钢筋混凝土结构抗震强度折减系数的谱分析
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摘要
为了量化结构抗震能力与结构抗震强度需求的关系,文中从理论上分析了强度折减系数与地震动参数和结构特征参数间的关系;通过弹塑性动力时程分析,研究了单自由度体系在地震作用下不同场地类别、位移延性水准、自振周期以及阻尼比对强度折减系数的影响.结果表明,以上参数对强度折减系数的影响十分显著.文中还基于不同场地类别中强度折减系数的统计平均值,通过非线性回归分析给出了单自由度体系抗震强度折减系数谱的简单公式,从而为基于位移的抗震设计提供了有益的参考.
In order to quantify the relationship between the seismic capacity and the seismic strength demand of a structure,this paper theoretically analyzes the relationships between the strength-reduction factor on the one hand and the ground motion parameter & the structural characteristic parameter on the other.The great effects of site conditions,displacement ductility,self-vibration period and damping ratio on the strength-reduction factor of a single-DOF(Degree of Freedom) system in earthquake action are investigated.Moreover,simplified expressions for the strength-reduction factor spectra of a single-DOF system are proposed by a nonlinearly regressive analysis of the statistic averages of strength-reduction factors in different site conditions.The results of the present study provide a valuable reference for the displacement-based seismic design of buildings.
In order to quantify the relationship between the seismic capacity and the seismic strength demand of a structure,this paper theoretically analyzes the relationships between the strength-reduction factor on the one hand and the ground motion parameter & the structural characteristic parameter on the other.The great effects of site conditions,displacement ductility,self-vibration period and damping ratio on the strength-reduction factor of a single-DOF(Degree of Freedom) system in earthquake action are investigated.Moreover,simplified expressions for the strength-reduction factor spectra of a single-DOF system are proposed by a nonlinearly regressive analysis of the statistic averages of strength-reduction factors in different site conditions.The results of the present study provide a valuable reference for the displacement-based seismic design of buildings.
引文
[1]Newm ark N M,HallW J.Earthquake spectra and design[R].Californ ia:EER IMonograph Series,1982.
[2]M iranda E,Bertero V.Evaluation of strength reductionfactor for earthquake resistance design[J].EarthquakeSpectra,1994,23(2):507-521.
[3]Borzi A S,E lnashai A S.Refined force reduction factorsfor se ism ic design[J].Engineering Structures,2000,22(10):1 244-1 260.
[4]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.ZhuoW ei-dong,Fan Li-chu.On strength reduction factorsused for seism ic design of structures[J].Earthquake Engi-neering and Engineering V ibration,2001,21(1):84-88.
[5]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.Lu¨X i-lin,Zhou D ing-song.Ductility dem and spectra andinelastic d isp lacem ent spectra considering soil cond itionsand design characteristic periods[J].Earthquake Engi-neering and Engineering V ibration,2004,24(1):39-48.
[6]瞿长海,公茅盛,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.Zhai Chang-hai,GongM ao-sheng,Zhang M ao-hua,et al.On se ism ic resistance spectra of constant ductility ofstructures[J].Earthquake Engineering and EngineeringV ibration,2004,24(1):22-29.
[7]张耀华,梁启智,付赣清.频率密集复合结构非平稳随机地震反应分析[J].华南理工大学学报:自然科学版,2000,28(3):22-27.Zhang Yao-hua,L iang Q i-zh i,Fu Gan-q ing.The non-sta-tionary stochastic vibration analysis of comb ined structuresw ith c losely spaced frequenc ies[J].Journal of South Ch i-na Un iversity of Technology:Natural Sc ience Ed ition,2000,28(3):22-27.
[8]Pau lay T,PriestleyM J N.钢筋混凝土和砌体结构的抗震设计[M].戴瑞同,译.北京:中国建筑工业出版社,1998:37-38,48-49.
[9]Pac ific Earthquake Engineering Research Center.PEERstrong motion database[DB/OL].[2005-01-25].http:∥peer.berkeley.edu/sm cat/sites.htm l.
[10]R iddell R,Garc ia J E,G races E.Inelastic deform ationresponse of SDOF system s sub jected to earthquake[J].Earthquake Engineering and StructuralDynam ics,2002,31(3):515-538.
[11]M iranda E,Bertero V V.Evaluation of strength reductionfactors for earthquake-resistant[J].Earthquake Spec-tra,1994,10(2):357-379.
[12]M iranda E.Strength reduction factors in perform ance-based design[EB/OL].[1997-01-31].http:∥n isee.berkeley.edu/lessons/m iranda.htm l.
[2]M iranda E,Bertero V.Evaluation of strength reductionfactor for earthquake resistance design[J].EarthquakeSpectra,1994,23(2):507-521.
[3]Borzi A S,E lnashai A S.Refined force reduction factorsfor se ism ic design[J].Engineering Structures,2000,22(10):1 244-1 260.
[4]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.ZhuoW ei-dong,Fan Li-chu.On strength reduction factorsused for seism ic design of structures[J].Earthquake Engi-neering and Engineering V ibration,2001,21(1):84-88.
[5]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.Lu¨X i-lin,Zhou D ing-song.Ductility dem and spectra andinelastic d isp lacem ent spectra considering soil cond itionsand design characteristic periods[J].Earthquake Engi-neering and Engineering V ibration,2004,24(1):39-48.
[6]瞿长海,公茅盛,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.Zhai Chang-hai,GongM ao-sheng,Zhang M ao-hua,et al.On se ism ic resistance spectra of constant ductility ofstructures[J].Earthquake Engineering and EngineeringV ibration,2004,24(1):22-29.
[7]张耀华,梁启智,付赣清.频率密集复合结构非平稳随机地震反应分析[J].华南理工大学学报:自然科学版,2000,28(3):22-27.Zhang Yao-hua,L iang Q i-zh i,Fu Gan-q ing.The non-sta-tionary stochastic vibration analysis of comb ined structuresw ith c losely spaced frequenc ies[J].Journal of South Ch i-na Un iversity of Technology:Natural Sc ience Ed ition,2000,28(3):22-27.
[8]Pau lay T,PriestleyM J N.钢筋混凝土和砌体结构的抗震设计[M].戴瑞同,译.北京:中国建筑工业出版社,1998:37-38,48-49.
[9]Pac ific Earthquake Engineering Research Center.PEERstrong motion database[DB/OL].[2005-01-25].http:∥peer.berkeley.edu/sm cat/sites.htm l.
[10]R iddell R,Garc ia J E,G races E.Inelastic deform ationresponse of SDOF system s sub jected to earthquake[J].Earthquake Engineering and StructuralDynam ics,2002,31(3):515-538.
[11]M iranda E,Bertero V V.Evaluation of strength reductionfactors for earthquake-resistant[J].Earthquake Spec-tra,1994,10(2):357-379.
[12]M iranda E.Strength reduction factors in perform ance-based design[EB/OL].[1997-01-31].http:∥n isee.berkeley.edu/lessons/m iranda.htm l.
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