A Comprehensive Constitutive Equation for Granular Materials

Gudehus, G.

doi:10.3208/sandf.36.1

Cited by 557 publications

(328 citation statements)

References 5 publications

Supporting

Mentioning

312

Contrasting

Unclassified

Order By: Relevance

“…It must be noted that, although Eq. (3.2) and (3.1) appear quite similar, a major difference of K-hypoplasticity as compared to CLoE stems from including void ratio in the set of state variables for the material through the so-called pyknotropy factor f d (Gudehus, 1996). It is precisely this ingredient which allows the critical state concept to be incorporated in the constitutive equation.…”

Section: The K-hypoplastic Model For Claysmentioning

confidence: 99%

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.

View full text Add to dashboard Cite

show abstract

Section: The K-hypoplastic Model For Claysmentioning

confidence: 99%

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.

View full text Add to dashboard Cite

show abstract

“…It needs to be mentioned that among the many models that have been proposed for granular materials one can name the generalized Newtonian fluid (GNF) models, the visco-plastic (for example, the Bingham type) fluid models, the rate-dependent models (for example the hypo-plastic models), etc. (see Ancey, 2007;Gudehus, 1996;Kolymbas, 1991). Recently Jop et al (2006) proposed a power-law model for granular materials where not only the viscosity depends on the shear rate, but also there is a yield criterion similar to the Drucker-Prager model (1952).…”

Section: Constitutive Equationsmentioning

confidence: 99%

A generalization of Reiner's mathematical model for wet sand

Massoudi

2011

Mechanics Research Communications

View full text Add to dashboard Cite

a b s t r a c tIn this paper we modify the constitutive relation derived by Reiner (1945), to describe dilatancy in wet sand, by suggesting that the shear viscosity would depend on the shear rate and the volume fraction. We then look at the flow of a saturated densely packed bed of particles (with liquid in the pores) between two horizontal flat plates. We obtain exact solutions for a very special case.Published by Elsevier Ltd.

show abstract

“…In the above analysis, the simple formula for the initial value of P 0 , (13), is only applicable for free surface dry granular flows. As pointed out in the preceding section, debris materials are saturated solid-fluid mixtures which will be partially or fully liquefied in the initiation of debris flows.…”

Section: Introductionmentioning

confidence: 99%

“…Two hypoplastic models, the one developed by Wu et al [41] and the one by Gudehus [13], are compared in the selection of the static portion for the framework (1). In the more recent models by Gudehus [13], mainly the stiffness is modified by the two factors, f b and f e , which take into account the influence of stress state and density, respectively. In modeling debris flow, however, the strength is very important and the stiffness is not important.…”

Section: Introductionmentioning

confidence: 99%

A hypoplastic constitutive model for debris materials

Guo¹,

Peng²,

Wu³

et al. 2016

Acta Geotech.

View full text Add to dashboard Cite

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.

show abstract

A Comprehensive Constitutive Equation for Granular Materials

Cited by 557 publications

References 5 publications

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

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

A generalization of Reiner's mathematical model for wet sand

A hypoplastic constitutive model for debris materials

Contact Info

Product

Resources

About