李元齐1?覮,潘斯勇1,李丽2,朱晶1.Q500GJ高强度钢材焊接H形柱抗震性能试验研究[J].湖南大学学报:自然科学版,2020,(11):38~45
Q500GJ高强度钢材焊接H形柱抗震性能试验研究
Experimental Study on Seismic Performance of Q500GJHigh-strength Steel Welded H-section Columns
  
DOI:
中文关键词:  Q500GJ高强度钢材  反复加载  抗震性能  焊接H形柱
英文关键词:Q500GJ high strength steel  reciprocating loading  seismic behavior  welded H-section column
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作者单位
李元齐1?覮,潘斯勇1,李丽2,朱晶1 (1. 同济大学 建筑工程系上海 2000922. 南京钢铁集团有限公司南京 210035) 
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中文摘要:
      为促进Q500GJ高强钢材在钢结构工程中的应用,进行了5个Q500GJ高强钢焊接H形截面试件的水平往复加载试验研究,分析了试件的长细比、绕强弱轴加载等因素对试件破坏模式、变形能力、抗震耗能能力的影响. 结果表明,所有试件荷载-位移滞回曲线饱满,滞回性能良好. 骨架曲线正、反向基本对称,走势相似,从弹性变形到屈服点,荷载达最大后,开始下降直至塑性破坏. 试件绕强轴反复荷载,板件局部弹塑性失稳破坏,截面塑性发展不充分,试件绕弱轴反复荷载,全截面进入塑性破坏,试件绕弱轴反复荷载下延性系数要高于绕强轴反复荷载下的延性系数. 试件最大层间位移角为1/20,最小层间位移角为1/26,均满足《建筑抗震设计规范》(GB 50011—2010)中多、高层钢结构弹塑性位移角1/50的限值要求.
英文摘要:
      In order to promote the application of Q500GJ high-strength steel in steel structure engineering, five specimens of Q500GJ high-strength steel welded H-section columns were tested under horizontal reciprocating loading. The effects of slenderness ratio and loading conditions around the strong or weak axis on the failure mode, deformation capacity and seismic energy dissipation capacity of specimens were studied. The results show that the load-displacement hysteretic curves of all specimens are rich and the hysteretic performance is good. The skeleton curves are basically symmetrical in both the right and reverse direction with similar trend . From elastic deformation to yield point, after reaching the maximum load, the skeleton curves begin to decline until the plastic failure. The specimens under cyclic loading around the strong axis fail due to local elastic-plastic instability of the plate, and the plasticity develops insufficiently. While the specimens under cyclic loading around weak axis fail due to the whole section into plasticity. The ductility coefficient of specimens under cyclic loading around weak axis is much higher than that under cyclic loading around strong axis. The maximum and minimum inter-story displacement deflection of the specimens are 1/20 and 1/26, respectively, which meet the limit requirements, i.e., 1/50 of elastic-plastic inter-story displacement deflection, for multi-story and high-rise steel structures in GB 50011-2010 Code for Seismic Design of Buildings.
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