桥梁高墩合理计算模型探讨
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摘要
采用弹塑性梁柱单元和弹塑性纤维梁柱单元分别建立桥梁墩柱的两种计算模型,深入讨论了桥梁墩柱在地震作用下,塑性铰形成、塑性区扩展以及塑性转角、墩顶位移等结构需求,针对弹塑性梁柱单元模型中不同单元划分数量对墩柱地震需求的影响也进行了比较分析。计算结果表明,高阶振型对桥梁高墩地震响应贡献较大,其塑性转角、墩顶位移等地震需求的变化规律与中、低墩明显不同。桥梁高墩在墩身中部及墩底同时形成塑性铰,且塑性区随地震激励的增强而扩展。单元划分数量对桥梁墩柱的塑性转角、墩顶位移等地震需求均有较大影响,最后讨论了两种计算模型在墩柱地震需求计算时的适用性。
Two analytical models of pier are developed based on the elastic-plastic beamcolumn element and the elastic-plastic fiber beam-column element.Structural seismic demands,such as formation of plastic hinge,expansion of plastic zone,plastic rotation and tip displacement,are discussed in detail,and the influence of elastic-plastic beam-column element divisions on the seismic demand is analyzed and compared.It is shown that the tall pier remarkably differs from the lower pier in seismic demands when the higher vibration modes contribute more.Plastic hinges generally form in the middle and at the bottom of the tall pier at the same time and expand with the enhancement of seismic excitations.Different element divisions have significant effect on the plastic rotation and the roof displacement demand.Finally,the applicability of two analytical models is discussed in the seismic demand analysis of tall bridge piers.
Two analytical models of pier are developed based on the elastic-plastic beamcolumn element and the elastic-plastic fiber beam-column element.Structural seismic demands,such as formation of plastic hinge,expansion of plastic zone,plastic rotation and tip displacement,are discussed in detail,and the influence of elastic-plastic beam-column element divisions on the seismic demand is analyzed and compared.It is shown that the tall pier remarkably differs from the lower pier in seismic demands when the higher vibration modes contribute more.Plastic hinges generally form in the middle and at the bottom of the tall pier at the same time and expand with the enhancement of seismic excitations.Different element divisions have significant effect on the plastic rotation and the roof displacement demand.Finally,the applicability of two analytical models is discussed in the seismic demand analysis of tall bridge piers.
引文
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[3]阎志刚.高桥墩延性抗震性能研究[D].北京:北方交通大学,2002.
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[5]李建中,宋晓东,范立础.桥梁高墩位移延性能力的探讨[J].地震工程与工程振动,2005,25(1):43-48.
[6]William F Cofer.Documentation of strengths and weaknesses of current computer analysis methods for seismic performance of reinforced concretemembers[R].Berkeley:University of California,Pacific Earthquake Engineering Research Center,1999.
[7]Michael Berry and Marc Eberhard.Performance models for flexural damage in reinforced concrete columns[R].Berkeley:University of Califor-nia,Pacific Earthquake Engineering Research Center,2003.
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[10]Mohd Hisham.Nonliear analysis of prestressed concrete structures under monotonic and cyclic loads[D].Berkeley:University of California,1994.
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[2]李睿,宁晓骏,叶燎原,等.高墩梁桥的地震反应分析[J].昆明理工大学学报,2001,26(5):86-89.
[3]阎志刚.高桥墩延性抗震性能研究[D].北京:北方交通大学,2002.
[4]John L,Wilson.Earthquake response of tall reinforced concrete chimneys[J].Engineering Structures,2003,25(1):11-24.
[5]李建中,宋晓东,范立础.桥梁高墩位移延性能力的探讨[J].地震工程与工程振动,2005,25(1):43-48.
[6]William F Cofer.Documentation of strengths and weaknesses of current computer analysis methods for seismic performance of reinforced concretemembers[R].Berkeley:University of California,Pacific Earthquake Engineering Research Center,1999.
[7]Michael Berry and Marc Eberhard.Performance models for flexural damage in reinforced concrete columns[R].Berkeley:University of Califor-nia,Pacific Earthquake Engineering Research Center,2003.
[8]Prakash V,Powell G H.DRAIN-2DX user guide[M].Berkeley:Department of Civil Engineering,University of California,1992.
[9]Taucer F F,Enrico S.Fiber beam-column model for seismic response analysis of reinforced concrete structures[R].EERC 91-17,1991.
[10]Mohd Hisham.Nonliear analysis of prestressed concrete structures under monotonic and cyclic loads[D].Berkeley:University of California,1994.
[11]Mander J B,PriestleyMJ N and Park R.Theoretical stress-strain model for confined concrete[J].Journal of The Structural Division,ASCE,1988,114(8):1804-1826.
[12]Filippou.A simple model for reinforcing bar anchorages under cyclic excitations[J].Journal of The Structural Division,ASCE,1986,112(7):1639-1659.
[13]Silvia Mazzoni,Frank McKenna,Michael H..Open system for earthquake engineering simulation user manual[M].Berkeley:Pacific EarthquakeEngineering Research Center,University of California,2005.
[14]聂利英,李建中,范立础.弹塑性纤维单元及其单元参数分析[J].工程力学,2004,21(3):15-20.
[15]California Department of Transportation.CALTRANS Seismic Design Criteria,V1.2[S]//USA,2001.
[16]Priestley MJ N F,Seible Calvi G M.Seismic design and retrofit of bridges[M].USA:John Wiley&Sons,Inc.,1996.
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