- I - 摘要 随着我国交通基础设施建设的推进，在未来的几十年内将有大批桥梁面临改 建和替换。桥梁重建势必会影响既有道路上的车辆通行，带来较大的社会成本。 因而发展一种快速桥梁建造技术势在必行。预制拼装技术采用工厂化生产、现场 拼装回避了大量的现场工序，能够实现桥梁的快速施工。而且预制拼装技术能有 效控制施工质量并减少对现场周边的干扰使其成为未来的发展趋势。 目前，桥梁上部结构的预制技术已经比较成熟，但桥梁下部结构却很少采用 预制技术。而且现存预制下部结构桥梁大都位于低烈度区。由于起重、运输限制 桥墩只能分节段预制。预制节段间的连接部分在地震的作用下可能会成为薄弱点 发生破坏，这大大限制了预制桥墩在工程中的应用。国内对预制拼装桥墩的地震 响应机理研究较少，对于连接构造的设计与施工方法尚处于探索阶段。 随着抗震技术的发展，除了抗震安全性能，工程界还对结构的震后损伤、残 余变形等方面提出了更高的要求。以往研究表明，设计合理的连接构造能使预制 桥墩具有比传统现浇桥墩更优秀的抗震性能。 本文以震后低损伤、低残余变形为目标，设计了一种基于摩擦自锁原理的预 制桥墩连接构造。并采用有限元软件 ABAQUS 对摩擦自锁式连接构造进行了三 维仿真建模。并对关键设计参数对连接构造滞回性能、部件应力的影响进行了研 究。然后，基于实际应用对摩擦自锁式连接构造的设计细节进行了优化。最后， 对摩擦自锁式连接构造在实际地震作用下的响应进行了初步分析。 结果表明，本文设计的摩擦自锁式连接构造基本能够实现震后低损伤、低残 余变形的设计目标。初步验证了其实际应用的可行性。 关键词：预制桥墩；自复位；摩擦自锁Abstract - III - Abstract With the development of transportation infrastructure in China, a large number of bridges will be replaced and renovated in the next few decades. Bridge reconstruction will inevitably influence the traffic on existed road and bring larger social costs. So it is imperative to develop a kind of rapid bridge construction technology. Precast assembly technology which applies factory production on-site assembly to avoid a lot of on-site process can achieve the rapid construction of bridge. By effectively controlling the construction quality and reducing the interference to surrounding environment, utilizing precast assembly technology in the bridge reconstruction projects become the trend in the future. Presently, the precast technology is comparatively mature in the bridge superstructure, but it is seldom used in bridge substructure，and most of the existing bridges using precast substructure are located in the low intensity area. Due to the weight restrictions of lifting and transportation, piers have to be prefabricated in segments. The connecting part of the precast segment may become weak point under the action of earthquake, which greatly limits the application of prefabricated bridge pier in engineering. Few of domestic research have been conducted on the seismic response mechanism of precast assembly piers. The design and construction method of the connection structure is still under the exploration. With the development of seismic technology, the engineering community has strictly required on the earthquake damage and residual deformation of the structure besides the seismic safety performance. Previous studies showed that the reasonable design of connecting can make the prefabricated bridge pier to perform better than traditional cast-in-situ pier in seismic resistance. This paper aims to reduce the damage and residual deformation caused by the quake. We designed a kind of prefabricated bridge pier connecting structure base on the principle of friction self-locking. The 3D simulation model of the friction self-locking connection structure is simulated by using the finite element software ABAQUS. The influence of key design parameters on the hysteretic behavior and the component stress of the connection structure are studied. Then, based on the practical application, the design details of the friction self-locking connection structure are optimized. The response of the friction self-locking connection structure under the北京工业大学工学硕士学位报告 - IV - action of the earthquake is analyzed. The results show that the design of friction self-locking connection structure can achieve the design goal of low damage and low residual deformation. The feasibility of its practical application is preliminarily verified. Key words: Precast pier, Self-centering, Friction self-locking目 录 - V - 目 录 摘要 ........I Abstract..... III 目 录 .......V 第 1 章 绪论.......1 1.1 研究背景及意义 ..... 1 1.2 国内外研究现状 ..... 2 1.3 本文主要研究内容 . 4 第 2 章 预制拼装桥墩连接构造设计 ......5 2.1 构造组成 ........ 5 2.2 设计优势 ........ 7 2.3 施工步骤 ........ 8 第 3 章 连接装置滞回性能的数值分析...9 3.1 数值模型 ........ 9 3.2 初步分析结果 ....... 12 第 4 章 连接构造的参数分析 ......15 4.1 自锁销间接触面摩擦系数影响 ...... 15 4.2 外套管钢板厚度影响 .... 18 4.3 桥墩轴压比影响 ... 21 4.4 自锁销坡度影响 ... 24 4.5 小结 ..... 27 第 5 章 连接构造的实用优化 ......29 5.1 套管内混凝土的局部加固 ..... 29 5.2 自锁销接触面形状改进 32 5.3 外套管的 CFRP 加强 ...... 36 5.4 小结 ..... 39 第 6 章 连接构造的地震时程响应........41 6.1 数值模型 ...... 41 6.2 分析结果 ...... 41 结论与展望.......45