摇摆式预应力混凝土桥墩基于位移的抗震设计方法研究
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摘要
根据基于性能抗震设计的思想,提出一种摇摆式预应力混凝土桥墩基于位移的抗震设计方法。该方法根据桥梁抗震设防水准确定桥墩的损伤水平,并考虑墩底接缝区变形的影响计算桥墩的目标位移;借助非弹性位移谱计算桥墩的位移需求。摇摆式预应力混凝土桥墩在墩底接缝区设置耗能钢筋或外部耗能装置来耗能地震能量,利用无粘结后张拉钢束在接缝处产生的摩擦力提供剪切抗力,合理设计预应力钢束的初张力,使其在地震荷载作用下保持在弹性范围内,保证其良好的复位能力。通过与已有的设计方法相比,评估了所提出的设计方法的可靠性。研究结果表明:与已有的设计方法相比,用所提出的摇摆式预应力混凝土桥墩基于位移的抗震设计方法的设计结果与非线性时程分析结果的相关性更好。
Based on performance-based aseismic design idea,a displacement-based aseismic design method for rocking bridge piers with post-tensioning tendons was developed. With this design method,the level of piers damage was determined on the basis of anti-earthquake fortification level; the target displacement of piers was estimated considering the effect of deformation of the interface region of piers bottom; with inelastic response spectrum,the displacement demand under earthquakes was calculated. Energy dissipation bars or additional external dissipation devices deployed in the piersto-foundation critical interface region were used to dissipate earthquake energy. Unbonded post-tensioning tendons were used to provide the shear-resistance through the friction developed at the pier-to-foundation interface,the initial tension of tendons was designed reasonablly to maintain stress of tendons in the elastic range,and negligible residual displacements of piers were expected. The reliability of this design method was assessed by comparing it with the existing design approaches. The study results showed that compared with the existing design methods,the proposed design approach gives results being more consistent with those of the nonlinear time-history analysis.
Based on performance-based aseismic design idea,a displacement-based aseismic design method for rocking bridge piers with post-tensioning tendons was developed. With this design method,the level of piers damage was determined on the basis of anti-earthquake fortification level; the target displacement of piers was estimated considering the effect of deformation of the interface region of piers bottom; with inelastic response spectrum,the displacement demand under earthquakes was calculated. Energy dissipation bars or additional external dissipation devices deployed in the piersto-foundation critical interface region were used to dissipate earthquake energy. Unbonded post-tensioning tendons were used to provide the shear-resistance through the friction developed at the pier-to-foundation interface,the initial tension of tendons was designed reasonablly to maintain stress of tendons in the elastic range,and negligible residual displacements of piers were expected. The reliability of this design method was assessed by comparing it with the existing design approaches. The study results showed that compared with the existing design methods,the proposed design approach gives results being more consistent with those of the nonlinear time-history analysis.
引文
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[3]Dawood H,El Gawady M,Hewes J.Behavior of segmental precast posttensioned bridge piers under lateral loads[J].Journal of Bridge Engineering,2012,17(5):735-746.
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[14]ATC-18,Seismic design criteria for bridges and other highway structures[R].California:Redwood City,1997.
[15]Park Y J,Anghk A S.Mechanistic seismic damage model for reinforced concrete[J].Journal of Struatural Engineering ASCE,1985(3):722-739.
[16]Chopra A K.Dynamics of structures:theory and applications to earthquake engineering(second edition)[M].Pearson Education Asia Limited Tsinghua University Press,2004.
[17]Mattock A H,Kriz L B,Hognestad E.Rectangular concrete stress distribution in ultimate strength design[J].ACI Journal,Proceedings,1961,57(8):875-928.
[18]ACI Innovation Task Group 1 and Collaborators and ACI Committee 374.2003.Special Hybrid Moment Frames Composed of Discretely Jointed Precast and Post-Tensioned Concrete Members and Commentary[R].T1.2-03 and T1.2R-03.Farmington Hills,MI:ACI.
[2]Ou Yu-chen,Tsai Mu-Sen,Chang Kuo-chun,et al.Cyclic behavior of precast segmental concrete bridge columns with high performance or conventional steel reinforcing bars as energy dissipation bars[J].Earthquake Engineering and Structural Dynamics,2010,39(11):1181-1198.
[3]Dawood H,El Gawady M,Hewes J.Behavior of segmental precast posttensioned bridge piers under lateral loads[J].Journal of Bridge Engineering,2012,17(5):735-746.
[4]Jeong H I L,Sakai J,Mahin S A.Shaking table tests and numerical investigation of self-centering reinforced concrete bridge columns[R].PEER Report 2008/06,Pacific Earthquake Engineering Research Center,College of Engineering University of California,Berkeley,September,2008.
[5]葛继平,王志强.干接缝节段拼装桥墩振动台试验研究[J].工程力学,2011,28(9):122-128.GE Ji-ping,WANG Zhi-qiang.Shake table tests of segmental bridge columns with match-cast dry joints[J].Engineering Mechanics,2011,28(9):122-128.
[6]Lee W K,Billington S L.Simulation and performance-based earthquake engineering assessment of self-centering posttensioned concrete bridge systems[R].PEER Report 2009/109,Pacific Earthquake Engineering Research Center,College of Engineering University of California,Berkeley,December,2009.
[7]布占宇,唐光武.无黏结预应力带耗能钢筋预制节段拼装桥墩抗震性能研究[J].中国铁道科学,2011,32(3):33-40.BU Zhan-yu,TANG Guang-wu.Seismic performance investigation of unbonded prestressing precast segmental bridge piers with energy dissipation bars[J].China Railway Science,2011,32(3):33-40.
[8]王军文,杨涛,艾庆华.圆柱式节段空心墩抗震加固方式研究[J].石家庄铁道大学学报(自然科学版),2013,26(1):1-7.WANG Jun-wen,YANG Tao,AI Qing-hua.Study on seismic strengthening measures of segmental precast piers with circular hollow section[J].Journal of Shijiazhuang Tiedao University(Natural Science),2013,26(1):1-7.
[9]Pampanin S.Emerging solutions for high seismic performance of precast/prestressed concrete buildings[J].Journal of Advanced Concrete Technology(ACT),invited paper for Special Issue on“High performance systems”,2005,3(2):207-223.
[10]Clough D P.Design of connections for precast prestressed concrete buildings for the effects of earthquake[R].National Technical Information Service,Report No.CEE-8121733,1985.
[11]Cheok G S,Stone W C,Nakaki D S.Simplified design procedure for hybrid precast concrete connections[R].Building and Fire Research Laboratory National Institute of Standards and Technology,NISTIR 5765,1996.
[12]Wacker J M,Hieber D G,Stanton J F,et al.Design of precast concrete piers for rapid bridge construction in seismic regions[R].Department of Civil and Environmental Engineering University of Washington Seattle,Washington State Transportation Center(TRAC),2005.
[13]Palermo A,Pampanin S.Analysis and simplified design of precast jointed ductile connections[C].The 14th World Conference on Earthquake Engineering,October 12-17,2008,Beijing,China.
[14]ATC-18,Seismic design criteria for bridges and other highway structures[R].California:Redwood City,1997.
[15]Park Y J,Anghk A S.Mechanistic seismic damage model for reinforced concrete[J].Journal of Struatural Engineering ASCE,1985(3):722-739.
[16]Chopra A K.Dynamics of structures:theory and applications to earthquake engineering(second edition)[M].Pearson Education Asia Limited Tsinghua University Press,2004.
[17]Mattock A H,Kriz L B,Hognestad E.Rectangular concrete stress distribution in ultimate strength design[J].ACI Journal,Proceedings,1961,57(8):875-928.
[18]ACI Innovation Task Group 1 and Collaborators and ACI Committee 374.2003.Special Hybrid Moment Frames Composed of Discretely Jointed Precast and Post-Tensioned Concrete Members and Commentary[R].T1.2-03 and T1.2R-03.Farmington Hills,MI:ACI.
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