汶川地震中唐家山滑坡稳定性研究
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摘要
根据唐家山边坡滑坡前的基本地形地貌,建立相关模型,采用Mohr-Coulomb准则,利用折减强度法计算其安全系数,并分析在地震波作用下唐家山滑坡的稳定性状况。安全系数计算结果显示,边坡模型在自然状态(即只有重力作用)下的安全系数为1.46,表明边坡在自然状态下是相对稳定的。选取汶川地震最初30秒幅值较大的地震波,对边坡采用自由场边界条件进行分析计算,结果表明边坡在地震作用下将在坡面产生贯通的塑性区,这一塑性区与真实的滑坡坡体一致,由于地震加速度的作用边坡将产生较大的位移和速度,这些大的位移和速度在边坡滑坡后将产生巨大的能量,造成灾难和损失。
The numerical model of Tangjiashan landslide is established to analyze its slope stability with Mohr-Coulomb theory and the strength reduction method.Firstly,the slope stability is simulated numerically under the natural state(only with the gravity action),and the calculated safety factor is 1.46,which indicates that the slope is relatively stable under the natural state.Secondly,Tangjiashan landslide stability is numerically simulated with large amplitude seismic wave of initial 30 seconds in Wenchuan earthquake,and calculates the free field boundary condition for the slope.The results show that the piercing plastic zone in slope is produced in Wenchuan earthquake,and the simulation plastic zone is good agreement with the real landslide slope body.Because of the earthquake acceleration,larger displacement and velocity of the slope appearing,which produce tremendous energy in the landslide and cause serious disaster and loss.
The numerical model of Tangjiashan landslide is established to analyze its slope stability with Mohr-Coulomb theory and the strength reduction method.Firstly,the slope stability is simulated numerically under the natural state(only with the gravity action),and the calculated safety factor is 1.46,which indicates that the slope is relatively stable under the natural state.Secondly,Tangjiashan landslide stability is numerically simulated with large amplitude seismic wave of initial 30 seconds in Wenchuan earthquake,and calculates the free field boundary condition for the slope.The results show that the piercing plastic zone in slope is produced in Wenchuan earthquake,and the simulation plastic zone is good agreement with the real landslide slope body.Because of the earthquake acceleration,larger displacement and velocity of the slope appearing,which produce tremendous energy in the landslide and cause serious disaster and loss.
引文
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[12]许强,董秀军.汶川地震大型滑坡成因模式[J].地球科学:中国地质大学学报,2011,36(6):1134～1142.XU Qiang,DONG Xiu-jun.Genetic types of large-scale landslides induced by Wenchuan earthquake[J].Earth Science:Journal of China University of Geosciences,2011,36(6):1134～1142.
[13]赵川,付建军,贾柠骏,等.基于强度折减系数法的基坑数值仿真分析[J].城市地质,2009,4(3):29～31.ZHAO Chuan,FU Jian-jun,JIA Ning-jun,et al.Numerical simulation of foundation pit based on the shear strength reduction[J].Urban Geology,2009,4(3):29～31.
[2]史丹,陈蕴生,韩信,等.岩质边坡地震动力稳定性研究进展[J].西北农林科技大学学报:自然科学版,2006,34(2):147～152.SHI Dan,CHEN Yun-sheng,HAN Xin,et al.The evaluation of seismic dynamic stability of rock slope[J].Journal of Northwest A&F University:Natural Science Edition,2006,34(2):147～152.
[3]杜宇本,郑光,蒋良文,等.大瑞铁路澜沧江大桥工程边坡稳定性三维数值模拟分析[J].地质力学学报,2010,16(1):108～114.DU Yu-ben,ZHENG Guang,JIANG Liang-wen,et al.3D numerical simulation of slope stability of Lancangjiang Bridge onDali-Ruili Railway[J].Journal of Geomechanics,2010,16(1):108～114.
[4]王治华,杜明亮,郭兆成,等.缓倾滑坡地质力学模型研究——以冯店滑坡为例[J].地质力学学报,2012,18(2):97～119.WANG Zhi-hua,DU Ming-liang,GUO Zhao-cheng,et al.Study on the geomechanical model of landslide with low dip angle strata structure:Taking Fengdian landslide as an example[J].Journal of Geomechanics,2012,18(2):97～119.
[5]陶骞,刘超,朱志铭,等.多工况下汉源二蛮山滑坡机理数值模拟[J].地质力学学报,2012,18(4):440～450.TAO Qian,LIU Chao,ZHU Zhi-ming,et al.Numerical simulation of landslide mechanism at Ermanshan of Hanyuan under different conditions[J].Journal of Geomechanics,2012,18(4):440～450.
[6]唐洪祥,邵龙潭.地震动力作用下有限元土石坝边坡稳定性分析[J].岩石力学与工程学报,2004,23(8):1318～1324.TANG Hong-xiang,SHAO Long-tan.Finite element analysis on slope stability of earth-rock dam under earthquake[J].Chinese Journal of Rock Mechanics and Engineering,2004,23(8):1318～1324.
[7]许建聪,尚岳全,田晓娟.三维弹塑性接触有限元滑坡稳定性分析[J].地质力学学报,2006,12(2):150～159.XU Jian-cong,SHANG Yue-quan,TIAN Xiao-juan.Landslide stability analysis by the3D elasticplastic contact finite element algorithm[J].Journal of Geomechanics,2006,12(2):150～159.
[8]张永双,王红才.砂黄土高边坡稳定性的数值模拟研究[J].地质力学学报,2004,10(4):357～365.ZHANG Yong-shuang,WANG Hong-cai.Numerical simulation of the stability of high sand loess slopes[J].Journal of Geomechanics,2004,10(4):357～365.
[9]郭彬彬,赵卫华,王红才,等.千灵山岩质边坡地质雷达探测及稳定性分析[J].地质力学学报,2013,19(1):104～112.GUO Bin-bin,ZHAO Wei-hua,WANG Hong-cai,et al.Geological radar survey and stability analysis of rock slope in Qianling Mountain based on strength reduction FEM[J].Journal of Geomechanics,2013,19(1):104～112.
[10]胡卸文,黄润秋,施裕兵,等.唐家山滑坡堵江机制及堰塞坝溃坝模式分析[J].岩石力学与工程学报,2009,28(1):181～189.HU Xie-wen,HUANG Run-qiu,SHI Yu-bing.et al.Analysis of blocking river mechanism of Tangjiashan landslide and dam-breaking mode of its barrier dam[J].Chinese Journal of Rock Mechanics and Engineering,2009,28(1):181～189.
[11]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].岩石力学与工程学报,2010,29(2):319～327.CUI Fang-peng,HU Rui-lin,YIN Yue-ping,et al.Discrete element analysis of collapsing and sliding response of slope triggered by time difference coupling effects of P and S seismic waves:Taking Tangjiashan landslide in Beichuan County for example[J].Chinese Journal of Rock Mechanics and Engineering,2010,29(2):319～327.
[12]许强,董秀军.汶川地震大型滑坡成因模式[J].地球科学:中国地质大学学报,2011,36(6):1134～1142.XU Qiang,DONG Xiu-jun.Genetic types of large-scale landslides induced by Wenchuan earthquake[J].Earth Science:Journal of China University of Geosciences,2011,36(6):1134～1142.
[13]赵川,付建军,贾柠骏,等.基于强度折减系数法的基坑数值仿真分析[J].城市地质,2009,4(3):29～31.ZHAO Chuan,FU Jian-jun,JIA Ning-jun,et al.Numerical simulation of foundation pit based on the shear strength reduction[J].Urban Geology,2009,4(3):29～31.
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