张拉预应力的大小对自复位双柱墩桥梁抗震性能的影响
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摘要
为了研究自复位双柱墩桥梁的抗震性能以及张拉预应力的大小对自复位桥墩的抗震性能的影响,基于有限元软件MIDAS建立了横向双柱式门框墩,并在右墩(位移较大的桥墩)处设置成自复位结构,探究了张拉预应力分别为80 kN、90 kN、100 kN、120 kN、130 kN、150 kN、200 kN七种不同工况下自复位双柱墩桥梁的抗震性能。结果表明:与普通双柱墩桥梁相比,自复位双柱墩桥梁的自振周期大;在地震作用下的最大墩底位移较大;残余位移较小;耗能能力增大。随着张拉预应力的增大,残余位移呈现出先减小后增大的趋势;累计耗能值逐渐减小,因此,自复位桥墩中的预应力筋的张拉力不宜过大,否则会失去自复位桥墩的优势。
In order to test the seismic performance of self-resetting double-column pier bridges and analyze the influence of the magnitude of tension prestress on the seismic performance of self-resetting piers, a transverse double-column portal pier was established based on the finite element software MIDAS. A self-resetting structure was set up at the right pier(the pier with larger displacement). The tension prestress was investigated to be 80 kN, 90 kN, 100 kN, 120 kN, 130 kN, 150 kN and 200 kN respectively. Then the seismic performance of self-resetting double-column pier bridges under these seven different working conditions were tested. The results show that comparing to ordinary double-column pier bridge, the natural vibration period of self-reset double-column pier bridge is larger; the maximum displacement of pier bottom is larger under earthquake; the residual displacement is smaller; and the energy dissipation capacity is increased. With the increase of tension prestressing force, the residual displacement decreases first and then increases. The cumulative energy dissipation decreases gradually. Therefore, the tension force of the prestressing tendons in the self-resetting pier should not be too large, otherwise the advantages of the self-resetting pier will be lost.
In order to test the seismic performance of self-resetting double-column pier bridges and analyze the influence of the magnitude of tension prestress on the seismic performance of self-resetting piers, a transverse double-column portal pier was established based on the finite element software MIDAS. A self-resetting structure was set up at the right pier(the pier with larger displacement). The tension prestress was investigated to be 80 kN, 90 kN, 100 kN, 120 kN, 130 kN, 150 kN and 200 kN respectively. Then the seismic performance of self-resetting double-column pier bridges under these seven different working conditions were tested. The results show that comparing to ordinary double-column pier bridge, the natural vibration period of self-reset double-column pier bridge is larger; the maximum displacement of pier bottom is larger under earthquake; the residual displacement is smaller; and the energy dissipation capacity is increased. With the increase of tension prestressing force, the residual displacement decreases first and then increases. The cumulative energy dissipation decreases gradually. Therefore, the tension force of the prestressing tendons in the self-resetting pier should not be too large, otherwise the advantages of the self-resetting pier will be lost.
引文
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[15] 赵建锋,李佰冉.耗能钢筋配筋率对自复位桥墩抗震性能影响分析[J].水利与建筑工程学报,2018,16(1):79-84.
[16] 郭佳.基于性能的新型自复位桥墩抗震理论与试验研究[D].北京:清华大学,2012.
[17] 李佰冉.自复位桥墩抗震性能影响因素的数值分析[D].青岛:青岛理工大学,2017.
[18] 徐凤月.钢筋混凝土桥墩抗震延性分析[D].淮南:安徽理工大学,2014.
[19] 张振华.基于性能的自复位单柱桥墩抗震设计方案研究[D].北京:北京建筑大学,2018.
[20] 赵泰,孙治国,王东升,等.RC桥墩残余位移模拟的参数敏感性分析[J].振动与冲击,2018,37(15):251-260.
[21] 杨佳玲,王社良,陈琪.框架结构基础滑移隔震地震反应的ANSYS分析[J].水利与建筑工程学报,2012,10(4):145-155.
[2] 陈平,吴博.汶川地震中西安高层建筑震害调查及分析[J].水利与建筑工程学报,2009,8(2):60-62.
[3] Fujino Y,Hashimoto S,Abe M.Damage analysis of Hanshin expressway viaducts during 1995 Kobe earthquake.I:Residual inclination of reinforced concrete piers[J].Journal of Bridge Engineering,ASCE,2005,10(1):45-53.
[4] 李建中,管仲国.桥梁抗震设计理论发展:从结构抗震减震到震后可恢复设计[J].中国公路学报,2017,30(12):1-9,59.
[5] Housner G W.The behavior of inverted pendulum structures during earthquake[J].Bulletin of the Seismological Society of America,1963,53(2):403-417.
[6] 周颖,吕西林.摇摆结构及自复位结构研究综述[J].建筑结构学报,2011,32(9):1-10.
[7] 吕西林,陈云,毛苑君.结构抗震设计的新概念-可恢复功能结构[J].同济大学学报,2011,39(7):941-948.
[8] 纪晓东,马琦峰,王彦栋,等.钢连梁可更换消能梁段抗震性能试验研究[J].建筑结构学报,2014,35(6):1-11.
[9] 管仲国,杨彬,董凯,等.可提离式群桩基础桥梁滞回性能模型试验[J].中国公路学报,2017,30(10):62-68.
[10] Mander J B,Cheng C T.Seismic resistance of bridge piers based on damage avoidance design[R].Technical Report NCEER-97-0014,Buffalo:State of New York at Buffalo,1997.
[11] 郭佳,辛克贵,何铭华,等.自复位桥梁墩柱结构抗震性能试验研究与分析[J].工程力学,2012,29(S1):29-34,45.
[12] Haitham D,Mohamed E,Joshua H.Behavior of segmental precast posttensioned bridge piers under lateral loads[J].Journal of Bridge Engineering,2012,17(5):735-746.
[13] Guo T,Cao Z,Xu Z,et al.Cyclic load tests on self-centering concrete pier with external dissipators and enhanced durability[J].Journal of Structural Engineering,2015,142(1):04015088.
[14] 司炳君,谷明洋,孙治国,等.近断层地震动下摇摆―自复位桥墩地震反应分析[J].工程力学,2017,34(10):87-97.
[15] 赵建锋,李佰冉.耗能钢筋配筋率对自复位桥墩抗震性能影响分析[J].水利与建筑工程学报,2018,16(1):79-84.
[16] 郭佳.基于性能的新型自复位桥墩抗震理论与试验研究[D].北京:清华大学,2012.
[17] 李佰冉.自复位桥墩抗震性能影响因素的数值分析[D].青岛:青岛理工大学,2017.
[18] 徐凤月.钢筋混凝土桥墩抗震延性分析[D].淮南:安徽理工大学,2014.
[19] 张振华.基于性能的自复位单柱桥墩抗震设计方案研究[D].北京:北京建筑大学,2018.
[20] 赵泰,孙治国,王东升,等.RC桥墩残余位移模拟的参数敏感性分析[J].振动与冲击,2018,37(15):251-260.
[21] 杨佳玲,王社良,陈琪.框架结构基础滑移隔震地震反应的ANSYS分析[J].水利与建筑工程学报,2012,10(4):145-155.