自锚式悬索桥先斜拉后悬索的体系转换模拟
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摘要
针对大跨度自锚式悬索桥跨越通航流域时不能采用常规支架法施工主跨钢箱梁的问题,提出了"先斜拉,后悬索"无支架法的总体施工方案,即先形成临时斜拉桥,再进行斜拉桥向悬索桥的体系转换。以600 m超大跨度的鹅公岩自锚式悬索桥为分析案例,采用无应力状态控制法实现了两种独立缆索支撑体系——临时斜拉桥和自锚式悬索桥共存。通过体系转换方案比选出推荐方案,表明临时斜拉桥成桥后可充分利用斜拉索的材料强度进行补张拉工作后再进行体系转换工作,可降低主缆与主梁的高差,从而减少了吊索张拉次数和接长杆长度,体系转换方案得以优化。经ANSYS有限元模拟由斜拉桥向悬索桥的体系转换过程,其结果与设计预期目标吻合较好,给出了该方案实施下主缆、主梁、临时钢塔、主塔、吊索和斜拉索在各施工步骤下的反应,并得到以下结论:(1)"先斜拉,后悬索"的总体施工方案可解决大跨度自锚式悬索桥无法使用支架法的施工问题;(2)通过调整体系转换前的主梁线形,可大幅度降低体系转换难度;(3)对于几何非线性显著的斜拉桥向悬索桥体系转换过程中,吊索张拉方案、斜拉索力调整和拆除时机顺序等问题的确定至关重要。
When the long-span self-anchored suspension bridge crossing navigable river basin,it could not use the general support method to install the steel box girder of main span. The "first cable-stayed,then suspension"overall construction scheme is adopted. The temporary cable-stayed bridge is formed at first,then the system transformation from temporary cable-stayed bridge to self-anchored suspension bridge is carried out. Taking the 600 m ultra long span Egongyan self-anchor suspension bridge for analysis case,2independent cable support structures, i. e., the temporary cable-stayed bridge and the self-anchored suspension bridge,are coexist using unstressed state control method. The final recommended scheme is selected through system transformation scheme. Before carrying out the system transformation operation,the temporary cables are tensioned additionally by full using of the material strength after the temporary cablestayed bridge is closure. The elevation difference from the main cable to steel box girder is reduced. The assistant hanger length and the number of tensioning of suspender cable are reduced. The system transformation process is optimized. Through the ANSYS finite element simulation of the system transformation process,the analysis result is in good agreement with the design target. The reflections of main cable,girder,temporary steel pylon,main pylon,suspender cable and stay cable in different construction steps of the scheme are given. It is concluded that( 1) the "first cable-stayed,second suspension"overall construction scheme can solve the construction problem of long span self-anchored suspension bridge cannot use support method;( 2) by adjusting the geometric shape of main girder before the system transformation,the difficulty of system transformation can be greatly reduced;( 3) for the system transformation from cable-stayed bridge which has remarkable geometric nonlinear character to suspension bridge,the suspender cable tensioning scheme,the suspension cable force adjustment and demolition timing are crucial.
When the long-span self-anchored suspension bridge crossing navigable river basin,it could not use the general support method to install the steel box girder of main span. The "first cable-stayed,then suspension"overall construction scheme is adopted. The temporary cable-stayed bridge is formed at first,then the system transformation from temporary cable-stayed bridge to self-anchored suspension bridge is carried out. Taking the 600 m ultra long span Egongyan self-anchor suspension bridge for analysis case,2independent cable support structures, i. e., the temporary cable-stayed bridge and the self-anchored suspension bridge,are coexist using unstressed state control method. The final recommended scheme is selected through system transformation scheme. Before carrying out the system transformation operation,the temporary cables are tensioned additionally by full using of the material strength after the temporary cablestayed bridge is closure. The elevation difference from the main cable to steel box girder is reduced. The assistant hanger length and the number of tensioning of suspender cable are reduced. The system transformation process is optimized. Through the ANSYS finite element simulation of the system transformation process,the analysis result is in good agreement with the design target. The reflections of main cable,girder,temporary steel pylon,main pylon,suspender cable and stay cable in different construction steps of the scheme are given. It is concluded that( 1) the "first cable-stayed,second suspension"overall construction scheme can solve the construction problem of long span self-anchored suspension bridge cannot use support method;( 2) by adjusting the geometric shape of main girder before the system transformation,the difficulty of system transformation can be greatly reduced;( 3) for the system transformation from cable-stayed bridge which has remarkable geometric nonlinear character to suspension bridge,the suspender cable tensioning scheme,the suspension cable force adjustment and demolition timing are crucial.
引文
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[17]张玉平,董创文.江东大桥双塔单跨空间主缆自锚式悬索桥的施工控制[J].公路交通科技,2010,27(7):76-82.ZHANG Yu-ping,DONG Chuang-wen.Construction Control of Self-anchored Suspension Bridge with Two Pylons and Single Span Spatial Cables in Jiangdong Bridge[J].Journal of Highway and Transportation Research and Development,2010,27(7):76-82.
[18]张哲,韩立中,万其柏.自锚式斜拉-悬吊协作体系桥的设计研究[J].公路交通科技,2010,27(6):46-51,71.ZHANG Zhe,HAN Li-zhong,WAN Qi-bai.Research on Design of Self-anchored Cable-stayed Suspension Bridge[J].Journal of Highway and Transportation Research and Development,2010,27(6):46-51,71.
[2]张海顺,王玉银.鹅公岩轨道专用桥加劲梁施工体系转换方案比选[J].桥梁建设,2018,48(1):112-117.ZHANG Hai-shun,WANG Yu-yin.Comparison and Selection of System Transfer Scheme for Construction of Stiffening Girder of Egongyan Rail Transit Special Use Bridge[J].Bridge Construction,2008,48(1):112-117.
[3]李建慧,李爱群,袁辉辉,等.独柱塔空间缆索自锚式悬索桥缆索线形计算方法[J].公路交通科技,2009,26(10):66-70,75.LI Jian-hui,LI Ai-qun,YUAN Hui-hui,et al.Calculation Method of Spatial Cable Curve for Single-pylon Self-anchored Suspension Bridge[J].Journal of Highway and Transportation Research and Development,2009,26(10):66-70,75.
[4]张文明,葛耀君.三塔双主跨悬索桥动力特性精细化分析[J].中国公路学报,2014,27(2):70-76.ZHANG Wen-ming,GE Yao-jun.Refinement Analysis of Dynamic Characteristics of Suspension Bridge with Triple Towers and Double Main Spans[J].China Journal of Highway and Transport,2014,27(2):70-76.
[5]丁志威,梁司彪,曾令煌.泓口大桥自锚式悬索桥主桥设计[J].桥梁建设,2013,43(1):65-70.DING Zhi-wei,LIANG Si-biao,ZENG Ling-huang.Design of Main Bridge of Self-anchored Suspension Bridge of Hongkou Bridge[J].Bridge Construction,2013,43(1):65-70.
[6]杨孟刚,陈政清.自锚式悬索桥施工过程模拟分析[J].湖南大学学报:自然科学版,2006,33(2):26-30.YANG Meng-gang,CHEN Zheng-qing.An Analysis of Construction Stages Simulation for Self-anchored Suspension Bridges[J].Journal of Hunan University:Natural Science Edition,2006,33(2):26-30.
[7]檀永刚,张哲,严伟飞.自锚式悬索桥施工控制中的力学特性[J].公路交通科技,2006,23(6):92-95.TAN Yong-gang,ZHANG Zhe,YAN Wei-fei.Mechanical Properties of Self-anchored Suspension Bridges in Construction Control[J].Journal of Highway and Transportation Research and Development,2006,23(6):92-95.
[8]陈国红,宋晓莉.桃花峪黄河大桥吊杆-主梁锚固区受力分析[J].桥梁建设,2014,44(3):44-50.CHEN Guo-hong,SONG Xiao-li.Force Condition Analysis of Suspender and Main Girder Anchorage Zones of Taohuayu Huanghe River Bridge[J].Bridge Construction,2014,44(3):44-50.
[9]胡建华,沈锐利,张贵明,等.佛山平胜大桥全桥模型试验研究[J].土木工程学报,2007,40(5):17-25.HU Jian-hua,SHEN Rui-li,ZHANG Gui-ming,et al.ATotal Bridge Model Study of the Pingsheng Bridge in Foshan[J].China Civil Engineering Journal,2007,40(5):17-25.
[10]乔朋,狄谨.混凝土自锚式悬索桥吊索张拉优化研究[J].世界桥梁,2014,42(2):42-46.QIAO Peng,DI Jin.Study of Hanger Cable Tensioning Optimization for Self-anchored Concrete Suspension Bridge[J].World Bridges,2014,42(2):42-46.
[11]孙永明,张连振,李忠龙.自锚式悬索桥吊索目标索力影响参数分析[J].桥梁建设,2015,45(4):69-74.SUN Yong-ming,ZHANG Lian-zhen,LI Zhong-long.Analysis of Parameters Influencing Suspender Target Cable Forces of Self-anchored Suspension Bridge[J].Bridge Construction,2015,45(4):69-74.
[12]牛登辉,周志祥,吴海军,等.自锚式悬索桥体系转换过程的无应力状态控制法[J].重庆交通大学学报:自然科学版,2014,33(1):21-24.NIU Deng-hui,ZHOU Zhi-xiang,WU Hai-jun,et al.Control Method of Stress-free Status in Transition Process of Structural System for Self-anchored Suspension Bridge[J].Journal of Chongqing Jiaotong University:Natural Science Edition,2014,33(1):21-24.
[13]罗喜恒,肖汝诚,项海帆.空间缆索悬索桥的主缆线形分析[J].同济大学学报:自然科学版,2004,32(10):1349-1354.LUO Xi-heng,XIAO Ru-cheng,XIANG Hai-fan.Cable Shape Analysis of Suspension Bridge with Spatial Cables[J].Journal of Tongji University:Natural Sciences Edition,2004,32(10):1349-1354.
[14]周绪红,武隽,狄谨.大跨度自锚式悬索桥受力分析[J].土木工程学报,2006,39(2):42-45.ZHOU Xu-hong,WU Jun,DI Jin.Mechanical Analysis for Long Span Self-anchored Suspension Bridges[J].China Civil Engineering Journal,2006,39(2):42-45.
[15]袁明,王同民,黄晓航.大跨自锚式悬索桥吊索张拉与体系转换技术研究[J].世界桥梁,2015,43(3):15-19.YUAN Ming,WANG Tong-min,HUANG Xiao-hang.Study of Hanger Tensioning and System Transformation Techniques for Long-span Self-anchored Suspension Bridge[J].World Bridges,2015,43(3):15-19.
[16]李建慧,李爱群,袁辉辉,等.空间缆索悬索桥主鞍座结构设计与分析[J].公路交通科技,2009,26(8):73-76,88.LI Jian-hui,LI Ai-qun,YUAN Hui-hui,et al.Design and Analysis of Main Saddle Structure for Self-anchored Suspension Bridge with Spatial Cables[J].Journal of Highway and Transportation Research and Development,2009,26(8):73-76,88.
[17]张玉平,董创文.江东大桥双塔单跨空间主缆自锚式悬索桥的施工控制[J].公路交通科技,2010,27(7):76-82.ZHANG Yu-ping,DONG Chuang-wen.Construction Control of Self-anchored Suspension Bridge with Two Pylons and Single Span Spatial Cables in Jiangdong Bridge[J].Journal of Highway and Transportation Research and Development,2010,27(7):76-82.
[18]张哲,韩立中,万其柏.自锚式斜拉-悬吊协作体系桥的设计研究[J].公路交通科技,2010,27(6):46-51,71.ZHANG Zhe,HAN Li-zhong,WAN Qi-bai.Research on Design of Self-anchored Cable-stayed Suspension Bridge[J].Journal of Highway and Transportation Research and Development,2010,27(6):46-51,71.