The Steady State of Sandy Soils

Verdugo, Ramón A. Morillo; Ishihara, Kenji

doi:10.3208/sandf.36.2_81

Cited by 724 publications

(328 citation statements)

References 14 publications

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“…Third, the critical state loci were represented by straight lines in the e-lnp′ plane, but it is now widely accepted that the critical state locus is a curved rather than a straight line (e.g. Verdugo & Ishihara, 1996;Yang & Wei, 2012); use of a straight critical state line in determination of the state parameter may introduce considerable errors in some situations. To make the point, Fig.…”

Section: Discussionmentioning

confidence: 99%

Shear wave velocity and stiffness of sand: the role of non-plastic fines

et al. 2018

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Section: Discussionmentioning

confidence: 99%

Shear wave velocity and stiffness of sand: the role of non-plastic fines

et al. 2018

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“…It can also be seen that the unloading-reloading curves are linear for both one-dimensional and three-dimensional curves and the two lines matches each other very well, which means that the compression deformation is mainly irrecoverable and plastic. Figure 2 compares triaxial isotropic compression tests on Toyoura siliceous sand [4,5], Goodwyn Coral sand [6] and Dogs Bay coral sand [1] in void ratio and mean effective stress space. Those samples are uncemented, freshly deposited and tested up to very high pressures.…”

Section: Stress (Kpa)mentioning

confidence: 99%

Review of Compression Properties of Coral Sands

Xu¹,

Si²

2016

Proceedings of the 2016 2nd International Conference on Architectural, Civil and Hydraulics Engineering (ICACHE 2016)

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Abstract. The compressibility properties of coral sands have been realized from indoor experiments and in-site construction. In order to summarize the compressibility of coral sands, this paper reviewed the previous researches and gave some reference for the following researches. It is found that: 1) the compression curve of coral sand is very similar to that of normally consolidated clay and there are two parts of the curve, arc part and linear part; 2) The slope coefficient of the linear part becomes larger as the initial void ratio of the coral sand increases and all of them lies into the same final state as long as the compress stress is large enough.

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“…In order to reproduce the in-situ stress-strain behavior of the liqueˆed soil, in this study, the model grounds were prepared with much lower relative density than the prototype (Towhata, 2008). Verdugo and Ishihara (1996), showed that the dilatancy of sand, development of excess pore water pressure, and the consequent softening are governed by the combined eŠects of density and eŠective stress level. Therefore, the in-situ stress-strain behavior of liqueˆed soil can be reproduced in the small scale models by preparing the ground with lower density, compensating for the eŠect of low conˆning stress.…”

Section: Description Of 1-g Shaking Table Testsmentioning

confidence: 99%

Experimental Modeling of Large Pile Groups in Sloping Ground Subjected to Liquefaction-Induced Lateral Flow: 1-G Shaking Table Tests

Motamed

Sesov²,

Towhata

et al. 2010

Soils and Foundations

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A series of 1-g shaking table model tests were carried out to study the behavior of pile groups embedded in sloping ground subjected to lateral ‰ow of liqueˆed soil. Two diŠerent conˆgurations of pile groups: large (6×6 and 11×11) and small (3×3), were considered. The models were subjected to the liquefaction-induced large ground deformation to investigate the eŠect of several parameters on the response of pile groups and mechanism of lateral ‰ow. These parameters comprise amplitude, frequency, and direction of input motion; density and slope of ground; and the thickness of non-liqueˆable layer at the surface. The outcome of this parametric study reveals the importance of above mentioned factors which should be taken into account for analysis and design purposes. In addition, the results from the experiments clearly illustrate that in sloping ground conˆguration, both front (in upstream) and rear (in downstream) row piles receive greater lateral forces than middle row piles. Thisˆnding is attributed to the distribution of soil motion (displacement and velocity) of the liqueˆed soil in the model. As a result, installation of additional pile rows in front and behind an existing pile foundation can be considered as an eŠective retroˆtting technique. Finally, soil-pile interaction was evaluated by running experiments with diŠerent pile spacings, and reliability of the JRA 2002 design manual in estimation of liquefaction-induced lateral force on piles is evaluated.

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The Steady State of Sandy Soils

Cited by 724 publications

References 14 publications

Shear wave velocity and stiffness of sand: the role of non-plastic fines

Shear wave velocity and stiffness of sand: the role of non-plastic fines

Review of Compression Properties of Coral Sands

Experimental Modeling of Large Pile Groups in Sloping Ground Subjected to Liquefaction-Induced Lateral Flow: 1-G Shaking Table Tests

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