在役钢结构基于损伤模型的地震易损性分析
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摘要
基于已有钢材力学性能及钢材厚度锈蚀规律,对4个不同服役时间(0年、15年、30年、45年)的钢框架结构以峰值加速度(PGA)作为地震动强度指标,以结构整体损伤作为地震需求指标,对结构进行增量动力时程分析(IDA),对分析结果进行对数线性拟合,分别建立离散的地震易损性曲线,同时建立连续的地震易损性曲线。以一个15层3跨钢框架为例,建立有限元模型并对结构进行IDA分析,同时建立不同服役时间地震易损性曲线。研究成果可为结构的全寿命设计、既有结构的运营以及地震风险评估等提供理论依据。
Based on the current mechanical properties of steel and steel thickness corrosion law,incremental dynamic analysis( IDA) was carried out on four steel frame structures with different service times( 0 years,15 years,30 years,45years) with PGA as the earthquake intensity index and the structure overall damage as the seismic demand index. Log linear fitting was conducted on the analytical results to establish discrete seismic vulnerability curves respectively and establish continuous seismic vulnerability curves according to the proposed method. Taking a 15-story 3-span steel frame as an example,the finite element model was established and IDA analysis of the structure was conducted. At the same time,seismic vulnerability curves of different service times were established according to the proposed method. The research results can provide a theoretical basis for the life cycle design of the structure,existing structure operation and seismic risk assessment.
Based on the current mechanical properties of steel and steel thickness corrosion law,incremental dynamic analysis( IDA) was carried out on four steel frame structures with different service times( 0 years,15 years,30 years,45years) with PGA as the earthquake intensity index and the structure overall damage as the seismic demand index. Log linear fitting was conducted on the analytical results to establish discrete seismic vulnerability curves respectively and establish continuous seismic vulnerability curves according to the proposed method. Taking a 15-story 3-span steel frame as an example,the finite element model was established and IDA analysis of the structure was conducted. At the same time,seismic vulnerability curves of different service times were established according to the proposed method. The research results can provide a theoretical basis for the life cycle design of the structure,existing structure operation and seismic risk assessment.
引文
[1]史炜洲.钢材腐蚀对住宅钢结构性能影响的研究与评估[D].上海:同济大学,2009.
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[4]欧进萍,牛荻涛,王光远.非线性抗震钢结构的模糊动力可靠性分析与设计[J].哈尔滨建筑工程学院学报:自然科学版,1991,24(1):12-14.
[5]PARKPARK Y J,ANG HS.Mechanistic seismic damage modal for reinforeed concrete[J].Journal of Structural Engineering,1985,111(4):722-739.
[6]王丹丹.钢框架结构的地震易损性及概率风险分析[D].哈尔滨:哈尔滨工业大学,2006.
[7]徐龙河,单旭,李忠献.强震下钢框架结构易损性分析及优化设计[J].工程力学,2013,30(1):175-176.
[8]Federal Emergency Management Agency.Earthquake loss estimation methodology technology manual,HAZUS99[S].Washington D.C.:National Institute of Building Sciences,1999.
[9]LUCO N,CORNELL C A.Effects of random connection fractures on the demands and reliability for a 3-story pre-Northridge SMRF structure[C]//6th U.S.National Conference on Earthquake Engineering.1998.
[10]LUCO N,CORNELL C A.Effects of connection fractures on SMRF seismic drift demands[J].Structural Engineering and Mechanics,2000,126(1):127-136.
[11]李志山,容柏生.高层建筑结构在罕遇地震影响下的弹塑性时程分析研究[J].建筑结构,2006,36(2):142-146.
[12]Pacific Earthquake Engineering Research Center.Peer strong motion database[DB/OL].http://peer.berkeley.edu//smcat.
[13]GB 50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.
[14]焦柯,黎国彬.建筑结构动力弹塑性分析软件计算对比及选择[J].建筑结构,2013,43(11):62-66.
[2]LEE H S,NOGUCHI T,TOMOSAWA F.FEM analysis for structure performance of deteriorated RC structures due to rebar corrosion[C]//Prodceedings of the International Concrete under Several Conditions.1998.
[3]梁彩凤,候文泰.碳钢及低合金钢16年大气暴露腐蚀研究[J].中国腐蚀与防护学报,2005,25(1):3-6.
[4]欧进萍,牛荻涛,王光远.非线性抗震钢结构的模糊动力可靠性分析与设计[J].哈尔滨建筑工程学院学报:自然科学版,1991,24(1):12-14.
[5]PARKPARK Y J,ANG HS.Mechanistic seismic damage modal for reinforeed concrete[J].Journal of Structural Engineering,1985,111(4):722-739.
[6]王丹丹.钢框架结构的地震易损性及概率风险分析[D].哈尔滨:哈尔滨工业大学,2006.
[7]徐龙河,单旭,李忠献.强震下钢框架结构易损性分析及优化设计[J].工程力学,2013,30(1):175-176.
[8]Federal Emergency Management Agency.Earthquake loss estimation methodology technology manual,HAZUS99[S].Washington D.C.:National Institute of Building Sciences,1999.
[9]LUCO N,CORNELL C A.Effects of random connection fractures on the demands and reliability for a 3-story pre-Northridge SMRF structure[C]//6th U.S.National Conference on Earthquake Engineering.1998.
[10]LUCO N,CORNELL C A.Effects of connection fractures on SMRF seismic drift demands[J].Structural Engineering and Mechanics,2000,126(1):127-136.
[11]李志山,容柏生.高层建筑结构在罕遇地震影响下的弹塑性时程分析研究[J].建筑结构,2006,36(2):142-146.
[12]Pacific Earthquake Engineering Research Center.Peer strong motion database[DB/OL].http://peer.berkeley.edu//smcat.
[13]GB 50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.
[14]焦柯,黎国彬.建筑结构动力弹塑性分析软件计算对比及选择[J].建筑结构,2013,43(11):62-66.
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