巨型框架主框架梁均匀布置动力时程分析
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摘要
巨型框架结构由于具有良好的建筑适用性和潜在的高效结构性能,正越来越受到建筑工程的广泛应用。文章运用有限元软件SAP2000,对随着主框架梁数量增加而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,当巨型梁数量增加并均匀布置时结构周期减小,楼层侧移减小,但楼层剪力会增大,巨型梁布置增大了结构刚度,因此结构设计时应合理布置巨型梁,从而增强结构抗震性能。
Because of good applicability and high potential structural performance,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 uniformly with the increase amount.Then compare the seismic response behavior of these Mega-frame Structures.The results show that the structural period and floor displacement were decreased,and the floor sheer was increased with the increase of beam amount and its uniform distribution.At the same time,rigidity of structure was increased with the layout of main frame beams.To enhance seismic behavior of structure,mega beams should be distributed reasonably while designing structures.
Because of good applicability and high potential structural performance,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 uniformly with the increase amount.Then compare the seismic response behavior of these Mega-frame Structures.The results show that the structural period and floor displacement were decreased,and the floor sheer was increased with the increase of beam amount and its uniform distribution.At the same time,rigidity of structure was increased with the layout of main frame beams.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.
7 GB50011—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.
7 GB50011—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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