钢筋混凝土桥墩性能指标量化研究
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摘要
根据钢筋混凝土桥墩的破坏特点和桥梁结构基于性能抗震设计的需要,将钢筋混凝土桥墩性能水平划分为正常使用、暂时使用、修复后使用、生命安全和防止倒塌5个性能水平,并结合各国相关研究成果,从社会经济角度,建立了桥梁结构震害定性决策标准;从震后现场震害评估角度,建立了钢筋混凝土桥墩现场震害评估调查性能量化标准。在分析各国127个以发生弯曲破坏为主的钢筋混凝土圆形截面桥墩试验研究的基础上,从工程设计角度,以位移角为性能参数,提出了钢筋混凝土桥墩在地震作用下处于5个性能水平的量化指标,并与新西兰、日本和美国加州等设计规范中的相关规定进行比较。结果表明:建议的不同性能水平下钢筋混凝土桥墩的位移角限值是合理的,可用于基于性能抗震设计时桥墩墩顶位移的确定。
According to the failure characteristics of reinforced concrete(RC) bridge columns and the need of performance on the basis of anti-seismic design in bridge,RC bridge column performance levels,i.e.full operation,temporary operation,reparable operation,life safety,and collapse prevention were established.Combined with research achievement at home and abroad,quantitative decision indexes of bridge structure failure were established from point of view of socio-economics.Based on field investigations following a seismic event,quantitative indexes of performance levels for field seismic disaster investigation of RC bridge column were proposed.Based on the statistical data of 127 seismic performance tests of RC bridge columns with circular section subjected to flexural failure,regarded drift ratio as performance parameters,quantitative indexes for the five designated performance levels were put forward.The indexes were compared with the provisions among New Zealand standard,Japan design code,and California design code.The results show that the drift ratios of RC bridge column with different performance levels are reasonable which can be used to determine displacement of column top on the basis of anti-seismic design.
According to the failure characteristics of reinforced concrete(RC) bridge columns and the need of performance on the basis of anti-seismic design in bridge,RC bridge column performance levels,i.e.full operation,temporary operation,reparable operation,life safety,and collapse prevention were established.Combined with research achievement at home and abroad,quantitative decision indexes of bridge structure failure were established from point of view of socio-economics.Based on field investigations following a seismic event,quantitative indexes of performance levels for field seismic disaster investigation of RC bridge column were proposed.Based on the statistical data of 127 seismic performance tests of RC bridge columns with circular section subjected to flexural failure,regarded drift ratio as performance parameters,quantitative indexes for the five designated performance levels were put forward.The indexes were compared with the provisions among New Zealand standard,Japan design code,and California design code.The results show that the drift ratios of RC bridge column with different performance levels are reasonable which can be used to determine displacement of column top on the basis of anti-seismic design.
引文
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[2]FEMA.NEHRP Commentary on the Guidelines forthe Rehabilitation of Buildings[R].Washington DC:Federal Emergency Management Agency,1996.
[3]Applied Technology Council.Seismic Evaluation andRetrofit of Concrete Buildings[M].Sacramento:Seis-mic Safety Commission,1996.
[4]FEMA.Pre-standard and Commentary for the Seis-mic Rehabilitation of Buildings[R].Washington DC:Federal Emergency Management Agency,2000.
[5]GB 50011—2001,建筑抗震设计规范[S].GB 50011—2001,Code for Seismic Design of Build-ings[S].
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[8]李应斌,刘伯权,史庆轩.基于结构性能的抗震设计理论研究与展望[J].地震工程与工程振动,2001,21(4):73-79.LI Ying-bin,LIU Bo-quan,SHI Qing-xuan.Researchand Development of Performance-based Seismic De-sign Theory[J].Journal of Earthquake Engineeringand Engineering Vibration,2001,21(4):73-79.
[9]HOSE Y,SILVA P,SEIBLE F.Development of aPerformance Evaluation Database for Concrete BridgeComponent and Systems Under Simulated SeismicLoad[J].Earthquake Spectra,2000,16(2):413-442.
[10]HOSE Y,SEIBLE F.Performance Evaluation Data-base for Concrete Bridge Components and SystemsUnder Simulated Seismic Loads[M].Berkeley:PacificEarthquake Engineering Research Center,1999.
[11]GHEE A B,PRIESTLEY M J N,PAULAY T.Seis-mic Shear Strength of Circular Reinforced ConcreteColumns[J].ACI Structural Journal,1989,86(1):45-59.
[12]ZAHN F A.Design of Reinforced Concrete BridgeColumns for Strength and Ductility[D].Christ-church:University of Canterbury,1985.
[13]WONG Y L,PAULAY T,PRIESTLEY M J N.Re-sponse of Circular Reinforced Concrete Columns toMulti-directional Seismic Attack[J].ACI StructuralJournal,1993,90(2):180-191.
[14]MCLEAN D I,LIM K Y.Moment-reducing HingeDetails for the Bases of Bridge Columns[R].Wash-ington DC:Washington State University,1990.
[15]LIM K Y,MCLEAN D I.Scale Model Studies of Mo-ment-reducing Hinge Details in Bridge Columns[J].ACI Structural Journal,1991,88(4):465-474.
[16]CHEOK G S,STONE W C.Behavior of 1/6-scaleModel Bridge Columns Subjected to Inelastic CyclicLoading[J].ACI Structural Journal,1990,87(6):630-638.
[17]KUNNATH S K,EL-BAHY A,TAYLOR A,et al.Cumulative Seismic Damage of Reinforced ConcreteBridge Piers[R].New York:National Center forEarthquake Engineering Research,1997.
[18]HOSE Y D,PRIESTLEY M J,SEIBLE F.StrategicRelocation of Plastic Hinges in Bridge Columns[J].Los Angeles:University of California,1997.
[19]KOWALSKY M J,PRIESTLEY M J N,SEIBLE F.Shear and Flexural Behavior of Lightweight ConcreteBridge Columns in Seismic Regions[J].ACI Struc-tural Journal,1999,96(1):136-148.
[20]LEHMAN D E,MOEHLE J P.Seismic Performanceof Well-confined Concrete Bridge Columns[R].Berkeley:Pacific Earthquake Engineering ResearchCenter,2000.
[21]CALDERONE A J,LEHMAN D E,MOEHLE J P.Behavior of Reinforced Concrete Bridge ColumnsHaving Varying Aspect Ratios and Varying Lengthsof Confinement[R].Berkeley:Pacific Earthquake En-gineering Research Center,2001.
[22]SAATCIOGLU M,BAINGO D.Circular High-strengthConcrete Columns Under Simulated Seismic Loading[J].ASCE Journal of Structural Engineering,1999,125(3):272-280.
[23]CHAI Y H,PRIESTLEY M J N,SEIBLE F.SeismicRetrofit of Circular Bridge Columns for EnhancedFlexural Performance[J].ACI Structural Journal,1991,88(5):572-584.
[24]MOYER M J,KOWALSKY M J.Influence of Ten-sion Strain on Buckling of Reinforcement in RCBridge Columns[J].ACI Structural Journal,2003,100(1):75-85.
[25]MOSALAM K M,NAITO C J,KHAYKINA S.Bidirectional Cyclic Performance of Reinforced Con-crete Bridge Column-superstructure Subassemblies[J].Earthquake Spectra,2002,18(4):663-687.
[26]LEE J H,KO S H,CHOI J H.Shear Strength andCapacity Protection of RC Bridge Columns[C]//BRUNEAU M,TSAI K C,LEE G C,et al.ANCERAnnual Meeting.Honolulu:ANCER,2004:1-12.
[27]LEHMAN D,MOEHLE J,MAHIN S,et al.Experi-mental Evaluation of the Seismic Performance of Re-inforced Concrete Bridge Columns[J].ASCE Journalof Structural Engineering,2004,130(6):869-879.
[28]ESMAEILY A,XIAO Y.Behavior of Reinforced Con-crete Columns Under Variable Axial Loads[J].ACIStructural Journal,2004,101(1):124-132.
[29]MASHIKO N.Comparative Performance of Ductileand Damage Protected Bridge Piers Subjected toBidirectional Earthquake Attack[D].Christchurch:University of Canterbury,2006.
[30]NAITO C J,MOEHLE J P,MOSALAM K M.Ex-perimental and Computational Evaluation of Re-inforced Concrete Bridge Beam-column Connectionsfor Seismic Performance[R].Berkeley:Pacific Earth-quake Engineering Research Center,2001.
[31]OROZCO G L,ASHFORD S A.Effects of LargeVelocity Pulses on Reinforced Concrete Bridge Col-umns[R].Berkeley:Pacific Earthquake EngineeringResearch Center,2002.
[32]HINDI R,TURECHEK W.Experimental Behavior ofCircular Concrete Columns Under Reversed CyclicLoading[J].Construction and Building Materials,2008,22(4):684-693.
[33]SAIIDI M S,CHENG Z Y,SANDERS D.Experimen-tal Study of Two-way Reinforced Concrete ColumnHinges Under Seismic Loads[J].ACI StructuralJournal,2009,106(3):340-348.
[34]GIBSON N,FILIATRAULT A,ASHFORD S.Per-formance of Beam to Column Bridge Joints Subjectedto a Large Velocity Pulse[R].Berkeley:PacificEarthquake Engineering Research Center,2002.
[35]CHUNG Y S,PARK C K,MEYER C.Residual Seis-mic Performance of Reinforced Concrete Bridge PiersAfter Moderate Earthquakes[J].ACI StructuralJournal,2008,105(1):87-95.
[36]ESMAEILY-GH A,XIAO Y.Seismic Behavior ofBridge Columns Subjected to Various Loading Pat-terns[R].Berkeley:Pacific Earthquake EngineeringResearch Center,2002.
[37]PRIESTLEY M J N,BENZONI G.Seismic Perform-ance of Circular Columns with Low Longitudinal Re-inforcement Ratios[J].ACI Structural Journal,1996,93(4):474-485.
[38]PRAKASH S,BELARBI A,YOU Y M.Seismic Per-formance of Circular RC Columns Subjected to AxialForce,Bending,and Torsion with Low and ModerateShear[J].Engineering Structures,2010,32(1):46-59.
[39]LARRY D.The Dynamic Behaviour of Reinforced-concrete Bridge Piers Subjected to New Zealand Seis-micity[D].Christchurch:University of Canterbury,1992.
[40]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):65-69.JU Yan-zhong,YAN Gui-ping,LIU Lin.Experimen-tal Study on Seismic Behaviors of Large-scale RCRound-ended Piers with Low Reinforcement Ratio[J].China Civil Engineering Journal,2003,36(11):65-69.
[41]司炳君,李宏男,王东升,等.基于位移设计的钢筋混凝土桥墩抗震性能试验研究(Ⅰ):拟静力试验[J].地震工程与工程振动,2008,28(1):123-129.SI Bing-jun,LI Hong-nan,WANG Dong-sheng,et al.Experimental Evaluation of the Seismic Performanceof Reinforced Concrete Bridge Piers Designed on theBasis of Displacement(Ⅰ):Quasi-static Test[J].Journal of Earthquake Engineering and EngineeringVibration,2008,28(1):123-129.
[42]SADAKI T,KAWASHIMA K,WATANABE G,et al.Effect of Loading Protocols on Premature ShearFailure of Reinforced Concrete Bridge Piers with Ter-mination of Main Reinforcements[J].JSCE Journalof Structural Engineering,2007,53:449-460.
[43]MANDER J B,DHAKAL R P,MASHIKO N,et al.Incremental Dynamic Analysis Applied to Seismic Fi-nancial Risk Assessment of Bridges[J].EngineeringStructures,2007,29(10):2662-2672.
[2]FEMA.NEHRP Commentary on the Guidelines forthe Rehabilitation of Buildings[R].Washington DC:Federal Emergency Management Agency,1996.
[3]Applied Technology Council.Seismic Evaluation andRetrofit of Concrete Buildings[M].Sacramento:Seis-mic Safety Commission,1996.
[4]FEMA.Pre-standard and Commentary for the Seis-mic Rehabilitation of Buildings[R].Washington DC:Federal Emergency Management Agency,2000.
[5]GB 50011—2001,建筑抗震设计规范[S].GB 50011—2001,Code for Seismic Design of Build-ings[S].
[6]JTG/T B02-01—2008,公路桥梁抗震设计细则[S].JTG/T B02-01—2008,Guidelines for Seismic Designof Highway Bridges[S].
[7]JTJ 004—89,公路工程抗震设计规范[S].JTJ 004—89,Specifications of Earthquake ResistantDesign for Highway Engineering[S].
[8]李应斌,刘伯权,史庆轩.基于结构性能的抗震设计理论研究与展望[J].地震工程与工程振动,2001,21(4):73-79.LI Ying-bin,LIU Bo-quan,SHI Qing-xuan.Researchand Development of Performance-based Seismic De-sign Theory[J].Journal of Earthquake Engineeringand Engineering Vibration,2001,21(4):73-79.
[9]HOSE Y,SILVA P,SEIBLE F.Development of aPerformance Evaluation Database for Concrete BridgeComponent and Systems Under Simulated SeismicLoad[J].Earthquake Spectra,2000,16(2):413-442.
[10]HOSE Y,SEIBLE F.Performance Evaluation Data-base for Concrete Bridge Components and SystemsUnder Simulated Seismic Loads[M].Berkeley:PacificEarthquake Engineering Research Center,1999.
[11]GHEE A B,PRIESTLEY M J N,PAULAY T.Seis-mic Shear Strength of Circular Reinforced ConcreteColumns[J].ACI Structural Journal,1989,86(1):45-59.
[12]ZAHN F A.Design of Reinforced Concrete BridgeColumns for Strength and Ductility[D].Christ-church:University of Canterbury,1985.
[13]WONG Y L,PAULAY T,PRIESTLEY M J N.Re-sponse of Circular Reinforced Concrete Columns toMulti-directional Seismic Attack[J].ACI StructuralJournal,1993,90(2):180-191.
[14]MCLEAN D I,LIM K Y.Moment-reducing HingeDetails for the Bases of Bridge Columns[R].Wash-ington DC:Washington State University,1990.
[15]LIM K Y,MCLEAN D I.Scale Model Studies of Mo-ment-reducing Hinge Details in Bridge Columns[J].ACI Structural Journal,1991,88(4):465-474.
[16]CHEOK G S,STONE W C.Behavior of 1/6-scaleModel Bridge Columns Subjected to Inelastic CyclicLoading[J].ACI Structural Journal,1990,87(6):630-638.
[17]KUNNATH S K,EL-BAHY A,TAYLOR A,et al.Cumulative Seismic Damage of Reinforced ConcreteBridge Piers[R].New York:National Center forEarthquake Engineering Research,1997.
[18]HOSE Y D,PRIESTLEY M J,SEIBLE F.StrategicRelocation of Plastic Hinges in Bridge Columns[J].Los Angeles:University of California,1997.
[19]KOWALSKY M J,PRIESTLEY M J N,SEIBLE F.Shear and Flexural Behavior of Lightweight ConcreteBridge Columns in Seismic Regions[J].ACI Struc-tural Journal,1999,96(1):136-148.
[20]LEHMAN D E,MOEHLE J P.Seismic Performanceof Well-confined Concrete Bridge Columns[R].Berkeley:Pacific Earthquake Engineering ResearchCenter,2000.
[21]CALDERONE A J,LEHMAN D E,MOEHLE J P.Behavior of Reinforced Concrete Bridge ColumnsHaving Varying Aspect Ratios and Varying Lengthsof Confinement[R].Berkeley:Pacific Earthquake En-gineering Research Center,2001.
[22]SAATCIOGLU M,BAINGO D.Circular High-strengthConcrete Columns Under Simulated Seismic Loading[J].ASCE Journal of Structural Engineering,1999,125(3):272-280.
[23]CHAI Y H,PRIESTLEY M J N,SEIBLE F.SeismicRetrofit of Circular Bridge Columns for EnhancedFlexural Performance[J].ACI Structural Journal,1991,88(5):572-584.
[24]MOYER M J,KOWALSKY M J.Influence of Ten-sion Strain on Buckling of Reinforcement in RCBridge Columns[J].ACI Structural Journal,2003,100(1):75-85.
[25]MOSALAM K M,NAITO C J,KHAYKINA S.Bidirectional Cyclic Performance of Reinforced Con-crete Bridge Column-superstructure Subassemblies[J].Earthquake Spectra,2002,18(4):663-687.
[26]LEE J H,KO S H,CHOI J H.Shear Strength andCapacity Protection of RC Bridge Columns[C]//BRUNEAU M,TSAI K C,LEE G C,et al.ANCERAnnual Meeting.Honolulu:ANCER,2004:1-12.
[27]LEHMAN D,MOEHLE J,MAHIN S,et al.Experi-mental Evaluation of the Seismic Performance of Re-inforced Concrete Bridge Columns[J].ASCE Journalof Structural Engineering,2004,130(6):869-879.
[28]ESMAEILY A,XIAO Y.Behavior of Reinforced Con-crete Columns Under Variable Axial Loads[J].ACIStructural Journal,2004,101(1):124-132.
[29]MASHIKO N.Comparative Performance of Ductileand Damage Protected Bridge Piers Subjected toBidirectional Earthquake Attack[D].Christchurch:University of Canterbury,2006.
[30]NAITO C J,MOEHLE J P,MOSALAM K M.Ex-perimental and Computational Evaluation of Re-inforced Concrete Bridge Beam-column Connectionsfor Seismic Performance[R].Berkeley:Pacific Earth-quake Engineering Research Center,2001.
[31]OROZCO G L,ASHFORD S A.Effects of LargeVelocity Pulses on Reinforced Concrete Bridge Col-umns[R].Berkeley:Pacific Earthquake EngineeringResearch Center,2002.
[32]HINDI R,TURECHEK W.Experimental Behavior ofCircular Concrete Columns Under Reversed CyclicLoading[J].Construction and Building Materials,2008,22(4):684-693.
[33]SAIIDI M S,CHENG Z Y,SANDERS D.Experimen-tal Study of Two-way Reinforced Concrete ColumnHinges Under Seismic Loads[J].ACI StructuralJournal,2009,106(3):340-348.
[34]GIBSON N,FILIATRAULT A,ASHFORD S.Per-formance of Beam to Column Bridge Joints Subjectedto a Large Velocity Pulse[R].Berkeley:PacificEarthquake Engineering Research Center,2002.
[35]CHUNG Y S,PARK C K,MEYER C.Residual Seis-mic Performance of Reinforced Concrete Bridge PiersAfter Moderate Earthquakes[J].ACI StructuralJournal,2008,105(1):87-95.
[36]ESMAEILY-GH A,XIAO Y.Seismic Behavior ofBridge Columns Subjected to Various Loading Pat-terns[R].Berkeley:Pacific Earthquake EngineeringResearch Center,2002.
[37]PRIESTLEY M J N,BENZONI G.Seismic Perform-ance of Circular Columns with Low Longitudinal Re-inforcement Ratios[J].ACI Structural Journal,1996,93(4):474-485.
[38]PRAKASH S,BELARBI A,YOU Y M.Seismic Per-formance of Circular RC Columns Subjected to AxialForce,Bending,and Torsion with Low and ModerateShear[J].Engineering Structures,2010,32(1):46-59.
[39]LARRY D.The Dynamic Behaviour of Reinforced-concrete Bridge Piers Subjected to New Zealand Seis-micity[D].Christchurch:University of Canterbury,1992.
[40]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):65-69.JU Yan-zhong,YAN Gui-ping,LIU Lin.Experimen-tal Study on Seismic Behaviors of Large-scale RCRound-ended Piers with Low Reinforcement Ratio[J].China Civil Engineering Journal,2003,36(11):65-69.
[41]司炳君,李宏男,王东升,等.基于位移设计的钢筋混凝土桥墩抗震性能试验研究(Ⅰ):拟静力试验[J].地震工程与工程振动,2008,28(1):123-129.SI Bing-jun,LI Hong-nan,WANG Dong-sheng,et al.Experimental Evaluation of the Seismic Performanceof Reinforced Concrete Bridge Piers Designed on theBasis of Displacement(Ⅰ):Quasi-static Test[J].Journal of Earthquake Engineering and EngineeringVibration,2008,28(1):123-129.
[42]SADAKI T,KAWASHIMA K,WATANABE G,et al.Effect of Loading Protocols on Premature ShearFailure of Reinforced Concrete Bridge Piers with Ter-mination of Main Reinforcements[J].JSCE Journalof Structural Engineering,2007,53:449-460.
[43]MANDER J B,DHAKAL R P,MASHIKO N,et al.Incremental Dynamic Analysis Applied to Seismic Fi-nancial Risk Assessment of Bridges[J].EngineeringStructures,2007,29(10):2662-2672.
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