Enhancement of a hypoplastic model for granular soil–structure interface behaviour

Stutz, Hans Henning; Maš́ın, David; Wuttke, Frank

doi:10.1007/s11440-016-0440-1

Cited by 51 publications

(31 citation statements)

References 43 publications

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“…In addition, an initial stress condition is used by assuming K 0 =0.5. The results show that the use of an isotropic stress condition leads to a smaller peak stress than the mean in‐plane stress assumption , while using an initial applied stress of

σ_{p} = K_{0} ▪ σ_{0}

leads to a softer model response. Considering a simple shear simulation, as shown in Figure , the assumption of initial mean in‐plane stress conditions leads to the same results as the full 3D constitutive hypoplastic model.…”

Section: General Model Behaviourmentioning

confidence: 97%

“…Our modelling approach was introduced in Stutz et al . . By retaining the continuum constitutive models, the redefined tensorial operators in combination with the reduced stress Eq.…”

Section: Hypoplastic Description Of Clay–structure Interfacesmentioning

confidence: 99%

“…The approach proposed by Stutz et al . , which is used in this paper, is compared with the approach proposed by Arnold and Herle . In addition, an initial stress condition is used by assuming K 0 =0.5.…”

Section: General Model Behaviourmentioning

confidence: 99%

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Hypoplastic interface models for fine‐grained soils

Stutz

Maš́ın

2016

Num Anal Meth Geomechanics

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Summary Contact descriptions for interfaces between structural elements (e.g. piles, anchors and tunnel‐linings) and soils are widely used in geotechnical engineering. Most of these constitutive interface models, developed for sands, consider 2D conditions. For clays, only a limited number of 3D interface models exist. In this paper, the fine‐grained continuum models based on hypoplastic theories are adapted for the constitutive modelling of fine‐grained interfaces. To this end, we develop a general approach to convert the existing continuum soil models into an interface model adopting reduced stress and strain‐rate vectors and redefining tensorial operations in such a way that the formulation of the existing continuum models can be used without much modification. The hypoplastic Cam‐clay and the explicitly formulated hypoplastic models are adapted to model the interface behaviour. In addition to the reduced stress and strain tensor formulations, we introduce an additional variable reducing the strength and stiffness of the interfaces when compared with the strength and stiffness of the soil. For verification, experiments in constant volume and constant normal stress conditions have been simulated. A comparison of the available experimental data from the literature and the simulations is presented. It is shown that the new hypoplastic interface models can describe a number of important phenomena of clay–structure interfaces. Copyright © 2016 John Wiley & Sons, Ltd.

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σ_{p} = K_{0} ▪ σ_{0}

Section: General Model Behaviourmentioning

confidence: 97%

“…Our modelling approach was introduced in Stutz et al . . By retaining the continuum constitutive models, the redefined tensorial operators in combination with the reduced stress Eq.…”

Section: Hypoplastic Description Of Clay–structure Interfacesmentioning

confidence: 99%

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Hypoplastic interface models for fine‐grained soils

Stutz

Maš́ın

2016

Num Anal Meth Geomechanics

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“…Hypoplasticity represents a class of incrementally nonlinear constitutive models [9,11,16,17,28,42]. Unlike elastic-plastic models, there is no need to decompose the deformation into elastic and plastic deformations.…”

Section: Introductionmentioning

confidence: 99%

Numerical integration and FE implementation of a hypoplastic constitutive model

Wang

Peng

et al. 2018

Acta Geotech.

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Hypoplastic constitutive equation based on nonlinear tensor functions possesses a failure surface but no yield surface. In this paper, we consider the numerical integration and FE implementation of a simple hypoplastic constitutive equation. The accuracy of several integration methods, including implicit and explicit methods, is examined by performing a set of triaxial compression tests. Adaptive explicit schemes show the best performance. In addition, the stress drift away from the failure surface is corrected with a predictor-corrector scheme, which is verified by two boundary value problems, i.e. rigid footing tests and slope stability.

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“…Recently some improved models have been available, e.g. [12,23,35], which are developed from some widely used versions of hypoplastic model [28,37] and aim to improve the dependence of stiffness on pressure and density. However, the capability of these models for capturing the phenomenon of liquefaction and the stability in the cases of large deformation or low confining pressure still need to be verified.…”

Section: Introductionmentioning

confidence: 99%

A hypoplastic constitutive model for debris materials

Guo¹,

Peng²,

Wu³

et al. 2016

Acta Geotech.

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Debris flow is a very common and destructive natural hazard in mountainous regions. Pore water pressure is the major triggering factor in the initiation of debris flow. Excessive pore water pressure is also observed during the runout and deposition of debris flow. Debris materials are normally treated as solid particle-viscous fluid mixture in the constitutive modeling. A suitable constitutive model which can capture the solid-like and fluid-like behavior of solid-fluid mixture should have the capability to describe the developing of pore water pressure (or effective stresses) in the initiation stage and determine the residual effective stresses exactly. In this paper, a constitutive model of debris materials is developed based on a framework where a static portion for the frictional behavior and a dynamic portion for the viscous behavior are combined. The frictional behavior is described by a hypoplastic model with critical state for granular materials. The model performance is demonstrated by simulating undrained simple shear tests of saturated sand, which are particularly relevant for the initiation of debris flows. The partial and full liquefaction of saturated granular material under undrained condition is reproduced by the hypoplastic model. The viscous behavior is described by the tensor form of a modified Bagnold's theory for solid-fluid suspension, in which the drag force of the interstitial fluid and the particle collisions are considered. The complete model by combining the static and dynamic parts is used to simulate two annular shear tests. The predicted residual strength in the quasi-static stage combined with the stresses in the flowing stage agrees well with the experimental data. The non-quadratic dependence between the stresses and the shear rate in the slow shear stage for the relatively dense specimens is captured.

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Enhancement of a hypoplastic model for granular soil–structure interface behaviour

Cited by 51 publications

References 43 publications

Hypoplastic interface models for fine‐grained soils

Hypoplastic interface models for fine‐grained soils

Numerical integration and FE implementation of a hypoplastic constitutive model

A hypoplastic constitutive model for debris materials

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