考虑碰撞效应的双柱式高墩桥梁非线性地震反应特性研究
|
摘要
以西南山区线路中常用的双柱式高墩桥梁为研究对象,建立典型桥跨结构的空间动力分析模型,采用非线性动力时程分析方法,详细研究了考虑地震碰撞效应时桥梁结构的地震响应特性,并探讨了接触单元刚度取值、间隙宽度、桥台刚度以及支座滑动性能等非线性边界条件的影响。结果表明:梁间碰撞作用主要发生在近桥台伸缩缝处,碰撞作用减小桥墩的地震响应,同时在梁体中产生较大的短时加速度脉冲效应;考虑桥台的纵向约束作用将使得梁间碰撞效应增强;对于通常设计采用的间隙宽度范围,强震作用时碰撞现象会不可避免地发生;支座滑动性能对桥墩的地震响应起到隔震的作用,考虑支座滑动性能后梁间碰撞次数减少;各种非线性边界条件因素的综合作用使得桥跨结构的地震响应变得较为复杂,为获得结构真实响应结果应该合理考虑这些因素的影响。
Based on the double-column highway bridges with high-rise piers in southwest mountain area,the spatial dynamic analysis models of representative bridge span were established.The seismic response characteristics of the bridge considering the pounding effect were studied in detail by using nonlinear dynamic time history analysis method.The influence of some nonlinear boundary conditions,including value of contact element stiffness,gap width,abutment stiffness and sliding performance of bearings,were discussed.The results indicate that(1) the seismic pounding effect between adjacent beams occurs mainly in the expansion joint near the bridge abutments,the pounding reduces the seismic response of piers but generates high magnitude and short duration acceleration pluses in the beams;(2) the pounding effect between adjacent beams will be enhanced when the longitudinal constraint effect of abutments is considered;(3) for the range of gap width usually adopted in design,the pounding phenomenon will inevitably occurs in strong earthquakes;(4) the sliding performance of bearings plays a role in isolation of the seismic response of piers,the times of impact between adjacent beams will be reduced when the sliding performance of bearings is considered;(5) the seismic responses of bridge will become very complicated because of the combined action of various nonlinear boundary conditions,these factors should be considered reasonably to get the real response of bridge.
Based on the double-column highway bridges with high-rise piers in southwest mountain area,the spatial dynamic analysis models of representative bridge span were established.The seismic response characteristics of the bridge considering the pounding effect were studied in detail by using nonlinear dynamic time history analysis method.The influence of some nonlinear boundary conditions,including value of contact element stiffness,gap width,abutment stiffness and sliding performance of bearings,were discussed.The results indicate that(1) the seismic pounding effect between adjacent beams occurs mainly in the expansion joint near the bridge abutments,the pounding reduces the seismic response of piers but generates high magnitude and short duration acceleration pluses in the beams;(2) the pounding effect between adjacent beams will be enhanced when the longitudinal constraint effect of abutments is considered;(3) for the range of gap width usually adopted in design,the pounding phenomenon will inevitably occurs in strong earthquakes;(4) the sliding performance of bearings plays a role in isolation of the seismic response of piers,the times of impact between adjacent beams will be reduced when the sliding performance of bearings is considered;(5) the seismic responses of bridge will become very complicated because of the combined action of various nonlinear boundary conditions,these factors should be considered reasonably to get the real response of bridge.
引文
[1]王蕾,赵成刚,王智峰.考虑地形影响和多点激励的大跨高墩桥地震响应分析[J].土木工程学报,2006,39(1):50-59.WANG Lei,ZHAO Chenggang,WANG Zhifeng.SeismicResponse Analysis of Continuous Rigid-framed Bridge withHuge Piers Considering Topographic Effects and Multi-support Excitations[J].China Civil Engineering Journal,2006,39(1):50-59.
[2]王常峰,陈兴冲,夏修身.高墩大跨连续刚构桥抗震设计参数优化[J].公路交通科技,2006,23(4):80-83.WANG Changfeng,CHEN Xingchong,XIA Xiushen.Optimization of Design Parameters of High-pier and Long-span Continuous Rigid Frame Bridge[J].Journal ofHighway and Transportation Research and Development,2006,23(4):80-83.
[3]JENNINGS P C.Engineering Features of the San FernandoEarthquake of February 9,1971,EERL-71-02[R].Pasadena:Earthquake Engineering Research Laboratory,California Institute of Technology,1971.
[4]PRIESTLEY M J N,SEIBLE F,GALVI G M.SeismicDesign and Retrofit of Bridge[M].London:Jonhn Wileyand Sons Inc.,1996.
[5]Earthquake Engineering Research Institute(EERI).TheHyogo-Ken Nanbu Earthquake of January 17,1995:Preliminary Reconnaissance Report,95-04[R].Oakland,CA:EERI,1995.
[6]范立础.梁桥非线性地震反应分析—老滦河桥的震害分析[J].土木工程学报,1981,14(2):41-51.FAN Lichu.Nonlinear Earthquake Response Analysis ofBeam Bridge:The Seismic Damage Analysis of the OldLuan-river Bridge[J].China Civil Engineering Journal,1981,14(2):41-51.
[7]李乔,赵世春.汶川大地震工程震害分析[M].成都:西南交通大学出版社,2008.LI Qiao,ZHAO Shichun.Analysis of Engineering SeismicDamage during the Wenchuan Earthquake[M].Chengdu:Southwest Jiaotong University Publishing House,2008.
[8]JANKOWSKI R,WILDE K,FUJINO Y.Pounding ofSuperstructure Segments in Isolated Elevated Bridge duringEarthquakes[J].Earthquake Engineering and StructuralDynamics,1998,27(5):487-502.
[9]CHAU K T,WEI X X.Pounding of Structures Modeled asNon-linear Impacts of Two Oscillators[J].EarthquakeEngineering and Structural Dynamics,2001,30(5):633-651.
[10]MUTHUKUMAR S,DESROCHES R A.Hertz ContactModel with Non-linear Damping for Pounding Simulation[J].Earthquake Engineering and Structural Dynamics,2006,35(7):811-828.
[11]JANKOWSKI R.Non-linear Viscoelastic Modeling ofEarthquake-induced Structural Pounding[J].EarthquakeEngineering and Structural Dynamics,2005,34(6):595-611.
[12]ZHU P,ABE M,FUJINO Y.Modeling Three-dimensionalNon-linear Seismic Performance of Elevated Bridges withEmphasis on Pounding of Girders[J].EarthquakeEngineering and Structural Dynamics,2002,31(11):1891-1913.
[13]ANAGNOSTOPOULOS S A.Pounding of Buildings inSeries during Earthquakes[J].Earthquake Engineeringand Structural Dynamics,1988,16(3):443-456.
[14]AZEVEDO J,BENTO R.Design Criteria for BuildingsSubjected to Pounding[C]//Eleventh WorldConference on Earthquake Engineering.Acapulco,Mexico:[s.n.],1996.
[15]California Department of Transportation.Seismic DesignCriteria[S].Ver.1.4.Sacramento,CA:CaliforniaDepartment of Transportation,2006.
[16]AASHTO.Guide Specifications for LRFD Seismic BridgeDesign[S].Washington,D.C.:American Associationof State Highway and Transportation Officials,2008.
[17]ROMSTADT K,KUTTER B,MARONEY B,et al.Experimental Measurements of Bridge Abutment Behavior,UCD-STR-95-1[R].Davis,California:StructuralEngineering Group,University of California,1995.
[18]BOZORGZADEH A.Effect of Structure Backfill onStiffness and Capacity of Bridge Abutments[D].SanDiego:University of California,2007.
[19]STEWART J P,TACIROGLU E,WALLACE J W,et al.Full Scale Cyclic Testing of Foundation Support Systems forHighway Bridges:Part II:Abutment Backwalls,UCLA-SGEL-2007-02[R].Los Angeles:Department of Civiland Environmental Engineering,University of California,2007.
[20]LEMNITZER A,AHLBERG E R,NIGBOR R L,et al.Lateral Performance of Full-scale Bridge Abutment Wallwith Granular Backfill[J].Journal of Geotechnical andGeoenvironmental Engineering,2009,135(4):506-514.
[21]MALHOTRA P K.Dynamic of Seismic Pounding atExpansion Joints of Concrete Bridges[J].Journal ofEngineering Mechanics,ASCE,1998,124(7):794-802.
[22]王东升,冯启民,王国新.基于直杆共轴碰撞理论的桥梁地震反应邻梁碰撞分析模型[J].工程力学,2004,21(2):157-166.WANG Dongsheng,FENG Qimin,WANG Guoxin.Analysis Model of Pounding Between Adjacent BridgeGirders during Earthquakes Based on Collinear Impactbetween Rods[J].Engineering Mechanics,2004,21(2):157-166.
[23]李忠献,岳福青,周莉.地震时桥梁碰撞分析的等效Kelvin撞击模型[J].工程力学,2008,25(4):128-132.LI Zhongxian,YUE Fuqing,ZHOU Li.Equivalent KelvinImpact Model for Pounding Analysis of Bridges duringEarthquake[J].Engineering Mechanics,2008,25(4):128-132.
[24]VAN MIER J G M,PRUIJSSERS A F,RIENHARDT HW,et al.Load-time Response of Colliding ConcreteBodies[J].Journal of Structural Engineering,ASCE,1991,117(2):354-374.
[25]MUTHUKUMAR S,DESROCHES R A.Hertz ContactModel with Non-linear Damping for Pounding Simulation[J].Earthquake Engineering and Structural Dynamics,2006,35(7):811-828.
[26]GOLDSMITH W.Impact:The Theory and PhysicalBehavior of Colliding Solids[M].1st ed.London:Edward Arnold,1960.
[2]王常峰,陈兴冲,夏修身.高墩大跨连续刚构桥抗震设计参数优化[J].公路交通科技,2006,23(4):80-83.WANG Changfeng,CHEN Xingchong,XIA Xiushen.Optimization of Design Parameters of High-pier and Long-span Continuous Rigid Frame Bridge[J].Journal ofHighway and Transportation Research and Development,2006,23(4):80-83.
[3]JENNINGS P C.Engineering Features of the San FernandoEarthquake of February 9,1971,EERL-71-02[R].Pasadena:Earthquake Engineering Research Laboratory,California Institute of Technology,1971.
[4]PRIESTLEY M J N,SEIBLE F,GALVI G M.SeismicDesign and Retrofit of Bridge[M].London:Jonhn Wileyand Sons Inc.,1996.
[5]Earthquake Engineering Research Institute(EERI).TheHyogo-Ken Nanbu Earthquake of January 17,1995:Preliminary Reconnaissance Report,95-04[R].Oakland,CA:EERI,1995.
[6]范立础.梁桥非线性地震反应分析—老滦河桥的震害分析[J].土木工程学报,1981,14(2):41-51.FAN Lichu.Nonlinear Earthquake Response Analysis ofBeam Bridge:The Seismic Damage Analysis of the OldLuan-river Bridge[J].China Civil Engineering Journal,1981,14(2):41-51.
[7]李乔,赵世春.汶川大地震工程震害分析[M].成都:西南交通大学出版社,2008.LI Qiao,ZHAO Shichun.Analysis of Engineering SeismicDamage during the Wenchuan Earthquake[M].Chengdu:Southwest Jiaotong University Publishing House,2008.
[8]JANKOWSKI R,WILDE K,FUJINO Y.Pounding ofSuperstructure Segments in Isolated Elevated Bridge duringEarthquakes[J].Earthquake Engineering and StructuralDynamics,1998,27(5):487-502.
[9]CHAU K T,WEI X X.Pounding of Structures Modeled asNon-linear Impacts of Two Oscillators[J].EarthquakeEngineering and Structural Dynamics,2001,30(5):633-651.
[10]MUTHUKUMAR S,DESROCHES R A.Hertz ContactModel with Non-linear Damping for Pounding Simulation[J].Earthquake Engineering and Structural Dynamics,2006,35(7):811-828.
[11]JANKOWSKI R.Non-linear Viscoelastic Modeling ofEarthquake-induced Structural Pounding[J].EarthquakeEngineering and Structural Dynamics,2005,34(6):595-611.
[12]ZHU P,ABE M,FUJINO Y.Modeling Three-dimensionalNon-linear Seismic Performance of Elevated Bridges withEmphasis on Pounding of Girders[J].EarthquakeEngineering and Structural Dynamics,2002,31(11):1891-1913.
[13]ANAGNOSTOPOULOS S A.Pounding of Buildings inSeries during Earthquakes[J].Earthquake Engineeringand Structural Dynamics,1988,16(3):443-456.
[14]AZEVEDO J,BENTO R.Design Criteria for BuildingsSubjected to Pounding[C]//Eleventh WorldConference on Earthquake Engineering.Acapulco,Mexico:[s.n.],1996.
[15]California Department of Transportation.Seismic DesignCriteria[S].Ver.1.4.Sacramento,CA:CaliforniaDepartment of Transportation,2006.
[16]AASHTO.Guide Specifications for LRFD Seismic BridgeDesign[S].Washington,D.C.:American Associationof State Highway and Transportation Officials,2008.
[17]ROMSTADT K,KUTTER B,MARONEY B,et al.Experimental Measurements of Bridge Abutment Behavior,UCD-STR-95-1[R].Davis,California:StructuralEngineering Group,University of California,1995.
[18]BOZORGZADEH A.Effect of Structure Backfill onStiffness and Capacity of Bridge Abutments[D].SanDiego:University of California,2007.
[19]STEWART J P,TACIROGLU E,WALLACE J W,et al.Full Scale Cyclic Testing of Foundation Support Systems forHighway Bridges:Part II:Abutment Backwalls,UCLA-SGEL-2007-02[R].Los Angeles:Department of Civiland Environmental Engineering,University of California,2007.
[20]LEMNITZER A,AHLBERG E R,NIGBOR R L,et al.Lateral Performance of Full-scale Bridge Abutment Wallwith Granular Backfill[J].Journal of Geotechnical andGeoenvironmental Engineering,2009,135(4):506-514.
[21]MALHOTRA P K.Dynamic of Seismic Pounding atExpansion Joints of Concrete Bridges[J].Journal ofEngineering Mechanics,ASCE,1998,124(7):794-802.
[22]王东升,冯启民,王国新.基于直杆共轴碰撞理论的桥梁地震反应邻梁碰撞分析模型[J].工程力学,2004,21(2):157-166.WANG Dongsheng,FENG Qimin,WANG Guoxin.Analysis Model of Pounding Between Adjacent BridgeGirders during Earthquakes Based on Collinear Impactbetween Rods[J].Engineering Mechanics,2004,21(2):157-166.
[23]李忠献,岳福青,周莉.地震时桥梁碰撞分析的等效Kelvin撞击模型[J].工程力学,2008,25(4):128-132.LI Zhongxian,YUE Fuqing,ZHOU Li.Equivalent KelvinImpact Model for Pounding Analysis of Bridges duringEarthquake[J].Engineering Mechanics,2008,25(4):128-132.
[24]VAN MIER J G M,PRUIJSSERS A F,RIENHARDT HW,et al.Load-time Response of Colliding ConcreteBodies[J].Journal of Structural Engineering,ASCE,1991,117(2):354-374.
[25]MUTHUKUMAR S,DESROCHES R A.Hertz ContactModel with Non-linear Damping for Pounding Simulation[J].Earthquake Engineering and Structural Dynamics,2006,35(7):811-828.
[26]GOLDSMITH W.Impact:The Theory and PhysicalBehavior of Colliding Solids[M].1st ed.London:Edward Arnold,1960.
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心