考虑非线性剪切效应的RC桥墩抗震分析模型
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摘要
剪跨比较小或配箍不足的钢筋混凝土桥墩易发生剪切破坏,而现有的纤维单元模型忽略了剪切变形,不能合理评估弯剪或剪切破坏桥墩的抗震能力。为有效模拟剪切作用影响下钢筋混凝土桥墩的抗震性能,以36个剪切及弯剪破坏圆形截面钢筋混凝土桥墩抗震拟静力试验结果为依据,建立了墩柱剪切破坏时墩底转角的计算公式。利用Open Sees分析平台,建立了基于非线性纤维梁柱单元和零长度剪切弹簧单元的数值分析模型,以此来考虑弯曲和剪切效应的耦合作用。以数值模型中墩底转角来监测试件剪切破坏的发生,剪切破坏发生前模型以纤维梁柱单元模拟的弯曲变形为主;此后,桥墩地震反应以剪切弹簧单元控制,以模拟试件由于剪切破坏导致的强度和刚度退化等行为。通过对12个剪切及弯剪破坏圆形截面桥墩抗震拟静力试验的模拟结果表明,模拟的滞回曲线与试验结果吻合较好,并且能很好地模拟钢筋混凝土结构由于剪切作用引起的刚度与强度的退化现象,验证了模型的合理性。
Bridge piers with low aspect ratio or low transverse reinforcement are vulnerable to shear failure under seismic action. The existing fiber element model ignores the nonlinear shear deformation of piers and could not be used to model the seismic behavior of bridge piers failed in shear or flexure-shear modes. In order to simulate the seismic behavior of bridge piers, a rotation-based shear failure model was built based on 36 quasi-static test results of circular piers failed in shear or flexural-shear modes. A numerical analysis model comprising the nonlinear fiber beam column element and the zero-length shear spring element was built on Open Sees analysis platform to simulate flexural shear interaction of piers. The rotation of the end region of the pier in the analysis model was used to monitor shear failure initiation of the specimen. Before shear failure, the cyclic behavior of the pier was controlled by fiber beam column element. Then, seismic response of the pier was governed by the shear spring element to simulate the strength and stiffness degradation behavior as a result of the shear failure. The analysis model was verified through a comparison with the quasi-static test results of 12 nonlinear shear dominated circular bridge piers. The results indicate that the simulated hysteretic curves agree well with the test data, the stiffness and strength degradation of the piers as a result of shear failure could be well simulated and the rationality of the model is verified.
Bridge piers with low aspect ratio or low transverse reinforcement are vulnerable to shear failure under seismic action. The existing fiber element model ignores the nonlinear shear deformation of piers and could not be used to model the seismic behavior of bridge piers failed in shear or flexure-shear modes. In order to simulate the seismic behavior of bridge piers, a rotation-based shear failure model was built based on 36 quasi-static test results of circular piers failed in shear or flexural-shear modes. A numerical analysis model comprising the nonlinear fiber beam column element and the zero-length shear spring element was built on Open Sees analysis platform to simulate flexural shear interaction of piers. The rotation of the end region of the pier in the analysis model was used to monitor shear failure initiation of the specimen. Before shear failure, the cyclic behavior of the pier was controlled by fiber beam column element. Then, seismic response of the pier was governed by the shear spring element to simulate the strength and stiffness degradation behavior as a result of the shear failure. The analysis model was verified through a comparison with the quasi-static test results of 12 nonlinear shear dominated circular bridge piers. The results indicate that the simulated hysteretic curves agree well with the test data, the stiffness and strength degradation of the piers as a result of shear failure could be well simulated and the rationality of the model is verified.
引文
[1]Sezen H,Moehle J P.Seismic tests of concrete columns with light transverse reinforcement[J].ACI Structural Journal,2006,103(6):842―849.
[2]Elwood K J,Moehle J P.Drift capacity of reinforced concrete columns with light transverse reinforcement[J].Earthquake Spectra,2005,21(1):71―89.
[3]艾庆华,王东升,向敏.基于纤维单元的钢筋混凝土桥墩地震损伤评价[J].计算力学学报,2011,28(5):737―742.Ai Qinghua,Wang Dongsheng,Xiang Min.Seismic damage evaluation of RC bridge columns based on fiber elements[J].Chinese Journal of Computational Mechanics,2011,28(5):737―742.(in Chinese)
[4]Zhao J,Sritharan S.Modeling of strain penetration effects in fiber-based analysis of reinforced concrete structures[J].ACI Structural Journal,2007,104(2):133―141.
[5]Ceresa P,Petrini L,Pinho R.Flexure-shear fiber beam-column elements for modeling frame structures under seismic loading-State of the art[J].Journal of Earthquake Engineering,2007,11(1):46―88.
[6]汪训流,陆新征,叶列平.往复荷载下钢筋混凝土柱受力性能的数值模拟[J].工程力学,2007,24(12):76―81.Wang Xunliu,Lu Xinzheng,Ye Lieping.Numerical simulation for the hysteresis behavior of RC columns under cyclic loads[J].Engineering Mechanics,2007,24(12):76―81.(in Chinese)
[7]赫中营,叶爱君.力法非线性梁柱单元的合理单元长度划分[J].工程力学,2014,31(7):178―184,198.He Zhongying,Ye Aijun.Reasonable discrete element length of force-based nonlinear beam-column elements[J].Engineering Mechanics,2014,31(7):178―184,198.(in Chinese)
[8]禚一,李忠献.钢筋混凝土纤维梁柱单元实用模拟平台[J].工程力学,2011,28(4):102―108,127.Zhuo Yi,Li Zhongxian.A practical simulation platform of reinforced concrete fiber beam-column element[J].Engineering Mechanics,2011,28(4):102―108,127.(in Chinese)
[9]Lee D H,Elnashai A S.Seismic analysis of RC bridge columns with flexure-shear interaction[J].Journal of Structural Engineering,ASCE,2001,127(5):546―553.
[10]Ozcebe G,Saatcioglu M.Hysteretic shear model for reinforced concrete members[J].Journal of Structural Engineering,ASCE,1989,115(1):132―148.
[11]Elwood K J.Modeling failures in existing reinforced concrete columns[J].Canadian Journal of Civil Engineering,2004,31(5):846―859.
[12]Shoraka M B,Elwood K J.Mechanical model for non-ductile reinforced concrete columns[J].Journal of Earthquake Engineering,2013,17(7):937―957.
[13]Ghannoum W M,Moehle J P.Rotation-based shear failure model for lightly confined RC columns[J].Journal of Structural Engineering,ASCE,2012,138(10):1267―1278.
[14]蔡茂,顾祥林,华晶晶,林峰.考虑剪切作用的钢筋混凝土柱地震反应分析[J].建筑结构学报,2011,32(11):97―108.Cai Mao,Gu Xianglin,Hua Jingjing,Lin Feng.Seismic response analysis of reinforced concrete columns considering shear effects[J].Journal of Building Structures,2011,32(11):97―108.(in Chinese)
[15]雷拓,钱江,刘伯权.考虑非线性剪切效应的钢筋混凝土柱模型化方法及应用[J].土木建筑与环境工程,2013,35(4):13―19.Lei Tuo,Qian Jiang,Liu Boquan.Modeling and its application of reinforced concrete columns considering nonlinear shear effects[J].Journal of Civil,Architectural&Environmental Engineering,2013,35(4):13―19.(in Chinese)
[16]孙治国,王东升,李宏男,杜修力.钢筋混凝土桥墩弯剪数值分析模型[J].计算力学学报,2013,30(2):249―254.Sun Zhiguo,Wang Dongsheng,Li Hongnan,Du Xiuli.Flexural-shear analysis model for reinforced concrete bridge piers[J].Chinese Journal of Computational Mechanics,2013,30(2):249―254.(in Chinese)
[17]杨红,张睿,臧登科,豆德胜.纤维模型中非线性剪切效应的模拟方法及校核[J].四川大学学报(工程科学版),2011,43(1):8―16.Yang Hong,Zhang Rui,Zang Dengke,Dou Desheng.Fiber model based nonlinear shear effect modeling method and its calibration[J].Journal of Sichuan University(Engineering Science Edition),2011,43(1):8―16.(in Chinese)
[18]Leborgne M R.Modeling the post shear failure behavior of reinforced concrete columns[D].Austin:University of Texas at Austin,2012.
[19]Arakawa T,He M X,Arai Y,Mizoguchi M.Shear resisting behavior of reinforced concrete columns with spiral hoops[J].Transactions of the Japan Concrete Institute,1998,10(2):155―162.
[20]Wong Y L,Pauly T,Priestley M J N.Response of circular reinforced concrete columns to multi-directional seismic attack[J].ACI Structural Journal,1993,90(2):180―191.
[21]Petrovski J,Ristic D.Reversed cyclic loading test of bridge column models[R].Institute of Earthquake Engineering and Engineering Seismology,Iran,IIEES Press,Report IZIIZ 84-164,1984:1―62.
[22]Priestley M J N,Benzoni G.Seismic performance of circular columns with low longitudinal reinforcement ratios[J].ACI Structural Journal,1996,93(4):1―12.
[23]Ghee A B,Priestley M J N,Paulay T.Seismic shear strength of circular reinforced concrete columns[J].ACI Structural Journal,1989,86(1):45―59.
[24]Kenchiku K S.Aseismic analysis of building structural members:a list of experimental results on deformation ability of reinforced concrete columns under large deflection(No.3)[R].Building Research Institute,Ministry of Construction,Japan,Building Research Instiute Press,1978:1―80.
[25]Hamilton C H,Pardoen G C,Kazanjy R P.Experimental testing of bridge columns subjected to reversed-cyclic and pulse-type loading histories[R].University of California,Irvine,CA,Civil Engineering Technical Report Series,Report 2001-03,2002:1―125.
[26]司炳君,孙治国,杜修力,王东升,黄照南.钢筋混凝土桥墩地震弯剪破坏机理与震后快速修复技术研究[J].土木工程学报,2011,44(7):90―99.Si Bingjun,Sun Zhiguo,Du Xiuli,Wang Dongsheng,Huang Zhaonan.Study on the seismic flexural-shear damage mechanisms and rapid repair techniques for earthquake damaged bridge piers[J].China Civil Engineering Journal,2011,44(7):90―99.(in Chinese)
[2]Elwood K J,Moehle J P.Drift capacity of reinforced concrete columns with light transverse reinforcement[J].Earthquake Spectra,2005,21(1):71―89.
[3]艾庆华,王东升,向敏.基于纤维单元的钢筋混凝土桥墩地震损伤评价[J].计算力学学报,2011,28(5):737―742.Ai Qinghua,Wang Dongsheng,Xiang Min.Seismic damage evaluation of RC bridge columns based on fiber elements[J].Chinese Journal of Computational Mechanics,2011,28(5):737―742.(in Chinese)
[4]Zhao J,Sritharan S.Modeling of strain penetration effects in fiber-based analysis of reinforced concrete structures[J].ACI Structural Journal,2007,104(2):133―141.
[5]Ceresa P,Petrini L,Pinho R.Flexure-shear fiber beam-column elements for modeling frame structures under seismic loading-State of the art[J].Journal of Earthquake Engineering,2007,11(1):46―88.
[6]汪训流,陆新征,叶列平.往复荷载下钢筋混凝土柱受力性能的数值模拟[J].工程力学,2007,24(12):76―81.Wang Xunliu,Lu Xinzheng,Ye Lieping.Numerical simulation for the hysteresis behavior of RC columns under cyclic loads[J].Engineering Mechanics,2007,24(12):76―81.(in Chinese)
[7]赫中营,叶爱君.力法非线性梁柱单元的合理单元长度划分[J].工程力学,2014,31(7):178―184,198.He Zhongying,Ye Aijun.Reasonable discrete element length of force-based nonlinear beam-column elements[J].Engineering Mechanics,2014,31(7):178―184,198.(in Chinese)
[8]禚一,李忠献.钢筋混凝土纤维梁柱单元实用模拟平台[J].工程力学,2011,28(4):102―108,127.Zhuo Yi,Li Zhongxian.A practical simulation platform of reinforced concrete fiber beam-column element[J].Engineering Mechanics,2011,28(4):102―108,127.(in Chinese)
[9]Lee D H,Elnashai A S.Seismic analysis of RC bridge columns with flexure-shear interaction[J].Journal of Structural Engineering,ASCE,2001,127(5):546―553.
[10]Ozcebe G,Saatcioglu M.Hysteretic shear model for reinforced concrete members[J].Journal of Structural Engineering,ASCE,1989,115(1):132―148.
[11]Elwood K J.Modeling failures in existing reinforced concrete columns[J].Canadian Journal of Civil Engineering,2004,31(5):846―859.
[12]Shoraka M B,Elwood K J.Mechanical model for non-ductile reinforced concrete columns[J].Journal of Earthquake Engineering,2013,17(7):937―957.
[13]Ghannoum W M,Moehle J P.Rotation-based shear failure model for lightly confined RC columns[J].Journal of Structural Engineering,ASCE,2012,138(10):1267―1278.
[14]蔡茂,顾祥林,华晶晶,林峰.考虑剪切作用的钢筋混凝土柱地震反应分析[J].建筑结构学报,2011,32(11):97―108.Cai Mao,Gu Xianglin,Hua Jingjing,Lin Feng.Seismic response analysis of reinforced concrete columns considering shear effects[J].Journal of Building Structures,2011,32(11):97―108.(in Chinese)
[15]雷拓,钱江,刘伯权.考虑非线性剪切效应的钢筋混凝土柱模型化方法及应用[J].土木建筑与环境工程,2013,35(4):13―19.Lei Tuo,Qian Jiang,Liu Boquan.Modeling and its application of reinforced concrete columns considering nonlinear shear effects[J].Journal of Civil,Architectural&Environmental Engineering,2013,35(4):13―19.(in Chinese)
[16]孙治国,王东升,李宏男,杜修力.钢筋混凝土桥墩弯剪数值分析模型[J].计算力学学报,2013,30(2):249―254.Sun Zhiguo,Wang Dongsheng,Li Hongnan,Du Xiuli.Flexural-shear analysis model for reinforced concrete bridge piers[J].Chinese Journal of Computational Mechanics,2013,30(2):249―254.(in Chinese)
[17]杨红,张睿,臧登科,豆德胜.纤维模型中非线性剪切效应的模拟方法及校核[J].四川大学学报(工程科学版),2011,43(1):8―16.Yang Hong,Zhang Rui,Zang Dengke,Dou Desheng.Fiber model based nonlinear shear effect modeling method and its calibration[J].Journal of Sichuan University(Engineering Science Edition),2011,43(1):8―16.(in Chinese)
[18]Leborgne M R.Modeling the post shear failure behavior of reinforced concrete columns[D].Austin:University of Texas at Austin,2012.
[19]Arakawa T,He M X,Arai Y,Mizoguchi M.Shear resisting behavior of reinforced concrete columns with spiral hoops[J].Transactions of the Japan Concrete Institute,1998,10(2):155―162.
[20]Wong Y L,Pauly T,Priestley M J N.Response of circular reinforced concrete columns to multi-directional seismic attack[J].ACI Structural Journal,1993,90(2):180―191.
[21]Petrovski J,Ristic D.Reversed cyclic loading test of bridge column models[R].Institute of Earthquake Engineering and Engineering Seismology,Iran,IIEES Press,Report IZIIZ 84-164,1984:1―62.
[22]Priestley M J N,Benzoni G.Seismic performance of circular columns with low longitudinal reinforcement ratios[J].ACI Structural Journal,1996,93(4):1―12.
[23]Ghee A B,Priestley M J N,Paulay T.Seismic shear strength of circular reinforced concrete columns[J].ACI Structural Journal,1989,86(1):45―59.
[24]Kenchiku K S.Aseismic analysis of building structural members:a list of experimental results on deformation ability of reinforced concrete columns under large deflection(No.3)[R].Building Research Institute,Ministry of Construction,Japan,Building Research Instiute Press,1978:1―80.
[25]Hamilton C H,Pardoen G C,Kazanjy R P.Experimental testing of bridge columns subjected to reversed-cyclic and pulse-type loading histories[R].University of California,Irvine,CA,Civil Engineering Technical Report Series,Report 2001-03,2002:1―125.
[26]司炳君,孙治国,杜修力,王东升,黄照南.钢筋混凝土桥墩地震弯剪破坏机理与震后快速修复技术研究[J].土木工程学报,2011,44(7):90―99.Si Bingjun,Sun Zhiguo,Du Xiuli,Wang Dongsheng,Huang Zhaonan.Study on the seismic flexural-shear damage mechanisms and rapid repair techniques for earthquake damaged bridge piers[J].China Civil Engineering Journal,2011,44(7):90―99.(in Chinese)
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