混凝土自锚式人行悬索桥结构静动力行为分析研究
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摘要
混凝土自锚式悬索桥由于造型美观、经济性能好以及对地形和地质状况适应性强等优点越来越受到人们的青睐。通过国内的工程实践证明,混凝土自锚式悬索桥在较大跨径的人行桥上是一种既经济又美观的方案。
本文以跨径为22m+70m+22m的混凝土自锚式悬索人行桥设计方案为研究背景,基于有限元理论,采用大型有限元计算软件MIDAS/CIVIL2006建立了完整、详细的全桥有限元模型,首先计算分析了成桥状态下主缆、吊杆和主梁的受力情况;然后在合理成桥状态的基础上,通过施工过程分析,获得了各施工阶段下吊杆与主缆的应力,旨在探讨分析混凝土自锚式悬索人行桥的成桥静力行为。通过各种荷载组合作用下的内力和应力包络图,对计算结果进行分析比较,满足桥梁设计的安全性和合理性要求。
人行桥的主要职能决定了导致其振动的主要原因是由于行人行走激励作用而产生,人行桥的振动反过来又会影响行人的舒适性甚至正常行走,正如著名的英国伦敦千禧桥在开放当日就因人致振动过大而一度关闭。本文最后计算了混凝土自锚式悬索人行桥的自振特性并用时程分析的方法对该人行桥在不同人群分布情况下的荷载工况做了时程响应计算。取中跨跨中最不利位置进行分析,在基于烦恼率的舒适度标准上,参照普通建筑、高层建筑和海洋平台结构的烦恼率容许值,对该人行桥做出综合评价,该人行桥的动力性能较好,行人舒适度要求可以得到很好的满足。
Because of many advantages,such as the beautiful sculpt good economic capability and the doughty adaptability to the landform and the geology,concrete self-anchored suspension bridge is favourable by more and more people.Based on the confirmation of many domestic projects , the scheme ,that concrete self-anchored suspension bridge is applied to the large-span footbridge ,is economic and beautiful.
Based on the scheme of the concrete self-anchored suspension footbridge(22m+70+22m),the integrated and detailed finite element model of the whole bridge was built by Midas/Civil,to study and analyze some problems.Firstly,this paper caculated and analyzed the stress condition of the main cable hanger and the main beam in the finished bridge.Then,based on the reasonable finished bridge,to analyze the construction processes,the stress of the hangers and the main cables during every phase of the construction were gotten to study the static loads of the concrete self-anchored suspension finished footbridge.Through the force and the stress envelope under every loads combination,the calculation results were analyzed.And then,it was concluded that it satisfied the safty of the bridge design and the reasonability.
The vibration of the footbridge is mainly produced by the invigorative function of the pedestrians is decided by the main functions of the footbridge , vice versa could influence the comfort of the pedestrians and even the normal walk.Such as the Millennium Bridge was closed because of the large vibration by the pedestrians in the open day.Finally,the autooscillation characteristics of the concrete self-anchored suspension footbridge was caculated , and the footbridge vibration under different human loads was caculated by time-history .To analyze the most unfavorable position in the middle of the midspan , based on the comfort standard of the annoyance rate , refer to the permissible value of the annoyance rate of the common building high-rise building and the offshore platform structure ,the author synthetically estimated the footbridge.And the dynamic behaviour of the footbridge maked well,and the pedestrians comfort were satisfied well.
本文以跨径为22m+70m+22m的混凝土自锚式悬索人行桥设计方案为研究背景,基于有限元理论,采用大型有限元计算软件MIDAS/CIVIL2006建立了完整、详细的全桥有限元模型,首先计算分析了成桥状态下主缆、吊杆和主梁的受力情况;然后在合理成桥状态的基础上,通过施工过程分析,获得了各施工阶段下吊杆与主缆的应力,旨在探讨分析混凝土自锚式悬索人行桥的成桥静力行为。通过各种荷载组合作用下的内力和应力包络图,对计算结果进行分析比较,满足桥梁设计的安全性和合理性要求。
人行桥的主要职能决定了导致其振动的主要原因是由于行人行走激励作用而产生,人行桥的振动反过来又会影响行人的舒适性甚至正常行走,正如著名的英国伦敦千禧桥在开放当日就因人致振动过大而一度关闭。本文最后计算了混凝土自锚式悬索人行桥的自振特性并用时程分析的方法对该人行桥在不同人群分布情况下的荷载工况做了时程响应计算。取中跨跨中最不利位置进行分析,在基于烦恼率的舒适度标准上,参照普通建筑、高层建筑和海洋平台结构的烦恼率容许值,对该人行桥做出综合评价,该人行桥的动力性能较好,行人舒适度要求可以得到很好的满足。
Because of many advantages,such as the beautiful sculpt good economic capability and the doughty adaptability to the landform and the geology,concrete self-anchored suspension bridge is favourable by more and more people.Based on the confirmation of many domestic projects , the scheme ,that concrete self-anchored suspension bridge is applied to the large-span footbridge ,is economic and beautiful.
Based on the scheme of the concrete self-anchored suspension footbridge(22m+70+22m),the integrated and detailed finite element model of the whole bridge was built by Midas/Civil,to study and analyze some problems.Firstly,this paper caculated and analyzed the stress condition of the main cable hanger and the main beam in the finished bridge.Then,based on the reasonable finished bridge,to analyze the construction processes,the stress of the hangers and the main cables during every phase of the construction were gotten to study the static loads of the concrete self-anchored suspension finished footbridge.Through the force and the stress envelope under every loads combination,the calculation results were analyzed.And then,it was concluded that it satisfied the safty of the bridge design and the reasonability.
The vibration of the footbridge is mainly produced by the invigorative function of the pedestrians is decided by the main functions of the footbridge , vice versa could influence the comfort of the pedestrians and even the normal walk.Such as the Millennium Bridge was closed because of the large vibration by the pedestrians in the open day.Finally,the autooscillation characteristics of the concrete self-anchored suspension footbridge was caculated , and the footbridge vibration under different human loads was caculated by time-history .To analyze the most unfavorable position in the middle of the midspan , based on the comfort standard of the annoyance rate , refer to the permissible value of the annoyance rate of the common building high-rise building and the offshore platform structure ,the author synthetically estimated the footbridge.And the dynamic behaviour of the footbridge maked well,and the pedestrians comfort were satisfied well.
引文
[1]悬索桥.铁道部大桥工程局桥梁科学研究所编.北京:科学技术文献出版社,1996.10.
[2]JohnA.Oehsendorf.DividP.Billington "Self—AnehoredSuspensionBridges"JournalofBridge Engineering,August1999,vol4,No.3:155-155.
[3]高小云译,日本Konohana桥[J].国外公路,1993。l:30-32.
[4]严国敏译,韩国永宗悬索桥.国外公路,1998.12:16-18.
[5]颜娟译,自锚式悬索桥[J].国外桥梁,2002.1:19-22.
[6]楼庄鸿泽,自锚式悬索桥[J].中外公路,2002.6:49-51.
[7]林荫岳译,世界上第一座自锚体系斜吊杆悬索桥一日本此花大桥[J].国外桥梁,1993(1),1-4.
[8]甘科,李东平,孙剑,赵干明.广西桂林丽君桥主缆、吊杆安装施工技术[J].建筑施工,2002年第二期,221-223.
[9]张元凯,肖汝诚,金诚棣.自锚式悬索桥的设计[J].桥梁建设,2002年第五期,30-32.
[10]J.F.Klein.瑞十日内瓦湖上的新型悬索桥方案[A].哥本哈根IABSE学术会议论文集(C),1996.
[11]C-Y.Cho,S-W.Lee,S-Y.Park,M.Lee,Korea.YongjongSelfanehored SuspensionBridge[J].国际桥协(IABSE).Struetural Engineering International,Vol.11,No.1,2001.
[12]M.Kamei,T.Maruyama,H.Tanaka,Japan.KonohanaBridge,Japan[J].国际桥协(IABSE)Structural Engineering Intemational,Vol.2,No.1,1992.
[13]楼庄鸿,严文彪.自锚式悬索桥[A].中国公路学会桥梁和结构工程学会2002年全国桥梁学术会议论文集2002.10.
[14]刘建新,胡兆同编著.大跨度吊桥[M].人民交通出版社,1996.
[15]范立础主编.桥梁工程[M].人民交通出版社,1996.
[16]杜国华,毛昌时,司徒妙龄。桥梁结构分析[M].同济大学出版社,1994.
[17]项海帆主编,姚玲森主审.高等桥梁结构理论[M].人民交通出版社,2001年.
[18]华孝良,徐光辉主编.桥梁结构非线性分析[M].人民交通出版社,1995.
[19]张哲.混凝土自锚式悬索桥[M].人民交通出版社,2005.11.
[20]张哲,石磊,刘春城,黄才良.混凝土自锚式悬索桥结构内力分析[J1.哈尔滨工业大学学报,2003,35(5):625-627.
[21]刘春城,张哲,石磊.压弯耦合效应下自锚式悬索桥自由振动研究[J].哈尔滨工业大学学报,2004.36(1):109-111.
[22]石磊,张哲,刘春城,檀永刚.混凝土自锚式悬索桥设计及其力学性能分析[J].大连理工大学学报,2003.43(2):202-206.
[23]雷俊卿,郑明珠,徐恭义.悬索桥设计[M].北京:人民交通出版社,2002.
[24]周孟波.悬索桥手册[M].北京:人民交通出版社,2003.
[25]中交公路规划设计院主编.公路钢筋混凝土及预应力混凝土桥涵设计规范(JGTD6—22004)[M].北京:人民交通出版社,2004..
[26]张新军等.悬索桥施工理想初态及成桥状态计算方法研究[J].上海铁道大学学报,1999.20(4):43-48.
[27]MIDAS用户手册(1,2,3分册).2003.
[28]城市桥梁设计荷载规范(CJJ77-95],.北京:人民交通出版社,1998.
[29]中交公路规划设计院主编.公路桥涵设计通用规范(JTGD6O—2004)[M].北京:人民交通出版社,2004.
[30]钱冬生,陈仁福.大跨悬索桥的设计与施工[M].成都:西南交通大学出版社,1999.
[31]潘龙,周良.安亭汽车城吴淞江人行景观桥设计[J].中国市政工程,2005(4).
[32]郑江敏.钢筋混凝土自锚式悬索桥的设计与施工[J].市政技术,2006(5).
[33]Pimentel R L,Pavic A,Waldron P.Evaluation of designrequirements for footbridegs excited by vertical forces fromwalking[J].Canadian Journal of Civil Engineering,2001,28:769-777.
[34]Dallard P,Fitzpatrick A J,Flint A,et al.The London MillermiumFootbridge[J].The Structural Engineering,2001,79(22):17-35.
[35]Bachmann H.Vibration upgrading of gymnasia,dance halls andfootbridges[J].Structural Engineering International,1992,(2):118-124.
[36]Bachmann H.Case studies of structures with man-induced vibrations[J].ASCE Journal of Structural Engineering,1992.(118):631-647.
[37]Pimentel R L,Waldron P.Guidelines for the vibrationserviceability limit state of pedestrian bridges[A].InterntionalSeminar on Structural Assessment—The Role of Large and Full Scale Testing[C].London:[s.n.],1996.339-346.
[38]British Standard 5400,British Standards Institution(1978).Steel,concrete and composite bridges:Specification for loads[S].Fujino Y,Packeco B M,Nakamura S I,et al.Synchronization of human walking observed during lateral vibration of a congested pedestrian bridge[J].Earthquake Engineering and Structural Dynamics,1993,22:741-758.
[39]Fujino Y,Packeco B M,Nakamura S I,et al.Synchronization of human walking observed during lateral vibration of a congested pedestrian bridge[J].Earthquake Engineering and Structural Dynamics,1993,22:741-758.
[40]孙利民.人行桥人行激励振动及设计方法[J].同济大学学报,2004.32(8)
[41]Fitzpatrick T,Dallard P,Le Bourva S,Low A,Ridsdill-Smith R,W illford M.Linking London:The MillenniumBridge[A],The Royal Academy of Engineering,London,June 2001.
[42]朱滢编.实验心理学[M].北京:北京大学出版社,2000.
[43]宋志刚,金伟良.行走作用下梁板结构振动舒适度的烦恼率分析[J].振动工程学报,2005.18(3):288-292.
[44]涂瑞和,方丹群,等.用模糊数学原理评价城市居民对环境振动的主观反应[J].中国环境科学,1990,10(5):356-359.
[45]ISO2631-2:1989.Evaluation of human exposure to whole-body vibration part 2:Continuous and shock-induced vibra-tion in buildings(1 to 80Hz)[S].
[46]Bachmarm H,Pretlove A,RainerH.Vibration problems instructures:practicalguidelines[M].Base:l BirkhauserVer-lag,1995.
[47]Hauksson F.Dynamic behaviorof footbridges subjected to pe-destrian-induced vibrations[D].Masters' thesis,Lund Uni-versity,Sweden,2005.
[48]ISO2631-1:1997.Mechanical vibration and shock-evaluationof human exposure to whole-body vibration-part 1:generalrequirement[S].
[49]Zivanovic S,PavicA,ReynoldsP.Vibration serviceability offootbridges under human-induced excitation:A literature re-view[J].Journal of Sound and Vibration.2005.
[50]廖顺痒.人行天桥的设计与施工[M].上海:同济大学出版社,1995:28-30.
[51]Matsumoto Y,NishiokaT,ShiojiriH,MatsuzakiK.Dynam-ic design of footbridges[A].IABSE Proceedings.1978:1-15.
[52]法永生,李东.某人行天桥动力测试及其动力特性的有限元分析[J].建筑结构,2007.3.
[2]JohnA.Oehsendorf.DividP.Billington "Self—AnehoredSuspensionBridges"JournalofBridge Engineering,August1999,vol4,No.3:155-155.
[3]高小云译,日本Konohana桥[J].国外公路,1993。l:30-32.
[4]严国敏译,韩国永宗悬索桥.国外公路,1998.12:16-18.
[5]颜娟译,自锚式悬索桥[J].国外桥梁,2002.1:19-22.
[6]楼庄鸿泽,自锚式悬索桥[J].中外公路,2002.6:49-51.
[7]林荫岳译,世界上第一座自锚体系斜吊杆悬索桥一日本此花大桥[J].国外桥梁,1993(1),1-4.
[8]甘科,李东平,孙剑,赵干明.广西桂林丽君桥主缆、吊杆安装施工技术[J].建筑施工,2002年第二期,221-223.
[9]张元凯,肖汝诚,金诚棣.自锚式悬索桥的设计[J].桥梁建设,2002年第五期,30-32.
[10]J.F.Klein.瑞十日内瓦湖上的新型悬索桥方案[A].哥本哈根IABSE学术会议论文集(C),1996.
[11]C-Y.Cho,S-W.Lee,S-Y.Park,M.Lee,Korea.YongjongSelfanehored SuspensionBridge[J].国际桥协(IABSE).Struetural Engineering International,Vol.11,No.1,2001.
[12]M.Kamei,T.Maruyama,H.Tanaka,Japan.KonohanaBridge,Japan[J].国际桥协(IABSE)Structural Engineering Intemational,Vol.2,No.1,1992.
[13]楼庄鸿,严文彪.自锚式悬索桥[A].中国公路学会桥梁和结构工程学会2002年全国桥梁学术会议论文集2002.10.
[14]刘建新,胡兆同编著.大跨度吊桥[M].人民交通出版社,1996.
[15]范立础主编.桥梁工程[M].人民交通出版社,1996.
[16]杜国华,毛昌时,司徒妙龄。桥梁结构分析[M].同济大学出版社,1994.
[17]项海帆主编,姚玲森主审.高等桥梁结构理论[M].人民交通出版社,2001年.
[18]华孝良,徐光辉主编.桥梁结构非线性分析[M].人民交通出版社,1995.
[19]张哲.混凝土自锚式悬索桥[M].人民交通出版社,2005.11.
[20]张哲,石磊,刘春城,黄才良.混凝土自锚式悬索桥结构内力分析[J1.哈尔滨工业大学学报,2003,35(5):625-627.
[21]刘春城,张哲,石磊.压弯耦合效应下自锚式悬索桥自由振动研究[J].哈尔滨工业大学学报,2004.36(1):109-111.
[22]石磊,张哲,刘春城,檀永刚.混凝土自锚式悬索桥设计及其力学性能分析[J].大连理工大学学报,2003.43(2):202-206.
[23]雷俊卿,郑明珠,徐恭义.悬索桥设计[M].北京:人民交通出版社,2002.
[24]周孟波.悬索桥手册[M].北京:人民交通出版社,2003.
[25]中交公路规划设计院主编.公路钢筋混凝土及预应力混凝土桥涵设计规范(JGTD6—22004)[M].北京:人民交通出版社,2004..
[26]张新军等.悬索桥施工理想初态及成桥状态计算方法研究[J].上海铁道大学学报,1999.20(4):43-48.
[27]MIDAS用户手册(1,2,3分册).2003.
[28]城市桥梁设计荷载规范(CJJ77-95],.北京:人民交通出版社,1998.
[29]中交公路规划设计院主编.公路桥涵设计通用规范(JTGD6O—2004)[M].北京:人民交通出版社,2004.
[30]钱冬生,陈仁福.大跨悬索桥的设计与施工[M].成都:西南交通大学出版社,1999.
[31]潘龙,周良.安亭汽车城吴淞江人行景观桥设计[J].中国市政工程,2005(4).
[32]郑江敏.钢筋混凝土自锚式悬索桥的设计与施工[J].市政技术,2006(5).
[33]Pimentel R L,Pavic A,Waldron P.Evaluation of designrequirements for footbridegs excited by vertical forces fromwalking[J].Canadian Journal of Civil Engineering,2001,28:769-777.
[34]Dallard P,Fitzpatrick A J,Flint A,et al.The London MillermiumFootbridge[J].The Structural Engineering,2001,79(22):17-35.
[35]Bachmann H.Vibration upgrading of gymnasia,dance halls andfootbridges[J].Structural Engineering International,1992,(2):118-124.
[36]Bachmann H.Case studies of structures with man-induced vibrations[J].ASCE Journal of Structural Engineering,1992.(118):631-647.
[37]Pimentel R L,Waldron P.Guidelines for the vibrationserviceability limit state of pedestrian bridges[A].InterntionalSeminar on Structural Assessment—The Role of Large and Full Scale Testing[C].London:[s.n.],1996.339-346.
[38]British Standard 5400,British Standards Institution(1978).Steel,concrete and composite bridges:Specification for loads[S].Fujino Y,Packeco B M,Nakamura S I,et al.Synchronization of human walking observed during lateral vibration of a congested pedestrian bridge[J].Earthquake Engineering and Structural Dynamics,1993,22:741-758.
[39]Fujino Y,Packeco B M,Nakamura S I,et al.Synchronization of human walking observed during lateral vibration of a congested pedestrian bridge[J].Earthquake Engineering and Structural Dynamics,1993,22:741-758.
[40]孙利民.人行桥人行激励振动及设计方法[J].同济大学学报,2004.32(8)
[41]Fitzpatrick T,Dallard P,Le Bourva S,Low A,Ridsdill-Smith R,W illford M.Linking London:The MillenniumBridge[A],The Royal Academy of Engineering,London,June 2001.
[42]朱滢编.实验心理学[M].北京:北京大学出版社,2000.
[43]宋志刚,金伟良.行走作用下梁板结构振动舒适度的烦恼率分析[J].振动工程学报,2005.18(3):288-292.
[44]涂瑞和,方丹群,等.用模糊数学原理评价城市居民对环境振动的主观反应[J].中国环境科学,1990,10(5):356-359.
[45]ISO2631-2:1989.Evaluation of human exposure to whole-body vibration part 2:Continuous and shock-induced vibra-tion in buildings(1 to 80Hz)[S].
[46]Bachmarm H,Pretlove A,RainerH.Vibration problems instructures:practicalguidelines[M].Base:l BirkhauserVer-lag,1995.
[47]Hauksson F.Dynamic behaviorof footbridges subjected to pe-destrian-induced vibrations[D].Masters' thesis,Lund Uni-versity,Sweden,2005.
[48]ISO2631-1:1997.Mechanical vibration and shock-evaluationof human exposure to whole-body vibration-part 1:generalrequirement[S].
[49]Zivanovic S,PavicA,ReynoldsP.Vibration serviceability offootbridges under human-induced excitation:A literature re-view[J].Journal of Sound and Vibration.2005.
[50]廖顺痒.人行天桥的设计与施工[M].上海:同济大学出版社,1995:28-30.
[51]Matsumoto Y,NishiokaT,ShiojiriH,MatsuzakiK.Dynam-ic design of footbridges[A].IABSE Proceedings.1978:1-15.
[52]法永生,李东.某人行天桥动力测试及其动力特性的有限元分析[J].建筑结构,2007.3.