设计性能目标下RC框架结构抗倒塌能力研究
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摘要
针对小震丙类、小震乙类、中震不屈服和中震弹性4个性能目标,采用增量动力时程分析方法(IDA)对钢筋混凝土框架结构的抗倒塌能力进行了分析。以小震丙类建筑为基准,研究结果表明:抗震措施和地震作用是影响结构抗震性能的重要因素;严格按照抗震规范设计的框架结构,具有较高的安全储备,基本上能够达到"大震不倒"的性能目标;6度设防时,按乙类建筑提高抗震措施或按中震性能目标提高设计地震作用,对结构的抗倒塌能力影响不大;7度设防时,按中震性能目标设计能显著提高结构的抗倒塌能力;8度设防时,提高抗震措施等级和提高设计地震作用都能够大幅提高结构的抗倒塌能力,尤其按中震设计的钢筋混凝土框架结构能够抵御加速度峰值1 000 gal以上的地震作用。
The seismic resistance capability of RC frame structure was studied with incremental dynamic analysis(IDA) method in terms of the 4 performance objectives(frequent seismic design of class C,frequent seismic design of class B,non-yielding design under moderate earthquake and elastic design under moderate earthquake).Taking frequent seismic design of class C as basis,results of IDA analysis indicate that both seismic measures and seismic design force are very important influencing factors on seismic performance.The RC frame structures that are designed strictly conforming to the Chinese seismic design code have enough safety margins and the performance level of 'non-collapse under rare earthquake' can be reached.When the fortification intensity is 6,improving seismic measures for frequent seismic design of class C or increasing seismic design force for moderate seismic design has little influence on seismic performance.When the fortification intensity is 7,the collapse resistance capability of RC structures designed under moderate seismic force can be improved obviously.When the fortification intensity is 8,both improving seismic measures and increasing seismic design force can significantly raise the seismic resistance capability of RC frame structure.Especially,designed under moderate earthquake,the RC frame structure can withstand PGA of 1 000 gal without collapse.
The seismic resistance capability of RC frame structure was studied with incremental dynamic analysis(IDA) method in terms of the 4 performance objectives(frequent seismic design of class C,frequent seismic design of class B,non-yielding design under moderate earthquake and elastic design under moderate earthquake).Taking frequent seismic design of class C as basis,results of IDA analysis indicate that both seismic measures and seismic design force are very important influencing factors on seismic performance.The RC frame structures that are designed strictly conforming to the Chinese seismic design code have enough safety margins and the performance level of 'non-collapse under rare earthquake' can be reached.When the fortification intensity is 6,improving seismic measures for frequent seismic design of class C or increasing seismic design force for moderate seismic design has little influence on seismic performance.When the fortification intensity is 7,the collapse resistance capability of RC structures designed under moderate seismic force can be improved obviously.When the fortification intensity is 8,both improving seismic measures and increasing seismic design force can significantly raise the seismic resistance capability of RC frame structure.Especially,designed under moderate earthquake,the RC frame structure can withstand PGA of 1 000 gal without collapse.
引文
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[21]韩建平,吕西林,李慧.基于性能的地震工程研究的新进展及对结构非线性分析的要求[J].地震工程与工程振动,2007,27(4):15-23.(Han Jianping,LuXilin,Li Hui.State-of-the-art of performance-basedearthquake engineering and need for structural nonlinearanalysis[J].Journal of Earthquake Engineering andEngineering Vibration,2007,27(4):15-23.(inChinese))
[2]王亚勇.我国2000年工程抗震设计模式规范基本问题研究综述[J].建筑结构学报,2000,21(1):2-4.(WANG Yayong.Summarize on basic problems in2000 year’s engineering aseismic design mode[J].Journal of Building Structures,2000,21(1):2-4.(inChinese))
[3]Priestley M J N,Kowalsky M J.Direct displacement-based design of concrete buildings[J].EarthquakeEngineering,2000,33(4):421-440.
[4]周锡元.抗震性能设计与三水准设防[J].土木水利,2003,30(5):21-32.(Zhou Xiyuan.Seismicperformance design and three levels protection[J].Journal of Civil and Hydraulic Engineering,2003,30(5):21-32.(in Chinese))
[5]SEAOC Vision 2000 committee.A framework forperformance-based engineering[R].California:Structure Engineering Association of California,1995.
[6]Applied Technology Council.Seismic evaluation andretrofit of concrete buildings[R].ATC 40.California:Applied Technology Council,1996.
[7]ASCE.NEHTP Guidelines for seismic rehabilitation ofbuildings[R].FEMA 273.Washington DC:FederalEmergency Management Agency,1997.
[8]ASCE.State of the art report on connection performance[R].FEMA 355.Washington DC:Federal EmergencyManagement Agency,2000.
[9]ASCE.Prestandard and commentary for the seismicrehabilitation of buildings[R].FEMA 356.Washington DC:Federal Emergency ManagementAgency,2000.
[10]ASCE.NEHRP recommended provisions for seismicregulations for new buildings and other structures[R].FEMA 368.Washington DC:Federal EmergencyManagement Agency,2000.
[11]Otani S,Hiraishi H.New seismic design provisions inJapan[C]//Proceeding of International conference onAdvanced Technologies in Design,Construction andMaintenance of Concrete Structures.Hanoi:ICCMC/IBST,2001:1-10.
[12]EN 1998-1 Eurocode 8:design of structures forearthquake resistance[S].London:EuropeanCommittee for Standardization,2004.
[13]GB50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.(GB50011—2010Codefor seismic design of buildings[S].Beijing:ChinaArchitecture&Building Press,2010.(in Chinese))
[14]周颖,吕西林.中震弹性设计与中震不屈服设计的理解及实施[J].结构工程师,2008,24(6):1-5.(Zhou Ying,Lu Xilin.Interpretation andimplementation of elastic and non-yielding design undermoderate earthquake[J].Structural Engineers,2008,24(6):1-5.(in Chinese))
[15]扶长生,张小勇,朱凤涛.对中震不屈服设防目标的讨论[J].建筑结构,2010,40(8):117-120.(FuChangsheng,Zhang Xiaoyong,Zhu Fengtao.Discussion on the target objective of design-earthquake-unyielding[J].Building Structures,2010,40(8):117-120.(in Chinese))
[16]岳茂光.场地-结构体系基于性能抗震设计分析方法研究[D].大连:大连理工大学,2009:13-42.(YueMaoguang.Studies on analysis method of performance-based seismic design of site-structure system[D].Dalian:Dalian University of Technology,2009:13-42.(in Chinese))
[17]JGJ3—2002高层建筑混凝土结构技术规程[S].北京:中国建筑工业出版社,2002.(JGJ3—2002Technical specification for concrete structures of tallbuilding[S].Beijing:China Architecture&BuildingPress,2002.(in Chinese))
[18]王亚勇,岳茂光,李宏男,等.基于不同性能目标的RC结构抗震设计的效益分析[J].土木工程学报,2008,41(3):37-45.(Wang Yayong,Yue Maoguang,Li Hongnan,et al.Benefit analysis of RC structuresdesigned under different performance objectives[J].China Civil Engineering Journal,2008,41(3):37-45.(in Chinese))
[19]王雁昆,杨志勇,黄吉锋.框架结构ABAQUS与EPDA/PUSH的弹塑性分析对比[J].建筑结构,2008,38(增刊1):13-15.(Wang Yankun,YangZhiyong,Huang Jifeng.Comparison of elastoplasticanalysis on frame structure by ABAQUS and EPDA/PUSH[J].Building Structure,2008,38(Suppl.1):13-15.(in Chinese))
[20]GB50010—2002混凝土结构设计规范[S].北京:中国建筑工业出版社,2002.(GB50010—2002Code for design of concrete structures[S].Beijing:China Architecture&Building Press,2002.(inChinese))
[21]韩建平,吕西林,李慧.基于性能的地震工程研究的新进展及对结构非线性分析的要求[J].地震工程与工程振动,2007,27(4):15-23.(Han Jianping,LuXilin,Li Hui.State-of-the-art of performance-basedearthquake engineering and need for structural nonlinearanalysis[J].Journal of Earthquake Engineering andEngineering Vibration,2007,27(4):15-23.(inChinese))
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