An Elasto-plastic Description of Two Distinct Volume Change Mechanisms of Soils

Asaoka, Akira; Noda, Toshihiro; Yamada, Eiji; Kaneda, Kazuhiro; Nakano, Masaki

doi:10.3208/sandf.42.5_47

Cited by 204 publications

(155 citation statements)

References 9 publications

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“…From CD to (5) the element reverts to hardening due to compression under the stress conditions tending to bring about a reloading of the adjoining soil elements. From (5) to (6), this element returns to compaction again due to the influence of the continuing softening in the other elements. Finally, from most of the elements in the clay display simultaneous hardening.…”

Section: Computed Resultsmentioning

confidence: 99%

“…The intercept of the isotropic NCL, N, is chosen so as to make the model response fit the onedimensional compression behavior of fully remolded and normally consolidated clay. Therefore the intercept of the critical state line (CSL), F in the plotting of p' against v is determined by the relation N -F = ln -k) (Asaoka et al, 2002). On the other hand, the evolution parameters controlling the degradation of the soil skeleton structure are determined by fitting the model response to the one-dimensional compression behaviors of the structured clay samples.…”

Section: Characteristics Of Highly Structured Claymentioning

confidence: 99%

“…instead is able to describe the structural decay of the active soil skeleton, the loss /increase of overconsolidation and changes of anisotropy in naturally deposited soil from a macroscopic or phenomenological point of view, thus allowing a description of the mechanical behaviors of clay and sand within the same theoretical framework. The key formulations of the model are summarized in APPENDIX A, but for more details see Asaoka et al (2000aAsaoka et al ( , 2002. The computation is also made on the assumption of a soil-water coupled finite-deformation regime and based on a finite element method (Asaoka et al, 1994).…”

Section: Introductionmentioning

confidence: 99%

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Progressive Consolidation Settlement of Naturally Deposited Clayey Soil Under Embankment Loading

Noda

Asaoka

Nakano

et al. 2005

SOILS AND FOUNDATIONS

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In a naturally deposited soil foundation subject to embankment loading, a delayed settlement can often be observed after the embankment's completion, sometimes also showing acceleration over time. Frequently in such cases the soil exhibits an increase rather than a dissipation of excess pore pressure in some of its parts, a phenomenon which cannot be explained by conventional elasto-plastic consolidation theory. In this paper the possible mechanism for this kind of delayed settlement is investigated numerically using a soil-water coupled elasto-plastic computation under plane strain conditions. It is assumed that the soil section contains a medium dense sand layer and highly structured clay layers. A Super /subloading Yield Surface Cam-clay model is used to describe the elasto-plastic behavior of both the sand and the clay with respect to soil structure, overconsolidation and anisotropy. It is found that the delayed settlement behavior occurs under a certain constant embankment load, and persists over a period of 40 years, with increases in the settlement rate accompanied by both dissipation and a rise in excess pore pressure. The cause of this is the softening that co-occurs with the plastic compression of the soil skeleton. In other words, consolidation settlement can be considered as an example of "progressive consolidation with decay of structure". Some typical characteristics of this delayed settlement behavior are also numerically examined with reference to the height and weight of the embankment, and to soil improvements using sand drains. When the embankment is much lower, the foundation does not undergo delayed consolidation, and when it is higher, the foundation becomes subject to circular slip failure. Soil improvement with sand drains can effectively shorten the length of time up to final settlement.

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Section: Computed Resultsmentioning

confidence: 99%

Section: Characteristics Of Highly Structured Claymentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Progressive Consolidation Settlement of Naturally Deposited Clayey Soil Under Embankment Loading

Noda

Asaoka

Nakano

et al. 2005

SOILS AND FOUNDATIONS

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“…Nevertheless, Michalowski (2005) revised Jaky's equation and concluded that this equation is a reasonable prediction which is somewhat coincidental due to the state at rest of soil below the critical state level. Consequently, it can be seen that the use of empirical equation to estimate K0 value is still ambiguous and seems not to be precise enough especially for the work such as the initial conditions for soil W water coupledˆnite element analysis in which K0 is an essential input parameter such as Sekiguchi and Ohta (1977), Hashiguchi and Chen (1998), Asaoka et al (2002), and Dafalias et al (2003).…”

Section: K0 From Empirical Equationmentioning

confidence: 99%

“…The soil specimen (1) is placed in the container ring (2). The outside of container ring is covered with a rubber membrane (3). Two of rubber o-rings (4) and (5) areˆtted over the membrane and the other o-ring (6) is in the groove of the pedestal (7) to provide the seals.…”

Section: Conceptmentioning

confidence: 99%

Estimation of Coefficient of Earth Pressure at Rest using modified Oedometer Test

Teerachaikulpanich

Okumura

Matsunaga³

et al. 2007

Soils and Foundations

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A series of experimental trial for estimating the coe‹cient of earth pressure at rest, K 0 , is presented. The developed apparatus is a modiˆed Oedometer covered with pressurized chamber specially designed for K 0 determination based on the principle of eŠective stress originally proposed by Ohta et al. (1979). K 0 is estimated from the developed apparatus primarily by means of load cell and auxiliary by means of pore pressure transducer aiming at conˆrming the test results. K 0 triaxial consolidation is carried out to verify the result of purposed method. K 0 values are obtained using Oedometer tests on two samples one of which is taken horizontally and the other is taken vertically from a block sample and K 0 values from empirical equation are also estimated for comparison. It was found that the proposed method gives a comparable K 0 of kaolin to K 0 triaxial consolidation method but somewhat higher than those from empirical equations and lower than K 0 obtained using Oedometer.

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Bifurcation and Degradation of Geomaterials in the New Millennium

Chau¹,

Zhao²

2015

Springer Series in Geomechanics and Geoengineering

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About this SeriesGeomechanics deals with the application of the principle of mechanics to geomaterials including experimental, analytical and numerical investigations into the mechanical, physical, hydraulic and thermal properties of geomaterials as multiphase media. Geoengineering covers a wide range of engineering disciplines related to geomaterials from traditional to emerging areas.The objective of the book series is to publish monographs, handbooks, workshop proceedings and textbooks. The book series is intended to cover both the state-ofthe-art and the recent developments in geomechanics and geoengineering. Besides researchers, the series provides valuable references for engineering practitioners and graduate students.More information about this series at

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An Elasto-plastic Description of Two Distinct Volume Change Mechanisms of Soils

Cited by 204 publications

References 9 publications

Progressive Consolidation Settlement of Naturally Deposited Clayey Soil Under Embankment Loading

Progressive Consolidation Settlement of Naturally Deposited Clayey Soil Under Embankment Loading

Estimation of Coefficient of Earth Pressure at Rest using modified Oedometer Test

Bifurcation and Degradation of Geomaterials in the New Millennium

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