Numerical study of passive and active earth pressures of sands

Benmeddour, Djamel; Mellas, Mekki; Frank, Roger; Mabrouki, Abdelhak

doi:10.1016/j.compgeo.2011.10.002

Cited by 65 publications

(36 citation statements)

References 21 publications

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“…This assumption reduced the computational costs and the convergence problems that might be encountered locally, at the downhill corner of the wall. This assumption is consistent with similar approaches proposed in the literature (Shiau & Smith, 2006;Shiau et al, 2008;Benmeddour et al, 2012) in which the downhill soil was disregarded.…”

Section: Finite-element Modelssupporting

confidence: 91%

“…The latter result is consistent with published works (Potts & Fourie, 1986;Day & Potts, 1998), in which dilation angle revealed very little influence on soil pressure for a horizontal ground surface. For a sloping ground surface, moreover, Benmeddour et al (2012) recently found that, for a friction angle of ϕ ¼ 30°, adopting the associated or non-associated flow rule made no substantial difference to the ultimate passive load; for higher friction angles (i.e. ϕ ¼ 40°), however, relevant differences and numerical difficulties were encountered in the case of the non-associated flow rule.…”

Section: Passive Soil Pressure On An Active Wall Standing On Stable Soilmentioning

confidence: 99%

“…More recent contributions (Fang et al, 1997;Shiau et al, 2008;Benmeddour et al, 2012) have considered the effect of the inclination of the slope's surface in the case of active walls, analysing several factors such as soil-wall friction angle, wall displacements and ground inclination by means of physical models (Fang et al, 1997) and numerical analyses. Some uncertainties nonetheless remain regarding the soil pressure that can be mobilised on a passive retaining structure.…”

Section: Introductionmentioning

confidence: 99%

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Passive soil pressure on sloping ground and design of retaining structures for slope stabilisation

2015

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Soil-retaining structures, such as anchored, gravity and diaphragm walls can be used effectively to stabilise unstable, shallow slopes. The present work focuses on assessing the passive soil pressure that can be mobilised by passive and active retaining structures used for slope stabilisation purposes; passive structures are taken to be those left free to move and find their own equilibrium against the soil pressure, and active structures those equipped with pre-stressed ground anchors that lead to an upward movement against the unstable sloping soil. The numerical analyses performed with the Abaqus finite-element code and the comparison drawn with available theoretical solutions show that, in the case of passive retaining structures, the maximum horizontal soil pressure that can be exerted by the unstable soil layer on the retaining structure is independent of soil–wall friction and coincides with Rankine's passive value. However, in the case of active retaining structures, the passive soil pressure may be much greater than Rankine's value and should be evaluated as suggested by Eurocode 7 (geotechnical design). Such a high soil pressure is only meaningful for the purpose of sizing the retaining structure, however, because (just uphill from the stress region perturbed by the soil–wall friction and ground anchor) the stress state at rupture coincides with Rankine's theory in the case of active retaining structures too. Thus, even in the case of anchored retaining structures, the maximum soil pressure that can be exploited for slope stabilisation coincides with Rankine's value. These conclusions have important consequences for the dimensioning of soil-retaining structures for slope stabilisation purposes. A practical application for slope stabilisation is discussed in the final part of the paper.

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Section: Finite-element Modelssupporting

confidence: 91%

Section: Passive Soil Pressure On An Active Wall Standing On Stable Soilmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Passive soil pressure on sloping ground and design of retaining structures for slope stabilisation

2015

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“…Later, Janbu [] and then Shields and Tolunay [] proposed an approach to the Earth pressure problem similar to the method of slices used in slope stability analysis. Recently, finite element methods were applied to test the validity of such approaches for different initial and boundary conditions [e.g., Benmeddour et al , ]. All these new methods yield values for the passive Earth pressure coefficient smaller than that of Rankine or Coulomb.…”

Section: Introductionmentioning

confidence: 99%

Root reinforcement of soils under compression

et al. 2015

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It is well recognized that roots reinforce soils and that the distribution of roots within vegetated hillslopes strongly influences the spatial distribution of soil strength. Previous studies have focussed on the contribution of root reinforcement under conditions of tension or shear. However, no systematic investigation into the contribution of root reinforcement to soils experiencing compression, such as the passive Earth forces at the toe of a landslide, is found in the literature. An empirical-analytical model (CoRoS) for the quantification of root reinforcement in soils under compression is presented and tested against experimental data. The CoRoS model describes the force-displacement behavior of compressed, rooted soils and can be used to provide a framework for improving slope stability calculations. Laboratory results showed that the presence of 10 roots with diameters ranging from 6 to 28 mm in a rectangular soil profile 0.72 m by 0.25 m increased the compressive strength of the soil by about 40% (2.5 kN) at a displacement of 0.05 m, while the apparent stiffness of the rooted soil was 38% higher than for root-free soil. The CoRoS model yields good agreement with experimentally determined values of maximum reinforcement force and compression force as a function of displacement. These results indicate that root reinforcement under compression has a major influence on the mechanical behavior of soil and that the force-displacement behavior of roots should be included in analysis of the compressive regimes that commonly are present in the toe of landslides.

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“…In most cases, the total passive earth pressure is used as resistance to the active earth pressure on the retaining wall. Consequently, the total passive earth pressure is determined to be the smallest value under the critical failure angle [1,7,15]. Seismic earth pressure research began after the great Kanto earthquake in Japan in 1923.…”

Section: Introductionmentioning

confidence: 99%

A closed-form solution for seismic passive earth pressure behind a retaining wall supporting cohesive–frictional backfill

et al. 2016

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The evaluation of seismic passive earth pressure is an important aspect in designing safe retaining walls. In this paper, a slice analysis method is adopted to study the nonlinear distribution of seismic passive earth pressure while considering most of the possible parameters. The closed-form expressions for the resultant force of seismic passive earth pressure, earth pressure distribution, and its application position are obtained. The explicit solution for the critical failure angle of seismic passive earth pressure is proposed by simplifying the relation between the resultant force and the failure angle based on a graphical analysis method. Under certain conditions, the present method correlates with classical passive earth pressure theories. By comparing the present method with test results and previously published solutions, the results are found to be consistent. The influence of the seismic coefficients on seismic passive earth pressure is also studied.

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Numerical study of passive and active earth pressures of sands

Cited by 65 publications

References 21 publications

Passive soil pressure on sloping ground and design of retaining structures for slope stabilisation

Passive soil pressure on sloping ground and design of retaining structures for slope stabilisation

Root reinforcement of soils under compression

A closed-form solution for seismic passive earth pressure behind a retaining wall supporting cohesive–frictional backfill

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