Design of bridge component by vikas dhawan

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structural design of bridges
تصميم الجسور انشائيا

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Design of bridge component by vikas dhawan

  1. 1. DESIGN OF BRIDGE COMPONENT BY: VIKAS KUMAR 1055204 UNDER GUIDANCE OF DR. MANEEK KUMAR MR. SANJAY JAIN HEAD OF CIVIL DEPTT. DIRECTOR ARCH CONSULTANCY FACULTY COORDINATER INDUSTRY COORDINATOR
  2. 2. ABOUT ARCH CONSULTANCY  ESTABLISHED IN JAN,1992  EXPERTISE IN HIGHWAYS, BRIDGES & FLYOVER’S DESIGNING  DESIGN OF TEMPORARY STRUCTURES FOR FLYOVERS & VIADUCTS INCLUDING DESIGN OF STAGING , LAUNCHING & ERECTION SCHEMES FOR PRECAST MEMBERS
  3. 3. INTRODUCTION TO WORK  DESIGN OF SUBSTRUCTURE COMPONENTS OF ELEVATED VIADUCT UNDER PHASE II OF DELHI MRTS PROJECT.  DESIGN OF S/S OF ROB CROSSING ON INDORE-KHALGHAT SECTION ON NH-3
  4. 4. DESIGN OF SUBSTRUCTURE COMPONENTS INCLUDES  CALCULATION OF BEARING LOADS  DESIGN OF PORTAL PIER AND FOUNDATION
  5. 5. BEARING LOAD CALCULATIONS
  6. 6. ELEVATION
  7. 7. 2.20m 16t 16t 16t 16t 16t 16t 16t 16t 11.60m 11.60m5.04m 2.20m 2.20m 2.20m CALCULATION OF LIVE LOAD REACTION
  8. 8. BEARING LOAD CALCULATIONS I. CALCULATE REACTIONS DUE TO SELF WEIGHT,SIDL & LL II. CALCULATE ECCENTRICITY DUE TO CURVATURE,IF ANY,BY - 2/3*RADIUS*(1-COSØ) III. CALCULATE MOMENT DUE TO ECCENTRICITY IV. FIND OUT MOMENT DUE TO ECCENTRICITY DUE TO ONE TRACK LOADED
  9. 9. BEARING LOAD CALCULATIONS v. SEISMIC FORCE ( as per IRC 6:2000) a) SEISMIC TRANSVERSE FORCE (DL,SIDL,25%LL) b) SEISMIC VERTICAL FORCE (DL,SIDL,50%LL)
  10. 10. BEARING LOAD CALCULATIONS vi. FIND OUT CENTRIFUGAL FORCE(CF) BY:- LOAD*V2 /(127*R) vii. CALCULATE MOMENT DUE TO ‘CF’ viii. MAX & MIN BEARING LOAD = vertical reaction ± moment no. of bearings bearing spacing
  11. 11. DESIGN OF PORTAL PIER & OPEN FOUNDATION
  12. 12. PORTAL FRAME BOX GIRDER PORTAL PIER PORTAL BEAM 12.7m 12.7m 8.4m 6.6m CENTRE LINE ALIGNMENT ELASTOMERIC BEARING
  13. 13. PORTAL FRAME BOX GIRDER PORTAL PIER PORTAL BEAM 12.7m 12.7m 8.4m 6.6m CENTRE LINE ALIGNMENT ELASTOMERIC BEARING
  14. 14. PORTAL FRAME BOX GIRDER PORTAL PIER PORTAL BEAM 12.7m 12.7m 8.4m 6.6m CENTRE LINE ALIGNMENT ELASTOMERIC BEARING
  15. 15. PORTAL FRAME BOX GIRDER PORTAL PIER PORTAL BEAM 12.7m 12.7m 8.4m 6.6m CENTRE LINE ALIGNMENT ELASTOMERIC BEARING
  16. 16. PORTAL FRAME BOX GIRDER PORTAL PIER PORTAL BEAM 12.7m 12.7m 8.4m 6.6m CENTRE LINE ALIGNMENT ELASTOMERIC BEARING
  17. 17. DESIGN OF PORTAL PIER & OPEN FOUNDATION i. LOAD CALCULATIONS
  18. 18. DESIGN OF PORTAL PIER & OPEN FOUNDATION ii. FORCES CALCULATED AS EXPLAINED ARE APPLIED ON THE IDEALISED STRUCTURE IN STAAD-PRO iii. FROM STAAD,FORCES ARE CALCULATED ON FOUNDATION TOP iv. CRITICAL LOAD CASES ARE MADE FOR DESIGN OF FOOTING
  19. 19. DESIGN OF PORTAL PIER & OPEN FOUNDATION x. SIZE OF FOOTING IS CHECKED WITH THE HELP OF LABFIL SOFTWARE (house built software)
  20. 20. DESIGN OF PORTAL PIER & OPEN FOUNDATION xi. FOOTING SIZE IS CHECKED FOR BASE PRESSURE xii. FOOTING DEPTH IS CHECKED FOR SHEAR AND REINFORCEMENT IS CALCULATED CORRESSPONDING TO BENDING MOMENT
  21. 21. DESIGN OF PORTAL PIER & OPEN FOUNDATION xiii. PIER SHAFTS ARE ALSO DESIGNED BY USING LABFIL SOFTWARE xiv. FORCES ON TOP OF THE PIER ARE CALCULATED FROM STAAD xv. IDEALISATION OF PIER IS MADE AND REINFORCEMENT IS PROVIDED
  22. 22. DESIGN OF PORTAL PIER & OPEN FOUNDATION xvi. THEN BY LABFIL , STRESSES ARE WORKED OUT WHICH SHOULD BE LESS THAN PERMISSIBLE.
  23. 23. DESIGN OF S/S OF ROB ON INDORE-KHALGHAT SECTION ON NH-3
  24. 24. LOAD CALCULATION  DL  SIDL  LL (70R & CLASS A LOADING)
  25. 25. ELEVATION PRE-TENSIONED I-GIRDERS
  26. 26. ELEVATION
  27. 27. SECTION AT SUPPORTS (Y-Y)
  28. 28. SECTION AT CENTRE(Z-Z)
  29. 29. AREA -463125mm2 AREA -570069.44mm2
  30. 30. CLASS-A MOST ECCENTRIC CLASS-A SYMMETRIC TO G2 CLASS-A TWO LANE CLASS 70R MOST ECCENTRIC
  31. 31. GRID IDEALISATION
  32. 32. DESIGN OF ELASTOMERIC BEARING
  33. 33. ELASTOMERIC BEARING DETAIL te ts H a ti c ti = Thickness of individual layer of elastomer te = Thickness of top/bottom layer of elastomer ts = Thickness of steel laminate c = Side cover H = Total height of bearing a = Dimension parallel o the beam
  34. 34. DESIGN OF ELASTOMERIC BEARING (as per UIC: 772-2R) i. MEAN PRESSURE:- Pmax/A(10 to 12MPa) ii. NO SLIP CONDITION • MIN MEAN PRESSURE- Pmin/A > 2MPa • TANGENTIAL FORCE< f*P f- FRICTION COEFFICIENT i. LIMITATION OF DISTORTION T> (TRANSLATION IN LONG. DIRECTION)/0.7
  35. 35. DESIGN OF ELASTOMERIC BEARING (as per UIC: 772-2R) iv. NO UPLIFT AT THE EDGE WITH THE LEAST LOAD v. NO BUCKLING CONDITION (depend upon the rubber thickness) a/10≤T≤a/5 vi. SHEAR STRESS SHEAR STRESS DUE TO TANGENTIAL FORCE, NORMAL FORCE & ROTATION < 5 * SHEAR MODULUS
  36. 36. DESIGN OF ELASTOMERIC BEARING (as per UIC: 772-2R) vii. STRENGTH OF PLATES :- PLATES SHOULD BE ABLE TO WITHSTAND THE TENSILE FORCES TO WHICH THEY ARE SUBJECTED TO UNDER NORMAL LOADING
  37. 37. THANK YOU

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