KA and Ko Behind Rotating and Non‐Yielding Walls

Sherif, Mehmet A.; Fang, Yung‐Show; Sherif, Russell I.

doi:10.1061/(asce)0733-9410(1984)110:1(41)

Cited by 88 publications

(38 citation statements)

References 4 publications

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“…According to the experimental results of Terzaghi and Tschebotarioff (1962), Sherif et al (1984), the earth pressure distribution against rigid retaining walls under RBT mode is nearly linear [17,18], so the earth pressure distribution can be obtained by substituting the internal friction angle and wall friction angle by mob and mob respectively in Mononobe-Okabe solution, which can be expressed by the following equation: Fig. (3).…”

Section: The Methods For Rbt Modementioning

confidence: 99%

“…The test results of Sherif et al (1982&1984) indicate that compaction will lead to the increase of the earth pressure [16,17]. This increment of earth pressure is called residual earth pressure.…”

Section: Formation Mechanism Of Earth Pressures Against Walls Under Rmentioning

confidence: 99%

“…This increment of earth pressure is called residual earth pressure. Sherif et al (1984) suggested that, the residual earth pressure coefficient caused by compaction at K 0 state, denoted by K rh0, can be estimated by the following equation [17]:…”

Section: Formation Mechanism Of Earth Pressures Against Walls Under Rmentioning

confidence: 99%

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Estimation of Seismic Earth Pressures Against Rigid Retaining Structures with Rotation Mode

Song¹

2011

TOCIEJ

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Abstract:The evaluation of seismic earth pressures is of vital importance for the earthquake resistant design of various retaining walls and infrastructures. It is one of the key research subjects in soil mechanics and geotechnical engineering. In engineering practices, the magnitude and distribution of seismic earth pressures are greatly affected by the mode and amount of wall displacement. However, classic Mononobe-Okabe solution can only compute the seismic earth pressures at the limit state and doesn't consider the effect of the mode and amount of wall movement on the seismic earth pressure. In this paper, the formation mechanism of earth pressures against rigid retaining wall with RTT and RBT mode is revealed based on the previous studies and a new method is proposed to calculate the seismic earth pressures in such conditions. Corresponding formula are derived and computer code is written to calculate the seismic earth pressure distribution based on the proposed methodology. Variation of seismic earth pressure coefficient for the rigid retaining wall with RTT and RBT mode is calculated and discussed. In addition, the effectiveness of the method is confirmed by the experimental results.

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Section: The Methods For Rbt Modementioning

confidence: 99%

Section: Formation Mechanism Of Earth Pressures Against Walls Under Rmentioning

confidence: 99%

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Estimation of Seismic Earth Pressures Against Rigid Retaining Structures with Rotation Mode

Song¹

2011

TOCIEJ

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“…Conventionally, the classical Rankine and Coulomb theories with a simple consequence of linear distribution have been used to calculate the active earth pressure against rigid retaining walls. However, many experimental studies (Tsagareli [1], Sherif and Fang [2]) show that the distribution of active earth pressure acting on rough walls is nonlinear, and it depends on the mode of wall movement and soil-wall friction angle.…”

Section: Introductionmentioning

confidence: 99%

Theoretical analysis of active earth pressure behind a rigid retaining wall

Yang¹,

Geng²,

Wang³

et al. 2018

Proceedings of the 2017 3rd International Forum on Energy, Environment Science and Materials (IFEESM 2017)

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Abstract. The goal of this study is to precisely estimate the active earth pressure acting on a rigid retaining wall under translating mode. In this study, the problem of the retaining wall with a parabolic slip surface in the backfill behind the wall is investigated using a two-dimensional system of equilibrium, unlike the horizontal flat-element method considering soil arching effect for calculating active earth pressure. New equations are developed to calculate the magnitude and distribution of the active earth pressure. IntroductionA precise estimation of earth pressure is an extremely essential issue in geotechnical engineering. Conventionally, the classical Rankine and Coulomb theories with a simple consequence of linear distribution have been used to calculate the active earth pressure against rigid retaining walls. However, many experimental studies (Tsagareli [1], Sherif and Fang [2]) show that the distribution of active earth pressure acting on rough walls is nonlinear, and it depends on the mode of wall movement and soil-wall friction angle.Handy [3] suggested that the nonlinear distribution of active earth pressure acting on a rigid wall should result from soil arching effects. Later, many authors (Paik [4], Geol and Patra [5]) also investigated active earth pressure in terms of soil arching effects by means of minor principal stress trajectory. Paik attempted to apply the arching effects to the horizontal flat-element method in the investigation of active earth pressure against rigid retaining walls. Since then, the method of combining stress trajectory with differential flat elements in a wedge-shaped failure zone to investigate earth pressure attracted many researchers' attention and they also proposed various active earth pressure solutions by different shapes of stress trajectory and the inclined angle of failure surface under a plane slip surface assumption, except the parabolic slip surface used by Geol. (Geol [5]In this study, the problem of active earth pressure against a rigid retaining wall under the translation mode is investigated in a two-dimensional equilibrium system. With the assumption of uniform vertical stress in any horizontal plane, theoretical stress solution of any point in the failure zone are derived. Under the assumption of uniform vertical pressure and other reasonable boundary conditions, new solutions of active earth pressure are obtained by solving the two-dimensional equilibrium equations of a differential element.

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“…As a matter of fact, the damage suffered by many retaining structures during the 1923 Kanto earthquake, Japan gave birth to the well-known Mononobe-Okabe method, which has been used extensively in design offices for the seismic analysis and design all over the world [5,6] . A great deal of research [7][8][9][10][11][12][13][14][15][16][17][18] have been performed since the advancement of the Mononobe-Okabe theory (referred hereafter as the M-O method) to evaluate its accuracy. A good summary of the M-O method and the limitations of its application have been discussed in Ebeling and Morrison [19] .…”

Section: Introductionmentioning

confidence: 99%

Prediction of Seismic Active Earth Pressure Using Curved Failure Surface with Localized Strain

Hazarika¹

2009

American J. of Engineering and Applied Sciences

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Problem statement: Correct evaluation of the earth pressure against retaining structure during earthquake is essential for the safe and economic design of geotechnical structures. Progressive deformation in the backfill and the assumed shape of failure wedge affect the calculated values of seismic earth pressures. However, no research until now is available that considers both of these two factors in an analysis. Approach: In this study, a new analytical methodology was proposed that took into the account the progressive failure of the backfill soil as well as the shape of the failure wedge. A new formulation was first established taking the failure plane as the combination of a curved lower part and a straight upper part. The localized deformation of the backfill was accounted for in the formulation by utilizing the mobilized friction angle and the peak friction angle depending on the locations along the failure surface. The proposed methodology was validated by comparing the calculated results with the established experimental results. Calculations were also performed for different types of wall with various backfill inclinations. Results: The developed methodology could predict the seismic active earth pressure against retaining structure with reasonable accuracy. It could also realistically predict the active failure domain in the backfill soil at the high excitation level, as compared to the pseudo-static solution provided by the well-known Mononobe-Okabe method. Conclusion/Recommendations: It was observed that the Mononobe-Okabe method underestimates the seismic active earth pressure and overestimates the domain of failure zone in the backfill, especially under intense seismic excitation. The proposed methodology, therefore, can contribute greatly towards the economic earthquake resistant design of geotechnical structures.

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KA and Ko Behind Rotating and Non‐Yielding Walls

Cited by 88 publications

References 4 publications

Estimation of Seismic Earth Pressures Against Rigid Retaining Structures with Rotation Mode

Estimation of Seismic Earth Pressures Against Rigid Retaining Structures with Rotation Mode

Theoretical analysis of active earth pressure behind a rigid retaining wall

Prediction of Seismic Active Earth Pressure Using Curved Failure Surface with Localized Strain

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