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DESIGN OF RETAINING WALL S

DESIGN OF RETAINING WALL S. Retaining Walls - Applications. highway. basement wall. Retaining Walls - Applications. High-rise building. Road Train. Retaining Walls - Applications. Metros and Subways. E. E. E. E. Tunnel. Dock. Abutment. RETAINING WALLS. TYPES. GRAVITY WALLS.

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DESIGN OF RETAINING WALL S

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  1. DESIGN OF RETAINING WALLS

  2. Retaining Walls- Applications highway

  3. basement wall Retaining Walls- Applications High-rise building

  4. Road Train Retaining Walls- Applications Metros and Subways

  5. E E E E Tunnel Dock Abutment

  6. RETAINING WALLS TYPES GRAVITYWALLS

  7. RETAINING WALLS TYPES CANTILEVER

  8. RETAINING WALLS TYPES COUNTERFORT

  9. SIIT-Thammasat University RETAINING WALLS TYPES COUNTERFORT School of Civil Engineering-AIT

  10. SIIT-Thammasat University RETAINING WALLS TYPES BUTTRESS School of Civil Engineering-AIT

  11. SIIT-Thammasat University STEM or Wall Slab HEEL TOE KEY CANTILEVER RETAINING WALLS PARTS BACKFILL FRONT School of Civil Engineering-AIT

  12. Lateral Earth Pressure ?? (R.P. Weber) ?? (R.P. Weber)

  13. Water Pressure and Soil Pressure Consider “at-rest” (geostatic) condition Consider hydrostatic condition sz sx Anisotropic Isotropic sx sx ≠ > sz sz

  14. SIIT-Thammasat University y gy School of Civil Engineering-AIT

  15. SIIT-Thammasat University EARTH PRESSURES • PRESSURE AT REST • ACTIVE EARTH PRESSURE • PASSIVE EARTH PRESSURE School of Civil Engineering-AIT

  16. SIIT-Thammasat University PRESSURE AT REST RIGID School of Civil Engineering-AIT

  17. Lateral Earth Pressure z h At Rest Earth Pressure One common earth pressure coefficient for the “at rest” condition in granular soil is: Ko = 1 – sin(φ) Where: Ko is the “at rest” earth pressure coefficient and φ is the soil friction value. z K0z h/3 K0h

  18. SIIT-Thammasat University EARTH PRESSURES School of Civil Engineering-AIT

  19. Active Failure movement

  20. ACTIVE EARTH PRESSURE RANKINE ACTIVE EARTH PRESSURE 3 = 1 . tan2 (45-/2)-2c.tan (45-/2)

  21. RANKINE ACTIVE EARTH PRESSURE 3 = 1 . tan2 (45-/2)-2c.tan (45-/2) a = v . tan2 (45-/2)-2c.tan (45-/2) Ka = tan2 (45 - /2) a = v . Ka – 2cKa

  22. Active Stress Distribution (c ≠ 0) zo γ c ≠ 0 Φ dry soil H _ - = KaγH 2 c (Ka)1/2 KaγH – 2 c (Ka)1/2 Find zo: Kaγzo – 2 c (Ka)1/2 = 0 Zo = 2c / γ (Ka)1/2 Pa = ?

  23. ACTIVE EARTH PRESSURE Note : z = 0  v = 0 ; a = -2cKa z = H  v = H The tensile stress decreases with depth and becomes zero at a depth z = zc or zcKa – 2cKa = 0 and zc = depth of tensile crack

  24. ACTIVE EARTH PRESSURE RANKINE ACTIVE EARTH PRESSURE FOR INCLINED BACKFILL (for granular soil, c = 0) For c- soil

  25. SIIT-Thammasat University PASSIVE EARTH PRESSURE School of Civil Engineering-AIT

  26. Passive Failure movement

  27. PASSIVE EARTH PRESSURE RANKINE PASSIVE EARTH PRESSURE

  28. PASSIVE EARTH PRESSURE RANKINE PASSIVE EARTH PRESSURE p= v . tan2(45+/2) + 2c . tan (45+/2)

  29. PASSIVE EARTH PRESSURE RANKINE PASSIVE EARTH PRESSURE Kp = tan2 (45 + /2) h = v . Kp + 2cKp

  30. Passive Stress Distribution (c ≠ 0) γ c ≠ 0 Φ dry soil H + - = KpγH 2 c (Kp)1/2 KpγH + 2 c (Kp)1/2 h = v . Kp + 2cKp Pp = ? Kp = tan2 (45 + /2)

  31. Ka < K0< Kp

  32. Lateral Earth Pressure E Ep Eo Ea o -△ +△ △a △p -△ +△ Relation among three earth pressures

  33. Lateral Earth Pressure Example 1

  34. Lateral Earth Pressure A 1=17kN/m3 c1=0 1=34o h1=2m B h=5m 2=19kN/m3 c2=10kPa 2=16o h2=3m C Example 2

  35. Lateral Earth Pressure A h1=2m B h=5m h2=3m C Solution: 10.4kPa 4.2kPa 36.6kPa

  36. Active Stress Distribution (c = 0) γ c = 0 Φ dry soil H Pa = ? ? - What is this value σa‘ = Kaσv’ – 2 c (Ka)1/2 σa‘ = Kaσv’ 0 σa‘ is the stress distribution Pa is the force on the wall (per foot of wall) How is Pa found?

  37. Passive Stress Distribution (c = 0) γ c = 0 Φ dry soil H Pp = ? ? - What is this value σp‘ = Kpσv’ – 2 c (Kp)1/2 σp‘ = Kpσv’ 0 σp‘ is the stress distribution Pp is the force on the wall (per foot of wall) How is Pp found?

  38. Stress Distribution - Water Table (c = 0) Effective Stress H1 Pore Water Pressure Kaγ H1 H2 Pa Kaγ H1 Kaγ’ H2 γw H2 or Ka (γ H1 + γ’ H 2) Pa = Σ areas = ½ KaγH12 + Ka γH1H2 + ½ Kaγ’H22 + 1/2γwH22

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