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| 1 | Modelling of slope failure by a material instability mechanism显示文摘 | LAOUAFA F DARVE F | 2002 | Computers and Geotechnics2002，29，： | 1 |
| 2 | Modelling of slope failure by a material instability mechanism显示文摘 | Laouafa F Darve F | 2002 | Computers and Geotechnics2002，29，： | 1 |
| 3 | DEM analysis of angular ballast breakage under cyclic loading显示文摘 | HOSSAIN Z INDRARATNA B DARVE F | 2007 | Geomechanics and Geoengineering: An International Journal2007，2，3： | 1 |
| 4 | Modelling of slope failure by a material instability mechanism显示文摘 | Laouafa F Darve F | 2002 | Computers and Geotechnics2002，29，： | 1 |
| 5 | Natural hazards and vulnerability of structures, a multi-scale approach to granular materials显示文摘 | NICOT F DARVE F RNVO Groups | 2005 | Mechanics of Materials2005，37，： | 1 |
| 6 | Incremental constitutive law for sands and clays: simulations of monotonic and cyclic tests显示文摘 | DARVE F | 1982 | Int J Numer Anal Meth Geomech1982，6，2： | 1 |
| 7 | Instabilities in granular materials and application to landslides 显示文摘 | Darve F Laouafa F | 2005 | Mechanics of Co- hesive-Frictional Materials2005，5，8： | 1 |
| 8 | On the capillary stress tensor in wet granular mate- rials显示文摘 | Scholtes L Hicher P Y Nicot F Chareyre B Darve F | 2009 | International Journal for Numerical and Ana- lytical Methods in Geomechanics2009，33，： | 1 |
| 9 | Instabilities in granular materials and application to landslides显示文摘 | DARVE F LAOUAFA F | 2000 | Mechanics of Cohesive-Frictional Materials2000，5，8： | 1 |
| 10 | Diffuse failure in geomaterials: Experiments, theory and modelling显示文摘 | DAOUADJI A DARVE F AL GALI H | 2011 | International Journal for Numerical and Analytical Methods in Geomeehanies2011，35，16： | 1 |
| 11 | Failure in geomaterials: continuous and discrete analyses显示文摘 | DARVE F SERVANT G LAOUAFA F | 2004 | Computer Methods in Applied Mechanics and Engineering2004，193，27： | 1 |
| 12 | Instabilities in granular materials and application to landslides显示文摘 | DARVE F LAOUAFA F | 2000 | Mechanics of Cohesive-frictional Materials2000，5，8： | 1 |
| 13 | Modelling of slope failure by a material instability mechanism显示文摘 | LAOUAFA F DARVE F | 2002 | Computers and Geotechnics2002，29，4： | 1 |
| 14 | A multi-scale approach to granular materials显示文摘 | NICOT F DARVE F | 2005 | Mechanics of Materials2005，37，9： | 1 |
| 15 | Incremental constitutive law for sands and clays:simulations of monotonic and cyclic test显示文摘 | DARVE F LABANIEH S | 1982 | International Journal for Numerical and Analytical Methods in Geomechanics1982，6，2： | 1 |
| 16 | Instabilities in granular materials and application to landslides 显示文摘 | DARVE F LAOUAFA F | 2000 | Mechanics of Cohesive- Frictional Materials2000，5，8： | 1 |
| 17 | Basic features of plastic strains: From micro-mechanics to incrementally nonlinear models 显示文摘 | Nicot F Darve F | 2007 | International Journal of Plasticity2007，23，： | 1 |
| 18 | Failure in rate-independentgranular materials as a bifurcation toward a dynamic regime 显示文摘 | Nicot F S Darve F | 2012 | International Journal of Plasticity2012，29，1： | 1 |
| 19 | Describing failure in geomaterials using second-order work approach显示文摘Geomaterials are known to be non-associated materials. Granular soils therefore exhibit a variety of failure modes, with diffuse or localized kinematical patterns. In fact, the notion of failure itself can be confusing with regard to granular soils, because it is not associated with an obvious phenomenology. In this study, we built a proper framework, using the second-order work theory, to describe some failure modes in geomaterials based on energy conservation. The occurrence of failure is defined by an abrupt increase in kinetic energy. The increase in kinetic energy from an equilibrium state, under incremental loading, is shown to be equal to the difference between the external second-order work,involving the external loading parameters, and the internal second-order work, involving the constitutive properties of the material. When a stress limit state is reached, a certain stress component passes through a maximum value and then may decrease. Under such a condition, if a certain additional external loading is applied, the system fails, sharply increasing the strain rate. The internal stress is no longer able to balance the external stress, leading to a dynamic response of the specimen. As an illustration, the theoretical framework was applied to the well-known undrained triaxial test for loose soils. The influence of the loading control mode was clearly highlighted. It is shown that the plastic limit theory appears to be a particular case of this more general second-order work theory. When the plastic limit condition is met, the internal second-order work is nil. A class of incremental external loadings causes the kinetic energy to increase dramatically, leading to the sudden collapse of the specimen, as observed in laboratory. | Franois Nicot Félix Darve | 2015 | Water Science and Engineering2015，8，2： | 0 |
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