典型大跨连续梁桥悬臂施工全过程地震反应谱分析
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摘要
考虑大跨连续梁桥悬臂施工所面临的各种因素,对3座典型大跨连续梁桥:花瓶型实体桥墩桥梁、矩形空心薄壁桥墩桥梁和双柱实体桥墩桥梁,进行施工全过程地震反应谱分析,获得悬臂施工全过程桥梁结构地震响应的变化规律及比较特性.结果表明,在整个施工过程中内力峰值较多地集中在6#梁段、8#梁段、9#梁段、边跨合拢和桥面施工阶段,位移峰值主要集中在9#梁段和桥面施工阶段.3座桥梁之间的比较表明,总体上矩形空心薄壁桥墩桥梁在整个施工过程中表现出较大的抗震刚度,双柱实体桥墩桥梁次之,花瓶型实体桥墩桥梁最小.从抗震安全和抗震经济性的角度来看,应综合考虑施工阶段的地震风险和多个施工状态来进行大跨连续梁桥悬臂施工全过程的抗震设计.
Kinds of influencing factors in construction were considered,the seismic response spectrum analyses for whole cantilever construction were studied and compared with three long span typical continuous girder bridges,the vase-type solid pier,the thin-wall type rectangular hollow pier and the double-column type solid pier.The variation law of the seismic responses along with the construction stages was obtained and the comparison features were found out among the three bridges.The results show that the seismic internal force peaks mainly focus on the 6#,8#,9#girder segment,the side span closure and the deck construction stages.However the displacement peaks mainly appear at the 9#girder segment and the deck construction stage.The comparisons among the three bridges show that the bridge with the thin-wall type rectangular hollow pier has the maximum seismic stiffness in a great degree,the bridge with the double-column type solid pier takes second place and the bridge with the vase type solid pier has the minimum stiffness.The seismic design should comprehensively consider the earthquake hazard in construction and multi-construction stages for the long span bridge constructed by the balanced cantilever method from the perspective of seismic safety and economy.
Kinds of influencing factors in construction were considered,the seismic response spectrum analyses for whole cantilever construction were studied and compared with three long span typical continuous girder bridges,the vase-type solid pier,the thin-wall type rectangular hollow pier and the double-column type solid pier.The variation law of the seismic responses along with the construction stages was obtained and the comparison features were found out among the three bridges.The results show that the seismic internal force peaks mainly focus on the 6#,8#,9#girder segment,the side span closure and the deck construction stages.However the displacement peaks mainly appear at the 9#girder segment and the deck construction stage.The comparisons among the three bridges show that the bridge with the thin-wall type rectangular hollow pier has the maximum seismic stiffness in a great degree,the bridge with the double-column type solid pier takes second place and the bridge with the vase type solid pier has the minimum stiffness.The seismic design should comprehensively consider the earthquake hazard in construction and multi-construction stages for the long span bridge constructed by the balanced cantilever method from the perspective of seismic safety and economy.
引文
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[2]张继尧,王昌将.悬臂浇筑预应力混凝土连续梁桥[M].北京:人民交通出版社,2004.Zhang J Y,Wang C J.Prestressed concrete continuous girder bridge constructed by cantilever method[M].Beijing:China Communications Press,2004.
[3]南京长江第二大桥有限责任公司.南京长江第二大桥建设历程[EB/OL].[2011-11-16].http://www.nj2q.com/construct.asp.The Second Nanjing Yangtze River Bridge Compang Limited.The construction course of the Second Nanjing Yangtze River Bridge[EB/OL].[2011-11-16].http://www.nj2q.com/construct.asp.
[4]胡兆同,刘健新.明石海峡大桥的施工特点[J].国外公路,1997,17(6):20-23.Hu Z T,Liu J X.Construction features of Akashi KaikyōBridge[J].Journal of China&Foreign Highway,1997,17(6):20-23.
[5]张国镇,周智杰.集鹿大桥震害评估与修复之研究[R].台湾:国家地震工程研究中心,2004.Zhang G Z,Zhou Z J.The study of the damage evaluation and bridge retrofit in the CHI-LU Bridge[R].Taiwan:National Center for Research in Earthquake Engineering,2004.
[6]新浪.地震“撕开”昆仑山脉8.1级地震余震不断施工中的青藏铁路受到破坏[EB/OL].[2001-11-16].http://news.sina.com.cn/c/2001-11-16/401121.html.Sina.Kunlun Mountains are torn,aftershock earthquake of the earthquake M 8.1 is continued and the construction of QinghaiTibet railway is damaged[EB/OL].[2001-11-16].http://news.sina.com.cn/c/2001-11-16/401121.html.
[7]中国新闻网.地震来袭只感轻微晃动“鸟巢”施工脚步不止[EB/OL].[2008-05-19].http://www.chinanews.com/olympic/news/2008/05-19/1255263.shtml.Chinanews.A slight shaking is felt by the Beijing's bird's nest and the construction will not stop[EB/OL].[2008-05-19].http://www.chinanews.com/olympic/news/2008/05-19/1255263.shtml.2008-05-19.
[8]重庆交通科研设计院.JTG/T B02-01-2008公路桥梁抗震设计细则[S].北京:人民交通出版社,2008.Chongqing Communications Research and Design Institute.JTG/T B02-01-2008 Guidelines for seismic design of highway bridges[S].Beijing:China Communications Press,2008.
[9]李建中,袁万城,范立础.连续梁桥减、隔震体系的优化设计[J].土木工程学报,1998,31(3):47-54.Li J Z,Yuan W C,Fan L C.Optimal design of seismic isolation system for continuous bridge[J].China Civil Engineering Journal,1998,31(3):47-54.
[10]Kowalsky M J.A displacement-based approach for the seismic design of continuous concrete bridges[J].Earthquake Engineering and Structural Dynamics,2002,31(3):719-747.
[11]Ren W X,Zatar W,Harik I E.Ambient vibration-based seismic evaluation of a continuous girder bridge[J].Engineering Structures,2004,26(5):631-640.
[12]郭磊,李建中,范立础.大跨度连续梁桥减隔震设计研究[J].土木工程学报,2006,39(3):81-85.Guo L,Li J Z,Fan L C.Research on seismic isolation design for long-span continuous bridges[J].China Civil Engineering Journal,2006,39(3):81-85.
[13]Ghosha G,Singh Y,Thakkar S K.Seismic response of a continuous bridge with bearing protection devices[J].Engineering Structures,2011,33(4):1149-1156.
[14]雷新弋.典型大跨度连续梁桥地震反应规律与抗震性能[D].上海:同济大学,2009.Lei X Y.Seismic response law and performance of long span typical continuous girder bridges[D].Shanghai:Tongji University,2009.
[15]日本道路协会.道路桥示方书.同解说V耐震设计编[S].东京:丸善出版株式会社,2002.Japan Road Association.Guidelines for road and bridge design V,seismic design[S].Tokyo:MARUZEN Compang Limited,2002.
[16]Standards New Zealand Technical Committee.Structural design actions-Part 5:Earthquake actions–New Zealand[S].Wellington:Standards New Zealand,2004.
[17]European Committee for Standardization.Eurocode 8-Design of structures for earthquake resistance-Part 2:Bridges[S].Brussels:BSI,2005.
[18]Zheng Y G,Yuan W C.Study on dynamic characteristics of long span continuous bridge from construction to completion constructed by cantilever method based on perspective of earthquake resistance[C]//Advances in Civil Engineering and Architecture Innovation.Kreuzstrasse:Trans Tech Publications LTD,2012(368-373):988-992.
[19]张国镇,李有丰,刘光晏.应用非线性静力侧推分析于多跨简支钢筋混凝土桥梁耐震能力评估之研究[C]//台湾:中华民国第六届结构工程学术研讨会,2002.Zhang G Z,Li Y F,Liu G Y.Seismic evaluation of multi-span simple supported reinforced bridge by nonlinear static pushover analysis[C]//Taiwan:The 6th National Conference on Structural Engineering,2002.
[20]周敉.高桩承台桥梁抗震性能试验和理论研究[D].上海:同济大学,2008.Zhou M.Experimental and theoretical studies on seismic performance of elevated pile caps[D].Shanghai:Tongji University,2008.
[21]中交公路规划设计院有限公司.JTG D63-2007,公路桥涵地基与基础设计规范[S].北京:人民交通出版社,2007.China Highway Planning and Design Institute Compang Limited.JTG D63-2007,Code for design of ground base and foundation of highway bridges and culverts[S].Beijing:China Communications Press,2007.
[22]AASHTO.AASHTO LRFD bridge design specifications[S].Washington,DC:American Association of Highway and Transportation Officials,2004.
[23]AASHTO.AASHTO guide specifications for LRFD seismic bridge design[S].Washington,DC:American Association of Highway and Transportation Officials,2009.
[24]SCDOT.Seismic design specifications for highway bridges[S].South Carolina Department of Transportation,2002.
[25]WSDOT.Bridge design manual[M].Olympia:Washington State Department of Transportation,2008.
[26]雷俊卿.桥梁悬臂施工与设计[M].北京:人民交通出版社,2000.Lei J Q.The cantilever construction and design of bridges[M].Beijing:China Communications Press,2000.
[27]普瑞斯特雷,赛勃勒,卡尔维.桥梁抗震设计与加固[M].袁万城,胡勃,崔飞等,译.北京:人民交通出版社,1997.Priestley M J N,Seible F,Calvi G M.Seismic design and retrofit of bridges[M].Yuan W C,Hu B,Cui F,et al,tran.Beijing:China Communications Press,1997.
[28]范立础.桥梁抗震[M].上海:同济大学出版社,1997.Fan L C.Earthquake resistance of bridges[M].Shanghai:Tongji University Press,1997.
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