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摘要:
针对以往交通荷载下饱和软黏土不排水变形特性的研究大多忽视循环围压影响的问题，为了深入理解软黏土地基在交通循环荷载作用下的变形特性，采用GDS变围压动三轴试验系统模拟交通循环荷载应力路径，对温州饱和软黏土进行了一系列不排水条件下的恒定围压（constant confining pressure，CCP）和变围压（variable confining pressure, VCP）应力路径循环加载试验，重点分析了循环动应力比（CSR）以及应力路径（α）对饱和软黏土动态回弹模量和轴向累积应变的影响。试验结果表明：在不排水条件下，饱和软黏土的动态回弹模量随着CSR和α的增大而减小，而轴向累积应变随着CSR和α的增大而增大，说明循环围压作用能够提高饱和软黏土在不排水循环加载下的刚度并限制其轴向应变的累积。基于试验结果并结合现有的经验模型，分别构建了可以反映交通循环荷载应力路径效应的饱和软黏土动态回弹模量和轴向应变累积经验模型, 可以用于交通荷载下软黏土地基长期变形的计算分析。
Abstract:Previous studies on the undrained deformation behavior of saturated soft clay under traffic loading usually ignored the effect of cyclic confining pressure. In the present study, a series of undrained constant confining pressure (CCP) and variable confining pressure (VCP) cyclic triaxial tests were conducted on Wenzhou soft clay through GDS cyclic triaxial test system to investigate the deformation behavior of saturated soft clay subgrade under different stress paths due to traffic loading. Special attention was paid to the effects of cyclic stress ratio (CSR) and stress path (α) on the dynamic resilient modulus as well as axial accumulated strain. The test results show that under undrained conditions, the dynamic resilient modulus decreases with the increase of CSR and α, while the axial accumulated strain increases with the increase of CSR and α. It suggests that cyclic confining pressure can improve the stiffness and restrain the axial strain accumulation of saturated soft clay under cyclic loading. Based on the test results and the existing empirical models, a dynamic resilient modulus empirical model and an axial strain accumulation model were established, respectively, which consider the influence of stress paths due to traffic loading, and can be used to calculate and analyze the long-term deformation of soft clay soil foundation under traffic loading.
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Key words:
- saturated soft clay /
- stress path /
- resilient modulus /
- axial accumulated strain /
- empirical model
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图 13 CCP应力路径下CSR对参数
$ {\boldsymbol{\varepsilon}} _{{\bf{a}},{\boldsymbol{10}}}^{\bf{p}} $ 和k的影响Figure 13.
表 1 土样的物理指标
Table 1. Physical index of soil samples
物理指标 密度/（g·cm−3） 比重 孔隙比 含水率/% 液限/% 塑性指数 取值 1.61 2.72 1.58 58 67 38 
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表 2 试验方案
Table 2. Test schemes
试验编号 CSR α U01—U03 0.20 71.6°、45.0°、33.8° U04—U05 0.25 71.6°、26.6° U06—U08 0.30 71.6°、45.0°、33.8° U09—U10 0.40 71.6°、26.6° U11—U13 0.45 71.6°、45.0°、26.6° U14—U15 0.55 71.6°、33.8°
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