地震作用下陡岩崩塌颗粒离散元数值模拟研究
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摘要
基于江坪河水电站陡岩边坡,进行块体倾覆分析确定地震影响下潜在的破坏位置,推导地震波在颗粒介质内中传播时的边界条件设置公式,用二维颗粒离散元模拟分析地震作用下陡岩的崩塌灾害。结果表明:基于颗粒离散元的崩塌灾害分析方法可通过颗粒运动轨迹来判断边坡是否稳定,研究边坡破坏扩展过程,并可通过修改边界颗粒的属性来模拟入射地震波及透射边界,可最大限度模拟荷载–岩性–灾害发展的耦合作用;地震作用下顺坡向陡倾角卸荷裂隙发育是影响陡岩边坡稳定的控制性结构面,表层发生局部崩塌、块体失稳的可能性较大,其破坏机制为高烈度地震作用下从表层局部块体崩落开始,继而沿着节理裂隙快速扩展直至上部岩体产生崩塌,破坏规模则主要取决于顺层向裂隙的发育深度。该方法可为崩塌失稳边坡的稳定性研究及灾害预测提供理论依据。
Based on analysis of high-steep slope at Jiangping River hydropower project,the block overturning analysis method is used to determine the potential damage zone under seismic loading,and then wave propagation equation and boundary condition equation are derived.The collapse disaster of high-steep slope is studied according to two-dimensional granular flow method.The results show that the stability of slope can be determined by particle trajectories with the collapse hazard analysis of granular discrete element method.Then the path of destruction can be studied.By modifying the properties of boundary particles,the incident seismic wave and transmitting boundary condition can be simulated,so it will maximally simulate the coupling process of loading,rock properties and the development of disaster.It also shows that the development of longitudinal unloading fissures whose dip angle is approximately equal to slope free surface is the controlling factor to the stability of high-steep slope under seismic loads,and local collapse and block instability may occur on the superficial slope.The process of collapse starts from the partial avalanche of surface rock mass when an earthquake occurs,then it extends rapidly along the fissures until it gets up to the upper rock under high-intensity earthquake.The scale of collapse is mainly decided by the depth of development of fissures.Therefore,the proposed method can provide a theoretical basis for the stability study of high-steep slope as well as the disaster prediction.
Based on analysis of high-steep slope at Jiangping River hydropower project,the block overturning analysis method is used to determine the potential damage zone under seismic loading,and then wave propagation equation and boundary condition equation are derived.The collapse disaster of high-steep slope is studied according to two-dimensional granular flow method.The results show that the stability of slope can be determined by particle trajectories with the collapse hazard analysis of granular discrete element method.Then the path of destruction can be studied.By modifying the properties of boundary particles,the incident seismic wave and transmitting boundary condition can be simulated,so it will maximally simulate the coupling process of loading,rock properties and the development of disaster.It also shows that the development of longitudinal unloading fissures whose dip angle is approximately equal to slope free surface is the controlling factor to the stability of high-steep slope under seismic loads,and local collapse and block instability may occur on the superficial slope.The process of collapse starts from the partial avalanche of surface rock mass when an earthquake occurs,then it extends rapidly along the fissures until it gets up to the upper rock under high-intensity earthquake.The scale of collapse is mainly decided by the depth of development of fissures.Therefore,the proposed method can provide a theoretical basis for the stability study of high-steep slope as well as the disaster prediction.
引文
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[18]ZHANG C H,PEKAU O A,JIN F,et al.Application of distinctelement method in dynamic analysis of high rock slopes and blockystructures[J].Soil Dynamics and Earthquake Engineering,1997,16(6):385–394.
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[20]Itasca Consulting Group Inc..PFC2Dparticle flow code in 2 dimensions,user s guide[R].Minneapolis:Itasca Consulting Group Inc.,2002:50–66.
[2]王建钧,曹净.岩质陡高边坡稳定性分析方法与治理方案探讨[J].岩土工程界,2010,10(12):57–59.(WANG Jianjun,CAO Jing.Theanalysis method of high and steep rock slopes and discussion on thetreatment scheme[J].Geotechnical Engineering World,2010,10(12):57–59.(in Chinese))
[3]何建平,于远忠.川中危岩崩塌稳定分析评价[J].四川建筑科学研究,2007,33(5):69–72.(HE Jianping,YU Yuanzhong.Stabilityanalysis and evaluation of the deformed dangerous rock collapsing[J].Sichuan Building Science,2007,33(5):69–72.(in Chinese))
[4]郑颖人,叶海林,黄润秋,等.地震边坡稳定性分析探讨[C]//第十一届中国科协年会论文集(2).北京:中国科学技术协会学会学术部,2009:1 174–1 184.(ZHENG Yingren,YE Hailin,HUANGRunqiu,et al.Study on the stability analysis of earthquake slope[C]//Proceedings of the 11th China Science Association(2).Beijing:Academic Department of China Association for Science andTechnology,2009:1 174–1 184.(in Chinese))
[5]叶海林,黄润秋,郑颖人,等.地震作用下边坡稳定性安全评价的研究[J].地下空间与工程学报,2009,5(6):1248–1257.(YEHailin,HUANG Runqiu,ZHENG Yingren,et al.The study of safetyevaluation on slope seismic stability[J].Chinese Journal of UndergroundSpace and Engineering,2009,5(6):1 248–1 257.(in Chinese))
[6]万洪,胡春林.地震荷载作用下岩质边坡稳定性分析[J].建材世界,2009,30(3):106–109.(WAN Hong,HU Chunlin.Rock slopestability analysis under earthquake load[J].The World of BuildingMaterials,2009,30(3):106–109.(in Chinese))
[7]祁生文.岩质边坡动力反应分析[M].北京:科学出版社,2007:77–98.(QI Shengwen.Dynamic response analysis of rock slope[M].Beijing:Science Press,2007:77–98.(in Chinese))
[8]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 Yunsheng,HAN Xin,et al.The evaluation ofseismic dynamic stability of rock slope[J].Journal of NorthwestSci-Tech University of Agriculture and Forestry:Natural Science,2006,34(2):147–152.(in Chinese))
[9]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,2001,20(3):83–88.(LIU Liping,LEI Zunyu,ZHOUFuchun.The evaluation of seismic slope stability analysis methods[J].Journal of Chongqing Jiaotong University,2001,20(3):83–88.(inChinese))
[10]ALLISON R J,KIMBER O G.Modelling failure mechanisms toexplain rock slope change along the isle of Purbeck coast,UK[J].Earth Surface Processes and Landforms,1998,23(8):731–750.
[11]WANG C,TANANT D D,LILLY P A.Numerical analysis of thestability of heavily jointed rock slopes using PFC2D[J].InternationalJournal of Rock Mechanics and Mining Sciences,2003,40(3):415–424.
[12]TANG C L,HU J C,LIN M L,et al.The Tsaoling landslide triggeredby the Chi-Chi earthquake,Taiwan:INsights from a discrete elementsimulation[J].Engineering Geology,2009,106(1/2):1–19.
[13]任青文,余天堂.边坡稳定的块体单元法分析[J].岩石力学与工程学报,2001,20(1):20–24.(REN Qingwen,YU Tiantang.Slopestability analysis with block element method[J].Chinese Journal ofRock Mechanics and Engineering,2001,20(1):20–24.(in Chinese))
[14]黄可明,郑鸣芳.块体系统不连续变形分析(DDA)方法评述[J].水利科技,2004,(1):44–46.(HUANG Keming,ZHENG Mingfang.Review of discontinuous deformation analysis in block system[J].Hydraulic Science and Technology,2004,(1):44–46.(in Chinese))
[15]PONT S D,DIMNET E.A theory for multiple collisions of rigid solidsand numerical simulation of granular flow[J].International Journal ofSolids and Structures,2006,43(20):6 100–6 114.
[16]李新坡,何思明.节理岩质边坡破坏过程的PFC2D数值模拟分析[J].四川大学学报:工程科学版,2010,42(增1):70–75.(LIXinpo,HE Siming.Numerical analysis of the failure of heavily jointedrock slopes using PFC2D[J].Journal of Sichuan University:EngineeringScience,2010,42(Supp.1):70–75.(in Chinese))
[17]贺续文.基于离散单元法的节理岩体边坡稳定性分析[硕士学位论文][D].湘潭:湘潭大学,2010.(HE Xuwen.Numerical analysis of thestability of jointed rock slope based on DEM[M.S.Thesis][D].Xiangtan:Xiangtan university,2010.(in Chinese))
[18]ZHANG C H,PEKAU O A,JIN F,et al.Application of distinctelement method in dynamic analysis of high rock slopes and blockystructures[J].Soil Dynamics and Earthquake Engineering,1997,16(6):385–394.
[19]中华人民共和国行业标准编写组.DL/T5353—2006水电水利工程边坡设计规范[S].北京:中国电力出版社,2007.(The ProfessionalStandards Compilation Group of People s Republic of China.DL/T5353—2006 Design specification for slope of hydropower andwater conservancy project[S].Beijing:China Electric Power Press,2007.(in Chinese))
[20]Itasca Consulting Group Inc..PFC2Dparticle flow code in 2 dimensions,user s guide[R].Minneapolis:Itasca Consulting Group Inc.,2002:50–66.
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