地震作用下折线型滑面斜坡的动力响应
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摘要
折线型滑面斜坡是一种常见的滑坡类型,在地震作用下的动力响应非常复杂。为了研究地震作用下折线型滑面斜坡的动力响应,应用动力响应时程分析法,利用大型有限元软件ANSYS建立了数值模型。首先分析了模型在静力作用下的力学特性,然后对模型输入地震波,分析模型在动力作用下的动力响应。通过分析得到,斜坡在地震动力作用下出现了应力转移,节理上下两侧岩层发生错动,由于锁固段的存在,斜坡下部错动大于上部。研究斜坡属于后发型滑坡,地震作用虽未使斜坡发生破坏,但由于地震作用的累积效应,使斜坡的稳定性降低。
Slope with broken line slip surface is a common type of landslide,and the dynamic response under the action of earthquake is very complex.In order to study the dynamic response of slope with broken line slip surface under the action of earthquake,applying time history analysis method,the numerical model with ANSYS finite element software was established.The mechanical properties under static behavior was analyzed,then by inputting seismic waves to the model,the dynamic response under dynamic loading was analyzed.The results showed that stress-transfer occurred in the slope under earthquake action,rock bed dislocation occurred on both sides of the joint,and the dislocation of lower part was larger than upper part since the existence of lock-fixed section.Since the studied slope was a latecomer-landslide,earthquake action didn't damage it,but the cumulative effect of the earthquake reduced its stability.
Slope with broken line slip surface is a common type of landslide,and the dynamic response under the action of earthquake is very complex.In order to study the dynamic response of slope with broken line slip surface under the action of earthquake,applying time history analysis method,the numerical model with ANSYS finite element software was established.The mechanical properties under static behavior was analyzed,then by inputting seismic waves to the model,the dynamic response under dynamic loading was analyzed.The results showed that stress-transfer occurred in the slope under earthquake action,rock bed dislocation occurred on both sides of the joint,and the dislocation of lower part was larger than upper part since the existence of lock-fixed section.Since the studied slope was a latecomer-landslide,earthquake action didn't damage it,but the cumulative effect of the earthquake reduced its stability.
引文
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[16]Liu Jingbo,Lv Yandong.Adirect method for analysis of dy-namic soil-structure interaction[J].China Civil EngineeringJournal,1998,31(3):55-64.[刘晶波,吕彦东.结构地基动力相互作用问题分析的一种直接方法[J].土木工程学报,1998,31(3):55-64.]
[17]Qi Shengwen.Engineering geology analysis on stability ofslope under earthquake[J].Chinese Journal of Rock Me-chanics and Engineering,2004,23(16):2792-2797.[祁生文.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):2792-2797.]
[2]Sarma S K.Stability analysis of embankments and slopes[J].ASCE Journal of the Geotechnical Engineering Divi-sion,1979,105(12):1511-1524.
[3]陈祖煜,汪小刚,杨健,等.岩质边坡稳定分析———原理.方法.程序[M].北京:中国水利水电出版社,2005.
[4]Liu Liping,Lei Zunyu,Zhou Fuchun.The evaluation of seismicslope stability analysis methods[J].Journal of Chongqing Jiao-tong University,2001,20(3):83-88.[刘力平,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.]
[5]Newmark N M.Effects of earthquakes on dams and embank-ments[J].Geotechnique,1965,15(2):139-160.
[6]Liu Hongshuai,Bo Jingshan.Reviewon study of seismic sta-bility analysis of rock-soil slopes[J].Earthquake engineer-ing and engineering vibration,2005,20(1):164-171.[刘红帅,薄景山.岩土边坡地震稳定性分析研究评述[J].地震工程与工程振动,2005,20(1):164-171.]
[7]Shao Longtan,Tang Hongxiang,Kong Xianjing,et al.Finiteelement analysis for slope stability of earth-rock dam underthe action of stochastic seismic[J].Journal of Hydraulic En-gineering,1999(11):66-71.[邵龙潭,唐洪祥,孔宪京,等.随机地震作用下土石坝边坡的地震稳定性分析[J].水利学报,1999(11):66-71.]
[8]Liu Heping,Guo Yonggang.Dynamic response analysis ofrocky side alope under different incidence angles of seismicwaves[J].Water Resources and Power,2010,28(1):77-79.[刘和平,郭永刚.岩质边坡在不同地震波入射方向下的动力响应分析[J].水电能源科学,2010,28(1):77-79.]
[9]王松涛,曹资.现代抗震设计方法[M].北京:中国建筑工业出版社,1997:46-53.
[10]龚思礼.建筑抗震设计[M].北京:中国建筑工业出版社,1994:117-129.
[11]Wang Huanling,Xu Weiya.3D dynamical response analysisof high rock slope related to hydropower project in high in-tensive seismic region[J].Chinese Journal of Rock Mechan-ics and Engineering,2005,24(S2):5890-5895.[王环玲,徐卫亚.高烈度区水电工程岩石高边坡三维地震动力响应分析[J].岩石力学与工程学报,2005,24(增刊2):5890-5895.]
[12]Stevenl K.Geotechnical earthquake engineering[M].Up-per Saddle River,NJ:Prentice-Hall Inc,1996:423-462.
[13]Huang Zongming,Bai Shaoliang.Reviewon the damping inearthquake response time-history analysis of structures[J].Earthquake Engineering and Engineering Vibration,1996,2(16):95-105.[黄宗明,白绍良.结构地震反应时程分析中的阻尼问题评述[J].地震工程与工程振动,1996,2(16):95-105.]
[14]Gillies A G,Shepherd R.Prediction of post-elastic seismicresponse of structures by a mode superposition technique[J].Nat Soc Earthquake Engrg,1983,16(3):87-99.
[15]Liu Jingbo,Wang Zhenyu,Du Xiuli,et al.Three dimension-al viscous-spring artificial boundaries in time domain forwavemotion problems[J].Engineering Mechanics,2005,22(6):46-51.[刘晶波,王振宇,杜修力,等.波动问题中的三维时域粘弹性人工边界[J].工程力学,2005,22(6):46-51.]
[16]Liu Jingbo,Lv Yandong.Adirect method for analysis of dy-namic soil-structure interaction[J].China Civil EngineeringJournal,1998,31(3):55-64.[刘晶波,吕彦东.结构地基动力相互作用问题分析的一种直接方法[J].土木工程学报,1998,31(3):55-64.]
[17]Qi Shengwen.Engineering geology analysis on stability ofslope under earthquake[J].Chinese Journal of Rock Me-chanics and Engineering,2004,23(16):2792-2797.[祁生文.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):2792-2797.]
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