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摘要:
劈裂强度是影响土质边坡稳定性的重要因素之一。由于不同土体的水敏性不同，使得不同含水率下土体的强度和变形存在差异。为探讨不同初始含水率条件下膨胀土和改性土的劈裂强度特性和裂隙演化机制差异，采用粒子图像测速（particle image velocimetry，PIV）技术对南阳市南水北调中线工程高填方渠堤中的膨胀土和改性土进行了一系列劈裂试验，试验结果表明：（1）膨胀土和改性土的荷载-位移曲线具有相同阶段，但不同含水率下的阶段特征有所差异；（2）膨胀土试样的临界含水率和峰值荷载均小于改性土试样，但2种土体的峰值荷载随着含水率的增加呈先增加后减小的变化规律，具有单峰值特征；（3）由位移矢量场可知，膨胀土和改性土试样劈裂破坏时均是主裂隙呈径向垂直，次生裂隙发育，不同初始含水率的膨胀土和改性土试样的裂隙发育形态基本一致。研究结果对类似工程的稳定性防治具有借鉴意义。
Abstract:The splitting strength is one of the important factors affecting the stability of soil slope. Due to the different water sensitivity of different soils, the strength and deformation of soils under different water contents are different. To investigate the splitting strength characteristics and fracture evolution mechanism of expansive soil and modified soil under different initial water content, particle image velocimetry (PIV) technology was used to conduct a series of splitting tests on expansive soil and modified soil in the high fill canal embankment of the middle route of the South-to-North Water Transfer project in Nanyang City. The test results show that the load-displacement curves of expansive soil and modified soil have the same stage, but the stage characteristics are different under different water contents. The critical water content and peak load of the expanded soil sample are smaller than that of the modified soil sample, but the peak load of the two soils increases first and then decreases with the increase of water content, and has the characteristics of single peak. According to the displacement vector field, it can be seen that both expansive soil and modified soil samples have radial and vertical main cracks and secondary cracks develop during splitting and failure. The crack development morphology of expansive soil and modified soil samples with different initial water contents is basically the same. The research results in this study have reference significance for the stability control of similar projects.
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表 1 土样基本物理性质指标
Table 1. Basic physical property index of soil
土样 液限
/%塑限
/%塑性
指数最优含
水率/%最大干密度
/（g·cm−3）膨胀土 46.5 25.4 21.1 23.3 1.60 改性土 45.0 26.5 18.5 24.8 1.55 
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