Structured UH model for clays

Zhu, Eryu; Yao, Yao

doi:10.1016/j.trgeo.2015.03.003

Cited by 24 publications

(1 citation statement)

References 34 publications

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“…Some models have assumed a larger yield surface for cemented soil, which is progressively reduced during bond degradation. By comparing the yield surface size of cemented soil p c and the corresponding uncemented soil p c0 , the bonding effect can be assessed by evaluating the additional strength ∆p c = p c − p c0 [7,8] or the strength ratio R * = p c0 /p c [9][10][11]. Alternatively, in the disturbed state concept [12,13], cemented soil is modeled by a combination of material parts at relatively intact and fully adjusted states.…”

Section: Introductionmentioning

confidence: 99%

Discrete Element Method Analyses of Bond Degradation Evolutions for Cemented Soils

He,

Li,

Rui

2024

Fractal Fract

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The degradation of soil bonding, which can be described by the evolution of bond degradation variables, is essential in the constitutive modeling of cemented soils. A degradation variable with a value of 0/1.0 indicates that the applied stress is completely sustained by bonded particles/unbounded grains. The discrete element method (DEM) was used for cemented soils to analyze the bond degradation evolution and to evaluate the degradation variables at the contact scale. Numerical cemented soil samples with different bonding strengths were first prepared using an advanced contact model (CM). Constant stress ratio compression, one-dimensional compression, conventional triaxial tests (CTTs), and true triaxial tests (TTTs) were then implemented for the numerical samples. After that, the numerical results were adopted to investigate the evolution of the bond degradation variables BN and B0. In the triaxial tests, B0 evolves to be near to or larger than BN due to shearing, which indicates that shearing increases the bearing rate of bond contacts. Finally, an approximate stress-path-independent bond degradation variable Bσ was developed. The evolution of Bσ with the equivalent plastic strain can be effectively described by an exponential function and a hyperbolic function.

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