缓倾坡内层状岩质高边坡稳定性分析——以黄桷湾危岩高边坡的主斜坡为例
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摘要
黄桷湾危岩高边坡是泥岩和砂岩呈类似"夹心饼干"状软硬互层结构、缓倾坡内的岩质高切坡。危岩高边坡除坡顶的陡崖处厚层砂岩发生崩塌失稳外,主斜坡体下部还存在局部的切层失稳。为确保高边坡下部的工程建设的顺利开展和居民的安全,采用数值模拟的方法对高边坡的主斜坡进行稳定性评价,选取天然自重和地震动荷载两种工况进行分析。计算结果表明:(1)主斜坡岩体在两种工况下仍处于稳定状态,但在地震动荷载作用下稳定系数下降显著;(2)陡崖和主斜坡接触带附近及主斜坡坡脚处应力集中现象明显,发生破坏的可能性更大;(3)主斜坡潜在滑移面位于坡内中深部,剪出口位置可能位于主斜坡的坡脚处。
Huang Juewan high-steep rock slope is composed by mudstone and sandstone.The rock beddings are similar to the "cookies".They have soft and hard layers with gentle dip layered structure.The high-steep slope in addition to the top of the steep cliff in thick sandstone occurred collapses.Outside the instability main slope body bottom,there are local cutting layer instability.To ensure a smooth start of the lower part of high slope and the safety of the residents,this paper uses the method of numerical simulation on the high slope of the stability evaluation.The paper selects the natural dignity and seismicity load as the two conditions for slope stability analysis.The results show that:(1) Main slope rock mass in the two kinds of working conditions is still in the stable state;but seismic loads slope stability reduced significantly influence;(2) Steep cliff and main slope near the contact zone and the ramp slope foot place obvious stress concentration phenomenon more likely to damage;(3) the potential sliding surface of slope is located in the central slope.The cut points may be located at the slope toe.
Huang Juewan high-steep rock slope is composed by mudstone and sandstone.The rock beddings are similar to the "cookies".They have soft and hard layers with gentle dip layered structure.The high-steep slope in addition to the top of the steep cliff in thick sandstone occurred collapses.Outside the instability main slope body bottom,there are local cutting layer instability.To ensure a smooth start of the lower part of high slope and the safety of the residents,this paper uses the method of numerical simulation on the high slope of the stability evaluation.The paper selects the natural dignity and seismicity load as the two conditions for slope stability analysis.The results show that:(1) Main slope rock mass in the two kinds of working conditions is still in the stable state;but seismic loads slope stability reduced significantly influence;(2) Steep cliff and main slope near the contact zone and the ramp slope foot place obvious stress concentration phenomenon more likely to damage;(3) the potential sliding surface of slope is located in the central slope.The cut points may be located at the slope toe.
引文
[1]董金玉,伍法权,等.三峡库区软硬互层近水平地层高切坡崩塌研究[J].岩土力学,2010,31(1):151～156.Dong Jinyu,Wu Faquan,et al.Research on collapse of high cut-ting slope with horizontal soft-hard alternant strata in Three GorgesReservoir area.Rock and soil Mechanics,2010,31(1):151～156.
[2]肖先煊,夏克勤,许模.三峡库区某滑坡稳定性模型试验研[J].工程地质学报,2013,21(1):45～52.Xiao Xianxuan,Xia Keqin,Xu Mo.Stability of landslide onThree-gorges dam reservoir with physical simulation on model.Journal of Engineering Geology,2013,21(1):45～52.
[3]董好刚,彭明轩,等.缓倾层状高切坡典型破坏模式及宏观判据研究[J].长江科学院院报,2009,26(8):36～41.Dong Haogang,Peng Mingxuan,et al.Typical failurem modesand identification of low-angled stratofabric rock slope.Journal ofYangtze River Scientific Research Institute,2009,26(8):36～41.
[4]沈强,陈从新,等.三峡库区水平层状边坡稳定性分析[J].岩土力学,2005,26(增):16～20.Shen Qiang,Chen Congxin,et al.Study on stability of horizontalbedded rocky slopes in Three Gorges Reservoir area.Rock andSoil Mechanics,2005,26(S):16～20.
[5]祝介旺,伍法权,苏天明.三峡库区万州段高切坡破坏模式和防护措施研究[J].工程地质学报,2007,15(1):8～16.Zhu Jiewang,Wu Faquan,Su Tianming.Failure modes and sta-blization methods of highly incised slopes in Wanzhou mountainousregion of Three Gorges Reservoir.Journal of Engineering Geology,2007,15(1):8～16.
[6]赵晓,等.层间软弱夹层发育的切向边坡失稳失稳模式及稳定性分析[J].地质灾害与环境保护,2006,(3):110～115.Zhao Xiao,et al.Study on failure model and stability of one tan-gential slope.Journal of Geological Hazards and EnvironmentPreservation,2006,(3):110～115.
[7]王恭先,马惠民.滑坡防治100例[M].北京:人民交通出版社,2008.Wang Gongxian,Ma Huimin.The 100 Examples of LandslideControl.Beijing:People's Communications Publishing House,2008.
[8]中国有色金属工业昆明勘察设计研究院.云南省盐津县普洱镇地质灾害防治工程勘查设计大纲[S].昆明:2011.Kunming Prospecting Design Institute of China Nonferrous MetalsIndustry.Geological Disaster Prevention Project Survey and De-sign.Kunming:2011.
[9]张倬元,王士天,黄润秋,等.工程地质分析原理[M].北京:地质出版社,2009.Zhang Zhuoyuan,Wang Shitian,Huang Runqiu,et al.The Prin-ciple of Engineering Geological Analysis.Beijing:Geological Pub-lishing House,2009.
[10]林杭,曹平,等.层状岩质边坡破坏模式及稳定性数值分析[J].岩土力学,2010,31(10):3300～3304.Lin Hang,Cao Ping,et al.Numerical analysis of failure modesand stability of stratified rock slopes.Rock and Soil Mechanics,2010,31(10):3300～3304.
[11]李果,黄润秋,巨能攀.软弱基座型滑坡震裂机理研究[J].工程地质学报,2011,19(5):712～718.Li Guo,Huang Runqiu,Ju Nengpan.Earthquake crackingmechanism of landslide with soft foundation.Journal of Engineer-ing Geology,2011,19(5):712～718.
[12]赵彪,陈洪凯.边坡地震稳定性完全动力分析法[J].重庆交通大学学报,2011,30(1):580～583.Zhao Biao,Chen Hongkai.Fully dynamic analysis method forseismic stability of slope.Journal of Chongqing Jiaotong Universi-ty,2011,30(1):580～583.
[13]黄诚,王安明,任伟中.水平向与竖直向地震动的时间遇合模式对边坡动力安全系数的影响[J].岩土力学,2010,31(11):3404～3410.Huang Cheng,Wang Anming,Ren Weizhong.Influence of timecombination pattern of horizontal and vertical ground motions onslope seismic safety factor.Rock and soil Mechanics,2010,31(11):3404～3410.
[14]汪茜.地震作用下顺层岩质边坡变形破坏机理研究[D].长春:吉林大学,2010.Wang Qian.Study on Deformation Characteristics and FailureMechanism of Bedding Rock Slope under Earthquake.Chang-chun:JinLin University,2010.
[15]高德军,徐卫亚,等.长江三峡大石板滑坡计算参数反分析[J].河海大学学报(自然科学版),2006,34(1):74～78.Gao Dejun,Xu Weiya,et al.Back analysis of calculation param-eters for Dashiban landslide at Three-Gorges Reservoir on Yangtzeriver.Journal of Hohui University(Nature Sciences),2006,34(1):74～78.
[16]陈玉民,徐鼎平.FLAC/FLAC3D基础与工程实例[M].北京:中国水利水电出版社,2008.Chen Yumin,Xu Dingping.FLAC/FLAC3D'Foundation and En-gineering Examples.Beijing:China Water Conservancy and Hy-dropower Press,2008.
[17]刘波,韩彦辉.FLAC原理、实例与应用指南[M].北京:人民交通出版社,2005.Liu Bo,Han Yanhui.The Principle of FLAC,Instances and Ap-plication Guide.Beijing:People's Communications PublishingHouse,2005.
[18]黄润秋.岩石高边坡发育的动力过程及其稳定性控制[J].岩石力学与工程学报,2008,(8):1～20.Huang Runqiu.Geodynamical process and stability control ofhigh rock slope development.Chinese Journal of Rock Mechanicsand Engineering,2008,(8):1～20.
[19]范文,俞茂宏,李同录,等.层状岩体边坡变形破坏模式及滑坡稳定性分析[J].岩石力学与工程学报,2000,19(增):983～986.Fan Wen,Yu Maohong,Li Tonglu,et al.Failure pattern and nu-merical simulation of landslide stratified rock.Chinese Journal ofRock Mechanics and Engineering,2000,19(S):983～986.
[20]郑颖人,叶海林,黄润秋.地震边坡破坏机制及破坏面的分析探讨[J].岩石力学与工程学报,2009,28(8):1714～1723.Zheng Yingren,Ye Hailin,Huang Runqiu.Analysis and discus-sion of failure mechanism and fracture surface of slope underearthquake.Chinese Journal of Rock Mechanics and Engineer-ing,2009,28(8):1714～1723.
[2]肖先煊,夏克勤,许模.三峡库区某滑坡稳定性模型试验研[J].工程地质学报,2013,21(1):45～52.Xiao Xianxuan,Xia Keqin,Xu Mo.Stability of landslide onThree-gorges dam reservoir with physical simulation on model.Journal of Engineering Geology,2013,21(1):45～52.
[3]董好刚,彭明轩,等.缓倾层状高切坡典型破坏模式及宏观判据研究[J].长江科学院院报,2009,26(8):36～41.Dong Haogang,Peng Mingxuan,et al.Typical failurem modesand identification of low-angled stratofabric rock slope.Journal ofYangtze River Scientific Research Institute,2009,26(8):36～41.
[4]沈强,陈从新,等.三峡库区水平层状边坡稳定性分析[J].岩土力学,2005,26(增):16～20.Shen Qiang,Chen Congxin,et al.Study on stability of horizontalbedded rocky slopes in Three Gorges Reservoir area.Rock andSoil Mechanics,2005,26(S):16～20.
[5]祝介旺,伍法权,苏天明.三峡库区万州段高切坡破坏模式和防护措施研究[J].工程地质学报,2007,15(1):8～16.Zhu Jiewang,Wu Faquan,Su Tianming.Failure modes and sta-blization methods of highly incised slopes in Wanzhou mountainousregion of Three Gorges Reservoir.Journal of Engineering Geology,2007,15(1):8～16.
[6]赵晓,等.层间软弱夹层发育的切向边坡失稳失稳模式及稳定性分析[J].地质灾害与环境保护,2006,(3):110～115.Zhao Xiao,et al.Study on failure model and stability of one tan-gential slope.Journal of Geological Hazards and EnvironmentPreservation,2006,(3):110～115.
[7]王恭先,马惠民.滑坡防治100例[M].北京:人民交通出版社,2008.Wang Gongxian,Ma Huimin.The 100 Examples of LandslideControl.Beijing:People's Communications Publishing House,2008.
[8]中国有色金属工业昆明勘察设计研究院.云南省盐津县普洱镇地质灾害防治工程勘查设计大纲[S].昆明:2011.Kunming Prospecting Design Institute of China Nonferrous MetalsIndustry.Geological Disaster Prevention Project Survey and De-sign.Kunming:2011.
[9]张倬元,王士天,黄润秋,等.工程地质分析原理[M].北京:地质出版社,2009.Zhang Zhuoyuan,Wang Shitian,Huang Runqiu,et al.The Prin-ciple of Engineering Geological Analysis.Beijing:Geological Pub-lishing House,2009.
[10]林杭,曹平,等.层状岩质边坡破坏模式及稳定性数值分析[J].岩土力学,2010,31(10):3300～3304.Lin Hang,Cao Ping,et al.Numerical analysis of failure modesand stability of stratified rock slopes.Rock and Soil Mechanics,2010,31(10):3300～3304.
[11]李果,黄润秋,巨能攀.软弱基座型滑坡震裂机理研究[J].工程地质学报,2011,19(5):712～718.Li Guo,Huang Runqiu,Ju Nengpan.Earthquake crackingmechanism of landslide with soft foundation.Journal of Engineer-ing Geology,2011,19(5):712～718.
[12]赵彪,陈洪凯.边坡地震稳定性完全动力分析法[J].重庆交通大学学报,2011,30(1):580～583.Zhao Biao,Chen Hongkai.Fully dynamic analysis method forseismic stability of slope.Journal of Chongqing Jiaotong Universi-ty,2011,30(1):580～583.
[13]黄诚,王安明,任伟中.水平向与竖直向地震动的时间遇合模式对边坡动力安全系数的影响[J].岩土力学,2010,31(11):3404～3410.Huang Cheng,Wang Anming,Ren Weizhong.Influence of timecombination pattern of horizontal and vertical ground motions onslope seismic safety factor.Rock and soil Mechanics,2010,31(11):3404～3410.
[14]汪茜.地震作用下顺层岩质边坡变形破坏机理研究[D].长春:吉林大学,2010.Wang Qian.Study on Deformation Characteristics and FailureMechanism of Bedding Rock Slope under Earthquake.Chang-chun:JinLin University,2010.
[15]高德军,徐卫亚,等.长江三峡大石板滑坡计算参数反分析[J].河海大学学报(自然科学版),2006,34(1):74～78.Gao Dejun,Xu Weiya,et al.Back analysis of calculation param-eters for Dashiban landslide at Three-Gorges Reservoir on Yangtzeriver.Journal of Hohui University(Nature Sciences),2006,34(1):74～78.
[16]陈玉民,徐鼎平.FLAC/FLAC3D基础与工程实例[M].北京:中国水利水电出版社,2008.Chen Yumin,Xu Dingping.FLAC/FLAC3D'Foundation and En-gineering Examples.Beijing:China Water Conservancy and Hy-dropower Press,2008.
[17]刘波,韩彦辉.FLAC原理、实例与应用指南[M].北京:人民交通出版社,2005.Liu Bo,Han Yanhui.The Principle of FLAC,Instances and Ap-plication Guide.Beijing:People's Communications PublishingHouse,2005.
[18]黄润秋.岩石高边坡发育的动力过程及其稳定性控制[J].岩石力学与工程学报,2008,(8):1～20.Huang Runqiu.Geodynamical process and stability control ofhigh rock slope development.Chinese Journal of Rock Mechanicsand Engineering,2008,(8):1～20.
[19]范文,俞茂宏,李同录,等.层状岩体边坡变形破坏模式及滑坡稳定性分析[J].岩石力学与工程学报,2000,19(增):983～986.Fan Wen,Yu Maohong,Li Tonglu,et al.Failure pattern and nu-merical simulation of landslide stratified rock.Chinese Journal ofRock Mechanics and Engineering,2000,19(S):983～986.
[20]郑颖人,叶海林,黄润秋.地震边坡破坏机制及破坏面的分析探讨[J].岩石力学与工程学报,2009,28(8):1714～1723.Zheng Yingren,Ye Hailin,Huang Runqiu.Analysis and discus-sion of failure mechanism and fracture surface of slope underearthquake.Chinese Journal of Rock Mechanics and Engineer-ing,2009,28(8):1714～1723.
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