钢桁加劲梁悬索桥施工与成桥阶段仿真计算分析
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摘要
近年来,我国大跨径悬索桥飞速发展。悬索桥作为跨越能力最强的一种桥型,它不仅能跨越江河,还能在山区、峡谷中发挥其跨越优势。钢桁加劲梁悬索桥与钢箱梁悬索桥相比,在山区和峡谷中施工更方便。本文以贵州北盘江钢桁加劲梁悬索桥为背景,对钢桁加劲梁悬索桥在施工过程中施工监控主要控制参数进行计算,通过施工控制参数来指导施工,使钢桁加劲梁悬索桥成桥状态下各项参数满足设计要求。
本文以解析法为基础,根据悬索桥成桥状态主缆的两种线形:二次抛物线和分段悬链线编制了主缆系统程序,计算主缆无应力长度、有应力长度、主索鞍预偏量和散索鞍预转量、吊点安装坐标等参数。本文主缆系统程序在非线性方程组求解方法上采用了同伦算法和Aitken迭代法,使得方程求解速度更快,精度更高。
本文建立北盘江钢桁加劲梁悬索桥有限元模型,在成桥阶段分别进行恒载、活载、温度荷载以及风荷载作用下进行主要构件的受力、变形分析。在施工过程中根据不同的施工阶段进行施工控制参数计算。其中主塔施工阶段计算主塔的预抛高和主塔最大塔偏控制量;主缆架设阶段计算索鞍偏转量、偏移量、主缆空缆几何线形和索力情况,提供基准索股的架设线形、跨中控制标高以及锚跨张拉力;加劲梁架设阶段讨论了采用不同梁段间连接方式,杆件的应力情况。
本文结合工程实例,对钢桁加劲梁悬索桥施工监控过程中所需要的一些主要参数进行了计算和分析,并针对实际情况给出修正参数进行调整。
In recent years, suspension bridges develop fast in our country. As the most spanning ability type of bridge, it not only span river but also is used in canyon. Comparing with suspened steel box grider bridges, suspended steel truss bridge is more convenient in canyon. The paper takes the Beipanjiang River Suspended steel truss bridge in Gouzhou as the background and computes parameter of construction supervisory in the process of construction. suspended steel truss bridges will be satisfied with the requirment of design through the parameter of construction supervisory.
The article takes the the analytic method as base and writes the main cable system program of suspension bridges acorrding two cable shape on the final status of suspension bridge: para-curve and segmental catenary. The unstressed length for main cable, stressed length for main cable, main saddle’s pre-offset and vice saddle’s pre-rotational-displacement and the coordinate of suspension centre are computed through the program. The homotopy algroithn and Aitken escalator method are used in the solution of nonlinear equations, which makes time of solution less and the results more exact.
The paper establishes the finite element model of Beipanjiang River Suspended steel truss bridge in Gouzhou, the stress and deformation of main construction member are analyed under different load which include dead load, changing load, temperature load and wind load on the final status of suspension bridge.The parameter of construction supervisory is calculated on the base of different construction stage. During the construction of king-tower, pre-elevation and maximal offset limitation of king-tower are calculated; During the construction of mian cable installment, main saddle’s pre-offset, vice saddle’s pre-rotational-displacement,shape of main cable on initial status of suspension bridge, cable force, shape of primary standard cable, span centre height mark of primary standard cable and stretching force of anchor span are provided. During the construction of installment of stiff grider, the condition of main member bars stress is discussed with different linking method.
Combining with engineering example, the article calculates and analyses some important parameter of suspended steel truss bridges’construction supervisory, and adjust and correct parameter acoording to the reality.
本文以解析法为基础,根据悬索桥成桥状态主缆的两种线形:二次抛物线和分段悬链线编制了主缆系统程序,计算主缆无应力长度、有应力长度、主索鞍预偏量和散索鞍预转量、吊点安装坐标等参数。本文主缆系统程序在非线性方程组求解方法上采用了同伦算法和Aitken迭代法,使得方程求解速度更快,精度更高。
本文建立北盘江钢桁加劲梁悬索桥有限元模型,在成桥阶段分别进行恒载、活载、温度荷载以及风荷载作用下进行主要构件的受力、变形分析。在施工过程中根据不同的施工阶段进行施工控制参数计算。其中主塔施工阶段计算主塔的预抛高和主塔最大塔偏控制量;主缆架设阶段计算索鞍偏转量、偏移量、主缆空缆几何线形和索力情况,提供基准索股的架设线形、跨中控制标高以及锚跨张拉力;加劲梁架设阶段讨论了采用不同梁段间连接方式,杆件的应力情况。
本文结合工程实例,对钢桁加劲梁悬索桥施工监控过程中所需要的一些主要参数进行了计算和分析,并针对实际情况给出修正参数进行调整。
In recent years, suspension bridges develop fast in our country. As the most spanning ability type of bridge, it not only span river but also is used in canyon. Comparing with suspened steel box grider bridges, suspended steel truss bridge is more convenient in canyon. The paper takes the Beipanjiang River Suspended steel truss bridge in Gouzhou as the background and computes parameter of construction supervisory in the process of construction. suspended steel truss bridges will be satisfied with the requirment of design through the parameter of construction supervisory.
The article takes the the analytic method as base and writes the main cable system program of suspension bridges acorrding two cable shape on the final status of suspension bridge: para-curve and segmental catenary. The unstressed length for main cable, stressed length for main cable, main saddle’s pre-offset and vice saddle’s pre-rotational-displacement and the coordinate of suspension centre are computed through the program. The homotopy algroithn and Aitken escalator method are used in the solution of nonlinear equations, which makes time of solution less and the results more exact.
The paper establishes the finite element model of Beipanjiang River Suspended steel truss bridge in Gouzhou, the stress and deformation of main construction member are analyed under different load which include dead load, changing load, temperature load and wind load on the final status of suspension bridge.The parameter of construction supervisory is calculated on the base of different construction stage. During the construction of king-tower, pre-elevation and maximal offset limitation of king-tower are calculated; During the construction of mian cable installment, main saddle’s pre-offset, vice saddle’s pre-rotational-displacement,shape of main cable on initial status of suspension bridge, cable force, shape of primary standard cable, span centre height mark of primary standard cable and stretching force of anchor span are provided. During the construction of installment of stiff grider, the condition of main member bars stress is discussed with different linking method.
Combining with engineering example, the article calculates and analyses some important parameter of suspended steel truss bridges’construction supervisory, and adjust and correct parameter acoording to the reality.
引文
[1] 严国敏. 现代悬索桥. 北京:人民交通出版社,1999 年
[2] 雷俊卿,郑明珠,徐恭义. 悬索桥设计. 人民交通出版社,2002.1
[3] 周孟波. 悬索桥设计手册. 人民交通出版社,2003.9
[4] 钱冬生,陈仁福. 大跨度悬索桥的设计与施工. 西南交通大学出版社,1992
[5] 唐茂林. 大跨度悬索桥空间几何非线性分析与软件开发. 西南交通大学博士学位论文,2003.6
[6] 陈仁福. 大跨度悬索桥理论. 西南交通大学出版社,1992
[7] Steinmain DB. Theory of Arches and Suspension Bridge, Chicago.1913
[8] Steinmain DB. A Practical Treatise on Suspension Bridge, Wiley.1928
[9] Pugsley A. Theoretical Analysis of Suspension Bridges.2nd.Ed.,1968
[10] Bleich, H. Die Berechnung Verankerter Hangebrucken, Berlin, 1935
[11] Steinmain DB.Theory of Arches and Suspension Bridges,Chicago.1913,1-141
[12] Steinmain DB. A Practical Tteatise on Suspension Bridges,Wiley. 1928,10-19
[13] 凌道盛,徐兴. 非线性有限元及程序. 浙江大学出版社. 2004.8
[14] Timoshenko S. The Stiffness of Suspension Bridges. Trans.ASCE, Vol 94,1930.
[15] Godard M.T. Rechereches Sur le Calcul de la resistance des tabliers des Ponts Suspends. Ann.Pants et Choussees,1894.
[16] Bleich,H. Die Berechnung Verankerter Hangebrucken,Berlin,1935
[17] 李国豪. 桥梁结构稳定与振动.中国铁道出版社,1990
[18] Hisashi Ohshima,Koichi Sato and Noboru Watanabe. Structural Analysis of Suspension Bridges. Journal of Structural Engineering, ASCE. March, 1984, 110(3).pp.392~405.
[19] Jennings A. Gravity Stiffness of Classical Suspension Bridges, Civil Engineering Department Report, Ireland,Queen Univ.1980
[20] 陈栋,朱慈勉. TL 法和 UL 法对几何非线性析架问题的适用性. 四川建筑科学研究.2000.9,26(3)
[21] 陈仁福. 竖向荷载作用下的悬索桥非线性力素分析.西南交通大学硕士学位论文,1987
[22] 王戒躁,钟继卫. 大跨度悬索桥主缆线形主要参数的影响性分析. 桥梁建设. 2005(3)21-24
[23] 黄文,李明瑞,黄文彬. 杆系结构的几何非线性分析—— Ⅱ .空间问题. 计算结构力学及其应用.1995,12(2).
[24] D.M.Brotton. A General Computer Program for the Solotion of Suspension Bridge Problems. Lisbon,1966
[25] Saffan S.A. Theoretical Analysis of Suspension Bridges. Proc. ASCE. 1966, 92(ST4). pp.1.11
[26] 李传习,夏桂云.大跨度桥梁结构计算理论.人民交通出版社.2002(6)
[27] John F Fleming. Nonlinear Static Analysis of Cable Stayed Bridges Structures. Computers& Structures. 1979,10.
[28] 张国正. 铁路悬索桥非线性分析及其承载能力研究. 铁科院博士学位论文,1992
[29] A.S.Nazmy and Ahmed Abdel-Ghaffar. Three-Dimensional Nonlinear Static Analysis of Cable Stayed Bridges. Computers& Structures.1990,34(2).
[30] 项海帆. 高等桥梁结构理论. 人民交通出版社,2001.4
[31] 潘永仁. 悬索桥结构非线性分析理论与方法. 人民交通出版社. 2004.6
[32] 潘永仁,杜国华,范立础. 悬索桥恒载结构几何形状及内力的精细计算. 中国公路学报,2000(4):33-36
[33] 陈常松,陈政清,颜东煌. 悬索桥主缆初始位形的悬链线方程精细迭代分析法. 工程力学,2006.8
[34] 陈政清,曾庆元,颜胜全. 空间杆系结构大挠度问题内力分析的 UL 列式法.土木工程学报.1992,25(5)
[35] 黄文,李明瑞,黄文彬. 杆系结构的几何非线性分析—— Ⅰ .平面问题. 计算结构力学及其应用.1995,12(1).
[36] 李传习,王雷,刘光栋等. 悬索桥索鞍位置的分离计算法. 中国公路学报,2005(1)
[37] 李廉锟. 结构力学(下册). 高等教育出版社. 2004.7
[38] 唐茂林,强士中,沈锐利. 悬索桥成桥主缆线形计算的分段悬链线法. 铁道学报,2003(2):87-91
[39] 向中富. 桥梁施工控制技术. 人民交通出版社. 2001.5
[40] 杨孟刚,陈政清,乔建东. 大跨度悬索桥架设参数迭代算法研究. 长沙铁道学院学报,2001(2):1-5
[41] 颜东煌,刘光栋. 确定斜拉桥合理施工状态的正装迭代法. 中国公路学报,1999(12):59-64
[42] 潘永仁,范立础. 大跨度悬索桥加劲梁架设过程的倒拆分析方法. 同济大学学报,2001(5):10-14
[43] 向中富,徐君兰,代正宏. 悬索桥施工控制分析的恒定无应力索长迭代法.重庆交通学院学报,2000(3):16-21
[44] 杨孟刚,陈政清. 两节点曲线索单元精细分析的非线性有限元法. 工程力学,2003(1):43-46
[45] 李传习. 混合梁悬索桥非线性精细计算理论及其应用. 湖南大学博士学位论文,2006.5
[46] 李存权. 结构稳定和稳定内力. 北京: 人民交通出版社,2000.3
[47] Narayanan G,Krishnamoorthy CS.An Inverstigation of Geometric Non-linear Formulation for 3-D Beam. Int.J.Non-linear Mechanics,1990,25(6):643-662
[48] 肖汝诚. 桥梁结构分析及程序系统. 人民交通出版社. 2002.11
[49] 吕建鸣. 大跨度悬索桥施工控制分析,公路交通科技, 1994, 11(1): 33-39
[50] 李传习,任亮,刘光栋,陈明宪. 大跨度悬索桥架设参数迭代计算方法探讨.桥梁建设.2004(6)
[51] 黄平明,梅葵花,徐岳. 大跨度悬索桥主缆系统施工控制计算. 西安,西安公路交通大学学报,2000(4):19-22
[52] 黄平明,梅葵花,孙胜江. 大跨径悬索桥猫道承重索施工控制计算方法. 中国公路学报 2000(3):45-48
[53] 俞蕾,王雷. 悬索桥成桥主缆线形计算的解析法. 公路与汽运,2005(109):107-109
[54] 范立础,潘永仁,杜国华. 大跨度悬索桥结构架设参数精细算法研究. 土木工程学报,1996(6)
[55] 颜东煌,田仲初,李学文. 桥梁结构电算程序设计.湖南大学出版社. 1999.4
[56] 肖汝诚,项海帆. 大跨径悬索桥结构分析理论及其专用系统的研究. 中国公路学报,1998.10
[57] 王雷. 大跨度悬索桥非线性静力分析与程序设计. 长沙理工大学硕士学位论文. 2005.4
[2] 雷俊卿,郑明珠,徐恭义. 悬索桥设计. 人民交通出版社,2002.1
[3] 周孟波. 悬索桥设计手册. 人民交通出版社,2003.9
[4] 钱冬生,陈仁福. 大跨度悬索桥的设计与施工. 西南交通大学出版社,1992
[5] 唐茂林. 大跨度悬索桥空间几何非线性分析与软件开发. 西南交通大学博士学位论文,2003.6
[6] 陈仁福. 大跨度悬索桥理论. 西南交通大学出版社,1992
[7] Steinmain DB. Theory of Arches and Suspension Bridge, Chicago.1913
[8] Steinmain DB. A Practical Treatise on Suspension Bridge, Wiley.1928
[9] Pugsley A. Theoretical Analysis of Suspension Bridges.2nd.Ed.,1968
[10] Bleich, H. Die Berechnung Verankerter Hangebrucken, Berlin, 1935
[11] Steinmain DB.Theory of Arches and Suspension Bridges,Chicago.1913,1-141
[12] Steinmain DB. A Practical Tteatise on Suspension Bridges,Wiley. 1928,10-19
[13] 凌道盛,徐兴. 非线性有限元及程序. 浙江大学出版社. 2004.8
[14] Timoshenko S. The Stiffness of Suspension Bridges. Trans.ASCE, Vol 94,1930.
[15] Godard M.T. Rechereches Sur le Calcul de la resistance des tabliers des Ponts Suspends. Ann.Pants et Choussees,1894.
[16] Bleich,H. Die Berechnung Verankerter Hangebrucken,Berlin,1935
[17] 李国豪. 桥梁结构稳定与振动.中国铁道出版社,1990
[18] Hisashi Ohshima,Koichi Sato and Noboru Watanabe. Structural Analysis of Suspension Bridges. Journal of Structural Engineering, ASCE. March, 1984, 110(3).pp.392~405.
[19] Jennings A. Gravity Stiffness of Classical Suspension Bridges, Civil Engineering Department Report, Ireland,Queen Univ.1980
[20] 陈栋,朱慈勉. TL 法和 UL 法对几何非线性析架问题的适用性. 四川建筑科学研究.2000.9,26(3)
[21] 陈仁福. 竖向荷载作用下的悬索桥非线性力素分析.西南交通大学硕士学位论文,1987
[22] 王戒躁,钟继卫. 大跨度悬索桥主缆线形主要参数的影响性分析. 桥梁建设. 2005(3)21-24
[23] 黄文,李明瑞,黄文彬. 杆系结构的几何非线性分析—— Ⅱ .空间问题. 计算结构力学及其应用.1995,12(2).
[24] D.M.Brotton. A General Computer Program for the Solotion of Suspension Bridge Problems. Lisbon,1966
[25] Saffan S.A. Theoretical Analysis of Suspension Bridges. Proc. ASCE. 1966, 92(ST4). pp.1.11
[26] 李传习,夏桂云.大跨度桥梁结构计算理论.人民交通出版社.2002(6)
[27] John F Fleming. Nonlinear Static Analysis of Cable Stayed Bridges Structures. Computers& Structures. 1979,10.
[28] 张国正. 铁路悬索桥非线性分析及其承载能力研究. 铁科院博士学位论文,1992
[29] A.S.Nazmy and Ahmed Abdel-Ghaffar. Three-Dimensional Nonlinear Static Analysis of Cable Stayed Bridges. Computers& Structures.1990,34(2).
[30] 项海帆. 高等桥梁结构理论. 人民交通出版社,2001.4
[31] 潘永仁. 悬索桥结构非线性分析理论与方法. 人民交通出版社. 2004.6
[32] 潘永仁,杜国华,范立础. 悬索桥恒载结构几何形状及内力的精细计算. 中国公路学报,2000(4):33-36
[33] 陈常松,陈政清,颜东煌. 悬索桥主缆初始位形的悬链线方程精细迭代分析法. 工程力学,2006.8
[34] 陈政清,曾庆元,颜胜全. 空间杆系结构大挠度问题内力分析的 UL 列式法.土木工程学报.1992,25(5)
[35] 黄文,李明瑞,黄文彬. 杆系结构的几何非线性分析—— Ⅰ .平面问题. 计算结构力学及其应用.1995,12(1).
[36] 李传习,王雷,刘光栋等. 悬索桥索鞍位置的分离计算法. 中国公路学报,2005(1)
[37] 李廉锟. 结构力学(下册). 高等教育出版社. 2004.7
[38] 唐茂林,强士中,沈锐利. 悬索桥成桥主缆线形计算的分段悬链线法. 铁道学报,2003(2):87-91
[39] 向中富. 桥梁施工控制技术. 人民交通出版社. 2001.5
[40] 杨孟刚,陈政清,乔建东. 大跨度悬索桥架设参数迭代算法研究. 长沙铁道学院学报,2001(2):1-5
[41] 颜东煌,刘光栋. 确定斜拉桥合理施工状态的正装迭代法. 中国公路学报,1999(12):59-64
[42] 潘永仁,范立础. 大跨度悬索桥加劲梁架设过程的倒拆分析方法. 同济大学学报,2001(5):10-14
[43] 向中富,徐君兰,代正宏. 悬索桥施工控制分析的恒定无应力索长迭代法.重庆交通学院学报,2000(3):16-21
[44] 杨孟刚,陈政清. 两节点曲线索单元精细分析的非线性有限元法. 工程力学,2003(1):43-46
[45] 李传习. 混合梁悬索桥非线性精细计算理论及其应用. 湖南大学博士学位论文,2006.5
[46] 李存权. 结构稳定和稳定内力. 北京: 人民交通出版社,2000.3
[47] Narayanan G,Krishnamoorthy CS.An Inverstigation of Geometric Non-linear Formulation for 3-D Beam. Int.J.Non-linear Mechanics,1990,25(6):643-662
[48] 肖汝诚. 桥梁结构分析及程序系统. 人民交通出版社. 2002.11
[49] 吕建鸣. 大跨度悬索桥施工控制分析,公路交通科技, 1994, 11(1): 33-39
[50] 李传习,任亮,刘光栋,陈明宪. 大跨度悬索桥架设参数迭代计算方法探讨.桥梁建设.2004(6)
[51] 黄平明,梅葵花,徐岳. 大跨度悬索桥主缆系统施工控制计算. 西安,西安公路交通大学学报,2000(4):19-22
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[53] 俞蕾,王雷. 悬索桥成桥主缆线形计算的解析法. 公路与汽运,2005(109):107-109
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