上海国际设计中心弹塑性时程分析
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摘要
上海国际设计中心建筑造型独特,采用不等高双塔连体结构。其平面和立面规则性均超限,不满足现行抗震设计规范的要求。主、副塔楼的高度和刚度相差显著,结构的扭转反应明显。采用NOSACAD有限元程序建立整体结构分析模型,对结构进行7度罕遇烈度下的弹塑性时程分析。计算结果表明,小震情况下,结构构件未出现损坏;大震情况下,结构最大层间位移角为1/112,满足规范要求。筒体构件损坏顺序和分布较为合理,能在一定程度上耗散地震输入能量。
The Shanghai International Design Center(SHIDC) is unique in architectural modeling and has used different-height twin-tower hybrid system.SHIDC is irregular in layout and in elevation,which does not meet the requirement of the present design code.The calculation model of the overall structure is established by NOSACAD.Because of the different height and stiffness between the main tower and the annex tower,the torsion seismic vibration is obvious.The elasto-plastic time history analysis was carried out under the frequent and rare intensity of 7 degree earthquake.The results show that,under the frequent earthquake,there is no damaged element,and under the rare earthquake,the maximum inter story drift of the complex building is 1/112,which meet the seismic design requirement of Chinese code.The order and distribution of damages on components of the tubes are reasonable,which can dissipate some dynamic energy.
The Shanghai International Design Center(SHIDC) is unique in architectural modeling and has used different-height twin-tower hybrid system.SHIDC is irregular in layout and in elevation,which does not meet the requirement of the present design code.The calculation model of the overall structure is established by NOSACAD.Because of the different height and stiffness between the main tower and the annex tower,the torsion seismic vibration is obvious.The elasto-plastic time history analysis was carried out under the frequent and rare intensity of 7 degree earthquake.The results show that,under the frequent earthquake,there is no damaged element,and under the rare earthquake,the maximum inter story drift of the complex building is 1/112,which meet the seismic design requirement of Chinese code.The order and distribution of damages on components of the tubes are reasonable,which can dissipate some dynamic energy.
引文
[1]同济大学土木工程防灾国家重点实验室.上海国际设计中心结构模型模拟地震振动台试验研究报告[R].上海:同济大学,2007.
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[2]尹超,周颖,吕西林.上海国际设计中心超限高层结构抗震分析[J].结构工程师,2008,24(6):80-84.
[3]王培.复杂连体结构的静动力分析[D].上海:同济大学,2008.
[4]顾祥林,孙飞飞.混凝土结构的计算机仿真[M].上海:同济大学出版社,2002.
[5]吕西林.复杂高层建筑结构抗震理论与应用[M].北京:科学出版社,2007.
[6]吕西林,金国芳,吴晓涵.钢筋混凝土结构非线性有限元理论与应用[M].上海:同济大学出版社,2002.
[7]龙志飞,岑松.有限元法新论:原理.程序.进展[M].北京:中国水利水电出版社,2001.
[8]DARWIN D,PECKNOLD D A.Analysis of RC shearpanels under cyclic loading[J].Journal of the StructuralDivision,ASCE,1976,102(2):355-369.
[9]吴晓涵,吕西林.反复荷载下混凝土剪力墙非线性有限元分析[J].同济大学学报,1996,24(2):117-123.
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