某大跨度高支承飞艇库地震响应分析
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摘要
为全面掌握某大跨度高支承飞艇库的抗震性能,首先对该结构进行了模态分析,然后采用振型分解反应谱法和弹性时程分析方法,计算了该结构在多遇地震作用下的地震响应,并对结构进行了考虑材料非线性和几何非线性的动力弹塑性时程分析,得到了结构在罕遇地震作用下的响应。由于结构的长度近300m,还对结构进行了考虑行波效应的多点分析。分析表明:结构的前6阶振型以水平振型为主,同时伴随着扭转效应,竖向振型直到第7阶才出现;在多遇地震作用下,结构的最大位移和基底剪力均满足规范要求,网架结构的水平地震反应要大于竖向地震反应;在罕遇地震作用下,支承结构位移角远小于规范要求的位移角限值,杆件出现的塑性铰较少。上部网架结构的塑性铰主要分布于跨中附近的上层腹杆;下部钢管混凝土柱的塑性铰主要分布在大门开口两端的柱顶;多点输入下结构的地震响应要大于一致输入下的响应。
To study the seismic performance of a long span airship shed with high supporting,modal analysis was carried out at first,then the mode-superposition response spectrum analysis and elastic time history analysis were carried out to calculate the response of the structure under frequent earthquake.To calculate the response under rare earthquake,the dynamic elasto-plastic time-history analysis was done considering the material and geometric nonlinearity.Because the structural length is close to 300m,multi-support excitation analysis were carried out to study the influence of the traveling wave effect.Through the analysis,some valuable conclusions were obtained.The former six modal shapes were all horizontal with torsional effect at the same time,and the vertical modal shape appeared until mode 7.The structural biggest displacement and the basis shear force under frequent earthquake satisfied the code requirement.The earthquake response of the roof structure under horizontal earthquake is higher than that under vertical earthquake.Under the rare earthquake,the maximum top drift angle of the supporting columns is much less than the limit value and there appear only a few plastic hinges in the whole structure.In the roof structure,most plastic hinges appeared on the web members close to the mid-span.In the supporting columns,most plastic hinges appeared on the column tops at the two sides of the door.The earthquake response of the roof structure and the columns under multi-support excitations are higher than that under uniform excitation.
To study the seismic performance of a long span airship shed with high supporting,modal analysis was carried out at first,then the mode-superposition response spectrum analysis and elastic time history analysis were carried out to calculate the response of the structure under frequent earthquake.To calculate the response under rare earthquake,the dynamic elasto-plastic time-history analysis was done considering the material and geometric nonlinearity.Because the structural length is close to 300m,multi-support excitation analysis were carried out to study the influence of the traveling wave effect.Through the analysis,some valuable conclusions were obtained.The former six modal shapes were all horizontal with torsional effect at the same time,and the vertical modal shape appeared until mode 7.The structural biggest displacement and the basis shear force under frequent earthquake satisfied the code requirement.The earthquake response of the roof structure under horizontal earthquake is higher than that under vertical earthquake.Under the rare earthquake,the maximum top drift angle of the supporting columns is much less than the limit value and there appear only a few plastic hinges in the whole structure.In the roof structure,most plastic hinges appeared on the web members close to the mid-span.In the supporting columns,most plastic hinges appeared on the column tops at the two sides of the door.The earthquake response of the roof structure and the columns under multi-support excitations are higher than that under uniform excitation.
引文
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[3]吴金志,张毅刚,王雪生.山东太古飞机工程维修基地(II)机库大厅网架地震响应分析[C]//第十届空间结构学术会议.北京:中国土木工程学会,2002:616-623.
[4]GB 50011—2001建筑抗震设计规范[S].
[5]美国加州大学伯克利分校强震数据库[EB/OL].[2009-10-21].http://peer.berkeley.edu/,PEER Strong Motion Database of the University of California.
[6]蓝天,张毅刚.大跨度屋盖结构抗震设计[M].北京:中国工业建筑出版社,2000.
[7]ATC.Seismic evaluation and retrofit of concrete buildings[R].Report No.ATC-40.Redwood City,California:Applied Technology Council,1996.
[2]钱稼茹,张微敬,朱丹,等.北京A380机库结构地震反应分析[J].土木工程学报,2008,41(2):9-17.
[3]吴金志,张毅刚,王雪生.山东太古飞机工程维修基地(II)机库大厅网架地震响应分析[C]//第十届空间结构学术会议.北京:中国土木工程学会,2002:616-623.
[4]GB 50011—2001建筑抗震设计规范[S].
[5]美国加州大学伯克利分校强震数据库[EB/OL].[2009-10-21].http://peer.berkeley.edu/,PEER Strong Motion Database of the University of California.
[6]蓝天,张毅刚.大跨度屋盖结构抗震设计[M].北京:中国工业建筑出版社,2000.
[7]ATC.Seismic evaluation and retrofit of concrete buildings[R].Report No.ATC-40.Redwood City,California:Applied Technology Council,1996.
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