The Sliding-Rolling Granular Material Model and Its Integration

  • A. Anandarajah


The stress–strain behavior of cohesive soil such as clay and that of cohesionless soil or granular materials such as sand share many common characteristics (e.g. pressure-dependency, critical state failure, and shear-induced dilation). However, some aspects of the stress–strain behavior of granular materials are very different from those of cohesive soils. For example, during an undrained (constant-volume) loading, granular materials may experience liquefaction (loss of effective mean normal pressure and/or loss of stiffness and strength), whereas cohesive soils do not. For this reason, a proper mathematical representation of the stress–strain behavior of granular materials requires a specific constitutive law. For instance, the Cam-clay model described in Chap. 12 is not suitable for granular materials. While the Drucker–Prager model may be used to represent some aspects (e.g. pressure-dependency), it is incapable of representing the others (e.g. density-dependent strain softening or liquefaction-induced softening).


Granular Material Void Ratio Yield Surface Failure Surface Strain Increment 
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© Springer Science+Business Media, LLC 2010

Authors and Affiliations

  1. 1.Department of Civil EngineeringJohns Hopkins UniversityBaltimoreUSA

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