方钢管混凝土边柱节点抗震性能试验研究
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摘要
通过柱端加载的3个内隔板三面焊接的方钢管混凝土柱-H形钢梁节点的低周反复荷载试验,研究其不同轴压比情况下节点的破坏模式、延性、耗能性能等。试验结果表明,内隔板与柱壁未焊一侧受力约为内隔板与柱壁焊接一侧的1/3,内隔板未焊一端梁翼缘侧面柱壁间焊缝被撕裂,内隔板与柱壁板焊接一侧梁翼缘在柱顶位移约70mm时发生局部屈曲。研究结果表明,节点具有很好的延性和耗能能力,层间转角位移延性系数μ=3.40~3.45,弹性和弹塑性层间位移角分别为φy=0.0075~0.0083 rad、φu=0.0279~0.0286 rad,等效粘滞阻尼系数he=0.247~0.462。满足现行抗震规范的要求。三面焊接的内隔板式节点可以用于方钢管混凝土边柱节点。
A total of three interior diaphragm connections with only three edges welded to the tubes for concrete-filled square steel tube with different axial compression force ratios have been tested under low-cyclic reversed loading at the end of column to study the failure modes,ductility,and energy dissipation behavior.The experimental results demonstrated that the vertical force on the side of the interior diaphragm which was not welded to the column flange was about one third of that on the other side where the interior diaphragm was welded.The welds between column walls around beam flanges on the side,where the interior diaphragm was not welded to the column flanges,cracked.When the displacement of the column top was approximately 70mm,the local buckling of the beam flanges occurred at the side where the interior diaphragm was welded to the column flanges.The study results indicate that all specimens have very good ductility and energy dissipation capacity.The story angle drift ductility ratios are μ=3.40~3.45, the elastic and elasto-plastic story angular drift are φy=0.0075~0.0083rad and φu=0.0279~0.0286rad respectively,and the equivalent viscous damping coefficients are he=0.247~0.462,which meet the requirements of the current code for seismic design of buildings.The interior diaphragm connection with only three edges welded to the tubes can be applied in edge column connections.
A total of three interior diaphragm connections with only three edges welded to the tubes for concrete-filled square steel tube with different axial compression force ratios have been tested under low-cyclic reversed loading at the end of column to study the failure modes,ductility,and energy dissipation behavior.The experimental results demonstrated that the vertical force on the side of the interior diaphragm which was not welded to the column flange was about one third of that on the other side where the interior diaphragm was welded.The welds between column walls around beam flanges on the side,where the interior diaphragm was not welded to the column flanges,cracked.When the displacement of the column top was approximately 70mm,the local buckling of the beam flanges occurred at the side where the interior diaphragm was welded to the column flanges.The study results indicate that all specimens have very good ductility and energy dissipation capacity.The story angle drift ductility ratios are μ=3.40~3.45, the elastic and elasto-plastic story angular drift are φy=0.0075~0.0083rad and φu=0.0279~0.0286rad respectively,and the equivalent viscous damping coefficients are he=0.247~0.462,which meet the requirements of the current code for seismic design of buildings.The interior diaphragm connection with only three edges welded to the tubes can be applied in edge column connections.
引文
[1]韩林海.钢管混凝土结构[M].北京:科学出版社,2000.(Han Linhai.Concrete filled steel tubular structure[M].Beijing:Science Press,2000.(in Chinese))
[2]韩林海,杨有福.现代钢管混凝土结构技术[M].北京:中国建筑工业出版社,2004.(Han Linhai,Yang Youfu.Modern concrete filled steel tubular structural technology[M].Beijing:China Architecture and Building Press,2004.(in Chinese))
[3]CECS 159:2004矩形钢管混凝土结构技术规程[S].(CECS 159:2004 Technical specification for structureswith concrete-filled rectangular steel tube members[S].(in Chinese))
[4]JGJ 99—98高层民用建筑钢结构技术规程[S].(JGJ99—98 Technical specification for steel structure of tallbuildings[S].(in Chinese))
[5]Satoshi Sasaki,Masaru Teraoka,Koji Morita,ToshioFujiwara.Structural behavior of concrete-filled squaretubular column with partial-penetration weld corner seam tosteel H-beam connections[C]//Proceedings of 4th PacificStructural Steel Conference.Singapore:National Universityof Singapore,1995:33-40.
[6]Koji Morita,FU G,Masaru Teraoka,Yokoyama Y.Experimental study on connections with eccentricity betweenconcrete filled square tubular steel column and steel beam[C]//Proceedings of 4th Pacific Structural SteelConference.Singapore:National University of Singapore,1995:25-32.
[7]Jong Seok,Shim,Duck Jeon,HAN,Kyu Suk,Kim.Anexperimental study on the structural behavior of H-shapedsteel beam-to-concrete filled square tubular columnconnections[C]//Proceedings of 4th Pacific StructuralSteel Conference.Singapore:National University ofSingapore,1995:41-48.
[8]Ricles J M,Peng S W,Lu L W.Seismic behavior ofcomposite filled steel tube column-wide flange beam momentconnections[J].Journal of Structural Engineering,ASCE,130(2):223-232.
[9]吕西林,李学平,余勇.方钢管混凝土柱与钢梁连接的设计方法[J].同济大学学报,2002,30(1):1-5.(LuXilin,Li Xueping,Yu Yong.Design method forconnections between concrete-filled square tubular columnsand steel beams[J].Journal of Tongji University,2002,30(1):1-5.(in Chinese))
[10]周天华,何保康,陈国津等.方钢管混凝土柱与钢框梁节点的抗震性能试验研究[J].建筑结构学报,2004,25(1):9-16.(ZHOU Tianhua,HE Baokang,CHEN Guojinet al.Experimental studies on seismic behavior of concrete-filled steel square tubular column and steel beam jointsunder cyclic loading[J].Journal of Building Structures,2004,25(1):9-16.(in Chinese))
[11]周天华,聂少锋,卢林枫等.带内隔板的方钢管混凝土柱-钢梁节点设计研究[J].建筑结构学报,2005,26(5):23-29.(ZHOUTianhua,NIE Shaofeng,LULinfeng,et al.Design of concrete-filled square tube column and steelbeam joint with internal diaphragms[J].Journal ofBuilding Structures,2005,26(5):23-29.(in Chinese))
[12]王来,王铁成,邓芃.方钢管混凝土框架内隔板节点抗震性能的试验研究[J].地震工程与工程振动,2005,25(1):76-80.(Wang Lai,Wang Tiecheng,Deng Peng.Experimental research on seismic performances of jointreinforced with inner ring stiffener of concrete-filled squaretubular frame[J].Earthquake Engineering and EngineeringVibration,2005,25(1):76-80.(in Chinese))
[13]聂建国,秦凯,张桂标.方钢管混凝土柱内隔板式节点的抗弯承载力研究[J].建筑科学与工程学报,2005,22(1):42-49.(Nie Jianguo,Qin Kai,Zhang Guibiao.Experimental research and theoretical analysis on flexuralcapacity of connections for concrete-filled steel squaretubular columns with inner diaphragms[J].Journal ofArchitecture and Civil Engineering,2005,22(1):42-49.(in Chinese))
[14]GB 50011—2001建筑抗震设计规范[S].(GB50011—2001 Code for seismic design of building[S].(in Chinese))
[15]唐九如.钢筋混凝土框架节点抗震[M].南京:东南大学出版社,1999.(Tang Jiuru.Seismic resistance of joints inreinforced concrete frames[M].Nanjing:DongnanUniversity Press,1999.(in Chinese))
[16]JGJ 101—96建筑抗震试验方法规程[S].(JGJ 101—96 Specification of testing methods for earthquake resistantbuilding[S].(in Chinese))
[2]韩林海,杨有福.现代钢管混凝土结构技术[M].北京:中国建筑工业出版社,2004.(Han Linhai,Yang Youfu.Modern concrete filled steel tubular structural technology[M].Beijing:China Architecture and Building Press,2004.(in Chinese))
[3]CECS 159:2004矩形钢管混凝土结构技术规程[S].(CECS 159:2004 Technical specification for structureswith concrete-filled rectangular steel tube members[S].(in Chinese))
[4]JGJ 99—98高层民用建筑钢结构技术规程[S].(JGJ99—98 Technical specification for steel structure of tallbuildings[S].(in Chinese))
[5]Satoshi Sasaki,Masaru Teraoka,Koji Morita,ToshioFujiwara.Structural behavior of concrete-filled squaretubular column with partial-penetration weld corner seam tosteel H-beam connections[C]//Proceedings of 4th PacificStructural Steel Conference.Singapore:National Universityof Singapore,1995:33-40.
[6]Koji Morita,FU G,Masaru Teraoka,Yokoyama Y.Experimental study on connections with eccentricity betweenconcrete filled square tubular steel column and steel beam[C]//Proceedings of 4th Pacific Structural SteelConference.Singapore:National University of Singapore,1995:25-32.
[7]Jong Seok,Shim,Duck Jeon,HAN,Kyu Suk,Kim.Anexperimental study on the structural behavior of H-shapedsteel beam-to-concrete filled square tubular columnconnections[C]//Proceedings of 4th Pacific StructuralSteel Conference.Singapore:National University ofSingapore,1995:41-48.
[8]Ricles J M,Peng S W,Lu L W.Seismic behavior ofcomposite filled steel tube column-wide flange beam momentconnections[J].Journal of Structural Engineering,ASCE,130(2):223-232.
[9]吕西林,李学平,余勇.方钢管混凝土柱与钢梁连接的设计方法[J].同济大学学报,2002,30(1):1-5.(LuXilin,Li Xueping,Yu Yong.Design method forconnections between concrete-filled square tubular columnsand steel beams[J].Journal of Tongji University,2002,30(1):1-5.(in Chinese))
[10]周天华,何保康,陈国津等.方钢管混凝土柱与钢框梁节点的抗震性能试验研究[J].建筑结构学报,2004,25(1):9-16.(ZHOU Tianhua,HE Baokang,CHEN Guojinet al.Experimental studies on seismic behavior of concrete-filled steel square tubular column and steel beam jointsunder cyclic loading[J].Journal of Building Structures,2004,25(1):9-16.(in Chinese))
[11]周天华,聂少锋,卢林枫等.带内隔板的方钢管混凝土柱-钢梁节点设计研究[J].建筑结构学报,2005,26(5):23-29.(ZHOUTianhua,NIE Shaofeng,LULinfeng,et al.Design of concrete-filled square tube column and steelbeam joint with internal diaphragms[J].Journal ofBuilding Structures,2005,26(5):23-29.(in Chinese))
[12]王来,王铁成,邓芃.方钢管混凝土框架内隔板节点抗震性能的试验研究[J].地震工程与工程振动,2005,25(1):76-80.(Wang Lai,Wang Tiecheng,Deng Peng.Experimental research on seismic performances of jointreinforced with inner ring stiffener of concrete-filled squaretubular frame[J].Earthquake Engineering and EngineeringVibration,2005,25(1):76-80.(in Chinese))
[13]聂建国,秦凯,张桂标.方钢管混凝土柱内隔板式节点的抗弯承载力研究[J].建筑科学与工程学报,2005,22(1):42-49.(Nie Jianguo,Qin Kai,Zhang Guibiao.Experimental research and theoretical analysis on flexuralcapacity of connections for concrete-filled steel squaretubular columns with inner diaphragms[J].Journal ofArchitecture and Civil Engineering,2005,22(1):42-49.(in Chinese))
[14]GB 50011—2001建筑抗震设计规范[S].(GB50011—2001 Code for seismic design of building[S].(in Chinese))
[15]唐九如.钢筋混凝土框架节点抗震[M].南京:东南大学出版社,1999.(Tang Jiuru.Seismic resistance of joints inreinforced concrete frames[M].Nanjing:DongnanUniversity Press,1999.(in Chinese))
[16]JGJ 101—96建筑抗震试验方法规程[S].(JGJ 101—96 Specification of testing methods for earthquake resistantbuilding[S].(in Chinese))
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