配置不同屈服点钢筋的RC十字型节点试验
|
摘要
根据钢筋屈服点的不同,分别制作了一级钢筋、三级钢筋以及低屈服点钢筋的RC十字型节点;通过进行低周反复加载试验,得到了3种节点构件在水平荷载下的滞回曲线,分析比较了3种节点构件的耗能能力、延性、刚度退化等特征。试验结果表明:试件J-3在各级位移控制下第1循环的滞回环面积大于试件J-1、J-2;试件J-3的位移延性系数也远大于试件J-1、J-2;配置低屈服点钢筋的节点比配置一级钢、三级钢的节点耗能能力强,延性也有明显的提高。
According to different steel yield points,respectively,an HPB235-node,an HRB400-node and a low yield point steel RC cross-shaped node were produced.By conducting low cyclic loading tests,the hysteresis curves of three nodes at the horizontal loading were got.Authors analyzed and compared with the energy dissipation capacity,ductility,stiffness degradation characteristics of three nodes.The test results show that the hysteresis loop area of specimen J-3 at the first cycle under displacement control of all levels is greater than specimens J-1,J-2;the displacement ductility factor of specimen J-3 is much larger than specimens J-1,J-2.A low yield point steel node has stronger energy dissipation capacity than an HPB235-node and an HRB400-node.The low yield point steel node is a marked increase ductility.
According to different steel yield points,respectively,an HPB235-node,an HRB400-node and a low yield point steel RC cross-shaped node were produced.By conducting low cyclic loading tests,the hysteresis curves of three nodes at the horizontal loading were got.Authors analyzed and compared with the energy dissipation capacity,ductility,stiffness degradation characteristics of three nodes.The test results show that the hysteresis loop area of specimen J-3 at the first cycle under displacement control of all levels is greater than specimens J-1,J-2;the displacement ductility factor of specimen J-3 is much larger than specimens J-1,J-2.A low yield point steel node has stronger energy dissipation capacity than an HPB235-node and an HRB400-node.The low yield point steel node is a marked increase ductility.
引文
[1]邱汉涛.钢筋混凝土框架房屋抗震设计[J].国外建材科技,2003,24(5):91-92.QIU Han-tao.Seismic Design of Reinforced ConcreteFrame Buildings[J].Science and Technology of Over-seas Building Materials,2003,24(5):91-92.
[2]温东辉,宋凤明.低屈服点钢在建筑抗震设计中的应用[J].宝钢技术,2007(2):9-12.WEN Dong-Hui,SONG Feng-ming.Application ofLow Yield Point Steel in Design of Earthquake Re-sistant Buildings[J].Baosteel Technology,2007(2):9-12.
[3]汤新强,陈天地,曾永平.结构模型试验与模型设计[J].四川建筑,2008,28(2):122-125.TANG Xin-qiang,CHEN Tian-di,ZENG Yong-ping.Structural Model Test and Model Design[J].SichuanArchitecture,2008,28(2):122-125.
[4]朱伯龙,张瑶联.建筑结构抗震设计原理[M].上海:同济大学出版社,1994.ZHU Bo-long,ZHANG Yao-lian.Seismic DesignPrinciple of Building Structure[M].Shanghai:TongjiUniversity Press,1994.
[5]朱伯龙.结构抗震试验[M].北京:地震出版社,1989.ZHU Bo-long.Structure Seismic Experiment[M].Beijing:Earthquake Publishing House,1989.
[6]滕家禄.高层建筑结构抗震设计[M].北京:中国建筑工业出版社,1997.TENG Jia-lu.Structure Seismic Design of Tall Build-ings[M].Beijing:China Architecture&Building Press,1997.
[7]唐九如.钢筋混凝土框架节点抗震[M].南京:东南大学出版社,1989.TANG Jiu-ru.Aseismic of Reinforced Concrete FrameJoints[M].Nanjing:Southeast University Press,1989.
[8]谭明鹤,王荣辉,黄永辉,等.刚性悬索加劲钢桁梁桥特殊节点模型试验[J].中国公路学报,2008,21(1):47-52.TAN Ming-he,WANG Rong-hui,HUANG Yong-hui,et al.Special Joint Model Test of Stiff SuspensionReinforced Steel Truss Bridge[J].China Journal ofHighway and Transport,2008,21(1):47-52.
[9]潘元,邢国华,吴涛,等.梁高不等的混凝土中柱节点抗震性能[J].长安大学学报:自然科学版,2010,30(4):60-65.PAN Yuan,XING Guo-hua,WU Tao,et al.FailureMechanism and Seismic Behavior of Interior Jointswith Different Depth Beams[J].Journal of Chang'an University:Natural Science Edition,2010,30(4):60-65.
[10]吴涛,刘伯权,邢国华,等.RC框架变梁变柱中节点抗裂性能试验[J].长安大学学报:自然科学版,2009,29(4):77-81.WU Tao,LIU Bo-quan,XING Guo-hua,et al.CrackResistance Test of Interior Joints with Abrupt Reduc-tion in Beam and Column Section in Reinforced Con-crete Frame[J].Journal of Chang’an University:Nat-ural Science Edition,2009,29(4):77-81.
[11]石启印,陆鸣,李爱群,等.钢-混凝土组合梁与钢管混凝土柱节点的非线性有限元分析[J].建筑科学与工程学报,2009,26(4):73-79.SHI Qi-yin,LU Ming,LI Ai-qun,et al.Nonlinear Fi-nite Element Analysis of Steel-concrete CompositeBeam to Concrete-filled Steel Tubular Column Joints[J].Journal of Architecture and Civil Engineering,2009,26(4):73-79.
[2]温东辉,宋凤明.低屈服点钢在建筑抗震设计中的应用[J].宝钢技术,2007(2):9-12.WEN Dong-Hui,SONG Feng-ming.Application ofLow Yield Point Steel in Design of Earthquake Re-sistant Buildings[J].Baosteel Technology,2007(2):9-12.
[3]汤新强,陈天地,曾永平.结构模型试验与模型设计[J].四川建筑,2008,28(2):122-125.TANG Xin-qiang,CHEN Tian-di,ZENG Yong-ping.Structural Model Test and Model Design[J].SichuanArchitecture,2008,28(2):122-125.
[4]朱伯龙,张瑶联.建筑结构抗震设计原理[M].上海:同济大学出版社,1994.ZHU Bo-long,ZHANG Yao-lian.Seismic DesignPrinciple of Building Structure[M].Shanghai:TongjiUniversity Press,1994.
[5]朱伯龙.结构抗震试验[M].北京:地震出版社,1989.ZHU Bo-long.Structure Seismic Experiment[M].Beijing:Earthquake Publishing House,1989.
[6]滕家禄.高层建筑结构抗震设计[M].北京:中国建筑工业出版社,1997.TENG Jia-lu.Structure Seismic Design of Tall Build-ings[M].Beijing:China Architecture&Building Press,1997.
[7]唐九如.钢筋混凝土框架节点抗震[M].南京:东南大学出版社,1989.TANG Jiu-ru.Aseismic of Reinforced Concrete FrameJoints[M].Nanjing:Southeast University Press,1989.
[8]谭明鹤,王荣辉,黄永辉,等.刚性悬索加劲钢桁梁桥特殊节点模型试验[J].中国公路学报,2008,21(1):47-52.TAN Ming-he,WANG Rong-hui,HUANG Yong-hui,et al.Special Joint Model Test of Stiff SuspensionReinforced Steel Truss Bridge[J].China Journal ofHighway and Transport,2008,21(1):47-52.
[9]潘元,邢国华,吴涛,等.梁高不等的混凝土中柱节点抗震性能[J].长安大学学报:自然科学版,2010,30(4):60-65.PAN Yuan,XING Guo-hua,WU Tao,et al.FailureMechanism and Seismic Behavior of Interior Jointswith Different Depth Beams[J].Journal of Chang'an University:Natural Science Edition,2010,30(4):60-65.
[10]吴涛,刘伯权,邢国华,等.RC框架变梁变柱中节点抗裂性能试验[J].长安大学学报:自然科学版,2009,29(4):77-81.WU Tao,LIU Bo-quan,XING Guo-hua,et al.CrackResistance Test of Interior Joints with Abrupt Reduc-tion in Beam and Column Section in Reinforced Con-crete Frame[J].Journal of Chang’an University:Nat-ural Science Edition,2009,29(4):77-81.
[11]石启印,陆鸣,李爱群,等.钢-混凝土组合梁与钢管混凝土柱节点的非线性有限元分析[J].建筑科学与工程学报,2009,26(4):73-79.SHI Qi-yin,LU Ming,LI Ai-qun,et al.Nonlinear Fi-nite Element Analysis of Steel-concrete CompositeBeam to Concrete-filled Steel Tubular Column Joints[J].Journal of Architecture and Civil Engineering,2009,26(4):73-79.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心