考虑柱脚转动刚度的多层钢框架易损性分析
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摘要
通过对多层钢框架进行增量动力分析,研究柱脚转动刚度、底层破坏模式以及钢柱宽厚比对多层钢框架抗震性能的影响,具体从结构倒塌储备系数、地震易损性以及结构局部响应考察各影响因素对结构抗震性能的影响。分析结果表明,当破坏模式由钢柱破坏控制时,随着钢柱宽厚比的增大结构抗震性能减弱,考虑柱脚刚度的半刚接柱脚钢框架地震易损性与刚接柱脚钢框架差别较小,当柱脚与柱刚度比为2.0时,框架地震易损性与刚接柱脚钢框架非常接近;当破坏模式由柱脚破坏控制时,可以明显降低钢柱宽厚比的要求。
Based on the incremental dynamic analysis (IDA) of a multi-story steel frame,the effect of column base rotation stiffness,bottom failure mode and steel column section width-to-thickness ratio on the seismic behavior of multi-story steel frame is studied,and the influencing factors on the seismic performance of structure are investigated from the collapse margin ratio (CMR) of structure,seismic vulnerability and structural local response.The results show when the failure is caused by steel column,the seismic performance is decreasing with the increase of steel column section width-to-thickness ratio,the difference between seismic fragility of semi-rigid steel frame considering the stiffness of column base and that of the rigid steel frame is small,and the seismic fragility of semi-rigid steel frame is close to that of the rigid steel frame when the ratio of column base and column stiffness is 2.0.When the failure is caused by column base,the requirement of the steel column section width-to-thickness ratio can be reduced significantly.
Based on the incremental dynamic analysis (IDA) of a multi-story steel frame,the effect of column base rotation stiffness,bottom failure mode and steel column section width-to-thickness ratio on the seismic behavior of multi-story steel frame is studied,and the influencing factors on the seismic performance of structure are investigated from the collapse margin ratio (CMR) of structure,seismic vulnerability and structural local response.The results show when the failure is caused by steel column,the seismic performance is decreasing with the increase of steel column section width-to-thickness ratio,the difference between seismic fragility of semi-rigid steel frame considering the stiffness of column base and that of the rigid steel frame is small,and the seismic fragility of semi-rigid steel frame is close to that of the rigid steel frame when the ratio of column base and column stiffness is 2.0.When the failure is caused by column base,the requirement of the steel column section width-to-thickness ratio can be reduced significantly.
引文
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[2]刘浩,崔瑶,殷福新.外露式钢柱脚抗弯性能试验研究[J].钢结构,2017,32(1):40-44.DOI:10.13206/j.gjg201701009.LIU Hao,CUI Yao,YIN Fuxin.Experiment study of bending behavior of exposed column base[J].Steel Construction,2017,32(1):40-44.DOI:10.13206/j.gjg201701009.(in Chinese)
[3]刘晶波,刘阳冰,闫秋实,等.基于性能的方钢管混凝土框架结构地震易损性分析[J].土木工程学报,2010,43(2):39-47.DOI:10.15951/j.tmgcxb.2010.02.017.LIU Jingbo,LIU Yangbing,YAN Qiushi,et al.Performancebased seismic fragility analysis of CFST frame structures[J].China Civil Engineering Journal,2010,43(2):39-47.DOI:10.15951/j.tmgcxb.2010.02.017.(in Chinese)
[4]BRAGA F,DOLCE M,LIBERATORE D.A statistical study on damaged buildings and an ensuring review of the MSK-76scale[C]//Proceedings of the Seventh European Conference on Earthquake Engineering.Athens,Greece,1982.
[5]ROSSETTO T,ELNASHAI A.Derivation of vulnerability function for European-type RC structures based on observational data[J].Engineering Structures,2003,25(10):1241-1263.DOI:10.1016/S0141-0296(03)00060-9.
[6]尹之潜.地震灾害与损失预测方法[M].北京:地震出版社,1995.YIN Zhiqian.Methods of earthquake disaster and loss prediction[M].Beijing:Seismological Press,1995.(in Chinese)
[7]尹之潜.地震损失分析与设防标准[M].北京:地震出版社,2004.YIN Zhiqian.Seismic loss analysis and fortification criteria[M].Beijing:Seismological Press,2004.(in Chinese)
[8]SHINOZUKA M,FENG M Q,KIM H,et al.Nonlinear static procedure for fragility curve development[J].Journal of Engineering Mechanics,2000,126(12):1287-1295.DOI:10.1061/(ASCE)0733-9399(2000)126:12(1287).
[9]KWON O S,ELNASHAI A.The effect of material and ground motion uncertainty on the seismic vulnerability curves of RC structure[J].Engineering Structures,2006,28(2):289-303.DOI:10.1016/j.engstruct.2005.07.010.
[10]冯杰.桥梁结构地震易损性分析研究[D].成都:西南交通大学,2010.FENG Jie.Seismic vulnerability analysis for bridge structures[D].Chengdu:Southwest Jiaotong University,2010.(in Chinese)
[11]李佩芬.基于模型修正的结构地震易损性研究[D].北京:北京交通大学,2014.LI Peifen.Structural seismic fragility study based on model updating[D].Beijing:Beijing Jiaotong University,2014.(in Chinese)
[12]KATO B,AKIYAMA H.The ultimate strength of the steel beam-column(part 4)[J].Transactions of AIJ,1968,151:15-20.(in Japanese)
[13]AKIYAMA H,TAKAHASHI M.Influence of bauschinger effect on seismic resistance of steel structures[J].Transactions of AIJ,1990,418:49-57.(in Japanese)
[14]YAMADA S,AKIYAMA H,KUWAMURA H.Postbuckling and deteriorating behavior of box-section steel members[J].Journal of Structural and Construction Engineering,1993,444:135-143.DOI:10.3130/aijsx.444.0_135.(in Japanese)
[15]Applied Technology Council.Quantification of building seismic performance factors:ATC-63[R].Redwood City:Applied Technology Council,1996.
[16]American Society of Civil Engineers.Prestandard and Commentary for Seismic Rehabilitation of Buildings:FEMA356[S].Washington,D.C.:American Society of Civil Engineers,2000.
[17]秋山宏.基于能量平衡的建筑结构抗震设计[M].叶列平,裴星洙,译.北京:清华大学出版社,2010.AKIYAMA Hiroshi.Earthquake-resistant design method for buildings based on energy balance[M].YE Lieping,PEIXingzhu,translated.Beijing:Tsinghua University Press,2010.(in Chinese)