Earth Pressures against Rigid Retaining Walls

Sherif, Mehmet A.; Ishibashi, Isao; Lee, Chong Do

doi:10.1061/ajgeb6.0001288

Cited by 91 publications

(23 citation statements)

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“…Its deformation mode is similar to the rotation of the wall body around the lower displacement zero-point. Using model tests, Ichihara and Matsuzawa [23], Sherif et al [24] have verified that the plastic sliding soil wedge is formed behind the wall. The passive area enters the limit state as the wall-soil interface friction angle reaches the maximum.…”

Section: Plos Onementioning

confidence: 99%

Non-limit passive earth pressure against cantilever flexible retaining wall in foundation pit considering the displacement

Zhu

et al. 2022

PLoS ONE

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A series of model tests are carried out on flexible retaining walls such as cantilevered piles, continuous walls, and sheet pile walls in the foundation pit to study the deformation, failure surface, and earth pressure distribution of soils in a passive zone. The shape, displacement, and shear strain of slip failure surface of sand in a passive area are analyzed by Particle Image Velocimetry. The slip failure surface is a broken line, the upper end slides out from the top of the soil, and the lower end is close to the zero displacements of the retaining wall. With the increase of the flexural deformation and horizontal displacement of the wall, the shear strain of the soil increases, and the shear fracture zone in the upper part of the sliding surface is more prominent. Based on the broken line rupture surface in the test results, the passive area can be divided into two zones, the limit state zone and the non-limit state zone. Then the mechanical models are set up respectively. Considering soil displacement, the upper and lower soil layer’s internal friction angle and wall-soil interface friction angle mobilize differently. The relationship between mechanical parameters along the retaining wall and horizontal displacement is estimated. Finally, the earth pressure distribution is obtained by using the horizontal differential layer method. The calculation results of this paper are consistent with the existing research results and the model test results in terms of earth pressure distribution. With the increase of depth, the unit earth pressure increases in the limit state zone. Still, after entering the non-limit state zone, the unit earth pressure rises to a certain extent and decreases rapidly.

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Section: Plos Onementioning

confidence: 99%

Non-limit passive earth pressure against cantilever flexible retaining wall in foundation pit considering the displacement

Zhu

et al. 2022

PLoS ONE

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“…Sandford and Elgaaly (1993) suggested that the horizontal earth pressure should decrease linearly from Rankine's passive earth pressure at two-thirds of the abutment height to the atrest earth pressure at the abutment base. However, the experimental studies (Terzaghi, 1936;Rowe, 1954;Sherif et al, 1982;Fang et al, 1994) showed that the magnitude and the distribution of horizontal earth pressures behind the abutment depended on both the abutment movement mode and the abutment movement magnitude and the horizontal earth pressures behind the abutment did not increase linearly along the whole abutment. Massachusetts Department of Transportation (MassDOT) (2007) proposed Eq.…”

Section: Steel H-pile-supported Abutmentmentioning

confidence: 99%

Integral bridge abutments in response to seasonal temperature changes: State of knowledge and recent advances

Líu

Han

Parsons

2022

Front. Built Environ.

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Expansion and contraction of integral abutment bridges due to temperature changes force integral bridge abutments (IBAs) to move toward and away from the backfill, thus increasing horizontal earth pressures behind the abutments and inducing bending moments on pile foundations. This paper presents the state of knowledge and recent advances in understanding the behavior of IBAs in response to temperature changes including abutment movement, pile response, and horizontal earth pressure behind the abutment, examines the effect of bridge skew on the behavior, and discusses possible measures to mitigate temperature change-induced problems for IBAs. Field data show that both bending moments of piles near the bottom of abutments and axial loads of piles fluctuated with temperature. Redistribution of dead loads among bridge components due to planar temperature gradients and earth pressure changes behind the abutment contributed to axial load fluctuations in piles. Magnitude and distribution of horizontal earth pressures behind the abutment depend on factors such as abutment movement and abutment movement mode. Most of the current design methods overestimated the horizontal earth pressures at the bottom of the abutment during bridge expansion. Compressible inclusions placed behind the abutment, geosynthetic-reinforced backfill, and lightweight backfill in place of typical aggregate backfill are helpful to reduce horizontal earth pressures behind the abutment at high temperatures and temperature change-induced backfill settlements.

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“…However, a large number of laboratory tests and field tests [3,4] show that the seismic earth pressure distribution is nonlinear.…”

Section: Introductionmentioning

confidence: 99%

Simplified Calculation Method for Seismic Active Earth Pressure of Translational Retaining Wall considering Soil Arching Effect

Wang

Kou

Yong

et al. 2021

Shock and Vibration

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At present, most seismic earth pressure theories have the limitations of complex derivation process and difficult solution. To solve these problems, considering the deflection of small principal stress caused by soil arching effect, the central arc soil arch was approximated to two inclined linear soil arches, which can greatly simplify the derivation process. Firstly, by improving the combination of differential thin-layer element method and pseudostatic method, the theoretical formulas of seismic active earth pressure intensity, resultant force size, and resultant force action point under translation mode (T mode) were derived and were verified by experimental results. Then, the influence of soil internal friction angle, wall-soil friction angle, and seismic coefficient on seismic active earth pressure theory was analyzed. The results show that the seismic active earth pressure is nonlinearly distributed, and the seismic horizontal coefficient has a greater influence than other influence factors. The theoretical results can provide reference for the seismic design of retaining wall.

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Earth Pressures against Rigid Retaining Walls

Cited by 91 publications

References 0 publications

Non-limit passive earth pressure against cantilever flexible retaining wall in foundation pit considering the displacement

Non-limit passive earth pressure against cantilever flexible retaining wall in foundation pit considering the displacement

Integral bridge abutments in response to seasonal temperature changes: State of knowledge and recent advances

Simplified Calculation Method for Seismic Active Earth Pressure of Translational Retaining Wall considering Soil Arching Effect

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