Hypoplastic model for cohesionless soils with elastic strain range

Niemunis, Andrzej; Herle, Ivo

doi:10.1002/(sici)1099-1484(199710)2:4<279::aid-cfm29>3.0.co;2-8

Cited by 697 publications

(469 citation statements)

References 26 publications

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“…In order to prevent excessive ratcheting upon cyclic loading and to improve model performance in the small-strain range, its mathematical formulation has been enhanced by the intergranular strain concept (Niemunis and Herle, 1997).…”

Section: The K-hypoplastic Model For Clays With Intergranular Strainmentioning

confidence: 99%

“…In such cases, the choice has been made to evaluate such material constants based on the experience gathered in previous experimental investigations on similar soils. Although such a choice necessarily introduces a certain degree of subjectivity in the comparative evaluation of the model responses, it can still be considered acceptable for our purposes, considering that the typical range of variation of such parameters for different soils is relatively limited, and the model response is not very sensitive to their variation, see e.g., Niemunis and Herle (1997); Stallebrass (1990);Ingram (2000); Clayton and Heymann (2001);Mašín (2004).…”

Section: Model Calibrationmentioning

confidence: 99%

“…It is reasonable to expect that such difficulties would increase in the application of those models to natural clay deposits, with a more complicatedand possibly unknown -previous loading history. In such a case -based on some experimental observations of Jardine et al (1984) and Clayton and Heymann (2001), who report an increase in soil stiffness for all loading directions after a relatively short resting period - Niemunis and Herle (1997) suggest to assume δ = 0. This is equivalent to setting σ a = σ b = σ for the 3-SKH model.…”

Section: Accuracy Of Directional Predictionsmentioning

confidence: 99%

“…As proposed by Niemunis and Herle (1997), the enhanced K-hypoplastic model is endowed with an additional state variable, δ, a second-order tensor defined as intergranular strain, which can be interpreted as a macroscopic manifestation of intergranular slips at grain contacts.…”

Section: Integranular Strain Enhancement Of K-hypoplasticitymentioning

confidence: 99%

See 3 more Smart Citations

Directional response of a reconstituted fine-grained soil—Part II: performance of different constitutive models

Maš́ın

Tamagnini

Viggiani

et al. 2006

Int. J. Numer. Anal. Meth. Geomech.

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Section: The K-hypoplastic Model For Clays With Intergranular Strainmentioning

confidence: 99%

Section: Model Calibrationmentioning

confidence: 99%

Section: Accuracy Of Directional Predictionsmentioning

confidence: 99%

Section: Integranular Strain Enhancement Of K-hypoplasticitymentioning

confidence: 99%

See 2 more Smart Citations

Directional response of a reconstituted fine-grained soil—Part II: performance of different constitutive models

Maš́ın

Tamagnini

Viggiani

et al. 2006

Int. J. Numer. Anal. Meth. Geomech.

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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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