方钢管混凝土密柱型抗震加固体系的试验
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摘要
目的对运用于框架结构抗震加固的方钢管混凝土密柱型抗侧力体系进行理论分析和试验验证,为实际工程应用提供参考.方法通过对增设方钢管混凝土密柱型抗侧力加固体系的双榀框架结构在竖向荷载及水平低周反复荷载共同作用下的拟静力试验,详细分析抗侧力体系的破坏特征,变形能力及力学性能.结果方钢管混凝土密柱型抗侧力体系滞回曲线形状饱满,抗侧力体系和原框架的协同工作性能良好.方钢管混凝土柱表现出较强的变形能力,钢管的延性系数均大于4,原框架承载力约提高了18%.结论按理论公式计算设计的抗侧力加固体系各力学性能参数与试验数据基本吻合,滞回曲线形状饱满,抗侧力体系和原框架的协同工作性能良好.
Seismic reinforcement of the framework used in the CFST dense cylindrical lateral force system for theoretical analysis and experimental verification,provide a reference for practical engineering applications.According to the pseudo static test on two specimens of framework including the CFST dense cylindrical lateral force system,which is subjected to the vertical loads and the horizontal cyclic loads,failure characteristics,deformation and mechanical properties of the lateral force system are analyzed.The shape of the load-displacement hysteresis curve is very plump.The lateral force system and the existing framework work together in good.Significantly,the system displays strong deformation.Ductility factor of steel pipe is greater than 4.Approximately,the original framework of the capacity increases of 18%.Parameters of the mechanical properties of the lateral force reinforcement system designed according to the theoretical formula are basically consistent with the experimental data.The shape of hysteresis curve of the CFST column left and right is quite full.The Lateral Force System and the existing framework show good work performance in the same place.
Seismic reinforcement of the framework used in the CFST dense cylindrical lateral force system for theoretical analysis and experimental verification,provide a reference for practical engineering applications.According to the pseudo static test on two specimens of framework including the CFST dense cylindrical lateral force system,which is subjected to the vertical loads and the horizontal cyclic loads,failure characteristics,deformation and mechanical properties of the lateral force system are analyzed.The shape of the load-displacement hysteresis curve is very plump.The lateral force system and the existing framework work together in good.Significantly,the system displays strong deformation.Ductility factor of steel pipe is greater than 4.Approximately,the original framework of the capacity increases of 18%.Parameters of the mechanical properties of the lateral force reinforcement system designed according to the theoretical formula are basically consistent with the experimental data.The shape of hysteresis curve of the CFST column left and right is quite full.The Lateral Force System and the existing framework show good work performance in the same place.
引文
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[11]Ma J S,Liu Caiping,Xu Guangqun.Experimentalstudy on the ultimate bearing capacity of concretefilled steel tubular short column[M].Beijing:Seis-mological Press,2007.
[12]LüXilin,Lu Weidong.Seismic behavior of concrete-filled rectangular steel tubular columns under cyclicloading[J].Building Structure,2000,21(2):2-11.
[13]王来,王铁成,陈倩.低周往复荷载下方钢管混凝土框架抗震性能的试验研究[J].地震工程与工程振动,2003(3):113-118.(Wang Lai,Wang Tiecheng,Chen Qian.Experimen-tal study on seismic performance of concrete-filledrectangular tubular frame under low-reversed cyclicloading[J].Earthquake Engineering and EngineeringVibration,2003(3):113-118.)
[14]韩林海,陶忠.方钢管混凝土柱的延性系数[J].地震工程与工程振动,2000,20(4):56-65.(Han Linhai,Tao Zhong.Ductility coefficient ofconcrete filled steel tubular columns w ith square sec-tions[J].Earthquake Engineering and EngineeringVibration,2000,20(4):56-65.)
[15]Peter H E,Alexander M V,Jay T.Reinforced con-crete structures[J].Concrete International,1998,20(3):53-60.
[16]Akiyama H.Earthquake resistant limit state designfor buildings[M].University of Tokyo Press,1985.
[17]Dritsos S E.Seismic strengthening of columns byadding new concrete[J].Bulletin of the New Zeal-and Society for Earthquake Engineering,2007,40(2):49-68.
[18]中国建筑科学研究院.GB50010-2002混凝土结构设计规范[S].北京:中国建筑工业出版社,2002.(China Academy of Building Research.GB50010-2002 Code for design of concrete structures[S].Bei-jing:China Architecture and Buildings Press,2002.)
[19]中国建筑科学研究院.GB50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2002.(China Academy of Building Research.GB50010-2002 Code for seismic design of buildings[S].Bei-jing:China Architecture&Buildings Press,2002.)
[2]Wang Yayong.Lessons learned from the5-12Wen-chuan Earthquake evaluation of earthquake perform-ance objectives and the importance of seismic con-ceptual design principles[J].Earthquake Engineeringand Engineering Vibration,2008,7(3):255-262.
[3]韩林海.钢管混凝土结构—理论与实践[M].北京:科学出版社,2004.(Han Linhai.Concrete filled steel tubular structures[M].Beijing:Science Press,2004.)
[4]方波,高科峰.方钢管混凝土密柱型抗震加固体系的受力性能分析[J].建筑与设备,2009(5):44-46.(Fang Bo,Gao Kefeng.Analysis of the mechanicalproperty of CFST close column side force resistingsystem[J].Architecture and Equipment,2009(5):44-46.)
[5]韩林海,游经团,杨有福,等.往复荷载作用下矩形钢管混凝土构件力学性能的研究[J].土木工程学报,2004(11):11-22.(Han Linhai,You Jingtuan,Yang Youfu,et al.Be-havior of concrete-filled steel rectangular hollow sec-tional columns subjected to cyclic loading[J].ChinaCivil Engineering Journal,2004(11):11-22.)
[6]Varma A H,Ricles J M,Sause R,et al.Seismic be-havior and modeling of high-strength composite con-crete-filled steel tube(CFT)beam-columns[J].Jour-nal of Constructional Steel Research,2002,58(5/8):725-758.
[7]Decanini L D,Mollaioli F.Formulation of elasticearthquake input energy spectra[J].Earthquake En-gineering&Structural Dynamics,1998,27:1503-1522.
[8]朱伯龙.结构抗震试验[M].北京:地震出版社,1989.(Zhu Bolong.Earthquake-resistance test of structures[M].Beijing:Earthquake Press,1989.)
[9]吕西林,余勇.轴心受压方钢管混凝土短柱的性能研究:1试验[J].建筑结构,1999(10):41-43.(LüXilin,Yu Yong.Studies on the behavior of con-crete-filled rectangular tubular short column:1 exper-iment[J].Building Structure,1999(10):41-43.)
[10]吕西林,余勇.轴心受压方钢管混凝土短柱的性能研究:2分析[J].建筑结构,2000(2):43-46.(LüXilin,Yu Yong.Studies on the behavior of con-crete-filled rectangular tubular short column:2 analy-sis[J].Building Structure,2000(2):43-46.)
[11]Ma J S,Liu Caiping,Xu Guangqun.Experimentalstudy on the ultimate bearing capacity of concretefilled steel tubular short column[M].Beijing:Seis-mological Press,2007.
[12]LüXilin,Lu Weidong.Seismic behavior of concrete-filled rectangular steel tubular columns under cyclicloading[J].Building Structure,2000,21(2):2-11.
[13]王来,王铁成,陈倩.低周往复荷载下方钢管混凝土框架抗震性能的试验研究[J].地震工程与工程振动,2003(3):113-118.(Wang Lai,Wang Tiecheng,Chen Qian.Experimen-tal study on seismic performance of concrete-filledrectangular tubular frame under low-reversed cyclicloading[J].Earthquake Engineering and EngineeringVibration,2003(3):113-118.)
[14]韩林海,陶忠.方钢管混凝土柱的延性系数[J].地震工程与工程振动,2000,20(4):56-65.(Han Linhai,Tao Zhong.Ductility coefficient ofconcrete filled steel tubular columns w ith square sec-tions[J].Earthquake Engineering and EngineeringVibration,2000,20(4):56-65.)
[15]Peter H E,Alexander M V,Jay T.Reinforced con-crete structures[J].Concrete International,1998,20(3):53-60.
[16]Akiyama H.Earthquake resistant limit state designfor buildings[M].University of Tokyo Press,1985.
[17]Dritsos S E.Seismic strengthening of columns byadding new concrete[J].Bulletin of the New Zeal-and Society for Earthquake Engineering,2007,40(2):49-68.
[18]中国建筑科学研究院.GB50010-2002混凝土结构设计规范[S].北京:中国建筑工业出版社,2002.(China Academy of Building Research.GB50010-2002 Code for design of concrete structures[S].Bei-jing:China Architecture and Buildings Press,2002.)
[19]中国建筑科学研究院.GB50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2002.(China Academy of Building Research.GB50010-2002 Code for seismic design of buildings[S].Bei-jing:China Architecture&Buildings Press,2002.)
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