Compression and consolidation characteristics of structured natural clay

Chai, Jinchun; Miura, Norihiko; Zhu, HJ; Yudhbir, _

doi:10.1139/t04-056

Cited by 38 publications

(12 citation statements)

References 10 publications

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“…This method to determine hydraulic conductivity is accepted extensively (Sivapullaiah et al, 2000;Chai et al, 2004;Horpibulsuk et al, 2007;Yong et al, 2009;Watabe et al, 2011;Fan et al, 2014b), and therefore it is used in this study for relative comparison of hydraulic conductivity of various zeolite-amended clayey soil/Ca-bentonite backfills.…”

Section: Methodsmentioning

confidence: 99%

Workability, compressibility and hydraulic conductivity of zeolite-amended clayey soil/calcium-bentonite backfills for slurry-trench cutoff walls

Fan

Liu

et al. 2015

Engineering Geology

104

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Section: Methodsmentioning

confidence: 99%

Workability, compressibility and hydraulic conductivity of zeolite-amended clayey soil/calcium-bentonite backfills for slurry-trench cutoff walls

Fan

Liu

et al. 2015

Engineering Geology

104

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“…The CRS test has an advantage over the IL test for evaluating this non-linear characteristic. Chai et al (2004) reported that for most nonlinear e À log ó9 v relationships, in a plot of log(e þ e c ) against log ó9 v , where e c is a constant, they are very close to linear, and a model is proposed to consider the non-linear e À log ó9 v behaviour in engineering design and analysis. Figure 18 shows the variation of c v with average effective vertical stress ó9 v under different strain rates for soil samples from BH-1 at 5-5 .…”

Section: Strain-rate Effect On Compression Index (C C )mentioning

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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“…Compression behaviour is a fundamental aspect of soil deformation, and modelling 81 compression behaviour generally forms the base of modelling the stress-strain relationships 82 of soils (e.g., Pestana and Whittle, 1995 understanding of compression behaviour has therefore always been important to geological 89 and geotechnical engineering practice and research for many decades (e.g., Skempton, 1944; 90 Bowles, 1989; Butterfield and Baligh, 1996; Desai, 2001; and Chai et al, 2004). 91…”

mentioning

confidence: 99%

Estimation of the compression behaviour of reconstituted clays

Liu

Zhuang

Horpibulsuk

2013

Engineering Geology

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The void index is a relative quantity measuring the position of the current void ratio of a clay against the void ratios of the clay at two specific vertical effective stresses (i.e., σ v ′ = 100 kPa and σ v ′ =1000 kPa). Based on this concept, a simple systematic tool is proposed for estimating the compression behaviour of reconstituted clays over a wide range of stresses and water contents. Following the practice of geotechnical engineering computation, the compression behaviour of clays is idealised as linear segments in the Iv ~ lnp′ (or the void index and the mean effective stress) space. Considering the variation in the available data, there are three related but independent models for describing the compression behaviour of reconstituted clays. The accuracy of estimation increases with the level of available data. The proposed estimation is used to simulate the behaviour of a variety of reconstituted clays over a wide range of stresses and water contents. With different levels of available data, the estimation is evaluated on the basis of these simulations. The proposed estimation can take maximumuse of available data and provide a simple yet practical tool for calculating the compression behaviour of reconstituted clays and a basic parameter for geotechnical engineering computations, the compression index. An empirical equation for the initial compression index is also suggested and verified. ABSTRACT 61The void index is a relative quantity measuring the position of the current void ratio of a clay 62 against the void ratios of the clay at two specific vertical effective stresses, i.e.,  v = 100 kPa 63 and  v = 1000 kPa.). Based on this concept, a simple systematic tool is proposed for 64 estimating the compression behaviour of reconstituted clays over a wide range of stresses and 65 water contents. Following the practice of geotechnical engineering computation, the 66 compression behaviour of clays is idealised as linear segments in the I v ~ lnp (or the void 67 index and the mean effective stress) space. Considering the variation in the available data, 68 there are three related but independent models for describing the compression behaviour of 69 reconstituted clays. The accuracy of estimation increases with the level of available data. The 70 proposed estimation is used to simulate the behaviour of a variety of reconstituted clays over 71 a wide range of stresses and water contents. With different levels of available data, the 72 estimation is evaluated on the basis of these simulations. The proposed estimation can take 73 maximum use of available data and provide a simple yet practical tool for calculating the 74 compression behaviour of reconstituted clays and a basic parameter for geotechnical 75 engineering computations, the compression index. An empirical equation for the initial 76 compression index is also suggested and verified. 77

show abstract

Compression and consolidation characteristics of structured natural clay

Cited by 38 publications

References 10 publications

Workability, compressibility and hydraulic conductivity of zeolite-amended clayey soil/calcium-bentonite backfills for slurry-trench cutoff walls

Workability, compressibility and hydraulic conductivity of zeolite-amended clayey soil/calcium-bentonite backfills for slurry-trench cutoff walls

Strain-rate effect on consolidation behaviour of Ariake clay

Estimation of the compression behaviour of reconstituted clays

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