| 软土一维非线性固结近似解析解 |
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| 引用本文： | 李传勋,王素.软土一维非线性固结近似解析解[J].岩土力学,2018,39(10):3548-3554. |
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| 作者姓名： | 李传勋 王素 |
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| 作者单位： | 江苏大学 土木工程与力学学院，江苏 镇江 212013 |
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| 基金项目： | 国家自然科学基金项目(No. 51878320)。 |
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| 摘 要： | 软土非线性固结变形计算目前还主要依赖于数值方法，致使非线性固结理论的工程应用受到极大限制。引入经典的e-lg?' 和e-lgkv非线性关系，在自重应力均匀分布假定下通过变量代换并利用迭代法给出压缩指数Cc与渗透指数Ck比值不等于1时的非线性固结近似解析解。在Cc /Ck趋近1时本文解与其等于1时的差分解及精确解相差无几。但如果Cc /Ck值偏离1，该近似解会存在一定偏差，且偏差值会随Cc /Ck值偏离1的程度和外荷载增加而逐渐增大。在一般工程荷载作用下，如果Cc /Ck值介于0.9～1.1之间，本文解的平均固结度与差分解间最大偏差在2%左右。当Cc /Ck值在0.75～1.25之间时，本文解的平均固结度与差分解最大偏差在5%左右。如果Cc /Ck值在0.5～1.5之间，本文解的平均固结度与差分解间最大偏差在10%左右。当外荷载一定时，土层的非线性固结速率会随着Cc /Ck值的增大而减慢。如果Cc /Ck<1，土层的非线性固结速率会随外荷载的增大而加快；相反，如果Cc/Ck>1，土层的非线性固结速率会随外荷载增大而减慢。
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| 关 键 词： | 软土 非线性固结 解析解 近似解 自重应力均匀分布 |
| 收稿时间： | 2017-05-05 |
An analytical solution for one-dimensional nonlinear consolidation of soft soil |
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| LI Chuan-xun,WANG Su.An analytical solution for one-dimensional nonlinear consolidation of soft soil[J].Rock and Soil Mechanics,2018,39(10):3548-3554. |
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| Authors: | LI Chuan-xun WANG Su |
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| Institution: | Faculty of Civil Engineering and Mechanics, Jiangsu University, Zhenjiang, Jiangsu 212013, China |
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| Abstract: | The nonlinear consolidation settlement of soft clay was mainly estimated by numerical method till now, by which the engineering application of nonlinear consolidation theory was greatly constrained. The classical nonlinear relationships, both e-lg?' and e-lgkv, were adopted in this paper, and the approximate analytical solutions with consideration of constant self-weight stress were obtained by the transformation of variables and iteration methods under case that the ratio of compressibility index Cc to permeability index Ck was not equal to 1. When the ratio of Cc to Ck approaches 1, there is little difference between the results by this solutions and that by analytical solutions with case of Cc /Ck=1. The deviation of approximate solutions from numerical solutions slightly increases with the deviation of Cc/Ck from 1 and increase in external load. When an usual external load in an actual project is considered, if the value of Cc /Ck varies from 0.9 to 1.1, the maximum deviation of this solution from the finite differential solutions varies within 2%. If the value of Cc /Ck varies from 0.75 to 1.25, the maximum deviation varies within 5%. If the value of Cc /Ck varies from 0.5 to 1.5, the maximum deviation varies within 10%. The consolidation rate decreases with an increase in the ratio of Cc /Ck in case of constant load. When Cc /Ck1, however, the consolidation rate decreases with increasing the external load. |
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| Keywords: | soft soil nonlinear consolidation analytical solution approximate solution uniform distribution of self-weight |
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