Abstract
Initial stress and additional effective stress distributions in soil greatly influence the degree of ground consolidation when calculating one-dimensional soft clay ground consolidation in deep soil. The one-dimensional nonlinear consolidation governing equations of soft ground under uniform loads are derived and solved with the finite difference method. This method is based on the assumptions that the initial stress in soil varies with the ground depth and the additional effective stress caused by external loads changes with both the ground depth and consolidation time, and the hyperbolic model of the soil stress-strain relationship. Formulas for the degree of consolidation and the settlement of the ground are presented. A case study shows that the degree of consolidation of the ground calculated with the finite difference method agrees with the traditional analytical solution, and the computational efficiency of the finite difference method can be effectively improved when the segmental calculation method is used throughout the consolidation process. The results of another example show that the settlement of the ground calculated with the finite difference method agrees with the in situ data. The suggested method can greatly simplify the consolidation calculation and has a high application value in engineering.
Highlights
The traditional Terzaghi one-dimensional consolidation theory assumes that external loads are applied instantaneously and does not take into account that external loads are often linear, graded, or cyclic in practical engineering
In the study of one-dimensional nonlinear consolidation theory, Davis and Raymond (1965), Barden and Berry (1965), and Xie et al (2006) considered the physical non-linear characteristics of soil based on the relation e – lgσ ′
Shi et al (2001) obtained the one-dimensional consolidation theory of the hyperbolic model at the time of instantaneous loading, and the calculated results were in good agreement with the laboratory test
Summary
The traditional Terzaghi one-dimensional consolidation theory assumes that external loads are applied instantaneously and does not take into account that external loads are often linear, graded, or cyclic in practical engineering. Xu (1987) experimentally proved that the hyperbolic model could better simulate the constitutive relationship of soft clay On this basis, Shi et al (2001) obtained the one-dimensional consolidation theory of the hyperbolic model at the time of instantaneous loading, and the calculated results were in good agreement with the laboratory test. This paper combines previous research results with the hyperbolic model of the stress and strain of soil as a starting point This method assumes that the initial stress changes along the depth of the foundation, and at the same time, the load caused by the additional effective stress changes with time and depth. When the top surface of the foundation is permeable and the bottom surface is impermeable, the pore water pressure of the soil is equal to that of the underlying layer
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