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首页> 外文期刊>Environmental Earth Sciences >Back analysis of an excavated slope failure in highly fractured rock mass: the case study of Kargar slope failure (Iran)
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Back analysis of an excavated slope failure in highly fractured rock mass: the case study of Kargar slope failure (Iran)

机译：高裂隙岩体中开挖边坡破坏的反分析：以卡尔加尔边坡破坏为例（伊朗）

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This paper examines the failure of Kargar cut slope located at the south part of Esfahan subway using analytical and numerical back analysis methods. The excavated trench has 27 m depth with near vertical walls due to the space limitation around it. The geology of the area comprises weathered and heavily jointed shale and sandstone overlaid by alluvium deposits. Despite the slope being supported by shotcrete and fully grouted rock bolts, a catastrophic failure occurred at the east wall. Due to the uncertainty about the causes of failure initiation, back analyses have been performed via both the limit equilibrium and numerical method for considering various probable mechanisms. In the back analysis with limit equilibrium method, the rock mass is assumed as an equivalent continuum and Hoek–Brown failure criterion and geological strength index (GSI) are applied to calculate the shear strength parameters. The results show that GSI value was 33 in the failed mass. In the numerical back analysis, the distinct element method is applied to study the contribution of rock joints to the failure and progressive rock mass strength degradation until failure. The results show that threshold values of joint cohesion and friction were 0.2 MPa and 30°, respectively. Also the modeled slip surface being step-shaped agrees with the observed one. Keywords Slope stability - Cut slope - Highly jointed rock - Back analysis - Limit equilibrium analysis - Distinct element method Dedicated to Ali Sharifzadeh who lost his life in a tragic car accident during the preparation of this paper.
机译：本文采用解析和数值反分析方法，对位于伊斯法罕地铁南段的Kargar挖方边坡的破坏进行了研究。由于周围的空间限制，开挖的沟槽的深度为27 m，垂直壁附近。该地区的地质条件包括风化的，节理性强的页岩和砂岩，并由冲积层覆盖。尽管斜坡由喷射混凝土和完全注浆的岩石螺栓支撑，但在东墙仍发生了灾难性的破坏。由于故障引发原因的不确定性，已经通过极限平衡和数值方法进行了反向分析，以考虑各种可能的机理。在采用极限平衡法的反分析中，假定岩体为等效连续体，并应用Hoek-Brown破坏准则和地质强度指数（GSI）计算抗剪强度参数。结果表明，在失败的质量中，GSI值为33。在数值反分析中，采用离散元方法研究节理对破坏的贡献以及直至破坏前岩体强度逐渐退化的程度。结果表明，接头内聚力和摩擦力的阈值分别为0.2 MPa和30°。建模的滑动表面呈阶梯状也与观察到的一致。关键词边坡稳定性-挖方坡度-高节理岩石-反分析-极限平衡分析-离散元法专门针对在撰写本文时因不幸的车祸丧生的Ali Sharifzadeh。

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