外方内圆复合钢管高强混凝土柱抗震性能试验研究
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摘要
为研究外方内圆复合钢管高强混凝土柱的抗震性能,完成了6个试件的拟静力试验。试验主要变化参数为轴压比、方钢管壁板厚度及其宽厚比、圆钢管混凝土套箍指标。试验结果表明:6个试件的破坏形态基本相同,均为距柱底约300mm高度范围内方钢管外鼓屈曲,方、圆钢管之间混凝土局部破坏;试件的水平荷载-位移滞回曲线饱满,无明显捏拢;峰值水平荷载时,轴压比设计值约为1.0的试件位移角略小于1/100,其它5个试件位移角均大于1/100;减小方钢管壁板的宽厚比,或增大圆钢管混凝土的套箍指标,可增大试件的初始割线刚度以及极限位移角;增大方钢管壁板的厚度,可提高试件在轴压力作用下的正截面受弯承载力。采用叠加方法与平截面假定方法计算试件在轴压力作用下的正截面受弯承载力,计算值与实测值吻合较好。
To study the seismic behavior of composite-sectioned high strength concrete filled steel tubular(CSCFT) columns,quasi-static tests on six specimens were conducted.The test variables included the axial force ratio,wall thickness and width-to-thickness ratio of square steel tube,confinement index of circular concrete filled steel tube(CFT).Test results indicate that the failure mode of the CSCFT column specimens is characterized by wall buckling of square steel tube and crushing of partial concrete between the square steel tube and the circular steel tube within a height of 300mm from the column base.The lateral force-displacement hysteretic loops are plump.At the peak lateral force,the drift ratio of one specimen is a little bit less than 1/100 since it has a design value of axial force ratio close to 1.0,and the drift ratios of other 5 specimens are larger than 1/100.As the wall width-to-thickness ratio of square steel tube reduced,or the confinement index of CFT increased,the initial secant stiffness and the ultimate drift ratio are increased.As the wall thickness of square steel tube increased,the bending strength of specimen under axial compressive force is enhanced.The bending strength of the specimens calculated by the superposition method and by the plane section assumption has good agreement with the test results.
To study the seismic behavior of composite-sectioned high strength concrete filled steel tubular(CSCFT) columns,quasi-static tests on six specimens were conducted.The test variables included the axial force ratio,wall thickness and width-to-thickness ratio of square steel tube,confinement index of circular concrete filled steel tube(CFT).Test results indicate that the failure mode of the CSCFT column specimens is characterized by wall buckling of square steel tube and crushing of partial concrete between the square steel tube and the circular steel tube within a height of 300mm from the column base.The lateral force-displacement hysteretic loops are plump.At the peak lateral force,the drift ratio of one specimen is a little bit less than 1/100 since it has a design value of axial force ratio close to 1.0,and the drift ratios of other 5 specimens are larger than 1/100.As the wall width-to-thickness ratio of square steel tube reduced,or the confinement index of CFT increased,the initial secant stiffness and the ultimate drift ratio are increased.As the wall thickness of square steel tube increased,the bending strength of specimen under axial compressive force is enhanced.The bending strength of the specimens calculated by the superposition method and by the plane section assumption has good agreement with the test results.
引文
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[10]叶列平.混凝土结构设计[M].北京:中国建筑工业出版社,2012:19-20.(Ye Lieping.Design of concretestructures[M].Beijing:China Architecture&BuildingPress,2012:19-20.(in Chinese))
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[13]过镇海,时旭东.钢筋混凝土原理和分析[M].北京:清华大学出版社,2003:335-337.(Guo Zhenhai,Shi Xudong.Reinforced concrete theory and analysis[M].Beijing:Tsinghua University Press,2003:335-337.(in Chinese))
[14]JGJ101—1996建筑抗震试验方法规程[S].北京:中国建筑工业出版社,1997.(JGJ101—1996Specification of testing methods for earthquake resistantbuilding[S].Beijing:China Architecture&BuildingPress,1997.(in Chinese))
[15]GB50010—2010混凝土结构设计规范[S].北京:中国建筑工业出版社,2010.(GB50010—2010Code for design of concrete structures[S].Beijing:China Architecture&Building Press,2010.(inChinese))
[16]Susantha K A S,Ge H,Usami T.Uniaxial stress-strainrelationship of concrete confined by various shaped steeltubes[J].Engineering Structures,2001,23(10):1331-1347.
[2]董宏英,蒋峰,曹万林.钢-混凝土组合剪力墙抗震研究与发展[J].地震工程与工程振动,2012,32(1):54-61.(Dong Hongying,Jiang Feng,Cao Wanlin.Development and research in seismic performance ofsteel-concrete composite shear wall[J].EarthquakeEngineering and Engineering Vibration,2012,32(1):54-61.(in Chinese))
[3]吕西林,陆伟东.反复荷载作用下方钢管混凝土柱的抗震性能试验研究[J].建筑结构学报,2000,21(2):2-11.(LU Xilin,LU Weidong.Seismic behaviorof concrete-filled rectangular steel tubular columnsunder cyclic loading[J].Journal of BuildingStructures,2000,21(2):2-11.(in Chinese))
[4]蔡绍怀,焦占栓.钢管混凝土短柱的基本性能和强度计算[J].建筑结构学报,1984,5(6):13-29.(CAI Shaohuai,JIAO Zhanshuan.Behavior andultimate strength of short concrete-filled steel tubularcolumns[J].Journal of Building Structures,1984,5(6):13-29.(in Chinese))
[5]赵鸿铁,潘泰华,姜维山,周起敬.型钢混凝土构件的强度计算[J].建筑结构学报,1991,12(5):12-25.(ZHAO Hongtie,PAN Taihua,JIANG Weishan,ZHOU Qijing.Strength calculation of steel reinforcedconcrete members[J].Journal of Building Structures,1991,12(5):12-25.(in Chinese))
[6]陈周熠,赵国藩,易伟建,等.带圆钢管劲性高强混凝土轴压短柱试验研究[J].大连理工大学学报,2005,45(5):687-691.(CHEN Zhouyi,ZHAOGuofan,YI Weijian,et al.Experimental research onbehavior of high strength concrete column reinforcedwith concrete-filled steel tube under axial compression[J].Journal of Dalian University of Technology,2005,45(5):687-691.(in Chinese))
[7]钱稼茹,康洪震.钢管高强混凝土组合柱抗震性能试验研究[J].建筑结构学报,2009,30(4):85-93.(QIAN Jiaru,KANG Hongzhen.Experimental study onseismic behavior of high-strength concrete-filled steeltube composite column[J].Journal of BuildingStructures,2009,30(4):85-93.(in Chinese))
[8]裴万吉.复式钢管混凝土柱力学性能研究[D].西安:长安大学,2005:11-38.(Pei Wanji.Research onmechanical performance of multibarrel tube-confinedconcrete columns[D].Xi’an:Chang’an University,2005:11-38.(in Chinese))
[9]钱稼茹,张扬,纪晓东,曹万林.复合钢管高强混凝土短柱轴心受压性能试验与分析[J].建筑结构学报,2011,32(12):162-169.(QIAN Jiaru,ZHANGYang,JI Xiaodong,CAO Wanlin.Test and analysis ofaxial compressive behavior of short composite-sectionedhigh strength concrete filled steel tubular columns[J].Journal of Building Structures,2011,32(12):162-169.(in Chinese))
[10]叶列平.混凝土结构设计[M].北京:中国建筑工业出版社,2012:19-20.(Ye Lieping.Design of concretestructures[M].Beijing:China Architecture&BuildingPress,2012:19-20.(in Chinese))
[11]CECS188:2005钢管混凝土叠合柱结构技术规程[S].北京:中国计划出版社,2005.(CECS188:2005Technical specification for steel tube-reinforced concretecolumn structure[S].Beijing:China Planning Press,2005.(in Chinese))
[12]JGJ3—2010高层建筑混凝土结构技术规程[S].北京:中国建筑工业出版社,2010.(JGJ3—2010Technical specification for concrete structures of tallbuilding[S].Beijing:China Architecture&BuildingPress,2010.(in Chinese))
[13]过镇海,时旭东.钢筋混凝土原理和分析[M].北京:清华大学出版社,2003:335-337.(Guo Zhenhai,Shi Xudong.Reinforced concrete theory and analysis[M].Beijing:Tsinghua University Press,2003:335-337.(in Chinese))
[14]JGJ101—1996建筑抗震试验方法规程[S].北京:中国建筑工业出版社,1997.(JGJ101—1996Specification of testing methods for earthquake resistantbuilding[S].Beijing:China Architecture&BuildingPress,1997.(in Chinese))
[15]GB50010—2010混凝土结构设计规范[S].北京:中国建筑工业出版社,2010.(GB50010—2010Code for design of concrete structures[S].Beijing:China Architecture&Building Press,2010.(inChinese))
[16]Susantha K A S,Ge H,Usami T.Uniaxial stress-strainrelationship of concrete confined by various shaped steeltubes[J].Engineering Structures,2001,23(10):1331-1347.
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