I 摘要 随着钢桁梁斜拉桥结构体系的提出，加之建造技术的不断发展与成熟，大跨 径桥梁大量选用斜拉桥桥型。因此，研究斜拉桥施工监控技术，尤其是公铁两用 钢桁梁斜拉桥，对大跨径桥梁的建设发展意义重大。与主梁为混凝土梁、钢箱梁 等其他形式的斜拉桥相比，钢桁梁斜拉桥具有特定的主梁形式，其施工控制有特 殊之处。本文基于已有研究，以芜湖公铁长江大桥为依托工程，总结研究了公铁 两用钢桁梁斜拉桥的施工监控技术。研究内容如下: (1)归纳总结了公铁两用钢桁梁斜拉桥的主要特点，包括结构特点与施工控制 的特点。总结梳理了斜拉桥施工控制理论的发展现状，包括控制技术、参数识别、 计算方法、塔梁同步施工可行性分析这四个方面的发展现状。 (2)利用有限元软件 MIDAS 分别建立芜湖公铁长江大桥一次成桥模型和分阶 段施工模型。通过正装迭代法和无应力状态法结合求解施工阶段合理状态，然后 将分阶段施工模型最终成桥状态与一次成桥状态进行对比，对比结果表明两者吻 合的较好。根据关键施工阶段的位移与应力，总结钢桁梁斜拉桥施工阶段中的变 化规律。 (3)基于门式主塔钢桁梁斜拉桥塔梁同步施工，本文介绍了斜拉桥塔梁同步施 工方法，着重讨论了塔梁同步施工优缺点和施工监控的影响因素。对塔梁同步进 行可行性分析，包括与原方案先塔后梁方案的对比分析、塔梁同步对门式主塔的 横向变形影响分析、塔梁同步施工阶段不平衡荷载的定量分析、单侧起吊工况下 结构安全验算。针对不同影响因素给出施工控制中相应的控制措施。 (4)以芜湖公铁长江大桥为例，阐述了公铁两用钢桁梁斜拉桥的施工监测系 统。针对钢桁梁斜拉桥进行参数敏感性分析，总结了结构响应敏感的设计参数， 最后通过典型的架梁-张拉斜拉索的工况为例，运用最小二乘法对参数进行识别。 关键词，斜拉桥；钢桁梁；施工阶段理想状态；塔梁同步；参数识别；敏感性分 析ABSTRACT III ABSTRACT A growing number of long-span bridges have adopted the cable-stayed bridge type since the structural system of steel truss cable-stayed bridge is proposed and the construction technology develops to be mature. Therefore, the research on the construction monitoring and control technology of cable-stayed bridge, especially the rail-cum-road steel truss cable-stayed bridge, is of great significance for the development of long-span bridges. Steel truss cable-stayed bridge features its specific main girder and its unique construction monitoring and control when compared with other cable-stayed bridges whose main girders are concrete or steel box shaped. This thesis has studied the approach of construction mornitoring and control for rail-cum-road steel truss cable-stayed bridge by the project of Wuhu Yangtze River Rail-cum-Road Bridge based on existing research. The main research contents are as follows: (1) The main features of rail-cum-road steel truss cable-stayed bridge, as well as the features of its structure and its construction monitoring and control, have been summarized. This thesis has also concluded the development and present situation of cable-stayed bridge in terms of its construction mornitoring and control method, including its control technology, parameter identification, calculation method and feasibility analysis of synchronous construction of tower and girder. (2) The finite element software, MIDAS, is applied to the establishment of the once-bridge model and the phased construction model of Wuhu Yangtze River Rail-cum-Road Bridge. The reasonable state of the construction stage is figured out by combining the forward iteration method and the unstressed state control method. The phased-construction model is compared with the once-bridge model concerning their completion state of the once-bridge model. And the comparison results show that the two methods are in good agreement with each other. According to the displacement and stress of the key construction stages, the variation law of steel truss cable-stayed bridge in construction stage is summarized. (3) Based on the steel truss cable-stayed bridge with portal main tower, this thesis introduces the synchronous construction method of tower and girder of cable-stayed bridge, and focuses on its merits and demerits, and the factors affecting the constructionABSTRACT IV monitoring and control. The feasibility of synchronous construction of tower and girder is analyzed. Besides, this thesis has also conducted comparison analysis with the original construction scheme of tower first and girder later, analysis of the influence of synchronous construction on lateral deformation of the portal main tower, quantitative analysis of the unbalanced load during the synchronous construction, and analysis of structural safety check calculation under the condition of one-side lifting work. Specific measures in construction monitoring and control are provided respectively in light of different factors. (4) Wuhu Yangtze River Rail-cum-Road Bridge is taken as an example to illustrate the construction monitoring and control system of rail-cum-road steel truss cable-stayed bridge. The design parameters which are sensitive to the structural response are found out through the analysis of parameter sensitivity of steel truss cable-stayed bridge. Finally, the parameters are identified by the least square method in the typical example of working condition of frame girder-tension stay cable. KEYWORDS，cable-stayed bridge；steel truss；synchronous construction of tower and girder；parameter identification；sensitivity analysis目 录 V 目 录 摘要....................................................................................................................................I ABSTRACT.................................................................................................................... III 1 绪论.............................................................................................................................1 1.1 钢桁梁斜拉桥概述...........................................................................................1 1.1.1 钢桁梁斜拉桥的特点.............................................................................1 1.1.2 钢桁梁斜拉桥施工控制特点.................................................................2 1.1.3 钢桁梁斜拉桥的建设与发展.................................................................3 1.2 斜拉桥施工监控理论现状...............................................................................6 1.2.1 斜拉桥施工控制技术发展与现状.........................................................7 1.2.2 参数识别研究现状.................................................................................9 1.2.3 施工控制计算方法研究现状...............................................................10 1.2.4 塔梁同步施工可行性分析研究现状...................................................11 1.3 本文研究的主要内容、目的和意义.............................................................12 2 理想成桥状态...........................................................................................................13 2.1 钢桁梁斜拉桥理想成桥状态复核原理.........................................................13 2.2 钢桁梁斜拉桥理想成桥状态复核方法.........................................................14 2.3 工程背景.........................................................................................................16 2.4 理想成桥状态复核.........................................................................................19 2.4.1 全桥有限元模型...................................................................................19 2.4.2 差值迭代法（桁架单元）计算结果...................................................20 2.4.3 无应力长度法（索单元）计算结果...................................................23 2.4.4 两种方法比较.......................................................................................27 2.5 索塔锚固区预抬量.........................................................................................28 2.6 本章小结.........................................................................................................29 3 施工过程仿真计算...................................................................................................31 3.1 施工阶段拉索初张拉力确定原理.................................................................31 3.2 主要施工过程..............