基于变形能力的钢筋混凝土桥墩约束箍筋用量评价
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摘要
针对地震作用下钢筋混凝土桥墩的变形能力要求,研究桥墩潜在塑性铰区约束箍筋的用量问题。借助美国PEER柱抗震性能试验数据库,整理了35根弯剪破坏墩柱的拟静力试验数据,通过统计分析评价我国桥梁抗震设计原《公路工程抗震设计规范》(JTJ 004-89)和现行《公路桥梁抗震设计细则》(JTG/T B02-01-2008)中最低约束箍筋用量对保证桥墩变形能力的可靠性,并与美国、欧洲主要桥梁抗震设计规范进行对比,之后建立了具有85%保证率的弯剪破坏桥墩极限位移角计算公式。研究结果表明:以2%桥墩极限位移角为评价目标,现行《公路桥梁抗震设计细则》满足桥墩变形能力要求;而以3%桥墩极限位移角为评价目标,该规范配箍要求略偏于不安全,在高地震危险区桥墩抗震设计时应予以注意。
In accordance with the required deformation capacity for reinforced concrete(RC)bridge columns under the seismic action,the amounts of the confining stirrups used for the potential plastic hinge zones of the columns were studied.From the PEER(the Pacific Earthquake Engineering Research Center,USA)database for seismic performance testing of the columns,the quasi-static test data of 35 columns failing in flexure-shear were collected and sorted and through the statistical analysis,the reliability of the minimum amounts of the confining stirrups that could guarantee the deformation capacity of the columns as provided in the former code for the seismic design of bridges in China,the Specifications of Earthquake Resistant Design for Highway Engineering(JTJ 004-89)and in the current code,the Guidelines for Seismic Design of Highway Bridges(JTG/T B02-01-2008)was evaluated.The provisions of the minimum amounts of the stirrups in the above codes were then compared to those in the main bridge seismic design specifications of the USA and Europe and finally the formula of the ultimate drift angle having 85%assurance ratio for the columns failing in flexure-shear was established.The results of the study show that by taking the 2% ultimate drift angle of a column as the evaluation target,the provisions in the current Chinese code JTG/T B02-01-2008 can satisfy the deformation capacity of the column while by taking the 3% ultimate drift angle as the target,the provisions on the amounts of the confining stirrups in the code are somewhat not safe.For the seismic design of the columns in the high risk seismic regions,due attention should be paid.
In accordance with the required deformation capacity for reinforced concrete(RC)bridge columns under the seismic action,the amounts of the confining stirrups used for the potential plastic hinge zones of the columns were studied.From the PEER(the Pacific Earthquake Engineering Research Center,USA)database for seismic performance testing of the columns,the quasi-static test data of 35 columns failing in flexure-shear were collected and sorted and through the statistical analysis,the reliability of the minimum amounts of the confining stirrups that could guarantee the deformation capacity of the columns as provided in the former code for the seismic design of bridges in China,the Specifications of Earthquake Resistant Design for Highway Engineering(JTJ 004-89)and in the current code,the Guidelines for Seismic Design of Highway Bridges(JTG/T B02-01-2008)was evaluated.The provisions of the minimum amounts of the stirrups in the above codes were then compared to those in the main bridge seismic design specifications of the USA and Europe and finally the formula of the ultimate drift angle having 85%assurance ratio for the columns failing in flexure-shear was established.The results of the study show that by taking the 2% ultimate drift angle of a column as the evaluation target,the provisions in the current Chinese code JTG/T B02-01-2008 can satisfy the deformation capacity of the column while by taking the 3% ultimate drift angle as the target,the provisions on the amounts of the confining stirrups in the code are somewhat not safe.For the seismic design of the columns in the high risk seismic regions,due attention should be paid.
引文
[1]JTJ 004-89,公路工程抗震设计规范[S].(JTJ 004-89,Specifications of Earthquake Resistant Design for Highway Engineering[S].)
[2]JTG/T B02-01-2008,公路桥梁抗震设计细则[S].(JTG/T B02-01-2008,Guidelines for Seismic Design of Highway Bridges[S].)
[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.Minimum Quantity of Confining Lateral Reinforcement in the Potential Plastic Hinge Regions of Ductile Bridge Piers[J].China Civil Engineering Journal,2002,35(5):47-51.in Chinese)
[4]AASHTO LRFD Bridge Design Specifications 2007[S].
[5]AASHTO Standard Specification for Highway Bridges1996[S].
[6]ACI 318-08,Building Code Requirements for Structural Concrete and Commentary[S].
[7]Caltrans-2003,Bridge Design Specifications[S].
[8]Eurocode 8-1998,Design Provisions for Earthquake Resistance of Structures-Part 2:Bridges[S].
[9]孙治国,王东升,杜修力,等.钢筋混凝土桥墩塑性铰区约束箍筋用量研究[J].中国公路学报,2010,23(3):48-57.(SUN Zhi-guo,WANG Dong-sheng,DU Xiu-li,et al.Research on Amounts of Confining Reinforcement in Potential Plastic Hinge Regions of RC Bridge Pier Columns[J].China Journal of Highway and Transport,2010,23(3):48-57.in Chinese)
[10]王东升,司炳君,孙治国,等.地震作用下钢筋混凝土桥墩塑性铰区抗剪强度试验[J].中国公路学报,2011,24(2):34-41.(WANG Dong-sheng,SI Bing-jun,SUN Zhi-guo,et al.Experiment on Shear Strength of Reinforced Concrete Bridge Column in Plastic Hinge Zone Under Seismic Effect[J].China Journal of Highway and Transport,2011,24(2):34-41.in Chinese)
[11]马颖.钢筋混凝土柱地震破坏方式及性能研究(博士学位论文)[D].大连:大连理工大学,2012.(MA Ying.Study on Seismic Failure Modes and Seismic Behavior of Reinforced Concrete Columns(Doctorate Dissertation)[D].Dalian:Dalian University of Technology,2012.in Chinese)
[2]JTG/T B02-01-2008,公路桥梁抗震设计细则[S].(JTG/T B02-01-2008,Guidelines for Seismic Design of Highway Bridges[S].)
[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.Minimum Quantity of Confining Lateral Reinforcement in the Potential Plastic Hinge Regions of Ductile Bridge Piers[J].China Civil Engineering Journal,2002,35(5):47-51.in Chinese)
[4]AASHTO LRFD Bridge Design Specifications 2007[S].
[5]AASHTO Standard Specification for Highway Bridges1996[S].
[6]ACI 318-08,Building Code Requirements for Structural Concrete and Commentary[S].
[7]Caltrans-2003,Bridge Design Specifications[S].
[8]Eurocode 8-1998,Design Provisions for Earthquake Resistance of Structures-Part 2:Bridges[S].
[9]孙治国,王东升,杜修力,等.钢筋混凝土桥墩塑性铰区约束箍筋用量研究[J].中国公路学报,2010,23(3):48-57.(SUN Zhi-guo,WANG Dong-sheng,DU Xiu-li,et al.Research on Amounts of Confining Reinforcement in Potential Plastic Hinge Regions of RC Bridge Pier Columns[J].China Journal of Highway and Transport,2010,23(3):48-57.in Chinese)
[10]王东升,司炳君,孙治国,等.地震作用下钢筋混凝土桥墩塑性铰区抗剪强度试验[J].中国公路学报,2011,24(2):34-41.(WANG Dong-sheng,SI Bing-jun,SUN Zhi-guo,et al.Experiment on Shear Strength of Reinforced Concrete Bridge Column in Plastic Hinge Zone Under Seismic Effect[J].China Journal of Highway and Transport,2011,24(2):34-41.in Chinese)
[11]马颖.钢筋混凝土柱地震破坏方式及性能研究(博士学位论文)[D].大连:大连理工大学,2012.(MA Ying.Study on Seismic Failure Modes and Seismic Behavior of Reinforced Concrete Columns(Doctorate Dissertation)[D].Dalian:Dalian University of Technology,2012.in Chinese)
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