Dynamic Soil and Water Pressures of Submerged Soils

Matsuzawa, Hiroshi; Ishibashi, Isao; Kawamura, Makoto

doi:10.1061/(asce)0733-9410(1985)111:10(1161)

Cited by 76 publications

(30 citation statements)

References 6 publications

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“…Typically, the magnitude of the design earthquake, anticipated wall deflection, and expected magnitude of excess pore pressures in the backfill dictate, which analysis method should be used. Some of the commonly used analytical methods were reviewed by Seed and Whitman [2], Matsuzawa et al [7], Ebeling and Morrison [8], Kramer [6], and Steedman [9].…”

Section: Introductionmentioning

confidence: 99%

“…This pseudo-static, limiting equilibrium method, which is an extension of Coulomb's earth pressure theory is based on rigid plasticity and was originally developed for the design of rigid retaining walls with dry, cohesionless backfill. For saturated backfills, the M-O method was modified to incorporate hydrodynamic effects [12], soil permeability [7], wall movement [13][14][15] and to some extent, generation of excess pore pressures [8,16]. Some researchers used elastic wave theory to derive seismic soil pressures on a rigid wall [1,17,18].…”

Section: Introductionmentioning

confidence: 99%

See 1 more Smart Citation

Finite element simulations of seismic effects on retaining walls with liquefiable backfills

Dewoolkar

Chan

et al. 2008

Num Anal Meth Geomechanics

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SUMMARYFinite element simulations of two centrifuge tests on the same cantilever retaining wall model holding liquefiable backfill were conducted using the Biot formulation-based program DIANA-SWANDYNE II. To demonstrate the effects due to different pore fluids in seismic centrifuge experiments, water was used as the pore fluid in one experiment whereas a substitute pore fluid was used in the second experiment. The cantilever wall model parameters were determined by comparing simulations with measurements from free-vibration tests performed on the model wall without backfill. The initial stress conditions for dynamic analysis for the soil backfill were obtained by simulating static loads on the retaining wall from the soil backfill. Level-ground centrifuge model results were used to select the parameters of the PastorZienkiewicz mark III constitutive model used in the dynamic simulations of the soil. The effects due to different pore fluids were captured well by the simulations. The magnitudes of excess pore pressures in the soil, lateral thrust and its line of action on the wall, and wall bending strains, deflections, and accelerations were predicted well. Predictions of settlements and accelerations in the backfill were less satisfactory. Relatively high levels of Rayleigh damping were needed to be used in the retaining wall simulations in order to obtain numerically stable results, which is one of the shortcomings of the model. The procedure may be used for engineering purpose dealing with seismic analysis of flexible retaining walls where lateral pressures, bending strains and deflections in the wall are typically of importance.

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Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Finite element simulations of seismic effects on retaining walls with liquefiable backfills

Dewoolkar

Chan

et al. 2008

Num Anal Meth Geomechanics

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“…There are two ways depicting the weakness of soils during liquefaction (Matsuzawa et al 1985;Ebeling and Morrison, 1993). Those equations are given by…”

Section: Modeling Lateral Spreadmentioning

confidence: 99%

Simplified Analyses of Dynamic Pile Response Subjected to Soil Liquefaction and Lateral Spread Effects

Bor-shiun¹

2012

Advances in Geotechnical Earthquake Engineering - Soil Liquefaction and Seismic Safety of Dams and Monuments

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“…The Mononobe-Okabe theory assumes that the application point of the resultant force is one-third of the wall height from the bottom of the retaining wall for non-cohesive soil and that the distribution of the seismic earth pressure is commonly treated as linear by the Rankine theory. The Mononobe-Okabe theory can effectively determine the resultant force of the seismic earth pressure, but the distribution of the earth pressure is commonly nonlinear [3,9,12,14,16]. Thus, the overturning stability of the retaining wall cannot be correctly estimated due to the assumption of a linear distribution of the seismic earth pressure in the Mononobe-Okabe theory.…”

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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Dynamic Soil and Water Pressures of Submerged Soils

Cited by 76 publications

References 6 publications

Finite element simulations of seismic effects on retaining walls with liquefiable backfills

Finite element simulations of seismic effects on retaining walls with liquefiable backfills

Simplified Analyses of Dynamic Pile Response Subjected to Soil Liquefaction and Lateral Spread Effects

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

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