体育场挑篷结构多维地震随机响应分析
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摘要
运用了多维虚拟激励随机振动分析方法,详细介绍了多维地震动随机模型的确定及其相关参数的选取。对济南奥林匹克中心体育场看台这一具有代表性的体育场挑篷结构进行了多维地震随机响应分析,给出了均值响应和峰值响应的评估方法,比较了挑篷结构在单向和多向地震动输入下的关键节点位移反应,计算结果表明,多维地震动会明显加大结构的响应。将虚拟激励法的计算结果与时程法的进行比较,两者的计算结果吻合较好。多维虚拟激励法作为一种高效的随机振动分析方法,为对大型体育场挑篷这类结构进行多维地震随机振动分析提供了有效的途径。
The pseudo excitation method was improved and used for multi-dimensional random seismic analysis of a typical stadium canopy roof structure named Jinan Olympic Center.Theoretical formulations for multi-dimensional pseudo excitation algorithm were derived.A method of evaluating average peak responses was recommended.Seismic random models and parameters under multiple seismic ground motions were introduced intensively.The displacement responses of key nodes under single dimension and multiple dimensions were compared by calculating.The structure response under multi-dimension seismic input would be significantly magnified.The results of pseudo excitation method and the time history analysis were compared to verify the accuracy of multi-dimensional pseudo excitation method,and they were in good agreement.Multi-dimensional pseudo excitation method as an efficient random vibration analysis method provides an effective way to the field of random vibration analysis of large-scale stadium canopy roof structure.
The pseudo excitation method was improved and used for multi-dimensional random seismic analysis of a typical stadium canopy roof structure named Jinan Olympic Center.Theoretical formulations for multi-dimensional pseudo excitation algorithm were derived.A method of evaluating average peak responses was recommended.Seismic random models and parameters under multiple seismic ground motions were introduced intensively.The displacement responses of key nodes under single dimension and multiple dimensions were compared by calculating.The structure response under multi-dimension seismic input would be significantly magnified.The results of pseudo excitation method and the time history analysis were compared to verify the accuracy of multi-dimensional pseudo excitation method,and they were in good agreement.Multi-dimensional pseudo excitation method as an efficient random vibration analysis method provides an effective way to the field of random vibration analysis of large-scale stadium canopy roof structure.
引文
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[19]The out-of-codes structural report of Jinan Olympic sports center under seismic fortification criterion[R].2007.[济南奥林匹克体育中心体育场超限建筑工程抗震设防专项审查报告[R].2007.]
[2]Chen Guoxing,Sun Shijun,Zai Jinmin.Structure response for multi-component ground motion inputs[J].Journal of Nanjing Architectural and Civil Engineering Institute,1999,49(2):7-14.[陈国兴,孙士军,宰金珉.多维地震动输入下结构地震反应分析[J].南京建筑工程学院学报,1999,49(2):7-14.]
[3]Wilson E,Suharwardy I.A clarification of the orthogonal effects in a three-dimensional seismic analysis[J].Earthquake Spectra,1995,11(4):659-666.
[4]Lopez O A,Torres R.Discussion of“A clarification of the orthogonal effects in a three-dimensional seismic analysis”[J].Earthquake Spectra,1996,12(2):357-361.
[5]李宏男.结构多维抗震理论与设计方法[M].北京:科学出版社,1998.
[6]Wu Xiaohan,Yuan Zhongjin,Lu Xilin.Elasto-plastic time history analysis of T2 building of Shanghai Pudong International Airport[J].Journal of Earthquake Engineering and Engineering Vibration,2008,28(4):70-75.[吴晓涵,原中晋,吕西林.上海浦东国际机场T2航站楼弹塑性时程分析[J].地震工程与工程振动,2008,28(4):70-75.]
[7]Zhu Jiejiang,Lu Xilin.Elasto-plastic time history analysis of Shanghai World Financial Center Building[J].Journal of Natural Disasters,2006,15(2):49-56.[朱杰江,吕西林.上海环球金融中心大厦弹塑性时程分析[J].自然灾害学报,2006,15(2):49-56.]
[8]林家浩,张亚辉.随机振动的虚拟激励法[M].北京:科学出版社,2006.
[9]Xue S D,Li M H,Cao Z,et al.Random vibration analysis of lattice shells subjected to multi-dimensional earthquake inputs[M]//Ko J M,Xu Y L.Advances in Structural Dynamics.Hong Kong,2000:777-784.
[10]Xue Suduo,Wang Xuesheng,Gao Zi.An efficient algorithm for multi-dimensional and multi-support random seismic analysis of spatial reticulated structures[J].World Earthquake Engineering,2004,20(3):43-49.[薛素铎,王雪生,曹资.空间网格结构多维多点随机地震响应分析的高效算法[J].世界地震工程,2004,20(3):43-49.]
[11]Housner G W.Characteristic of strong motion earthquake[C]//Bull Seism Soc Am.1947,37:17-31.
[12]Kanai K.An empirical formula for the spectrum of strong earthquake motions[C]//Bull Earthquake Res Int Univ Tokyo.1961,39(1):85-95.
[13]Zhang Zhiyong,Sun Baitao,Song Tianshu.Study on the parameters of seismic power spectrum model based on the new seismic code[J].World Earthquake Engineering,2000,16(3):33-38.[张治勇,孙柏涛,宋天舒.新抗震规范地震动功率谱模型参数的研究[J].世界地震工程,2000,16(3):33-38.]
[14]Ruiz P,Penzien J.Probabilistic study of the behavior of structures during earthquake[C]//Earthquake Eng C.UCB,CA,Report No.EERC.69-03,1969.
[15]Xue Suduo,Wang Xuesheng,Gao Zi.Parameters study on seismic random model based on the new seismic code[J].China Civil Engineering,2003,36(5):5-10.[薛素铎,王雪生,曹资.基于新抗震规范的地震动随机模型参数研究[J].土木工程学报,2003,36(5):5-10.]
[16]GB50011-2001,建筑抗震设计规范[S].2001.
[17]Huang Yuping,Liu Ji.The spatial correlation of two horizontal direction earthquake[J].Journal of Harbin University of Civil Engineering and Architecture,1987(3):10-14.[黄玉平,刘季.双向水平地震动的空间相关性[J].哈尔滨建筑工程学院学报,1987(3):10-14.]
[18]Key D.Earthquake design practice for buildings[C]//Thomas Telford.1988:37-39.
[19]The out-of-codes structural report of Jinan Olympic sports center under seismic fortification criterion[R].2007.[济南奥林匹克体育中心体育场超限建筑工程抗震设防专项审查报告[R].2007.]
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