梁式桥抗震设计的弹塑性位移反应谱
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摘要
合理选取四类场地320条强震记录,研究地震动特性及恢复力模型动力参数对弹塑性位移谱与残余位移谱影响。结果表明,给出某一标准设防烈度的弹塑性反应谱,其它设防烈度下弹塑性反应谱可据PGA设防烈度与PGA标准烈度比值调整获得;可忽略屈服后刚度比对弹塑性位移谱影响,但应选择偏于保守的屈服后刚度比统计残余位移谱,由此建立的残余位移谱只适用短周期、低延性一般规则桥梁中、低矮桥墩的抗震设计;阻尼比与位移延性比为影响弹塑性位移谱及残余位移谱重要因素,阻尼比增大会减少桥梁非弹性变形及震后残余位移。基于该结果建立适用于我国梁式桥抗震设计的弹塑性及残余位移谱,为考虑残余位移影响的梁式桥基于性能的抗震设计提供重要参考依据。
With 320 strong ground motion records of four sites appropriately selected,the elasto-plastic dynamic analysis was performed to study the effects of characteristics of earthquake motions and dynamic parameters of a restoring force model on elasto-plastic displacement spectra and residual displacement spectra. The study results showed that elastoplastic response spectra of other protected earthquake intensity can be obtained by adjusting elasto-plastic response spectra of a standard protected earthquake intensity according to the ratio of PGA for protected earthquake intensity to PGA for standard protected earthquake; effects of yielding rigidity ratio on elasto-plastic displacement spectra can be neglected,but conservative yielding rigidity ratio is chosen to establish residual displacement spectra which can be applied in low and medium-height piers' aseismic design of general regular bridges with short natural periods and low ductility; elasto-plastic displacement spectra and residual displacement spectra are affected obviously by both damping ratio and ductility,elastoplastic displacements and residual displacements of bridge decrease with increase in damping ratio. Based on the above results,the elasto-plastic displacement spectra and residual displacement spectra applicable to aseismic design for Chinese bridges were established. They provided an important guidance for performance-based aseismic design of beam bridges considering the effects of residual displacements.
引文
[1]何文福,刘文光,杨骁,等.隔震结构弹塑性反应谱分析研究[J].振动与冲击,2010,29(1):30-33.HE Wen-fu,LIU Wen-guang,YANG Xiao,et al.Elastoelastic response spectra of isolated[J].Journal of Vibration and Shock,2010,29(1):30-33.
    [2]Newmark N M,Hall W J.Seismic design criteria for nuclear reactor facilities[C].//Proceedings of the 4th World Conference on Earthquake Engineering Santiago,Chile,1969:37-50.
    [3]Chen Dan.Ductility spectra and collapse spectra for earthquake resistant structures[C].//Proc.7th European Conference on Earthquake Engineering,1982.
    [4]韦承基.弹塑性结构的位移比谱[J].建筑结构学报,1983,4(2):40-48.WEI Cheng-ji.Displacement ratio spectrum of elastoplastic structures[J].Journal of Building Structures,1983,4(2):40-48.
    [5]Cheng Ming-xian.Residual strength spectra for earthquake resistant structures[C].//Proc.1st Conference on Design,Construction and Repair of Building Structures in Earthquake Zones,1987.
    [6]Ye L P,Maximum O S.Seismic displacement of inelastic systems based on energy concept[J].Earthquake Engineering and Strucutral Dynamics,1999,28:1483-1499.
    [7]Fajfar P,Fischinger M.Earthquake design spectra considering duration of ground motion[C].//Proc.4th U.S.NCEE,California,1990:15-24.
    [8]Tolis S V,Faccioli E.Displacement design spectra[J].Journal of Earthquake Engineering,1999,3(1):107-125.
    [9]王博,白国良,代慧娟.典型地震动作用下长周期单自由度体系地震反应分析[J].振动与冲击,2013,32(15):190-196.WANG Bo,BAI Guo-liang,DAI Hui-juan.Seismic response analysis of long-period SDOF system under typical ground motions[J].Journal of Vibration and Shock,2013,32(15):190-196.
    [10]GB50111-2006,铁路工程抗震设计规范[S].
    [11]JTG/TB02-01-2008,公路桥梁抗震设计细则[S].
    [12]弓俊青,朱晞.以位移为基础的钢筋混凝土桥梁墩柱抗震设计方法[J].中国公路学报,2001,14(4):42-46.GONG Jun-qing,ZHU Xi.Displacement}ased seismic design method for RC bridge columns[J].China lournal of Highwav and Transport,2001,14(4):42-46.
    [13]黄建文,朱晞.近场地震作用下钢筋混凝土桥墩基于位移的抗震设计[J].土木工程学报,2005,38(4):84-90.HUANG Jian-wen ZHU Xi.Displacement based seismic design for rc bridge columns under near fault earthquakes[J].China Civil Engineering Journal,2005,38(4):84-90.
    [14]Kawashima K,MacRae G A,Hoshikuma J,et al.Residual displacement response spectrum[J].Journal of Structural Engineering,1998,124(5):523-530.
    [15]Kawashima K.Seismic design and retrofit of bridges[C].12WCEE,New Zealand,Reference No.2828,2000.
    [16]Japanroad association.design specifications of highway bridges,part V:seismic design[S].Tokyo,Japan,1996.
    [17]Riddell R,Newmark N M.Statistical analysis of the response of nonlinear systems subjected to earthquakes[R].University of Illinois,Urban,Illinois,1979.
    [18]Mahin S A,Bertero V V.An evaluation of inelastic seismic response spectra[J].Journal of the Structural Division,1981,107(ST9):1777-1795.
    [19]MacRae G A,Kawashima K.Post-earthquake residual displacements of bilinear oscillators[J].Earthquake Engineering and Structural Dynamics,1997,26(77):701-716.
    [20]Zatar W A,Mutsuyoshi H.Reduced residual displacements of partially prestressed concrete bridge piers[C].12WCEE,New Zealand,Reference No.2828,2000.
    [21]李宇.考虑残余位移和土-结构相互作用的桥梁结构基于性能的抗震设计及评估[D].北京:北京交通大学,2010.

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