HRB500钢筋混凝土框架柱塑性铰区破坏形态的试验研究
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摘要
为研究HRB500钢筋混凝土框架柱塑性铰区的抗震性能,采用仿建研式加载。通过试验,分析了3种典型破坏形态的根本原因与区别。试验表明,HRB500钢筋作为框架柱的箍筋时,能够充分发挥其高强特性,有利于提高施工质量。经分析可知,只要配筋合理,柱端形成塑性铰后,滞回环才能较为丰满,耗能能力较强,刚度退化平缓,具有稳定的承载能力及变形性能,抗震性能及延性均较好。
In order to study the seismic performance of the plastic hinge district in frame column of reinforced concrete with HRB500,the thesis used the simulation of japanese building-research-installation and analysed the roots and main differences of three kinds of typical failure modes through testing.It showed that HRB500 steel bar as a stirrup in the frame columns can give full play to its high strength characteristics and also helps improving the construction quality.Therefore,with rational reinforcing bars,after the yield hinge is formed in the end of the specimen,the horizontal load-displacement hysteretic loop is chubby,energy dissipation capacity is strong,stiffness degradation is gentle,the bearing capacity is stable and deformation properties is good,so both seismic performance and ductility are better.
In order to study the seismic performance of the plastic hinge district in frame column of reinforced concrete with HRB500,the thesis used the simulation of japanese building-research-installation and analysed the roots and main differences of three kinds of typical failure modes through testing.It showed that HRB500 steel bar as a stirrup in the frame columns can give full play to its high strength characteristics and also helps improving the construction quality.Therefore,with rational reinforcing bars,after the yield hinge is formed in the end of the specimen,the horizontal load-displacement hysteretic loop is chubby,energy dissipation capacity is strong,stiffness degradation is gentle,the bearing capacity is stable and deformation properties is good,so both seismic performance and ductility are better.
引文
[1]姚振纲,刘祖华.建筑结构试验[M].上海:同济大学出版社,1996:26-27.
[2]管品武.钢筋混凝土框架柱塑性铰区抗剪承载力试验研究及机理分析[D].长沙:湖南大学,2000.
[3]JGJ101-96建筑抗震试验方法规程[S].
[4]管品武,陈萌,刘立新,邹银生.混凝土框架柱塑性铰区域剪切破坏形态的试验研究[J].世界地震工程,2003,19(4):23-27.
[5]广泽雅也.钢筋混凝土柱剪切破坏的分析[A].陕西建筑设计院、西安冶金建筑学院、西北电力设计院,等编译.钢筋混凝土框架柱抗震性能的试验研究[C].北京:地震出版社,1979:11-17.
[6]洋一,广泽雅也,西垣太郎.关于剪切破坏[A].日本短柱委员会.陕西省建筑设计院,编译.防止钢筋混凝土短柱破坏的综合研究[C].1981:103-115.
[7]过镇海,时旭东.钢筋混凝土原理和分析[M].北京:清华大学出版社,2003:342-353.
[2]管品武.钢筋混凝土框架柱塑性铰区抗剪承载力试验研究及机理分析[D].长沙:湖南大学,2000.
[3]JGJ101-96建筑抗震试验方法规程[S].
[4]管品武,陈萌,刘立新,邹银生.混凝土框架柱塑性铰区域剪切破坏形态的试验研究[J].世界地震工程,2003,19(4):23-27.
[5]广泽雅也.钢筋混凝土柱剪切破坏的分析[A].陕西建筑设计院、西安冶金建筑学院、西北电力设计院,等编译.钢筋混凝土框架柱抗震性能的试验研究[C].北京:地震出版社,1979:11-17.
[6]洋一,广泽雅也,西垣太郎.关于剪切破坏[A].日本短柱委员会.陕西省建筑设计院,编译.防止钢筋混凝土短柱破坏的综合研究[C].1981:103-115.
[7]过镇海,时旭东.钢筋混凝土原理和分析[M].北京:清华大学出版社,2003:342-353.
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