 2 3 6 4 5 3x6 3x4 2x4 2-6-0 2-6-0 4-0-0 1-6-0 -1-0-0 1-0-0 2-6-0 2-6-0 4-0-0 1-6-0 1-3-03-4-03-0-83-4-010.00 12 Plate Offsets (X,Y)-- [3:0-4-0,0-1-12] 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) 0.27 0.14 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.05 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=100/Mechanical, 6=231/0-3-8, 5=42/Mechanical Max Horz 6=87(LC 6) Max Uplift4=-39(LC 6), 6=-14(LC 6) Max Grav 4=100(LC 1), 6=231(LC 1), 5=72(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss T08 Truss Type Half Hip Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976355 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:56 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-7A2CnEEWVhaZCrnuOKMhA9wqZ_iY_5OhuWu?e1zSOeX Scale = 1:27.4 1 2 3 6 4 5 4x6 3x4 3x4 2-0-0 2-0-0 4-0-0 2-0-0 -1-0-0 1-0-0 3-3-0 3-3-0 4-0-0 0-9-0 1-3-03-11-83-8-03-11-810.00 12 Plate Offsets (X,Y)-- [3:0-2-4,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.31 0.14 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.03 -0.05 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=99/Mechanical, 6=231/0-3-8, 5=42/Mechanical Max Horz 6=106(LC 6) Max Uplift4=-57(LC 6) Max Grav 4=99(LC 1), 6=231(LC 1), 5=73(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss T09 Truss Type Half Hip Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976356 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:56 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-7A2CnEEWVhaZCrnuOKMhA9wqM_ic_5OhuWu?e1zSOeX Scale: 1/2"=1' 1 2 3 6 4 5 3x4 3x4 2x4 4-0-0 4-0-0 -1-0-0 1-0-0 2-7-3 2-7-3 4-0-0 1-4-13 1-3-03-3-43-5-03-3-42-11-1210.00 12 Plate Offsets (X,Y)-- [3:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.26 0.14 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.05 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=100/Mechanical, 6=231/0-3-8, 5=42/Mechanical Max Horz 6=85(LC 6) Max Uplift4=-50(LC 7), 6=-16(LC 6) Max Grav 4=100(LC 1), 6=231(LC 1), 5=72(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss T10 Truss Type Half Hip Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976357 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:57 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-bNba?ZF8G_jQq?M5y1twiMT0pN2sjYeq6AdZATzSOeW Scale = 1:20.2 1 2 3 6 4 5 3x4 2x4 2x4 4-0-0 4-0-0 -1-0-0 1-0-0 1-10-3 1-10-3 4-0-0 2-1-13 1-3-02-7-122-9-82-7-122-4-410.00 12 Plate Offsets (X,Y)-- [3:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.22 0.14 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.05 (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 No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=100/Mechanical, 6=231/0-3-8, 5=41/Mechanical Max Horz 6=66(LC 6) Max Uplift4=-41(LC 7), 6=-27(LC 6) Max Grav 4=100(LC 1), 6=231(LC 1), 5=72(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss T11 Truss Type Half Hip Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976358 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:57 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-bNba?ZF8G_jQq?M5y1twiMT0CN2rjYeq6AdZATzSOeW Scale = 1:23.6 1 2 3 6 4 5 3x4 3x4 2x4 2-6-0 2-6-0 4-0-0 1-6-0 -1-0-0 1-0-0 2-6-0 2-6-0 4-0-0 1-6-0 1-3-03-2-43-4-03-2-42-10-1210.00 12 Plate Offsets (X,Y)-- [3:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.26 0.14 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.05 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=100/Mechanical, 6=231/0-3-8, 5=42/Mechanical Max Horz 6=83(LC 6) Max Uplift4=-49(LC 7), 6=-18(LC 6) Max Grav 4=100(LC 1), 6=231(LC 1), 5=72(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss T12 Truss Type Half Hip Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976359 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:57 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-bNba?ZF8G_jQq?M5y1twiMT?YN2rjYeq6AdZATzSOeW Scale = 1:27.4 1 2 3 6 4 5 3x4 3x4 3x4 2-0-0 2-0-0 4-0-0 2-0-0 -1-0-0 1-0-0 3-3-0 3-3-0 4-0-0 0-9-0 1-3-03-9-123-11-83-9-123-6-410.00 12 Plate Offsets (X,Y)-- [3:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.30 0.14 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.03 -0.05 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=99/Mechanical, 6=231/0-3-8, 5=42/Mechanical Max Horz 6=102(LC 6) Max Uplift4=-62(LC 7), 6=-3(LC 6) Max Grav 4=99(LC 1), 6=231(LC 1), 5=73(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss T13 Truss Type Half Hip Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976360 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:58 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-3Z9yCvGn1IrHR9xHWkO9Fa?AWnPTS?V_LqN6ivzSOeV Scale: 1/2"=1' 1 2 3 4 9 8 7 5 6 3x6 3x4 2x4 2x4 2x4 3x4 2-3-8 2-3-8 4-0-0 1-8-8 -1-0-0 1-0-0 2-3-8 2-3-8 2-7-3 0-3-11 4-0-0 1-4-13 1-3-03-3-43-5-02-7-42-11-120-8-03-3-410.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-2-1] 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) 0.28 0.11 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.05 -0.07 0.10 (loc) 8 8 5 l/defl >915 >662 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 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: 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=124/Mechanical, 9=231/0-3-8, 6=18/Mechanical Max Horz 9=118(LC 6) Max Uplift5=-48(LC 6), 9=-12(LC 6) Max Grav 5=124(LC 1), 9=231(LC 1), 6=35(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss T14 Truss Type Half Hip Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976361 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:58 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-3Z9yCvGn1IrHR9xHWkO9Fa?AInPkS?U_LqN6ivzSOeV Scale = 1:20.2 1 2 3 4 9 8 7 5 6 3x6 3x4 2x4 2x4 2x4 3x4 2-3-8 2-3-8 4-0-0 1-8-8 -1-0-0 1-0-0 1-10-3 1-10-3 2-3-8 0-5-5 4-0-0 1-8-8 1-3-02-7-122-9-81-11-122-4-40-8-02-7-1210.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-2-1] 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) 0.30 0.09 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.04 -0.07 0.10 (loc) 8 8 5 l/defl >999 >668 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* 2-9: 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: 3-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=124/Mechanical, 9=231/0-3-8, 6=18/Mechanical Max Horz 9=98(LC 6) Max Uplift5=-36(LC 7), 9=-22(LC 6) Max Grav 5=124(LC 1), 9=231(LC 1), 6=35(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss T15 Truss Type HIP Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976362 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:59 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-XljKQFHPncz83JWT3SvOnnYGlBdGBKz7aU6gFMzSOeU Scale = 1:67.0 1 2 3 4 5 6 7 8 9 10 11 21 20 19 18 17 16 15 14 13 12 5x6 3x6 3x4 3x6 3x6 3x8 3x8 3x8 2x4 3x4 3x4 3x8 3x6 3x8 4x6 3x4 4x6 5x6 3x6 4-7-4 4-7-4 9-0-0 4-4-12 15-0-1 6-0-1 20-10-15 5-10-13 26-11-0 6-0-1 31-3-12 4-4-12 35-11-0 4-7-4 -1-0-0 1-0-0 4-7-4 4-7-4 9-0-0 4-4-12 15-0-1 6-0-1 20-10-15 5-10-13 26-11-0 6-0-1 31-3-12 4-4-12 35-11-0 4-7-4 36-11-0 1-0-0 1-0-06-1-16-3-01-0-06-1-17.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8], [10:0-3-0,0-1-8], [13:0-2-8,0-1-8], [20:0-2-8,0-1-8] 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-S) 0.57 0.52 0.52 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.34 0.11 (loc) 15-18 15-18 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 147 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* 2-21,10-12: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (3-9-9 max.): 4-8. BOT CHORD Structural wood sheathing directly applied. WEBS 1 Row at midpt 5-19, 5-15, 7-14 REACTIONS.(lb/size) 21=1494/0-3-8, 12=1494/0-3-8 Max Horz 21=147(LC 5) Max Uplift21=-60(LC 6), 12=-60(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1991/188, 3-4=-1946/228, 4-5=-1634/222, 5-6=-2163/272, 6-7=-2163/272, 7-8=-1634/222, 8-9=-1946/228, 9-10=-1991/188, 2-21=-1432/175, 10-12=-1432/175 BOT CHORD 19-20=-172/1653, 18-19=-212/2163, 17-18=-212/2163, 16-17=-212/2163, 15-16=-212/2163, 14-15=-175/2163, 13-14=-64/1653 WEBS 4-19=-16/629, 5-19=-797/172, 7-14=-798/171, 8-14=-16/629, 2-20=-70/1448, 10-13=-70/1448 NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 21, 12. 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) This truss design requires that a minimum of 7/16” structural wood sheathing be applied directly to the top chord and ½” gypsum sheetrock be applied directly to the bottom chord. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss T16 Truss Type Hip Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976363 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:27:59 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-XljKQFHPncz83JWT3SvOnnYIFBboBKh7aU6gFMzSOeU Scale = 1:70.6 1 2 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 1019 20 5x6 5x6 3x4 3x6 3x6 3x8 3x8 2x4 3x8 3x8 3x6 3x8 4x8 3x4 4x8 3x6 6-0-6 6-0-6 11-10-5 5-9-14 17-11-8 6-1-3 24-0-11 6-1-3 29-10-10 5-9-14 35-11-0 6-0-6 -1-0-0 1-0-0 6-0-6 6-0-6 11-10-5 5-9-14 17-11-8 6-1-3 24-0-11 6-1-3 29-10-10 5-9-14 35-11-0 6-0-6 36-11-0 1-0-0 1-0-07-9-17-11-01-0-07-9-17.00 12 Plate Offsets (X,Y)-- [11:0-2-8,0-1-8], [17:0-2-8,0-1-8] 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) 0.41 0.68 0.54 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.32 0.10 (loc) 12-14 12-14 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 152 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* 2-18,8-10: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins, except end verticals, and 2-0-0 oc purlins (4-2-9 max.): 4-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-16, 5-12 REACTIONS.(lb/size) 18=1614/0-3-8, 10=1614/0-3-8 Max Horz 18=186(LC 5) Max Uplift18=-78(LC 6), 10=-78(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2220/186, 3-4=-2027/227, 4-5=-1674/226, 5-6=-1674/226, 6-7=-2027/227, 7-8=-2220/186, 2-18=-1548/177, 8-10=-1548/177 BOT CHORD 17-18=-184/282, 16-17=-113/1838, 16-19=-76/1991, 15-19=-76/1991, 14-15=-76/1991, 13-14=-76/1991, 13-20=-76/1991, 12-20=-76/1991, 11-12=-45/1838, 10-11=-14/282 WEBS 4-16=-9/650, 5-16=-604/149, 5-14=0/329, 5-12=-604/149, 6-12=-9/650, 2-17=-34/1572, 8-11=-34/1572 NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 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) 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss T17 Truss Type Hip Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976364 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:00 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-?yHidbH1Yv5?hT5gd9QdK?5RDbwOwopHp8sDnozSOeT Scale = 1:82.5 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 1119 3x6 5x12 5x6 3x6 3x4 3x6 3x6 3x8 3x4 3x8 3x6 3x8 4x8 3x4 4x8 3x6 7-5-9 7-5-9 14-8-9 7-3-1 21-2-7 6-5-14 28-5-7 7-3-1 35-11-0 7-5-9 -1-0-0 1-0-0 7-5-9 7-5-9 14-8-9 7-3-1 21-2-7 6-5-14 28-5-7 7-3-1 35-11-0 7-5-9 36-11-0 1-0-0 1-0-09-5-19-7-01-0-09-5-17.00 12 Plate Offsets (X,Y)-- [5:0-6-0,0-0-9], [12:0-2-8,0-1-8], [17:0-2-8,0-1-8] 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) 0.53 0.72 0.48 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.34 0.08 (loc) 13-16 13-16 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 153 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* 5-13: 2x4 SPF No.2, 2-18,9-11: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-9 oc purlins, except end verticals, and 2-0-0 oc purlins (4-3-7 max.): 5-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-16, 5-13, 8-13 REACTIONS.(lb/size) 18=1576/0-3-8, 11=1564/0-3-8 Max Horz 18=225(LC 5) Max Uplift18=-91(LC 6), 11=-91(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2190/182, 3-4=-1827/186, 4-5=-1707/224, 5-6=-1457/232, 6-7=-1683/224, 7-8=-1803/186, 8-9=-2170/182, 2-18=-1500/178, 9-11=-1489/178 BOT CHORD 17-18=-228/394, 16-17=-57/1796, 15-16=0/1477, 15-19=0/1477, 14-19=0/1477, 13-14=0/1477, 12-13=-27/1779, 11-12=-49/392 WEBS 3-16=-403/142, 5-16=-1/495, 6-13=0/448, 8-13=-408/142, 2-17=0/1411, 9-12=0/1396 NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 11. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss T18 Truss Type HIP Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976365 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:01 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-T8r4qxIfJDDsIdgsBtxstCdbw?HmfFDQ1obmJEzSOeS Scale = 1:90.5 1 2 3 4 5 6 7 8 16 15 14 13 12 11 10 91718 3x6 6x16 3x6 3x6 3x6 3x6 3x8 3x8 3x4 3x6 3x8 4x10 3x6 4x10 3x6 8-10-11 8-10-11 17-6-14 8-8-3 18-4-2 0-9-5 27-0-5 8-8-3 35-11-0 8-10-11 8-10-11 8-10-11 17-6-14 8-8-3 18-4-2 0-9-5 27-0-5 8-8-3 35-11-0 8-10-11 1-0-011-1-111-3-01-0-011-1-17.00 12 Plate Offsets (X,Y)-- [4:0-8-0,0-2-2], [10:0-2-8,0-1-8], [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-S) 0.59 0.65 0.47 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.19 -0.44 0.08 (loc) 10-12 10-12 9 l/defl >999 >960 n/a L/d 240 180 n/a PLATES MT20 Weight: 173 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-15,7-10,1-15,8-10: 2x3 SPF No.2, 1-16,8-9: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (4-0-10 max.): 4-5. BOT CHORD Structural wood sheathing directly applied. WEBS 1 Row at midpt 2-13, 5-13, 7-12 REACTIONS.(lb/size) 16=1541/Mechanical, 9=1541/0-3-8 Max Horz 16=-261(LC 4) Max Uplift16=-63(LC 6), 9=-63(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2277/177, 2-3=-1659/177, 3-4=-1517/223, 4-5=-1311/238, 5-6=-1512/223, 6-7=-1656/177, 7-8=-2279/177, 1-16=-1461/141, 8-9=-1462/141 BOT CHORD 15-16=-230/492, 15-17=-87/1859, 14-17=-87/1859, 13-14=-87/1859, 12-13=0/1306, 11-12=-41/1862, 11-18=-41/1862, 10-18=-41/1862, 9-10=-71/488 WEBS 2-15=0/275, 2-13=-690/169, 4-13=-84/612, 5-13=-271/360, 5-12=-34/472, 7-12=-696/169, 7-10=0/278, 1-15=0/1373, 8-10=0/1380 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) 16, 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) This truss design requires that a minimum of 7/16” structural wood sheathing be applied directly to the top chord and ½” gypsum sheetrock be applied directly to the bottom chord. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss T19 Truss Type COMMON Qty 9 Ply 1 62 bear creek estates Job Reference (optional) I32976366 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:01 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-T8r4qxIfJDDsIdgsBtxstCdbY?GqfFIQ1obmJEzSOeS Scale = 1:90.4 1 2 3 4 5 6 7 14 13 12 11 10 9 81516 3x6 5x6 3x6 3x6 3x6 3x8 3x6 3x8 3x6 3x8 4x10 3x6 4x10 3x6 9-1-0 9-1-0 17-11-8 8-10-8 26-10-0 8-10-8 35-11-0 9-1-0 9-1-0 9-1-0 17-11-8 8-10-8 26-10-0 8-10-8 35-11-0 9-1-0 1-0-011-5-111-0-07.00 12 Plate Offsets (X,Y)-- [9:0-2-8,0-1-8], [13:0-2-8,0-1-8] 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-S) 0.62 0.71 0.47 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.20 -0.44 0.08 (loc) 11-13 11-13 8 l/defl >999 >960 n/a L/d 240 180 n/a PLATES MT20 Weight: 151 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* 4-11,6-11,2-11: 2x4 SPF No.2, 1-14,7-8: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Structural wood sheathing directly applied. WEBS 1 Row at midpt 6-11, 2-11 REACTIONS.(lb/size) 14=1550/0-3-8, 8=1550/Mechanical Max Horz 14=-268(LC 4) Max Uplift14=-64(LC 6), 8=-64(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2291/176, 2-3=-1640/173, 3-4=-1498/221, 4-5=-1498/221, 5-6=-1640/173, 6-7=-2291/176, 1-14=-1469/141, 7-8=-1469/141 BOT CHORD 13-14=-232/509, 13-15=-90/1869, 12-15=-90/1869, 11-12=-90/1869, 10-11=-38/1869, 10-16=-38/1869, 9-16=-38/1869, 8-9=-73/509 WEBS 4-11=-58/1010, 6-11=-734/177, 6-9=0/283, 2-11=-734/177, 2-13=0/283, 1-13=0/1366, 7-9=0/1366 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, with BCDL = 10.0psf. 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) 14, 8. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) This truss design requires that a minimum of 7/16” structural wood sheathing be applied directly to the top chord and ½” gypsum sheetrock be applied directly to the bottom chord. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss T20 Truss Type COMMON Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976367 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:02 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-yKPT2HJH4XLjwmF2laT5PQAmIOc4OiZZGSLKrgzSOeR Scale = 1:90.4 1 2 3 4 5 6 7 8 15 14 13 12 11 10 91617 3x8 5x8 3x6 3x6 3x6 3x8 3x6 3x8 3x6 3x8 4x10 3x6 4x10 3x6 9-1-0 9-1-0 17-11-8 8-10-8 26-10-0 8-10-8 35-11-0 9-1-0 -1-0-0 1-0-0 9-1-0 9-1-0 17-11-8 8-10-8 26-10-0 8-10-8 35-11-0 9-1-0 1-0-011-5-111-0-07.00 12 Plate Offsets (X,Y)-- [10:0-2-8,0-1-8], [14:0-2-8,0-1-8] 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-S) 0.62 0.71 0.47 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.20 -0.44 0.09 (loc) 10-12 10-12 9 l/defl >999 >962 n/a L/d 240 180 n/a PLATES MT20 Weight: 152 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* 5-12,7-12,3-12: 2x4 SPF No.2, 2-15,8-9: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Structural wood sheathing directly applied. WEBS 1 Row at midpt 7-12, 3-12 REACTIONS.(lb/size) 15=1625/0-3-8, 9=1549/0-3-8 Max Horz 15=279(LC 5) Max Uplift15=-102(LC 6), 9=-64(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2287/175, 3-4=-1636/172, 4-5=-1496/220, 5-6=-1496/220, 6-7=-1638/172, 7-8=-2289/175, 2-15=-1544/182, 8-9=-1467/141 BOT CHORD 14-15=-247/582, 14-16=-88/1859, 13-16=-88/1859, 12-13=-88/1859, 11-12=-37/1867, 11-17=-37/1867, 10-17=-37/1867, 9-10=-73/509 WEBS 5-12=-56/1003, 7-12=-734/177, 7-10=0/283, 3-12=-724/174, 3-14=0/286, 2-14=0/1282, 8-10=0/1364 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, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except (jt=lb) 15=102. 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) This truss design requires that a minimum of 7/16” structural wood sheathing be applied directly to the top chord and ½” gypsum sheetrock be applied directly to the bottom chord. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss T21 Truss Type Roof Special Qty 2 Ply 1 62 bear creek estates Job Reference (optional) I32976368 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:02 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-yKPT2HJH4XLjwmF2laT5PQAiTOcrOflZGSLKrgzSOeR Scale = 1:101.7 1 2 3 4 5 6 7 8 9 10 11 12 23 22 21 20 19 18 17 16 15 14 1324 3x8 3x6 3x6 3x6 2x4 2x4 5x8 3x6 2x4 3x4 3x6 3x6 4x10 6x8 3x6 3x4 5x8 6x6 4x10 4x8 4x8 9-1-0 9-1-0 17-11-8 8-10-8 22-6-8 4-7-0 28-1-0 5-6-8 33-7-8 5-6-8 34-8-0 1-0-8 35-11-0 1-3-0 -1-0-0 1-0-0 9-1-0 9-1-0 17-11-8 8-10-8 22-6-8 4-7-0 28-1-0 5-6-8 33-7-8 5-6-8 34-8-0 1-0-8 35-11-0 1-3-0 36-11-0 1-0-0 1-0-011-5-111-0-00-8-07.00 12 Plate Offsets (X,Y)-- [16:0-5-4,0-3-0], [18:0-3-8,0-2-8], [21:0-2-8,0-1-8] 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) 0.86 0.72 0.65 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.22 -0.50 0.16 (loc) 20-21 20-21 13 l/defl >999 >857 n/a L/d 240 180 n/a PLATES MT20 Weight: 171 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* 3-20,5-20,5-18: 2x4 SPF No.2, 2-23,11-13: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-19, 3-20 REACTIONS.(lb/size) 23=1584/0-3-8, 13=1530/0-3-8 Max Horz 23=271(LC 5) Max Uplift23=-103(LC 6), 13=-103(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2226/176, 3-4=-1552/172, 4-5=-1402/221, 5-6=-1879/305, 6-7=-1816/212, 7-8=-1909/182, 8-9=-2338/175, 9-10=-2510/153, 10-11=-1178/86, 2-23=-1509/179, 11-13=-1467/136 BOT CHORD 22-23=-276/507, 21-22=-276/507, 21-24=-76/1810, 20-24=-76/1810, 17-18=-5/1953, 16-17=-86/2278 WEBS 6-18=-308/148, 3-21=0/298, 3-20=-749/175, 5-20=-18/470, 18-20=0/1201, 5-18=-162/898, 8-18=-500/104, 8-17=0/296, 9-17=-344/101, 14-16=0/1098, 10-16=-107/1622, 10-14=-1353/33, 2-21=0/1308, 11-14=-35/983 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, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 23=103, 13=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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss T23 Truss Type Hip Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976369 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:03 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-QXzrFdKvrqTZYwqFII_Kydj_WozA76zjV64tO7zSOeQ Scale = 1:102.9 12 3 4 5 6 7 8 9 10 1112 13 14 27 26 25 24 23 22 21 20 19 18 17 16 1528 3x6 5x12 3x6 3x4 3x6 2x4 2x4 5x8 3x6 2x4 3x4 3x6 3x8 3x4 3x6 3x4 4x10 5x12 3x6 3x4 5x8 6x6 4x8 4x8 4x8 5-10-12 5-10-12 11-7-0 5-8-4 17-3-5 5-8-4 18-7-11 1-4-7 22-6-8 3-10-13 28-1-0 5-6-8 33-7-8 5-6-8 34-8-0 1-0-8 35-11-0 1-3-0 -1-0-0 1-0-0 5-10-12 5-10-12 11-7-0 5-8-4 17-3-5 5-8-4 18-7-11 1-4-7 22-6-8 3-10-13 28-1-0 5-6-8 33-7-8 5-6-8 34-8-0 1-0-8 35-11-0 1-3-0 36-11-0 1-0-0 1-0-010-10-1511-0-151-0-00-8-010-10-157.00 12 Plate Offsets (X,Y)-- [6:0-6-0,0-0-9], [7:0-6-0,0-0-9], [18:0-5-4,0-3-0], [20:0-3-8,0-2-8], [26:0-2-8,0-1-8] 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) 0.39 0.65 0.65 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.31 0.16 (loc) 23-24 23-24 15 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 195 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* 6-23,6-22,7-22,7-20: 2x4 SPF No.2, 2-27,13-15: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins, except end verticals, and 2-0-0 oc purlins (5-1-3 max.): 6-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-21, 5-23, 6-22, 7-22 REACTIONS.(lb/size) 27=1561/0-3-8, 15=1530/0-3-8 Max Horz 27=261(LC 5) Max Uplift27=-101(LC 6), 15=-101(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2128/162, 3-4=-1942/187, 4-5=-1787/205, 5-6=-1541/237, 6-7=-1243/234, 7-8=-1873/305, 8-9=-1818/216, 9-10=-1910/185, 10-11=-2338/178, 11-12=-2511/156, 12-13=-1179/87, 2-27=-1497/163, 13-15=-1467/138 BOT CHORD 26-27=-243/330, 25-26=-95/1758, 24-25=-95/1758, 24-28=-19/1607, 23-28=-19/1607, 22-23=0/1256, 19-20=-8/1953, 18-19=-90/2279 WEBS 8-20=-273/144, 5-24=0/340, 5-23=-598/140, 6-23=-61/578, 6-22=-297/133, 20-22=0/1231, 7-20=-147/922, 10-20=-501/104, 10-19=0/297, 11-19=-342/101, 16-18=0/1098, 12-18=-110/1624, 12-16=-1353/35, 2-26=-11/1493, 13-16=-36/983 NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 27=101, 15=101. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss T24 Truss Type Hip Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976370 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:04 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-ujWDTzLXc8bQ94PRs?VZUrF6vCIMsZ7skmqQwZzSOeP Scale = 1:97.1 1 2 3 4 5 6 7 8 9 10 11 12 13 25 24 23 22 21 20 19 18 17 16 15 1426 3x6 5x12 3x6 3x4 3x6 2x4 2x4 3x6 2x4 3x4 3x6 3x8 3x4 6x8 6x8 5x12 3x6 3x4 5x8 6x6 4x8 4x8 4x8 7-3-12 7-3-12 14-5-0 7-1-4 21-6-0 7-1-0 22-6-8 1-0-8 28-1-0 5-6-8 33-7-8 5-6-8 34-8-0 1-0-8 35-11-0 1-3-0 -1-0-0 1-0-0 7-3-12 7-3-12 14-5-0 7-1-4 21-6-0 7-1-0 22-6-8 1-0-8 28-1-0 5-6-8 33-7-8 5-6-8 34-8-0 1-0-8 35-11-0 1-3-0 36-11-0 1-0-0 1-0-09-2-159-4-151-0-00-8-09-2-157.00 12 Plate Offsets (X,Y)-- [5:0-6-0,0-0-9], [6:0-6-0,0-0-9], [17:0-5-4,0-3-0], [19:0-2-4,Edge], [24:0-2-8,0-1-8] 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) 0.61 0.72 0.66 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.37 0.19 (loc) 21-22 21-22 14 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 169 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* 5-21: 2x4 SPF No.2, 2-25,12-14: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-11-0 max.): 5-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 20-21. WEBS 1 Row at midpt 7-20, 3-22, 5-21, 6-21 REACTIONS.(lb/size) 25=1582/0-3-8, 14=1567/0-3-8 Max Horz 25=-222(LC 4) Max Uplift25=-90(LC 6), 14=-91(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2198/184, 3-4=-1855/187, 4-5=-1738/225, 5-6=-1507/233, 6-7=-1747/260, 7-8=-1886/229, 8-9=-1981/199, 9-10=-2410/191, 10-11=-2578/169, 11-12=-1210/93, 2-25=-1508/179, 12-14=-1503/144 BOT CHORD 24-25=-221/386, 23-24=-56/1804, 22-23=-56/1804, 22-26=-3/1505, 21-26=-3/1505, 18-19=-19/2016, 17-18=-101/2337 WEBS 19-20=-271/0, 7-19=-115/281, 3-22=-379/140, 5-22=0/485, 6-21=-644/55, 19-21=0/1843, 6-19=-83/1018, 9-19=-505/105, 9-18=0/296, 10-18=-334/101, 15-17=-1/1129, 11-17=-117/1662, 11-15=-1391/42, 2-24=0/1427, 12-15=-41/1010 NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 25, 14. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss T25 Truss Type Hip Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976371 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:05 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-Mv4bgJLANSjHnEzdQj0o12oFJcgDb1o0yQZ_S?zSOeO Scale = 1:87.5 1 2 3 4 5 6 7 8 9 10 11 12 25 24 23 22 21 20 19 18 17 16 15 14 1326 5x12 5x12 3x4 3x6 2x4 2x4 5x8 3x6 2x4 3x4 3x6 3x8 3x4 5x8 3x4 3x4 3x6 3x4 5x8 6x6 5x6 4x6 4x8 5-10-10 5-10-10 11-6-11 5-8-2 17-0-10 5-5-14 22-6-8 5-5-14 24-4-5 1-9-13 28-11-14 4-7-10 33-7-8 4-7-10 34-8-0 1-0-8 35-11-0 1-3-0 -1-0-0 1-0-0 5-10-10 5-10-10 11-6-11 5-8-2 17-0-10 5-5-14 22-6-8 5-5-14 24-4-5 1-9-13 28-11-14 4-7-10 33-7-8 4-7-10 34-8-0 1-0-8 35-11-0 1-3-0 36-11-0 1-0-0 1-0-07-7-07-8-151-0-00-8-07-7-07.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-12], [4:0-6-0,0-0-9], [7:0-6-0,0-0-9], [11:0-2-14,0-2-0], [16:0-5-4,0-3-0], [19:0-2-12,0-2-8], [24:0-2-8,0-1-8] 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 0.62 0.63 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.32 0.17 (loc) 21-22 20-21 13 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 165 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* 2-25,11-13: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-2 oc purlins, except end verticals, and 2-0-0 oc purlins (4-0-13 max.): 4-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-19 REACTIONS.(lb/size) 25=1562/0-3-8, 13=1530/0-3-8 Max Horz 25=182(LC 5) Max Uplift25=-75(LC 6), 13=-75(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2167/189, 3-4=-1967/230, 4-5=-1863/253, 5-6=-1867/244, 6-7=-1870/244, 7-8=-2060/237, 8-9=-2399/208, 9-10=-2619/187, 10-11=-1255/108, 2-25=-1497/175, 11-13=-1466/149 BOT CHORD 24-25=-178/263, 23-24=-120/1796, 22-23=-120/1796, 22-26=-97/1624, 21-26=-97/1624, 18-19=0/1718, 17-18=-46/2019, 16-17=-109/2347 WEBS 6-19=-294/108, 4-22=-3/339, 4-21=-147/492, 5-21=-445/181, 19-21=-94/1831, 7-19=-163/645, 7-18=-22/343, 8-18=-400/96, 9-17=-339/77, 14-16=-20/1213, 10-16=-108/1590, 10-14=-1449/55, 2-24=-40/1546, 11-14=-44/1097 NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 25, 13. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss T26 Truss Type Hip Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976372 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:05 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-Mv4bgJLANSjHnEzdQj0o12oHQcebb_K0yQZ_S?zSOeO Scale = 1:77.4 1 2 3 4 5 6 7 8 9 10 11 12 24 23 22 21 20 19 18 17 16 15 14 1325 5x12 3x6 3x4 3x6 2x4 2x4 3x6 2x4 3x4 3x6 3x8 3x4 5x12 3x4 5x8 5x12 3x4 5x12 6x6 4x6 4x6 4x8 4-5-7 4-5-7 8-8-7 4-2-15 15-7-7 6-11-1 22-6-8 6-11-1 27-2-9 4-8-1 33-7-8 6-4-15 34-8-0 1-0-8 35-11-0 1-3-0 -1-0-0 1-0-0 4-5-7 4-5-7 8-8-7 4-2-15 15-7-7 6-11-1 22-6-8 6-11-1 27-2-9 4-8-1 33-7-8 6-4-15 34-8-0 1-0-8 35-11-0 1-3-0 36-11-0 1-0-0 1-0-05-11-06-0-151-0-00-8-05-11-07.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8], [4:0-6-0,0-0-9], [8:0-6-0,0-0-9], [11:0-2-14,0-2-0], [16:0-6-0,0-2-12], [18:0-2-8,0-2-12], [23:0-2-8,0-1-8] 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) 0.62 0.72 0.79 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.17 -0.47 0.20 (loc) 20-21 19-20 13 l/defl >999 >903 n/a L/d 240 180 n/a PLATES MT20 Weight: 150 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* 2-24,11-13: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins, except end verticals, and 2-0-0 oc purlins (3-2-4 max.): 4-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 24=1560/0-3-8, 13=1517/0-3-8 Max Horz 24=143(LC 5) Max Uplift24=-58(LC 6), 13=-59(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2077/188, 3-4=-2077/227, 4-5=-2367/283, 5-6=-2470/288, 6-7=-2470/288, 7-8=-2475/288, 8-9=-2309/218, 9-10=-2639/221, 10-11=-1237/112, 2-24=-1499/175, 11-13=-1456/157 BOT CHORD 22-23=-178/1731, 21-22=-178/1731, 21-25=-175/1753, 20-25=-175/1753, 17-18=-59/1909, 16-17=-175/2445 WEBS 7-18=-390/157, 4-20=-183/858, 5-20=-582/219, 18-20=-229/2290, 8-18=-205/896, 8-17=0/321, 9-17=-543/174, 14-16=-15/1177, 10-16=-193/1745, 10-14=-1397/46, 2-23=-73/1568, 11-14=-36/1056 NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 24, 13. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss T27 Truss Type Common Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976373 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:06 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-q6ezueMo8lr8POYp_QX1aGLSB0_6KU49B3JX_SzSOeN Scale = 1:45.2 1 2 3 4 5 6 7 11 10 9 8 4x6 3x8 3x8 3x6 3x6 3x4 4x6 4x6 3x4 9-9-8 9-9-8 19-7-0 9-9-8 -1-0-0 1-0-0 5-0-0 5-0-0 9-9-8 4-9-8 14-7-0 4-9-8 19-7-0 5-0-0 20-7-0 1-0-0 0-11-05-9-120-11-06.00 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) 0.62 0.70 0.63 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.17 -0.44 0.03 (loc) 8-9 8-9 8 l/defl >999 >525 n/a L/d 240 180 n/a PLATES MT20 Weight: 73 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* 2-11,6-8: 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) 11=840/0-5-8, 8=840/0-5-8 Max Horz 11=-63(LC 4) Max Uplift11=-73(LC 6), 8=-73(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-334/57, 3-4=-870/148, 4-5=-870/148, 5-6=-334/57, 2-11=-333/118, 6-8=-333/118 BOT CHORD 10-11=-72/896, 9-10=-72/896, 8-9=-72/896 WEBS 4-9=-22/483, 3-11=-779/143, 5-8=-779/143 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) 11, 8. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss TG01 Truss Type HALF HIP GIRDER Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976374 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:06 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-q6ezueMo8lr8POYp_QX1aGLVQ04LKdU9B3JX_SzSOeN Scale = 1:16.2 1 2 3 4 6 5 7 8 9 10 3x8 2x4 3x8 2x4 2-9-0 2-9-0 5-5-0 2-8-0 -1-0-0 1-0-0 2-9-0 2-9-0 5-5-0 2-8-0 0-9-01-6-61-8-01-6-60-3-84.00 12 Plate Offsets (X,Y)-- [3:0-4-0,Edge], [5:0-1-14,0-0-9] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.42 0.30 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.05 -0.10 0.00 (loc) 5-6 5-6 l/defl >999 >605 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-6: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-0 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) 6=280/0-3-8, 5=196/0-1-8 Max Horz 6=48(LC 5) Max Uplift6=-100(LC 3), 5=-73(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 5. 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) 3 lb down and 12 lb up at 2-9-0, and 1 lb down and 17 lb up at 4-9-12 on top chord, and 19 lb up at 2-0-12, and 19 lb up at 2-9-12, and 3 lb down and 19 lb up at 4-9-12 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). 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-6=-20 Concentrated Loads (lb) Vert: 8=4(F) 9=2(F) 10=0(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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss TG02 Truss Type HALF HIP GIRDER Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976375 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:07 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-IICM5_NQv3z?0Y70X72G6TtlzPUo346JQj25XuzSOeM Scale: 1"=1' 1 2 3 6 4 7 5 3x4 3x8 1-0-0 1-0-0 1-11-4 0-11-4 2-0-0 0-0-12 -1-0-0 1-0-0 1-4-13 1-4-13 2-0-0 0-7-3 0-10-01-5-05.00 12 Plate Offsets (X,Y)-- [3:0-2-0,0-2-11], [6:0-4-4,0-1-8] 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) 0.11 0.03 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 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) 6=162/0-3-8, 5=10/Mechanical, 4=37/Mechanical Max Horz 6=28(LC 5) Max Uplift6=-58(LC 5), 5=-9(LC 4), 4=-18(LC 4) Max Grav 6=162(LC 1), 5=33(LC 2), 4=37(LC 1) 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; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 5, 4. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 16 lb down and 8 lb up at 1-11-14 on top chord, and 0 lb down and 7 lb up at 1-4-13 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=7(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss TG03 Truss Type Hip Girder Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976376 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:08 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-mUmkIKO2gN5sehiC5rZVfhQkVph2oMSSeNoe3KzSOeL Scale = 1:65.8 1 2 3 4 5 6 7 8 9 10 11 12 23 22 21 20 19 18 17 16 15 14 13 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 5x6 3x6 8x8 5x8 3x6 4x8 4x8 4x8 2x4 4x8 2x4 2x4 4x8 4x8 3x6 4x8 8x8 5x6 5x8 3-2-10 3-2-10 6-1-11 2-11-2 12-1-8 5-11-12 17-11-8 5-10-0 23-9-8 5-10-0 29-9-5 5-11-12 32-8-6 2-11-2 35-11-0 3-2-10 -1-0-0 1-0-0 3-2-10 3-2-10 6-1-11 2-11-2 12-1-8 5-11-12 17-11-8 5-10-0 23-9-8 5-10-0 29-9-5 5-11-12 32-8-6 2-11-2 35-11-0 3-2-10 36-11-0 1-0-0 1-0-04-5-14-7-01-0-04-5-17.00 12 Plate Offsets (X,Y)-- [13:Edge,0-6-8], [14:0-3-8,0-2-0], [22:0-3-8,0-2-0], [23:Edge,0-6-8] 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) 0.89 0.61 0.76 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.35 -0.63 0.13 (loc) 18 18 13 l/defl >999 >679 n/a L/d 240 180 n/a PLATES MT20 Weight: 192 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* 2-22,11-14: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-11 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-11 max.): 4-9. BOT CHORD Structural wood sheathing directly applied or 6-2-4 oc bracing. WEBS 1 Row at midpt 5-21, 8-15 REACTIONS.(lb/size) 23=2068/0-3-8, 13=2082/0-3-8 Max Horz 23=105(LC 12) Max Uplift23=-662(LC 4), 13=-673(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-24=-2660/928, 3-24=-2581/929, 3-25=-2904/1115, 25-26=-2856/1099, 4-26=-2788/1088, 4-27=-2455/971, 27-28=-2456/972, 5-28=-2459/972, 5-29=-4437/1807, 29-30=-4437/1807, 6-30=-4437/1807, 6-31=-4437/1807, 7-31=-4437/1807, 7-8=-4437/1807, 8-32=-2452/977, 32-33=-2452/976, 33-34=-2449/976, 9-34=-2448/975, 9-35=-2791/1105, 10-35=-2879/1115, 10-36=-2595/941, 11-36=-2674/942, 2-23=-1956/654, 11-13=-1967/665 BOT CHORD 23-37=-183/257, 22-37=-183/257, 22-38=-863/2237, 38-39=-863/2237, 21-39=-863/2237, 21-40=-1644/4002, 40-41=-1644/4002, 20-41=-1644/4002, 20-42=-1644/4002, 19-42=-1644/4002, 18-19=-1644/4002, 17-18=-1615/3996, 17-43=-1615/3996, 16-43=-1615/3996, 16-44=-1615/3996, 44-45=-1615/3996, 45-46=-1615/3996, 15-46=-1615/3996, 15-47=-783/2248, 14-47=-783/2248, 14-48=-87/265, 13-48=-87/265 WEBS 3-22=-502/253, 3-21=-230/371, 4-21=-310/1035, 5-21=-1861/824, 5-20=0/341, 5-18=-239/536, 6-18=-439/285, 8-18=-244/546, 8-16=0/337, 8-15=-1866/820, 9-15=-325/1044, 10-15=-213/331, 10-14=-495/263, 2-22=-711/2029, 11-14=-716/2033 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) 23=662, 13=673. 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. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss TG03 Truss Type Hip Girder Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976376 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:08 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-mUmkIKO2gN5sehiC5rZVfhQkVph2oMSSeNoe3KzSOeL NOTES-(12-13) 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 81 lb down and 53 lb up at 2-0-12, 80 lb down and 56 lb up at 4-0-12, 79 lb down and 72 lb up at 5-1-10, 58 lb down and 78 lb up at 6-1-11, 56 lb down and 78 lb up at 8-2-7, 56 lb down and 78 lb up at 10-2-7, 56 lb down and 78 lb up at 12-2-7, 56 lb down and 78 lb up at 14-2-7, 56 lb down and 78 lb up at 16-2-7, 56 lb down and 78 lb up at 18-2-7, 56 lb down and 78 lb up at 20-2-7, 56 lb down and 78 lb up at 22-2-7, 56 lb down and 78 lb up at 24-2-7, 56 lb down and 78 lb up at 26-2-7, 56 lb down and 78 lb up at 28-2-7, 58 lb down and 78 lb up at 29-9-5, 80 lb down and 67 lb up at 31-8-9, and 80 lb down and 57 lb up at 32-9-7, and 81 lb down and 54 lb up at 33-10-4 on top chord, and 32 lb down at 2-0-12, 32 lb down at 4-0-12, 33 lb down at 5-1-10, 33 lb down and 16 lb up at 6-2-7, 33 lb down and 16 lb up at 8-2-7, 33 lb down and 16 lb up at 10-2-7, 33 lb down and 16 lb up at 12-2-7, 33 lb down and 16 lb up at 14-2-7, 33 lb down and 16 lb up at 16-2-7, 33 lb down and 16 lb up at 18-2-7, 33 lb down and 16 lb up at 20-2-7, 33 lb down and 16 lb up at 22-2-7, 33 lb down and 16 lb up at 24-2-7, 33 lb down and 16 lb up at 26-2-7, 33 lb down and 16 lb up at 28-2-7, 33 lb down and 16 lb up at 29-8-9, 32 lb down at 31-8-9, and 32 lb down at 32-9-7, and 32 lb down at 33-10-4 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, 2-4=-60, 4-9=-60, 9-11=-60, 11-12=-60, 13-23=-20 Concentrated Loads (lb) Vert: 4=-39(F) 7=-39(F) 19=-22(F) 21=-22(F) 5=-39(F) 20=-22(F) 18=-22(F) 6=-39(F) 15=-22(F) 10=-40(F) 14=-21(F) 9=-39(F) 17=-22(F) 24=-41(F) 25=-40(F) 26=-39(F) 27=-39(F) 28=-39(F) 29=-39(F) 30=-39(F) 31=-39(F) 32=-39(F) 33=-39(F) 34=-39(F) 35=-40(F) 36=-41(F) 37=-19(F) 38=-22(F) 39=-22(F) 40=-22(F) 41=-22(F) 42=-22(F) 43=-22(F) 44=-22(F) 45=-22(F) 46=-22(F) 47=-22(F) 48=-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 62_BEAR_CREEK_ESTATES Truss TG04 Truss Type Half Hip Girder Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976377 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:08 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-mUmkIKO2gN5sehiC5rZVfhQuwpo7oXMSeNoe3KzSOeL Scale = 1:16.4 1 2 3 6 7 4 8 9 5 4x6 2x4 3x4 1-1-3 1-1-3 4-0-0 2-10-13 -1-0-0 1-0-0 1-1-3 1-1-3 4-0-0 2-10-13 1-3-02-2-01-10-82-2-010.00 12 Plate Offsets (X,Y)-- [3:0-2-4,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.22 0.16 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.04 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=100/Mechanical, 6=224/0-3-8, 5=38/Mechanical Max Horz 6=51(LC 5) Max Uplift4=-38(LC 3), 6=-51(LC 5) Max Grav 4=101(LC 10), 6=224(LC 1), 5=72(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 37 lb down and 1 lb up at 1-1-3, and 43 lb down and 21 lb up at 2-0-12 on top chord, and 11 lb up at 1-1-3, and 3 lb down and 12 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-6=-20 Concentrated Loads (lb) Vert: 8=8(B) 9=2(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss TG05 Truss Type Half Hip Girder Qty 3 Ply 1 62 bear creek estates Job Reference (optional) I32976378 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:09 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-EhK6WgOgRgDjGrHOfY5kBuz3gD8MX_cbt1XBbmzSOeK Scale = 1:16.4 1 2 3 6 7 4 8 9 5 3x4 2x4 3x4 1-1-3 1-1-3 4-0-0 2-10-13 -1-0-0 1-0-0 1-1-3 1-1-3 4-0-0 2-10-13 1-3-02-0-42-2-02-0-41-8-1210.00 12 Plate Offsets (X,Y)-- [3:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.22 0.16 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.04 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=100/Mechanical, 6=224/0-3-8, 5=38/Mechanical Max Horz 6=47(LC 5) Max Uplift4=-38(LC 3), 6=-53(LC 5) Max Grav 4=101(LC 10), 6=224(LC 1), 5=72(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 40 lb down and 1 lb up at 1-1-3, and 43 lb down and 21 lb up at 2-0-12 on top chord, and 11 lb up at 1-1-3, and 3 lb down and 12 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-6=-20 Concentrated Loads (lb) Vert: 8=8(B) 9=2(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss TG06 Truss Type Hip Girder Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976379 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:10 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-jtuUj0PIC_Lat?sbCGczk6V4VdNUGELl6hHl8DzSOeJ Scale = 1:69.9 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 30 29 2827 26 25 24 23 22 21 20 19 18 17 16 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 6x6 3x6 7x16 MT18HS 8x8 4x8 2x4 2x4 6x10 6x10 2x4 2x4 8x8 3x6 4x8 4x6 5x12 2x4 3x8 2x4 6x10 3x6 2x4 4x8 4x10 6x10 5x8 3-2-10 3-2-10 6-1-11 2-11-2 10-2-15 4-1-3 14-4-2 4-1-3 18-5-5 4-1-3 22-6-8 4-1-3 26-1-14 3-7-6 29-9-5 3-7-6 33-7-8 3-10-3 34-7-8 1-0-0 35-11-0 1-3-8 -1-0-0 1-0-0 3-2-10 3-2-10 6-1-11 2-11-2 10-2-15 4-1-3 14-4-2 4-1-3 18-5-5 4-1-3 22-6-8 4-1-3 26-1-14 3-7-6 29-9-5 3-7-6 33-7-8 3-10-3 34-7-8 1-0-0 35-11-0 1-3-8 36-11-0 1-0-0 1-0-04-5-14-7-01-0-00-8-04-5-17.00 12 Plate Offsets (X,Y)-- [11:0-10-8,0-0-12], [16:Edge,0-6-8], [19:0-3-4,0-3-8], [20:0-3-8,0-2-0], [22:0-2-12,0-4-0], [24:0-1-12,0-2-12], [29:0-3-8,0-2-0], [30:Edge,0-6-8] 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) 0.86 0.61 0.87 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.40 -0.71 0.21 (loc) 23-24 23-24 16 l/defl >999 >603 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 206 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 22-24: 2x4 SPF 2100F 1.8E, 17-19,13-19,13-17,14-17: 2x3 SPF No.2 2-29: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-6 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-12 max.): 4-11. BOT CHORD Structural wood sheathing directly applied or 6-0-1 oc bracing. WEBS 1 Row at midpt 10-20 REACTIONS.(lb/size) 30=2068/0-3-8, 16=2091/0-3-8 Max Horz 30=-106(LC 3) Max Uplift30=-673(LC 4), 16=-685(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-31=-2665/945, 3-31=-2586/946, 3-32=-2900/1136, 32-33=-2842/1120, 4-33=-2806/1102, 4-34=-3593/1464, 5-34=-3595/1465, 5-35=-3592/1463, 6-35=-3592/1463, 6-36=-4419/1807, 7-36=-4419/1807, 7-8=-4925/2009, 8-9=-4925/2009, 9-37=-4944/2014, 10-37=-4944/2014, 10-38=-2977/1170, 11-38=-2977/1170, 11-39=-3689/1353, 39-40=-3720/1361, 12-40=-3810/1369, 12-13=-3640/1298, 13-14=-1820/645, 2-30=-1956/664, 14-16=-1896/629 BOT CHORD 29-42=-877/2244, 42-43=-877/2244, 28-43=-877/2244, 27-28=-1004/2479, 27-44=-1004/2479, 26-44=-1004/2479, 26-45=-1748/4245, 25-45=-1748/4245, 25-46=-1748/4245, 24-46=-1748/4245, 22-48=-1675/4187, 21-48=-1675/4187, 21-49=-1675/4187, 20-49=-1675/4187, 20-50=-1150/3028, 50-51=-1150/3028, 19-51=-1150/3028 WEBS 9-22=-304/199, 12-19=-329/156, 3-29=-503/270, 3-28=-219/345, 4-26=-689/1583, 5-26=-392/241, 6-26=-924/411, 7-24=-747/379, 22-24=-1765/4294, 7-22=-262/658, 10-22=-467/1043, 10-20=-1641/731, 11-20=-449/1209, 11-19=-60/309, 17-19=-522/1529, 13-19=-730/2090, 13-17=-1917/668, 2-29=-733/2045, 14-17=-499/1473 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) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 30=673, 16=685. 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. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss TG06 Truss Type Hip Girder Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976379 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:10 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-jtuUj0PIC_Lat?sbCGczk6V4VdNUGELl6hHl8DzSOeJ NOTES-(13-14) 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 81 lb down and 54 lb up at 2-0-12, 80 lb down and 65 lb up at 4-0-12, 79 lb down and 76 lb up at 5-1-10, 58 lb down and 78 lb up at 6-1-11, 56 lb down and 78 lb up at 8-2-7, 56 lb down and 78 lb up at 10-2-7, 56 lb down and 78 lb up at 12-2-7, 56 lb down and 78 lb up at 14-2-7, 56 lb down and 78 lb up at 16-2-7, 56 lb down and 78 lb up at 18-2-7, 56 lb down and 78 lb up at 20-2-7, 56 lb down and 78 lb up at 22-2-7, 70 lb down and 92 lb up at 24-2-7, 70 lb down and 92 lb up at 26-2-7, 70 lb down and 92 lb up at 28-2-7, 83 lb down and 92 lb up at 29-9-5, 104 lb down and 63 lb up at 31-8-9, and 104 lb down and 53 lb up at 32-9-7, and 81 lb down and 54 lb up at 33-10-4 on top chord, and 32 lb down at 2-0-12, 32 lb down at 4-0-12, 33 lb down at 5-1-10, 33 lb down and 16 lb up at 6-2-7, 33 lb down and 16 lb up at 8-2-7, 33 lb down and 16 lb up at 10-2-7, 33 lb down and 16 lb up at 12-2-7, 33 lb down and 16 lb up at 14-2-7, 33 lb down and 16 lb up at 16-2-7, 33 lb down and 16 lb up at 18-2-7, 33 lb down and 16 lb up at 20-2-7, 33 lb down and 16 lb up at 22-6-8, at 24-2-7, at 26-2-7, at 28-2-7, at 29-8-9, at 31-8-9, and at 32-9-7, and 32 lb down at 33-9-4 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 Uniform Loads (plf) Vert: 1-2=-60, 2-4=-60, 4-11=-60, 11-14=-60, 14-15=-60, 23-30=-20, 19-22=-20, 16-18=-20 Concentrated Loads (lb) Vert: 4=-39(B) 8=-39(B) 11=-64(B) 23=-22(B) 9=-39(B) 19=-19(B) 12=-41(B) 28=-22(B) 26=-22(B) 5=-39(B) 6=-39(B) 25=-22(B) 24=-22(B) 7=-39(B) 10=-64(B) 31=-41(B) 32=-40(B) 33=-39(B) 34=-39(B) 35=-39(B) 36=-39(B) 37=-64(B) 38=-64(B) 39=-64(B) 40=-64(B) 41=-19(B) 42=-22(B) 43=-22(B) 44=-22(B) 45=-22(B) 46=-22(B) 47=-22(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 62_BEAR_CREEK_ESTATES Truss TG07 Truss Type COMMON GIRDER Qty 1 Ply 2 62 bear creek estates Job Reference (optional) I32976380 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:10 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-jtuUj0PIC_Lat?sbCGczk6VEOdVfGOrl6hHl8DzSOeJ Scale = 1:43.9 1 2 3 4 5 11 10 9 8 7 6 4x6 2x4 4x6 3x8 3x6 4x6 3x6 4x6 3x6 2x4 3x6 5-0-8 5-0-8 9-9-8 4-9-0 14-6-8 4-9-0 19-7-0 5-0-8 5-0-8 5-0-8 9-9-8 4-9-0 14-6-8 4-9-0 19-7-0 5-0-8 0-11-05-9-120-11-06.00 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) 0.23 0.09 0.19 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.04 0.01 (loc) 8 8-9 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 201 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP 2400F 2.0E *Except* 6-10: 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. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 11=772/0-5-8, 6=772/0-5-8 Max Horz 11=-64(LC 4) Max Uplift11=-37(LC 6), 6=-37(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1131/164, 2-3=-862/174, 3-4=-862/174, 4-5=-1132/164, 1-11=-699/119, 5-6=-700/119 BOT CHORD 10-11=-67/263, 9-10=-67/263, 8-9=-81/957, 7-8=-81/958, 6-7=-38/254 WEBS 3-8=-54/452, 4-8=-329/95, 2-8=-328/96, 1-9=-41/699, 5-7=-43/710 NOTES-(11-12) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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. 7) Bearing at joint(s) 11, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 6. 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.). THIS TRUSS IS DESIGNED TO SUPPORT ONLY 2'-0"OF UNIFORM LOAD AS SHOWN. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss TG08 Truss Type COMMON GIRDER Qty 1 Ply 2 62 bear creek estates Job Reference (optional) I32976381 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:11 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-B3SsxMQwzITRV9Rnmz7CHJ2QK1sT?s3uLL0IgfzSOeI Scale = 1:72.8 1 2 3 4 5 11 10 9 8 7 6 3x6 4x6 3x6 4x6 3x8 3x6 4x6 3x6 4x6 2x4 2x4 4-10-12 4-10-12 9-6-0 4-7-4 14-1-4 4-7-4 19-0-0 4-10-12 4-10-12 4-10-12 9-6-0 4-7-4 14-1-4 4-7-4 19-0-0 4-10-12 1-3-09-2-01-3-010.00 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) 0.15 0.05 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.00 (loc) 8 8 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 227 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 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 11=748/0-3-8, 6=748/0-3-8 Max Horz 11=214(LC 5) Max Uplift11=-23(LC 6), 6=-23(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-820/88, 2-3=-634/153, 3-4=-634/153, 4-5=-820/88, 1-11=-694/71, 5-6=-694/71 BOT CHORD 8-9=-50/568, 7-8=0/568 WEBS 3-8=-109/441, 1-9=0/478, 5-7=0/478 NOTES-(11-12) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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. 7) Bearing at joint(s) 11, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 6. 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.). THIS TRUSS IS DESIGNED TO SUPPORT ONLY 2'-0" OF UNIFORM LOAD AS SHOWN. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss V01 Truss Type GABLE Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976382 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:11 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-B3SsxMQwzITRV9Rnmz7CHJ2Lc1ox?u5uLL0IgfzSOeI Scale = 1:12.2 1 2 3 2x4 2x4 2x4 4-5-13 4-5-13 0-0-41-5-154.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.45 0.28 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-13 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=148/4-5-13, 3=148/4-5-13 Max Horz 1=42(LC 5) Max Uplift1=-10(LC 4), 3=-16(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss V02 Truss Type Valley Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976383 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:12 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-fF?F8iRZkbbI7J0zKheRpXbbqQ5?kLL2Z?msC5zSOeH Scale = 1:13.6 1 2 3 2x4 2x4 2x4 0-0-8 0-0-8 5-4-8 5-4-0 2-8-4 2-8-4 5-4-8 2-8-4 0-0-41-4-20-0-46.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.17 0.42 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-8 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=178/5-3-8, 3=178/5-3-8 Max Horz 1=-11(LC 4) Max Uplift1=-9(LC 6), 3=-9(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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss V03 Truss Type GABLE Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976384 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:12 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-fF?F8iRZkbbI7J0zKheRpXbZRQ6mkLW2Z?msC5zSOeH Scale = 1:21.1 1 2 3 43x6 3x8 3x6 2x4 10-0-8 10-0-8 5-0-4 5-0-4 10-0-8 5-0-4 0-0-42-6-20-0-46.00 12 Plate Offsets (X,Y)-- [1:Edge,0-0-4], [3:0-1-7,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.32 0.37 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=162/10-0-8, 3=162/10-0-8, 4=404/10-0-8 Max Horz 1=-22(LC 4) Max Uplift1=-18(LC 6), 3=-22(LC 7), 4=-1(LC 6) Max Grav 1=166(LC 10), 3=166(LC 11), 4=404(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-252/93 NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss V04 Truss Type GABLE Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976385 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:12 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-fF?F8iRZkbbI7J0zKheRpXbYiQA_kLM2Z?msC5zSOeH Scale = 1:29.9 1 2 3 4 5 8 7 63x4 3x6 3x4 2x4 2x4 2x4 2x4 2x4 14-8-8 14-8-8 7-4-4 7-4-4 14-8-8 7-4-4 0-0-43-8-20-0-46.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.37 0.10 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 33 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 14-8-8. (lb) - Max Horz 1=33(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 8, 6 Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=279(LC 1), 8=320(LC 10), 6=320(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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss V05 Truss Type GABLE Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976386 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:13 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-7SZdM2SBUvk9lTbAuO9gMk7mKqTBTl9BofVPkYzSOeG Scale = 1:54.9 1 2 3 4 5 9 8 7 610 113x4 4x6 3x4 2x4 2x4 2x4 2x4 2x4 2x4 16-10-8 16-10-8 8-5-4 8-5-4 16-10-8 8-5-4 0-0-47-0-60-0-410.00 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) 0.18 0.29 0.16 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: 48 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 16-10-8. (lb) - Max Horz 1=-157(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1 except 9=-140(LC 6), 6=-140(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=392(LC 1), 9=447(LC 10), 6=447(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-288/184, 4-6=-288/184 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 except (jt=lb) 9=140 , 6=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) 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss V06 Truss Type GABLE Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976387 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:13 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-7SZdM2SBUvk9lTbAuO9gMk7hPqTnTiPBofVPkYzSOeG Scale = 1:69.4 Sheet Front Left Option 11-6-8 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 26 25 24 23 22 21 20 1918 17 27 28 29 30 31 323x4 6x6 6x6 3x8 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 2x4 2x4 11-6-8 11-6-8 18-1-2 6-6-10 25-0-14 6-11-12 9-8-13 9-8-13 15-4-1 5-7-4 18-3-11 2-11-10 25-0-14 6-9-3 0-0-47-11-78-1-60-0-47-11-710.00 12 Plate Offsets (X,Y)-- [7:0-3-11,Edge], [13:0-3-11,Edge], [16:0-4-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.50 0.32 0.33 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 16 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 289 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 7-13. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 28, 30 REACTIONS.All bearings 25-0-14. (lb) - Max Horz 1=179(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 20, 22, 23, 24, 25, 26 except 19=-225(LC 2) Max Grav All reactions 250 lb or less at joint(s) 1, 19, 20, 22, 23, 24, 25, 26 except 16=337(LC 1), 18=470(LC 2), 17=514(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14-15=-280/74, 15-16=-312/63 WEBS 15-17=-337/67 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 20, 22, 23, 24, 25, 26 except (jt=lb) 19=225. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss V07 Truss Type GABLE Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976388 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:14 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-be7?ZNSpFDs0McAMR5gvuygx5ErdCBnK1JFyH_zSOeF Scale = 1:63.0 1 2 3 4 5 6 7 8 9 15 14 13 12 11 1016173x4 3x6 3x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 22-3-5 22-3-5 9-8-13 9-8-13 12-6-7 2-9-10 22-3-5 9-8-13 0-0-47-11-78-1-60-0-47-11-710.00 12 Plate Offsets (X,Y)-- [4:0-3-11,Edge], [6:0-3-11,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.15 0.20 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: 74 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 22-3-5. (lb) - Max Horz 1=179(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 9, 13, 11 except 15=-111(LC 6), 10=-111(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 9 except 12=377(LC 1), 13=468(LC 10), 15=323(LC 1), 11=470(LC 11), 10=326(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9, 13, 11 except (jt=lb) 15=111, 10=111. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss V08 Truss Type GABLE Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976389 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:14 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-be7?ZNSpFDs0McAMR5gvuygufEqQCC2K1JFyH_zSOeF Scale = 1:63.0 1 2 3 4 5 9 8 7 63x8 4x6 3x8 3x6 2x4 2x4 2x4 2x4 2x4 19-5-11 19-5-11 9-8-13 9-8-13 19-5-11 9-8-13 0-0-48-1-60-0-410.00 12 Plate Offsets (X,Y)-- [1:0-4-0,0-1-4], [5:0-4-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.34 0.23 0.18 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: 63 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 19-5-11. (lb) - Max Horz 1=181(LC 5) Max Uplift All uplift 100 lb or less at joint(s) except 8=-167(LC 6), 6=-167(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=349(LC 1), 8=537(LC 10), 6=537(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-328/210, 4-6=-328/209 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 167 lb uplift at joint 8 and 167 lb uplift at joint 6. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss V09 Truss Type GABLE Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976390 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:15 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-3qhNmjTR0W_s_mkY?pB8R9C5ve9fxfhUFz_WpQzSOeE Scale = 1:54.3 1 2 3 4 5 9 8 7 610113x4 4x6 3x4 2x4 2x4 2x4 2x4 2x4 2x4 16-8-1 16-8-1 8-4-1 8-4-1 16-8-1 8-4-1 0-0-46-11-60-0-410.00 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) 0.18 0.29 0.15 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: 48 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 16-8-1. (lb) - Max Horz 1=155(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1 except 9=-138(LC 6), 6=-138(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=394(LC 1), 9=438(LC 10), 6=438(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-284/182, 4-6=-284/181 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 except (jt=lb) 9=138 , 6=138. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss V10 Truss Type GABLE Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976391 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:15 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-3qhNmjTR0W_s_mkY?pB8R9C21eCjxgFUFz_WpQzSOeE Scale = 1:45.6 1 2 3 4 5 8 7 69 103x4 5x6 3x4 2x4 2x4 2x4 2x4 2x4 13-10-8 13-10-8 6-11-4 6-11-4 13-10-8 6-11-4 0-0-45-9-60-0-410.00 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) 0.36 0.09 0.12 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 37 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 13-10-8. (lb) - Max Horz 1=-128(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-119(LC 6), 6=-118(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=314(LC 10), 6=314(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. 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=119, 6=118. 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss V11 Truss Type GABLE Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976392 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:16 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:AzhGrv2QbjQObTa?82MsBTyo?ib-X1Fl_3U3nq6jcwJkZWjN_NlFG2VVg80dUdk3LszSOeD Scale = 1:18.0 1 2 3 4 5 6 2x4 2x4 2x4 2x4 2x4 2x4 8-3-5 8-3-5 2-6-14 2-6-14 5-8-6 3-1-8 8-3-5 2-6-14 0-0-41-11-132-1-120-0-41-11-1310.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge], [4:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.20 0.32 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 2-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=206/8-3-5, 5=206/8-3-5, 6=204/8-3-5 Max Horz 1=-42(LC 4) Max Uplift1=-30(LC 6), 5=-31(LC 7) Max Grav 1=206(LC 1), 5=206(LC 1), 6=228(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss V12 Truss Type GABLE Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976393 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:16 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:AzhGrv2QbjQObTa?82MsBTyo?ib-X1Fl_3U3nq6jcwJkZWjN_NlFa2XIg8YdUdk3LszSOeD Scale = 1:33.5 1 2 3 4 5 6 8 73x8 4x8 3x4 2x4 2x4 2x4 2x4 11-0-14 11-0-14 5-4-8 5-4-8 5-8-6 0-3-14 11-0-14 5-4-8 0-0-44-3-134-5-120-0-44-3-1310.00 12 Plate Offsets (X,Y)-- [1:0-5-13,Edge], [3:0-4-0,0-0-14] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.24 0.14 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: 27 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, except 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 11-0-14. (lb) - Max Horz 1=-96(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 8, 7 Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 8=297(LC 10), 7=255(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 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. April 10,2018 Job 62_BEAR_CREEK_ESTATES Truss V13 Truss Type GABLE Qty 1 Ply 1 62 bear creek estates Job Reference (optional) I32976394 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Apr 09 16:28:16 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:VarUFZKVo2kjotTWURxEQNyoteT-X1Fl_3U3nq6jcwJkZWjN_NlCN2XEg65dUdk3LszSOeD Scale = 1:50.1 1 2 3 4 5 8 7 69103x6 5x6 3x6 2x4 2x4 2x4 2x4 2x4 15-3-15 15-3-15 7-7-15 7-7-15 15-3-15 7-7-15 0-0-46-4-100-0-410.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.39 0.14 0.14 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: 42 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 15-3-15. (lb) - Max Horz 1=-142(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1 except 8=-128(LC 6), 6=-128(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=399(LC 1), 8=381(LC 10), 6=381(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-250/166, 4-6=-250/166 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 except (jt=lb) 8=128 , 6=128. 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. April 10,2018 edge of truss.from outside"16/1-0PRODUCT CODE APPROVALSJOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3- 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 8 7 6 54321BOTTOM CHORDSTOP CHORDSBEARINGLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Min size shown is for crushing only.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T or I bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering System1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI.2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered.3. Never exceed the design loading shown and never stack materials on inadequately braced trusses.4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.5. Cut members to bear tightly against each other.6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1.7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1.8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication.9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection.11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements.12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified.13. Top chords must be sheathed or purlins provided at spacing indicated on design.14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted.15. Connections not shown are the responsibility of others.16. Do not cut or alter truss member or plate without prior approval of an engineer.17. Install and load vertically unless indicated otherwise.18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use.19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient.20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.Failure to Follow Could Cause PropertyDamage or Personal InjuryGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:6-4-8dimensions shown in ft-in-sixteenths (Drawings not to scale)© 2012 MiTek® All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015WEBSedge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ESR1988ER-3907, ESR-2362, ESR-1397, ESR-3282JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3- 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 8 7 6 54321BOTTOM CHORDSTOP CHORDSBEARINGIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering System General Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8dimensions shown in ft-in-sixteenthsWEBSTrusses are designed for wind loads in the plane of the truss unless otherwise shown.Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others.