基于弯曲倾倒破坏模式的反倾岩质边坡稳定性解析方法

doi:10.13722/j.cnki.jrme.2018.1269

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Abstract The limit equilibrium method based on cantilever beam theory is a feasible method for analyzing flexural toppling in anti-dip layered rock slopes. However，most of the current calculation methods are iterated successively for all strata on the failure surface，which often requires a lot of mathematical calculation.It is difficult to evaluate the slope stability in the field quickly and preliminarily. Based on cantilever beam theory，the rock columns above the failure surface are divided into three sections：the stable section，the active toppling section and the passive toppling section by comparing the critical instability height with the present height of the block on the failure surface. Based on the limit equilibrium，the corresponding stability calculation method is proposed，and the risk of toppling failure can be preliminarily determined by using the geometric area of S area. 2 engineering examples and centrifuge experiments were illustrated for practical verification of the proposed approach. The research results of this paper have guiding significance and application value for the stability evaluation of flexural-toppling failure in rock slope.

Key words： slope engineering flexural toppling limit equilibrium critical instability height analysis method

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	Articles by authors
	ZHAO Wei
	WANG Runqing
	NIAN Tingkai

Cite this article:

ZHAO Wei,WANG Runqing,NIAN Tingkai. Analytical method for stability of anti dip rock slope based on flexural toppling failure mode[J]. , 2019, 38(S2): 3287-3295.

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https://rockmech.whrsm.ac.cn/EN/10.13722/j.cnki.jrme.2018.1269 OR https://rockmech.whrsm.ac.cn/EN/Y2019/V38/IS2/3287

[1]	AYDAN ?，KAWAMOTO T. The stability of slopes and underground openings against flexural toppling and their stabilisation[J]. Rock Mechanics and Rock Engineering，1992，25(3)：143–165.
[2]	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.
[3]	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)：1 165–1 181.(HUANG Runqiu，LI Yusheng，YAN Ming. Engineering geology analysis of slope toppling deformation[J]. Journal of engineering geology，2017，25(5)：1 165–1 181.(in Chinese))
[4]	GOODMAN R E. Toppling-a fundamental failure mode in discontinuous materials-description and analysis[C]// Geo-Congress. [S. l]：[s. n.]，2013：2 338–2 368.
[5]	AYDAN ?，KYOYA T，ICHIKAWA Y，et al. Flexural toppling failures in slopes and underground openings[C]// Proceedings of the 9th West Japan Symposium on Rock Engineering. Kumamoto：[s. n.]，1988：72–80.
[6]	ADHIKARY D P，DYSKIN A V，JEWELL R J. Modelling of flexural toppling failures of rock slopes[C]// ISRM Congress. [S. l]：[s. n.]，1995：379–382
[7]	ADHIKARY D P，DYSKIN A V. Modelling of progressive and instantaneous failures of foliated rock slopes[J]. Rock Mechanics and Rock Engineering，2007，40(4)：349–362.
[8]	ADHIKARY D P，DYSKIN A V. A cosserat continuum model for layered materials[J]. Computers and Geotechnics，1997，20(1)：15–45.
[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.(LU Haifeng，LIU Quansheng，CHEN Congxin. Improvement of cantilever beam limit equilibrium model of counter-tilt rock slopes[J]. Rock and Soil Mechanics，2012，33(2)：577–584.(in Chinese))
[10]	卢海峰. 巴东组软岩边坡岩体工程特性及破坏机理研究[博士学位论文][D]. 北京：中国科学院研究生院，2010.(LU Haifeng. Research on engineering characteristics and failure mechanism of Badong formation soft rock slope[Ph. D. Thesis][D]. Beijing：University of Chinese Academy of Sciences，2010.(in Chinese))
[11]	AMINI M，MAJDI A，AYDAN ?. Stability Analysis and the Stabilisation of Flexural Toppling Failure[J]. Rock Mechanics and Rock Engineering，2009，42(5)：751–782.
[12]	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)：2 174–2 187.(CHEN Congxin，ZHENG Yun，SUN Chaoyi，Research on the analytical approach of rock layered counter-tilt slope flexural toppling failure[J]. Chinese Journal of Rock Mechanics and Engineering，2016，35(11)：2 174–2 187.(in Chinese))
[13]	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2)：4 252–4 261. (ZHENG Yun，CHEN Congxin，LIU Xiumin，et al. Discussion on calculation method for flexural toppling failure of layered anti dip slope[J]. Chinese Journal of Rock Mechanics and Engineering，2015，34(Supp.2)：4 252–4 261.(in Chinese))
[14]	ZHENG Y，CHEN C，LIU T，et al. Stability analysis of rock slopes against sliding or flexural-toppling failure[J]. Bulletin of Engineering Geology and the Environment，2018，77(4)：1 383–1 403.
[15]	左保成. 反倾岩质边坡破坏机理研究[硕士学位论文][D]. 武汉：中国科学院研究生院(武汉岩土力学研究所)，2004.(ZUO Baocheng. Study on losing stability mechanics of counter-tilt rock slopes[M. S. Thesis][D]. Wuhan：University of Chinese Academy of Sciences (Institute of Rock and Soil Mechanics)，2004.(in Chinese))
[16]	左保成，陈从新，刘小巍，等. 反倾岩质边坡破坏机理模型实验研究[J]. 岩石力学与工程学报，2005，24(19)：3 505–3 511.(ZUO Baocheng，CHEN Congxin，LIU Xiaowei，et al. Modeling experiment study on failure mechanism of counter-tilt rock slope[J]. Chinese Journal of Rock Mechanics and Engineering，2005，24(19)：3 505–3 511.(in Chinese))
[17]	AMINI M，MAJDI A，VESHADI M A. stability analysis of rock slopes against block-flexure toppling failure[J]. Rock Mechanics and Rock Engineering，2012，45(4)：519–532.
[18]	ADHIKARY D P，GUO H. An orthotropic cosserat elasto-plastic model for layered rocks[J]. Rock Mechanics and Rock Engineering，2002，35(3)：161–170.
[19]	ALZO?UBI A.K.，MARTIN C D，CRUDEN D M. Influence of tensile strength on toppling failure in centrifuge tests[J]. International Journal of Rock Mechanics and Mining Sciences，2010，47(6)：974–982.