基于IDA的带耗能腋撑转换框架地震易损性分析
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摘要
基于普通和带耗能腋撑钢筋混凝土转换框架结构的增量动力分析,对两者开展地震易损性研究,并建立其易损性曲线方程,评估带耗能腋撑钢筋混凝土转换框架结构的抗震可靠性,分析防屈曲耗能腋撑对钢筋混凝土转换框架结构破坏机制的影响.研究表明,防屈曲耗能腋撑可显著地降低钢筋混凝土转换框架结构处于不同破坏状态的超越概率,降幅为5%～80%,改变普通转换框架结构在转换层及其相邻楼层处形成"层侧移机构"的破坏机制,有效地降低转换构件的损伤破坏,防止钢筋混凝土转换框架结构发生整体与局部倒塌破坏.由于耗能腋撑对框架柱产生较大附加剪力,建议转换构件采用钢-混凝土组合构件,形成带耗能腋撑型钢混凝土转换结构.
Based on the incremental dynamic analysis(IDA),the seismic fragility of RC(Reinforced Concrete) transfer frame structures with and without energy dissipation haunch braces(EDHBs) was investigated,and the corresponding fragility curve equations were established.The seismic reliability of the structure with EDHBs was then evaluated,and the influences of buckling-restrained EDHBs on the failure mechanism of the structure were ana-lyzed.The results show that,by setting buckling-restrained EDHBs,the exceeding probability of the RC transfer frame structure in different damage states decreases by 5%~80%;and that EDHBs change the soft-storey failure mechanism at the transfer storey and the neighboring stories and effectively alleviate the damage of transfer components,thus preventing the structure from global and local collapses.In addition,as EDHBs may result in large additional shear force on the RC column,steel-concrete composite components are more feasible in constructing steel-reinforced concrete transfer structures with EDHBs.
Based on the incremental dynamic analysis(IDA),the seismic fragility of RC(Reinforced Concrete) transfer frame structures with and without energy dissipation haunch braces(EDHBs) was investigated,and the corresponding fragility curve equations were established.The seismic reliability of the structure with EDHBs was then evaluated,and the influences of buckling-restrained EDHBs on the failure mechanism of the structure were ana-lyzed.The results show that,by setting buckling-restrained EDHBs,the exceeding probability of the RC transfer frame structure in different damage states decreases by 5%~80%;and that EDHBs change the soft-storey failure mechanism at the transfer storey and the neighboring stories and effectively alleviate the damage of transfer components,thus preventing the structure from global and local collapses.In addition,as EDHBs may result in large additional shear force on the RC column,steel-concrete composite components are more feasible in constructing steel-reinforced concrete transfer structures with EDHBs.
引文
[1]Ciampi V.Use of energy dissipation device based on yiel-ding of steel for earthquake protection of structures[C]∥Proceedings of International Meeting on Earthquake Pro-tection of Buildings.Ancona:University of Degi Studi Di,1991:41-58.
[2]周云,邓雪松,汤统壁,等.中国(大陆)耗能减震技术理论研究、应用的回顾与前瞻[J].工程抗震与加固改造,2006,28(6):1-15.Zhou Yun,Deng Xue-song,Tang Tong-bi,et al.State ofart and prospect of energy dissipation technology in Chinamainland[J].Earthquake Resistant Engineering and Retro-fitting,2006,28(6):1-15.
[3]Federal Emergency Management Agency.Multi-hazard lossestimation methodology,earthquake model.HAZUS-MH-MR1 technical manual[S].Washington,DC:National In-stitute of Building Sciences,2003:51-58.
[4]季静,赵书宁,韩小雷,等.复杂高层建筑的模拟地震振动台试验[J].华南理工大学学报:自然科学版,2007,35(3):83-89.Ji Jing,Zhao Shu-ning,Han Xiao-lei,et al.Simulatedearthquake investigation of complex high-rise building byshaking-table test[J].Journal of South China Universityof Technology:Natural Science Edition,2007,35(3):83-89.
[5]Vamvatsikos D,Cornell C A.Incremental dynamic analy-sis[J].Earthquake Engineering and Structural Dyna-mics,2002,31(3):491-514.
[6]Singhal A,Kiremidjian A S.Method for probabilistic eva-luation of seismic structural damage[J].Journal of Struc-tural Engineering,1996,122(12):1459-1467.
[7]Shinozuka M,Feng M Q,Lee J,et al.Statistical analysis offragility curves[J].Journal of Engineering Mechanics,2000,126(12):1224-1231.
[8]Cornell C A,Jalayer F,Hamburger R O.Probabilistic ba-sis for 2000 SAC federal emergency management agencysteel moment frame guidelines[J].Journal of StructuralEngineering,2002,128(4):526-532.
[9]HAZUS99 user’s manual[S].
[10]吴轶,何铭基,杨春,等.基于增量动力分析的带耗能腋撑钢筋混凝土转换结构抗震性能评估[J].地震工程与工程振动,2010,30(5):72-79.Wu Yi,He Ming-ji,Yang Chun,et al.Seismic perfor-mance of reinforced concrete transfer structure with ener-gy dissipation haunch brace based on incremental dy-namic analysis[J].Earthquake Engineering and Engi-neering Vibration,2010,30(5):72-79.
[11]Martinez-Rueda J E,Einashai A S.Confined concretemodel under cyclic load[J].Materials and Structures,1997,30(3):139-147.
[12]Filippou F C,Popov E P,Bertero V V.Modeling of RCjoints under cyclic excitations[J].Journal of StructuralEngineering,1983,109(11):2666-2684.
[13]Gardoni P,Kiureghian A D,Mosalam K M.Probabilisticcapacity models and fragility estimates for reinforcedconcrete columns based on experimental observations[J].Journal of Engineering Mechanics,2002,128(10):1024-1038.
[14]蔡健,周靖,方小丹.钢筋混凝土框架中震可修标准及简化抗震设计方法[J].地震工程与工程振动,2006,26(2):13-19.Cai Jian,Zhou Jing,Fang Xiao-dan.Repairable level un-der moderate earthquake action and seismic design me-thod for RC frame buildings[J].Earthquake Engineer-ing and Engineering Vibration,2006,26(2):13-19.
[15]GB50011—2010,建筑抗震设计规范[S].
[2]周云,邓雪松,汤统壁,等.中国(大陆)耗能减震技术理论研究、应用的回顾与前瞻[J].工程抗震与加固改造,2006,28(6):1-15.Zhou Yun,Deng Xue-song,Tang Tong-bi,et al.State ofart and prospect of energy dissipation technology in Chinamainland[J].Earthquake Resistant Engineering and Retro-fitting,2006,28(6):1-15.
[3]Federal Emergency Management Agency.Multi-hazard lossestimation methodology,earthquake model.HAZUS-MH-MR1 technical manual[S].Washington,DC:National In-stitute of Building Sciences,2003:51-58.
[4]季静,赵书宁,韩小雷,等.复杂高层建筑的模拟地震振动台试验[J].华南理工大学学报:自然科学版,2007,35(3):83-89.Ji Jing,Zhao Shu-ning,Han Xiao-lei,et al.Simulatedearthquake investigation of complex high-rise building byshaking-table test[J].Journal of South China Universityof Technology:Natural Science Edition,2007,35(3):83-89.
[5]Vamvatsikos D,Cornell C A.Incremental dynamic analy-sis[J].Earthquake Engineering and Structural Dyna-mics,2002,31(3):491-514.
[6]Singhal A,Kiremidjian A S.Method for probabilistic eva-luation of seismic structural damage[J].Journal of Struc-tural Engineering,1996,122(12):1459-1467.
[7]Shinozuka M,Feng M Q,Lee J,et al.Statistical analysis offragility curves[J].Journal of Engineering Mechanics,2000,126(12):1224-1231.
[8]Cornell C A,Jalayer F,Hamburger R O.Probabilistic ba-sis for 2000 SAC federal emergency management agencysteel moment frame guidelines[J].Journal of StructuralEngineering,2002,128(4):526-532.
[9]HAZUS99 user’s manual[S].
[10]吴轶,何铭基,杨春,等.基于增量动力分析的带耗能腋撑钢筋混凝土转换结构抗震性能评估[J].地震工程与工程振动,2010,30(5):72-79.Wu Yi,He Ming-ji,Yang Chun,et al.Seismic perfor-mance of reinforced concrete transfer structure with ener-gy dissipation haunch brace based on incremental dy-namic analysis[J].Earthquake Engineering and Engi-neering Vibration,2010,30(5):72-79.
[11]Martinez-Rueda J E,Einashai A S.Confined concretemodel under cyclic load[J].Materials and Structures,1997,30(3):139-147.
[12]Filippou F C,Popov E P,Bertero V V.Modeling of RCjoints under cyclic excitations[J].Journal of StructuralEngineering,1983,109(11):2666-2684.
[13]Gardoni P,Kiureghian A D,Mosalam K M.Probabilisticcapacity models and fragility estimates for reinforcedconcrete columns based on experimental observations[J].Journal of Engineering Mechanics,2002,128(10):1024-1038.
[14]蔡健,周靖,方小丹.钢筋混凝土框架中震可修标准及简化抗震设计方法[J].地震工程与工程振动,2006,26(2):13-19.Cai Jian,Zhou Jing,Fang Xiao-dan.Repairable level un-der moderate earthquake action and seismic design me-thod for RC frame buildings[J].Earthquake Engineer-ing and Engineering Vibration,2006,26(2):13-19.
[15]GB50011—2010,建筑抗震设计规范[S].
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