Current studies of flexural toppling failure rarely involve earthquake loading,and the influence laws of earthquake load on the stability of anaclinal layered rock slopes subjected to flexural toppling is unclear.In order to solve the above problems,we present a limit equilibrium method to evaluate the stability of anaclinal layered rock slopes subjected to flexural toppling under earthquake load.We consider that once the overall failure of a slope occurred,the stress of the slope reached the limit equilibrium state,i.e.,the residual sliding force (toppling force) of slope toe calculated along the failure surface was zero.Based on the idea of static equivalent substitution,the calculation formula of the non-dimensional height of the point of application of normal force was derived.The stable zone,potential failure zone and the failure modes of potential failed strata were determined via strict mechanical derivation,and the residual sliding force (toppling force) of slope toe was obtained with step by step analysis method.The calculation results for a slate slope in South Anhui as an engineering example demonstrate that the slope failure plane and the safety factor of the stability of the slope are credible.Through the sensitivity analysis of seismic coefficient,we found that with the increase of seismic coefficient,the residual sliding force of slope toe increase while the safety factor of the stability of the slope decrease,and consequently,the slope is subjected to shallow damage and becomes more unstable.
Key words
slope engineering /
flexural toppling /
earthquake load /
stability analysis /
limit equilibrium method /
failure plane /
residual sliding force
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References
[1] 黄润秋.20世纪以来中国的大型滑坡及其发生机制[J].岩石力学与工程学报,2007,26(3):433-454.
[2] 黄润秋,李渝生,严 明.斜坡倾倒变形的工程地质分析[J].工程地质学报,2017,25(5):1165-1181.
[3] QU Xin,DIAO Fang-fang.An Optimization of the Analytical Method for Determining the Flexural Toppling Failure Plane[J].Advances in Civil Engineering,2020(2):1-12.
[4] ZHANG Guang-cheng,WANG Fei,ZHANG Hu,et al.New Stability Calculation Method for Rock Slopes Subject to Flexural Toppling Failure[J].International Journal of Rock Mechanics and Mining Sciences,2018,106:319-328.
[5] ZHENG Yun,CHEN Cong-xin,LIU Ting-ting,et al.Stability Analysis of Rock Slopes against Sliding or Flexural-Toppling Failure[J].Bulletin of Engineering Geology and the Environment,2018,77(4):1383-1403.
[6] 屈 新,苏立君,张崇磊,等.基于潘家铮原理的反倾向层状边坡弯曲倾倒破坏基准面搜索算法[J].工程科学与技术,2017,49(5):42-49.
[7] SU Li-jun,QU Xin,ZHANG Chong-lei.A New Calculation Method to Flexural Toppling Failure of Anti-dipped Rock Slope[C].Doi:10.1007/978-3-319-53485-5_57.
[8] 陈从新,郑 允,孙朝燚.岩质反倾边坡弯曲倾倒破坏分析方法研究[J].岩石力学与工程学报,2016,35(11):2174-2187.
[9] 卢海峰,刘泉声,陈从新.反倾岩质边坡悬臂梁极限平衡模型的改进[J].岩土力学,2012,33(2):577-584.
[10] YAGODA G B,HATZOR Y H.A New Failure Mode Chart for Toppling and Sliding with Consideration of Earthquake Inertia Force[J].International Journal of Rock Mechanics and Mining Sciences,2013,64:122-131.
[11] 杨国香,叶海林,伍法权,等.反倾层状结构岩质边坡动力响应特性及破坏机制振动台模型试验研究[J].岩石力学与工程学报,2012,31(11):2214-2221.
[12] 刘才华,陈从新.地震作用下岩质边坡块体倾倒破坏分析[J].岩石力学与工程学报,2010,29(增刊1):3193-3198.
[13] 李春生.强震作用下反倾岩质边坡地震响应与变形破坏机理研究[D].哈尔滨:中国地震局工程力学研究所,2011.
[14] 刘云鹏,黄润秋,邓 辉.反倾板裂岩体边坡振动物理模拟试验研究[J].成都理工大学学报(自然科学版),2011,38(4):413-421.
[15] 刘云鹏,邓 辉,黄润秋,等.反倾软硬互层岩体边坡地震响应的数值模拟研究[J].水文地质工程地质,2012,39(3):30-37.
[16] 郑 允,陈从新,朱玺玺,等.地震作用下岩质边坡倾倒破坏分析[J].岩土力学,2014,35(4):3193-3198.
[17] 吴丹妮.地震作用下反倾斜坡变形的主控因素影响规律及敏感性分析[D].成都:成都理工大学,2018.
[18] AYDAN O,KAWAMOTO T.Stability of Slopes and Underground Openings against Flexural Toppling and Their Stabilization[J].Rock Mechanics and Rock Engineering,1992,25(3):143-65.
[19] ADHIKARY D P,DYSKIN A V,JEWELL R J,et al.A Study of the Mechanism of Flexural Toppling Failure of Rock Slopes[J].Rock Mechanics and Rock Engineering,1997,30(2):75-93.
[20] 郑 允,陈从新,刘秀敏,等.层状反倾边坡弯曲倾倒破坏计算方法探讨[J].岩石力学与工程学报,2015,34(增刊2):4252-4261.
[21] 蔡静森,晏鄂川,王章琼,等.反倾层状岩质边坡悬臂梁极限平衡模型研究[J].岩土力学,2014,35(增刊1):15-28.
[22] 刘海军.皖南山区反倾板岩边坡倾倒变形机理研究[D].成都:成都理工大学,2012.
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