从R-μ-T关系研究成果看我国钢筋混凝土结构的抗震措施
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摘要
本文在归纳整理国内外单自由度非弹性体系R-μ-T规律的研究成果和多自由度非弹性体系R-μ规律研究成果的基础上,强调了在建筑结构传统抗震设计方法中选择合适的地震力降低系数R和严格程度与其对应的抗震措施是在抗震设计中实现设防目标,特别是实现强震下性态控制的核心手段。在就这一核心手段对各国抗震设计规范进行对比后发现,国外规范无一例外地遵循了R-μ基本准则,只有我国建筑抗震设计多年来采用相同的R值,但抗震措施从9度区到7度区逐级下降,不符合R-μ基本准则的设计手法。已完成的严格按照我国规范要求设计的典型钢筋混凝土框架结构的多波输入非弹性动力分析初步证实,由于采用这种与R-μ基本准则不符的设计手法,我国钢筋混凝土建筑结构的抗震能力与其所在烈度区的抗震需求相比从9度区到7度0.15 g区逐级下降。这一问题应引起国内学术界和设计界的重视、研究和讨论。
Based on the main research findings of R-μ-T relations for single-degree-of-freedom systems and multi-degree-of-freedom systems,this paper emphasizes that it's the key measure to determine proper force reduction factor R with matching seismic fortification measures for the realization of performance objectives under earthquakes at various levels,especially performance control under strong earthquakes.After comparison among seismic design codes of different countries,it is obvious that all the influential foreign seismic design codes follow the "R-μ principle";however,Chinese seismic design codes adopt fixed force reduction factor R with more and more relaxed seismic fortification measures for regions from intensity 9 to intensity 7.The completed inelastic dynamic analysis of series of typical structures designed according to GB50011-2001 under certain ground motions reveals that the ratios of seismic capacity to seismic demand tend to decrease from intensity 9 to intensity 7(0.15g).This issue should be paid more attention and would cause further study and discussion in the Chinese academic and engineering design circles.
Based on the main research findings of R-μ-T relations for single-degree-of-freedom systems and multi-degree-of-freedom systems,this paper emphasizes that it's the key measure to determine proper force reduction factor R with matching seismic fortification measures for the realization of performance objectives under earthquakes at various levels,especially performance control under strong earthquakes.After comparison among seismic design codes of different countries,it is obvious that all the influential foreign seismic design codes follow the "R-μ principle";however,Chinese seismic design codes adopt fixed force reduction factor R with more and more relaxed seismic fortification measures for regions from intensity 9 to intensity 7.The completed inelastic dynamic analysis of series of typical structures designed according to GB50011-2001 under certain ground motions reveals that the ratios of seismic capacity to seismic demand tend to decrease from intensity 9 to intensity 7(0.15g).This issue should be paid more attention and would cause further study and discussion in the Chinese academic and engineering design circles.
引文
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[21]GB 50011-2001,建筑抗震设计规范[S].
[21]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[博士][D].重庆:重庆大学.2005.
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[2]Kraw inklerH,NassarA A.Seism ic design based on ductility and cumu lative damage demand and capacities,Non linear Seism ic Analysis and D e-sign of Reinforced Concrete Bu ild ings[C].Fajfar and Kraw inkler,ed.E lsevier Applied Science.New York.USA.1992:23~40.
[3]M iranda E,Bertero V V.Evaluation of strength reduction factor for earthquake-resistance design[J].Earthquake Spectra,1994,l0(2):357~379.
[4]M iranda E.S ite-dependent strength-reduction factors[J].Journal of Structural Engineering,1993,119(12):3503~3519.
[5]V id ic T,Fajfar P,F isch ingerM.Consistent inelastic design spectra:strength and d isplacem ent[J].Earthquake Engineering and Structural Dy-nam ics,1994,23(3):507~521.
[6]Borzi B,E lnashai A S.Refined force reduction factors for seism ic design[J].Journal of Engineering Structures,2000,22(5):1244~1260.
[7]卓卫东,范立础.结构抗震设计中的强度折减系数研究[J].地震工程与工程振动,2001,21(1):84~88.
[8]翟长海,公茂盛,张茂花,等.工程结构等延性地震抗力谱研究[J].地震工程与工程振动,2004,24(1):22~29.
[9]吕西林,周定松.考虑场地类别与设计分组的延性需求谱和弹塑性位移反应谱[J].地震工程与工程振动,2004,24(1):39~48.
[10]Seneviratna G D P K,Kraw inklerH.Mod ifications of seism ic demands forMDOF system s,Proc.11 th WCEE[C].IAEE.Acapu lco.M exico.1996:Paper1446.
[11]Santa-Ana P R,M iranda E.Strength reduction factors formu lti-degree-of-freedom system s.Proc.12 thWCEE[C].IAEE Auckland.New Zeal-and,2000:Paper1446.
[12]Moghaddam H,Mohammad i R K.Ductility reduction factor ofMDOF shear-bu ild ing structures[J].Journal of Earthquake Engineering,2001,5(3):425~440.
[13]E lnashai A S,Mwafy A M.Overstrength and force reduction factors ofmu ltistory reinforced-concrete bu ild ings[J].The StructuralD esign ofTallBu ild ings,2002,11:329~351.
[14]NZS4203.General Structural D esign and D esign Load ing for Bu ild ings[S].New Zealand.W ellington.1992.
[15]Martinez-Rueda J E.Scaling procedure for natural accelerogram s based on a system of spectrum intensity scales[J].Earthquake Spectra,1998,14(1):135~152.
[16]M itchell D,Pau ltre P,SaatciogluM,et al.Seism ic force mod ification factors for the proposed 2005 ed ition of the National Bu ild ing Code ofCan-ada[J].Canad ian Journal of C ivil Engineering,2003,30(1):308~327.
[17]范立础,等.桥梁延性抗震设计[M].北京:人民交通出版社,2001.
[18]International Code Council.Inc.2003 International Bu ild ing Code[S].
[19]AC I 318-05:Bu ild ing Code requ irem ents for Structural Concrete[S]Am erican Concrete Institute,Farm inton H ills,M ich igan,USA,2005.
[20]CEN/TC 250(2003).PrEN 1998-1 Eurocode 8:D esign of structures for earthquake resistance.Part 1:General ru les,seism ic actions andru les for bu ild ings[S].F inal draft.D ec.2003.
[21]GB 50011-2001,建筑抗震设计规范[S].
[21]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[博士][D].重庆:重庆大学.2005.
[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.
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