高强度钢材箱形柱滞回性能试验研究
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摘要
为研究Q460高强度钢材箱形柱的抗震性能,对5个足尺试件进行了水平往复加载试验研究,分析了板件宽厚比、轴压比等因素对试件的承载力、破坏模式、耗能能力、变形能力和延性的影响。试验结果表明,Q460高强度钢材箱形柱具有很好的耗能能力和抗震性能,适用于抗震钢框架;除试件HB-1外其他试件本身及其柱脚节点均未发生焊缝开裂,证明设计合理、质量合格的Q460高强度钢材焊缝连接具有足够的承载力和良好的抗震性能;板件宽厚比越大,试件局部屈曲出现得越早,最大荷载对应的位移级越小,达到破坏时的位移级也越小;试件发生局部屈曲的范围及屈曲中心位置相对于试件截面高度的比值依次减小,所有试件最大屈曲位置距固定端0.25B～0.50B(B为等边箱型截面外边长),塑性区范围距离固定端0.72B～1.06B。根据试验结果,建议在轴压比不大于0.2时,Q460钢材箱形截面压弯构件板件宽厚比限值不应大于30;同时,钢框架柱在进行抗震设计时,其板件宽厚比限值应与轴压比相联系,轴压比越大,板件宽厚比限值应越小。
In order to study the seismic behavior of Q460 high strength steel box-section columns,5 full-scale specimens were tested under cyclic loading. The influences of the width-to-thickness ratio and axial-load ratio on the load carring capacity,failure modes,energy dissipation capacity,deformation capacity and ductility were analyzed. The test results indicate that Q460 high strength steel box-section columns have excellent energy dissipation capacity and seismic behavior and are applicable for seismic steel frames. No welds of the specimens or the column bases except specimen HB-1 crack,which proves that Q460 high strength steel welds by reasonable design and qualified quality have enough load carrying capacity and seismic behavior. With higher plate width-to-thickness ratio,local buckling occurs earlier,the displacements corresponding to the maximum load carrying capacity and ultimate failure are both smaller,and the ratios of the range and the center of the local buckling to the specimen section height decrease. The distance between the maximum local buckling position and the fixed end for all the specimens is 0. 25B ～ 0. 50B. The plastic range is 0. 72 B ～ 1. 06 B . Based on the test results,it is suggested that,the plate slenderness limiting value for Q460 high strength box-section columns is 30 when the axial-load ratio is not greater than 0. 2. The width-tothickness ratio limiting values for steel columns should be related to the axial-load ratio.
In order to study the seismic behavior of Q460 high strength steel box-section columns,5 full-scale specimens were tested under cyclic loading. The influences of the width-to-thickness ratio and axial-load ratio on the load carring capacity,failure modes,energy dissipation capacity,deformation capacity and ductility were analyzed. The test results indicate that Q460 high strength steel box-section columns have excellent energy dissipation capacity and seismic behavior and are applicable for seismic steel frames. No welds of the specimens or the column bases except specimen HB-1 crack,which proves that Q460 high strength steel welds by reasonable design and qualified quality have enough load carrying capacity and seismic behavior. With higher plate width-to-thickness ratio,local buckling occurs earlier,the displacements corresponding to the maximum load carrying capacity and ultimate failure are both smaller,and the ratios of the range and the center of the local buckling to the specimen section height decrease. The distance between the maximum local buckling position and the fixed end for all the specimens is 0. 25B ～ 0. 50B. The plastic range is 0. 72 B ～ 1. 06 B . Based on the test results,it is suggested that,the plate slenderness limiting value for Q460 high strength box-section columns is 30 when the axial-load ratio is not greater than 0. 2. The width-tothickness ratio limiting values for steel columns should be related to the axial-load ratio.
引文
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[2]施刚,石永久,王元清.超高强度钢材钢结构的工程应用[J].建筑钢结构进展,2008,10(4):32-38.(SHI Gang,SHI Yong-jiu,WANG Yuan-qing.Engineering application of ultra-high strength steelstructures[J].Progress in Steel Building Structures,2008,10(4):32-38.(in Chinese))
[3]Pocock G.High strength steel use in Australia,Japanand the US[J].Structural Engineer,2006,84(21):27-30.
[4]Fukumoto Y,Kusama S.Local instability tests of plateelements under cyclic unaxial loading[J].Journal ofStructural Engineering,1985,111(5):1051-1067.
[5]Rasmussen K J R,Hancock G J.Plate slendernesslimits for high strength steel sections[J].Journal ofConstructional Steel Research,1992,23(1/2/3):73-96.
[6]BAN Huiyong,SHI Gang,SHI Yongjiu,WANGYuanqing.Research progress on the mechanicalproperty of high strength structural steels[J].AdvancedMaterials Research,2011,250/251/252/253:640-648.
[7]施刚,王元清,石永久.高强度钢材轴心受压构件的受力性能[J].建筑结构学报,2009,30(2):92-97.(SHI Gang,WANG Yuangqing,SHI Yongjiu.Behavior of high strength steel columns under axialcompression[J].Journal of Building Structures,2009,30(2):92-97.(in Chinese))
[8]邓椿森,施刚,张勇,石永久,王元清.高强度钢材压弯构件循环荷载作用下受力性能的有限元分析[J].建筑结构学报,2010,31(S1):28-34.(DENGChunsen,SHI Gang,ZHANG Yong,SHI Yongjiu,WANG Yuanqing.Finite element analysis on thehysteretic behavior of high strength steel columns undercyclic loading[J].Journal of Building Structures,2010,31(S1):28-34.(in Chinese))
[9]GB50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.(GB50011—2010Codefor seismic design of building[S].Beijing:ChinaArchitecture&Building Press,2010.(in Chinese))
[10]苏明周,顾强,郭兵.箱形截面钢压弯构件受循环弯矩作用的试验研究和理论分析[J].建筑结构学报,2001,22(4):9-16.(SU Mingzhou,GU Qiang,GUOBing.Experiment and analysis of the box-sectionmembers with compression and flexure under cyclicbending[J].Journal of Building Structures,2001,22(4):9-16.(in Chinese))
[11]陈以一,周锋,陈城.宽肢薄腹H形截面钢柱的滞回性能[J].世界地震工程,2002,18(4):23-29.(CHEN Yi-yi,ZHOU Feng,CHEN Cheng.Researchon the hysteretic behavior of H-shaped steel columnswith big width-to-thickness ratio plates[J].WorldEarthquake Engineering,2002,18(4):23-29.(inChinese))
[12]杨娜,乔磊,陈爱国.楔形H型钢短柱循环荷载试验研究[J].振动工程学报,2009,22(1):92-98.(YANG Na,QIAO Lei,CHEN Ai-guo.Experiment onsteel short column with tapered H-section under cyclingloading[J].Journal of Vibration Engineering,2009,22(1):92-98.(in Chinese))
[13]Newell James D,Uang Chia-Ming.Cyclic behavior ofsteel wide-flange columns subjected to large drift[J].Journal of Structural Engineering,2008,134(8):1334-1342.
[14]Nakashima Masayoshi,ASCE M,Liu Dawei.Instabilityand complete failure of steel columns subjected to cyclicloading[J].Journal of Engineering Mechanics,2005,131(6):559-567.
[15]GB/T228—2002金属材料室温拉伸试验方法[S].北京:中国标准出版社,2002.(GB/T228—2002 Metallic materials:tensile testing at ambienttemperature[S].Beijing:China Standard Press,2002.(in Chinese))
[16]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—96Specification of testing methods for earthquake resistantbuilding[S].Beijing:China Architecture&BuildingPress,1997.(in Chinese))
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