新型RCS组合结构层间位移角限值研究
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摘要
为研究新型RCS组合结构的抗震性能,采用sap2000有限元软件对新型RCS组合结构进行了非线性地震反应分析,并将分析结果与组成新型RCS组合结构的核心构件-焊接环式复合箍筋约束高强混凝土柱的拟静力试验结果进行了比较分析。结果表明:新型RCS组合结构具有良好的抗震性能,其在地震下的破坏机制为"梁铰"破坏形式,并给出了建议的弹性及弹塑性层间位移角限值,建议取值为:弹性位移角限值为1/500,弹塑性位移角限值为1/50,可为新型RCS组合结构的抗震设计提供参考。
In order to study the seismic performance of a new type of RCS composite structure( NTRCSCS),the nonlinear seismic response analysis of the NTRCSCS was carried out using finite element software sap2000 and its analyzing results were compared with the pseudo-static test results of high strength concrete columns confined by butt-welded closed composite stirrups which were the core components of the NTRCSCS. The results showed that The NTRCSCS had good seismic performance and its failure mechanism under the condition of earthquake was the " beam hinge" failure forms. Some suggestions of elastic and plastic inter-story drift ratio limit were put forward,the recommended values for elastic displacement angle limit was 1 /500 and elastic-plastic displacement angle limit was 1 /50 which can provided reference for seismic design of the NTRCSCS.
In order to study the seismic performance of a new type of RCS composite structure( NTRCSCS),the nonlinear seismic response analysis of the NTRCSCS was carried out using finite element software sap2000 and its analyzing results were compared with the pseudo-static test results of high strength concrete columns confined by butt-welded closed composite stirrups which were the core components of the NTRCSCS. The results showed that The NTRCSCS had good seismic performance and its failure mechanism under the condition of earthquake was the " beam hinge" failure forms. Some suggestions of elastic and plastic inter-story drift ratio limit were put forward,the recommended values for elastic displacement angle limit was 1 /500 and elastic-plastic displacement angle limit was 1 /50 which can provided reference for seismic design of the NTRCSCS.
引文
[1]蒋丽忠,曹华,余志武.钢-混凝土组合框架地震弹塑性时程分析[J].铁道科学与工程学报,2005,2(3):1-8.
[2]李贤.端板螺栓连接钢-混凝土组合节点的抗震性能研究[D].长沙:湖南大学,2009.
[3]申红侠,顾强.钢梁-钢筋混凝土柱梁柱中节点非线性有限元模拟[J].工程力学,2009,26(1):37-48.
[4]丁阳,许成祥,戴学新等.钢管混凝土框架结构抗震性能的非线性有限元分析[J].建筑结构,2004,34(1):7-10.
[5]罗小庆.焊接环式复合箍筋约束高强混凝土柱抗震性能试验研究[D].泉州:华侨大学,2010.
[6]郭子雄,吕西林,王亚勇.建筑结构在罕遇地震下弹塑性变形验算的讨论[J].工程抗震,1999(1):13-18.
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[8]韩小雷,陈学伟,郑宜,彭樵斌.足尺钢框架振动台试验及动力弹塑性数值模拟[J].地震工程与工程振动,2008,28(6):134-141.
[9]沙广璟,何若全.SAP2000在静力弹塑性分析时塑性铰的修改[J].苏州科技学院学报,2007,20(3):1-4.
[10]中国建筑科学研究院.GB 50011-2010建筑结构抗震设计规范[S].北京:中国建筑工业出版社,2010.
[11]张诚紫.高轴压比下BCCHSS高强混凝土柱抗震性能试验研究[D].泉州:华侨大学,2014.
[12]章炯.焊接环式复合箍筋约束高强混凝土柱的抗震性能分析[D].泉州:华侨大学,2010.
[13]黄小燕.高轴压比下BCCHSS高强混凝土柱的抗震性能分析[D].泉州:华侨大学,2014.
[2]李贤.端板螺栓连接钢-混凝土组合节点的抗震性能研究[D].长沙:湖南大学,2009.
[3]申红侠,顾强.钢梁-钢筋混凝土柱梁柱中节点非线性有限元模拟[J].工程力学,2009,26(1):37-48.
[4]丁阳,许成祥,戴学新等.钢管混凝土框架结构抗震性能的非线性有限元分析[J].建筑结构,2004,34(1):7-10.
[5]罗小庆.焊接环式复合箍筋约束高强混凝土柱抗震性能试验研究[D].泉州:华侨大学,2010.
[6]郭子雄,吕西林,王亚勇.建筑结构在罕遇地震下弹塑性变形验算的讨论[J].工程抗震,1999(1):13-18.
[7]颜军.蜂窝梁-焊接环式箍筋柱节点抗震性能研究[D].泉州:华侨大学,2009.
[8]韩小雷,陈学伟,郑宜,彭樵斌.足尺钢框架振动台试验及动力弹塑性数值模拟[J].地震工程与工程振动,2008,28(6):134-141.
[9]沙广璟,何若全.SAP2000在静力弹塑性分析时塑性铰的修改[J].苏州科技学院学报,2007,20(3):1-4.
[10]中国建筑科学研究院.GB 50011-2010建筑结构抗震设计规范[S].北京:中国建筑工业出版社,2010.
[11]张诚紫.高轴压比下BCCHSS高强混凝土柱抗震性能试验研究[D].泉州:华侨大学,2014.
[12]章炯.焊接环式复合箍筋约束高强混凝土柱的抗震性能分析[D].泉州:华侨大学,2010.
[13]黄小燕.高轴压比下BCCHSS高强混凝土柱的抗震性能分析[D].泉州:华侨大学,2014.
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