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一、前言在文献中,我们从理想弹性体的假设出发,推导了饱和土体固结变形的有限单元法的计算公式和试算结果。本文将把这一结果应用于非线性变形的土体。我们将从下列基本假设出发:在整个变形过程中应力张量与应变张量始终是相似而共轴的,也即主应力方向与主应变方向重合,而且应力劳台(Lode)系数等于应变劳台系数。这样的假设实质上是土体当作非线性的变弹性体。但是,土体受荷以后产生的变形大都是不可恢
I. INTRODUCTION In the literature, starting from the assumption of an ideal elastic body, we have deduced the calculation formulas and the trial calculation results of the finite element method for the consolidation of saturated soils. This article will apply this result to a nonlinearly deformed soil. We will proceed from the following basic assumptions: Stress tensor and strain tensor are always similar and co-axial during the entire deformation process. That is, the principal stress direction coincides with the principal strain direction, and the stress coefficient is equal to the strain rate. Taiwan coefficient. This assumption is essentially that the soil acts as a non-linear variable elastomer. However, most of the deformation caused by soil loading is irreversible