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HomeMy WebLinkAboutI31824522.56_Bear_creek_estates MiTek USA, Inc. 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 Re: 56_Bear_creek_estates 56 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). Pages or sheets covered by this seal: I31824522 thru I31824596 My license renewal date for the state of Indiana is July 31, 2018. December 5,2017 Liu, Xuegang Truss Engineer's responsibility is solely for IMPORTANT NOTE: 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. JobTrussTruss TypeQtyPly 56 bear creek estates I31824522 56_BEAR_CREEK_ESTATESGE01GABLE11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:04 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-8VTv1MffVdVJunymq9Rhtl7z9l6ydPjITcHUn8yC1zT -1-0-07-7-1412-3-219-11-020-11-0 1-0-07-7-144-7-47-7-141-0-0 Scale = 1:58.4 3x6 2x4 2x4 2x4 6x6 2x4 891011 12 2x4 Sheet Front 7 Full Sheathing2x4 13 1 Ply 7/16OSB8 2x4 10.00126 2x4 14 2x4 5 2x4 15 2x4 4 2x4 7-7-9162x4 7-5-137-5-13 3x4 3 3x4 17 18 2 19 1 1-3-0 1-3-0 32 36353433313029282726252423222120 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x6 2x4 2x4 2x4 19-11-0 19-11-0 Plate Offsets (X,Y)-- \[8:0-3-0,0-2-1\], \[12:0-3-15,Edge\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.17Vert(LL)-0.0019n/r180MT20169/123 TCDL10.0Lumber DOL 1.15BC0.08Vert(TL)-0.0119n/r120 BCLL0.0 *Rep Stress IncrYESWB0.12Horz(TL)0.0020n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 332 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals, and 2-0-0 oc purlins (10-0-0 max.): 8-12. WEBS2x4 SPF-S StudBOT CHORDStructural wood sheathing directly applied or 6-0-0 oc bracing. OTHERS2x3 SPF No.2 REACTIONS.All bearings 19-11-0. (lb) - Max Horz36=183(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 27, 28, 31, 32, 34, 25, 24, 23, 22 except 36=-114(LC 4), 20=-160(LC 5), 35=-114(LC 5), 21=-145(LC 4) Max Grav All reactions 250 lb or less at joint(s) 36, 20, 26, 27, 28, 29, 30, 31, 32, 34, 35, 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) 27, 28, 31, 32, 34, 25, 24, 23, 22 except (jt=lb) 36=114, 20=160, 35=114, 21=145. 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824523 56_BEAR_CREEK_ESTATESGE02GABLE11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:05 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-ch1HEigHGxdAVxXyOtywQzg9L9TeMtVRiG11JayC1zS -1-0-04-3-08-6-09-6-0 1-0-04-3-04-3-01-0-0 Scale = 1:20.1 4x6 4 4.0012 Sheet Front 2x4 2x4 Full Sheathing5 3 1 Ply 7/16OSB8 2-2-06 2 7 1 0-9-00-9-0 12111098 3x8 2x4 2x4 2x4 3x8 8-6-0 8-6-0 LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.08Vert(LL)-0.007n/r180MT20169/123 TCDL10.0Lumber DOL 1.15BC0.05Vert(TL)-0.007n/r120 BCLL0.0 *Rep Stress IncrYESWB0.03Horz(TL)0.008n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 58 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals. WEBS2x4 SPF-S StudBOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS2x3 SPF No.2 REACTIONS. All bearings 8-6-0. (lb) - Max Horz12=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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824524 56_BEAR_CREEK_ESTATESGE03GABLE11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:05 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-ch1HEigHGxdAVxXyOtywQzg9F9SPMtQRiG11JayC1zS -1-0-06-0-0 1-0-06-0-0 Scale = 1:19.5 2x4 5 Sheet Front2x4 3.5012 Full Sheathing 4 1 Ply 7/16OSB8 2x4 3 2-5-8 2 1 0-8-8 9876 3x6 2x4 2x4 2x4 Plate Offsets (X,Y)-- \[6:0-1-14,0-0-9\], \[9:0-3-8,0-1-8\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.09Vert(LL)0.001n/r180MT20169/123 TCDL10.0Lumber DOL 1.15BC0.07Vert(TL)0.001n/r120 BCLL0.0 *Rep Stress IncrYESWB0.03Horz(TL)0.006n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 42 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals. WEBS2x4 SPF-S Stud *Except* BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. 5-6: 2x3 SPF No.2 OTHERS2x3 SPF No.2 REACTIONS.All bearings 6-0-0. (lb) - Max Horz9=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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824525 56_BEAR_CREEK_ESTATESGE04GABLE11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:06 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-5tbfS2hv1El17469xaT9yACK6ZpQ5K8bwwmbr0yC1zR -1-0-02-0-0 1-0-02-0-0 Scale = 1:11.2 3 3.50 12 2x4 Sheet Front Full Sheathing 1 Ply 7/16OSB8 2 1-3-81 0-8-8 54 3x6 2x4 Plate Offsets (X,Y)-- \[4:0-1-14,0-0-9\], \[5:0-3-8,0-1-8\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.08Vert(LL)0.001n/r180MT20169/123 TCDL10.0Lumber DOL 1.15BC0.02Vert(TL)-0.001n/r120 BCLL0.0 *Rep Stress IncrYESWB0.00Horz(TL)0.004n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 12 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals. WEBS2x4 SPF-S Stud *Except* BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. 3-4: 2x3 SPF No.2 REACTIONS.(lb/size)5=161/2-0-0, 4=47/2-0-0 Max Horz5=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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824526 56_BEAR_CREEK_ESTATESGE05GABLE11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:06 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-5tbfS2hv1El17469xaT9yACKjZpF5J3bwwmbr0yC1zR -1-0-09-9-819-7-020-7-0 1-0-09-9-89-9-81-0-0 Scale: 1/4"=1' 4x6 9 2x4 2x4 Sheet Front 10 8 2x4 2x4 Full Sheathing 6.0012 11 1 Ply 7/16OSB8 7 2x4 2x4 12 6 2x4 2x4 13 5 2x4 2x4 14 4 2x4 2x4 5-9-12 15 3 2x4 2x4 16 2 17 1 0-11-00-11-0 28 333231302927262524232221201918 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 19-7-0 19-7-0 Plate Offsets (X,Y)-- \[29:0-1-8,0-1-8\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.11Vert(LL)-0.0017n/r180MT20169/123 TCDL10.0Lumber DOL 1.15BC0.03Vert(TL)-0.0117n/r120 BCLL0.0 *Rep Stress IncrYESWB0.07Horz(TL)0.0018n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 231 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals. WEBS2x4 SPF-S StudBOT CHORDStructural wood sheathing directly applied or 6-0-0 oc bracing. OTHERS2x3 SPF No.2 REACTIONS.All bearings 19-7-0. (lb) - Max Horz33=-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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824527 56_BEAR_CREEK_ESTATESGE06GABLE11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:07 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-Z491fOiXoYtulEhLVI_OVOlU5z99qmHk9aW8OTyC1zQ -1-0-04-3-08-6-09-6-0 1-0-04-3-04-3-01-0-0 Scale = 1:40.0 4x6 5 Sheet Front 2x4 Full Sheathing 2x4 10.00121 Ply 7/16OSB8 6 4 2x4 2x4 7 3 4-9-8 2x4 2x4 8 2 9 1 1-3-01-3-0 16151413121110 2x4 2x4 2x4 2x4 2x4 2x4 2x4 8-6-0 8-6-0 LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.13Vert(LL)-0.009n/r180MT20169/123 TCDL10.0Lumber DOL 1.15BC0.05Vert(TL)-0.019n/r120 BCLL0.0 *Rep Stress IncrYESWB0.07Horz(TL)0.0010n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 98 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals. WEBS2x4 SPF-S StudBOT CHORDStructural wood sheathing directly applied or 6-0-0 oc bracing. OTHERS2x3 SPF No.2 REACTIONS. All bearings 8-6-0. (lb) - Max Horz16=-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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824528 56_BEAR_CREEK_ESTATESGE07GABLE11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:07 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-Z491fOiXoYtulEhLVI_OVOlR9z2JqiCk9aW8OTyC1zQ -1-0-04-1-14-10-49-6-014-1-1219-0-020-0-0 1-0-04-1-10-9-34-7-124-7-124-10-41-0-0 Scale = 1:81.0 4x6 4 2x4 2x4 Sheet Back 2x4 Right Option 9-3-14 2x4 10.0012 1 Ply 7/16OSB8 2x4 2x4 2x4 2x4 2x4 5 3 2x4 9-2-0 2x4 3x4 3x4 2x4 2x4 2x4 6 2 2x4 7 1 2x4 2x4 2x4 1-3-0 1-3-0 2x4 17 1815141312111098 3x6 16 2x4 3x4 4x8 2x4 3x4 2x4 2x4 2x4 2x4 2x4 9-8-2 8-2-89-6-019-0-0 8-2-81-3-89-3-14 0-2-2 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)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.38Vert(LL)-0.0916-18>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.49Vert(TL)-0.2316-18>434180 BCLL0.0 *Rep Stress IncrYESWB0.33Horz(TL)0.008n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 269 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals. WEBS2x3 SPF No.2 *Except* BOT CHORDStructural wood sheathing directly applied or 6-0-0 oc bracing, Except: 2-18,6-8: 2x4 SPF-S Stud10-0-0 oc bracing: 16-18,15-16. OTHERS2x3 SPF No.2WEBS1 Row at midpt4-15 REACTIONS.All bearings 10-9-8 except (jt=length) 18=0-3-8, 16=0-3-8. (lb) - Max Horz18=220(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 18, 8, 9 except 15=-224(LC 7) Max Grav All reactions 250 lb or less at joint(s) 14, 13, 12, 11, 10, 9 except 18=350(LC 10), 15=631(LC 1), 8=370(LC 11), 16=488(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD2-18=-274/123, 6-8=-296/122 WEBS4-15=-463/0 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=224. 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824529 56_BEAR_CREEK_ESTATESJ01JACK-OPEN21 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:08 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-1GiPtki9Zs?kMOGX3?Vd1bIgxNVhZEetOEFhwvyC1zP -1-0-02-0-0 1-0-02-0-0 Scale = 1:13.5 3 5.0012 2 1-8-01-8-0 1-3-9 1 0-10-0 54 3x8 2-0-0 2-0-0 Plate Offsets (X,Y)-- \[5:0-4-4,0-1-8\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.12Vert(LL)-0.005>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.03Vert(TL)-0.004-5>999180 BCLL0.0 *Rep Stress IncrYESWB0.00Horz(TL)-0.003n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 8 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals. WEBS2x4 SPF-S StudBOT CHORDStructural 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 Horz5=54(LC 6) Max Uplift5=-51(LC 6), 3=-19(LC 6), 4=-10(LC 6) Max Grav5=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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824530 56_BEAR_CREEK_ESTATESJ02JACK-OPEN11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:08 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-1GiPtki9Zs?kMOGX3?Vd1bIf_NVSZEetOEFhwvyC1zP -1-7-32-2-9 1-7-32-2-9 Scale: 1"=1' 3 3.1212 2 1-4-151-4-15 1 1-0-15 0-10-0 4 5 3x8 2-2-9 2-2-9 LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.18Vert(LL)-0.005>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.04Vert(TL)-0.004-5>999180 BCLL0.0 *Rep Stress IncrYESWB0.00Horz(TL)-0.003n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 10 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 2-2-9 oc purlins, except BOT CHORD2x4 SP No.1end verticals. WEBS2x4 SPF-S StudBOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size)5=230/0-4-11, 3=25/Mechanical, 4=9/Mechanical Max Horz5=45(LC 6) Max Uplift5=-93(LC 4), 3=-10(LC 7), 4=-8(LC 9) Max Grav5=230(LC 1), 3=25(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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824531 56_BEAR_CREEK_ESTATESJ03Jack-Open61 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:08 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-1GiPtki9Zs?kMOGX3?Vd1bIfmNVVZEetOEFhwvyC1zP -1-0-02-0-0 1-0-02-0-0 Scale = 1:16.6 3 7.0012 2x4 2 2-2-0 1 1-0-0 54 2x4 2-0-0 2-0-0 LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.13Vert(LL)-0.005>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.04Vert(TL)-0.004-5>999180 BCLL0.0 *Rep Stress IncrYESWB0.00Horz(TL)-0.003n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 9 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals. WEBS2x4 SPF-S StudBOT CHORDStructural 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 Horz5=74(LC 6) Max Uplift5=-20(LC 6), 3=-26(LC 6), 4=-2(LC 6) Max Grav5=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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824532 56_BEAR_CREEK_ESTATESJ04Jack-Open11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:09 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-VSGo44joJ98b_Yrjdj0sapqoQmrYIhu1cu?FSLyC1zO -1-8-151-10-8 1-8-151-10-8 Scale = 1:16.5 3 5.7412 3x4 2 2-1-12 1-3-01 54 2x4 1-10-8 1-9-15 LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.27Vert(LL)0.005>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.05Vert(TL)-0.005>999180 BCLL0.0 *Rep Stress IncrYESWB0.00Horz(TL)-0.013n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 10 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 1-10-8 oc purlins, except BOT CHORD2x4 SP No.1end verticals. WEBS2x4 SPF-S StudBOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size)5=244/0-5-1, 3=1/Mechanical, 4=5/Mechanical Max Horz5=80(LC 6) Max Uplift5=-59(LC 6), 3=-15(LC 7), 4=-4(LC 6) Max Grav5=244(LC 1), 3=5(LC 4), 4=29(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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824533 56_BEAR_CREEK_ESTATESJ05Jack-Open271 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:09 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-VSGo44joJ98b_Yrjdj0sapqmJmpoIhu1cu?FSLyC1zO -1-0-04-0-0 1-0-04-0-0 Scale = 1:31.3 3 10.00 12 4-7-04-7-0 3x4 4-1-3 2 1 1-3-0 3x4 54 4-0-0 4-0-0 LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.40Vert(LL)0.024-5>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.16Vert(TL)-0.024-5>999180 BCLL0.0 *Rep Stress IncrYESWB0.00Horz(TL)-0.033n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 17 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals. WEBS2x4 SPF-S StudBOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size)5=231/0-3-8, 3=100/Mechanical, 4=42/Mechanical Max Horz5=155(LC 6) Max Uplift3=-79(LC 6), 4=-4(LC 6) Max Grav5=231(LC 1), 3=100(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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824534 56_BEAR_CREEK_ESTATESJ06Jack-Open11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:09 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-VSGo44joJ98b_Yrjdj0sapqpVmrqIhu1cu?FSLyC1zO -1-6-132-0-10 1-6-132-0-10 Scale = 1:16.5 3 5.7412 3x4 2 2-1-12 1 1-2-0 4 5 2x4 2-0-10 1-11-9 LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.20Vert(LL)-0.005>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.03Vert(TL)-0.005>999180 BCLL0.0 *Rep Stress IncrYESWB0.00Horz(TL)-0.003n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 10 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 2-0-10 oc purlins, except BOT CHORD2x4 SP No.1end verticals. WEBS2x4 SPF-S StudBOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size)3=17/Mechanical, 5=224/0-6-2, 4=9/Mechanical Max Horz5=48(LC 6) Max Uplift3=-14(LC 5), 5=-58(LC 6) Max Grav3=17(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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824535 56_BEAR_CREEK_ESTATESJ07Jack-Open11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:10 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-zfqAHQkQ4TGSciQwAQX570Nz9AAn188ArYko_nyC1zN -1-8-151-10-8 1-8-151-10-8 Scale = 1:16.5 3 5.7412 3x4 2 2-1-12 1-3-01 54 2x4 1-10-8 1-9-15 LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.27Vert(LL)0.005>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.05Vert(TL)-0.005>999180 BCLL0.0 *Rep Stress IncrYESWB0.00Horz(TL)-0.013n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 10 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 1-10-8 oc purlins, except BOT CHORD2x4 SP No.1end verticals. WEBS2x4 SPF-S StudBOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size)5=244/0-5-1, 4=5/Mechanical, 3=1/Mechanical Max Horz5=80(LC 6) Max Uplift5=-59(LC 6), 4=-4(LC 6), 3=-15(LC 7) Max Grav5=244(LC 1), 4=29(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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824536 56_BEAR_CREEK_ESTATESJ08Jack-Open41 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:10 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-zfqAHQkQ4TGSciQwAQX570NyHA8Z18mArYko_nyC1zN -1-0-02-3-84-0-0 1-0-02-3-81-8-8 Scale = 1:31.3 4 10.00 122x4 3 3-11-0 4-7-0 3x6 4-1-3 2 5 1 6 1-3-0 2x4 0-8-0 7 3x4 8 2x4 2-3-84-0-0 2-3-81-8-8 LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.32Vert(LL)0.057>843240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.13Vert(TL)-0.067>824180 BCLL0.0 *Rep Stress IncrYESWB0.02Horz(TL)-0.064n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 19 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals. WEBS2x4 SPF-S Stud *Except* BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. 3-7: 2x3 SPF No.2 REACTIONS. (lb/size)8=231/0-3-8, 4=124/Mechanical, 5=18/Mechanical Max Horz8=155(LC 6) Max Uplift4=-94(LC 6) Max Grav8=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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824537 56_BEAR_CREEK_ESTATESJ09Jack-Open11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:10 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-zfqAHQkQ4TGSciQwAQX570Nz9AAn188ArYko_nyC1zN -1-8-151-10-8 1-8-151-10-8 Scale = 1:16.5 3 5.7412 3x4 2 2-1-12 1-3-01 54 2x4 1-10-8 1-9-15 LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.27Vert(LL)0.005>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.05Vert(TL)-0.005>999180 BCLL0.0 *Rep Stress IncrYESWB0.00Horz(TL)-0.013n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 10 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 1-10-8 oc purlins, except BOT CHORD2x4 SP No.1end verticals. WEBS2x4 SPF-S StudBOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size)5=244/0-5-1, 4=5/Mechanical, 3=1/Mechanical Max Horz5=80(LC 6) Max Uplift5=-59(LC 6), 4=-4(LC 6), 3=-15(LC 7) Max Grav5=244(LC 1), 4=29(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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824538 56_BEAR_CREEK_ESTATESJ10Jack-Open Structural Gable11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:10 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-zfqAHQkQ4TGSciQwAQX570N_EAA3188ArYko_nyC1zN -1-6-132-0-10 1-6-132-0-10 Scale = 1:16.5 3 5.7412 3x4 2 2-1-12 1 1-2-0 4 5 2x4 2-0-10 1-11-9 LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.20Vert(LL)-0.005>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.03Vert(TL)-0.005>999180 BCLL0.0 *Rep Stress IncrYESWB0.00Horz(TL)-0.003n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 10 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 2-0-10 oc purlins, except BOT CHORD2x4 SP No.1end verticals. WEBS2x4 SPF-S StudBOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size)3=17/Mechanical, 5=224/0-6-2, 4=9/Mechanical Max Horz5=48(LC 6) Max Uplift3=-14(LC 5), 5=-58(LC 6) Max Grav3=17(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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824539 56_BEAR_CREEK_ESTATESM01MONOPITCH41 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:11 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-RrOYVml2rnOJDs?6k83KfEw7xaTLmbwK4CULXEyC1zM -1-0-05-5-0 1-0-05-5-0 Scale = 1:21.0 2x4 3 4.0012 2-6-11 2 1 0-9-0 0-3-8 4 2x4 5 3x8 5-5-0 5-5-0 Plate Offsets (X,Y)-- \[4:0-2-0,0-0-9\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.33Vert(LL)0.064-5>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.22Vert(TL)-0.094-5>724180 BCLL0.0 *Rep Stress IncrYESWB0.03Horz(TL)0.00n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 20 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 5-5-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals. WEBS2x3 SPF No.2 *Except* BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. 2-5: 2x4 SPF-S Stud REACTIONS.(lb/size)5=283/0-3-8, 4=199/0-1-8 Max Horz5=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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824540 56_BEAR_CREEK_ESTATESM02MONOPITCH51 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:11 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-RrOYVml2rnOJDs?6k83KfEwB7aVYmb8K4CULXEyC1zM -1-0-03-5-0 1-0-03-5-0 Scale = 1:14.8 3 2x4 4.0012 2 1-10-11 1 0-9-0 0-3-8 4 2x4 5 3x8 3-5-0 3-5-0 Plate Offsets (X,Y)-- \[4:0-2-1,0-0-9\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.13Vert(LL)0.014-5>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.08Vert(TL)-0.014-5>999180 BCLL0.0 *Rep Stress IncrYESWB0.02Horz(TL)0.00n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 13 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 3-5-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals. WEBS2x3 SPF No.2 *Except* BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. 2-5: 2x4 SPF-S Stud REACTIONS.(lb/size)5=208/0-3-8, 4=114/0-1-8 Max Horz5=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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824541 56_BEAR_CREEK_ESTATESM03Monopitch91 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:11 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-RrOYVml2rnOJDs?6k83KfEw6daSXmbtK4CULXEyC1zM -1-0-06-0-0 1-0-06-0-0 Scale = 1:20.4 2x4 3 3.5012 2-5-8 2 1 0-8-8 0-3-8 4 2x4 5 3x6 6-0-0 6-0-0 Plate Offsets (X,Y)-- \[4:0-1-14,0-0-8\], \[5:0-3-8,0-1-8\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.41Vert(LL)-0.054-5>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.28Vert(TL)-0.134-5>525180 BCLL0.0 *Rep Stress IncrYESWB0.03Horz(TL)0.00n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 21 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals. WEBS2x3 SPF No.2 *Except* BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. 2-5: 2x4 SPF-S Stud REACTIONS.(lb/size)5=306/0-3-8, 4=223/0-1-8 Max Horz5=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 CHORD2-5=-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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824542 56_BEAR_CREEK_ESTATEST01Hip11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:12 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-v1ywi5lgc4WAr?aIIraZCRSEm_lMVuMTJsDv3gyC1zL 4-7-99-0-1110-10-515-3-719-11-020-11-0 4-7-94-5-11-9-104-5-14-7-91-0-0 Scale = 1:62.3 4x8 4x8 3 4 10.0012 3x4 3x4 5 2 8-9-9 8-7-138-7-13 3x4 3x4 1 6 7 1-3-01-3-0 11 128 109 3x8 3x6 3x8 3x8 3x4 9-0-1110-10-519-11-0 9-0-111-9-109-0-11 Plate Offsets (X,Y)-- \[3:0-4-0,0-1-4\], \[4:0-4-0,0-1-4\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.58Vert(LL)-0.148-9>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.49Vert(TL)-0.358-9>665180 BCLL0.0 *Rep Stress IncrYESWB0.66Horz(TL)0.028n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 112 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS2x3 SPF No.2 *Except* BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. 1-12,6-8: 2x4 SPF-S StudWEBS1 Row at midpt4-10 REACTIONS.(lb/size)12=783/0-3-8, 8=856/0-3-8 Max Horz12=-222(LC 4) Max Uplift12=-24(LC 6), 8=-59(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD2-3=-709/148, 3-4=-473/148, 4-5=-706/146, 5-6=-254/109, 6-8=-308/130 BOT CHORD11-12=-77/572, 10-11=-77/572, 9-10=0/472, 8-9=0/564 WEBS3-10=-41/254, 2-12=-652/49, 5-8=-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) 12, 8. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824543 56_BEAR_CREEK_ESTATEST02Common41 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:12 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-v1ywi5lgc4WAr?aIIraZCRSEO_jzVsRTJsDv3gyC1zL 5-1-09-11-814-10-019-11-0 5-1-04-10-84-10-85-1-0 Scale = 1:72.5 4x6 3 10.0012 3x4 3x4 4 2 9-6-9 3x4 3x4 5 1 1-3-01-3-0 8101112 976 3x6 4x6 3x8 4x6 9-11-819-11-0 9-11-89-11-8 LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.61Vert(LL)-0.166-7>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.58Vert(TL)-0.416-7>573180 BCLL0.0 *Rep Stress IncrYESWB0.78Horz(TL)0.026n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 100 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals. WEBS2x3 SPF No.2 *Except* BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. 1-9,5-6: 2x4 SPF-S Stud REACTIONS. (lb/size)9=878/Mechanical, 6=878/0-3-8 Max Horz9=-225(LC 4) Max Uplift9=-24(LC 6), 6=-24(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD1-2=-326/86, 2-3=-771/145, 3-4=-771/145, 4-5=-327/86, 1-9=-286/77, 5-6=-286/77 BOT CHORD8-9=-73/634, 8-10=-73/634, 7-10=-73/634, 7-11=0/634, 11-12=0/634, 6-12=0/634 WEBS3-7=-89/582, 2-9=-649/41, 4-6=-648/41 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) 9, 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824544 56_BEAR_CREEK_ESTATEST03Common11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:13 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-NDWIwRmINOe1T98VsY5okf?O_O4REJAdXWzSb6yC1zK 5-1-09-11-814-8-419-7-8 5-1-04-10-84-8-124-11-4 Scale = 1:72.5 4x6 3 10.0012 3x4 3x4 4 2 9-6-9 3x4 3x4 5 1 1-3-01-5-15 813101112 976 3x6 4x6 3x8 3x8 0-1-129-11-819-4-119-7-8 0-1-129-9-129-4-90-3-7 LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.62Vert(LL)-0.177-9>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.57Vert(TL)-0.427-9>549180 BCLL0.0 *Rep Stress IncrYESWB0.81Horz(TL)-0.029n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 99 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals. WEBS2x3 SPF No.2 *Except* BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. 1-9,5-6: 2x4 SPF-S Stud REACTIONS. (lb/size)9=863/Mechanical, 6=869/Mechanical Max Horz6=228(LC 5) Max Uplift9=-24(LC 6), 6=-23(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD1-2=-322/85, 2-3=-753/144, 3-4=-749/146, 4-5=-264/93, 1-9=-283/76 BOT CHORD8-9=0/622, 8-13=0/622, 10-13=0/622, 7-10=0/622, 7-11=-75/597, 11-12=-75/597, 6-12=-75/597 WEBS3-7=-90/563, 2-9=-635/42, 4-6=-680/32 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) 9, 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824545 56_BEAR_CREEK_ESTATEST04Common21 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:13 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-NDWIwRmINOe1T98VsY5okf?Q7O94EVDdXWzSb6yC1zK 4-3-08-6-0 4-3-04-3-0 Scale = 1:18.3 4x6 2 4.00 12 3x8 3x8 3 2-2-0 1 0-9-00-9-0 5 2x4 64 4-3-08-6-0 4-3-04-3-0 LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.48Vert(LL)-0.025>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.21Vert(TL)-0.055>999180 BCLL0.0 *Rep Stress IncrYESWB0.04Horz(TL)0.014n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 28 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals. WEBS2x4 SPF-S Stud *Except* BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. 2-5: 2x3 SPF No.2 REACTIONS. (lb/size)6=328/0-3-8, 4=328/0-3-8 Max Horz6=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 CHORD1-2=-422/104, 2-3=-422/104, 1-6=-261/91, 3-4=-261/91 BOT CHORD5-6=-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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824546 56_BEAR_CREEK_ESTATEST05Common11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:13 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-NDWIwRmINOe1T98VsY5okf?OlO3xELldXWzSb6yC1zK -1-0-05-1-09-11-814-10-019-11-020-11-0 1-0-05-1-04-10-84-10-85-1-01-0-0 Scale = 1:51.4 4x6 4 7.0012 3x6 3x6 5 3 6-9-11 3x4 3x4 6 2 7 1 1-0-01-0-0 10 9 118 3x6 4x6 4x6 3x8 9-11-819-11-0 9-11-89-11-8 LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.63Vert(LL)-0.169-11>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.60Vert(TL)-0.419-11>572180 BCLL0.0 *Rep Stress IncrYESWB0.65Horz(TL)0.038n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 93 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals. WEBS2x3 SPF No.2 *Except* BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. 2-11,6-8: 2x4 SPF-S Stud REACTIONS. (lb/size)11=854/0-3-8, 8=854/0-3-8 Max Horz11=-162(LC 4) Max Uplift11=-71(LC 6), 8=-71(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD2-3=-322/59, 3-4=-807/104, 4-5=-807/104, 5-6=-322/59, 2-11=-339/98, 6-8=-339/97 BOT CHORD10-11=-57/790, 9-10=-57/790, 8-9=-4/790 WEBS4-9=-13/496, 3-11=-717/68, 5-8=-717/68 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824547 56_BEAR_CREEK_ESTATEST06HALF HIP11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:14 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-sQ4h7nnw8imu4JjhPGc1HsXeLnUJzysmmAi07ZyC1zJ -1-0-04-1-05-5-0 1-0-04-1-01-4-0 Scale = 1:18.8 4x6 2x4 34 4.0012 2-1-5 2 1-11-111-11-11 1 0-9-0 0-3-8 65 2x4 2x4 7 3x8 4-1-05-5-0 4-1-01-4-0 Plate Offsets (X,Y)-- \[5:0-1-15,0-0-9\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.26Vert(LL)0.076-7>916240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.27Vert(TL)-0.096-7>661180 BCLL0.0 *Rep Stress IncrYESWB0.02Horz(TL)-0.005n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 21 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 5-5-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals, and 2-0-0 oc purlins: 3-4. WEBS2x3 SPF No.2 *Except* BOT CHORDStructural wood sheathing directly applied or 6-0-0 oc bracing. 2-7: 2x4 SPF-S Stud REACTIONS.(lb/size)7=283/0-3-8, 5=199/0-1-8 Max Horz7=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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824548 56_BEAR_CREEK_ESTATEST07Half Hip11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:14 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-sQ4h7nnw8imu4JjhPGc1HsXeAnXgzy7mmAi07ZyC1zJ -1-0-02-6-04-0-0 1-0-02-6-01-6-0 Scale = 1:23.6 4x6 34 10.00 12 2x4 3-4-03-4-0 3-0-8 2 1 1-3-0 65 3x4 2-6-04-0-0 2-6-01-6-0 Plate Offsets (X,Y)-- \[3:0-2-4,Edge\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.27Vert(LL)-0.015-6>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.12Vert(TL)-0.025-6>999180 BCLL0.0 *Rep Stress IncrYESWB0.00Horz(TL)0.054n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 16 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals, and 2-0-0 oc purlins: 3-4. WEBS2x4 SPF-S StudBOT CHORDStructural 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 Horz6=87(LC 6) Max Uplift4=-39(LC 6), 6=-14(LC 6) Max Grav4=100(LC 1), 6=231(LC 1), 5=73(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6. 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824549 56_BEAR_CREEK_ESTATEST08Half Hip11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:14 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-sQ4h7nnw8imu4JjhPGc1HsXeXnXezy7mmAi07ZyC1zJ -1-0-03-3-04-0-0 1-0-03-3-00-9-0 Scale = 1:27.4 3x4 34 10.0012 3x4 3-11-83-11-8 3-8-0 2 1 1-3-0 65 3x4 2-0-04-0-0 2-0-02-0-0 Plate Offsets (X,Y)-- \[3:0-2-4,0-1-8\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.31Vert(LL)-0.015-6>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.12Vert(TL)-0.025-6>999180 BCLL0.0 *Rep Stress IncrYESWB0.00Horz(TL)-0.044n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 16 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals, and 2-0-0 oc purlins: 3-4. WEBS2x4 SPF-S StudBOT CHORDStructural 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 Horz6=106(LC 6) Max Uplift4=-58(LC 6) Max Grav4=100(LC 1), 6=231(LC 1), 5=73(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824550 56_BEAR_CREEK_ESTATEST09Half Hip11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:15 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-Kcd3L7oYv?uliTItzz7Gq44p4BtviPNv?qSZg?yC1zI -1-0-02-7-34-0-0 1-0-02-7-31-4-13 Scale: 1/2"=1' 3x4 3 4 10.0012 2x4 3-5-0 3-3-43-3-4 2 2-11-12 1 1-3-0 65 3x4 4-0-0 4-0-0 Plate Offsets (X,Y)-- \[3:0-2-0,Edge\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.26Vert(LL)-0.015-6>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.12Vert(TL)-0.025-6>999180 BCLL0.0 *Rep Stress IncrYESWB0.00Horz(TL)0.044n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 16 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals, and 2-0-0 oc purlins: 3-4. WEBS2x4 SPF-S StudBOT CHORDStructural 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 Horz6=85(LC 6) Max Uplift4=-51(LC 7), 6=-16(LC 6) Max Grav4=100(LC 1), 6=231(LC 1), 5=73(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6. 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824551 56_BEAR_CREEK_ESTATEST10Half Hip11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:15 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-Kcd3L7oYv?uliTItzz7Gq44qmBtviPNv?qSZg?yC1zI -1-0-01-10-34-0-0 1-0-01-10-32-1-13 Scale = 1:20.2 3x4 3 4 10.0012 2x4 2 2-9-8 2-7-122-7-12 2-4-4 1-3-01 65 2x4 4-0-0 4-0-0 Plate Offsets (X,Y)-- \[3:0-2-0,Edge\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.21Vert(LL)-0.015-6>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.12Vert(TL)-0.025-6>999180 BCLL0.0 *Rep Stress IncrYESWB0.00Horz(TL)0.044n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 16 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals, and 2-0-0 oc purlins: 3-4. WEBS2x4 SPF-S StudBOT CHORDStructural 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 Horz6=66(LC 6) Max Uplift4=-41(LC 7), 6=-27(LC 6) Max Grav4=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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824552 56_BEAR_CREEK_ESTATEST11Half Hip11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:15 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-Kcd3L7oYv?uliTItzz7Gq44q9BtviPNv?qSZg?yC1zI -1-0-02-6-04-0-0 1-0-02-6-01-6-0 Scale = 1:23.6 3x4 3 4 10.00 12 2x4 3-4-0 3-2-43-2-4 2 2-10-12 1 1-3-0 65 3x4 2-6-04-0-0 2-6-01-6-0 Plate Offsets (X,Y)-- \[3:0-2-0,Edge\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.25Vert(LL)-0.015-6>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.12Vert(TL)-0.025-6>999180 BCLL0.0 *Rep Stress IncrYESWB0.00Horz(TL)0.044n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 16 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals, and 2-0-0 oc purlins: 3-4. WEBS2x4 SPF-S StudBOT CHORDStructural 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 Horz6=83(LC 6) Max Uplift4=-49(LC 7), 6=-18(LC 6) Max Grav4=100(LC 1), 6=231(LC 1), 5=73(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6. 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824553 56_BEAR_CREEK_ESTATEST12Half Hip11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:16 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-ooBRYToBgJ0cKdt4XheVMHd_GbC7Rsd3DUB6CRyC1zH -1-0-03-3-04-0-0 1-0-03-3-00-9-0 Scale = 1:27.4 3x4 3 4 10.0012 3x4 3-11-8 3-9-123-9-12 3-6-4 2 1 1-3-0 65 3x4 2-0-04-0-0 2-0-02-0-0 Plate Offsets (X,Y)-- \[3:0-2-0,Edge\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.29Vert(LL)-0.015-6>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.12Vert(TL)-0.025-6>999180 BCLL0.0 *Rep Stress IncrYESWB0.00Horz(TL)-0.044n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 16 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals, and 2-0-0 oc purlins: 3-4. WEBS2x4 SPF-S StudBOT CHORDStructural 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 Horz6=102(LC 6) Max Uplift4=-62(LC 7), 6=-3(LC 6) Max Grav4=100(LC 1), 6=231(LC 1), 5=73(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6. 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824554 56_BEAR_CREEK_ESTATEST13Half Hip11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:16 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-ooBRYToBgJ0cKdt4XheVMHd_pbCURsF3DUB6CRyC1zH -1-0-02-3-82-7-34-0-0 1-0-02-3-80-3-111-4-13 Scale: 1/2"=1' 3x4 4 2x4 5 3 10.0012 2-7-4 3x4 3-5-0 3-3-43-3-4 2 2-11-12 6 17 1-3-0 2x4 0-8-0 8 92x4 3x4 2-3-84-0-0 2-3-81-8-8 Plate Offsets (X,Y)-- \[4:0-2-0,Edge\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.26Vert(LL)0.048>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.10Vert(TL)-0.068>754180 BCLL0.0 *Rep Stress IncrYESWB0.02Horz(TL)0.095n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 18 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals, and 2-0-0 oc purlins: 4-5. WEBS2x3 SPF No.2 *Except* BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. 2-9: 2x4 SPF-S Stud REACTIONS.(lb/size)5=124/Mechanical, 9=231/0-3-8, 6=18/Mechanical Max Horz9=118(LC 6) Max Uplift5=-48(LC 6), 9=-12(LC 6) Max Grav5=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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824555 56_BEAR_CREEK_ESTATEST14Half Hip11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:16 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-ooBRYToBgJ0cKdt4XheVMHd_nbCjRsE3DUB6CRyC1zH -1-0-01-10-32-3-84-0-0 1-0-01-10-30-5-51-8-8 Scale = 1:20.2 3x4 2x4 3 4 5 10.0012 3x4 1-11-12 2 2-9-8 2-7-122-7-12 2-4-4 6 7 1-3-01 2x4 0-8-0 8 2x4 9 3x4 2-3-84-0-0 2-3-81-8-8 Plate Offsets (X,Y)-- \[3:0-2-0,Edge\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.26Vert(LL)0.038>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.08Vert(TL)-0.068>761180 BCLL0.0 *Rep Stress IncrYESWB0.03Horz(TL)0.095n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 18 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals, and 2-0-0 oc purlins: 3-5. WEBS2x3 SPF No.2 *Except* BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. 2-9: 2x4 SPF-S Stud REACTIONS.(lb/size)5=124/Mechanical, 9=231/0-3-8, 6=18/Mechanical Max Horz9=98(LC 6) Max Uplift5=-36(LC 7), 9=-22(LC 6) Max Grav5=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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824556 56_BEAR_CREEK_ESTATEST15HIP11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:17 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-G?lplpppRd8TxnSG5OAkvV94K?UQABkCS8xgkuyC1zG -1-0-04-7-49-0-015-0-120-10-1526-11-031-3-1235-11-036-11-0 1-0-04-7-44-4-126-0-15-10-136-0-14-4-124-7-41-0-0 Scale = 1:66.9 5x6 3x8 3x6 3x4 5x6 4578 6 7.0012 3x6 3x6 9 3 6-3-0 6-1-16-1-1 5x6 5x6 10 2 11 1 1-0-0 1-0-0 1716 2112 201918151413 3x4 3x6 3x4 3x8 3x8 3x4 3x8 3x8 2x4 3x6 4-7-49-0-015-0-120-10-1526-11-031-3-1235-11-0 4-7-44-4-126-0-15-10-136-0-14-4-124-7-4 Plate Offsets (X,Y)-- \[2:0-2-12,0-2-0\], \[10:0-2-12,0-2-0\], \[13:0-2-8,0-1-8\], \[20:0-2-8,0-1-8\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.59Vert(LL)-0.1215-18>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.37Vert(TL)-0.3115-18>999180 BCLL0.0 *Rep Stress IncrYESWB0.52Horz(TL)0.1012n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix-S)Weight: 174 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied, except end verticals, and BOT CHORD2x4 SP No.12-0-0 oc purlins (4-1-8 max.): 4-8. WEBS2x3 SPF No.2 *Except* BOT CHORDStructural wood sheathing directly applied. 2-21,10-12: 2x4 SPF-S StudWEBS1 Row at midpt5-19, 5-15, 7-14 REACTIONS.(lb/size)21=1494/0-3-8, 12=1494/0-3-8 Max Horz21=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 CHORD2-3=-1990/187, 3-4=-1946/228, 4-5=-1635/222, 5-6=-2163/272, 6-7=-2163/272, 7-8=-1635/222, 8-9=-1946/228, 9-10=-1990/187, 2-21=-1431/175, 10-12=-1431/175 BOT CHORD19-20=-172/1652, 18-19=-212/2162, 17-18=-212/2162, 16-17=-212/2162, 15-16=-212/2162, 14-15=-175/2163, 13-14=-64/1652 WEBS4-19=-16/628, 5-19=-797/172, 7-14=-797/171, 8-14=-16/628, 2-20=-69/1435, 10-13=-69/1435 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824557 56_BEAR_CREEK_ESTATEST16Hip11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:18 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-kBJBz9qRCwGKZw1Se6hzRiiJrPoZvdmMhogDGKyC1zF -1-0-06-0-611-10-517-11-824-0-1129-10-1035-11-036-11-0 1-0-06-0-65-9-146-1-36-1-35-9-146-0-61-0-0 Scale = 1:71.2 5x6 5x6 3x8 45 6 7.0012 3x6 3x6 7 3 7-9-17-9-1 7-11-0 4x8 4x8 8 2 9 1 1-0-01-0-0 19201513 1810 1716141211 3x4 3x6 3x6 3x4 3x8 3x8 2x4 3x8 3x8 6-0-611-10-517-11-824-0-1129-10-1035-11-0 6-0-65-9-146-1-36-1-35-9-146-0-6 Plate Offsets (X,Y)-- \[11:0-2-8,0-1-8\], \[17:0-2-8,0-1-8\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.35Vert(LL)-0.1312-14>999240MT20197/144 TCDL10.0Lumber DOL 1.15BC0.51Vert(TL)-0.2912-14>999180 BCLL0.0 *Rep Stress IncrYESWB0.53Horz(TL)0.0910n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 179 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 3-11-11 oc purlins, BOT CHORD2x4 SP No.1except end verticals, and 2-0-0 oc purlins (4-7-1 max.): 4-6. WEBS2x3 SPF No.2 *Except* BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. 2-18,8-10: 2x6 SP No.1WEBS1 Row at midpt5-16, 5-12 REACTIONS.(lb/size)18=1614/0-3-8, 10=1614/0-3-8 Max Horz18=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 CHORD2-3=-2220/186, 3-4=-2027/227, 4-5=-1674/226, 5-6=-1674/226, 6-7=-2027/227, 7-8=-2220/186, 2-18=-1547/177, 8-10=-1547/177 BOT CHORD17-18=-183/296, 16-17=-113/1837, 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=-45/1837, 10-11=-14/296 WEBS4-16=-9/649, 5-16=-603/149, 5-14=0/328, 5-12=-603/149, 6-12=-9/649, 2-17=-34/1557, 8-11=-34/1557 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824558 56_BEAR_CREEK_ESTATEST17Hip11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:18 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-kBJBz9qRCwGKZw1Se6hzRiiHHPnqvecMhogDGKyC1zF -1-0-07-5-914-8-921-2-728-5-735-11-036-11-0 1-0-07-5-97-3-16-5-147-3-17-5-91-0-0 Scale = 1:82.5 5x12 7.0012 5x6 5 6 3x6 3x6 7 3x6 43x6 8 3 9-7-0 9-5-19-5-1 4x8 4x8 9 2 10 1 1-0-01-0-0 151419 181716131211 3x6 3x4 3x8 3x8 3x8 3x4 3x4 3x6 7-5-914-8-921-2-728-5-735-11-0 7-5-97-3-16-5-147-3-17-5-9 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)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.45Vert(LL)-0.1613-16>999240MT20197/144 TCDL10.0Lumber DOL 1.15BC0.55Vert(TL)-0.3013-16>999180 BCLL0.0 *Rep Stress IncrYESWB0.48Horz(TL)0.0711n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 184 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 3-10-1 oc purlins, except BOT CHORD2x4 SP No.1end verticals, and 2-0-0 oc purlins (4-8-11 max.): 5-6. WEBS2x3 SPF No.2 *Except* BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. 5-13: 2x4 SP No.1, 2-18,9-11: 2x6 SP No.1WEBS1 Row at midpt3-16, 5-13, 8-13 REACTIONS.(lb/size)18=1576/0-3-8, 11=1564/0-3-8 Max Horz18=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 CHORD2-3=-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=-1488/178 BOT CHORD17-18=-226/406, 16-17=-57/1795, 15-16=0/1477, 15-19=0/1477, 14-19=0/1477, 13-14=0/1477, 12-13=-27/1778, 11-12=-48/404 WEBS3-16=-402/142, 5-16=-1/495, 6-13=0/448, 8-13=-407/142, 2-17=0/1398, 9-12=0/1383 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824559 56_BEAR_CREEK_ESTATEST18HIP11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:19 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-CNtaAVr3zEOBB4ceCpCC_wFR2o8me51VwSQnpmyC1zE 8-10-1117-6-1418-4-227-0-535-11-0 8-10-118-8-30-9-58-8-38-10-11 Scale = 1:89.0 5x6 5x12 7.0012 4 5 3x6 3x6 3x6 3x6 6 3 7 2 11-3-0 11-1-111-1-1 4x10 4x10 8 1 1-0-01-0-0 17141118 16151312109 3x6 3x8 3x6 3x4 3x8 3x6 3x8 3x6 8-10-1117-6-1418-4-227-0-535-11-0 8-10-118-8-30-9-58-8-38-10-11 Plate Offsets (X,Y)-- \[5:0-6-0,0-0-9\], \[10:0-2-8,0-1-8\], \[15:0-2-8,0-1-8\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.51Vert(LL)-0.1710-12>999240MT20197/144 TCDL10.0Lumber DOL 1.15BC0.51Vert(TL)-0.4010-12>999180 BCLL0.0 *Rep Stress IncrYESWB0.47Horz(TL)0.079n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix-S)Weight: 218 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied, except end verticals, and BOT CHORD2x4 SP No.12-0-0 oc purlins (4-6-10 max.): 4-5. WEBS2x4 SP No.1 *Except* BOT CHORDStructural wood sheathing directly applied. 2-15,7-10,1-15,8-10: 2x3 SPF No.2, 1-16,8-9: 2x6 SP No.1WEBS1 Row at midpt2-13, 5-13, 7-12 REACTIONS.(lb/size)16=1541/Mechanical, 9=1541/0-3-8 Max Horz16=261(LC 5) 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 CHORD1-2=-2277/176, 2-3=-1659/177, 3-4=-1518/223, 4-5=-1311/238, 5-6=-1513/223, 6-7=-1656/177, 7-8=-2279/177, 1-16=-1460/140, 8-9=-1461/141 BOT CHORD15-16=-228/505, 15-17=-87/1859, 14-17=-87/1859, 13-14=-87/1859, 12-13=0/1306, 11-12=-41/1861, 11-18=-41/1861, 10-18=-41/1861, 9-10=-70/500 WEBS2-15=0/275, 2-13=-689/169, 4-13=-84/613, 5-13=-272/360, 5-12=-34/472, 7-12=-695/169, 7-10=0/278, 1-15=0/1360, 8-10=0/1367 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824560 56_BEAR_CREEK_ESTATEST19COMMON91 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:19 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-CNtaAVr3zEOBB4ceCpCC_wFLlo7le4JVwSQnpmyC1zE 9-1-017-11-826-10-035-11-0 9-1-08-10-88-10-89-1-0 Scale = 1:90.4 5x6 7.0012 4 3x6 3x6 3x6 3x6 5 3 6 2 11-5-11 4x8 4x8 7 1 1-0-01-0-0 15121016 14131198 3x6 3x6 3x4 3x8 3x8 3x8 3x4 9-1-017-11-826-10-035-11-0 9-1-08-10-88-10-89-1-0 Plate Offsets (X,Y)-- \[9:0-2-8,0-1-8\], \[13:0-2-8,0-1-8\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.92Vert(LL)-0.1811-13>999240MT20197/144 TCDL10.0Lumber DOL 1.15BC0.57Vert(TL)-0.4011-13>999180 BCLL0.0 *Rep Stress IncrYESWB0.52Horz(TL)0.078n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 189 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied, except end verticals. BOT CHORD2x4 SP No.1BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. WEBS2x3 SPF No.2 *Except* WEBS1 Row at midpt6-11, 2-11 4-11,6-11,2-11: 2x4 SP No.1, 1-14,7-8: 2x6 SP No.1 REACTIONS.(lb/size)14=1550/0-3-8, 8=1550/Mechanical Max Horz14=-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 CHORD1-2=-2293/175, 2-3=-1639/172, 3-4=-1490/221, 4-5=-1490/221, 5-6=-1639/172, 6-7=-2293/175, 1-14=-1471/139, 7-8=-1471/139 BOT CHORD13-14=-240/382, 13-15=-92/1878, 12-15=-92/1878, 11-12=-92/1878, 10-11=-40/1878, 10-16=-40/1878, 9-16=-40/1878, 8-9=-52/382 WEBS4-11=-65/1029, 6-11=-748/181, 6-9=0/283, 2-11=-748/182, 2-13=0/283, 1-13=0/1502, 7-9=0/1502 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) "Semi-rigid pitchbreaks including 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824561 56_BEAR_CREEK_ESTATEST20COMMON11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:20 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-gaRyOqshkYW1oEBrmXjRX7nWVCT0NXZe869KLCyC1zD -1-0-09-1-017-11-826-10-035-11-0 1-0-09-1-08-10-88-10-89-1-0 Scale = 1:90.4 5x6 7.0012 5 3x6 3x6 3x6 3x6 6 4 7 3 11-5-11 4x10 4x10 8 2 1 1-0-01-0-0 16131117 151412109 3x6 3x6 3x4 3x8 3x8 3x8 3x4 9-1-017-11-826-10-035-11-0 9-1-08-10-88-10-89-1-0 Plate Offsets (X,Y)-- \[10:0-2-8,0-1-8\], \[14:0-2-8,0-1-8\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.92Vert(LL)-0.1810-12>999240MT20197/144 TCDL10.0Lumber DOL 1.15BC0.57Vert(TL)-0.3910-12>999180 BCLL0.0 *Rep Stress IncrYESWB0.52Horz(TL)0.079n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 191 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied, except end verticals. BOT CHORD2x4 SP No.1BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. WEBS2x3 SPF No.2 *Except* WEBS1 Row at midpt7-12, 3-12 5-12,7-12,3-12: 2x4 SP No.1, 2-15,8-9: 2x6 SP No.1 REACTIONS.(lb/size)15=1625/0-3-8, 9=1549/0-3-8 Max Horz15=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 CHORD2-3=-2291/175, 3-4=-1634/171, 4-5=-1488/219, 5-6=-1488/220, 6-7=-1637/172, 7-8=-2291/175, 2-15=-1547/179, 8-9=-1470/138 BOT CHORD14-15=-275/533, 14-16=-88/1865, 13-16=-88/1865, 12-13=-88/1865, 11-12=-39/1875, 11-17=-39/1875, 10-17=-39/1875, 9-10=-52/382 WEBS5-12=-62/1020, 7-12=-748/181, 7-10=0/283, 3-12=-735/177, 3-14=0/289, 2-14=0/1337, 8-10=0/1499 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) "Semi-rigid pitchbreaks including 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824562 56_BEAR_CREEK_ESTATEST21Roof Special21 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:20 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-gaRyOqshkYW1oEBrmXjRX7nZkCTENVUe869KLCyC1zD 35-11-0 -1-0-09-1-017-11-822-6-828-1-033-7-834-8-036-11-0 1-0-09-1-08-10-84-7-05-6-85-6-81-0-81-3-01-0-0 Scale = 1:101.7 5x8 7.0012 5 2x4 6 3x6 3x6 3x6 7 43x6 3 8 4x8 6x6 11-5-11 3x6 4x10 9 10 11 2 1 12 1816 1-0-0 1-0-0 0-8-0 17 2224 23212019151413 3x4 3x6 3x4 3x6 4x10 2x4 2x4 5x8 2x4 5x8 4x8 35-11-0 9-1-017-11-822-6-828-1-033-7-834-8-0 9-1-08-10-84-7-05-6-85-6-81-0-81-3-0 Plate Offsets (X,Y)-- \[16:0-5-0,0-2-12\], \[18:0-3-8,0-2-8\], \[21:0-2-8,0-1-8\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.71Vert(LL)-0.1920-21>999240MT20197/144 TCDL10.0Lumber DOL 1.15BC0.56Vert(TL)-0.4420-21>963180 BCLL0.0 *Rep Stress IncrYESWB0.65Horz(TL)0.1413n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 210 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 3-1-11 oc purlins, except BOT CHORD2x4 SP No.1end verticals. WEBS2x3 SPF No.2 *Except* BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. 3-20,5-20,5-18: 2x4 SP No.1, 2-23,11-13: 2x6 SP No.1WEBS1 Row at midpt6-19, 3-20 REACTIONS.(lb/size)23=1584/0-3-8, 13=1530/0-3-8 Max Horz23=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 CHORD2-3=-2226/176, 3-4=-1552/172, 4-5=-1402/221, 5-6=-1879/305, 6-7=-1816/212, 7-8=-1909/182, 8-9=-2337/175, 9-10=-2507/153, 10-11=-1181/86, 2-23=-1509/179, 11-13=-1464/136 BOT CHORD22-23=-272/517, 21-22=-272/517, 21-24=-76/1809, 20-24=-76/1809, 17-18=-5/1953, 16-17=-86/2276 WEBS6-18=-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=-342/101, 14-16=0/1095, 10-16=-107/1627, 10-14=-1338/33, 2-21=0/1298, 11-14=-34/957 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824563 56_BEAR_CREEK_ESTATEST22Hip11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:21 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-8m?KbAsJVreuQOm1KEEg3LKiXcqT64hoNmvttfyC1zC -1-0-09-0-010-11-019-11-020-11-0 1-0-09-0-01-11-09-0-01-0-0 Scale: 1/4"=1' 5x12 4x8 3 4 7.0012 6-3-0 6-1-16-1-1 6x6 6x6 5 2 6 1 1-0-01-0-0 10 98 117 3x6 3x4 3x4 3x4 4x8 9-0-010-11-019-11-0 9-0-01-11-09-0-0 Plate Offsets (X,Y)-- \[2:0-3-8,Edge\], \[3:0-6-0,0-0-9\], \[4:0-4-0,0-1-11\], \[5:0-3-8,Edge\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.84Vert(LL)-0.139-11>999240MT20197/144 TCDL10.0Lumber DOL 1.15BC0.49Vert(TL)-0.349-11>690180 BCLL0.0 *Rep Stress IncrYESWB0.14Horz(TL)0.027n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 97 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 5-0-13 oc purlins, except BOT CHORD2x4 SP No.1end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS2x3 SPF No.2 *Except* BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. 2-11,5-7: 2x4 SP No.1WEBS1 Row at midpt2-9, 5-8 REACTIONS.(lb/size)11=854/0-3-8, 7=854/0-3-8 Max Horz11=147(LC 5) Max Uplift11=-68(LC 6), 7=-68(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD2-3=-947/98, 3-4=-692/131, 4-5=-948/97, 2-11=-770/140, 5-7=-771/140 BOT CHORD10-11=-220/616, 9-10=-220/616, 8-9=0/691, 7-8=-158/615 WEBS2-9=-109/260, 5-8=-115/264 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The Fabrication Tolerance at joint 2 = 8%, joint 5 = 8% 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 7. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824564 56_BEAR_CREEK_ESTATEST23Hip11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:22 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-dyZipWtxF9ml2YKDtxlvcYt?009lrPyxcQeRP5yC1zB 35-11-0 -1-0-05-10-1211-7-017-3-518-7-1122-6-828-1-033-7-834-8-036-11-0 1-0-05-10-125-8-45-8-41-4-73-10-135-6-85-6-81-0-81-3-01-0-0 Scale = 1:101.7 5x12 5x12 7.0012 6 7 2x4 3x6 8 3x6 3x6 5 3x6 9 4 3x6 10 4x8 36x6 11-0-15 10-10-1510-10-15 3x6 4x8 11 12 13 2 1 14 2018 1-0-01-0-0 0-8-0 19 2528 272624232221171615 3x4 3x6 3x4 3x8 3x4 3x4 2x4 2x4 5x8 4x10 2x4 5x8 4x8 35-11-0 5-10-1211-7-017-3-518-7-1122-6-828-1-033-7-834-8-0 5-10-125-8-45-8-41-4-73-10-135-6-85-6-81-0-81-3-0 Plate Offsets (X,Y)-- \[6:0-6-0,0-0-9\], \[7:0-6-0,0-0-9\], \[18:0-5-0,0-2-12\], \[20:0-3-8,0-2-8\], \[26:0-2-8,0-1-8\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.34Vert(LL)-0.1223-24>999240MT20197/144 TCDL10.0Lumber DOL 1.15BC0.49Vert(TL)-0.2823-24>999180 BCLL0.0 *Rep Stress IncrYESWB0.65Horz(TL)0.1515n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 238 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 3-9-3 oc purlins, except BOT CHORD2x4 SP No.1end verticals, and 2-0-0 oc purlins (5-5-15 max.): 6-7. WEBS2x3 SPF No.2 *Except* BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. 6-23,6-22,7-22,7-20: 2x4 SP No.1, 2-27,13-15: 2x6 SP No.1WEBS1 Row at midpt8-21, 5-23, 6-22, 7-22 REACTIONS.(lb/size)27=1561/0-3-8, 15=1530/0-3-8 Max Horz27=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 CHORD2-3=-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=-2337/178, 11-12=-2508/156, 12-13=-1182/88, 2-27=-1496/163, 13-15=-1464/138 BOT CHORD26-27=-240/333, 25-26=-95/1757, 24-25=-95/1757, 24-28=-19/1607, 23-28=-19/1607, 22-23=0/1256, 19-20=-8/1953, 18-19=-89/2278 WEBS8-20=-272/144, 5-24=0/340, 5-23=-597/140, 6-23=-61/579, 6-22=-298/133, 20-22=0/1232, 7-20=-146/922, 10-20=-501/104, 10-19=0/296, 11-19=-341/101, 16-18=0/1095, 12-18=-109/1629, 12-16=-1338/34, 2-26=-11/1479, 13-16=-35/957 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824565 56_BEAR_CREEK_ESTATEST24Hip11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:23 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-59640sua0TucgivQRfG88mP8CQUmas65q4O_yXyC1zA 35-11-0 -1-0-07-3-1214-5-021-6-022-6-828-1-033-7-834-8-036-11-0 1-0-07-3-127-1-47-1-01-0-85-6-85-6-81-0-81-3-01-0-0 Scale = 1:93.9 5x12 5x12 7.0012 2x4 57 6 3x6 3x6 3x6 8 3x6 4 9 4x8 3 6x6 9-4-15 9-2-153x6 9-2-15 4x8 10 11 12 2 1 13 1917 1-0-01-0-0 0-8-0 18 2326 2524222120161514 3x4 3x6 3x4 3x4 2x4 2x4 3x8 6x8 2x4 6x8 5x8 4x8 35-11-0 7-3-1214-5-021-6-022-6-828-1-033-7-834-8-0 7-3-127-1-47-1-01-0-85-6-85-6-81-0-81-3-0 Plate Offsets (X,Y)-- \[5:0-6-0,0-0-9\], \[6:0-6-0,0-0-9\], \[17:0-5-0,0-2-12\], \[19:0-2-4,Edge\], \[24:0-2-8,0-1-8\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.50Vert(LL)-0.1621-22>999240MT20197/144 TCDL10.0Lumber DOL 1.15BC0.57Vert(TL)-0.3321-22>999180 BCLL0.0 *Rep Stress IncrYESWB0.66Horz(TL)0.1714n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 200 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 3-8-8 oc purlins, except BOT CHORD2x4 SP No.1end verticals, and 2-0-0 oc purlins (4-5-0 max.): 5-6. WEBS2x3 SPF No.2 *Except* BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing, 5-21: 2x4 SP No.1, 2-25,12-14: 2x6 SP No.1Except: 6-0-0 oc bracing: 20-21. WEBS1 Row at midpt7-20, 3-22, 5-21, 6-21 REACTIONS.(lb/size)25=1582/0-3-8, 14=1567/0-3-8 Max Horz25=-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 CHORD2-3=-2197/184, 3-4=-1854/187, 4-5=-1738/225, 5-6=-1508/233, 6-7=-1744/259, 7-8=-1886/229, 8-9=-1981/199, 9-10=-2410/191, 10-11=-2575/169, 11-12=-1213/93, 2-25=-1507/179, 12-14=-1500/144 BOT CHORD24-25=-219/398, 23-24=-56/1803, 22-23=-56/1803, 22-26=-3/1505, 21-26=-3/1505, 18-19=-19/2016, 17-18=-100/2335 WEBS19-20=-279/0, 7-19=-112/283, 3-22=-378/140, 5-22=0/484, 6-21=-638/55, 19-21=0/1847, 6-19=-81/1005, 9-19=-506/106, 9-18=0/296, 10-18=-332/100, 15-17=-1/1126, 11-17=-117/1666, 11-15=-1376/41, 2-24=0/1414, 12-15=-40/984 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824566 56_BEAR_CREEK_ESTATEST25Hip11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:23 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-59640sua0TucgivQRfG88mP30QVdatY5q4O_yXyC1zA 35-11-0 -1-0-05-10-1011-6-1117-0-1022-6-824-4-528-11-1433-7-834-8-036-11-0 1-0-05-10-105-8-25-5-145-5-141-9-134-7-104-7-101-0-81-3-01-0-0 Scale = 1:85.7 5x12 5x12 3x4 2x4 456 7 7.0012 3x6 3x6 4x6 8 3 6x6 3x6 7-7-07-7-0 7-8-15 9 5x6 10 11 2 1 12 1916 1-0-0 1-0-0 0-8-0 1817 2326 2524222120151413 3x4 3x6 3x4 3x8 3x4 5x8 2x4 2x4 3x4 5x8 5x8 3x4 4x8 35-11-0 5-10-1011-6-1117-0-1022-6-824-4-528-11-1433-7-834-8-0 5-10-105-8-25-5-145-5-141-9-134-7-104-7-101-0-81-3-0 Plate Offsets (X,Y)-- \[2:0-3-0,0-1-12\], \[4:0-6-0,0-0-9\], \[7:0-6-0,0-0-9\], \[11:0-2-14,0-2-0\], \[16:0-4-12,0-3-0\], \[19:0-2-12,0-2-8\], \[24:0-2-8,0-1-8\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.77Vert(LL)-0.1321-22>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.45Vert(TL)-0.2920-21>999180 BCLL0.0 *Rep Stress IncrYESWB0.63Horz(TL)0.1513n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 192 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 3-8-9 oc purlins, except BOT CHORD2x4 SP No.1end verticals, and 2-0-0 oc purlins (4-5-1 max.): 4-7. WEBS2x3 SPF No.2 *Except* BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. 2-25,11-13: 2x4 SPF-S StudWEBS1 Row at midpt5-19 REACTIONS.(lb/size)25=1562/0-3-8, 13=1530/0-3-8 Max Horz25=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 CHORD2-3=-2166/188, 3-4=-1967/230, 4-5=-1863/253, 5-6=-1866/244, 6-7=-1870/244, 7-8=-2060/237, 8-9=-2399/208, 9-10=-2616/187, 10-11=-1254/108, 2-25=-1496/175, 11-13=-1463/149 BOT CHORD24-25=-177/272, 23-24=-120/1795, 22-23=-120/1795, 22-26=-97/1624, 21-26=-97/1624, 18-19=0/1719, 17-18=-46/2018, 16-17=-108/2345 WEBS6-19=-292/107, 4-22=-3/339, 4-21=-147/491, 5-21=-445/181, 19-21=-94/1831, 7-19=-162/642, 7-18=-22/343, 8-18=-400/96, 9-17=-338/77, 14-16=-20/1210, 10-16=-108/1595, 10-14=-1442/55, 2-24=-40/1537, 11-14=-42/1082 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824567 56_BEAR_CREEK_ESTATEST26Hip11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:24 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-ZLgTDCvCnm0THrUc?MoNhzyIGpqXJHJE3k7YU_yC1z9 36-11-0 -1-0-04-5-78-8-715-7-722-6-827-2-933-7-834-8-035-11-0 1-0-04-5-74-2-156-11-16-11-14-8-16-4-151-0-81-3-01-0-0 Scale = 1:77.4 5x12 3x4 3x6 2x4 5x12 4578 6 7.0012 4x6 3x6 6x6 3 3x6 9 4x6 6-0-155-11-05-11-0 10 11 2 1 12 1816 1-0-01-0-0 0-8-0 17 2225 2423212019151413 3x4 3x6 3x4 3x8 3x4 5x12 2x4 2x4 3x4 5x8 5x8 4x8 4-5-78-8-715-7-722-6-827-2-933-7-834-8-035-11-0 4-5-74-2-156-11-16-11-14-8-16-4-151-0-81-3-0 Plate Offsets (X,Y)-- \[2:0-3-0,0-1-8\], \[4:0-6-0,0-0-9\], \[8:0-6-0,0-0-9\], \[11:0-2-14,0-2-0\], \[16:0-4-12,0-3-0\], \[18:0-2-4,0-2-8\], \[23:0-2-8,0-1-8\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.55Vert(LL)-0.1520-21>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.53Vert(TL)-0.4319-20>997180 BCLL0.0 *Rep Stress IncrYESWB0.79Horz(TL)0.1813n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 177 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 3-5-13 oc purlins, except BOT CHORD2x4 SP No.1end verticals, and 2-0-0 oc purlins (3-7-4 max.): 4-8. WEBS2x3 SPF No.2 *Except* BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. 2-24,11-13: 2x4 SPF-S Stud REACTIONS.(lb/size)24=1560/0-3-8, 13=1517/0-3-8 Max Horz24=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 CHORD2-3=-2077/188, 3-4=-2077/227, 4-5=-2366/283, 5-6=-2470/288, 6-7=-2470/288, 7-8=-2475/288, 8-9=-2309/218, 9-10=-2637/221, 10-11=-1236/112, 2-24=-1498/175, 11-13=-1453/157 BOT CHORD22-23=-178/1730, 21-22=-178/1730, 21-25=-175/1753, 20-25=-175/1753, 17-18=-59/1909, 16-17=-175/2443 WEBS7-18=-390/157, 4-20=-183/857, 5-20=-582/219, 18-20=-229/2290, 8-18=-205/896, 8-17=0/321, 9-17=-540/173, 14-16=-16/1174, 10-16=-192/1748, 10-14=-1391/46, 2-23=-72/1557, 11-14=-35/1044 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824568 56_BEAR_CREEK_ESTATEST27Common11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:24 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-ZLgTDCvCnm0THrUc?MoNhzyH9ppgJKvE3k7YU_yC1z9 -1-0-05-0-09-9-814-7-019-7-020-7-0 1-0-05-0-04-9-84-9-85-0-01-0-0 Scale = 1:44.7 4x6 4 6.0012 3x6 3x6 5 3 5-9-12 10x10 10x10 6 2 7 1 0-11-00-11-0 10 9 118 3x6 3x8 9-9-819-7-0 9-9-89-9-8 Plate Offsets (X,Y)-- \[2:Edge,0-3-8\], \[6:Edge,0-3-8\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.62Vert(LL)-0.158-9>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.59Vert(TL)-0.398-9>597180 BCLL0.0 *Rep Stress IncrYESWB0.62Horz(TL)0.038n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 88 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals. WEBS2x3 SPF No.2 *Except* BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. 2-11,6-8: 2x4 SPF-S Stud REACTIONS.(lb/size)11=840/0-5-8, 8=840/0-5-8 Max Horz11=-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 CHORD2-3=-340/59, 3-4=-870/148, 4-5=-870/148, 5-6=-340/59, 2-11=-336/119, 6-8=-336/119 BOT CHORD10-11=-72/895, 9-10=-72/895, 8-9=-72/895 WEBS4-9=-21/482, 3-11=-772/141, 5-8=-772/141 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824569 56_BEAR_CREEK_ESTATEST28Half Hip21 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:25 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-1XErRYvqY49Kv?3oZ4JcEBVYdDHE2wrOIOt50QyC1z8 -1-0-02-6-04-0-0 1-0-02-6-01-6-0 Scale = 1:23.6 3x4 3 4 10.00 12 2x4 3-4-0 3-2-43-2-4 2 1 1-3-0 65 3x4 2-6-03-11-34-0-0 2-6-01-5-30-0-13 Plate Offsets (X,Y)-- \[3:0-2-0,Edge\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.25Vert(LL)-0.015-6>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.12Vert(TL)-0.025-6>999180 BCLL0.0 *Rep Stress IncrYESWB0.00Horz(TL)0.044n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 16 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals, and 2-0-0 oc purlins: 3-4. WEBS2x4 SPF-S StudBOT CHORDStructural 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 Horz6=83(LC 6) Max Uplift4=-49(LC 7), 6=-18(LC 6) Max Grav4=100(LC 1), 6=231(LC 1), 5=73(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6. 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824570 56_BEAR_CREEK_ESTATEST29Half Hip21 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:25 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-1XErRYvqY49Kv?3oZ4JcEBVX_DHD2wrOIOt50QyC1z8 -1-0-03-3-04-0-0 1-0-03-3-00-9-0 Scale = 1:27.4 3x4 3 4 10.0012 3x4 3-11-8 3-9-123-9-12 2 1 1-3-0 65 3x4 2-0-03-11-44-0-0 2-0-01-11-40-0-12 Plate Offsets (X,Y)-- \[3:0-2-0,Edge\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.29Vert(LL)-0.015-6>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.12Vert(TL)-0.025-6>999180 BCLL0.0 *Rep Stress IncrYESWB0.00Horz(TL)-0.044n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 16 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals, and 2-0-0 oc purlins: 3-4. WEBS2x4 SPF-S StudBOT CHORDStructural 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 Horz6=102(LC 6) Max Uplift4=-62(LC 7), 6=-3(LC 6) Max Grav4=100(LC 1), 6=231(LC 1), 5=73(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6. 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824571 56_BEAR_CREEK_ESTATESTG01HALF HIP GIRDER11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:25 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-1XErRYvqY49Kv?3oZ4JcEBVWsDEy2wTOIOt50QyC1z8 -1-0-02-9-05-5-0 1-0-02-9-02-8-0 Scale = 1:16.2 3x6 32x4 4.0012 4 7 2 1-8-0 1-6-61-6-6 1 0-9-0 0-3-8 8910 5 2x4 6 3x8 2-9-05-5-0 2-9-02-8-0 Plate Offsets (X,Y)-- \[3:0-3-0,Edge\], \[5:0-2-0,0-0-4\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.37Vert(LL)0.045-6>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.27Vert(TL)-0.095-6>691180 BCLL0.0 *Rep Stress IncrNOWB0.02Horz(TL)0.00n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 19 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 5-5-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals, and 2-0-0 oc purlins: 3-4. WEBS2x3 SPF No.2 *Except* BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. 2-6: 2x4 SPF-S Stud REACTIONS.(lb/size)6=280/0-3-8, 5=197/0-1-8 Max Horz6=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) 5 except (jt=lb) 6=100. 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 11 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 20 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) December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824572 56_BEAR_CREEK_ESTATESTG02HALF HIP GIRDER11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:26 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-VkoDeuwSJOHBX9e?6nqrmO1lsdetnN5XX2ceZsyC1z7 -1-0-01-4-132-0-0 1-0-01-4-130-7-3 Scale: 1"=1' 34 5.0012 3x4 2 1-5-0 1 0-10-0 7 65 3x8 1-0-01-11-42-0-0 1-0-00-11-40-0-12 Plate Offsets (X,Y)-- \[3:0-2-0,0-2-11\], \[6:0-4-4,0-1-8\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.09Vert(LL)-0.006>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.03Vert(TL)-0.005-6>999180 BCLL0.0 *Rep Stress IncrNOWB0.00Horz(TL)-0.004n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 8 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals, and 2-0-0 oc purlins: 3-4. WEBS2x4 SPF-S StudBOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size)6=162/0-3-8, 5=11/Mechanical, 4=37/Mechanical Max Horz6=28(LC 5) Max Uplift6=-58(LC 5), 5=-9(LC 4), 4=-18(LC 4) Max Grav6=162(LC 1), 5=34(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 7 lb up at 1-11-14 on top chord, and 0 lb down and 6 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=6(B) December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824573 56_BEAR_CREEK_ESTATESTG03Hip Girder11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:27 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-zwMbsEx44hP28JDBgVL4JcamQ1r9WfTglhMC5IyC1z6 -1-0-03-2-106-1-1112-1-817-11-823-9-829-9-532-8-635-11-036-11-0 1-0-03-2-102-11-25-11-125-10-05-10-05-11-122-11-23-2-101-0-0 Scale = 1:65.8 5x6 4x8 2x4 3x6 4x8 5x6 7.0012 45689 27282930313233347 3x6 26 3x6 35 25 10 3 36 24 4-7-0 4-5-14-5-1 11 2 12 1 1-0-01-0-0 3738394041421917434445464748 2313 22212018161514 8x8 5x8 5x8 8x8 4x8 4x8 2x4 4x8 2x4 4x8 4x8 3-2-106-1-1112-1-817-11-823-9-829-9-532-8-635-11-0 3-2-102-11-25-11-125-10-05-10-05-11-122-11-23-2-10 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)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.75Vert(LL)0.3318>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.60Vert(TL)-0.5918>729180 BCLL0.0 *Rep Stress IncrNOWB0.76Horz(TL)0.1213n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 208 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 3-7-1 oc purlins, except BOT CHORD2x6 SP No.1end verticals, and 2-0-0 oc purlins (2-7-9 max.): 4-9. WEBS2x4 SPF-S Stud *Except* BOT CHORDStructural wood sheathing directly applied or 6-2-6 oc bracing. 2-22,11-14: 2x4 SP No.1WEBS1 Row at midpt5-21, 8-15 REACTIONS.(lb/size)23=2068/0-3-8, 13=2082/0-3-8 Max Horz23=105(LC 4) 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 CHORD2-24=-2666/930, 3-24=-2587/932, 3-25=-2897/1117, 25-26=-2858/1101, 4-26=-2790/1089, 4-27=-2457/973, 27-28=-2458/973, 5-28=-2461/973, 5-29=-4440/1809, 29-30=-4440/1809, 6-30=-4440/1809, 6-31=-4440/1809, 7-31=-4440/1809, 7-8=-4440/1809, 8-32=-2455/978, 32-33=-2454/978, 33-34=-2452/977, 9-34=-2450/977, 9-35=-2793/1106, 10-35=-2881/1116, 10-36=-2601/944, 11-36=-2680/954, 2-23=-1963/658, 11-13=-1975/668 BOT CHORD22-38=-865/2242, 38-39=-865/2242, 21-39=-865/2242, 21-40=-1644/4000, 40-41=-1644/4000, 20-41=-1644/4000, 20-42=-1644/4000, 19-42=-1644/4000, 18-19=-1644/4000, 17-18=-1615/3994, 17-43=-1615/3994, 16-43=-1615/3994, 16-44=-1615/3994, 44-45=-1615/3994, 45-46=-1615/3994, 15-46=-1615/3994, 15-47=-786/2253, 14-47=-786/2253 WEBS3-22=-497/251, 3-21=-229/368, 4-21=-309/1034, 5-21=-1855/822, 5-20=0/337, 5-18=-242/543, 6-18=-441/286, 8-18=-247/554, 8-16=0/333, 8-15=-1860/818, 9-15=-324/1043, 10-15=-211/327, 10-14=-490/261, 2-22=-719/2051, 11-14=-725/2056 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. December 5,2017 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824573 56_BEAR_CREEK_ESTATESTG03Hip Girder11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:27 2017 Page 2 ID:VarUFZKVo2kjotTWURxEQNyoteT-zwMbsEx44hP28JDBgVL4JcamQ1r9WfTglhMC5IyC1z6 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, 80 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 58 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, 33 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, 33 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=-40(F) 7=-40(F) 19=-22(F) 21=-22(F) 5=-40(F) 20=-22(F) 18=-22(F) 6=-40(F) 15=-22(F) 10=-40(F) 14=-21(F) 9=-40(F) 17=-22(F) 24=-41(F) 25=-40(F) 26=-40(F) 27=-40(F) 28=-40(F) 29=-40(F) 30=-40(F) 31=-40(F) 32=-40(F) 33=-40(F) 34=-40(F) 35=-40(F) 36=-41(F) 37=-19(F) 38=-21(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=-21(F) 48=-19(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824574 56_BEAR_CREEK_ESTATESTG04Half Hip Girder11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:28 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-R6wz3ayir?XvmToNECsJrp73lRIgFHbq_L5ldlyC1z5 -1-0-01-1-34-0-0 1-0-01-1-32-10-13 Scale = 1:16.4 3x4 374 10.0012 3x4 2 2-2-02-2-0 1-10-8 1-3-01 895 6 2x4 1-1-34-0-0 1-1-32-10-13 Plate Offsets (X,Y)-- \[3:0-2-0,0-1-13\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.20Vert(LL)-0.015-6>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.14Vert(TL)-0.025-6>999180 BCLL0.0 *Rep Stress IncrNOWB0.00Horz(TL)0.044n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 15 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals, and 2-0-0 oc purlins: 3-4. WEBS2x4 SPF-S StudBOT CHORDStructural 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 Horz6=51(LC 5) Max Uplift4=-38(LC 3), 6=-52(LC 5) Max Grav4=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) 38 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 2 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) December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824575 56_BEAR_CREEK_ESTATESTG05Half Hip Girder31 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:28 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-R6wz3ayir?XvmToNECsJrp73lRIgFHbq_L5ldlyC1z5 -1-0-01-1-34-0-0 1-0-01-1-32-10-13 Scale = 1:16.4 3x4 3 74 10.0012 3x4 2 2-2-0 2-0-42-0-4 1-8-12 1-3-01 895 6 2x4 1-1-34-0-0 1-1-32-10-13 Plate Offsets (X,Y)-- \[3:0-2-0,Edge\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.20Vert(LL)-0.015-6>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.14Vert(TL)-0.025-6>999180 BCLL0.0 *Rep Stress IncrNOWB0.00Horz(TL)0.034n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 15 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD2x4 SP No.1end verticals, and 2-0-0 oc purlins: 3-4. WEBS2x4 SPF-S StudBOT CHORDStructural 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 Horz6=47(LC 5) Max Uplift4=-38(LC 3), 6=-54(LC 5) Max Grav4=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) 41 lb down and 1 lb up at 1-1-3, and 43 lb down and 20 lb up at 2-0-12 on top chord, and 11 lb up at 1-1-3, and 2 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) December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824576 56_BEAR_CREEK_ESTATESTG06Hip Girder11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:29 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-vIULHvzKcJfmOdNZovNYO1f55qWa_XIzD?rI9ByC1z4 -1-0-03-2-106-1-1110-2-1514-4-218-5-522-6-826-1-1429-9-533-7-834-7-835-11-036-11-0 1-0-03-2-102-11-24-1-34-1-34-1-34-1-33-7-63-7-63-10-31-0-01-3-81-0-0 Scale = 1:69.9 7x16 MT18HS 6x6 2x4 3x8 3x6 3x6 2x4 4x10 7.0012 33456791011 34353637388 3x6 6x10 39 32 2x4 40 3 12 31 13 4-7-0 4-5-14-5-1 14 2 15 1 2219 1-0-0 1-0-0 0-8-0 2120 414243444546474849505127 3016 2928262524231817 2x4 4x8 8x8 8x8 6x10 4x8 4x8 5x12 2x4 8x10 2x4 2x4 5x12 4x6 5x8 3-2-106-1-1110-2-1514-4-218-5-522-6-826-1-1429-9-533-7-834-7-835-11-0 3-2-102-11-24-1-34-1-34-1-34-1-33-7-63-7-63-10-31-0-01-3-8 Plate Offsets (X,Y)-- \[11:0-10-8,0-0-12\], \[16:Edge,0-6-8\], \[19:0-3-0,0-3-8\], \[20:0-3-8,0-2-0\], \[22:0-4-0,0-3-0\], \[29:0-3-8,0-2-0\], \[30:Edge,0-6-8\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.73Vert(LL)0.3723-24>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.61Vert(TL)-0.6623-24>644180MT18HS169/123 BCLL0.0 *Rep Stress IncrNOWB0.87Horz(TL)0.2116n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 222 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 2-10-9 oc purlins, except BOT CHORD2x6 SP No.1end verticals, and 2-0-0 oc purlins (2-6-14 max.): 4-11. WEBS2x4 SPF-S Stud *Except* BOT CHORDStructural wood sheathing directly applied or 6-0-2 oc bracing. 22-24,2-29: 2x4 SP No.1, 17-19,13-19,13-17,14-17: 2x3 SPF No.2WEBS1 Row at midpt10-20 REACTIONS.(lb/size)30=2069/0-3-8, 16=2091/0-3-8 Max Horz30=-106(LC 3) Max Uplift30=-674(LC 4), 16=-685(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD2-31=-2672/948, 3-31=-2593/949, 3-32=-2900/1137, 32-33=-2842/1121, 4-33=-2805/1103, 4-34=-3595/1466, 5-34=-3598/1466, 5-35=-3595/1464, 6-35=-3595/1464, 6-36=-4419/1807, 7-36=-4419/1807, 7-8=-4922/2009, 8-9=-4922/2009, 9-37=-4943/2014, 10-37=-4943/2014, 10-38=-2979/1171, 11-38=-2979/1171, 11-39=-3686/1353, 39-40=-3716/1360, 12-40=-3806/1368, 12-13=-3639/1298, 13-14=-1827/648, 2-30=-1964/667, 14-16=-1904/632 BOT CHORD29-42=-880/2251, 42-43=-880/2251, 28-43=-880/2251, 27-28=-1005/2479, 27-44=-1005/2479, 26-44=-1005/2479, 26-45=-1748/4245, 25-45=-1748/4245, 25-46=-1748/4245, 24-46=-1748/4245, 22-48=-1674/4186, 21-48=-1674/4186, 21-49=-1674/4186, 20-49=-1674/4186, 20-50=-1151/3031, 50-51=-1151/3031, 19-51=-1151/3031 WEBS9-22=-305/199, 12-19=-328/156, 3-29=-494/266, 3-28=-216/336, 4-26=-690/1586, 5-26=-392/241, 6-26=-919/409, 6-24=-115/250, 7-24=-745/379, 22-24=-1761/4284, 7-22=-261/655, 10-22=-468/1045, 10-20=-1636/730, 11-20=-449/1208, 11-19=-58/303, 17-19=-526/1540, 13-19=-730/2086, 13-17=-1903/664, 2-29=-742/2069, 14-17=-498/1468 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=674, 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. December 5,2017 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824576 56_BEAR_CREEK_ESTATESTG06Hip Girder11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:30 2017 Page 2 ID:VarUFZKVo2kjotTWURxEQNyoteT-OV1kUFzzNcnd?mymLdunxECGqEspj_Y7RfasidyC1z3 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 66 lb up at 4-0-12, 80 lb down and 77 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, 33 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=-40(B) 8=-40(B) 11=-64(B) 23=-22(B) 9=-40(B) 19=-19(B) 12=-41(B) 28=-22(B) 26=-22(B) 5=-40(B) 6=-40(B) 25=-22(B) 24=-22(B) 7=-40(B) 10=-64(B) 31=-41(B) 32=-40(B) 33=-40(B) 34=-40(B) 35=-40(B) 36=-40(B) 37=-64(B) 38=-64(B) 39=-64(B) 40=-64(B) 41=-19(B) 42=-21(B) 43=-22(B) 44=-22(B) 45=-22(B) 46=-22(B) 47=-22(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQty Ply 56 bear creek estates I31824577 56_BEAR_CREEK_ESTATESTG07COMMON GIRDER1 2 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:30 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-OV1kUFzzNcnd?mymLdunxECOoE_uj847RfasidyC1z3 5-0-89-9-814-6-819-7-0 5-0-84-9-04-9-05-0-8 Scale = 1:43.9 4x6 THIS TRUSS IS DESIGNED TO SUPPORT ONLY 2'-0" 3 OF UNIFORM LOAD AS SHOWN. 6.0012 3x6 3x6 4 2 5-9-12 3x6 3x6 5 1 0-11-00-11-0 10 987 116 4x6 4x6 3x8 4x6 2x4 2x4 5-0-89-9-814-6-819-7-0 5-0-84-9-04-9-05-0-8 LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.22Vert(LL)-0.018>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.09Vert(TL)-0.038-9>999180 BCLL0.0 *Rep Stress IncrNOWB0.19Horz(TL)0.016n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 217 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD2x6 SP 2400F 2.0E *Except* end verticals. 6-10: 2x6 SP No.1BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. WEBS2x4 SPF-S Stud REACTIONS. (lb/size)11=772/0-5-8, 6=772/0-5-8 Max Horz11=-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 CHORD1-2=-1131/164, 2-3=-863/174, 3-4=-863/174, 4-5=-1132/164, 1-11=-699/119, 5-6=-701/119 BOT CHORD10-11=-66/265, 9-10=-66/265, 8-9=-81/957, 7-8=-81/958, 6-7=-38/255 WEBS3-8=-54/452, 4-8=-329/95, 2-8=-328/96, 1-9=-42/698, 5-7=-43/708 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQty Ply 56 bear creek estates I31824578 56_BEAR_CREEK_ESTATESTG08COMMON GIRDER1 2 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:30 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-OV1kUFzzNcnd?mymLdunxECPzE?Vj937RfasidyC1z3 4-10-129-6-014-1-419-0-0 4-10-124-7-44-7-44-10-12 Scale = 1:72.8 4x6 3 THIS TRUSS IS DESIGNED TO SUPPORT ONLY 2'-0" OF UNIFORM LOAD AS SHOWN. 10.0012 3x6 3x6 4 2 9-2-0 3x6 3x6 5 1 1-3-0 1-3-0 10 119876 4x6 2x4 3x8 4x6 2x4 4x6 4-10-129-6-014-1-419-0-0 4-10-124-7-44-7-44-10-12 LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.15Vert(LL)-0.019>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.05Vert(TL)-0.028>999180 BCLL0.0 *Rep Stress IncrNOWB0.13Horz(TL)0.006n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 250 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD2x6 SP No.1end verticals. WEBS2x4 SPF-S Stud *Except* BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. 3-8: 2x4 SP No.1 REACTIONS. (lb/size)11=748/0-3-8, 6=748/0-3-8 Max Horz11=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 CHORD1-2=-820/88, 2-3=-634/154, 3-4=-634/154, 4-5=-820/88, 1-11=-694/71, 5-6=-694/71 BOT CHORD8-9=-50/568, 7-8=0/568 WEBS3-8=-109/442, 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQty Ply 56 bear creek estates I31824579 56_BEAR_CREEK_ESTATESTG09Common Girder1 2 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:31 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-shb6ib_b8wvUdwXyvKQ0TSlOJe8aSRxGgJKPE4yC1z2 5-1-89-11-814-9-819-11-020-11-0 5-1-84-10-04-10-05-1-81-0-0 Scale = 1:50.9 4x6 4 7.00 12 2x4 2x4 5 3 4x6 6-9-11 4x6 6 2 1 7 8 1-0-01-0-0 10111213 8x16 9 8x16 8x10 9-11-819-11-0 9-11-89-11-8 Plate Offsets (X,Y)-- \[1:0-0-0,0-2-8\], \[7:0-0-0,0-4-15\], \[9:0-5-0,0-5-4\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.94Vert(LL)-0.291-9>815240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.89Vert(TL)-0.651-9>366180 BCLL0.0 *Rep Stress IncrNOWB0.86Horz(TL)0.037n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 228 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 3-8-11 oc purlins. BOT CHORD2x6 SP 2400F 2.0EBOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. WEBS2x4 SPF-S Stud SLIDERLeft 2x6 SP No.1 2-11-14, Right 2x6 SP No.1 2-11-14 REACTIONS.(lb/size)1=3783/0-3-8, 7=2158/0-3-8 Max Horz1=149(LC 4) Max Uplift1=-162(LC 5), 7=-122(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD1-2=-3846/188, 2-3=-3848/216, 3-4=-3516/193, 4-5=-3450/192, 5-6=-3472/198, 6-7=-3560/169 BOT CHORD1-10=-173/3453, 10-11=-173/3453, 11-12=-173/3453, 12-13=-173/3453, 9-13=-173/3453, 7-9=-89/2813 WEBS4-9=-107/3138, 5-9=-101/346, 3-9=-638/153 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; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=162, 7=122. 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 858 lb down and 36 lb up at 2-0-12, 858 lb down and 36 lb up at 4-0-12, 858 lb down and 36 lb up at 6-0-12, and 858 lb down and 36 lb up at 8-0-12, and 856 lb down and 36 lb up at 10-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 December 5,2017 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQty Ply 56 bear creek estates I31824579 56_BEAR_CREEK_ESTATESTG09Common Girder1 2 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:31 2017 Page 2 ID:VarUFZKVo2kjotTWURxEQNyoteT-shb6ib_b8wvUdwXyvKQ0TSlOJe8aSRxGgJKPE4yC1z2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-60, 4-8=-60, 1-7=-20 Concentrated Loads (lb) Vert: 9=-856(F) 10=-858(F) 11=-858(F) 12=-858(F) 13=-858(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824580 56_BEAR_CREEK_ESTATESTG10Hip Girder11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:32 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-Kt9Uvx?DvE1LF458T2xF0fHbQ2dfB_5Qvz3zmWyC1z1 -1-0-06-1-1113-9-519-11-020-11-0 1-0-06-1-117-7-96-1-111-0-0 Scale = 1:39.3 5x12 4x8 3 1213144 7.0012 4-7-0 4-5-14-5-1 5 2 6 1 1-0-01-0-0 151617181920212210 98 117 8x8 4x6 4x6 4x8 8x8 6-1-1113-9-519-11-0 6-1-117-7-96-1-11 Plate Offsets (X,Y)-- \[3:0-6-0,0-0-9\], \[4:0-4-0,0-1-11\], \[7:Edge,0-6-8\], \[11:Edge,0-6-8\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.79Vert(LL)0.068-9>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.26Vert(TL)-0.138-9>999180 BCLL0.0 *Rep Stress IncrNOWB0.48Horz(TL)0.017n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 115 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 5-1-10 oc purlins, except BOT CHORD2x6 SP No.1end verticals, and 2-0-0 oc purlins (4-2-6 max.): 3-4. WEBS2x4 SPF-S Stud *Except* BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. 3-8: 2x4 SP No.1WEBS1 Row at midpt3-8 REACTIONS.(lb/size)11=1068/0-3-8, 7=1068/0-3-8 Max Horz11=-105(LC 3) Max Uplift11=-236(LC 5), 7=-236(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD2-3=-1395/359, 3-12=-1129/354, 12-13=-1129/354, 13-14=-1129/354, 4-14=-1129/354, 4-5=-1394/357, 2-11=-990/276, 5-7=-990/275 BOT CHORD11-15=-107/320, 10-15=-107/320, 10-16=-107/320, 9-16=-107/320, 9-17=-325/1130, 17-18=-325/1130, 18-19=-325/1130, 8-19=-325/1130, 8-20=-51/321, 20-21=-51/321, 21-22=-51/321, 7-22=-51/321 WEBS3-9=0/357, 4-8=0/357, 2-9=-364/876, 5-8=-367/875 NOTES-(12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=236, 7=236. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58 lb down and 78 lb up at 6-1-11, 56 lb down and 78 lb up at 7-11-9, 56 lb down and 78 lb up at 9-11-9, and 56 lb down and 78 lb up at 11-11-9, and 58 lb down and 78 lb up at 13-9-5 on top chord, and 30 lb down at 2-0-12, 33 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 7-11-9, 33 lb down and 16 lb up at 9-11-9, 33 lb down and 16 lb up at 11-11-9, 33 lb down and 16 lb up at 13-8-9, 33 lb down at 14-9-7, and 33 lb down at 15-10-4, and 30 lb down at 17-10-4 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 December 5,2017 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824580 56_BEAR_CREEK_ESTATESTG10Hip Girder11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:32 2017 Page 2 ID:VarUFZKVo2kjotTWURxEQNyoteT-Kt9Uvx?DvE1LF458T2xF0fHbQ2dfB_5Qvz3zmWyC1z1 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, 4-5=-60, 5-6=-60, 7-11=-20 Concentrated Loads (lb) Vert: 3=-40(B) 4=-40(B) 10=-21(B) 9=-22(B) 8=-22(B) 12=-40(B) 13=-40(B) 14=-40(B) 15=-18(B) 16=-22(B) 17=-22(B) 18=-22(B) 19=-22(B) 20=-22(B) 21=-21(B) 22=-18(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824581 56_BEAR_CREEK_ESTATESTG11Half Hip Girder21 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:32 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-Kt9Uvx?DvE1LF458T2xF0fHkd2dCB5aQvz3zmWyC1z1 -1-0-01-1-34-0-0 1-0-01-1-32-10-13 Scale = 1:16.4 3x4 3 74 10.0012 3x4 2 2-2-0 2-0-42-0-4 1-3-01 895 6 2x4 1-1-33-11-44-0-0 1-1-32-10-10-0-12 Plate Offsets (X,Y)-- \[3:0-2-0,Edge\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.20Vert(LL)-0.015-6>999240MT20169/123 TCDL10.0Lumber DOL 1.15BC0.29Vert(TL)-0.045-6>999180 BCLL0.0 *Rep Stress IncrNOWB0.00Horz(TL)0.044n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 13 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD2x4 SPF-S Studend verticals, and 2-0-0 oc purlins: 3-4. WEBS2x4 SPF-S StudBOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size)4=102/Mechanical, 6=226/0-3-8, 5=37/Mechanical Max Horz6=47(LC 5) Max Uplift4=-38(LC 6), 6=-45(LC 5) Max Grav4=103(LC 10), 6=226(LC 1), 5=70(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) 35 lb down and 0 lb up at 1-1-3, and 43 lb down and 20 lb up at 2-0-12 on top chord, and 6 lb up at 1-1-3, and 2 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=6(B) 9=2(B) December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824582 56_BEAR_CREEK_ESTATESV01GABLE11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:32 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-Kt9Uvx?DvE1LF458T2xF0fHgl2dQB5aQvz3zmWyC1z1 4-5-13 4-5-13 Scale = 1:12.2 2 2x4 4.00 12 1-5-15 1 0-0-4 3 2x4 2x4 LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.45Vert(LL)n/a - n/a999MT20197/144 TCDL10.0Lumber DOL 1.15BC0.28Vert(TL)n/a - n/a999 BCLL0.0 *Rep Stress IncrYESWB0.00Horz(TL)0.003n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 8 lb FT = 20% LUMBER-BRACING- TOP CHORD2x3 SPF No.2TOP CHORDStructural wood sheathing directly applied or 4-5-13 oc purlins, except BOT CHORD2x3 SPF No.2end verticals. WEBS2x3 SPF No.2BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size)1=148/4-5-13, 3=148/4-5-13 Max Horz1=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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824583 56_BEAR_CREEK_ESTATESV02GABLE11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:33 2017 Page 1 ID:iXI39yCcUhoBxWyZuq4NtNygNdJ-o4js6H0rgX9BsEgL1lSVYtqwzSxUwYqZ8dpWIyyC1z0 2-8-45-4-8 2-8-42-8-4 Scale = 1:13.6 2x4 2 6.0012 1-4-2 3 1 0-0-4 0-0-4 2x4 2x4 5-4-8 5-4-8 Plate Offsets (X,Y)-- \[2:0-2-0,Edge\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.17Vert(LL)n/a - n/a999MT20197/144 TCDL10.0Lumber DOL 1.15BC0.42Vert(TL)n/a - n/a999 BCLL0.0 *Rep Stress IncrYESWB0.00Horz(TL)0.003n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 8 lb FT = 20% LUMBER-BRACING- TOP CHORD2x3 SPF No.2TOP CHORDStructural wood sheathing directly applied or 5-4-8 oc purlins. BOT CHORD2x3 SPF No.2BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size)1=178/5-4-8, 3=178/5-4-8 Max Horz1=-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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824584 56_BEAR_CREEK_ESTATESV03GABLE11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:33 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-o4js6H0rgX9BsEgL1lSVYtquaSyFwY?Z8dpWIyyC1z0 5-0-410-0-8 5-0-45-0-4 Scale = 1:21.1 3x8 2 6.0012 2-6-2 3 1 0-0-40-0-4 4 3x6 3x6 2x4 10-0-8 10-0-8 Plate Offsets (X,Y)-- \[1:Edge,0-0-4\], \[3:0-1-7,Edge\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.32Vert(LL)n/a - n/a999MT20197/144 TCDL10.0Lumber DOL 1.15BC0.37Vert(TL)n/a - n/a999 BCLL0.0 *Rep Stress IncrYESWB0.05Horz(TL)0.003n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 18 lb FT = 20% LUMBER-BRACING- TOP CHORD2x3 SPF No.2TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD2x3 SPF No.2BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS2x3 SPF No.2 REACTIONS. (lb/size)1=162/10-0-8, 3=162/10-0-8, 4=404/10-0-8 Max Horz1=-22(LC 4) Max Uplift1=-18(LC 6), 3=-22(LC 7), 4=-1(LC 6) Max Grav1=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. WEBS2-4=-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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824585 56_BEAR_CREEK_ESTATESV04GABLE11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:33 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-o4js6H0rgX9BsEgL1lSVYtqtsS0fwYrZ8dpWIyyC1z0 7-4-414-8-8 7-4-47-4-4 Scale = 1:29.9 3x6 3 6.0012 2x4 2x4 4 2 3-8-2 5 1 0-0-4 0-0-4 876 3x4 3x4 2x4 2x4 2x4 14-8-8 14-8-8 LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.36Vert(LL)n/a - n/a999MT20197/144 TCDL10.0Lumber DOL 1.15BC0.08Vert(TL)n/a - n/a999 BCLL0.0 *Rep Stress IncrYESWB0.06Horz(TL)0.005n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 39 lb FT = 20% LUMBER-BRACING- TOP CHORD2x3 SPF No.2TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD2x4 SP No.1BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS2x3 SPF No.2 REACTIONS. All bearings 14-8-8. (lb) - Max Horz1=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=278(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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824586 56_BEAR_CREEK_ESTATESV05GABLE11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:34 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-GGHEKd0TRrH2UOFXaTzk54N5qrJefziiMHY3rOyC1z? 8-5-416-10-8 8-5-48-5-4 Scale = 1:54.9 4x6 3 10.0012 2x4 2x4 4 2 7-0-6 5 1 0-0-4 0-0-4 3x4 3x4 11 987610 2x4 2x4 2x4 2x4 16-10-8 16-10-8 LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.16Vert(LL)n/a - n/a999MT20197/144 TCDL10.0Lumber DOL 1.15BC0.29Vert(TL)n/a - n/a999 BCLL0.0 *Rep Stress IncrYESWB0.15Horz(TL)0.005n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 56 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD2x3 SPF No.2BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS2x3 SPF No.2 REACTIONS. All bearings 16-10-8. (lb) - Max Horz1=-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=389(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. WEBS2-9=-289/184, 4-6=-289/184 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824587 56_BEAR_CREEK_ESTATESV06GABLE11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 12:54:33 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-OqGC9YL6OUobZZKg6FPNuRKbsEWzeZB889tnNQyC00K 9-8-1315-4-118-3-1125-0-14 9-8-135-7-42-11-106-9-3 Scale = 1:58.4 6x6 6x6 2x4 2x4 2x4 7 89101112 13 2x4 2x4 Sheet Front 14 Left Option 11-6-8 6 2x4 1 Ply 7/16OSB8 3x4 10.0012 5 15 2x4 4 2x4 30 3 8-1-6 2x4 7-11-77-11-7 2x4 29 2 2x4 28 2x4 16 1 27 0-0-40-0-4 3x4 2x4 3x6 18 2625242322212019313217 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 11-6-818-1-225-0-14 11-6-86-6-106-11-12 Plate Offsets (X,Y)-- \[7:0-3-11,Edge\], \[13:0-3-11,Edge\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.44Vert(LL)n/a - n/a999MT20197/144 TCDL10.0Lumber DOL 1.15BC0.38Vert(TL)n/a - n/a999 BCLL0.0 *Rep Stress IncrYESWB0.33Horz(TL)0.0116n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 309 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD2x4 SP No.12-0-0 oc purlins (6-0-0 max.): 7-13. WEBS2x3 SPF No.2BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS2x3 SPF No.2JOINTS1 Brace at Jt(s): 28, 30 REACTIONS.All bearings 25-0-14. (lb) - Max Horz1=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=349(LC 1), 18=471(LC 2), 17=661(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD14-15=-279/74, 15-16=-321/65 WEBS15-17=-326/69 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, 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824588 56_BEAR_CREEK_ESTATESV07GABLE11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:35 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-kSrdXz15C9Pv6Yqj8AUzdIvGcFhSOPKsbxIdNryC1z_ 9-8-1312-6-722-3-5 9-8-132-9-109-8-13 Scale = 1:63.0 3x6 2x4 3x6 4 5 6 2x4 2x4 10.0012 7 3 8-1-62x4 2x4 7-11-77-11-7 8 2 9 1 0-0-4 0-0-4 3x4 3x4 1514131211101617 2x4 3x6 2x4 2x4 2x4 2x4 22-3-5 22-3-5 Plate Offsets (X,Y)-- \[4:0-3-11,Edge\], \[6:0-3-11,Edge\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.16Vert(LL)n/a - n/a999MT20197/144 TCDL10.0Lumber DOL 1.15BC0.13Vert(TL)n/a - n/a999 BCLL0.0 *Rep Stress IncrYESWB0.19Horz(TL)0.019n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 92 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD2x4 SP No.12-0-0 oc purlins (6-0-0 max.): 4-6. OTHERS2x3 SPF No.2BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 22-3-5. (lb) - Max Horz1=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=375(LC 1), 13=468(LC 10), 15=324(LC 1), 11=469(LC 11), 10=327(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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824589 56_BEAR_CREEK_ESTATESV08GABLE11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:35 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-kSrdXz15C9Pv6Yqj8AUzdIvETFfNOQfsbxIdNryC1z_ 9-8-1319-5-11 9-8-139-8-13 Scale = 1:63.0 4x6 3 10.00 12 2x4 2x4 4 2 8-1-6 5 1 0-0-40-0-4 3x6 3x6 9876 3x6 2x4 2x4 2x4 19-5-11 19-5-11 LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.29Vert(LL)n/a - n/a999MT20197/144 TCDL10.0Lumber DOL 1.15BC0.20Vert(TL)n/a - n/a999 BCLL0.0 *Rep Stress IncrYESWB0.17Horz(TL)0.005n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 78 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD2x4 SP No.1BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS2x3 SPF No.2 REACTIONS. All bearings 19-5-11. (lb) - Max Horz1=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=344(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. WEBS2-8=-327/209, 4-6=-327/209 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824590 56_BEAR_CREEK_ESTATESV09GABLE11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:36 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-CfP?lJ2jySXmjhPwiu?CAVSRPf_67sE?qb1AuHyC1yz 8-4-116-8-1 8-4-18-4-1 Scale = 1:54.3 4x6 3 10.0012 2x4 2x4 4 2 6-11-6 5 1 0-0-4 0-0-4 3x4 3x4 98761011 2x4 2x4 2x4 2x4 16-8-1 16-8-1 LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.15Vert(LL)n/a - n/a999MT20197/144 TCDL10.0Lumber DOL 1.15BC0.29Vert(TL)n/a - n/a999 BCLL0.0 *Rep Stress IncrYESWB0.15Horz(TL)0.005n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 55 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD2x3 SPF No.2BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS2x3 SPF No.2 REACTIONS. All bearings 16-8-1. (lb) - Max Horz1=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=390(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. WEBS2-9=-285/182, 4-6=-285/182 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824591 56_BEAR_CREEK_ESTATESV10GABLE11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:36 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-CfP?lJ2jySXmjhPwiu?CAVSOBf1P7tl?qb1AuHyC1yz 6-11-413-10-8 6-11-46-11-4 Scale = 1:45.6 5x6 3 10.0012 2x4 2x4 4 5-9-6 2 5 1 0-0-4 0-0-4 3x4 3x4 876910 2x4 2x4 2x4 13-10-8 13-10-8 LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.36Vert(LL)n/a - n/a999MT20197/144 TCDL10.0Lumber DOL 1.15BC0.08Vert(TL)n/a - n/a999 BCLL0.0 *Rep Stress IncrYESWB0.12Horz(TL)0.005n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 42 lb FT = 20% LUMBER-BRACING- TOP CHORD2x3 SPF No.2TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD2x4 SP No.1BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS2x3 SPF No.2 REACTIONS. All bearings 13-10-8. (lb) - Max Horz1=-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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824592 56_BEAR_CREEK_ESTATESV11GABLE11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:36 2017 Page 1 ID:AzhGrv2QbjQObTa?82MsBTyo?ib-CfP?lJ2jySXmjhPwiu?CAVSQgf_l7uF?qb1AuHyC1yz 2-6-145-8-68-3-5 2-6-143-1-82-6-14 Scale = 1:18.0 2x4 2x4 2x4 2 3 4 10.0012 2-1-12 1-11-131-11-13 5 1 0-0-40-0-4 6 2x4 2x4 2x4 8-3-5 8-3-5 Plate Offsets (X,Y)-- \[2:0-2-0,Edge\], \[4:0-2-0,Edge\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.20Vert(LL)n/a - n/a999MT20197/144 TCDL10.0Lumber DOL 1.15BC0.32Vert(TL)n/a - n/a999 BCLL0.0 *Rep Stress IncrYESWB0.02Horz(TL)0.005n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 15 lb FT = 20% LUMBER-BRACING- TOP CHORD2x3 SPF No.2TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD2x3 SPF No.22-0-0 oc purlins (6-0-0 max.): 2-4. OTHERS2x3 SPF No.2BOT CHORDStructural 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 Horz1=-42(LC 4) Max Uplift1=-30(LC 6), 5=-31(LC 7) Max Grav1=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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824593 56_BEAR_CREEK_ESTATESV12GABLE11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:37 2017 Page 1 ID:AzhGrv2QbjQObTa?82MsBTyo?ib-grzNye3MjmfdLr_6GbWRjj_bm3N1sL192FnkQjyC1yy 5-4-85-8-611-0-14 5-4-80-3-145-4-8 Scale = 1:33.5 4x8 3 4 2x4 10.0012 2 2x4 5 4-5-12 4-3-134-3-13 6 1 0-0-40-0-4 3x8 3x6 87 2x4 2x4 11-0-14 11-0-14 Plate Offsets (X,Y)-- \[1:0-5-13,Edge\], \[3:0-4-0,0-0-14\] LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.24Vert(LL)n/a - n/a999MT20197/144 TCDL10.0Lumber DOL 1.15BC0.12Vert(TL)n/a - n/a999 BCLL0.0 *Rep Stress IncrYESWB0.05Horz(TL)0.006n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 31 lb FT = 20% LUMBER-BRACING- TOP CHORD2x3 SPF No.2TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD2x4 SP No.12-0-0 oc purlins (6-0-0 max.): 3-4. OTHERS2x3 SPF No.2BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 11-0-14. (lb) - Max Horz1=-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=254(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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824594 56_BEAR_CREEK_ESTATESV13GABLE11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:37 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-grzNye3MjmfdLr_6GbWRjj_YX3N0sJa92FnkQjyC1yy 7-7-1515-3-15 7-7-157-7-15 Scale = 1:50.1 5x6 3 10.00 12 2x4 2x4 4 2 6-4-10 5 1 0-0-40-0-4 3x6 3x6 876910 2x4 2x4 2x4 15-3-15 15-3-15 LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.38Vert(LL)n/a - n/a999MT20197/144 TCDL10.0Lumber DOL 1.15BC0.12Vert(TL)n/a - n/a999 BCLL0.0 *Rep Stress IncrYESWB0.14Horz(TL)0.005n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 47 lb FT = 20% LUMBER-BRACING- TOP CHORD2x3 SPF No.2TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD2x4 SP No.1BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS2x3 SPF No.2 REACTIONS. All bearings 15-3-15. (lb) - Max Horz1=-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=398(LC 1), 8=381(LC 10), 6=381(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824595 56_BEAR_CREEK_ESTATESV14Valley11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:37 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-grzNye3MjmfdLr_6GbWRjj_WZ3DDsKk92FnkQjyC1yy 6-9-47-3-12 6-9-40-6-8 Scale = 1:33.4 4x6 2x4 23 7.0012 3-11-6 3-7-10 1 0-0-4 2x4 2x4 54 2x4 7-3-12 7-3-12 LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.57Vert(LL)n/a - n/a999MT20169/123 TCDL10.0Lumber DOL 1.15BC0.75Vert(TL)n/a - n/a999 BCLL0.0 *Rep Stress IncrYESWB0.07Horz(TL)0.004n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 24 lb FT = 20% LUMBER-BRACING- TOP CHORD2x4 SP No.1TOP CHORDStructural wood sheathing directly applied or 7-3-12 oc purlins, except BOT CHORD2x4 SPF-S Studend verticals. WEBS2x3 SPF No.2BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS2x3 SPF No.2 REACTIONS. (lb/size)1=235/7-3-5, 4=-190/7-3-5, 5=488/7-3-5 Max Horz1=126(LC 5) Max Uplift1=-16(LC 6), 4=-401(LC 2) Max Grav1=235(LC 1), 5=643(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 4=401. 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 JobTrussTruss TypeQtyPly 56 bear creek estates I31824596 56_BEAR_CREEK_ESTATESV15Valley11 Job Reference (optional) PROBUILD, MOORESVILLE, IN 461587.640 s Aug 16 2017 MiTek Industries, Inc. Tue Dec 05 10:41:38 2017 Page 1 ID:VarUFZKVo2kjotTWURxEQNyoteT-91WlA_4_U4nUz?ZIpI2gFwXjuTheboiIHvWHzAyC1yx 3-10-154-5-7 3-10-150-6-8 Scale = 1:17.1 23 3x4 2x4 7.0012 2-3-6 1-11-10 1 0-0-4 54 2x4 2x4 2x4 4-5-7 4-5-7 LOADING (psf)SPACING-2-0-0 CSI.DEFL.in(loc)l/deflL/d PLATESGRIP TCLL20.0Plate Grip DOL1.15TC0.41Vert(LL)n/a - n/a999MT20197/144 TCDL10.0Lumber DOL 1.15BC0.22Vert(TL)n/a - n/a999 BCLL0.0 *Rep Stress IncrYESWB0.02Horz(TL)0.004n/an/a BCDL10.0CodeIRC2003/TPI2002(Matrix)Weight: 10 lb FT = 20% LUMBER-BRACING- TOP CHORD2x3 SPF No.2TOP CHORDStructural wood sheathing directly applied or 4-5-7 oc purlins, except BOT CHORD2x3 SPF No.2end verticals. WEBS2x3 SPF No.2BOT CHORDStructural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS2x3 SPF No.2 REACTIONS. (lb/size)1=133/4-5-0, 4=-45/4-5-0, 5=229/4-5-0 Max Horz1=70(LC 5) Max Uplift1=-10(LC 6), 4=-113(LC 2) Max Grav1=133(LC 1), 5=260(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 4=113. 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.). December 5,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 16023 Swingley Ridge Rd ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Chesterfield, MO 63017 Connected Wood Trusses. Installing & Bracing of Metal Plate Guide to Good Practice for Handling,BCSI: Building Component Safety Information,DSB-89: Design Standard for Bracing. Plate Connected Wood Truss Construction.ANSI/TPI1: National Design Specification for Metal Industry Standards:Industry Standards:BEARINGBEARINGLATERAL BRACING LOCATION PLATE SIZEPLATE SIZEPLATE LOCATION AND ORIENTATIONPLATE LOCATION AND ORIENTATION SymbolsSymbols ** 4 x 44 x 4 software or upon request.software or upon request.Plate location details available in MiTek 20/20Plate location details available in MiTek 20/20 11 33 // 44 "" 00 -- 11 // if indicated.output. Use T or I bracingby text in the bracing section of theIndicated by symbol shown and/or Min size shown is for crushing only.number where bearings occur.number where bearings occur.reaction section indicates jointreaction section indicates joint(supports) occur. Icons vary but(supports) occur. Icons vary butIndicates location where bearingsIndicates location where bearings 1616 connector plates.connector plates.required direction of slots inrequired direction of slots inThis symbol indicates the This symbol indicates the edge of truss.edge of truss.plates 0- plates 0- For 4 x 2 orientation, locateFor 4 x 2 orientation, locateand fully embed teeth.Apply plates to both sides of trussDimensions are in ft-in-sixteenths.o ffsets are indicated.Center plate on joint unless x, y the length parallel to slots.to slots. Second dimension iswidth measured perpendicular The first dimension is the plate "" 11 // 1616 "" ff rr oo mm oo uu tt ss ii dd ee MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 established by others.section 6.3 These truss designs rely on lumber values Lumber design values are in accordance with ANSI/TPI 1 truss unless otherwise shown.Trusses are designed for wind loads in the plane of the NUMBERS/LETTERS.NUMBERS/LETTERS.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTCHORDS AND WEBS ARE IDENTIFIED BY END JOINTTHE LEFT.THE LEFT.AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOJOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEJOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE ER-3907, ESR-2362, ESR-1397, ESR-3282ESR-1311, ESR-1352, ESR1988ICC-ES Reports:PRODUCT CODE APPROVALS TOP CHORDTOP CHORD 87658765 Numbering SystemNumbering SystemGeneral Safety Notes 11 C1-8C1-8 C1-2C1-2 WW 6-4-86-4-8 11 -- 77 C7-8C7-8 TOP CHORDSTOP CHORDS BOTTOM CHORDSBOTTOM CHORDS 22 W2-7W2-7 (Drawings not to scale)dimensions shown in ft-in-sixteenthsdimensions shown in ft-in-sixteenths WEBSWEBS © 2012 MiTek® All Rights Reserved C2-3C2-3 CC WW 66 33 -- -- 77 77 33 W3-6W3-6 CC WW CC 33 44 -- 55 44 -- 66 -- 66 44 C4-5C4-5 TOP CHORDTOP CHORD Damage or Personal InjuryFailure to Follow Could Cause Property ANSI/TPI 1 Quality Criteria.20. Design assumes manufacture in accordance with is not sufficient. and pictures) before use. Reviewing pictures alone19. Review all portions of this design (front, back, words project engineer before use. environmental, health or performance risks. Consult with18. Use of green or treated lumber may pose unacceptable 17. Install and load vertically unless indicated otherwise. approval of an engineer.16. Do not cut or alter truss member or plate without prior15. Connections not shown are the responsibility of others. or less, if no ceiling is installed, unless otherwise noted.14. Bottom chords require lateral bracing at 10 ft. spacing, spacing indicated on design.13. Top chords must be sheathed or purlins provided at specified. in all respects, equal to or better than that 12. Lumber used shall be of the species and size, and indicated are minimum plating requirements.11. Plate type, size, orientation and location dimensions camber for dead load deflection. responsibility of truss fabricator. General practice is to10. Camber is a non-structural consideration and is the use with fire retardant, preservative treated, or green lumber.9. Unless expressly noted, this design is not applicable for shall not exceed 19% at time of fabrication.8. Unless otherwise noted, moisture content of lumber the environment in accord with ANSI/TPI 1.7. Design assumes trusses will be suitably protected from locations are regulated by ANSI/TPI 1. joint and embed fully. Knots and wane at joint6. Place plates on each face of truss at each 5. Cut members to bear tightly against each other. all other interested parties. designer, erection supervisor, property owner and4. Provide copies of this truss design to the building stack materials on inadequately braced trusses.3. Never exceed the design loading shown and never bracing should be considered. may require bracing, or alternative Tor I wide truss spacing, individual lateral braces themselves2. Truss bracing must be designed by an engineer. For diagonal or X-bracing, is always required. See BCSI.1. Additional stability bracing for truss system, e.g. General Safety Notes