Stability Evaluation Method and Protection Countermeasure of Compacted Fill Slope Based on Improvement of Ultimate Shear Strength
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摘要:
压实度是影响填方边坡稳定性的重要因素，为了分析不同压实度下填方边坡的稳定性，设计了不同压实度下填方边坡工况，分析并建立了压实土体本构关系模型，基于有限元强度折减理论，分析了变形破坏趋势，确定极限抗剪强度。采用Bishop方法计算土条两侧的作用力，在不考虑土体侧向变形的情况下，计算得出边坡稳定性系数和填土外加应力作用下导致的沉降变形值，根据计算结果提出了填方边坡稳定性防护对策。结果表明：所提出的分析方法能够准确分析出填方边坡变形情况，有效降低了稳定性分析误差，并且将其应用于实际填方边坡稳定性分析中，具有实际应用意义。
Abstract:Compaction degree is an important factor affecting the stability of the fill slope. In order to analyze the stability of the fill slope under different compaction degree, the working conditions of the fill slope under different compaction degree were designed, and the constitutive relationship model of the compacted soil was analyzed and established. Based on the finite element strength reduction theory, the deformation and failure trend were analyzed and the ultimate shear strength was determined. Using the Bishop method to calculate the forces on both sides of the soil strip, without considering the lateral deformation of the soil, the stability coefficient of the slope and the settlement deformation value caused by the external stress of the fill soil were calculated. Based on the calculation results, stability protection measures for the fill slope were proposed. The results show that the proposed analysis method can accurately analyze the deformation of fill slopes, effectively reduce stability analysis errors, and apply it to the stability analysis of actual fill slopes, which has practical application significance.
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Key words:
- compaction /
- fill slope /
- stability /
- protection countermeasures /
- shear strength /
- settlement deformation
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表 1 土层折减系数取值表
Table 1. Values of soil layer reduction coefficient
土层液化指数 液化土层深度（m） 折减系数 ≤0.6 ≤10 0 10～20 1/3 0.6～0.8 ≤10 1/3 10～20 2/3 0.8～1.0 ≤10 2/3 10～20 1.0 
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表 2 兰州市某建设场地填方边坡参数
Table 2. Filling slope parameters of a construction site in Lanzhou
序号 指标 参数 1 饱和渗透系数（m/h） 0.108 2 饱和含水率（%） 5.21 3 残余含水率（%） 0.084 4 土体粘结强度标准值（kPa） 45 5 暴雨入渗后内聚力（kPa） 26 6 暴雨入渗后内摩擦角（°） 25.3 7 暴雨入渗后容重（KN/m3） 17.6 8 天然容重（KN/m3） 13.5 9 土体底面倾角（°） 45 10 地下水反流线平均倾角（°） 32 11 填土高度（m） 0~120 12 条块滑动面的长度（m） 315
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