Dynamic Earth Pressures on Walls Rotating About the Top

Sherif, Mehmet A.; Fang, Yung‐Show

doi:10.3208/sandf1972.24.4_109

Cited by 46 publications

(13 citation statements)

References 1 publication

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“…Under seismic loading, active earth pressure behind a retaining wall has a linear distribution, and the point of resultant action is one-third of the wall height above ground. This finding disagrees with the experimental result of Sherif [3] and Ishibashi [4], in which active earth pressure behind the retaining wall has a nonlinear distribution. Later, Choudhury and Singh [5], Saran and Gupta [6], Shukla et al [7], Ghosh [8], Sharma and Ghosh [9], Lin et al [10] improved the M-O formula and reported the calculation formula of nonlinear distributed active earth pressure under seismic loading.…”

Section: Introductioncontrasting

confidence: 56%

Calculation of earth pressure on rigid retaining walls with considerations to the seismic load and soil stress-deflection

Zhu¹,

Yu²,

Zhou³

et al. 2018

J. vibroeng.

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Abstract. At present, the calculation of active earth pressure behind retaining walls is mainly based on the hypothesis that the fracture surface of rolling earth behind retaining walls is straight-running through wall heels. However, most experiments have proven that this hypothesis is false. In this study, active earth pressure behind retaining walls under seismic loading was discussed from the perspective of stress deflection. Stress on soil layer behind the vertical retaining wall was analyzed by quasi-static method. Then, the expression of seismic angle of rupture was proposed by referring to the balance of horizontal forces and changes with wall height. On this basis, the calculation formulas of active earth pressure, seismic active earth force, total moment at the wall and the point of application of active thrust from the base of wall were acquired by solving this balance equation. Calculated results were compared with test data and results of other methods. The rationality of the proposed method was verified. Thus, the proposed method is applicable to multi-layered filling behind the retaining wall.

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Section: Introductioncontrasting

confidence: 56%

Calculation of earth pressure on rigid retaining walls with considerations to the seismic load and soil stress-deflection

Zhu¹,

Yu²,

Zhou³

et al. 2018

J. vibroeng.

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“…anywhere in the medium. As a consequence, the following expression is obtained from equation Next, on substituting equation (3) along with equation (4) into equation (l), and making use of equations (7) and (8), the equation expressing the equilibrium of forces in the x-direction can be written as in which i.=JI" 1 -v Equation (11) is solved subject to the boundary conditions…”

Section: Governing Equations and Assumptionsmentioning

confidence: 99%

Dynamic soil pressures on rigid vertical walls

Veletsos

Younan

1994

Earthq Engng Struct Dyn

139

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A critical evaluation is made of dynamic pressures and the associated forces induced by ground shaking on a rigid, straight, vertical wall retaining a semi-infinite, uniform viscoelastic layer of constant thickness. The effects of both harmonic and earthquake-induced excitations are examined. Simple approximate expressions for the responses of the system are developed, and comprehensive numerical data are presented which elucidate the effects and relative importance of the various parameters involved. These solutions are then compared with those obtained by the use of a simple model previously proposed by Scott, and the accuracy of this model is assessed. Finally, two versions of an alternative model are proposed which approximate better the action of the system. In the first, the properties of the model are defined by frequency-dependent parameters, whereas in the second, which is particularly helpful in analyses of transient response, they are represented by frequency-independen t, constant parameters.

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“…The 1-g shaking-table experiments that were prevalent in the past, e.g., [28][29][30][31][32], produced seismic loads consistent with M-O theory; however, in general, these experiments suggested that the earth pressure resultant acts at a point higher than H/3. As a result, the line of action of the dynamic force was typically chosen to be between 0.6 and 0.67 H [e.g., 33].…”

Section: Introductionmentioning

confidence: 99%

Seismic response of retaining walls with cohesive backfill: Centrifuge model studies

Candia

Mikola

Sitar

2016

Soil Dynamics and Earthquake Engineering

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a b s t r a c tObservations from recent earthquakes show that retaining structures with non-liquefiable backfills perform extremely well; in fact, damage or failures related to seismic earth pressures are rare. The seismic response of a 6-m-high braced basement and a 6-m free-standing cantilever wall retaining a compacted low plasticity clay was studied in a series of centrifuge tests. The models were built at a 1/36 scale and instrumented with accelerometers, strain gages and pressure sensors to monitor their response. The experimental data show that the seismic earth pressure on walls increases linearly with the free-field PGA and that the earth pressures increase approximately linearly with depth, where the resultant acts near 0.33 H above the footing as opposed to 0.5-0.6 H, which is suggested by most current design methods. The current data suggest that traditional limit equilibrium methods yield overly conservative earth pressures in areas with ground accelerations up to 0.4g.

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Dynamic Earth Pressures on Walls Rotating About the Top

Cited by 46 publications

References 1 publication

Calculation of earth pressure on rigid retaining walls with considerations to the seismic load and soil stress-deflection

Calculation of earth pressure on rigid retaining walls with considerations to the seismic load and soil stress-deflection

Dynamic soil pressures on rigid vertical walls

Seismic response of retaining walls with cohesive backfill: Centrifuge model studies

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