地震荷载下岩质边坡动力失稳机制及影响因素分析
摘要
在分析岩质边坡动力破坏机制的基础上,实地调研5.12大地震后汶川震区道路沿线的边坡地质灾害分布,其边坡动力失稳主要受地形地貌及地质构造等因素的影响,沿发震断层长轴方向的地质灾害点数目明显比垂直于断层的短轴方向多;地震滑坡、崩塌等地质灾害在该区域分布上以沿河流水系呈线状分布;地震引发的滑坡多集中在坡度20°～50°范围的边坡上,开始滑动的位置大多发育在边坡的中上部。此外,地震引发的滑坡、崩塌的分布与地质构造关系也非常密切,距离发震断层越近,滑坡、崩塌出现的密度就越大;上盘区域内滑坡、崩塌的出现密度及震害程度都远远大于下盘区域,并存在明显的优势滑动效应;发震断层端部、错落、转折等尖端部位在错断过程中,能量释放最为强烈,这些部位的地质灾害发育较为集中。
引文
[1]赵明华,刘建华,陈炳初,等.边坡变形及失稳的变权重组合预测模型[J].岩土力学,2007(增刊).
[2]黄润秋.汶川8.0级地震触发崩滑灾害机制及其地质力学模式[J].岩石力学与工程学报,2009(6).
[3]许强,黄润秋.5.12汶川大地震诱发大型崩滑灾害动力特征初探[J].工程地质学报,2008(6).
[4]Siad L.Seismic Stability Analysis of Fractured RockSlopes by Yield Design Theory[J].Soil Dynamics andEarthquake Engineering,2003,23:203-2l2.
[5]王凤昊.复杂岩质边坡的动力稳定性和加固效应研究[D].河海大学硕士学位论文,2007.
[6]刘立平,雷尊宇,周富春.地震边坡稳定分析方法综述[J].重庆交通学院学报,2001(3).
[7]Richter C.F.Elementary Seismology[M].San Francis-co:W.H.Freeman and Co.,1958.
[8]Keefer D.V.Landslides Caused by Earthquakes[J].Ge-ological Society of America Bulletin.l984,95(4):406-421.
[9]李铁汉,潘别桐.岩体力学[M].北京:地质出版社,1980.
[10]张倬元,王士天,王兰生.工程地质分析原理[M].北京:地质出版社,1981.
[11]唐川,齐信,丁军,等.汶川地震高烈度区暴雨滑坡活动的遥感动态分析[J].地球科学-中国地质大学学报,2010(2).
[12]Wilson R C.,Keefer D K.A Real Li mits of Earthquake-Induced Landsliding[A].In:Evaluating EarthquakeHazards in the Los Angeles Region[C].[s.l.],U.S.Geol.Sur.Press,1985:316-345.
[13]Kuhlemeyer R L,Lysmer J.Finite Element Method Ac-curacyfor Wave Propagation Problems[J].Journal of theSoil Mechanic sand Foundations Division,ASCE,1973,99(5):421-427.
[14]Abrahamson N A,Silva WJ.Empirical Response Spec-tral Attenuation Relations for Shallow Crustal Earth-quakes[J].Seism Res L ett,1997,68(1):94-109.
[15]Richter C.F.Ele Mentary Seismology[M].San Fran-cisco:W.H.Free-man and Co.,1958.
[16]Keefer D.V.Landslides Caused by Earthquakes[J].Geological Society of America Bulletin.l984,95(4):406-421.
[17]International Union of Geological Sciences WorkingGroup on Landslide.A Suggested Method for Descri-bing the Rate of Movement of a Landslide[J].Bulletin ofthe International Association of Engineer ing Geology,1995,52:75-78.
[2]黄润秋.汶川8.0级地震触发崩滑灾害机制及其地质力学模式[J].岩石力学与工程学报,2009(6).
[3]许强,黄润秋.5.12汶川大地震诱发大型崩滑灾害动力特征初探[J].工程地质学报,2008(6).
[4]Siad L.Seismic Stability Analysis of Fractured RockSlopes by Yield Design Theory[J].Soil Dynamics andEarthquake Engineering,2003,23:203-2l2.
[5]王凤昊.复杂岩质边坡的动力稳定性和加固效应研究[D].河海大学硕士学位论文,2007.
[6]刘立平,雷尊宇,周富春.地震边坡稳定分析方法综述[J].重庆交通学院学报,2001(3).
[7]Richter C.F.Elementary Seismology[M].San Francis-co:W.H.Freeman and Co.,1958.
[8]Keefer D.V.Landslides Caused by Earthquakes[J].Ge-ological Society of America Bulletin.l984,95(4):406-421.
[9]李铁汉,潘别桐.岩体力学[M].北京:地质出版社,1980.
[10]张倬元,王士天,王兰生.工程地质分析原理[M].北京:地质出版社,1981.
[11]唐川,齐信,丁军,等.汶川地震高烈度区暴雨滑坡活动的遥感动态分析[J].地球科学-中国地质大学学报,2010(2).
[12]Wilson R C.,Keefer D K.A Real Li mits of Earthquake-Induced Landsliding[A].In:Evaluating EarthquakeHazards in the Los Angeles Region[C].[s.l.],U.S.Geol.Sur.Press,1985:316-345.
[13]Kuhlemeyer R L,Lysmer J.Finite Element Method Ac-curacyfor Wave Propagation Problems[J].Journal of theSoil Mechanic sand Foundations Division,ASCE,1973,99(5):421-427.
[14]Abrahamson N A,Silva WJ.Empirical Response Spec-tral Attenuation Relations for Shallow Crustal Earth-quakes[J].Seism Res L ett,1997,68(1):94-109.
[15]Richter C.F.Ele Mentary Seismology[M].San Fran-cisco:W.H.Free-man and Co.,1958.
[16]Keefer D.V.Landslides Caused by Earthquakes[J].Geological Society of America Bulletin.l984,95(4):406-421.
[17]International Union of Geological Sciences WorkingGroup on Landslide.A Suggested Method for Descri-bing the Rate of Movement of a Landslide[J].Bulletin ofthe International Association of Engineer ing Geology,1995,52:75-78.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心