超限高层建筑地震作用下的动力稳定性分析
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摘要
某高层建筑立面呈琵琶塔造型,结构形式为混凝土-钢结构混合结构,琵琶中线为混凝土剪力墙筒体,四周曲柱是截面为箱形的钢柱,其结构高宽比严重超限。使用ANSYS软件,采用时程分析法从两类动力稳定的角度对其抗震性能进行了研究。第一类稳定是基于Lyapunov运动稳定性定义的弹性动力屈曲问题,通过时间冻结法即动态特征值方法进行研究;第二类稳定本质上是动力极值问题,采用逐步增大地震荷载幅值求解结构稳定临界荷载的方法进行研究。计算结果表明,该建筑动力稳定性能较差,某些部位的杆件需要加强。该方法给建筑结构的稳定性分析提供了新的思路,可供不规则复杂结构体系设计时参考。
The facade of one high rise building was designed as a Pipa tower, which was a steel-concrete composite structure. The middle part of the Pipa tower was a concrete shear wall tube, and around the column were steel columns with box-section. The height-width ratio of this bulding was severe out-of-codes. By means of ANSYS program, two kinds of dynamic stabilities excited by earthquake for this building were studied using the method of time history response analysis. The first definition of dynamic stability was essentially a dynamic buckling based on Lyapunov definition, it was analyzed using a modified time freezing method and a dynamic eigenvalue method; the second one was a problem of dynamic ultimate load capacity, it was solved by combing incremental dynamic analysis (IDA) with Budiansky & Roth (B-R) criteria. Results showed that this building had a poor performance of dynamic stability, some parts might be reinforced. Therefore, the proposed method could provide a reliable and feasible computing approach for stability analysis of such super tall and complex buildings.
The facade of one high rise building was designed as a Pipa tower, which was a steel-concrete composite structure. The middle part of the Pipa tower was a concrete shear wall tube, and around the column were steel columns with box-section. The height-width ratio of this bulding was severe out-of-codes. By means of ANSYS program, two kinds of dynamic stabilities excited by earthquake for this building were studied using the method of time history response analysis. The first definition of dynamic stability was essentially a dynamic buckling based on Lyapunov definition, it was analyzed using a modified time freezing method and a dynamic eigenvalue method; the second one was a problem of dynamic ultimate load capacity, it was solved by combing incremental dynamic analysis (IDA) with Budiansky & Roth (B-R) criteria. Results showed that this building had a poor performance of dynamic stability, some parts might be reinforced. Therefore, the proposed method could provide a reliable and feasible computing approach for stability analysis of such super tall and complex buildings.
引文
[1]吕西林,李学平.超限高层建筑工程抗震设计中的若干问题[J].建筑结构学报,2002,23(2):13-18.
[2]李黎,廖萍,龙晓鸿,等.薄壁高墩大跨度连续刚构桥的非线性稳定分析[J].工程力学,2006,23(5):119-124.
[3]陆铁坚,余志武,李芳.高层简体结构整体稳定及二阶位移分析的改进条元法[J].计算力学学报,2006,23(1):29-32.
[4]郭海山,沈世钊.单层网壳结构动力稳定性分析方法[J].建筑结构学报,2003,24(3):1-9.
[5]刘慧娟,韩庆华,周全智.弦支穹顶结构在地震作用下的动力稳定性研究[J].天津理工大学学报,2007,23(2):84-88.
[6]徐艳,胡世德.地震作用下钢管混凝土拱桥的动力稳定性[J].同济大学学报(自然科学版),2007,35(3):315-320.
[7]Mwafy A M,Elnashai A S.Static pushover versus dynamiccollapse analysis of RC buildings[J].Engineering Struc-tures,2001,23(5):407-424.
[8]韩强.弹塑性系统的动力屈曲和分叉[M].北京:科学技术出版社,2000.
[9]Messier R H,Mareal P V.A finite element algorithm for thedetermination of dynamic buckling[C].Finite Element Anal-ysis of Transient nonlinear Structura1.Houston:ASCE ApplMech Symp Series,1975:133-156.
[10]Vamvatsikos Dimitrios,Comel C Allin.Incremental dynamicanalysis[J].Earthquake Engineering and Structural Dynam-ics,2002,31:491-502.
[11]《高层建筑混凝土结构技术规程》,JGJ3-2002.
[2]李黎,廖萍,龙晓鸿,等.薄壁高墩大跨度连续刚构桥的非线性稳定分析[J].工程力学,2006,23(5):119-124.
[3]陆铁坚,余志武,李芳.高层简体结构整体稳定及二阶位移分析的改进条元法[J].计算力学学报,2006,23(1):29-32.
[4]郭海山,沈世钊.单层网壳结构动力稳定性分析方法[J].建筑结构学报,2003,24(3):1-9.
[5]刘慧娟,韩庆华,周全智.弦支穹顶结构在地震作用下的动力稳定性研究[J].天津理工大学学报,2007,23(2):84-88.
[6]徐艳,胡世德.地震作用下钢管混凝土拱桥的动力稳定性[J].同济大学学报(自然科学版),2007,35(3):315-320.
[7]Mwafy A M,Elnashai A S.Static pushover versus dynamiccollapse analysis of RC buildings[J].Engineering Struc-tures,2001,23(5):407-424.
[8]韩强.弹塑性系统的动力屈曲和分叉[M].北京:科学技术出版社,2000.
[9]Messier R H,Mareal P V.A finite element algorithm for thedetermination of dynamic buckling[C].Finite Element Anal-ysis of Transient nonlinear Structura1.Houston:ASCE ApplMech Symp Series,1975:133-156.
[10]Vamvatsikos Dimitrios,Comel C Allin.Incremental dynamicanalysis[J].Earthquake Engineering and Structural Dynam-ics,2002,31:491-502.
[11]《高层建筑混凝土结构技术规程》,JGJ3-2002.
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