A hypoplastic constitutive model for clays with meta-stable structure

Ma_ín, D

doi:10.1139/t06-109

Cited by 58 publications

(28 citation statements)

References 39 publications

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“…It is clear that the predictions of the modified model for tests on normally consolidated soils starting from the isotropic stress states are significantly different as compared to the original model. With parameters evaluated using drained tests the modified model captures well the soil behaviour under undrained stress paths, and its predictions are very similar to the model by Huang et al in [8] with slightly increased value of the parameter j * (Table 1) and n = 0.6 are shown in Fig. 10a, b.…”

Section: Isotropic Stress Statesupporting

confidence: 74%

Improvement of a hypoplastic model to predict clay behaviour under undrained conditions

Maš́ın

2007

Acta Geotech.

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A shortcoming of the hypoplastic model for clays proposed by the first author is an incorrect prediction of the initial portion of the undrained stress path, particularly for tests on normally consolidated soils at isotropic stress states. A conceptually simple modification of this model, which overcomes this drawback, is proposed in the contribution. The modified model is applicable to both normally consolidated and overconsolidated soils and predicts the same swept-out-memory states (i.e., normal compression lines) as the original model. At anisotropic stress states and at higher overconsolidation ratios the modified model yields predictions similar to the original model.

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Section: Isotropic Stress Statesupporting

confidence: 74%

Improvement of a hypoplastic model to predict clay behaviour under undrained conditions

Maš́ın

2007

Acta Geotech.

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“…[15,20,25,26,28,31,44,45], or the CLoE-model [6,27]. We use hypoplasticity with intergranular strain [31] to test the performance of the numerical schemes proposed.…”

Section: Constitutive Models Of the Rate Typementioning

confidence: 99%

Adaptive integration of constitutive rate equations

Fellin

Mittendorfer

Ostermann

2009

Computers and Geotechnics

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a b s t r a c tIn finite element calculations the constitutive model plays a key role. The evaluation of the stress response of the constitutive relation for a given strain increment, which is a time integration in the case of models of the rate type, is a typical sub task in such calculations. Adaptive behaviour of the time integration is essential to assure numerical stability and to control the accuracy of the solution. An adaptive second order semi-implicit method is developed in this paper. Its numerical behaviour is compared with an adaptive second order explicit scheme. The two proposed methods control the local error and guarantee numerical stability of the time integration. We include several numerical geotechnical element tests using hypoplasticity with intergranular strain. The element tests simulate the behaviour of a finite element method based on the displacement formulation.

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“…The incorporation of structure into hypoplastic model has been discussed in detail by Mašín (2007). In this context, the size of the SBS for unsaturated soils is controlled by the isotropic virgin compression line with the formulation according to Butterfield (1979) …”

Section: Model For Constant Suctionmentioning

confidence: 99%

“…For ln(s/s e ) < 0 (saturated state) N (s) = N and λ * (s) = λ * . It is, however, emphasized that the general formulation of the model can accommodate any other more complex relationships between N (s), λ * (s) and s. Mašín (2007) demonstrated that incorporation of variable virgin compressibility and the intercept N (s) into the hypoplastic model requires a modification of both barotropy and pyknotropy factors f s and f d in (1), which are now calculated in terms of N (s) and λ * (s). The respective expressions are given in Mašín and Khalili (2007).…”

Section: Model For Constant Suctionmentioning

confidence: 99%

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Modelling of the collapsible behaviour of unsaturated soils in hypoplasticity

Maš́ın¹,

Khalili²

2008

Unsaturated Soils. Advances in Geo-Engineering

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The paper presents a recently developed constitutive model for unsaturated soils, based on the theory of hypoplasticity and the effective stress principle. The mathematical formulation of the model is outlined and the required state variables and parameters are described. The model is, among other features of unsaturated soil behaviour, capable of predicting collapse upon wetting, a phenomenon that could not be modelled with earlier hypoplastic models. Predictions of wetting-induced collapse agree well with experimental data on statically compacted Pearl clay.1 INTRODUCTION Hypoplasticity, a particular class of incrementally non-linear constitutive models, has undergone a notable development during last two decades. Recently, hypoplastic models cover a wide range of geomaterials, such as granular materials, soils with a low friction angle and clays. Procedures to incorporate anisotropy, viscosity, structure and the elastic behaviour in the very small strain range and the effects of recent history are available. To date, however, most contributions on the constitutive modelling of soils using the theory of hypoplasticity have been in the domain of saturated soils. Extension of this class of constitutive models to unsaturated soils is presented in this contribution.Mašín and Khalili (2007) have recently developed a new hypoplastic model for unsaturated soils. The model is based on the hypoplastic model for clays by Mašín (2005). It is thus, as other advanced hypoplastic models, characterised by the following rate form:

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A hypoplastic constitutive model for clays with meta-stable structure

Cited by 58 publications

References 39 publications

Improvement of a hypoplastic model to predict clay behaviour under undrained conditions

Improvement of a hypoplastic model to predict clay behaviour under undrained conditions

Adaptive integration of constitutive rate equations

Modelling of the collapsible behaviour of unsaturated soils in hypoplasticity

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