强震下钢框架结构易损性分析及优化设计
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摘要
该文建立了一种考虑结构地震反应滞回变形幅值对累积耗能损伤影响的双参数损伤模型,提出了一种基于易损性分析的评估钢结构在地震作用下损伤程度的方法,该方法以结构最大层间位移角作为评价结构整体能力的参数指标。以一个9层Benchmark钢结构为例,针对其在强震中的反应特征,对其薄弱层进行了优化设计,建立其优化前后的理论易损性曲线,对其在不同强度地震作用下的破坏状态进行评估。基于倒塌储备系数对优化前后结构的抗倒塌性能进行分析,结果表明:所提出的损伤评估方法能较准确地评估钢结构在强震作用下的损伤程度,优化设计后结构的抗倒塌能力显著提高。
An improved two-parameter damage model is established by considering the effect of hysteretic deformation amplitude to accumulative damage energy dissipation.A new method of seismic damage assessment based on vulnerability analysis is proposed and the maximum inter-story drift angle is taken as the variable index to evaluate the global performance of structures.According to the response characteristics of a 9-story benchmark steel model structure under strong earthquakes,the optimization design is made to the weak stories and the theoretical vulnerability curves of the original steel frame structure and the one after optimization are obtained respectively,the damage status of the structures under different intensity earthquakes are evaluated.The analysis of structural anti-collapse capability on both structures is conducted based on Collapse Margin Ratio and results indicate that the proposed method can accurately evaluate the damage of a steel structure under strong earthquakes,and the anti-collapse capability of the optimized structure is improved largely.
An improved two-parameter damage model is established by considering the effect of hysteretic deformation amplitude to accumulative damage energy dissipation.A new method of seismic damage assessment based on vulnerability analysis is proposed and the maximum inter-story drift angle is taken as the variable index to evaluate the global performance of structures.According to the response characteristics of a 9-story benchmark steel model structure under strong earthquakes,the optimization design is made to the weak stories and the theoretical vulnerability curves of the original steel frame structure and the one after optimization are obtained respectively,the damage status of the structures under different intensity earthquakes are evaluated.The analysis of structural anti-collapse capability on both structures is conducted based on Collapse Margin Ratio and results indicate that the proposed method can accurately evaluate the damage of a steel structure under strong earthquakes,and the anti-collapse capability of the optimized structure is improved largely.
引文
[1]Wen Y K,Ellingwood B R,Bracci J.Vulnerabilityfunction framework for consequence-based engineering[R].Project DS-4 Report,Mid-America EarthquakeCenter(MAE),University of Illinois at Urbana-Champaign,IL,USA,2004.
[2]Kim S H.Fragility Analysis of bridges under groundmotion with spatial variation[D].Irvine,USA:University of California,2002.
[3]Kircil M S,Polat Z.Fragility analysis of mid-rise R/Cframe building[J].Engineering Structures,2006,28:1335―1345.
[4]Vamvatsikos D,Cornell C A.Incremental dynamicanalysis[J].Earthquake Engineering and StructuralDynamics,2002,31(3):491―514.
[5]周颖,吕西林,卜一.增量动力分析方法在高层混合结构性能评估评估中的应用[J].同济大学报,2010,38(2):183―188.Zhou Ying,LüXilin,Bu Yi.Application of incrementaldynamic analysis to seismic evaluation of hybridstructure[J].Journal of Tongji University,2010,38(2):183―188.(in Chinese)
[6]李军旗,赵世春.钢筋混凝土构件损伤模型[J].兰州铁道学院学报,2000,19(3):25―27.Li Junqi,Zhao Shichun.Damage model of reinforcedconcrete member[J].Journal of Lanzhou RailwayUniversity,2000,19(3):25―27.(in Chinese)
[7]GB T17742-2008.中国地震烈度表[S].北京:中国标准出版社,2008.GB T17742-2008.The Chinese seismic intensity scale[S].Beijing:Standards Press of China,2008.(inChinese)
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[9]Ohtori Y,Spencer B F,Jr Dyke S J.Benchmark controlproblems for seismically excited nonlinear buildings[J].Journal of Engineering Mechanics,ASCE,2004,130(4):366―385.
[10]谢礼立,翟长海.最不利设计地震动研究[J].地震学报,2003,25(3):250―261.Xie Lili,Zhai Changhai.Study on the severest realground motion for seismic design and analysis[J].ActaSeismologica Sinica,2003,25(3):250―261.(inChinese)
[11]Sucuoglu H,Yucemen S,Gezer A,et al.Statisticalevaluation of the damage potential of earthquake groundmotions[J].Structural Safety,1999,20(4):357―378.
[12]HAZUS99,User’s manual[S].Washington,D.C.:Federal Emergency Management Agency,l999.
[13]FEMA P-695.Quantification of building seismicperformance factors[R].California:Applied TechnologyCouncil,2009.
[2]Kim S H.Fragility Analysis of bridges under groundmotion with spatial variation[D].Irvine,USA:University of California,2002.
[3]Kircil M S,Polat Z.Fragility analysis of mid-rise R/Cframe building[J].Engineering Structures,2006,28:1335―1345.
[4]Vamvatsikos D,Cornell C A.Incremental dynamicanalysis[J].Earthquake Engineering and StructuralDynamics,2002,31(3):491―514.
[5]周颖,吕西林,卜一.增量动力分析方法在高层混合结构性能评估评估中的应用[J].同济大学报,2010,38(2):183―188.Zhou Ying,LüXilin,Bu Yi.Application of incrementaldynamic analysis to seismic evaluation of hybridstructure[J].Journal of Tongji University,2010,38(2):183―188.(in Chinese)
[6]李军旗,赵世春.钢筋混凝土构件损伤模型[J].兰州铁道学院学报,2000,19(3):25―27.Li Junqi,Zhao Shichun.Damage model of reinforcedconcrete member[J].Journal of Lanzhou RailwayUniversity,2000,19(3):25―27.(in Chinese)
[7]GB T17742-2008.中国地震烈度表[S].北京:中国标准出版社,2008.GB T17742-2008.The Chinese seismic intensity scale[S].Beijing:Standards Press of China,2008.(inChinese)
[8]Park Y J,Ang A H S.Mechanistic seismic damagemodel for reinforced concrete[J].Journal of StructuralEngineering,ASCE,1985,111(4):722―739.
[9]Ohtori Y,Spencer B F,Jr Dyke S J.Benchmark controlproblems for seismically excited nonlinear buildings[J].Journal of Engineering Mechanics,ASCE,2004,130(4):366―385.
[10]谢礼立,翟长海.最不利设计地震动研究[J].地震学报,2003,25(3):250―261.Xie Lili,Zhai Changhai.Study on the severest realground motion for seismic design and analysis[J].ActaSeismologica Sinica,2003,25(3):250―261.(inChinese)
[11]Sucuoglu H,Yucemen S,Gezer A,et al.Statisticalevaluation of the damage potential of earthquake groundmotions[J].Structural Safety,1999,20(4):357―378.
[12]HAZUS99,User’s manual[S].Washington,D.C.:Federal Emergency Management Agency,l999.
[13]FEMA P-695.Quantification of building seismicperformance factors[R].California:Applied TechnologyCouncil,2009.
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