基于极限平衡理论的边坡动力稳定性数值分析
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摘要
目的将边坡稳定分析的有限元法与极限平衡法相结合,研究地震作用下边坡稳定性,为边坡在地震作用下的防护提供依据.方法应用专门针对地震荷载作用下边坡稳定性分析的有限元软件,建立边坡结构计算的二维有限元模型,在基岩底部输入调整峰值加速度后的EL-Centro波,获得边坡整体的应力场,得到各土条界面上的不做任何假设的条间力,然后运用极限平衡理论进行求解并与传统的拟静力法进行比较.结果利用有限元法与极限平衡法耦合计算所得边坡稳定性系数与拟静力法的结果相差不大,前者比后者大0.057.结论有限元法与极限平衡法相结合用来分析地震作用下的边坡稳定性是可行的.该方法不再做任何条间力的假设,保持了理论的严密性,计算结果更加符合实际.
A method combining the elastoplastic finite element method(FEM)with the limit equilibrium method is proposed to analyze the slope stability problems on the earthquake action,provides theoretical bases for the design of the Slope Protection under earthquake.Professional software is used to analyze the slope stability problems under earthquake,and then it establishes a two-dimensional finite element model for the slop.By inputing the El-Centro earthquake wave to the bedrock,the paper can get the whole stress field of the slope to obtain all forces between the slices on the interface without doing any hypothesis,and then compare the limit equilibrium theory with the traditional pseudo-static method.The factor of safety can be achieved from using the elastoplastic finite element method,together with the limit equilibrium which is different from pseudo-static method,and the former is 0.057 bigger than the latter.It is practicable to combine the elastoplastic finite element method with the limit equilibrium method to analyze the slope stability problems under earthquake.This method can obtain the forces between the slices with no hypothesis to keep the theory more rigorous,and the calculation results are more practical.
A method combining the elastoplastic finite element method(FEM)with the limit equilibrium method is proposed to analyze the slope stability problems on the earthquake action,provides theoretical bases for the design of the Slope Protection under earthquake.Professional software is used to analyze the slope stability problems under earthquake,and then it establishes a two-dimensional finite element model for the slop.By inputing the El-Centro earthquake wave to the bedrock,the paper can get the whole stress field of the slope to obtain all forces between the slices on the interface without doing any hypothesis,and then compare the limit equilibrium theory with the traditional pseudo-static method.The factor of safety can be achieved from using the elastoplastic finite element method,together with the limit equilibrium which is different from pseudo-static method,and the former is 0.057 bigger than the latter.It is practicable to combine the elastoplastic finite element method with the limit equilibrium method to analyze the slope stability problems under earthquake.This method can obtain the forces between the slices with no hypothesis to keep the theory more rigorous,and the calculation results are more practical.
引文
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[3]Ausilio E,Conte E,Dente G.Seismic stability analy-sis of reinforced slopes[J].Soil Dynamics andEarthquake Engineering,2000,19(3):159-172.
[4]Wang C,Tannant D D,Lilly P A.Numerical analysisof the stability of heavily jointed rock slopes usingPFC2D[J].International Journal of Rock Mechanicsand Mining Sciences,2003,40(3):415-424.
[5]Li X.Finite element analysis of slope stability usinga nonlinear failure criterion[J].Computers andGeotechnics,2007,34(3):127-136.
[6]Griffiths D V,Fenton G A.Probabilistic slope stabili-ty analysis by finite elements[J].Journal ofGeotechnical and Geoenvironmental Engineering,2004,130(5):507-51.
[7]Hermanns R L,Blikra L H,Naumann M,et al.Ex-amples of multiple rock-slope collapses from Kofels(Otz valley,Austria)and wester Norway[J].Engi-neering Geology,2006,83(1/2/3):94-108.
[8]Joanna C H,Liu S H.Slope failure characteristicsand stabilization methods[J].Canadian GeotechnicalJournal,2007,44(4):377-39.
[9]张克恭.GB50007-2002建筑地基基础设计规范[S].北京:中国建筑工业出版社,2002.(Zhang Kegong.GB50007-2002Code for design ofbuilding foundation[S].Beijing:China Architecture&Building Press,2002.)
[10]李海光.新型支挡结构设计与工程实例[M].北京:人民交通出版社,2004.(Li Haiguang.Design and engineering example of anew pattern retaining structure[M].Beijing:ChinaCommunications Press,2004,)
[11]晏同珍.滑坡学[M].武汉:中国地质大学出版社,2000.(Yan Tongzhen.Landslide subject[M].Wuhan:China University of Geosciences Press,2000.)
[12]陈祖煜.土质边坡稳定分析-原理方法程序[M].北京:中国水利水电出版社,2003.(Chen Zuyu.Stability analysis of landslide-theorymethod procedure[M].Beijing:China WaterpubPress,2003.)
[13]胡聿贤.GB17741-2005工程场地地震安全性评价[S].北京:中国标准出版社,2005.(Hu Yuxian.GB17741-2005Evaluation of seismicsafety for engineering sites[S].Beijing:ChineseStandard Press,2005.)
[14]蔡美峰,何满潮.岩石力学与工程[M].北京:科学出版社,2007.(Cai Meifeng,He Manchao.Rock mechanics and en-gineering[M].Beijing:Science Press,2007.)
[15]吴万平.JTG D30-2004公路路基设计规范[S].北京:中国标准出版社,2004.(Wu Wanping.JTG D30-2004Specifications fordesign of highway subgrades[S].Beijing:ChineseStandard Press,2004.)
[16]郑生庆.GB50330-2002建筑边坡技术规范[S].北京:中国建筑工业出版社,2002.(Zheng Shengqing.GB50330-2002Technical codefor building slope engineering[S].Beijing:ChinaArchitecture&Building Press,2002.)
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