近断层地震方向脉冲效应对高速铁路桥梁弹塑性反应的影响
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摘要
基于PEER-NAG强震数据库,采用ANSYS分析软件、ANSYS-APDL语言和弯矩曲率关系计算程序,以高速铁路多跨简支梁桥为研究对象,建立了近断层脉冲型地震作用下的高速铁路桥梁全桥模型,考虑了轨道不平顺的影响,分析了结构的自振特性,计算了近/远断层地震作用下桥梁的弹塑性地震响应。计算结果表明,近断层方向脉冲型地震作用下的墩底的荷载-变形曲线呈现中间加强的特点,此时需要桥墩有更强的能量释放能力和较好的延性要求,相比远断层地震而言,近断层方向脉冲型地震作用下墩底梁体位移、墩顶位移以及墩底弯矩增大,且导致更大的塑形变形;远断层地震趋向于能量的逐渐释放过程并与较少的滞回环损伤疲劳相联系;由于近断层地震动方向脉冲效应的影响,在一些地震动的某些时段内,对结构破坏起控制作用的因素是速度或位移而不是峰值加速度;由于近断层地震较大的竖向地震动,导致梁体竖向挠度比远断层地震增加较多,《铁路工程抗震设计规范》等取竖向地震为横向的2/3左右,会导致竖向动力响应偏小,建议取竖向地震动的合理范围进行计算较为妥当。
Based on the PEER-NAG Strong Ground Motion Database,the finite element model of a multi-span simply supported bridge was set up by means of ANSYS software,ANSYS-APDL language and compiled moment-curvature calculation program.The natural vibration properties of structure were analyzed,and the elastic-plastic seismic responses of the bridge subjected to near/far-fault ground motions were calculated.The calculation results show that,due to the hysteretic property of the near-fault directivity pulse-like earthquake,the load-deformation curve of pier bottom is characterized by the centrally strengthened hysteretic cycles at some point on the time-history curve of load corresponding to the pulse instant.The bridge piers are required to dissipate considerable input energy in a single or relatively few plastic cycles,which means that the ductility capacity of the piers should be improved.The displacement of girder and pier top and the moment at pier bottom under near-fault ground motion are greater compared with those under far-fault ground motion.The energy dissipation of the bridge system subjected to far-fault ground motion tends to gradually increase over a longer duration,causing an incremental build-up of input energy.Owing to the greater vertical earthquake action of near-fault earthquake,there is larger vertical deflection at the mid-span of girder.GB 50111-2006 Code for seismic design of railway engineering specifies that the vertical earthquake force can be taken as 67% of the lateral earthquake force,however,it's advisable that more reasonable value of vertical earthquake acceleration should be utilized to carry out simulation calculation.
Based on the PEER-NAG Strong Ground Motion Database,the finite element model of a multi-span simply supported bridge was set up by means of ANSYS software,ANSYS-APDL language and compiled moment-curvature calculation program.The natural vibration properties of structure were analyzed,and the elastic-plastic seismic responses of the bridge subjected to near/far-fault ground motions were calculated.The calculation results show that,due to the hysteretic property of the near-fault directivity pulse-like earthquake,the load-deformation curve of pier bottom is characterized by the centrally strengthened hysteretic cycles at some point on the time-history curve of load corresponding to the pulse instant.The bridge piers are required to dissipate considerable input energy in a single or relatively few plastic cycles,which means that the ductility capacity of the piers should be improved.The displacement of girder and pier top and the moment at pier bottom under near-fault ground motion are greater compared with those under far-fault ground motion.The energy dissipation of the bridge system subjected to far-fault ground motion tends to gradually increase over a longer duration,causing an incremental build-up of input energy.Owing to the greater vertical earthquake action of near-fault earthquake,there is larger vertical deflection at the mid-span of girder.GB 50111-2006 Code for seismic design of railway engineering specifies that the vertical earthquake force can be taken as 67% of the lateral earthquake force,however,it's advisable that more reasonable value of vertical earthquake acceleration should be utilized to carry out simulation calculation.
引文
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[6]Menun C,Fu Q.An analytical model for near-fault groundmotions and the response of SDOF systems[C]//Earthquake Engineering Research Institute,Proceedings of 7thU.S.National Conference on Earthquake Engineering,Oakland,California,2002,No.00011,1-10.
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[8]Liu T l,Yu L A,Wei Z.A numerical approach for modelingnear-fault ground motion and its application in the 1994Northridge earthquake[J].Soil Dynamics and EarthquakeEngineering,2012,34(1):52-61.
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[12]Alireza M,Hamid R R.Plastic hinge length of reinforcedconcrete columns subjected to both far-fault and near-faultground motions having forward directivity[J].The StructuralDesign of Tall and Special Buildings,2011,DOI:10.1002/tal.729.
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[14]Kalkan E,Kunnath S K.Effects of fling step and forwarddirectivity on seismic response of buildings[J].EarthquakeSpectra,2006,22(2):367-390.
[15]杨迪雄,赵岩.近断层地震动破裂向前方向性与滑冲效应对隔震建筑结构抗震性能的影响[J].地震学报,2010,32(5):579-587.YANG Di-xiong,ZHAO Yan.Effects of rupture forwarddirectivity and fling step of near fault ground motions onseismic performance of base isolated building structure[J].Acta Seismologica Sinica,2010,32(5):579-587.
[16]江义,杨迪雄,李刚.近断层地震动向前方向性效应和滑冲效应对高层钢结构地震反应的影响[J].建筑结构学报,2010,31(9):103-110.JIANG Yi,YANG Di-xiong,LI Gang.Effects of forwarddirectivity and fling step of near-fault ground motions onseismic responses of high-rise steel structure[J].Journal ofBuilding Structures,2010,31(9):103-110.
[17]Liao W L,Loh C H,Wan S J.Dynamic response of bridgessubjected to near-fault ground motions[J].Journal ofChinese Institute of Engineering,2000.23(4):455-464.
[18]Shen J R,Tsai M H,Chang K C,et al.Performance of aseismically isolated bridge under near-fault earthquake groundmotions[J].ASCE,Journal of Structure Engineering,2004,130(6):861-868.
[19]Liao W I,Loh C H,Lee B H.Comparison of dynamicresponse of isolated and non-isolated continuous girder bridgessubjected to near-fault ground motions[J].EngineeringStructures,2004,26(14):2173-2183.
[20]陈令坤,蒋丽忠,余志武,等.高速铁路简支梁桥地震反应特性研究[J].振动与冲击,2011,30(12):216-222.CHEN Ling-kun,JIANG Li-zhong,YU Zhi-wu,et al.Study on earthquake characteristics of high-speed railway simply-supported girder bridge[J].Journal of Vibration and Shock,2011,30(12):216-222.
[21]陈令坤,蒋丽忠,余志武,等.高速铁路桥梁圆端形墩地震反应数值分析[J].湖南大学学报(自然科学版).2012,39(4):19-25.CHEN Ling-kun,JIANG Li-zhong,YU Zhi-wu,et al.Numerical analysis of seismic responses of high-speed railway bridge round-ended piers[J].Journal of Hunan University Natural Sciences,2012,39(4):19-25.
[22]鞠彦忠,阎贵平,刘林.低配筋大比例尺圆端型桥墩抗震性能的试验研究[J].土木工程学报,2003,36(11):66-69.JU Yan-zhong,YAN Gui-ping,LIU Lin.Experimental study on seismic behaviours of large-scale RC round-ended piers with low reinforcement ratio[J].China Civil Engineering Journal,2003,36(11):66-69.
[23]Abrahamson N A,Silva W J.Summary of the Abrahamson&Silva NGA ground-motion relations[J].Earthquake Spectra,2008,24(1):67-97.
[24]Boore D M,Atkinson G M.Ground-motion predictionequations for the average horizontal component of PGA,PGV,and5%-damped PSA at spectral periods between0.01s and 10.0s[J].Earthquake Spectra,2008,24(1):99-138.
[25]Campbell K W,Bozorgnia Y.NGA ground motion model for the geometric mean horizontal component of PGA,PGV,PGD and5%damped linear elastic response spectra for periods ranging from0.01to10s[J].Earthquake Spectra,2008,24(1):139-171.
[26]Somerville P.Characterization of near field ground motions[C]//Whittaker,Andrew S,Proceedings of U.S.Japan Workshop:Effects of Near-Field Earthquake Shaking,Berkeley:Pacific Earthquake Engineering Research Center,University of California,2000:21-29.
[27]Abrahamson N.Near-fault ground motions from the1999Chi-Chi earthquake[C]//Whittaker,Andrew S,Proceedings of U.S.-Japan Workshop:Effects of Near-Field Earthquake Shaking,Berkeley:Pacific Earthquake Engineering Research Center,University of California,2000:11-13.
[28]陈令坤.地震作用下高速铁路列车-无砟轨道-桥梁系统动力响应及走行安全研究[D].长沙:中南大学,2012.
[29]GB5011-2006铁路工程抗震设计规范[S].北京:中国计划出版社,2006.
[2]Bolt B A.The San Fernando Valley,California earthquake offebruary 9,1971:data on seismic hazards[J].Bulletin ofSeismological Society of America,1971,61(2):501-510.
[3]Bertero V V,Mahin S A,Herrera R A.Aseismic designimplications of near-fault San Fernando earthquake records[J].Earthquake Engineering and Structural Dynamics,1978,6(1):31-42.
[4]Lu L Y,Shih M H,Tzeng S W,et al.Experiment of asliding isolated structure subjected to near-fault ground motion[C]//University of Canterbury,Proceedings of the 7thPacific Conference on Earthquake Engineering,Christchurch,New Zealand:2003,No.00011,1-8.
[5]Chang K C,Shen J,Tsai M H,et al.Performance of aseismically isolated bridge under near-fault earthquake groundmotions[C]//Proceedings of International Workshop onSeismic Mitigation of Highway Bridges,Taipei,Taiwan:2000,280-290.
[6]Menun C,Fu Q.An analytical model for near-fault groundmotions and the response of SDOF systems[C]//Earthquake Engineering Research Institute,Proceedings of 7thU.S.National Conference on Earthquake Engineering,Oakland,California,2002,No.00011,1-10.
[7]Mavroeidis G,Dong P,Papageorgiou G A S.Near-faultground motions,and the response of elastic and inelasticsingle-degree-of-freedom(SDOF)systems[J].EarthquakeEngineering&Structural Dynamics,2004,33(9):1023-1049.
[8]Liu T l,Yu L A,Wei Z.A numerical approach for modelingnear-fault ground motion and its application in the 1994Northridge earthquake[J].Soil Dynamics and EarthquakeEngineering,2012,34(1):52-61.
[9]Uang C M,Bertero V V.Implications of recorded earthquakeground motion on seismic design of building structures[R].UCB/EERC-88/13,Earthquake Engineering ResearchCenter,Berkeley,University of California,1988.
[10]Hall J F,Heaton T H,Halling M W,et al.Near-sourceground motion and its effects on flexible buildings[J].Earthquake Spectra,1995,11(4):569-606.
[11]Alavi B,Krawinkler H.Consideration of near-fault groundmotion effects in seismic design[C]//12th WorldConference on Earthquake Engineering,Auckland,NewZealand,2000,No.2665.
[12]Alireza M,Hamid R R.Plastic hinge length of reinforcedconcrete columns subjected to both far-fault and near-faultground motions having forward directivity[J].The StructuralDesign of Tall and Special Buildings,2011,DOI:10.1002/tal.729.
[13]Somerville P G,Smith N F,Graves R W,et al.Modificationof empirical strong ground motion attenuation relations toinclude the amplitude and duration effects of rupturedirectivity[J].Seismological Research Letters,1997,68(1):199-222.
[14]Kalkan E,Kunnath S K.Effects of fling step and forwarddirectivity on seismic response of buildings[J].EarthquakeSpectra,2006,22(2):367-390.
[15]杨迪雄,赵岩.近断层地震动破裂向前方向性与滑冲效应对隔震建筑结构抗震性能的影响[J].地震学报,2010,32(5):579-587.YANG Di-xiong,ZHAO Yan.Effects of rupture forwarddirectivity and fling step of near fault ground motions onseismic performance of base isolated building structure[J].Acta Seismologica Sinica,2010,32(5):579-587.
[16]江义,杨迪雄,李刚.近断层地震动向前方向性效应和滑冲效应对高层钢结构地震反应的影响[J].建筑结构学报,2010,31(9):103-110.JIANG Yi,YANG Di-xiong,LI Gang.Effects of forwarddirectivity and fling step of near-fault ground motions onseismic responses of high-rise steel structure[J].Journal ofBuilding Structures,2010,31(9):103-110.
[17]Liao W L,Loh C H,Wan S J.Dynamic response of bridgessubjected to near-fault ground motions[J].Journal ofChinese Institute of Engineering,2000.23(4):455-464.
[18]Shen J R,Tsai M H,Chang K C,et al.Performance of aseismically isolated bridge under near-fault earthquake groundmotions[J].ASCE,Journal of Structure Engineering,2004,130(6):861-868.
[19]Liao W I,Loh C H,Lee B H.Comparison of dynamicresponse of isolated and non-isolated continuous girder bridgessubjected to near-fault ground motions[J].EngineeringStructures,2004,26(14):2173-2183.
[20]陈令坤,蒋丽忠,余志武,等.高速铁路简支梁桥地震反应特性研究[J].振动与冲击,2011,30(12):216-222.CHEN Ling-kun,JIANG Li-zhong,YU Zhi-wu,et al.Study on earthquake characteristics of high-speed railway simply-supported girder bridge[J].Journal of Vibration and Shock,2011,30(12):216-222.
[21]陈令坤,蒋丽忠,余志武,等.高速铁路桥梁圆端形墩地震反应数值分析[J].湖南大学学报(自然科学版).2012,39(4):19-25.CHEN Ling-kun,JIANG Li-zhong,YU Zhi-wu,et al.Numerical analysis of seismic responses of high-speed railway bridge round-ended piers[J].Journal of Hunan University Natural Sciences,2012,39(4):19-25.
[22]鞠彦忠,阎贵平,刘林.低配筋大比例尺圆端型桥墩抗震性能的试验研究[J].土木工程学报,2003,36(11):66-69.JU Yan-zhong,YAN Gui-ping,LIU Lin.Experimental study on seismic behaviours of large-scale RC round-ended piers with low reinforcement ratio[J].China Civil Engineering Journal,2003,36(11):66-69.
[23]Abrahamson N A,Silva W J.Summary of the Abrahamson&Silva NGA ground-motion relations[J].Earthquake Spectra,2008,24(1):67-97.
[24]Boore D M,Atkinson G M.Ground-motion predictionequations for the average horizontal component of PGA,PGV,and5%-damped PSA at spectral periods between0.01s and 10.0s[J].Earthquake Spectra,2008,24(1):99-138.
[25]Campbell K W,Bozorgnia Y.NGA ground motion model for the geometric mean horizontal component of PGA,PGV,PGD and5%damped linear elastic response spectra for periods ranging from0.01to10s[J].Earthquake Spectra,2008,24(1):139-171.
[26]Somerville P.Characterization of near field ground motions[C]//Whittaker,Andrew S,Proceedings of U.S.Japan Workshop:Effects of Near-Field Earthquake Shaking,Berkeley:Pacific Earthquake Engineering Research Center,University of California,2000:21-29.
[27]Abrahamson N.Near-fault ground motions from the1999Chi-Chi earthquake[C]//Whittaker,Andrew S,Proceedings of U.S.-Japan Workshop:Effects of Near-Field Earthquake Shaking,Berkeley:Pacific Earthquake Engineering Research Center,University of California,2000:11-13.
[28]陈令坤.地震作用下高速铁路列车-无砟轨道-桥梁系统动力响应及走行安全研究[D].长沙:中南大学,2012.
[29]GB5011-2006铁路工程抗震设计规范[S].北京:中国计划出版社,2006.
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