不同破坏模式的钢筋混凝土框架节点动力性能比较
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摘要
实际震害及大量的节点实验均表明,钢筋混凝土框架节点在地震等水平荷载作用下有多种破坏模式,且多数节点破坏为脆性破坏.为深入了解节点不同破坏模式的抗震性能差异,以Tsonos实验模型及一工程震害实例为基础,采用ANSYS软件中的civilFEM模块模拟4个不同破坏模式的边柱节点在低周往复荷载下的破坏过程,比较分析不同破坏模式下的节点强度、变形及耗能能力的差异.结果表明:发生不同破坏模式的节点的耗能能力差别很大,节点耗能能力与强度无关联;节点延性设计目标或节点失效模式控制可以通过控制节点破坏模式分化参数来实现.
According to a large amount of experimental results and data of actual earthquake damages,the reinforced concrete frame joints under lateral loads have several different failure modes.Most joint failure modes are brittle.To determine differences in seismic performances of joints between different failure modes,based on an experiment of Tsonos and a local earthquake damage example,four exterior joints are calculated by using the civilFEM module of ANSYS.The strength,deformation and energy dissipation capacity of different failure mode joints are compared.The results show that the energy dissipation capacity of every failure modes is different,and is uncorrelated with the strength of the joint.The failure modes of joints can be achieved by controlling the failure mode parameter.
According to a large amount of experimental results and data of actual earthquake damages,the reinforced concrete frame joints under lateral loads have several different failure modes.Most joint failure modes are brittle.To determine differences in seismic performances of joints between different failure modes,based on an experiment of Tsonos and a local earthquake damage example,four exterior joints are calculated by using the civilFEM module of ANSYS.The strength,deformation and energy dissipation capacity of different failure mode joints are compared.The results show that the energy dissipation capacity of every failure modes is different,and is uncorrelated with the strength of the joint.The failure modes of joints can be achieved by controlling the failure mode parameter.
引文
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[7]陆新征,江见鲸.利用ANSYS solid65单元分析复杂应力条件下的混凝土结构[J].建筑结构,2003,33(6):22-24.
[8]张卫东,王振波.基于ANSYS的钢筋混凝土框架试验及有限元分析[D].南京:南京工业大学,2005:54-61.
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[10]陈玲俐,于洁.钢筋混凝土框架节点破坏模式影响因素分析及分化参数研究[EB/OL].[2009-12-29].http://www.paper.edu.cn/paper.php?serial_number=200912-1090.
[2]唐九如.部分预应力砼框架节点的受剪承载力[C]∥预应力混凝土现况与发展——中国土木工程学会混凝土及预应力混凝土学会后张预应力混凝土结构委员会第一届第三次学术交流会文集.南京:东南大学出版社,1992:56-73.
[3]UMA S R,JAIN S K.Seismic design of beam-columnjoints in RC moment resisting frames—review of codes[J].Structural Engineering and Mechanics,2006,23(5):579-597.
[4]傅剑平.钢筋混凝土抗震框架节点抗震性能与设计方法研究[D].重庆:重庆大学,2002:22-34.
[5]TSONOS A G.Cyclic load behavior of reinforced concretebeam-column sub assemblages of modern structures[J].ACI Structural Journal,2007,104(4):468-478.
[6]张伟平.四川省都江堰市天恒商厦汶川地震后房屋质量检测报告[R].上海:同济大学房屋质量检测站,2008.
[7]陆新征,江见鲸.利用ANSYS solid65单元分析复杂应力条件下的混凝土结构[J].建筑结构,2003,33(6):22-24.
[8]张卫东,王振波.基于ANSYS的钢筋混凝土框架试验及有限元分析[D].南京:南京工业大学,2005:54-61.
[9]江见鲸.钢筋混凝土非线性有限元分析[M].陕西:陕西科学技术出版社,1994:86-87.
[10]陈玲俐,于洁.钢筋混凝土框架节点破坏模式影响因素分析及分化参数研究[EB/OL].[2009-12-29].http://www.paper.edu.cn/paper.php?serial_number=200912-1090.
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