框架-核心筒结构体系及其地震剪力分担比
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摘要
使用框架-核心筒相互作用基本力学特性,对与地震剪力分担比有关的规范条文进行了评估。通过案例分析,详细研究了框架-核心筒结构的塑性铰发展过程、内力重分布以及地震剪力的流向。建立多道防线是抗震设计理论的一个重要成部分,按现行的设计方法,对框架部分输入一个最小地震作用,使框架具有足够的强度,实现预期的大震性能目标,就能贯彻二道防线的概念。屈服后,框架和核心筒之间的内力重分布主要发生在结构的中下部区域,集中发生在底部区域。因此,建议周边框架承担的地震剪力按20%底部剪力和按框架独立承担25%结构底部总地震剪力得到的框架剪力二者中的小值进行调整。此外,对于超高层建筑周边框架刚度的强弱程度,采用扭转临界屈曲因子替代分担比或周期比作为指标性参数似乎更为合理。
The Chinese code provisions related to the seismic shear distribution ratio were evaluated by using the basic behavior of interaction between the frame and concrete core wall. In a study case,the development of yield hinges was analyzed as well as the redistribution of internal forces and flow path of the seismic shear in the frame-core wall structure.The concept of multi-lines of seismic defense is an important part of the theory of seismic design. According to the current design procedure,the second line of seismic defense provided by the frame can be established as long as the frame is designed to have enough strength by input of a minimum seismic action and to get the expected performance objectives under the rare earthquake. After yielding,the internal forces between the frame and concrete core are redistributed mainly in the lower region and severely in the base region of the structure. Therefore,the suggestion was presented,that the seismic shear of the frame is modified by the smaller one of 20% base shear and the shear obtained in accordance with the frame independently subjected to 25% of the total seismic base shear of the structure. Furthermore,for the super-tall buildings,it might be more reasonable to use the torsional buckling factor as the index to reflect the strong degree of lateral stiffness of the peripheral frame,instead of the period-ratio or seismic shear distribution ratio defined in the current Chinese code.
引文
[1]JZ 102—79钢筋混凝土高层建筑结构设计与施工规定[S].北京:中国建筑工业出版社,1980.
    [2]JGJ 3—2010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,2011.
    [3]STAFFORD SMITH B,COULL A.Tall building structures:analysis and design[M].New York:John Wiley&Sons,Inc.,1991.
    [4]长生.抗震工程学——理论与实践[M].北京:中国建筑工业出版社,2013.
    [5]GB 50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.
    [6]UBC-97 Uniform building code[S].Washington,D.C.:International Conference of Building Official,1997.
    [7]长生,张小勇,周立浪.长周期超高层建筑的最小底部剪力系数[J].建筑结构,2014,44(10):1-6.
    [8]IBC 2009 International building code[S].Illinois:International Code Council,Inc.,2009.
    [9]忻鼎康,胡绍隆,蒋利学,等.超高层混凝土结构的层间变形限值[J].建筑结构学报,2000,21(3):10-15.
    [10]长生,张小勇,周立浪.长周期超高层建筑三维稳定设计及其扭转屈曲因子[J].建筑结构,2014,44(3):1-6.
    [11]DGJ 08-3—2013建筑抗震设计规程[S].上海:上海市建筑建材业市场管理总站,2013.

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