各国设计规范对基准设防地震和结构超强的考虑
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摘要
归纳了单自由度体系R-μ-T规律和多自由度体系的R-μ基本规律,指出在确定设计地震作用时,除了考虑结构延性能力的影响外,还应考虑结构超强的影响;在对比了美国、加拿大、欧盟和新西兰4国规范考虑结构超强的思路后,建议中国相关设计规范也应考虑结构超强的影响。然后对美国、加拿大、欧盟、新西兰和中国5国规范采用的基准设防地震作用水准进行了对比评述,讨论了加拿大NBCC 2005和美国IBC 2003规范采用预期最大地震作用作为基准设防地震作用的合理性。还强调了R-μ基本准则是保证结构抗震性能的基本准则,在设计地震作用参与的荷载组合对结构设计起控制作用时必须遵循,而中国现行规范有关条文不符合R-μ基本准则的缺口急待修补。
The R-μ-T principle of single-degree-of-freedom(SODF) systems and the R-μ principle of multi-degree-of-freedom(MODF) systems are summarized.The influences of structural overstrength as well as the ductility capacity of structures should be considered in the determining of the earthquake design level.After the comparison of the considerations of structural overstrength in the codes of U.S.A,Canada,Europe,and New Zealand,it is proposed that the influences of structural overstrength should be included in relating provisions in Chinese Code.Then the reference earthquake design levels adopted by the cods in U.S.A,Canada,Europe,New Zealand,and China were compared and commented,and the rationality of the anticipated maximum earthquakes adopted as reference earthquake design levels in NBCC 2005 and IBC 2003 is discussed.Moreover it is emphasized that the R-μ principle is the basic rule for ensuring the seismic performance of structures,to which should be complied when the designs of structures are controlled by the loading combinations with participation of earthquake actions.Therefore the gap incompatible with the basic R-μ principle in relating provisions in Chinese Code should be bridged urgently.
The R-μ-T principle of single-degree-of-freedom(SODF) systems and the R-μ principle of multi-degree-of-freedom(MODF) systems are summarized.The influences of structural overstrength as well as the ductility capacity of structures should be considered in the determining of the earthquake design level.After the comparison of the considerations of structural overstrength in the codes of U.S.A,Canada,Europe,and New Zealand,it is proposed that the influences of structural overstrength should be included in relating provisions in Chinese Code.Then the reference earthquake design levels adopted by the cods in U.S.A,Canada,Europe,New Zealand,and China were compared and commented,and the rationality of the anticipated maximum earthquakes adopted as reference earthquake design levels in NBCC 2005 and IBC 2003 is discussed.Moreover it is emphasized that the R-μ principle is the basic rule for ensuring the seismic performance of structures,to which should be complied when the designs of structures are controlled by the loading combinations with participation of earthquake actions.Therefore the gap incompatible with the basic R-μ principle in relating provisions in Chinese Code should be bridged urgently.
引文
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[2]HEIDEBRECHTAC.Overviewof seismic provisions of the pro-posed 2005 edition of the national building code of canada[J].Canadian Journal of Civil Engineering,2003,30(2):241-254.
[3]Designers’Guide to EN1998-1 and EN1998-5,Eurocode8,Design of structures for earthquake resistance,generalrules,seismic actions,design rules for buildings,founda-tions and retaining structures[S].London:Thomas TelfordPublishing Ltd,2005.
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[17]GB 50011-2001,建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
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[19]LEYENDECKER E V,HUNT R J,FRANKEL A D,et al.Development of maximum considered earthquake groundmotion maps[J].Earthquake Spectra,2000,16(1):21-40.
[20]罗开海.建筑抗震设防标准和性能设计方法研究———中美欧抗震设计规范比较分析[D].北京:中国建筑科学研究院,2005.
[21]GUY J P N,GLENN R B.Seismic design requirements forregions of moderate seismicity[J].Earthquake Spectra,2000,16(1):205-225.
[22]ADAMS J,ATKINSON G.Development of seismic hazardmaps for the proposed 2005 edition of the national buildingcode of canada[J].Canadian Journal of Civil Engineering,2003,30(2):255-271.
[23]徐培福,戴国莹.超限高层建筑结构基于性能抗震设计的研究[J].土木工程学报,2005,38(1):1-10.
[24]MITCHELL D,PAULTRE P,SAATCIOGLU M,et al.Seismic force modification factors for the proposed 2005 e-dition of the national building code of canada[J].CanadianJournal of Civil Engineering,2003,30(2):308-327.
[25]CECS 160-2004,建筑工程抗震性态设计通则(试用)[S].北京:中国计划出版社,2004.
[2]HEIDEBRECHTAC.Overviewof seismic provisions of the pro-posed 2005 edition of the national building code of canada[J].Canadian Journal of Civil Engineering,2003,30(2):241-254.
[3]Designers’Guide to EN1998-1 and EN1998-5,Eurocode8,Design of structures for earthquake resistance,generalrules,seismic actions,design rules for buildings,founda-tions and retaining structures[S].London:Thomas TelfordPublishing Ltd,2005.
[4]NZS 4203,General structural design and design loading forbuildings[S].Wellington,New Zealand:Standards Councilof New Zealand,1992.
[5]李刚强.抗震设计的R-μ基本准则及钢筋混凝土典型框架结构超强特征分析[D].重庆:重庆大学土木工程学院,2006.
[6]白绍良,李刚强,李英民,等.从R-μ-T关系研究成果看我国钢筋混凝土建筑结构的抗震措施[J].地震工程与工程振动,2006,26(5):144-151.
[7]ELNASHAIA S,MWAFY AM.Overstrength and force reduc-tion factors of multistory reinforced-concrete buildings[J].The Structural Design of Tall Buildings,2002,11:329-351.
[8]MWAFY A M,ELNASHAI A S.Static pushover versus dy-namic collapse analysis of RC buildings[J].EngineeringStructures,2001,23:407-424.
[9]MWAFY A M,ELNASHAI A S.Calibration of force reduc-tion factors of RC buildings[J].Journal of Earthquake Engi-neering,2002,6(2):239-273.
[10]PARK R.Explicit incorporation element and structure o-verstrength in the design process[C]∥Proc 11th WCEEIAEE Acapulco.Mexico:International Association forEarthquake Engineering,1996:2130.
[11]FAJFAR P,PAULAY T.Notes on definitions of overstrengthfactors[C]∥Proceedings of the International Workshop onSeismic Design Methodologies for the Next Generation ofCodes.Bled,Slovenia:A A Balkema,Rotterdam,1997:407-409.
[12]杨红.基于细化杆模型的钢筋混凝土抗震框架非线性动力反应规律研究[D].重庆:重庆建筑大学建筑工程学院,2000.
[13]韦锋.钢筋混凝土框架和框架-剪力墙结构非弹性地震反应性态的识别[D].重庆:重庆大学土木工程学院,2005.
[14]SENEVIRATNAG D P K,KRAWINKLER H.Modificationsof seismic demands for MDOF systems[C]∥Proc 11thWCEE IAEE Acapulco.Mexico:International Associationfor Earthquake Engineering,1996:1446.
[15]SANTA-ANA P R,MIRANDA E.Strength reduction factorsfor multi-degree-of-freedom systems[C]∥Proc 12th WCEEIAEE Auckland.New Zealand:International Associationfor Earthquake Engineering,2000:1446.
[16]MOGHADDAMH,MOHAMMADI R K.Ductility reductionfactor of MDOF shear-building structures[J].Journal ofEarthquake Engineering,2001,5(3):425-440.
[17]GB 50011-2001,建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[18]FEMA 450,NEHRP Recommended Provisions for SeismicRegulations for New Buildings and Other Structures,Part1:Provisions,and Part 2:Commentary[S].WashingtonD,C U S A:Building Seismic Safety Council,2004.
[19]LEYENDECKER E V,HUNT R J,FRANKEL A D,et al.Development of maximum considered earthquake groundmotion maps[J].Earthquake Spectra,2000,16(1):21-40.
[20]罗开海.建筑抗震设防标准和性能设计方法研究———中美欧抗震设计规范比较分析[D].北京:中国建筑科学研究院,2005.
[21]GUY J P N,GLENN R B.Seismic design requirements forregions of moderate seismicity[J].Earthquake Spectra,2000,16(1):205-225.
[22]ADAMS J,ATKINSON G.Development of seismic hazardmaps for the proposed 2005 edition of the national buildingcode of canada[J].Canadian Journal of Civil Engineering,2003,30(2):255-271.
[23]徐培福,戴国莹.超限高层建筑结构基于性能抗震设计的研究[J].土木工程学报,2005,38(1):1-10.
[24]MITCHELL D,PAULTRE P,SAATCIOGLU M,et al.Seismic force modification factors for the proposed 2005 e-dition of the national building code of canada[J].CanadianJournal of Civil Engineering,2003,30(2):308-327.
[25]CECS 160-2004,建筑工程抗震性态设计通则(试用)[S].北京:中国计划出版社,2004.
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