钢筋混凝土桥墩塑性铰区约束箍筋用量研究
摘要
为了研究钢筋混凝土桥墩的延性配箍要求,总结了中、美、欧主要桥梁抗震设计规范对延性桥墩塑性铰区最低约束箍筋用量的规定,结合美国PEER柱抗震性能试验数据库、日本Kawashima实验室和部分中国的试验数据,整理了234根桥墩的拟静力试验数据;建立了桥墩极限位移角与位移延性系数、曲率延性系数的对应关系,讨论了中、美、欧主要桥梁抗震设计规范约束箍筋用量及构造措施对保证桥墩延性的可靠性;在此基础上分别以2%和3%极限位移角为延性目标,通过回归分析建立了具有85%保证率的桥墩塑性铰区约束箍筋用量计算公式;通过一个设计实例将建议公式与各国规范进行了对比。结果表明:该公式适用于剪跨比在3～10范围内的普通及高强混凝土桥墩,既可保证高轴压下桥墩延性抗震能力,又可保证低轴压下配箍要求不过于保守。
In order to study the confining reinforcement requirement for ductile RC bridge columns,the code provisions of confining reinforcement in the potential plastic hinge regions of bridge columns in China,USA and Europe were summarized.Then,234 pseudo-static test data for bridge columns were collected from Pacific Earthquake Engineering Research Center(PEER) column database,Kawashima Laboratory and other literatures in China.The relationships between the ultimate drift ratios and displacement ductility factors and curvature ductility factors of the columns were developed.The code provisions for the amount of confining reinforcement in bridge columns in China,USA and Europe were evaluated.Then,calculated equations of amount of confining reinforcement required to achieve a given ultimate drift ratios of 2% and 3% with 85% assurance rate were proposed based on regression analysis.Through a practical example,comparisons of equations in the paper and code at home and abroad were carried out.Results show that the proposed equations can be used for the bridge columns with aspect ratio 3 to 10 and can keep good seismic capacity for the columns under high axial load ratio but is not very conservative for the columns under low axial load ratio.
In order to study the confining reinforcement requirement for ductile RC bridge columns,the code provisions of confining reinforcement in the potential plastic hinge regions of bridge columns in China,USA and Europe were summarized.Then,234 pseudo-static test data for bridge columns were collected from Pacific Earthquake Engineering Research Center(PEER) column database,Kawashima Laboratory and other literatures in China.The relationships between the ultimate drift ratios and displacement ductility factors and curvature ductility factors of the columns were developed.The code provisions for the amount of confining reinforcement in bridge columns in China,USA and Europe were evaluated.Then,calculated equations of amount of confining reinforcement required to achieve a given ultimate drift ratios of 2% and 3% with 85% assurance rate were proposed based on regression analysis.Through a practical example,comparisons of equations in the paper and code at home and abroad were carried out.Results show that the proposed equations can be used for the bridge columns with aspect ratio 3 to 10 and can keep good seismic capacity for the columns under high axial load ratio but is not very conservative for the columns under low axial load ratio.
引文
[1]刘庆华,范立础.钢筋混凝土桥墩的延性分析[J].同济大学学报:自然科学版,1998,26(3):245-249.LI U Qing-hua,FAN Li-chu.Theoretical Research onthe Ductility of Reinforced Concrete Bridge Piers[J].Journal of Tongji University:Natural Science,1998,26(3):245-249.
[2]熊朝晖,潘德恩.钢筋混凝土框架柱侧向变形能力的研究[J].地震工程与工程振动,2001,21(2):103-108.XIONG Zhao-hui,PAN De-en.Study on Lateral De-formability of Reinforced Concrete Frame Columns[J].Earthquake Engineering and Engineering Vibra-tion,2001,21(2):103-108.
[3]卓卫东,范立础.延性桥墩塑性铰区最低约束箍筋用量[J].土木工程学报,2002,35(5):47-51.ZHUO Wei-dong,FAN Li-chu.Mini mum Quantity ofConfining Lateral Reinforcement in the PotentialPlastic Hinge Regions of Ductile Bridge Piers[J].China Civil Engineering Journal,2002,35(5):47-51.
[4]吕西林,周定松,蒋欢军.钢筋混凝土框架柱的变形能力及基于性能的抗震设计方法[J].地震工程与工程振动,2005,25(6):53-61.LU Xi-lin,ZHOU Ding-song,JIANG Huan-jun.De-formation Capacity and Performance-based SeismicDesign Method for RC Frame Columns[J].Earth-quake Engineering and Engineering Vibration,2005,25(6):53-61.
[5]WATSON S,ZAHN F A,PARK R.Confining Re-inforcement for Concrete Columns[J].Journal ofStructural Engineering,1994,120(6):1798-1824.
[6]NZS 3101:Part 1-1995,Code of Practice for the De-sign of Concrete Structures[S].
[7]SHEIKH S A,KHOURY S S.A Performance-basedApproach for the Design of Confining Steel in TiedColumns[J].ACI Structural Journal,1997,94(4):421-431.
[8]SAATCIOGLU M,RAZVI S R.Displacement-basedDesign of Reinforced Concrete Columns for Confine-ment[J].ACI Structural Journal,2002,99(1):3-11.
[9]BRACHMANN I,BROWNING J,MATAMOROSA.Drift-dependent Confinement Requirements for Re-inforced Concrete Columns Under Cyclic Loading[J].ACI Structural Journal,2004,101(5):669-677.
[10]PAULTRE P,LEGERON F.Confinement Reinforce-ment Design for Reinforced Concrete Columns[J].Journal of Structural Engineering,2008,134(5):738-749.
[11]CSA A23.3-04,Design of Concrete Structures[S].
[12]张国军,吕西林,刘建新.高强约束混凝土框架柱基于位移的抗震设计[J].同济大学学报:自然科学版,2007,35(2):143-148.ZHANG Guo-jun,LU Xi-lin,LI U Jian-xin.Displace-ment-based Seismic Design of High-strength ConcreteFrame Columns with Confinement[J].Journal ofTongji University:Natural Science,2007,35(2):143-148.
[13]LI B,PARK R.Confining Reinforcement for High-strength Concrete Columns[J].ACI Structural Jour-nal,2004,101(3):314-324.
[14]AASHTO LRFD 2005,Bridge Design Specifications[S].
[15]AASHTO1996,Standard Specifications for HighwayBridges[S].
[16]ACI 318-08,Building Code Requirements for Struc-tural Concrete and Commentary[S].
[17]Caltrans-2003,Bridge Design Specifications[S].
[18]Caltrans-2006,Seismic Design Criteria,Version 1.4[S].
[19]Eurocode 8-1998,Design Provisions for EarthquakeResistance of Structures-Part 2:Bridges[S].
[20]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].
[21]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.Experi mental Evaluation of the Seismic Performanceof Reinforced Concrete Bridge Piers Designed on theBasis of Displacement(I):Quasi-static Test[J].Jour-nal of Earthquake Engineering and Engineering Vi-bration,2008,28(1):123-129.
[22]宋一凡,王玉萍.计入弹性基础效应的钢筋混凝土桥梁结构塑性倒塌分析[J].交通运输工程学报,2003,3(3):26-31.SONG Yi-fan,WANG Yu-ping.Plastic CollapseMechanism of Seismic Assessment for Existing RCBridges with Flexible Foundation and Bearing Pads[J].Journal of Traffic and Transportation Engineer-ing,2003,3(3):26-31.
[23]周勇军,贺拴海,宋一凡,等.在役桥梁结构延性系数的动力评价方法[J].长安大学学报:自然科学版,2005,25(4):35-38.ZHOU Yong-jun,HE Shuan-hai,SONG Yi-fan,et al.Dynamic Assessment Method of Ductility Coefficientfor Existing Beam Bridges[J].Journal of Chang anUniversity:Natural Science Edition,2005,25(4):35-38.
[24]PRIESTLEY MJ N,PARK R.Strength and Ductilityof Concrete Bridge Columns Under Seismic Loading[J].Structural Journal,1987,84(1):61-76.
[25]KOWALSKY MJ,PRIESTLEY MJ N,MACRAE GA.Displacement-based Design of RC Bridge Columnsin Seismic Regions[J].Earthquake Engineering&Structural Dynamics,1995,24(12):1623-1643.
[26]CALVI G M,KINGSLEY G R.Displacement-basedSeismic Design of Multi-degree-of-freedom BridgeStructures[J].Earthquake Engineering&StructuralDynamics,1995,24(9):1247-1266.
[27]LEGERON F,PAULTRE P.Behavior of High-strength Concrete Columns Under Cyclic Flexure andConstant Axial Load[J].Structural Journal,2000,97(4):591-601.
[2]熊朝晖,潘德恩.钢筋混凝土框架柱侧向变形能力的研究[J].地震工程与工程振动,2001,21(2):103-108.XIONG Zhao-hui,PAN De-en.Study on Lateral De-formability of Reinforced Concrete Frame Columns[J].Earthquake Engineering and Engineering Vibra-tion,2001,21(2):103-108.
[3]卓卫东,范立础.延性桥墩塑性铰区最低约束箍筋用量[J].土木工程学报,2002,35(5):47-51.ZHUO Wei-dong,FAN Li-chu.Mini mum Quantity ofConfining Lateral Reinforcement in the PotentialPlastic Hinge Regions of Ductile Bridge Piers[J].China Civil Engineering Journal,2002,35(5):47-51.
[4]吕西林,周定松,蒋欢军.钢筋混凝土框架柱的变形能力及基于性能的抗震设计方法[J].地震工程与工程振动,2005,25(6):53-61.LU Xi-lin,ZHOU Ding-song,JIANG Huan-jun.De-formation Capacity and Performance-based SeismicDesign Method for RC Frame Columns[J].Earth-quake Engineering and Engineering Vibration,2005,25(6):53-61.
[5]WATSON S,ZAHN F A,PARK R.Confining Re-inforcement for Concrete Columns[J].Journal ofStructural Engineering,1994,120(6):1798-1824.
[6]NZS 3101:Part 1-1995,Code of Practice for the De-sign of Concrete Structures[S].
[7]SHEIKH S A,KHOURY S S.A Performance-basedApproach for the Design of Confining Steel in TiedColumns[J].ACI Structural Journal,1997,94(4):421-431.
[8]SAATCIOGLU M,RAZVI S R.Displacement-basedDesign of Reinforced Concrete Columns for Confine-ment[J].ACI Structural Journal,2002,99(1):3-11.
[9]BRACHMANN I,BROWNING J,MATAMOROSA.Drift-dependent Confinement Requirements for Re-inforced Concrete Columns Under Cyclic Loading[J].ACI Structural Journal,2004,101(5):669-677.
[10]PAULTRE P,LEGERON F.Confinement Reinforce-ment Design for Reinforced Concrete Columns[J].Journal of Structural Engineering,2008,134(5):738-749.
[11]CSA A23.3-04,Design of Concrete Structures[S].
[12]张国军,吕西林,刘建新.高强约束混凝土框架柱基于位移的抗震设计[J].同济大学学报:自然科学版,2007,35(2):143-148.ZHANG Guo-jun,LU Xi-lin,LI U Jian-xin.Displace-ment-based Seismic Design of High-strength ConcreteFrame Columns with Confinement[J].Journal ofTongji University:Natural Science,2007,35(2):143-148.
[13]LI B,PARK R.Confining Reinforcement for High-strength Concrete Columns[J].ACI Structural Jour-nal,2004,101(3):314-324.
[14]AASHTO LRFD 2005,Bridge Design Specifications[S].
[15]AASHTO1996,Standard Specifications for HighwayBridges[S].
[16]ACI 318-08,Building Code Requirements for Struc-tural Concrete and Commentary[S].
[17]Caltrans-2003,Bridge Design Specifications[S].
[18]Caltrans-2006,Seismic Design Criteria,Version 1.4[S].
[19]Eurocode 8-1998,Design Provisions for EarthquakeResistance of Structures-Part 2:Bridges[S].
[20]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].
[21]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.Experi mental Evaluation of the Seismic Performanceof Reinforced Concrete Bridge Piers Designed on theBasis of Displacement(I):Quasi-static Test[J].Jour-nal of Earthquake Engineering and Engineering Vi-bration,2008,28(1):123-129.
[22]宋一凡,王玉萍.计入弹性基础效应的钢筋混凝土桥梁结构塑性倒塌分析[J].交通运输工程学报,2003,3(3):26-31.SONG Yi-fan,WANG Yu-ping.Plastic CollapseMechanism of Seismic Assessment for Existing RCBridges with Flexible Foundation and Bearing Pads[J].Journal of Traffic and Transportation Engineer-ing,2003,3(3):26-31.
[23]周勇军,贺拴海,宋一凡,等.在役桥梁结构延性系数的动力评价方法[J].长安大学学报:自然科学版,2005,25(4):35-38.ZHOU Yong-jun,HE Shuan-hai,SONG Yi-fan,et al.Dynamic Assessment Method of Ductility Coefficientfor Existing Beam Bridges[J].Journal of Chang anUniversity:Natural Science Edition,2005,25(4):35-38.
[24]PRIESTLEY MJ N,PARK R.Strength and Ductilityof Concrete Bridge Columns Under Seismic Loading[J].Structural Journal,1987,84(1):61-76.
[25]KOWALSKY MJ,PRIESTLEY MJ N,MACRAE GA.Displacement-based Design of RC Bridge Columnsin Seismic Regions[J].Earthquake Engineering&Structural Dynamics,1995,24(12):1623-1643.
[26]CALVI G M,KINGSLEY G R.Displacement-basedSeismic Design of Multi-degree-of-freedom BridgeStructures[J].Earthquake Engineering&StructuralDynamics,1995,24(9):1247-1266.
[27]LEGERON F,PAULTRE P.Behavior of High-strength Concrete Columns Under Cyclic Flexure andConstant Axial Load[J].Structural Journal,2000,97(4):591-601.
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