独塔混凝土斜拉桥稳定性研究
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摘要
主要从非线性有限元角度阐述了工程结构第二类稳定的求解方法、斜拉桥稳定性计算原则、稳定性判别准则及评价方法、材料本构关系的简化,提出了针对独塔混凝土斜拉桥稳定性计算的模型处理方法。
以在建的泸州泰安长江大桥为工程背景,主要分析考虑几何非线性以及几何与材料双重非线性对稳定的影响。文章对结构施工过程中的最大双悬臂工况、边跨合龙工况、最大单悬臂工况、主跨合龙工况、二期恒载工况几个典型工况的稳定特点进行分析。
在考虑其他影响斜拉桥稳定因素分析中,主要对最大双悬臂和最大单悬臂两个典型工况梁段的整个施工过程进行分析,对模型按设计坐标一次生成和考虑施工过程所计算出的稳定安全系数进行分析比较;对最大单悬臂阶段在各种几何非线性影响下稳定安全系数进行计算分析;考虑边界条件、双悬臂状态不对称施工、边跨结构形式、混凝土弹性模量的影响进行分析,得出相应结论。
The methods of calculating the second kind of stability problems are expatiated using the nonlinear finite element method. The computational principle, judgement criterion and method of stability and the simplification of constitutive relation are illustrated. The model of the stability computation and the computational process of the stability case of the single-tower concrete cable-stayed bridge are proposed.
Based on the Luzhou Taian Yangtze River Bridge, which is on construction, The stability of the construction in which considered the geometric nonlinearity only and considered both geometric nonlinearity and material nonlinearity is analyzed. The buckling configuration of the longest double cantilever stage, longest single cantilever stage and second term dead load stage are paid great attention to.
considering the stability of the cable-stayed bridge other factors, The buckling configuration the entire construction process of the longest double cantilever stage, longest single cantilever stage are analyzed.The result of the modal generated by designed coordinates and the modal considering construction process are compared. The buckling configuration of the longest single cantilever stage in which considered the entire geometric nonlinearity is analyzed.Consider boundary conditions, asymmetric double-cantilever construction, and at the inter-structure, the elastic modulus of concrete impact analysis, the corresponding conclusions.
以在建的泸州泰安长江大桥为工程背景,主要分析考虑几何非线性以及几何与材料双重非线性对稳定的影响。文章对结构施工过程中的最大双悬臂工况、边跨合龙工况、最大单悬臂工况、主跨合龙工况、二期恒载工况几个典型工况的稳定特点进行分析。
在考虑其他影响斜拉桥稳定因素分析中,主要对最大双悬臂和最大单悬臂两个典型工况梁段的整个施工过程进行分析,对模型按设计坐标一次生成和考虑施工过程所计算出的稳定安全系数进行分析比较;对最大单悬臂阶段在各种几何非线性影响下稳定安全系数进行计算分析;考虑边界条件、双悬臂状态不对称施工、边跨结构形式、混凝土弹性模量的影响进行分析,得出相应结论。
The methods of calculating the second kind of stability problems are expatiated using the nonlinear finite element method. The computational principle, judgement criterion and method of stability and the simplification of constitutive relation are illustrated. The model of the stability computation and the computational process of the stability case of the single-tower concrete cable-stayed bridge are proposed.
Based on the Luzhou Taian Yangtze River Bridge, which is on construction, The stability of the construction in which considered the geometric nonlinearity only and considered both geometric nonlinearity and material nonlinearity is analyzed. The buckling configuration of the longest double cantilever stage, longest single cantilever stage and second term dead load stage are paid great attention to.
considering the stability of the cable-stayed bridge other factors, The buckling configuration the entire construction process of the longest double cantilever stage, longest single cantilever stage are analyzed.The result of the modal generated by designed coordinates and the modal considering construction process are compared. The buckling configuration of the longest single cantilever stage in which considered the entire geometric nonlinearity is analyzed.Consider boundary conditions, asymmetric double-cantilever construction, and at the inter-structure, the elastic modulus of concrete impact analysis, the corresponding conclusions.
引文
[1]王伯惠.斜拉桥结构发展和中国经验(上).北京:人民交通出版社,2003.
[2]严国敏.现代斜拉桥.成都:西南交通大学出版社,1996.
[3]李国豪.桥梁结构稳定与振动.北京:中国铁道出版社,2002.
[4]刘士林,侯金龙.斜拉桥.北京.人民交通出版社,2002.8
[5]韦成龙.大跨度板桁结合主梁斜拉桥极限承载力分析[D].长沙:中南大学,2003
[6]李岩.几何非线性对大跨斜拉桥施工阶段的影响分析.铁道建筑技术.2005.3
[7]李传习,夏桂云.大跨度桥梁结构计算理论.北京:人民交通出版社,2002.6
[8]华孝良,徐光辉.桥梁结构非线性分析.北京:人民交通出版社,1997.6
[9]黄侨,吴红林,刘绍云.大跨度斜拉桥几何非线性分析及程序实现.哈尔滨工业大学学报,2004,36(11):1520-1523.
[10]余顺新.预应力混凝土斜拉桥的破坏荷载和非线性分析.国外桥梁.1992
[11]伏魁先,刘学信,黄华彪.斜拉桥面内整体失稳分析.铁道学报,1993,15(4):74-79.
[12]项海帆.高等桥梁结构理论.北京:人民交通出版社,2001.
[13]秦顺全.斜拉桥安装无应力状态控制法.桥梁建设,2003,19(2):31-34.
[14]中华人民共和国交通部,JTJ-27-96公路斜拉桥设计规范(试用),北京:人民交通出版社,1996.
[15]中华人民共和国交通部,JTG-D60-2004公路桥涵设计通用规范,北京:人民交通出版社,2004.
[16]钟万勰,刘元芳,纪峥.斜拉桥施工中的张拉控制和索力调整.土木工程学报,1992,25(3):10-15.
[17]Enrst H J.Der E-modul von seilen unter beruecksichigung des durchhanges.Der Bauingenier,1965,40:52-55.
[18]林元培.斜拉桥.北京:人民交通出版社,1995.6
[19]杜国华.斜拉桥的合理索力及其施工张拉力.桥梁建设,1989,(3):11-17.
[20]梁硕,曾庆元.大跨度混凝土斜拉桥极限承载能力分析综述.长沙交通学院学报,1997,13(3):41-46.
[21]范立础.桥梁工程.北京:人民交通出版社,2001.11
[22]M.C Tang,Bucking of Cable-Stayed Girder Bridges.Journal of the Structure Division,1976:1675-1684.
[23]H Nakai,T.Kitada,R.Ohminami,T.Nishimura.Elastic-Plastic and Finte Displacement Analysis of Cable-Stayed Bridge.Mem.Fac.Eng.Osaka Univ.1985,26:251-271.
[24]O.C.Zienkiewicz and R.L.Taylor.The Finit Element Method,Fifth Edition.Butterworth Heinemann,2000.
[25]Enrst H J.Der E-modul von seilen unter beruecksichigung des durchhanges.Der Bauingenier,1965,40:52-55.
[26]Peyrot A H,Goulois A M.Analysis of cable structures.Computer& Structure,1979,10:805-813.
[27]Saafan S A.Theoretical analysis of suspensionbridges.J.ST4.ASCE,Aug.1966.
[28]Brotton D M.A general computer programme for the solution of suspension bridge problems.Struct.Engrg.1966,44(5).
[29]Wang P H,T seng T C,Yang C G.Initial shape of cable2stayed bridges.Computer&Structure,1993,47:111-123.
[30]Bathe K J,Bolourchi S.Large displacement analysis of three dimensional beam structures.Int.J.Num.Method.Engng.,1979,14:961-986.
[31]Bathe K J.Finit Element Procedures.Prentice-Hall Inc.,1996.
[32]李乔.斜拉桥的受力特征分析.四川省公路学会.四川省公路学会桥梁专委会98年桥梁学术讨论会,成都:西南交通大学出版社,1998:57-60.
[33]赵雷,杨兴旺.南京长江二桥斜拉桥施工过程稳定性分析.公路交通科技,2005,22(7):81-84.
[34]李平利,石少华.大跨斜拉桥的静力几何非线性分析.工程结构,2004
[35]Fleming J F.Nonlinear static analysis of cable-stayed bridges structure.Computer&Structure,1979,10:621-635.
[36]陈德伟,范立础.独塔斜拉桥的总体布置和参数研究.土木工程学报.1999
[37]赵雷,武芳文.南京长江三桥初步设计方案施工阶段稳定性分析.西南交通大学学报,2005,40(4):465-472.
[38]S.P.Seif,W.H.Dilger.Nonlinear Analysis and Collapse Load of P/C Cable-Stayed Bridge.ASCE.J.Struct.Engng.1990,116(3)
[39]李兆香,郑振.大跨度斜拉桥非线性静力分析.福州大学学报.2001.6
程进,肖汝诚,项海帆.大跨径斜拉桥非线性静风稳定性全过程分析.中国公路学报.2000.7
[40]沈志林.独塔单索面斜拉桥稳定性计算方法的探讨.铁道标准设计.2003.9
[41]潘家英,张国政等.大跨度桥梁极限承载能力的几何与材料非线性耦合分析.土木工程学报.2000_2
[42]陈务军,关富玲等.斜拉桥施工控制分析中线性与非线性影响分析.中国公路学报.1998.4
[43]O.C.Zienkiewicz and R.L.Taylor.The Finit Element Method,Fifth Edition.Butterworth Heinemann,2000.
[44]韦成龙,刘小燕等.大跨径板桁结合主梁斜拉桥几何非线性分析.中国公路学报.2001.1
[45]梁硕.平板结构主梁混凝土斜拉桥几何非线性分析.中国公路学报.1998.2
[46]辛克贵,刘钺强,杨国平.大跨度斜拉桥恒载非线性静力分析.清华大学学报(自然科学版),2002,42(6):818-821.
[47]严国敏.再论部分斜拉桥,兼论多塔斜拉桥[C].第十二届全国桥梁学术会议论文集.上海:同济人学出版社,1998.
[48]陈德伟,范立础,张权.独塔斜拉桥的总体布置和参数研究究[J].土本工程学报,1996(6).
[49]朱志林.天津塘沽海河独塔斜拉桥主跨钢箱梁安装施工技术[J].铁道标准设计,2004(3).
[50]江见鲸.钢筋混凝上结构非线性有限元分析[M].西安:陕西科学技术出版社,1994.
[2]严国敏.现代斜拉桥.成都:西南交通大学出版社,1996.
[3]李国豪.桥梁结构稳定与振动.北京:中国铁道出版社,2002.
[4]刘士林,侯金龙.斜拉桥.北京.人民交通出版社,2002.8
[5]韦成龙.大跨度板桁结合主梁斜拉桥极限承载力分析[D].长沙:中南大学,2003
[6]李岩.几何非线性对大跨斜拉桥施工阶段的影响分析.铁道建筑技术.2005.3
[7]李传习,夏桂云.大跨度桥梁结构计算理论.北京:人民交通出版社,2002.6
[8]华孝良,徐光辉.桥梁结构非线性分析.北京:人民交通出版社,1997.6
[9]黄侨,吴红林,刘绍云.大跨度斜拉桥几何非线性分析及程序实现.哈尔滨工业大学学报,2004,36(11):1520-1523.
[10]余顺新.预应力混凝土斜拉桥的破坏荷载和非线性分析.国外桥梁.1992
[11]伏魁先,刘学信,黄华彪.斜拉桥面内整体失稳分析.铁道学报,1993,15(4):74-79.
[12]项海帆.高等桥梁结构理论.北京:人民交通出版社,2001.
[13]秦顺全.斜拉桥安装无应力状态控制法.桥梁建设,2003,19(2):31-34.
[14]中华人民共和国交通部,JTJ-27-96公路斜拉桥设计规范(试用),北京:人民交通出版社,1996.
[15]中华人民共和国交通部,JTG-D60-2004公路桥涵设计通用规范,北京:人民交通出版社,2004.
[16]钟万勰,刘元芳,纪峥.斜拉桥施工中的张拉控制和索力调整.土木工程学报,1992,25(3):10-15.
[17]Enrst H J.Der E-modul von seilen unter beruecksichigung des durchhanges.Der Bauingenier,1965,40:52-55.
[18]林元培.斜拉桥.北京:人民交通出版社,1995.6
[19]杜国华.斜拉桥的合理索力及其施工张拉力.桥梁建设,1989,(3):11-17.
[20]梁硕,曾庆元.大跨度混凝土斜拉桥极限承载能力分析综述.长沙交通学院学报,1997,13(3):41-46.
[21]范立础.桥梁工程.北京:人民交通出版社,2001.11
[22]M.C Tang,Bucking of Cable-Stayed Girder Bridges.Journal of the Structure Division,1976:1675-1684.
[23]H Nakai,T.Kitada,R.Ohminami,T.Nishimura.Elastic-Plastic and Finte Displacement Analysis of Cable-Stayed Bridge.Mem.Fac.Eng.Osaka Univ.1985,26:251-271.
[24]O.C.Zienkiewicz and R.L.Taylor.The Finit Element Method,Fifth Edition.Butterworth Heinemann,2000.
[25]Enrst H J.Der E-modul von seilen unter beruecksichigung des durchhanges.Der Bauingenier,1965,40:52-55.
[26]Peyrot A H,Goulois A M.Analysis of cable structures.Computer& Structure,1979,10:805-813.
[27]Saafan S A.Theoretical analysis of suspensionbridges.J.ST4.ASCE,Aug.1966.
[28]Brotton D M.A general computer programme for the solution of suspension bridge problems.Struct.Engrg.1966,44(5).
[29]Wang P H,T seng T C,Yang C G.Initial shape of cable2stayed bridges.Computer&Structure,1993,47:111-123.
[30]Bathe K J,Bolourchi S.Large displacement analysis of three dimensional beam structures.Int.J.Num.Method.Engng.,1979,14:961-986.
[31]Bathe K J.Finit Element Procedures.Prentice-Hall Inc.,1996.
[32]李乔.斜拉桥的受力特征分析.四川省公路学会.四川省公路学会桥梁专委会98年桥梁学术讨论会,成都:西南交通大学出版社,1998:57-60.
[33]赵雷,杨兴旺.南京长江二桥斜拉桥施工过程稳定性分析.公路交通科技,2005,22(7):81-84.
[34]李平利,石少华.大跨斜拉桥的静力几何非线性分析.工程结构,2004
[35]Fleming J F.Nonlinear static analysis of cable-stayed bridges structure.Computer&Structure,1979,10:621-635.
[36]陈德伟,范立础.独塔斜拉桥的总体布置和参数研究.土木工程学报.1999
[37]赵雷,武芳文.南京长江三桥初步设计方案施工阶段稳定性分析.西南交通大学学报,2005,40(4):465-472.
[38]S.P.Seif,W.H.Dilger.Nonlinear Analysis and Collapse Load of P/C Cable-Stayed Bridge.ASCE.J.Struct.Engng.1990,116(3)
[39]李兆香,郑振.大跨度斜拉桥非线性静力分析.福州大学学报.2001.6
程进,肖汝诚,项海帆.大跨径斜拉桥非线性静风稳定性全过程分析.中国公路学报.2000.7
[40]沈志林.独塔单索面斜拉桥稳定性计算方法的探讨.铁道标准设计.2003.9
[41]潘家英,张国政等.大跨度桥梁极限承载能力的几何与材料非线性耦合分析.土木工程学报.2000_2
[42]陈务军,关富玲等.斜拉桥施工控制分析中线性与非线性影响分析.中国公路学报.1998.4
[43]O.C.Zienkiewicz and R.L.Taylor.The Finit Element Method,Fifth Edition.Butterworth Heinemann,2000.
[44]韦成龙,刘小燕等.大跨径板桁结合主梁斜拉桥几何非线性分析.中国公路学报.2001.1
[45]梁硕.平板结构主梁混凝土斜拉桥几何非线性分析.中国公路学报.1998.2
[46]辛克贵,刘钺强,杨国平.大跨度斜拉桥恒载非线性静力分析.清华大学学报(自然科学版),2002,42(6):818-821.
[47]严国敏.再论部分斜拉桥,兼论多塔斜拉桥[C].第十二届全国桥梁学术会议论文集.上海:同济人学出版社,1998.
[48]陈德伟,范立础,张权.独塔斜拉桥的总体布置和参数研究究[J].土本工程学报,1996(6).
[49]朱志林.天津塘沽海河独塔斜拉桥主跨钢箱梁安装施工技术[J].铁道标准设计,2004(3).
[50]江见鲸.钢筋混凝上结构非线性有限元分析[M].西安:陕西科学技术出版社,1994.