高速铁路桥梁圆端形墩地震反应数值分析
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摘要
以高速铁路简支桥梁圆端型实体墩为工程背景,建立了2种有限元模型计算桥墩的弹塑性地震反应,一种是包括桥墩的杆系单元全桥体系模型,可以考虑列车荷载的影响;另一种是单墩实体模型,用以分析桥墩的地震响应;基于2种有限元模型和弯矩-曲率关系程序,分别计算了不同车速、墩高、地震作用组合和有车/无车等工况下桥墩的弹塑性地震响应.计算结果表明,随着地震强度的增加,桥墩的地震响应呈上升趋势,车速、墩高的增加对桥墩地震响应的影响不呈线性增长关系,地震频谱特性对桥墩地震反应影响较大;罕遇地震作用下墩底进入弹塑性状态,给出了适合低配筋率桥墩塑性铰区箍筋加密长度简化计算公式.
For round-ended piers of high-speed railway bridges,two kinds of finite element model were set up to calculate the elastic-plastic seismic responses of piers:one was beam element model of the whole bridge which includes the piers and could take into account the influence of vehicle load,and the other was solid model of the piers which could explain the seismic responses of piers.According to the two models and the bending moment-curvature relationship program,the elastic-plastic seismic responses of piers were computed at different earthquake load combination,pier height and vehicle speed.The calculation results have shown that the seismic responses of piers will increase with increment seismic intensity,the influence of vehicle speed and pier height on the responses of the piers is not in a linearly increasing manner,the frequency characteristics of earthquake wave have great influence on the seismic responses of the piers,the piers step into the state of elastic-plasticity and the plastic hinge will be developed at the bottom of piers under rare earthquake.The simplified calculation formula of plastic hinge region length suited to high-speed railway bridge round-ended piers where stirrups are encrypted was presented.
For round-ended piers of high-speed railway bridges,two kinds of finite element model were set up to calculate the elastic-plastic seismic responses of piers:one was beam element model of the whole bridge which includes the piers and could take into account the influence of vehicle load,and the other was solid model of the piers which could explain the seismic responses of piers.According to the two models and the bending moment-curvature relationship program,the elastic-plastic seismic responses of piers were computed at different earthquake load combination,pier height and vehicle speed.The calculation results have shown that the seismic responses of piers will increase with increment seismic intensity,the influence of vehicle speed and pier height on the responses of the piers is not in a linearly increasing manner,the frequency characteristics of earthquake wave have great influence on the seismic responses of the piers,the piers step into the state of elastic-plasticity and the plastic hinge will be developed at the bottom of piers under rare earthquake.The simplified calculation formula of plastic hinge region length suited to high-speed railway bridge round-ended piers where stirrups are encrypted was presented.
引文
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[23]ESMAEILY G A,XIAO Y.PEER Report 2002/15:Seismicbehavior of bridge columns subjected to various loading pat-terns[R].Berkeley:Pacific Earthquake Engineering ResearchCenter,University of California,2002:142-143.
[2]XIA H,HAN Y,ZhANG N,et al.Dynamic analysis of vehi-cle-bridge system subjected to non-uniform seismic excitations[J].Earthquake Engineering&Structure Dynamics,2006,35(19):1563-1579.
[3]CHANG S E.Disasters and transport systems:loss,recovery,andcompetition at the port of Kobe after the 1995earthquake[J].Jour-nal of Transport Geography,2000,8(1):53-65.
[4]STEPHANIE E C.Transportation performance,disaster vul-nerability and long-term effects of earthquakes[C]//Proceed-ings of Second Euro Conference on Global Changeand Catastro-phe risk Management.Austria:Laxenburg,2000:6-9.
[5]MATTOCK A,WANG Zu-hua.Shear strength of reinforcedconcrete members subject to high axial compressive ctress[J].ACI Journal,1984,81(3):287-298.
[6]PRIESTLEYM J N,PARK R.Strength and ductility of con-crete bridge columns under seismic loading[J].ACI StructuralJournal,1987,84(1):61-76.
[7]SAATCIOGLU M,OZCEBE G.Response of reinforced con-crete columns to simulated seismic loading[J].ACI StructuralJournal,1989,86(1):3-12.
[8]THOMSEN J,WALLACE J.Lateral load behavior of rein-forced concrete columns constructed using high-strength mate-rials[J].ACI Structural Journal,1994,91(5):605-615.
[9]MO Y L,WANG S J.Seismic behavior of RC columns withvarious tie configurations[J].Journal of Structural Engineer-ing,ASCE,2000,126(10):1122-1130.
[10]CHANG S Y.Experimental studies of reinforced concretebridge columns under axial load plus biaxial bending[J].JStruct Engrg,2010,136(12):12-25.
[11]Recommended LRFD Bridge Design Specifications[S].Wash-ington DC:American Association of State Highway andTransportation Officials,2007:4-21.
[12]Design provisions for Earthquake Resistance of structures,Eu-rocode 8,Part 2:Bridge[S].Brussels:European Committeefor Standardization(CEN),2004:130.
[13]NZS 3101Concrete Structures Standard.Part1-The Designof Concrete Structures[S].Wellington:Concrete StructuresStandard,2006:2-10.
[14]刘庆华,阎贵平,陈英俊.低配筋混凝土桥墩抗震性能的实验研究[J].北方交通大学学报,1996,20(5):518-521.LIU Qing-hua,YAN Gui-ping,CHEN Ying-jun.Experimen-tal studies on seismic behaviour of reinforced concrete bridgepiers[J].Journal of Nort Hern Jiaotong Univ,1996,20(5):518-521.(In Chinese)
[15]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 studyon seismic behaviors of large-scale RC round-ended piers withlow reinforcement ratio[J].China Civil Engineering Journal,2003,36(11):66-69.(In Chinese)
[16]GB 5011—2006铁路工程抗震设计规范[S].北京:中国计划出版社,2006:31-32.GB 50111—2006 Code for seismic design of railway engineering[S].Beijing:China Planning Press,2006:31-32.(In Chinese)
[17]JU Shen-haw,LIN Hung-ta,HUANG Jeng-yuan.Dominantfrequencies of vehicle-induced vibrations[J].Journal of Soundand Vibration,2009,319(1/2,9):247-259.
[18]XIA H,ZHANG N,GUO W W.Analysis of resonance mech-anism and conditions of vehicle-bridge system[J].Journal ofSound and Vibration,2006,297(3/5,6):810-822.
[19]克拉夫R,彭津J.结构动力学[M].2版.王光远,译.北京:高等教育出版社,2006:34-35.CLOUGH R W,PENZIEN J.Dynamics of structures[M].2nd ed.Translated by WANG Guang-yuan.Beijing:HigherEducation Press,2006:34-35.(In Chinese)
[20]PARK R,PAULAY T.Reinforced concrete structures[M].New York:John Wiley&Sons,1975:552-553.
[21]PAULAY T,PRIESTLEY M J N.Seismic design of rein-forced concrete and masonry buildings[M].New York:JohnWiley&Sons,1992:139-140.
[22]CHANG G A,MANDER J B,CHANG G A,et al.Technicalreport NCEER-94-0006:Seismic energy based fatigue dam-age analysis of bridge columns:Part 1[R].University of Buf-falo,New York:State University of,1994:4-17-4-18.
[23]ESMAEILY G A,XIAO Y.PEER Report 2002/15:Seismicbehavior of bridge columns subjected to various loading pat-terns[R].Berkeley:Pacific Earthquake Engineering ResearchCenter,University of California,2002:142-143.
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