Abstract
The original state-dependent fractional stress-dilatancy (FSD) equation for soils is developed based on the critical state lines (CSLs) with linear form. However, experimental evidences showed that the CSLs of soil in the p ′ –q and e–p ′ planes could be both nonlinear as well due to significant material degradation. This note aims to propose a unified FSD equation for soils with arbitrary types of CSLs. Detailed derivations are provided. To validate the proposed FSD equation, a series of triaxial test results of ballast and rockfill are simulated.
Highlights
The plastic flow of soil, for example, sand [1,2,3,4] and clay [5, 6], were often reported to be statedependent and nonassociated
The developed state-dependent fractional stress-dilatancy (FSD) equation was based on the assumption of a linear critical state line (CSL), which may not be suitable for modelling soils with nonlinear critical state lines (CSLs)
(2) The developed FSD equation did not rely on a specific critical state response
Summary
The plastic flow of soil, for example, sand [1,2,3,4] and clay [5, 6], were often reported to be statedependent and nonassociated To capture such behaviour, Been and Jefferies [3] first introduced the concept of state dependence into critical state soil mechanics (CSSM), by evaluating a series of triaxial test results of different sands. The developed state-dependent fractional stress-dilatancy (FSD) equation was based on the assumption of a linear critical state line (CSL), which may not be suitable for modelling soils with nonlinear CSLs. due to the specific physical properties of soil aggregates, curved CSLs with various directional bending in the p –q and e–p planes could be observed in crushable soils [11,12,13] and frozen soils [14]. For more complex loading state, one can refer to Sun and Sumelka [10] or Lu et al [16]
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