钢筋混凝土旧柱新梁连接的新型环梁式节点及其抗震性能试验研究
|
摘要
为减小施工难度及减小新梁植筋对旧柱的损伤,提出了一种钢筋混凝土旧柱新梁连接的新型环梁式节点。通过1个采用新型环梁式节点连接的旧柱新梁试件、1个采用植筋连接的旧柱新梁试件和1个整体浇筑的梁柱试件的对比试验,分析了低周反复荷载作用下新型环梁式节点连接的有效性,测试了各试件节点的抗震承载力、延性、破坏形态及其滞回特性,讨论了节点处纵向钢筋的不同锚固方式对节点抗震性能的影响。结果表明:1)新型环梁式节点中的界面筋有效地传递了梁端剪力,梁端未出现新旧混凝土间的剪切破坏。2)新型环梁式节点中的环向纵筋有效地传递了梁端的拉力,环向纵筋屈服后梁端出现塑性铰,梁端发生延性破坏。3)采用新型环梁式节点的梁端极限承载力相比植筋连接节点及现浇节点显著提高。4)虽然采用新型环梁式节点的梁端延性系数相比植筋连接节点及现浇节点略小一些,但仍大于3,能够满足工程应用的需要。
In order to reduce the construction difficulty and the damage of the old column caused by the planting bar of the new beam,a new type of ring beam joint connected with the new beam and old reinforced concrete column was proposed. By comparing a new beam-column specimen with a new ring beam joint and a new beam specimen with an anchorage connection and an integral casting beam-column specimen,the effectiveness of the connection of the new ring-and-beam joints under cyclic loading was tested. The seismic behavior,ductility,failure mode and its hysteretic behavior of each specimen were tested. The influence of different anchoring methods of longitudinal reinforcement on the seismic behavior of joints was discussed. The results showed that: 1) The interface bars in the new ring-beam joints effectively transmitted the shear forces at the beam ends without any shear failure between the old and new concrete beams. 2) The circumferential reinforcement in the new ring-beam joint effectively transmitted the tensile force of the beam end, and the plastic hinge appeared on the beam end after yielding of the longitudinal reinforcement,resulting in the ductile failure of the beam end. 3) The ultimate bearing capacity of the beam end with the new ring-beam joint was significantly higher than that of the anchorage connection and an integral casting beamcolumn joint. 4) Although the ductility coefficient of the beam end of the new ring-beam joint was slightly smaller than that of anchorage-connected joints and an integral casting beam-column joints,it was still larger than 3,which could meet the requirements of engineering application.
In order to reduce the construction difficulty and the damage of the old column caused by the planting bar of the new beam,a new type of ring beam joint connected with the new beam and old reinforced concrete column was proposed. By comparing a new beam-column specimen with a new ring beam joint and a new beam specimen with an anchorage connection and an integral casting beam-column specimen,the effectiveness of the connection of the new ring-and-beam joints under cyclic loading was tested. The seismic behavior,ductility,failure mode and its hysteretic behavior of each specimen were tested. The influence of different anchoring methods of longitudinal reinforcement on the seismic behavior of joints was discussed. The results showed that: 1) The interface bars in the new ring-beam joints effectively transmitted the shear forces at the beam ends without any shear failure between the old and new concrete beams. 2) The circumferential reinforcement in the new ring-beam joint effectively transmitted the tensile force of the beam end, and the plastic hinge appeared on the beam end after yielding of the longitudinal reinforcement,resulting in the ductile failure of the beam end. 3) The ultimate bearing capacity of the beam end with the new ring-beam joint was significantly higher than that of the anchorage connection and an integral casting beamcolumn joint. 4) Although the ductility coefficient of the beam end of the new ring-beam joint was slightly smaller than that of anchorage-connected joints and an integral casting beam-column joints,it was still larger than 3,which could meet the requirements of engineering application.
引文
[1]徐毅安,石伟明.结构改造中新增梁柱节点抗震性能试验分析[J].结构工程师,2013,29(5):139-143.
[2]王传奇,耿欧,施后军.新型钢筋混凝土旧柱新梁节点抗震性能研究[J].工业建筑,2017,47(8):66-71.
[3]王新玲,钱文文,李思远,等.新加梁端部与原柱混凝土界面抗剪性能试验分析[J].工程抗震与加固改造,2017,39(5):112-117.
[4]王永泉,韦芳芳,瞿丽华,等.钢筋混凝土框架接梁后锚固节点抗震性能研究[J].施工技术,2016,45(21):9-14.
[5]张开臣,王丰,司波,等.加固改造工程中旧柱新梁设计和施工[J].工业建筑,2009,39(11):126-128.
[6]张沛.既有钢筋混凝土柱后接梁连接的抗剪承载力试验研究[D].哈尔滨:哈尔滨工业大学,2007.
[7]中华人民共和国住房和城乡建设部,混凝土结构设计规范:GB 50010-2010[S].北京:中国建筑工业出版社,2010.
[8]中华人民共和国住房和城乡建设部,建筑抗震设计规范:GB50011-2010[S].北京:中国建筑工业出版社,2010.
[9]PARK R.Evaluation of Ductility of Structures and Structural Assemblages from Laboratory Testing[J].Bulletin of the New Zealand National Society for Earthquake Engineering,1989,22(3):155-166.
[10]郑山锁,王斌,于飞,等.低周反复荷载作用下型钢高强高性能混凝土框架梁损伤试验研究[J].工程力学,2011,28(7):37-44.
[11]王逢朝,李振宝,崔宏剑.梁端开孔钢筋混凝土框架梁受力性能的试验研究[J].工程力学,2011,28(11):52-58.
[12]谢启芳,李朋,葛鸿鹏,等.传统风格钢筋混凝土梁-柱节点抗震性能试验研究[J].世界地震工程,2015,31(4):150-158.
[2]王传奇,耿欧,施后军.新型钢筋混凝土旧柱新梁节点抗震性能研究[J].工业建筑,2017,47(8):66-71.
[3]王新玲,钱文文,李思远,等.新加梁端部与原柱混凝土界面抗剪性能试验分析[J].工程抗震与加固改造,2017,39(5):112-117.
[4]王永泉,韦芳芳,瞿丽华,等.钢筋混凝土框架接梁后锚固节点抗震性能研究[J].施工技术,2016,45(21):9-14.
[5]张开臣,王丰,司波,等.加固改造工程中旧柱新梁设计和施工[J].工业建筑,2009,39(11):126-128.
[6]张沛.既有钢筋混凝土柱后接梁连接的抗剪承载力试验研究[D].哈尔滨:哈尔滨工业大学,2007.
[7]中华人民共和国住房和城乡建设部,混凝土结构设计规范:GB 50010-2010[S].北京:中国建筑工业出版社,2010.
[8]中华人民共和国住房和城乡建设部,建筑抗震设计规范:GB50011-2010[S].北京:中国建筑工业出版社,2010.
[9]PARK R.Evaluation of Ductility of Structures and Structural Assemblages from Laboratory Testing[J].Bulletin of the New Zealand National Society for Earthquake Engineering,1989,22(3):155-166.
[10]郑山锁,王斌,于飞,等.低周反复荷载作用下型钢高强高性能混凝土框架梁损伤试验研究[J].工程力学,2011,28(7):37-44.
[11]王逢朝,李振宝,崔宏剑.梁端开孔钢筋混凝土框架梁受力性能的试验研究[J].工程力学,2011,28(11):52-58.
[12]谢启芳,李朋,葛鸿鹏,等.传统风格钢筋混凝土梁-柱节点抗震性能试验研究[J].世界地震工程,2015,31(4):150-158.