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SCIENCE CHINA Technological Sciences, Volume 61 , Issue 1 : 140-146(2018) https://doi.org/10.1007/s11431-017-9147-8

Limit analysis on seismic stability of anisotropic and nonhomogeneous slopes with anti-slide piles

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  • ReceivedMar 29, 2017
  • AcceptedSep 11, 2017
  • PublishedOct 17, 2017

Abstract

This study employs the limit analysis method to evaluate the seismic stability of anisotropic and nonhomogeneous slopes stabilized with anti-slide piles. The pseudo-static approach is used to simplify the earthquake load. The yield seismic acceleration factor is obtained from the optimization procedure and the results are verified with the published data. Then, the seismically-unstable slope is reinforced with anti-slide piles, and the seismic stability of the reinforced slope is explored. The results show that the anisotropy and nonhomogeneity of soils have significant effects on the stabilizing force required from the anti-slide piles and the optimal location of the pile is near the toe of the slope.


Funded by

National Natural Science Foundation of China(41272288)


Acknowledgment

This work was supported by the National Natural Science Foundation of China (Grant No. 41272288).


References

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  • Figure 1

    (a) Anisotropy of soils with direction; (b) nonhomogeneity of soils with depth.

  • Figure 2

    Log-spiral failure mechanism of slope under seismic and surcharge loads.

  • Figure 3

    Effects of anisotropy and nonhomogeneity of soils on yield seismic acceleration factor, Kc, with p=5.75, x=0.

  • Figure 4

    Effects of anisotropy and nonhomogeneity of soils on yield seismic acceleration factor, Kc, with p=5.75, x=0.5.

  • Figure 5

    Log-spiral failure mechanism of pile-stabilized slope under seismic and surcharge loads.

  • Figure 6

    Effect of anisotropy and nonhomogeneity on dimensionless stabilizing force when relative location ζ=0.2.

  • Figure 7

    Effect of pile location on dimensionless stabilizing force.

  • Table 1   Comparison of stability factors for anisotropic and nonhomogeneous slopes

    φ=10°, β=50°, α=0°

    φ=30°, β=50°, α=0°

    k=1

    k=0.8

    k=0.5

    k=1

    k=0.8

    k=0.5

    Chen [10]

    5.44

    5.26

    4.95

    15.50

    14.96

    14.09

    Nian et al. [3]

    5.44

    5.27

    4.96

    15.51

    14.98

    14.11

    Present study

    5.44

    5.26

    4.95

    15.45

    14.90

    14.06

  • Table 2   Comparison of the yield seismic acceleration factors for isotropic and homogeneous slopes with and =0°

    p=5.75 kPa,x=0

    p=5.75 kPa,x=0.5

    β=45°

    β=60°

    β=75°

    β=45°

    β=60°

    β=75°

    Chang et al. [16]

    0.677

    0.513

    0.324

    0.671

    0.506

    0.320

    Present study

    0.678

    0.513

    0.325

    0.671

    0.506

    0.320

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