双面高陡边坡的地震滑坡响应分析
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摘要
为了研究双面高陡边坡破坏机理,以国道G213左侧双面高陡边坡为原型,采用新型离散元计算方法CDEM和振动台试验,模拟了高烈度地震作用下,双面高陡边坡上的坡积体滑坡由变形累计到破坏滑动的全过程.研究结果表明:在地震力和重力作用下,滑体顶部先出现应力集中,造成滑体沿滑体结构面后缘产生变形,进而造成该处出现拉伸、剪切破坏点;随着地震动的持续,滑体结构面上的剪切破坏点逐渐向滑体中前部的锁固段扩展,同时伴随着滑体表面拉伸破坏点的增加,最终造成锁固段发生渐进性破坏,滑体从剪出口滑出形成滑坡;在材料参数等外部条件相同的情况下,坡腰处滑体先于坡脚处滑体发生滑塌,滑塌发生的时间与地震动峰值加速度到达的时间同步或稍微有所滞后;以输入地震波为基准,不论是陡坡地形、缓坡地形还是坡体内,不同位置的峰值加速度沿坡高均有所放大,表现为竖向峰值加速度的放大效应大于水平峰值加速度的放大效应,陡坡地形峰值加速度的放大效应大于缓坡地形峰值加速度的放大效应,也大于坡体内峰值加速度的放大效应.
In order to study the landslide mechanisms and responses of a high steep hill with two-side slopes under ground shaking,a high steep hill with two-side slopes near national highway 213 was used as a prototype.A full process from initial deformation to sliding of the slope during ground shaking was simulated by the continuum-medium distinct element method(CDEM).The results show that the stress concentration phenomenon appeared at the top of the sliding mass firstly,and then some tension and shear failure points appeared there,which expanded toward the toe of the sliding mass from the top along the structural plane.At the same time,the number of tension failure points gradually increased.Finally,the toe of the sliding mass broke,and the sliding mass sheared out from the toe,resulting in the landslide.If external conditions such as material parameters were kept the same,the landslide occurrence in the middle of the slope would precede that at the foot,and the starting time of landslide and the arrival time of peak ground acceleration(PGA) were synchronous or the former lagged behind the latter slightly.The PGA of the input seismic wave was amplified with the increase of elevation,regardless of on the steep slope,on the lower slope side,or inside the slope.Generally,the vertical PGA amplification is larger than the horizontal one;the PGA amplification on a steep slope is larger than on a gentle slope,and the PGA amplification on a gentle slope is larger than inside the slope.
In order to study the landslide mechanisms and responses of a high steep hill with two-side slopes under ground shaking,a high steep hill with two-side slopes near national highway 213 was used as a prototype.A full process from initial deformation to sliding of the slope during ground shaking was simulated by the continuum-medium distinct element method(CDEM).The results show that the stress concentration phenomenon appeared at the top of the sliding mass firstly,and then some tension and shear failure points appeared there,which expanded toward the toe of the sliding mass from the top along the structural plane.At the same time,the number of tension failure points gradually increased.Finally,the toe of the sliding mass broke,and the sliding mass sheared out from the toe,resulting in the landslide.If external conditions such as material parameters were kept the same,the landslide occurrence in the middle of the slope would precede that at the foot,and the starting time of landslide and the arrival time of peak ground acceleration(PGA) were synchronous or the former lagged behind the latter slightly.The PGA of the input seismic wave was amplified with the increase of elevation,regardless of on the steep slope,on the lower slope side,or inside the slope.Generally,the vertical PGA amplification is larger than the horizontal one;the PGA amplification on a steep slope is larger than on a gentle slope,and the PGA amplification on a gentle slope is larger than inside the slope.
引文
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[2]胡卸文,黄润秋,施裕兵,等.唐家山滑坡堵江机制及堰塞湖溃坝模式分析[J].岩石力学与工程学报,2009,28(1):181-188.HU Xiewen,HUANG Runqiu,SHI Yubing,et al.Analysis of blocking river mechanism of tangjiashanlandslide and dam-breaking mode of its barrier dam[J].Chinese Journal of Rock Mechanics and Engineering,2009,28(1):181-188.
[3]崔芳鹏,胡瑞林,殷跃平,等.纵横波时差耦合作用的斜坡崩滑效应离散元分析:以北川唐家山滑坡为例[J].岩石力学与工程学,2010,29(2):319-327.CUI Fangpeng,HU Ruilin,YIN Yueping,et al.Discrete element analysis of collapsing and slidingresponse of slope triggered by time difference couplingeffects of p and s seismic waves:taking Tangjiashanlandslide in Beichuan county for example[J].ChineseJournal of Rock Mechanics and Engineering,2010,29(2):319-327.
[4]王秀英,聂高众,王登伟.汶川地震诱发滑坡与地震动峰值加速度的对应关系研究[J].岩石力学与工程学报,2010,29(1):82-89.WANG Xiuying,NIE Gaozhong,WANG Dengwei.Study on the direction effects of landslides triggered bywenchuan earthquake[J].Chinese Journal of RockMechanics and Engineering,2010,29(1):82-89.
[5]冯文凯,许强,黄润秋.斜坡震裂变形力学机制初探[J].岩石力学与工程学报,2009,28(1):3124-3129.FENG Wengai,XU Qiang,HUANG Runqiu.Preliminary study on mechanical mechanism of slopeearthquake-induced deformation[J].Chinese Journal ofRock Mechanics and Engineering,2009,28(1):3124-3129.
[6]毛彦龙,胡广韬,毛新虎,等.地震滑坡启程剧动的机制研究及离散元模拟[J].工程地质报,2001,9(1):74-80.MAO Yanlong,HU Guangtao,MAO Xinhu,et al.Mechanism of set-out violent-slide of slope mass duringearthquake and its simulation by using discrete elementmethod[J].Journal of Engineering Geology,2001,9(1):74-80.
[7]祁生文,伍法权,刘春玲,等.地震边坡稳定性的工程地质分析[J].岩石力学与工程学报,2004,23(16):2792-2796.QI Shengwen,WU Faquan,LIU Chunling,et al.Engineering geology analysis on stability of slope underearthauake[J].Chinese Journal of Rock Mechanics andEngineering,2004,23(16):2792-2796.
[8]李世海,刘天萍.论滑坡稳定性分析方法[J].岩石力学与工程学报,2009,28(增刊2):1-16.LI Shihai,LIU Tianping.Analysis method for landslidestability[J].Chinese Journal of Rock Mechanics andEngineering,2009,28(Sup.2):1-16.
[9]王来贵,赵娜,李天斌.强震诱发单一弱面斜坡塌滑有限元模拟[J].岩石力学与工程学报,2009,28(增刊1):3163-3167.WANG Laigui,ZHAO Na,LI Tianbin.Finite elementsimulation of collapse and sliding of slope with singleweak plane induced by strong earthquake[J].ChineseJournal of Rock Mechanics and Engineering,2009,28(Sup.1):3163-3167.
[10]吴顺川,张晓平,刘洋.基于颗粒元模拟的含软弱夹层类土质边坡变形破坏过程分析[J].岩土力学,2008,29(11):2989-2904.WU Shunchuan,ZHANG Xiaoping,LIU Yang.Analysis of failure process of similar soil slope withweak intercalated layer based on particle flowsimulation[J].Rock and Soil Mechanics,2008,29(11):2989-2904.
[11]郑颖人,叶海林,黄润秋.地震边坡破坏机制及其破裂面的分析探讨[J].岩石力学与工程学报,2009,28(8):1714-1 723.ZHENG Yingren,YE Hailing,HUANG Runqiu.Analysis and discussion of failure mechanism andfracture surface of slope under earthquake[J].ChineseJournal of Rock Mechanics and Engineering,2009,28(8):1714-1723.
[12]曹琰波,戴福初.唐家山滑坡变形运动机制的离散元模拟[J].岩石力学与工程学报,2011,30(增刊1):2878-2887.CAO Yanbo,DAI Fuchu.Discrete element simulationof deformation and movement mechanism fortangjiashan landslide[J].Chinese Journal of RockMechanics and Engineering,2011,30(Sup.1):2878-2887.
[13]许强,李为乐.汶川地震诱发滑坡方向效应研究[J].四川大学学报:工程科学版,2010,42(增刊2):7-14.XU Qiang,LI Weile.Study on the direction effects oflandslides triggered by wenchuan earthquake[J].Journal of Sichuan University:Engineering ScienceEdition,2010,42(Sup.2):7-14.
[14]许冲,戴福初,徐锡伟.汶川地震滑坡灾害研究综述[J].地质评论,2010,56(6):860-874.XU Chong,DAI Fuchu,XU Xiwei.The state of theart of the research on seismic landslide hazard inwenchuan earthquake[J].Geology Reviewer,2010,56(6):860-874.
[15]殷跃平.汶川八级地震地质灾害研究[J].工程地质学报,2008,16(4):433-444.YIN Yueping.Researches on the geo-hazards triggeredby wenchuan earthquake,sichuan[J].Journal ofEngineering Geology,2008,16(4):433-444.
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