Q460高强度钢材工形压弯构件抗震性能的试验研究
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摘要
为研究高强度钢材工形压弯构件的抗震性能,对6个Q460钢材工形压弯试件进行低周往复荷载试验研究,分析板件宽厚比、轴压比等因素对试件的破坏形态、耗能能力和抗震性能的影响,给出截面Np-Mp理论曲线并与试验结果进行对比。结果表明,Q460高强度钢材工形压弯构件具有很好的耗能能力和抗震性能,可以应用于抗震钢框架;且当翼缘和腹板宽厚比超限时,承载力退化仍然较慢,极限层间位移角明显大于1/50,表现出良好的抗震性能和极限承载能力;采用极限分析方法求得的Np-Mp曲线计算Q460钢材工形压弯构件平面内稳定承载力是偏于安全的。建议Q460钢材工形截面压弯构件的翼缘宽厚比限值为9,腹板宽厚比限值为33;同时建议抗震规范中钢柱的板件宽厚比限值应与轴压比相联系。
Six cyclic loading tests of Q460 steel Ⅰ-columns were carried out to investigate the seismic behavior.The influences of the width-to-thickness ratio,axial-load ratio on the failure characteristics,energy dissipation capacity and seismic behaviour were analyzed,and the relationship between the axial loading capacity and moment capacity based on plastic theory was calculated and compared with the test results.The test results indicated that,Q460 high strength steel Ⅰ-columns exhibited excellent energy dissipation capacity and seismic behaviour and could be used in seismic steel frames;even when the plate slenderness of the flanges and webs were beyond the limitations of the seismic design code,the deterioration of the specimens capacity was still very slow and the ultimate inter-storey drift ratios were significantly more than 1/50,which proved excellent seismic behavior and ultimate loading capacity;the method for calculating the Q460 steel Ⅰ-column in-plane buckling capacity with the formula in the Steel Structures Design Code was safe and conservative.The limit values for the width-to-thickness ratios of Q460 steel column flanges and webs were recommended to be 9 and 33 respectively,and it was suggested that the steel column plate width-to-thickness ratio limitations in the seismic desgin code should be related to the axial-load ratio.
Six cyclic loading tests of Q460 steel Ⅰ-columns were carried out to investigate the seismic behavior.The influences of the width-to-thickness ratio,axial-load ratio on the failure characteristics,energy dissipation capacity and seismic behaviour were analyzed,and the relationship between the axial loading capacity and moment capacity based on plastic theory was calculated and compared with the test results.The test results indicated that,Q460 high strength steel Ⅰ-columns exhibited excellent energy dissipation capacity and seismic behaviour and could be used in seismic steel frames;even when the plate slenderness of the flanges and webs were beyond the limitations of the seismic design code,the deterioration of the specimens capacity was still very slow and the ultimate inter-storey drift ratios were significantly more than 1/50,which proved excellent seismic behavior and ultimate loading capacity;the method for calculating the Q460 steel Ⅰ-column in-plane buckling capacity with the formula in the Steel Structures Design Code was safe and conservative.The limit values for the width-to-thickness ratios of Q460 steel column flanges and webs were recommended to be 9 and 33 respectively,and it was suggested that the steel column plate width-to-thickness ratio limitations in the seismic desgin code should be related to the axial-load ratio.
引文
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[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 Aiguo.Experiment on steel short columnwith tapered H-section under cycling loading[J].Journalof Vibration Engineering,2009,22(1):92-98(inChinese))
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[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—2002Metallicmaterials-tensile testing at ambient temperature[S].Beijing:Standards Press of China,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—1996Specification oftesting methods for earthquake resistant building[S].Beijing:China Architecture&Building Press,1997(inChinese))
[17]邓椿森,施刚,张勇,等.中外抗震设计规范关于钢柱板件宽厚比限值的比较[J].青岛理工大学学报,2011,32(5):41-48,53(Deng Chunsen,Shi Gang,Zhang Yong,etal.Comparison of limiting width-thickness ratios of steelcolumns in sino-foreign seismic design codes[J].Journalof Qingdao Technological University,2011,32(5):41-48,53(in Chinese))
[18]GB50017—2003钢结构设计规范[S].北京:中国计划出版社,2003(GB50017—2003Code for design of steelstructures[S].Beijing:China Planning Press,2003(in Chinese))
[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(ShiGang,Shi Yongjiu,Wang Yuanqing.Engineeringapplication of ultra-high strength steel structures[J].Progress in Steel Building Structures,2008,10(4):32-38(in Chinese))
[3]Pocock G.High strength steel use in Australia,Japan andthe US[J].The Structural Engineer,2006,84(21):27-30
[4]Fukumoto Y,Kusama H.Local instability tests of plateelements under cyclic uniaxial loading[J].Journal ofStructural Engineering,1985,111(5):1051-1067
[5]Rasmussen K,Hancock G J.Plate slenderness limits forhigh strength steel sections[J].Journal of ConstructionalSteel Research,1992,23(1/2/3):73-96
[6]Shi Gang,Ban Huiyong,Shi Yongjiu,et al.Recentresearch advances on the buckling behavior of highstrength and ultra-high strength steel structures[C]//Proceedings of the 2009 International Conference onTechnology of Architecture and Structure.Shanghai,2009
[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(ShiGang,Wang Yuanqing,Shi Yongjiu.Behavior of highstrength steel columns under axial compression[J].Journalof Building Structures,2009,30(2):92-97(in Chinese))
[8]Shi Gang,Deng Chunsen,Zhang Yong,Finite elementanalysis on the influence of steel strength on the seismicbehavior of steel column[C]//Proceedings of the 11thInternational Symposium on Structural Engineering.Guangzhou,2010
[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—2010Code for seismicdesign of buildings[S].Beijing:China Architecture&Building Press,2001(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,Guo Bing.Experiment and analysis of the box-section members withcompression and flexure under cyclic bending[J].Journalof 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 Yiyi,Zhou Feng,Chen Cheng.Research on the hystereticbehaviour of H-shaped steel columns with big width-to-thickness ratio plates[J].World Earthquake Engineering,2002,18(4):23-29(in Chinese))
[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 Aiguo.Experiment on steel short columnwith tapered H-section under cycling loading[J].Journalof Vibration Engineering,2009,22(1):92-98(inChinese))
[13]Newell J D,Uang C M.Cyclic behavior of steel wide-flange columns subjected to large drift[J].Journal ofStructural Engineering,2008,134(8):1334-1342
[14]Nakashima M,Liu D W.Instability and complete failure ofsteel columns subjected to cyclic loading[J].Journal ofEngineering 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—2002Metallicmaterials-tensile testing at ambient temperature[S].Beijing:Standards Press of China,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—1996Specification oftesting methods for earthquake resistant building[S].Beijing:China Architecture&Building Press,1997(inChinese))
[17]邓椿森,施刚,张勇,等.中外抗震设计规范关于钢柱板件宽厚比限值的比较[J].青岛理工大学学报,2011,32(5):41-48,53(Deng Chunsen,Shi Gang,Zhang Yong,etal.Comparison of limiting width-thickness ratios of steelcolumns in sino-foreign seismic design codes[J].Journalof Qingdao Technological University,2011,32(5):41-48,53(in Chinese))
[18]GB50017—2003钢结构设计规范[S].北京:中国计划出版社,2003(GB50017—2003Code for design of steelstructures[S].Beijing:China Planning Press,2003(in Chinese))
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