Stress-Strain Behavior and Yielding Characteristics of Eastern Osaka Clay

Adachi, Taiji; Oka, Fusao; Hirata, Takehiro; Hashimoto, T.; Nagaya, Junichi; Mimura, Mamoru; Pradhan, Tej B.S.

doi:10.3208/sandf.35.1

Cited by 53 publications

(20 citation statements)

References 15 publications

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“…The applicability of the principle proposed for describing the behaviour of structured soils has been examined with 20 different types of soils over 27 compression tests, covering effective stress levels from 10 to 3000 kPa, and voids ratios ranging from 0´5 to 14´0. By comparing the predictions of Terzaghi (1953) and Mesri et al (1975) Adachi et al (1995)) the model and the experimental data, it can be seen that the proposed assumption describes the additional voids ratio sustained by soil structure very well.…”

Section: The Proposed Principlementioning

confidence: 91%

Virgin compression of structured soils

1999

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This paper describes a study of the virgin compression behaviour of both naturally and arti®cially structured soils under one-dimensional compression or isotropic compression. It is proposed that during virgin compression, the additional voids ratio sustained by soil structure is inversely proportional to the current mean effective stress. The proposed formula has been ver-i®ed for 20 different naturally and arti®cially structured soils, and it is seen that the proposal describes well the behaviour of all these soils. Finally, a general discussion on soil structure and its features is presented, and the proposed compression equation is extended to describe the compression of structured soil along a general stress path.

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Section: The Proposed Principlementioning

confidence: 91%

Virgin compression of structured soils

1999

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“…The selected parameter for normalizing may be dependent on the value of the current voids ratio. In contrast, experimental evidence suggests that the virgin shearing behavior of structured clay cannot be normalized into one unique line by the same parameter ͑Allman and Atkinson 1992; Adachi et al 1995;Cotecchia and Chandler 2000͒. The greater compressibility and compliance of natural clays during virgin shearing, as compared to a reconstituted sample of the same soil, have been widely reported ͑Graham and Li 1985; Burland 1990; Lagioa and Nova 1995͒. It has also been demonstrated that a positive ͑negative͒ increment of pore pressure will occur under undrained conditions if the soil tends to contract ͑expand͒ when full drainage is permitted ͑Muir-Wood 1990͒.…”

Section: Virgin Shearing From Same Initial Stress State and Yield Surmentioning

confidence: 99%

Volumetric Deformation of Natural Clays

Liu

Carter

2003

Int. J. Geomech.

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A theoretical framework to describe the behavior of natural clay is proposed in a new four-dimensional space, consisting of the current stress state, stress history, the current voids ratio, and a measure of the current soil structure. A key assumption of the proposed framework is that both the hardening and the destructuring of natural clay are dependent on plastic volumetric deformation. Two different assumptions about how this destructuring occurs are proposed, based on which two versions of a complete constitutive model have been formulated. The behavior of reconstituted soil can also be simulated by the proposed model as a special case where the structure of soil has no effect on soil deformation. Characteristics of the proposed model are demonstrated through systematic simulations of the influence of soil structure on clay behavior. The simulated behavior of natural clay is compared qualitatively with widely available experimental data. It is seen that the proposed model successfully represents the main features of natural clays with various soil structures.

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“…However, the effective stress path is forced to follow the projection of the critical state line (CSL) in a p 0 -q plot (i.e., q = M p 0 , where q is deviator stress and M is the slope of the CSL in the p 0 -q plot). This enforcement of the softening stress path is based on experimental evidence which indicates that during undrained triaxial tests the effective stress path during the softening phase is often close to the projection of the CSL in a p 0 -q plot [1,15].…”

Section: Strain-softening Modelmentioning

confidence: 99%