基于性能的高层混合结构地震易损性分析
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摘要
研究地震作用下高层钢框架-混凝土核心筒结构的易损性问题。通过基于性能的静力弹塑性分析,根据结构极限损伤状态定义了混合结构地震需求参数的四个性能水平限值。考虑地震动输入的不确定性,通过弹塑性动力时程分析获得结构地震响应,建立了两个地震需求参数与地震动强度指标之间的关系,结合性能水平限值提出能有效评估结构地震响应的易损性分析方法。最后对两个不同节点连接方式的高层混合结构进行了基于性能水平限值的地震易损性分析,绘制结构的地震易损性曲线,对结构抗震性能进行评估和对比分析。
The seismic fragility of high-rise steel frame-concrete core-wall structures was studied in this paper.Based on the performance-based fragility analysis method,four performance level limits of seismic demand parameters were proposed according to the ultimate damage states of the structures.Considering the randomness of input ground motions,the relationship between the two seismic demand parameters and ground motion intensity indicators was obtained through nonlinear dynamic time history analysis.Combined with the specified limits of performance levels,the vulnerability analysis method was put forward,by which the seismic structural response could be assessed effectively.Seismic fragility analysis was carried out for two high-rise hybrid structures with different connection forms,and fragility curves were obtained to assess and to compare the seismic performances of the two structures.
The seismic fragility of high-rise steel frame-concrete core-wall structures was studied in this paper.Based on the performance-based fragility analysis method,four performance level limits of seismic demand parameters were proposed according to the ultimate damage states of the structures.Considering the randomness of input ground motions,the relationship between the two seismic demand parameters and ground motion intensity indicators was obtained through nonlinear dynamic time history analysis.Combined with the specified limits of performance levels,the vulnerability analysis method was put forward,by which the seismic structural response could be assessed effectively.Seismic fragility analysis was carried out for two high-rise hybrid structures with different connection forms,and fragility curves were obtained to assess and to compare the seismic performances of the two structures.
引文
[1]吕大刚,李晓鹏,张鹏,等.土木工程结构地震易损性分析的有限元可靠度方法[J].应用基础与工程科学学报,2006,14(增):264―272.LüDagang,Li Xiaopeng,Zhang Peng,et al.Finiteelement reliability methods for seismic fragility analysisof civil engineering structures[J].Journal of BasicScience and Engineering,2006,14(Suppl):264―272.(inChinese)
[2]王丹.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.Wang Dan.Seismic fragility analysis and probabilisticrisk analysis of steel frame structures[D].Harbin:HarbinInstitute of Technology,2006.(in Chinese)
[3]Karim K R,Yamazak F.Effect of earthquake groundmotions on fragility curves of highway bridge piersbased on numerical simulation[J].EarthquakeEngineering and Structural Dynamics,2001,30(12):1839―1856.
[4]Shinozuka M,Feng M Q,Kim H,et al.Nonlinear staticprocedure for fragility curve development[J].Journal ofEngineering Mechanics,2000,126(12):128―129.
[5]常泽民.钢筋混凝土结构非线性抗震可靠度及地震易损性分析[D].哈尔滨:哈尔滨工业大学,2006.Chang Zemin.Nonlinear seismic reliability and fragilityanalysis of RC structures[D].Harbin:Harbin Institute ofTechnology,2006.(in Chinese)
[6]Hwang H,刘晶波.地震作用下钢筋混凝土桥梁结构易损性分析[J].土木工程学报,2004,37(6):47―51.Hwang H,Liu Jingbo.Seismic fragility analysis ofreinforced concrete bridges[J].China Civil EngineeringJournal,2004,37(6):47―51.(in Chinese)
[7]王燕.钢结构半刚性连接设计理论及工程应用[M].北京:中国建筑工业出版社,2011:1―123.Wang Yan.Design theory and engineering applicationsof semi-rigid connection steel structures[M].Beijing:China Building Industry Press,2011:1―123.(inChinese)
[8]北京金土木软件技术有限公司.中国建筑标准设计研究院.SAP2000中文版使用指南[M].北京:人民交通出版社,2006:1―235.Civil King software technology Ltd.China institute ofbuilding standard design&research.Chinese version ofthe user guide of SAP2000[M].Beijing:Communications Press,2006:1―235.(in Chinese)
[9]GB50011-2010,建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.GB 50011-2010,Code for seismic design of buildings[S].Beijing:Architecture&Building Press,2010.(inChinese)
[10]庄金钊,高小旺,杨仁树.高层钢-混凝土结构连接方式对抗震性能影响[J].中国矿业大学学报,2005,34(5):644―649.Zhuang Jinzhao,Gao Xiaowang,Yang Renshu.Effect ofconnected forms of tall steel-concrete mixed structure onanti-seismic performance[J].Journal of Cumt MiningScience and Technology,2005,34(5):644―649.(inChinese)
[11]陈惠发.钢框架稳定设计[M].上海:世界图书出版公司,1999:34―278.Chen Huifa.Stability design of steel frame[M].Shanghai:World Publishing Company,1999:34―278.(in Chinese)
[12]杨茀康.结构力学[M].北京:高等教育出版社,1998:1―200.Yang Fukang.Structural mechanics[M].Beijing:HigherEducation Press,1998:1―200.(in Chinese)
[13]李刚,程耿东.基于性能的结构抗震设计:理论、方法与应用[M].北京:科学出版社,2004:1―150.Li Gang,Cheng Gengdong.Theory,method andapplication of Performance-based seismic design[M].Beijing:Science Press,2004:1―150.(in Chinese)
[14]Jalayer F.Direct probabilistic seismic analysis:implementing non-linear dynamic assessments directs[D].California:Stanford University,2003:48―52.
[15]吕大刚,李小鹏,王光远.基于可靠度和性能的结构整体地震易损性分析[J].自然灾害学报,2006,15(2):107―114.Lu Dagang,Li Xiaopeng,Wang Guangyuan.Globalseismic fragility analysis of structures based on reliabilityand performance[J].Journal of Natural Disaster,2006,15(2):107―114.(in Chinese)
[2]王丹.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.Wang Dan.Seismic fragility analysis and probabilisticrisk analysis of steel frame structures[D].Harbin:HarbinInstitute of Technology,2006.(in Chinese)
[3]Karim K R,Yamazak F.Effect of earthquake groundmotions on fragility curves of highway bridge piersbased on numerical simulation[J].EarthquakeEngineering and Structural Dynamics,2001,30(12):1839―1856.
[4]Shinozuka M,Feng M Q,Kim H,et al.Nonlinear staticprocedure for fragility curve development[J].Journal ofEngineering Mechanics,2000,126(12):128―129.
[5]常泽民.钢筋混凝土结构非线性抗震可靠度及地震易损性分析[D].哈尔滨:哈尔滨工业大学,2006.Chang Zemin.Nonlinear seismic reliability and fragilityanalysis of RC structures[D].Harbin:Harbin Institute ofTechnology,2006.(in Chinese)
[6]Hwang H,刘晶波.地震作用下钢筋混凝土桥梁结构易损性分析[J].土木工程学报,2004,37(6):47―51.Hwang H,Liu Jingbo.Seismic fragility analysis ofreinforced concrete bridges[J].China Civil EngineeringJournal,2004,37(6):47―51.(in Chinese)
[7]王燕.钢结构半刚性连接设计理论及工程应用[M].北京:中国建筑工业出版社,2011:1―123.Wang Yan.Design theory and engineering applicationsof semi-rigid connection steel structures[M].Beijing:China Building Industry Press,2011:1―123.(inChinese)
[8]北京金土木软件技术有限公司.中国建筑标准设计研究院.SAP2000中文版使用指南[M].北京:人民交通出版社,2006:1―235.Civil King software technology Ltd.China institute ofbuilding standard design&research.Chinese version ofthe user guide of SAP2000[M].Beijing:Communications Press,2006:1―235.(in Chinese)
[9]GB50011-2010,建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.GB 50011-2010,Code for seismic design of buildings[S].Beijing:Architecture&Building Press,2010.(inChinese)
[10]庄金钊,高小旺,杨仁树.高层钢-混凝土结构连接方式对抗震性能影响[J].中国矿业大学学报,2005,34(5):644―649.Zhuang Jinzhao,Gao Xiaowang,Yang Renshu.Effect ofconnected forms of tall steel-concrete mixed structure onanti-seismic performance[J].Journal of Cumt MiningScience and Technology,2005,34(5):644―649.(inChinese)
[11]陈惠发.钢框架稳定设计[M].上海:世界图书出版公司,1999:34―278.Chen Huifa.Stability design of steel frame[M].Shanghai:World Publishing Company,1999:34―278.(in Chinese)
[12]杨茀康.结构力学[M].北京:高等教育出版社,1998:1―200.Yang Fukang.Structural mechanics[M].Beijing:HigherEducation Press,1998:1―200.(in Chinese)
[13]李刚,程耿东.基于性能的结构抗震设计:理论、方法与应用[M].北京:科学出版社,2004:1―150.Li Gang,Cheng Gengdong.Theory,method andapplication of Performance-based seismic design[M].Beijing:Science Press,2004:1―150.(in Chinese)
[14]Jalayer F.Direct probabilistic seismic analysis:implementing non-linear dynamic assessments directs[D].California:Stanford University,2003:48―52.
[15]吕大刚,李小鹏,王光远.基于可靠度和性能的结构整体地震易损性分析[J].自然灾害学报,2006,15(2):107―114.Lu Dagang,Li Xiaopeng,Wang Guangyuan.Globalseismic fragility analysis of structures based on reliabilityand performance[J].Journal of Natural Disaster,2006,15(2):107―114.(in Chinese)
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