长圆孔变型性高强螺栓节点抗震性能试验研究
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摘要
带悬臂梁段全螺栓拼接的梁柱刚接节点,螺栓孔开成长圆形来提高节点的抗震性能。通过3个长圆孔变型性高强螺栓节点及1个对比节点试件的低周反复加载试验,研究了节点在地震作用下的承载力、延性变形能力、耗能能力、滞回性能,并与传统栓焊节点性能作对比。试验结果表明,这种节点的延性好于传统栓焊节点,通过螺栓在长圆孔中的滑移,可明显提高节点的延性变形能力。最终节点延性破坏,3个试件梁端塑性转角分别达到0.0500 rad、0.0560 rad、0.0523 rad,位移延性系数分别为7.14、5.03、4.51,而栓焊节点的塑性转角与位移延性系数仅能达到0.0204 rad与2.28,较大程度地改善了节点抗震性能。
To improve the seismic behavior of steel beam-to-column rigid bolted connection with a cantilever segment,slotted holes,instead of round holes are used in the connections.Based on the experiments on three specimens under cycle loading, load-carrying capacity,ductile deformability,energy dissipation and hysteretic characteristics of the connections were investigated,and the capability of conventional bolt-weld joint were also compared in this paper.The results show that ductility of this joint is better than conventional one.Through the slippage of the bolts,the capability of plastic deformation is improved obviously.The failure mode of specimen is ductility mode,the plastic rotational angle of the end of three beams reaches 0.05rad,0.056rad,0.0523rad,whereas the value of ductility coefficient reached 7.14,5.03,4.51,respectively,compared with a plastic rotation of 0.0204rad and a ductility coefficient of 2.28 for the bolt-weld joint,indicating obvious improvement.
To improve the seismic behavior of steel beam-to-column rigid bolted connection with a cantilever segment,slotted holes,instead of round holes are used in the connections.Based on the experiments on three specimens under cycle loading, load-carrying capacity,ductile deformability,energy dissipation and hysteretic characteristics of the connections were investigated,and the capability of conventional bolt-weld joint were also compared in this paper.The results show that ductility of this joint is better than conventional one.Through the slippage of the bolts,the capability of plastic deformation is improved obviously.The failure mode of specimen is ductility mode,the plastic rotational angle of the end of three beams reaches 0.05rad,0.056rad,0.0523rad,whereas the value of ductility coefficient reached 7.14,5.03,4.51,respectively,compared with a plastic rotation of 0.0204rad and a ductility coefficient of 2.28 for the bolt-weld joint,indicating obvious improvement.
引文
[1]黄炳生.日本神户地震中建筑钢结构的震害及启示[J].建筑结构,2000,30(9):24-25.(HUANGBinsheng.Analyses Damage of Steel Structure andEnlightenment from Japan Kobe Earthquake[J].Building Structure,2000,30(9):24-25.(inChinese))
[2]GB 50011—2001建筑抗震设计规范[S].(GB50011—2001 Code for seismic design of buildings[S].(in Chinese))
[3]李星荣,魏才昂,丁峙琨,等.钢结构连接节点设计手册[M].北京:中国建筑工业出版社,2005.
[4]JGJ 99—98高层民用建筑钢结构技术规程[S].(JGJ 99—98 Technical specification for steelstructure of tall buildings[S].(in Chinese))
[5]赵大伟,石永久,陈宏,等.低周反复荷载下梁柱节点的试验研究[J].建筑结构,2000,30(9):3-6(ZHAO Daowei,SHIYongjiu,CHEN Hong,et al.Experimental research on beam-column connectionsunder cyclic loading[J].Building Structure,2000,30(9):3-6(in Chinese))
[6]JGJ 101—96建筑抗震试验方法规程[S].(JGJ101—96 Specificating of testing methodd forearthquake resistant building[S].(in Chinese))
[7]FEMA.Interim guidelines advisory No.2.Supplementto FEMA-267[R].Rep.No.SAC-99-01.Sacramento:SAC Joint Venture,1999.
[8]沈祖炎,陈扬骥,陈以一.钢结构基本原理[M].第2版.北京:中国建筑工业出版社,2008.
[2]GB 50011—2001建筑抗震设计规范[S].(GB50011—2001 Code for seismic design of buildings[S].(in Chinese))
[3]李星荣,魏才昂,丁峙琨,等.钢结构连接节点设计手册[M].北京:中国建筑工业出版社,2005.
[4]JGJ 99—98高层民用建筑钢结构技术规程[S].(JGJ 99—98 Technical specification for steelstructure of tall buildings[S].(in Chinese))
[5]赵大伟,石永久,陈宏,等.低周反复荷载下梁柱节点的试验研究[J].建筑结构,2000,30(9):3-6(ZHAO Daowei,SHIYongjiu,CHEN Hong,et al.Experimental research on beam-column connectionsunder cyclic loading[J].Building Structure,2000,30(9):3-6(in Chinese))
[6]JGJ 101—96建筑抗震试验方法规程[S].(JGJ101—96 Specificating of testing methodd forearthquake resistant building[S].(in Chinese))
[7]FEMA.Interim guidelines advisory No.2.Supplementto FEMA-267[R].Rep.No.SAC-99-01.Sacramento:SAC Joint Venture,1999.
[8]沈祖炎,陈扬骥,陈以一.钢结构基本原理[M].第2版.北京:中国建筑工业出版社,2008.
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