Numerical integration and FE implementation of a hypoplastic constitutive model

Wang, Shun; Wu, Wei; Peng, Chong; He, Xuzhen; Cui, Deshan

doi:10.1007/s11440-018-0684-z

Cited by 42 publications

(27 citation statements)

References 38 publications

(57 reference statements)

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“…T Ã is the deviatoric part of T. The performance of the above constitutive equation is well documented in the literature [48]. For the numerical implementation of the model we refer to Wang et al [40]. Combining Eq.…”

Section: Hypoplastic Constitutive Model For Oc Claymentioning

confidence: 97%

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A simple hypoplastic model for overconsolidated clays

Wang

2020

Acta Geotech.

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This paper presents a simple hypoplastic constitutive model for overconsolidated clays. The model needs five independent parameters and is as simple as the modified Cam Clay model but with better performance. A structure tensor is introduced to account for the history dependence. Simulations of various elementary tests show that the model is capable of capturing the salient behavior of overconsolidated clays.

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Section: Hypoplastic Constitutive Model For Oc Claymentioning

confidence: 97%

“…Moreover, hypoplastic model possesses a single formulation for the incrementally nonlinear behavior without using a predefined criterion for loading and unloading. These features make the numerical implementation of hypoplastic models, in comparison to elastoplastic models, easier and more straightforward [35,40].…”

Section: Introductionmentioning

confidence: 99%

A simple hypoplastic model for overconsolidated clays

Wang

2020

Acta Geotech.

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“…Procedure of the Constitutive Integration Algorithm. In the fully implicit backward Euler algorithm [31,34], the increment of irreversible strain and damage variable is calculated at the end of increment step n. The constitutive model integration algorithm can be expressed as…”

Section: Numerical Implementationmentioning

confidence: 99%

A Coupled Elastoplastic Damage Model for Clayey Rock and Its Numerical Implementation and Validation

Jia

Zhao

et al. 2020

Geofluids

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This paper presents a new constitutive model for describing the strain-hardening and strain-softening behaviors of clayey rock. As the conventional Mohr-Coulomb (CMC) criterion has its limitation in the tensile shear region, a modified Mohr-Coulomb (MMC) criterion is proposed for clayey rock by considering the maximal tensile stress criterion. Based on the results of triaxial tests, a coupled elastoplastic damage (EPD) model, in which the elastic and plastic damage laws are introduced to describe the nonlinear hardening and softening behaviors, respectively, is developed so as to fully describe the mechanical behavior of clayey rock. Starting from the implicit Euler integration algorithm, the stress-strain constitutive relationships and their numerical formulations are deduced for finite element implementation in the commercial package ABAQUS where a user-defined material subroutine (UMAT) is provided for clayey rock. Finally, the proposed model is used to simulate the triaxial tests and the results validate the proposed model and numerical implementation.

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“…Other recent development of hypoplastic models can be found for simulating frozen soils and rate‐dependency of granular soils . It is recognized that these models have been applied successfully in simulating a wide range of problems; see previous studies …”

Section: Introductionmentioning

confidence: 99%

A hypoplastic model for granular soils incorporating anisotropic critical state theory

Yang

Liao

2020

Num Anal Meth Geomechanics

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Summary It is well known that soil is inherently anisotropic and its mechanical behavior is significantly influenced by its fabric anisotropy. Hypoplasticity is increasingly being accepted in the constitutive modeling for soils, in which many salient features, such as nonlinear stress‐strain relations, dilatancy, and critical state failure, can be described by a single tensorial equation. However, within the framework of hypoplasticity, modeling fabric anisotropy remains challenging, as the fabric and its evolution are often vaguely assumed without a sound basis. This paper presents a hypoplastic constitutive model for granular soils based on the newly developed anisotropic critical state theory, in which the conditions of fabric anisotropy are concurrently satisfied along with the traditional conditions at the critical state. A deviatoric fabric tensor is introduced into the Gudehus‐Bauer hypoplastic model, and a scalar‐valued anisotropic state variable signifying the interplay between the fabric and the stress state is used to characterize its impact on the dilatancy and strength of the soils. In addition, fabric evolution during shearing can explicitly be addressed. Modifications have also been undertaken to improve the performance of the undrained response of the model. The anisotropic hypoplastic model can simulate experimental tests for sand under various combinations of principle stress direction, intermediate principal stress (or mode of shearing), soil densities, and confining pressures, and the associated drastic effect of different principal stress orientations in reference to the material axes of anisotropy can be well captured.

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Numerical integration and FE implementation of a hypoplastic constitutive model

Cited by 42 publications

References 38 publications

A simple hypoplastic model for overconsolidated clays

A simple hypoplastic model for overconsolidated clays

A Coupled Elastoplastic Damage Model for Clayey Rock and Its Numerical Implementation and Validation

A hypoplastic model for granular soils incorporating anisotropic critical state theory

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