Strain Rate Dependency of Cohesive Soils in Consolidation Settlement

Tanaka, Hiroyuki; Udaka, Kaoru; Nosaka, Tomomasa

doi:10.3208/sandf.46.315

Cited by 22 publications

(8 citation statements)

References 10 publications

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“…In fact, in the past decades, time-dependency of the deformation property of saturated clay was widely reported in literatures (Leroueil et al, 1985;Crawford, 1986;Leroueil & Marques, 1996;Tatsuoka et al, 2002;Kim & Leroueil, 2001;Den Haan & Kamao, 2003;Imai et al, 2005;Tanaka et al, 2006;Watabe et al, 2008;Qu et al, 2010;Degago et al, 2011；Ye et al, 2014. Through conducting a small-scale physical model…”

Section: Introductionmentioning

confidence: 95%

Influence of strain-rate on hydromechanical behavior of highly compacted GMZ01 bentonite

Qin

Chen

et al. 2015

Engineering Geology

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Section: Introductionmentioning

confidence: 95%

Influence of strain-rate on hydromechanical behavior of highly compacted GMZ01 bentonite

Qin

Chen

et al. 2015

Engineering Geology

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“…Crawford (1964) noticed the importance of strain-rate effects on the behaviour of clay, and the fact that consolidation test results depend on the testing method used. Subsequently, numerous CRS tests were performed on natural clays at various strain rates (Graham et al, 1983;Leroueil, 1988;Leroueil et al, 1985;Tanaka et al, 2006;Vaid et al, 1979) to investigate the effects of strain rate on the e À log ó9 v curve of clays. All the tests showed that the e À log ó9 v curves corresponding to different strain rates were very close to parallel, and that at a given strain ó9 v increased with strain rate.…”

Section: Introductionmentioning

confidence: 99%

Strain-rate effect on consolidation behaviour of Ariake clay

Jia

Chai

Hino

et al. 2010

Proceedings of the Institution of Civil Engineers - Geotechnica

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A total of 114 constant rate of strain (CRS) consolidation tests and 15 incremental loading (IL) consolidation tests were conducted for undisturbed Ariake clay samples from three boreholes in the Saga Plain, Kyushu, Japan, to systematically investigate the strain-rate effect on the consolidation behaviour of Ariake clay. The test results show that the consolidation yield stress (p c ) of Ariake clays increased by about 15-16% with a tenfold increase in strain rate, and no clear correlation exists between the strain-rate effect and the clay content or plasticity index I p of the samples. For a given strain level, the strain rate does not influence the compression index C c , which implies that an isotach model is applicable to Ariake clay. It has been newly found that, under a given effective vertical stress, the coefficient of consolidation c v increases with increase of the strain rate, resulting mainly from the increase of hydraulic conductivity k with strain rate. Linear regression gives about a 33% increase in c v with a tenfold increase in the strain rate. For the Ariake clay tested, the p c and c v values of CRS tests with a strain rate of 0 . 02%/min are comparable with those of IL tests.void ratio e t void ratio of sample at time t e t þ˜t void ratio of sample at time t +˜t H thickness of samplẽ H change of sample thickness in time interval˜t H t thickness of sample at time t H t þ˜t thickness of sample at time t +˜t H average thickness of sample between t and t +˜t i hydraulic gradient i av average hydraulic gradient i c threshold hydraulic gradient k hydraulic conductivity m v coefficient of volume compressibility p c_ å consolidation yield stress for a given strain rate _ å p c0 : 02%=min consolidation yield stress under strain rate of 0 . 02%/min q flow rate RPC ratio of consolidation yield stress SRE strain-rate effect u b excess pore water pressure at the bottom of the sample u b, t excess pore water pressure at bottom of sample at time t u b, t þ˜t excess pore water pressure at bottom of sample at time t +˜t u b average excess pore water pressure at bottom of sample between t and t +˜t w L

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“…These simulations in Figs. 18 describe well the strain rate eŠects in one-dimensional compression for over consolidated clay and structured clay reported in the literature (e.g., Leroueil et al, 1985;Tanaka et al, 2006;Watabe et al, 2008). Figure 19 shows the simulated results of the onedimensional compression behavior under constant strain rate tests including some stress relaxation periods on a structured soil.…”

Section: Simulation Of Time-dependent Behavior Of Soil In One-dimensimentioning

confidence: 84%

A Simple and Unified One-Dimensional Model to Describe Various Characteristics of Soils

Nakai

Shahin

Kikumoto

et al. 2011

Soils and Foundations

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A simple and uniˆed constitutive model for soils, considering various eŠects such as the in‰uences of density, bonding, time dependent behavior and others, is presented in this paper. The elastoplastic behavior of over consolidated non-structured soils under a one-dimensional stress condition isˆrstly presented by introducing a state variable that represents the in‰uence of density (stage I). To describe the one-dimensional stress-strain behavior of structured soils, attention is focused on density and bonding as the main factors that aŠect the response of this type of soil, because it can be considered that soil a skeleton structure which is in a looser state than that of a normally consolidated soil is formed by bonding eŠects (stage II). Furthermore, a simple method is presented which allows for other soil characteristics to be considered, such as time and temperature dependency, and the eŠect of suction in unsaturated soils. Experimental observations show that the normally consolidated line (NCL) in the void ratio-stress relation (e.g., e-ln s curve) shifts depending on the change of strain rate, temperature, suction and others (stage III). The validation of the model at stages I and II is demonstrated by simulating one-dimensional consolidation tests for normally consolidated, over consolidated and natural clays. The applicability of the model at stage III is veriˆed not only by the simulations of time-dependent behavior of clays in one-dimensional element tests but also by the soil-water coupledˆnite element analysis of oedometer tests as a boundary value problem. The extension from one-dimensional models to three-dimensional models is easily achieved by deˆning the yield function using stress invariants instead of one-dimensional stress s' and by assuming an appropriate ‰ow rule in stress space. The details of the modeling in general three-dimensional stress conditions will be described in another paper (Nakai et al., 2011).

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Strain Rate Dependency of Cohesive Soils in Consolidation Settlement

Cited by 22 publications

References 10 publications

Influence of strain-rate on hydromechanical behavior of highly compacted GMZ01 bentonite

Influence of strain-rate on hydromechanical behavior of highly compacted GMZ01 bentonite

Strain-rate effect on consolidation behaviour of Ariake clay

A Simple and Unified One-Dimensional Model to Describe Various Characteristics of Soils

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