巨型框架主框架梁非均匀布置动力时程分析
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摘要
巨型框架结构由于其平面布置的灵活性和以空间整体受力为特征得到了建筑工程广泛的应用。本文运用有限元软件SAP2000,对主框架梁数量相同而非均匀布置的几种巨型框架结构进行线性时程分析,比较几种巨型框架结构的抗震动力响应。计算结果表明,当巨型梁数量相同而非均匀布置时,随着巨型梁向下布置结构自振周期减小,楼层侧移减小,而顶层速度增大,顶层加速度先减小后增大,楼层剪力也增大。因此结构设计时应合理布置巨型梁,从而增强结构的抗震性能。
Because of its flexibable layout and characterized by the force as a whole,Mega-frame structure is more and more widely used in constructions.Using the finite element software SAP2000,this paper analyzed linear time-history of several kinds of Mega-frame Structures in which the mega beams were distributed non-uniformly with the same number.Then compare the seismic response behavior of these Mega-frame Structures.The results show that,the giant beam is non-uniform distributed while having the same number,with the arrangement of the giant beam down,the structural vibration period reduced,the Lateral displacement of floor decreased,the speed of top floor increased,the acceleration of top floor decreased first and then increased,the shear of floor also increased.To enhance seismic behavior of structure,mega beams should be distributed reasonably while designing structures.
Because of its flexibable layout and characterized by the force as a whole,Mega-frame structure is more and more widely used in constructions.Using the finite element software SAP2000,this paper analyzed linear time-history of several kinds of Mega-frame Structures in which the mega beams were distributed non-uniformly with the same number.Then compare the seismic response behavior of these Mega-frame Structures.The results show that,the giant beam is non-uniform distributed while having the same number,with the arrangement of the giant beam down,the structural vibration period reduced,the Lateral displacement of floor decreased,the speed of top floor increased,the acceleration of top floor decreased first and then increased,the shear of floor also increased.To enhance seismic behavior of structure,mega beams should be distributed reasonably while designing structures.
引文
1沈蒲生巨型框架结构设计与施工[M].北京:机械工业出版社,2007.
2沈祖炎,陈荣毅.巨型结构的应用与发展[J].同济大学学报,2001,29(7):258-262.
3惠卓,秦卫红,吕志涛.巨型建筑结构体系的研究与展望[J].东南大学学报:自然科学版,2000,30(4):1-8.
4吴强,盛宏玉.框架结构在状态空间内的地震反应分析[J].安徽建筑工业学院学报,2000,8(3):15-18.
5张新培钢筋混凝土抗震结构非线性分析[M].北京:科学出版社,2003.6
张敏建筑结构抗震分析与减震控制[M].成都:西南交通大学出版社,2007.
7GB50011-2010,建筑抗震设计规范[S].北京:中国建筑工业出版社.
8北京金土木软件技术有限公司,中国建筑标准设计研究院.SAP2000中文版使用指南[M].北京:人民交通出版社,2006:450-486.
9舒赣平,张宇峰,吕志涛等巨型框架结构的动力性能研究及设计建议[J].土木工程学报,2003,36(2):41-45,62.
10惠卓巨型框架结构的计算理论及抗震性能的研究[D].南京:东南大学博士学位论文,1998.
11张明超,盛宏玉.消能支撑框架减震结构的动力时程分析[J].安徽建筑工业学院学报,2010,18(5):28-32.
2沈祖炎,陈荣毅.巨型结构的应用与发展[J].同济大学学报,2001,29(7):258-262.
3惠卓,秦卫红,吕志涛.巨型建筑结构体系的研究与展望[J].东南大学学报:自然科学版,2000,30(4):1-8.
4吴强,盛宏玉.框架结构在状态空间内的地震反应分析[J].安徽建筑工业学院学报,2000,8(3):15-18.
5张新培钢筋混凝土抗震结构非线性分析[M].北京:科学出版社,2003.6
张敏建筑结构抗震分析与减震控制[M].成都:西南交通大学出版社,2007.
7GB50011-2010,建筑抗震设计规范[S].北京:中国建筑工业出版社.
8北京金土木软件技术有限公司,中国建筑标准设计研究院.SAP2000中文版使用指南[M].北京:人民交通出版社,2006:450-486.
9舒赣平,张宇峰,吕志涛等巨型框架结构的动力性能研究及设计建议[J].土木工程学报,2003,36(2):41-45,62.
10惠卓巨型框架结构的计算理论及抗震性能的研究[D].南京:东南大学博士学位论文,1998.
11张明超,盛宏玉.消能支撑框架减震结构的动力时程分析[J].安徽建筑工业学院学报,2010,18(5):28-32.
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