A general approach to model interfaces using existing soil constitutive models application to hypoplasticity

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

doi:10.1016/j.compgeo.2017.02.010

Cited by 29 publications

(15 citation statements)

References 57 publications

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“…Due to restrictions of the closed-source software Abaqus used by Stutz et al for the implementation of the interface model, the initial normal stress components furthermore have to be set isotropically, that is, 𝜎 𝑝1,0 = 𝜎 𝑝2,0 = 𝜎 𝑁,0 . 25 Using the approach by Stutz et al, a jump in the stress tensor between continuum and interface generally exists. The following condition of the jump [[𝝈]] = 𝝈 interface − 𝝈 continuum has to be satisfied 58,59 :…”

Section: Stress and Strain Conditions In The Interface Elementmentioning

confidence: 99%

“…[7][8][9][10][11][12][13][14][15][16][17][18][19] or they are based on models originally developed for the constitutive modelling of the continuum (see e.g., Ref. 6,[20][21][22][23][24][25][26][27]. For the second approach, the stress and strain in the interface have to be given in a global continuum setting (i.e., the full tensors), whereas in the first approach only the normal (contact) stress, the shear stress and the shear strain of the interface zone are conventionally considered.…”

Section: Introductionmentioning

confidence: 99%

“…Arnold & Herle) in the hypoplastic interface element. Stutz et al6,[23][24][25][26] later enhanced the approach by Arnold & Herle, allowing for non-identical normal stress components in the interface element.…”

mentioning

confidence: 99%

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Novel approach to apply existing constitutive soil models to the modelling of interfaces

Staubach

Macháček

Wichtmann

2022

Num Anal Meth Geomechanics

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A novel scheme to apply constitutive (continuum) soil models to the mechanical modelling of soil-structure interfaces is presented. Opposite to existing approaches, all normal stress components of the interface depend directly on the normal stress components of the adjacent continuum. This allows to satisfy boundary conditions not only for the continuum but also for the interface. Interface models based on Hypoplasticity with intergranular strain extension and on Sanisand (version of 2004) are formulated. They are implemented in the framework of a mortar contact discretisation technique in a finite element code, which is available for download. A numerical differentiation scheme is used to secure consistent derivatives of contact forces with respect to displacement. The performance of the proposed interface models is evaluated by comparison with data from (cyclic) simple interface shear tests and an existing (hypoplastic) interface model proposed by Stutz et al. (2016). Subsequently, a large-scale cyclic interface shear test with complex geometry is simulated using the different interface models. It is concluded that only the novel interface formulation allows to appropriately consider the boundary conditions of the large-scale interface shear test in the interface.

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Section: Stress and Strain Conditions In The Interface Elementmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Novel approach to apply existing constitutive soil models to the modelling of interfaces

Staubach

Macháček

Wichtmann

2022

Num Anal Meth Geomechanics

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show abstract

“…71 Thus, the thickness of the shear band is not a material constant and strongly influenced by the interaction between the properties of the material model and the boundary conditions considered. In this context, the performance of interface elements with zero thickness used in finite element simulations, for example, Stutz et al, 91 are restricted to cases when the evolution of the finite thickness of shear bands is not of interest.…”

Section: Influence Of Prescribed Interface Friction Angle and Shear Box Lengthmentioning

confidence: 99%

Investigations of granular specimen size effect in interface shear box test using a micro‐polar continuum description

Bauer

Ebrahimian

2021

Num Anal Meth Geomechanics

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Parametric studies were carried out to investigate the effects of specimen size and interface friction angle on the mechanical behaviour of a cohesionless granular material in the interface shear box test under constant normal load and plane strain conditions. For a description of the pressure and density dependent properties of granular materials such as sand, a micro-polar hypoplastic continuum model is used. Numerical simulations were performed to obtain the evolution of the deformations and the shear resistance for three different specimen lengths and interface friction angles using the finite element method in the updated Lagrange frame. Due to the presence of lateral rigid boundaries of the shear box, the deformations and the stresses became significantly inhomogeneous within the granular specimen. Correspondingly, the mobilised interface shear resistance and the deformation field within the specimen were not uniform along the interface. In the case of higher interface friction angles, the evolution of the mechanical quantities along the interface can also be influenced by the specimen size. It is shown that the calculated average friction angle mobilised along a rough interface is influenced by the shear box length and it can be lower than the prescribed one. In addition, the influence of sidewall friction inside the shear box frame was explored in terms of the response of the specimen. The results of the micro-polar hypoplastic model were also compared with those obtained from the corresponding non-polar version of the model to clarify the role of polar effects within the granular body. The numerical results provide new insights into the microstructural effects of the granular material on the mobilisation of the interface friction angle and indicate the complexities and difficulties to precisely determine and interpret the interface friction angle, obtained from the classical interface shear box experiment.

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“…The numerical algorithm for the membrane-soil interaction was the mortar method in which at the soil surface, the slave is defined, and for the membrane, the master surface is applied. This modelling technique has been proven to be efficient for soil-structure interface modelling [10] compared to more classical approaches such as, e.g., zero-thickness interface elements as [11,12]. The membrane itself is modelled using shell elements (SAX1) considering the thickness of the membrane.…”

Section: Boundary Value Problem and Constitutive Modelsmentioning

confidence: 99%

Finite element modelling of an energy-geomembrane underground pumped hydroelectric energy storage system

et al. 2020

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The increasing need for energy storage technology has led to a massive interest in novel energy storage methods. The energy geomembrane system is such a novel energy storage method. The concept of the system is briefly introduced, and a holistic numerical model of the system is presented. The model uses advanced finite-element techniques to model the energy storage system using fluid cavity elements. The developed geomembrane energy system is modelled with different constitutive models to represent the soil behaviour: a linear elastic model, a nonlinear Mohr-Coulomb model, and a hypoplastic constitutive model. The consequences of these different models on the results are studied. Hereby, the focus is the first inflation and deflation cycle of the system.

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A general approach to model interfaces using existing soil constitutive models application to hypoplasticity

Cited by 29 publications

References 57 publications

Novel approach to apply existing constitutive soil models to the modelling of interfaces

Novel approach to apply existing constitutive soil models to the modelling of interfaces

Investigations of granular specimen size effect in interface shear box test using a micro‐polar continuum description

Finite element modelling of an energy-geomembrane underground pumped hydroelectric energy storage system

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