弹塑性地震反应谱的长周期特性研究
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摘要
在基于性能抗震设计中弹塑性反应谱在计算结构地震位移反应方面越来越受到重视。利用统计分析方法研究了等强度的延性需求谱和等延性的强度折减系数谱的长周期(至5 s)区段的特性,关注的重点是等位移准则和场地条件影响。给出了若干具有工程价值的结论:一是周期介于1.5Tg(地震动特征周期)和2.5 s之间的结构可近似认为等位移准则成立且与场地条件关系不大,这样确定的强度折减系数当位移延性系数小于等于4时结果将是偏于安全的;二是结构周期大于2.5 s后以硬土场地等延性强度折减系数谱或等强度延性需求谱代替软土场地谱求解系统强度需求或延性需求,将会得到偏于安全的结果。
More attention has been paid to inelastic design spectra with the development of performance based seismic design,because it can be used to estimate the maximum displacement demand of structures.Characters of long period portion of inelastic spectra are studied by the statistical analysis. The equal displacement rule and effects of soil conditions are considered.It is shown that:(1) the equal displacement rule is true and the structure is independent of soil conditions when the period of the structure is between 1.5T_g(characteristic period of ground motions) and 2.5s.The strength reduction factor computed by this rule can be used conservatively when the displacement ductility factor is smaller then 4;(2) the constant ductility inelastic spectrum of strength reduction factors or ductility demand spectrum with constant strength reduction factors on hard site can be used to overestimate the seismic displacement demands or the seismic strength demands on soft site when the period of the structure is larger than 2.5s.
More attention has been paid to inelastic design spectra with the development of performance based seismic design,because it can be used to estimate the maximum displacement demand of structures.Characters of long period portion of inelastic spectra are studied by the statistical analysis. The equal displacement rule and effects of soil conditions are considered.It is shown that:(1) the equal displacement rule is true and the structure is independent of soil conditions when the period of the structure is between 1.5T_g(characteristic period of ground motions) and 2.5s.The strength reduction factor computed by this rule can be used conservatively when the displacement ductility factor is smaller then 4;(2) the constant ductility inelastic spectrum of strength reduction factors or ductility demand spectrum with constant strength reduction factors on hard site can be used to overestimate the seismic displacement demands or the seismic strength demands on soft site when the period of the structure is larger than 2.5s.
引文
[1]Fajfar P.Capacity spectrum m ethod based on inelastic demand spectra[J].Earthquake Eng.Stru.Dyn.,1999,28(9):979~993.
[2]Chopra A K,Goel R K.D irect d isplacem ent-based design:use of inelastic vs.elastic design spectra[J].Earthquake Spectra,2001,17(1):47~64.
[3]M iranda E,Ru iz-Garcia J.Evaluation of approximate m ethods to estimate maximum inelastic d isplacem ent demands[J].Earthquake Eng.Stru.Dyn.,2002,31(3):539~560.
[4]Xue Q iang,Chen Cheng-Chung.Performance based seism ic design of structures:a d irect d isplacem ent based approach[J].Engineering Struc-tures,2003,25(14):1803~1813.
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[6]M iranda E,Bertero V V.Evaluation of Strength reduction factors for earthquake-resistant design[J].Earthquake Spectra,1994,10(2):357~379.
[7]陈聃,王前信.非线性地震反应谱.见:魏琏,谢君斐主编.中国工程抗震研究四十年[C].北京:地震出版社,1989.55~56.
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[9]M iranda E.Evaluation of site-dependent inelastic seism ic design spectra[J].Journal of Structural Engineering,ASCE,1992,119(6):1319~1337.
[10]M iranda E.S ite-dependent strength-reduction factors[J].Journal of Structural Engineering,ASCE,1992,119(12):3503~3519.
[11]V id ic T,Fajfar P,F ish ingerM.Consistent inelastic design spectra:strength and d isplacem ent[J].Earthquake Eng.Stru.Dyn.,1994,23(5):507~521.
[12]R iddell R.Inelastic design Spectra:Accounting for soil cond itions[J].Earthquake Eng.Stru.Dyn.,1995,24(11):1491~1510.
[13]O rdazM,Perez-rocha L E.Estimation of strength-reduction factors for elastoplastic system s:A new approach[J].Earthquake Eng.Stru.Dyn.,1998,27(9):889~901.
[14]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.
[15]R iddell R,Garcia J E,Garces E.Inelastic deformation response of SDOF system s sub jected to earthquake[J].Earthquake Eng.Stru.Dyn.,2002,31(3):515~538.
[16]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.
[17]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.
[18]Cuesta I,Aschheim A,Fajfar P.S implified R-factor relationsh ips for strong ground motions[J].Earthquake Spectra,2003,19(1):25~45.
[19]王东升,李宏男,王国新.双向地震动作用弹塑性反应谱研究[J].大连理工大学学报,2005,45(2):248~254.
[20]周锡元,王国权,徐国栋.台湾921集集地震近场地面运动的研究,王椿镛,齐霄斋主编.新世纪地震工程与防震减灾—庆祝胡聿贤院士八十寿辰[C].北京:地震出版社,2002.
[21]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,陈世鸣等译.北京:中国建筑工业出版社,1999.
[22]周雍年,周正华,于海英.设计反应谱长周期区段的研究[J].地震工程与工程振动,2004,24(2):15~18.
[2]Chopra A K,Goel R K.D irect d isplacem ent-based design:use of inelastic vs.elastic design spectra[J].Earthquake Spectra,2001,17(1):47~64.
[3]M iranda E,Ru iz-Garcia J.Evaluation of approximate m ethods to estimate maximum inelastic d isplacem ent demands[J].Earthquake Eng.Stru.Dyn.,2002,31(3):539~560.
[4]Xue Q iang,Chen Cheng-Chung.Performance based seism ic design of structures:a d irect d isplacem ent based approach[J].Engineering Struc-tures,2003,25(14):1803~1813.
[5]Newmark N M,HallW J.Earthquake spectra and design[M].EER I,Berkeley,Californ ia,1982.
[6]M iranda E,Bertero V V.Evaluation of Strength reduction factors for earthquake-resistant design[J].Earthquake Spectra,1994,10(2):357~379.
[7]陈聃,王前信.非线性地震反应谱.见:魏琏,谢君斐主编.中国工程抗震研究四十年[C].北京:地震出版社,1989.55~56.
[8]E lghadam si F E,Mohraz B.Inelastic earthquake spectra[J].Earthquake Eng.Stru.Dyn.,1987,15(1):91~104.
[9]M iranda E.Evaluation of site-dependent inelastic seism ic design spectra[J].Journal of Structural Engineering,ASCE,1992,119(6):1319~1337.
[10]M iranda E.S ite-dependent strength-reduction factors[J].Journal of Structural Engineering,ASCE,1992,119(12):3503~3519.
[11]V id ic T,Fajfar P,F ish ingerM.Consistent inelastic design spectra:strength and d isplacem ent[J].Earthquake Eng.Stru.Dyn.,1994,23(5):507~521.
[12]R iddell R.Inelastic design Spectra:Accounting for soil cond itions[J].Earthquake Eng.Stru.Dyn.,1995,24(11):1491~1510.
[13]O rdazM,Perez-rocha L E.Estimation of strength-reduction factors for elastoplastic system s:A new approach[J].Earthquake Eng.Stru.Dyn.,1998,27(9):889~901.
[14]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.
[15]R iddell R,Garcia J E,Garces E.Inelastic deformation response of SDOF system s sub jected to earthquake[J].Earthquake Eng.Stru.Dyn.,2002,31(3):515~538.
[16]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.
[17]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.
[18]Cuesta I,Aschheim A,Fajfar P.S implified R-factor relationsh ips for strong ground motions[J].Earthquake Spectra,2003,19(1):25~45.
[19]王东升,李宏男,王国新.双向地震动作用弹塑性反应谱研究[J].大连理工大学学报,2005,45(2):248~254.
[20]周锡元,王国权,徐国栋.台湾921集集地震近场地面运动的研究,王椿镛,齐霄斋主编.新世纪地震工程与防震减灾—庆祝胡聿贤院士八十寿辰[C].北京:地震出版社,2002.
[21]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,陈世鸣等译.北京:中国建筑工业出版社,1999.
[22]周雍年,周正华,于海英.设计反应谱长周期区段的研究[J].地震工程与工程振动,2004,24(2):15~18.
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