Theoretical Analysis of Pressure-Dependent K0 for Normally Consolidated Clays Using Critical State Soil Models

AbstractThe coefficient of earth pressure at rest (K0) for normally consolidated clays increases nonlinearly with increasing consolidation pressure toward a steady value under high pressure rather than remaining constant. Analytical expressions for evaluating pressure-dependent K0 were derived from...

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Bibliographic Details
Published in:International journal of geomechanics 2018-03, Vol.18 (3)
Main Authors: Hu, Nian, Shang, Xiang-Yu, Yu, Hai-Sui
Format: Article
Language:English
Subjects:
Clay
Clay soils
Compression
Consolidation
Earth
Earth pressure
Formulations
High pressure
Mathematical analysis
Mathematical models
Pressure
Pressure effects
Product design
Soil
Stress
Stress ratio
Technical Papers
Theoretical analysis
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Summary:AbstractThe coefficient of earth pressure at rest (K0) for normally consolidated clays increases nonlinearly with increasing consolidation pressure toward a steady value under high pressure rather than remaining constant. Analytical expressions for evaluating pressure-dependent K0 were derived from three representative critical state soil models: modified Cam-clay model (MCC), original Cam-clay model (OCC), and clay and sand model (CASM). In formulations, the authors relaxed a well-adopted assumption that stress ratio is kept constant during one-dimensional (1D) compression. It is found that the constant stress ratio, corresponding to the well-adopted assumption, is essentially a limit value of the stress ratio as predicted by MCC and CASM under high pressure during 1D compression. The predicted relationship between K0 and consolidation pressure is significantly affected by the critical state stress ratio. Without considering the effect of high pressure, the value of K0 may be considerably underestimated. The results predicted by the proposed formula based on CASM agree well with experimental data, showing the capability of this formula for predicting pressure-dependent K0.
ISSN:1532-3641
1943-5622
DOI:10.1061/(ASCE)GM.1943-5622.0001075