基于索长迭代法的斜拉桥合理施工阶段索力研究
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摘要
为解决钢绞线斜拉索无应力长度缺失带来的施工控制难题,提高大跨度斜拉桥施工控制的高效性,将单根索内钢绞线视为整体,基于无应力状态基本原理,根据拉索张拉前结构状态与拉索目标无应力长度,提出了求解斜拉桥合理施工阶段索力的索长迭代法,并基于北盘江大桥实际施工流程,分别采用索长迭代法和索力控制法进行了正装分析。结果表明:在实际施工流程计算中,索长迭代法可很好地自适应施工工序和临时荷载的改变,通过索长迭代法得到的标高、索力与目标状态的最大差值分别为20. 3 mm、25. 2 kN,状态差值均较小且随着悬臂长度的增加状态差值最终都得以收敛;而采用索力控制时,成桥状态的偏差均较大,与目标线形、索力的最大差值达到了523. 9 mm、380. 7 kN,体现了索长迭代的实用性、优越性
In order to solve the problem of construction control precision caused by the absence of non-stress length of strand stay cable,make construction control efficient in long-span cable-stayed bridges,treat the strands in single cable as whole,based on the basic principle of zero-stress length,according to the actual state of structure before cable tensioning and the target zero-stress length of cable,the cable-length-iteration method for solving cable force in reasonable construction stage in cable-stayed bridges is proposed,then based on the actual construction process in Beipan River Bridge,using cablelength-iterative method and cable-force-control method for forward analysis respectively. The results show that in the analysis of the actual construction process,cable-length-iterative method can be well adapted to construction process and temporary load changes,the maximum difference in elevation and cable force between the calculated state and the target state is 20. 3 mm and 25. 2 kN respectively,the state difference is small and it is finally converged with cantilever length increasing. On the other hand,there is a great difference between the completion state and the target state while using cable-force-control method,the maximum difference in elevation and cable force between the calculated state and the target state reaches 523. 9 mm and 380. 7 kN respectively,the practicality and superiority of cable-length-iterative method is reflected.
In order to solve the problem of construction control precision caused by the absence of non-stress length of strand stay cable,make construction control efficient in long-span cable-stayed bridges,treat the strands in single cable as whole,based on the basic principle of zero-stress length,according to the actual state of structure before cable tensioning and the target zero-stress length of cable,the cable-length-iteration method for solving cable force in reasonable construction stage in cable-stayed bridges is proposed,then based on the actual construction process in Beipan River Bridge,using cablelength-iterative method and cable-force-control method for forward analysis respectively. The results show that in the analysis of the actual construction process,cable-length-iterative method can be well adapted to construction process and temporary load changes,the maximum difference in elevation and cable force between the calculated state and the target state is 20. 3 mm and 25. 2 kN respectively,the state difference is small and it is finally converged with cantilever length increasing. On the other hand,there is a great difference between the completion state and the target state while using cable-force-control method,the maximum difference in elevation and cable force between the calculated state and the target state reaches 523. 9 mm and 380. 7 kN respectively,the practicality and superiority of cable-length-iterative method is reflected.
引文
[1]向中富.桥梁工程控制[M].北京:人民交通出版社,2011.
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[6]刘小刚.无应力状态法在钢桁梁拉桥施工控制中的应用[D].广州:华南理工大学,2012.
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[8]梁鹏.超大跨度斜拉桥几何非线性及随机模拟分析[D].上海:同济大学,2004.
[9]董道福,陈常松,颜东煌,等.单元解体法精确求解梁元无应力构形[J].湖南大学学报(自然科学版),2016,43(11):112-119.
[10]王晟.钢桁梁斜拉桥节段纵移悬拼足尺模型试验及状态偏差预测与控制技术研究[D].长沙:长沙理工大学,2017.
[11]Madenci E,Guven I.The Finite Element Method and Applications in Engineering Using ANSYS(2nd edition)[M].USA:Springer,2015.
[12]陈常松.超大跨度斜拉桥施工全过程几何非线性精细分析理论及应用研究[D].长沙:中南大学,2007.
[13]JTG D60-2015,公路桥涵设计通用规范[S].
[14]颜东煌,王晟,母进伟,等.节段纵移悬拼法足尺模型试验动载效应研究[J].中国公路学报,2016,29(11):57-64.
[15]Alberto M.B.Martins,Luís M.C.Sim?es,Jo?o H.J.O.Negr?o.Cable Stretching Force Optimization of Concrete Cable-stayed Bridges Including Construction Stages and Time-dependent Effects[J].Structural and Multidisciplinary Optimization,2015,51(3):757-772.
[16]SUN Yuchi,WANG Chunying,Eng-Huat Teo.Application of Particle Swarm Optimisation to Construction Planning for Cablestayed Bridges by the Cantilever Erection Method[J].Structure and Infrastructure Engineering,2016,12(2):208-222.
[2]颜东煌,刘光栋.确定斜拉桥合理施工状态的正装迭代法[J].中国公路学报,1999,12(2):61-66.
[3]秦顺全.分阶段施工桥梁的无应力状态控制法[J].桥梁建设,2008(1):8-14.
[4]李乔,卜一之,张清华.基于几何控制的全过程自适应施工控制系统研究[J].土木工程学报,2009,42(7):69-77.
[5]黄灿.基于几何控制法的大跨度斜拉桥自适应施工控制体系硏究[D].成都:西南交通大学,2011.
[6]刘小刚.无应力状态法在钢桁梁拉桥施工控制中的应用[D].广州:华南理工大学,2012.
[7]何旭辉,杨贤康,朱伟.钢桁梁斜拉桥成桥索力优化的实用算法[J].铁道学报,2014,36(6):99-106.
[8]梁鹏.超大跨度斜拉桥几何非线性及随机模拟分析[D].上海:同济大学,2004.
[9]董道福,陈常松,颜东煌,等.单元解体法精确求解梁元无应力构形[J].湖南大学学报(自然科学版),2016,43(11):112-119.
[10]王晟.钢桁梁斜拉桥节段纵移悬拼足尺模型试验及状态偏差预测与控制技术研究[D].长沙:长沙理工大学,2017.
[11]Madenci E,Guven I.The Finite Element Method and Applications in Engineering Using ANSYS(2nd edition)[M].USA:Springer,2015.
[12]陈常松.超大跨度斜拉桥施工全过程几何非线性精细分析理论及应用研究[D].长沙:中南大学,2007.
[13]JTG D60-2015,公路桥涵设计通用规范[S].
[14]颜东煌,王晟,母进伟,等.节段纵移悬拼法足尺模型试验动载效应研究[J].中国公路学报,2016,29(11):57-64.
[15]Alberto M.B.Martins,Luís M.C.Sim?es,Jo?o H.J.O.Negr?o.Cable Stretching Force Optimization of Concrete Cable-stayed Bridges Including Construction Stages and Time-dependent Effects[J].Structural and Multidisciplinary Optimization,2015,51(3):757-772.
[16]SUN Yuchi,WANG Chunying,Eng-Huat Teo.Application of Particle Swarm Optimisation to Construction Planning for Cablestayed Bridges by the Cantilever Erection Method[J].Structure and Infrastructure Engineering,2016,12(2):208-222.