高层建筑结构时程分析的地震波输入
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摘要
目的高层结构在进行时程分析时,不同地震输入计算结果差异很大,因此有必要对地震波输入进行研究,提高计算结果的准确性.方法通过工程实例来阐述高层结构时程分析用实际地震波选取,同时根据工程的实际情况,将地震看成不同频率具有随机相位角的三角级数的迭加,简要地阐述了生成拟合反应谱的人工地震波的理论和方法,并结合所述方法通过编程处理得到符合要求的时程分析用地震波.最后将得到的地震波组合成3组时程工况,运用ETABS非线性有限元程序对北京地区盘古大观钢框架结构进行时程分析.结果应用所述方法处理得到2组地震动持时为30 s、峰值加速度为400 cm/s2的汶川地震波以及1组地震动持时为30 s、峰值加速度为400 cm/s2的人工地震波,输入盘古大观钢框架结构时程分析的结果表明结构设计较为合理,具有较好的抗震性能,但考虑到该钢框架结构形式较为复杂,且顶部结构极不规则,结构宜在柱间和顶部桁架处加设阻尼器来改善结构的抗震性能.结论结合工程实例可以看出这种高层结构时程分析用地震波选取和合成人工地震波的方法简单明了,易于掌握并进行编程处理.
The calculation results are very different if the earthquake input are different when we do the timehistory analysis of high-rise structures,so it is necessary to study seismic wave input to improve the accuracy of the results.The method of the selection of actual seismic waves for time-history analysis of high-rise structures is illustrated by examples.Meanwhile,according to the actual situation of the project,earthquake is regarded as a hypothesis with different frequencies with random phase angle of the trigonometric series of the superposition.And a brief exposition of the generated response spectrum fitting synthesis of artificial seismic wave theory and method is presented.The seismic waves are obtained to meet the requirements of time-history analysis by the methods and programming.Then,the resulting seismic waves are combined into 3 groups cases of time-history analysis by using the ETABS nonlinear finite element program,and the time-history analysis of the Pangu steel frame structure in Beijing is carried out.Two groups of earthquakes with a seismic time for 30 s and a peak ac-celeration of Wenchuan seismic waves for 400 cm/s2 and one group of earthquake with a seismic time for 30 s and the peak acceleration of artificial seismic waves for 400 cm/s2 are obtained by applying the method as described above.Time-history analysis results show that the design of Pangu steel frame structure is more reasonable,and the seismic performance of structure is also good by inputing these 3 groups of seismic waves into the Pangu Plaza steel frame structural.But considering the complexity of the frame structure and irregular structure of the top ,the structure should be installed with some additional dampers between the columns and the top truss to improve the seismic performance.The conclusion is drawn that the method of the selection of seismic waves and synthesis of artificial seismic wave for the time-history analysis of high-level structures is simple and easy to grasp and handle programming.
The calculation results are very different if the earthquake input are different when we do the timehistory analysis of high-rise structures,so it is necessary to study seismic wave input to improve the accuracy of the results.The method of the selection of actual seismic waves for time-history analysis of high-rise structures is illustrated by examples.Meanwhile,according to the actual situation of the project,earthquake is regarded as a hypothesis with different frequencies with random phase angle of the trigonometric series of the superposition.And a brief exposition of the generated response spectrum fitting synthesis of artificial seismic wave theory and method is presented.The seismic waves are obtained to meet the requirements of time-history analysis by the methods and programming.Then,the resulting seismic waves are combined into 3 groups cases of time-history analysis by using the ETABS nonlinear finite element program,and the time-history analysis of the Pangu steel frame structure in Beijing is carried out.Two groups of earthquakes with a seismic time for 30 s and a peak ac-celeration of Wenchuan seismic waves for 400 cm/s2 and one group of earthquake with a seismic time for 30 s and the peak acceleration of artificial seismic waves for 400 cm/s2 are obtained by applying the method as described above.Time-history analysis results show that the design of Pangu steel frame structure is more reasonable,and the seismic performance of structure is also good by inputing these 3 groups of seismic waves into the Pangu Plaza steel frame structural.But considering the complexity of the frame structure and irregular structure of the top ,the structure should be installed with some additional dampers between the columns and the top truss to improve the seismic performance.The conclusion is drawn that the method of the selection of seismic waves and synthesis of artificial seismic wave for the time-history analysis of high-level structures is simple and easy to grasp and handle programming.
引文
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[2]William J.Palm III.Introduction to MATLAB 7 forEngineers[M].New York:McGraw-Hill Companies.Inc,2005.
[3]宋建锁.滤波在地震分析中的应用[J].防灾技术高等专科学校学报,2006(1):59-80.(Song Jiansuo.Filtering in the earthquake analysisapplication[J].Journal of College of Disaster Preven-tion Techniques,2006(1):59-80.)
[4]郭子雄,王妙芳.人工地震动合成的研究现状及展望[J].华侨大学学报,2006,27(1):8-9.(Guo Zixong,Wang Miaofang.State of the art andprospect of artificial ground motion[J].Journal ofHuaqiao University,2006,27(1):8-9.)
[5]胡幸贤.地震工程学[M].北京:地震出版社,2006.(Hu Xingxian.Earthquake engineering[M].Beijing:Earthquake Publish Company.2006.)
[6]Takao Kagawa,Zhao Boming,Ken Miyakoshi,et al.Modeling of 3-D Basic Structures for Seismic WaveSimulations Based on Available Information on theTarget Area:Case Study of the Osa-ka Basin,Japan[J].Bulletin of the Seismological Society of America,2004,94(4):1353-1368.
[7]牛志国,李同春,王亚莉.基于水工设计反应谱的人工地震波合成[J].河海大学学报,2007(3):35-44.(Niu Zhiguo,Li Tongchun,Wang Yali.Synthesis ofsimulated earthquake waves based on hydraulic designresponse spectrum[J].Journal of Hohai University,2007(3):35-44.)
[8]北京金土木软件技术有限公司,中国建筑标准设计研究院.ETABS中文版使用指南[M].北京:中国建筑工业出版社,2004.(Civil King Software Technology Co.,Ltd.Beijing,China Building Standard Design&Research Institute.The Guide of ETABS Chinese Version[M].Beijing:China Architecture&Building PRESS,2004)
[9]International Conference of Building Official,Whit-tier.Uniform Building Code[M].California:Interna-tional Conference of Build Officials,2002.
[10]郭猛,姚谦峰,李鹏飞.基于ETABS的斜交密肋框架结构地震反应分析[J].沈阳建筑大学学报:自然科学版,2009(5):842-846.(Guo Meng,Yao Qianfeng,Li Pengfei.Seismic re-sponses analysis of skew multi-ribbed frame struc-ture based on ETABS[J].Journal of ShenyangJianzhu University:Natural Science,2009(5):842-846.)
[11]Malhotra P K.Response of buildings to near-fieldpulse-like ground motions[J].Earthquake Engineer-ing and Structural Dynamics,2002,28:l309-l326.
[12]Park H S.Optimal compensation of differential columnshortening in high-rise building[J].The StructureDesign of Tall and Special Building,2003(12):49-66.
[13]Moghaddam H,Hajirasouliha I.An investigation onthe accuracy of pushover analysis for estimating theseismic deformation of braced steel frames[J].Jour-nal of Constructional Steel Research,2006,62(4):343-351.
[14]Martinez R M,Romero M L.An optimum retrofit strat-egy for moment resisting frames with nonlinear viscousdampers for seismic applications[J].EngineeringStructures,2003,25:913-925.
[15]Semih S T,Ozan U.Reduction of earthquake responseof plane frame buildings by viscoelastic dampers[J].Engineering Structures,2003,25:1755-1761.
[2]William J.Palm III.Introduction to MATLAB 7 forEngineers[M].New York:McGraw-Hill Companies.Inc,2005.
[3]宋建锁.滤波在地震分析中的应用[J].防灾技术高等专科学校学报,2006(1):59-80.(Song Jiansuo.Filtering in the earthquake analysisapplication[J].Journal of College of Disaster Preven-tion Techniques,2006(1):59-80.)
[4]郭子雄,王妙芳.人工地震动合成的研究现状及展望[J].华侨大学学报,2006,27(1):8-9.(Guo Zixong,Wang Miaofang.State of the art andprospect of artificial ground motion[J].Journal ofHuaqiao University,2006,27(1):8-9.)
[5]胡幸贤.地震工程学[M].北京:地震出版社,2006.(Hu Xingxian.Earthquake engineering[M].Beijing:Earthquake Publish Company.2006.)
[6]Takao Kagawa,Zhao Boming,Ken Miyakoshi,et al.Modeling of 3-D Basic Structures for Seismic WaveSimulations Based on Available Information on theTarget Area:Case Study of the Osa-ka Basin,Japan[J].Bulletin of the Seismological Society of America,2004,94(4):1353-1368.
[7]牛志国,李同春,王亚莉.基于水工设计反应谱的人工地震波合成[J].河海大学学报,2007(3):35-44.(Niu Zhiguo,Li Tongchun,Wang Yali.Synthesis ofsimulated earthquake waves based on hydraulic designresponse spectrum[J].Journal of Hohai University,2007(3):35-44.)
[8]北京金土木软件技术有限公司,中国建筑标准设计研究院.ETABS中文版使用指南[M].北京:中国建筑工业出版社,2004.(Civil King Software Technology Co.,Ltd.Beijing,China Building Standard Design&Research Institute.The Guide of ETABS Chinese Version[M].Beijing:China Architecture&Building PRESS,2004)
[9]International Conference of Building Official,Whit-tier.Uniform Building Code[M].California:Interna-tional Conference of Build Officials,2002.
[10]郭猛,姚谦峰,李鹏飞.基于ETABS的斜交密肋框架结构地震反应分析[J].沈阳建筑大学学报:自然科学版,2009(5):842-846.(Guo Meng,Yao Qianfeng,Li Pengfei.Seismic re-sponses analysis of skew multi-ribbed frame struc-ture based on ETABS[J].Journal of ShenyangJianzhu University:Natural Science,2009(5):842-846.)
[11]Malhotra P K.Response of buildings to near-fieldpulse-like ground motions[J].Earthquake Engineer-ing and Structural Dynamics,2002,28:l309-l326.
[12]Park H S.Optimal compensation of differential columnshortening in high-rise building[J].The StructureDesign of Tall and Special Building,2003(12):49-66.
[13]Moghaddam H,Hajirasouliha I.An investigation onthe accuracy of pushover analysis for estimating theseismic deformation of braced steel frames[J].Jour-nal of Constructional Steel Research,2006,62(4):343-351.
[14]Martinez R M,Romero M L.An optimum retrofit strat-egy for moment resisting frames with nonlinear viscousdampers for seismic applications[J].EngineeringStructures,2003,25:913-925.
[15]Semih S T,Ozan U.Reduction of earthquake responseof plane frame buildings by viscoelastic dampers[J].Engineering Structures,2003,25:1755-1761.
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