考虑地基辐射阻尼的结构静动综合响应计算
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摘要
推导了便于工程应用的底边界同时入射三向地震波时地基底边界和四个侧边界相应于黏弹性边界的地震动输入公式;对目前静动力分析中边界条件不统一的解决方法进行了综述,分析了其合理性;由工程实例可以看出,由基本方法求得的结构最大主应力较直接用黏弹性动力边界求解静力问题的方法更加接近实际,而最大主应力往往控制着材料的损伤破坏,因此,虽然操作过程比较麻烦,但仍建议用基本方法求解结构的静动综合响应。
Earthquake input formulae for the side and bottom of foundation corresponding to viscous-spring boundary were derived when the seismic waves in three directions are simultaneously input,which is more convenient to be used for engineering applications.The research status of methods solving the inconsistent boundary conditions in the static and dynamic analysis was summarized and their rationality was analysed.Taking the real project as a case,it can be well seen that the structure's maximum principal stress obtained by using the basic method approaches more closely to the reality compared with that from the direct use of viscous-spring dynamic boundary to solve the static problem.The damage and failure of material are often under the control of the maximum principal stress,therefore,the basic method is advised to solve comprehensive response of structure under static and dynamic loads although it is cumbersome to implement.
Earthquake input formulae for the side and bottom of foundation corresponding to viscous-spring boundary were derived when the seismic waves in three directions are simultaneously input,which is more convenient to be used for engineering applications.The research status of methods solving the inconsistent boundary conditions in the static and dynamic analysis was summarized and their rationality was analysed.Taking the real project as a case,it can be well seen that the structure's maximum principal stress obtained by using the basic method approaches more closely to the reality compared with that from the direct use of viscous-spring dynamic boundary to solve the static problem.The damage and failure of material are often under the control of the maximum principal stress,therefore,the basic method is advised to solve comprehensive response of structure under static and dynamic loads although it is cumbersome to implement.
引文
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[5]Mindlin R D.Force at a point in the interior of a semi-infinite solid[J].Physics,1936,7:195-202.
[6]徐芝纶.弹性力学[M].北京:高等教育出版社,1990.XU Zhilun.Elasticity[M].Beijing:Higher Education Press,1990.
[2]廖维张,杜修力,赵密,等.开放系统非线性动力反应分析的一种算法[J].北京工业大学学报,2006,32(2):115-119.LIAO Weizhang,DOU XiuLi,ZHAO Mi,et al.AN algorithm of the non-linear dynamic analysis of open system[J].Journal of Beijing University ofTechnology,2006.3292):115-119.
[3]刘晶波,李彬.三维黏弹性静-动力统一人工边界[J].中国科学(E辑),2005,35(9):966-980.LIU Jingbo,Li Bin.The three-dimensinal visco-elastix stalic-dynamic artificial boundries[J].Science in China(E),2005,35(9):966-980.
[4]雷文军,魏德敏.无限域地基有限元分析的简化黏弹性边界[J].地震工程与工程振动,2005,25(3):110-114.LEI Wenjun,WEI Demin.Spring-viscous boundary in finite element analyses for infinite media[J].Earthquake Engineering and Engineering Vibra-tion,2005,25(3):110-114.
[5]Mindlin R D.Force at a point in the interior of a semi-infinite solid[J].Physics,1936,7:195-202.
[6]徐芝纶.弹性力学[M].北京:高等教育出版社,1990.XU Zhilun.Elasticity[M].Beijing:Higher Education Press,1990.
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