转换梁与底部柱线刚度比合理取值研究
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摘要
采用有限元软件SAP2000,通过push-over方法,分析了转换梁、柱线刚度比的不同,对梁、柱塑性铰出现位置、顺序以及结构的侧向位移等产生的影响,讨论了转换梁、柱线刚度比对结构破坏机制的影响。基于上述分析,提出了转换梁、柱线刚度比宜在2.5~4.0之间的结论,可供设计底部抽柱带转换层的异形柱结构参考,并为进一步完善国家行业标准《混凝土异形柱结构技术规程》提供参考。
Appropriate stiffness ratio of transfer girder to bottom column in special-shaped columns structures with reduced columns at the bottom are studied in this paper.Using the finite element software SAP2000 as well as the method of "push-over",the influences of stiffness ratio of transfer girder to bottom column on the position and order of plastic hinge as well as lateral displacement are analyzed.Structural damaging mechanism decided by stiffness ratio of transfer girder to bottom column is discussed.The appropriate value of stiffness ratio of transfer girder to bottom column is 2.5 to 4.0 based on the above analysis.The result has important meaning in practical design of concrete special-shaped column structures with transfer story,and can provide a reference to further compile the national standard:"technical regulations on concrete special-shaped column structures".
Appropriate stiffness ratio of transfer girder to bottom column in special-shaped columns structures with reduced columns at the bottom are studied in this paper.Using the finite element software SAP2000 as well as the method of "push-over",the influences of stiffness ratio of transfer girder to bottom column on the position and order of plastic hinge as well as lateral displacement are analyzed.Structural damaging mechanism decided by stiffness ratio of transfer girder to bottom column is discussed.The appropriate value of stiffness ratio of transfer girder to bottom column is 2.5 to 4.0 based on the above analysis.The result has important meaning in practical design of concrete special-shaped column structures with transfer story,and can provide a reference to further compile the national standard:"technical regulations on concrete special-shaped column structures".
引文
[1]桂国庆,熊黎黎,熊进刚.异形柱框架结构顶层边节点受剪承载力分析[J],南昌大学学报:工科版,2002,24(4):12-14.
[2]王依群,严士超,康谷贻.混凝土异形柱结构理论及应用[M].北京:知识产权出版社,2005.
[3]王铁成,林海,康谷贻,等.钢筋混凝土异形柱框架及静力弹塑性分析[J].天津大学学报,2006,39(12):1 457-1 464.
[4]杨薄,唐剑,黄宗明.规则钢筋混凝土异形柱框架的抗震性能研究[J].地震工程与工程振动,2006,26(3):145-151.
[5]桂国庆,熊黎黎,熊进刚.钢筋混凝土异形柱框架顶层边节点受剪性能试验研究[J].建筑结构,2006,36(7):32-35.
[6]严士超,康谷贻.混凝土异形柱结构技术规程理解与应用[M].北京:中国建筑工业出版社,2007.
[7]李永华,桂国庆,梁安宁,等.不等肢混凝土异形柱轴压比与配箍特征值关系研究[J].工程力学,2008,25(7):153-159.
[8]苏光学.底部抽柱带转换层的异形柱结构受力性能研究[D].南昌:南昌大学,2006.
[9]侯爱波,汪梦甫,周锡元.Pushover分析方法中各种不同的侧向荷载分布方式的影响[J].世界地震工程,2007,23(3):120-129.
[10]熊向阳,戚震华.侧向荷载分布方式对静力弹塑性分析结果的影响[J].建筑科学,2001,17(10):8-14.
[11]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.
[12]程文瀼,颜德姐,康谷贻.混凝土结构[M].北京:中国建筑工业出版社,2005.
[13]JGJ149—2006混凝土异形柱结构技术规程[S].
[14]金木.SAP2000中文版使用指南[M].北京:人民交通出版社,2006.
[2]王依群,严士超,康谷贻.混凝土异形柱结构理论及应用[M].北京:知识产权出版社,2005.
[3]王铁成,林海,康谷贻,等.钢筋混凝土异形柱框架及静力弹塑性分析[J].天津大学学报,2006,39(12):1 457-1 464.
[4]杨薄,唐剑,黄宗明.规则钢筋混凝土异形柱框架的抗震性能研究[J].地震工程与工程振动,2006,26(3):145-151.
[5]桂国庆,熊黎黎,熊进刚.钢筋混凝土异形柱框架顶层边节点受剪性能试验研究[J].建筑结构,2006,36(7):32-35.
[6]严士超,康谷贻.混凝土异形柱结构技术规程理解与应用[M].北京:中国建筑工业出版社,2007.
[7]李永华,桂国庆,梁安宁,等.不等肢混凝土异形柱轴压比与配箍特征值关系研究[J].工程力学,2008,25(7):153-159.
[8]苏光学.底部抽柱带转换层的异形柱结构受力性能研究[D].南昌:南昌大学,2006.
[9]侯爱波,汪梦甫,周锡元.Pushover分析方法中各种不同的侧向荷载分布方式的影响[J].世界地震工程,2007,23(3):120-129.
[10]熊向阳,戚震华.侧向荷载分布方式对静力弹塑性分析结果的影响[J].建筑科学,2001,17(10):8-14.
[11]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.
[12]程文瀼,颜德姐,康谷贻.混凝土结构[M].北京:中国建筑工业出版社,2005.
[13]JGJ149—2006混凝土异形柱结构技术规程[S].
[14]金木.SAP2000中文版使用指南[M].北京:人民交通出版社,2006.
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