某不规则超限高层建筑弹塑性地震反应分析*
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汪大海1，刘飞2，袁理明3(1 武汉理工大学建筑工程系，武汉 430070； 2 北京市建筑设计研究院有限公司，北京 100045；3中南建筑设计院，武汉 430071)［摘要］高层建筑的弹塑性抗震分析方法主要有反应谱法、静力弹塑性分析法和时程分析法，时程分析法比前两者有更强的适用性。以某竖向不规则超限高层建筑结构为例，采用ANSYS软件建立精细化的三维分析模型，进行动力弹塑性时程分析，研究整体结构在强震作用下的动力响应和关键构件损伤发展情况。分析结果表明，罕遇地震作用下，结构的最大层间位移角在规范限值内，核心筒体属结构薄弱部位，连体层上下部位的楼层成为塑性集中的区域。钢管混凝土柱、连体层楼板及裙房屋面的大跨桁架结构在大震作用下表现为弹性。总体来说，结构具有好的抗震性能，满足规范“大震不倒”的要求。［关键词］高层建筑； 超限结构； 罕遇地震； 弹塑性分析； 非线性时程分析； 抗震性能中图分类号：TU973文献标识码：A文章编号：1002848X(2012)11004904Analysis of elastic-plastic seismic response of an irregular super high-rise buildingWang Dahai1, Liu Fei2, Yuan Liming3(1 Department of Building Engineering, Wuhan University of Technology, Wuhan 430070, China; 2 Beijing Institute of Architectural Design, Beijing 100045, China; 3 Central south Architectural Design Institute, Wuhan 430071, China)Abstract: Seismic analysis methods of high-rise building structures mainly include response spectrum method, Push-over method and time history analysis method. Compared with the foregoing two methods, time history analysis method shows better versatility. Based on a practical vertical irregular structure beyond codes limits, ANSYS software was used to perform nonlinear time history analysis on the three-dimensional model. The dynamic response of whole structure and damage severity of key structure members were studied. The results showed that maximal story drift was below the limit value in seismic code. The core tubes were weak parts of the structure, and the adjacent stories of connecting body stories became plasticity concentration region. Concrete filled steel tubular columns, connected structure floors and the large-span trusses of podium roof were in elastic stage under rare earthquake action. Generally speaking, the building structure can fulfill the principle of 'no collapse under seldom occurred earthquake' specified in seismic design code.Keywords: high-rise building; out of codes structure; rare earthquake; elastic-plastic analysis; nonlinear time history analysis; seismic performance*武汉理工大学自主创新研究基金资助项目(113106002)。作者简介：汪大海，讲师，Email：Haidexing@126.com。参考文献［1］ 杨志勇,何若全. 高层钢结构弹塑性抗震分析静动力综合法［J］. 建筑结构学报, 2003, 24(3): 2532.［2］ 张胜,甘明,李华峰.南京南站钢结构的弹塑性与多点多维地震输入分析［J］. 建筑结构, 2009,39(12):7982.［3］ 邹昀,吕西林,钱江.上海环球金融中心大厦结构抗震性能研究［J］.建筑结构学报, 2006, 27(6): 7480.［4］ 吕西林,龚治国.某复杂高层建筑结构弹塑性时程分析及抗震性能评估［J］.西安建筑科技大学学报：自然科学版 , 2006, 38(5): 593602.［5］ 焦柯, 李松柏, 陈润辉. 东莞海德广场双塔连体高层结构动力弹塑性分析［J］. 建筑结构, 2009,39(8) :1719.［6］ 王新, 温四清, 金波, 等.某超高层建筑主楼结构选型与分析［J］.建筑结构, 2009, 39(4):3639.［7］ JGJ 3—2002 高层建筑混凝土结构技术规程［S］. 北京：中国建筑工业出版社，2002.［8］ GB 50010—2002混凝土结构设计规范［S］.北京：中国建筑工业出版社, 2002.［9］ 王玉琴.如何在ANSYS中实现自定义梁截面［J］. 陕西工学院学报, 2003, 19(2): 6870.［10］ GB 50011—2001 建筑抗震设计规范 ［S］. 2008年版.北京：中国建筑工业出版社, 2008.
