地震作用下桥台滑移计算方法及应用
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摘要
针对汶川地震中大量桥台出现局部坍塌,产生永久滑移现象,提出了地震作用下桥台滑移计算方法。传统方法单一采用拟静力抗震稳定性安全系数,并不能准确评定桥台的动力稳定性,为此将桥台滑移地震动力响应分析与稳定系数分析方法相结合,通过采用毕肖普法计算桥台岸坡上潜在滑动面的稳定系数,对其中稳定系数小于1.25的瞬时超载滑移体,通过时间积分计算潜在滑动体的滑移量。最后结合算例,并通过计算探讨了滑移体各力学参数对桥台地震位移及地震性能的影响。
In view of this situation that a large number of partial collapse of the abutment have permanent slip phenomenon in Wenchuan Earthquake,the calculation method of abutment slipping under earthquake is put forward.Traditional methods adopt the safety factor of single quasi-static seismic stability,which can not assess the dynamic stability of abutment for the slipping accurately,then the analysis of abutment seismic dynamic response is combined with the analysis of stability coefficient,through the Bishop method to calculate the stability coefficient of potential slipping surface of slope,for the instantaneous overloading slipping body in which its stability coefficient is less than 1.25,the potential slip volume of slipping body is calculated by the time integral.Finally,the effects of mechanical parameters of the slipping body on the displacement and seismic performance of the abutment are discussed by taking an example and calculating.
In view of this situation that a large number of partial collapse of the abutment have permanent slip phenomenon in Wenchuan Earthquake,the calculation method of abutment slipping under earthquake is put forward.Traditional methods adopt the safety factor of single quasi-static seismic stability,which can not assess the dynamic stability of abutment for the slipping accurately,then the analysis of abutment seismic dynamic response is combined with the analysis of stability coefficient,through the Bishop method to calculate the stability coefficient of potential slipping surface of slope,for the instantaneous overloading slipping body in which its stability coefficient is less than 1.25,the potential slip volume of slipping body is calculated by the time integral.Finally,the effects of mechanical parameters of the slipping body on the displacement and seismic performance of the abutment are discussed by taking an example and calculating.
引文
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[2]张鹏,陈新民,王旭东.近断层地震动与汶川地震灾区滑坡破坏特征分析[J].南京工业大学学报:自然科学版,2009,31(1):55-59.
[3]李鸿晶,陆鸣,温增平,罗韧.汶川地震桥梁震害的特征[J].南京工业大学学报:自然科学版,2009,31(1):24-29.
[4]吴世明.土动力学[M].北京:中国建筑工业出版社.2000.
[5]庄建琦,崔鹏,葛永刚.5.12汶川地震崩塌滑坡分布特征及影响因子评价——以都江堰至汶川公路沿线为例[J].地质科技情报,2009,28(2):16-22.
[6]李德武,梁波,韩文峰.桥台岸坡滑移地震稳定性分析[J].岩石力学与工程学报,2003(2):2813-2818.
[7]Conte J P,Pister K S,Mahin S A.Influence of the earth-quake ground motion process and structural properties onresponse characteristis of simple structures[R].CA:University of California,1990.
[8]Scholl R E,King J L.Strong Ground Motion Simula-tion and Earthquake Engineering Applications[M].CA:Earthquake Engineering Research Institute,1985.
[9]Bishop A W.The use of the slip circle in the stabilityanalysis of slopes[J].Geotechique,1955,(5):7-17.
[10]吕艳,齐怀恩.桥台抗滑移的稳定可靠度[J].公路,2002,(1).
[11]张鲁渝,郑颖人.简化Bishop法的扩展及其在非圆弧滑面中的应用[J].岩土力学,2004,25(6):927-934.
[12]Zhong-ren,Qiang YANG,Qi-ming SHEN,Xiao-wenWANG.Determination of rock resistant coefficientbased on Mohr-Coulomb criterion for underwater tun-nel[J].Journal of Zhejiang University 2008,9(10).
[13]谢旭.桥梁结构地震响应与抗震设计[M].北京:人民交通出版社.2006.
[14]王志华.山区公路建设中的边坡治理技术[J].工程质量,2006,(2):18-21.
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