地铁施工引起的高铁桥梁基础变形监测研究

发布时间：2018-03-23 17:48

本文选题：变形监测　切入点：测量机器人　出处：《西南交通大学》2014年硕士论文

【摘要】：目前我国己经建成并开通了武广、郑西、京沪等多条高速铁路和城际客运专线,初步构建了高速铁路网。为了快速疏散客流,按照我国目前交通领域“零换乘”的规划设计理念,大中型城市高铁车站地下往往还连接一条或多条城市地铁连接在一起,形成现代化的交通枢纽。城市地铁线路由于种种原因,往往落后于高速铁路铁路建设,不能同步投入运行。这样就必然导致车站附近地铁施工会穿越已经开通运营高速铁路线路的情况。在城市附近,为节约用地,普遍采用以桥代路的策略,导致地铁隧道需要从铁路桥梁基础附近穿越。在地铁隧道施工过程中可能对邻近高铁桥梁基础产生扰动,导致高铁桥墩产生平面位移、倾斜及沉降等变形,而高速铁路无砟轨道对基础稳定性要求非常高,为确保高铁安全运营和结构安全,对地铁施工影响范围内的高铁桥梁基础变形进行监测非常必要。论文研究结合南京地铁6号线穿越京沪高速桥梁和宁安沉降铁路桥梁的实际情况,构建了采用测量机器人、倾斜传感器与静力水准仪等多种现代监测设备和传感器的监测方案,对高速铁路桥墩的平面位移、倾斜和沉降等几个方面的变形进行监测,采用卡尔曼滤波法对实时监测的倾斜和沉降监测数据进行处理,有效地降低了监测数据的噪音。对各个不同类型的监测数据之间得到的桥墩变形规律进行对比,变化趋势一致,变化量稍有差异。根据监测数据的综合分析,确定了宁安城际5#桥梁基础附近隔离防护桩试桩施工期间的变形规律,确定了隔离防护桩的有效性；确定了京沪高速铁路桥梁基础附近隔离防护桩施工期间、盾构隧道穿越期间和穿越之后不同施工阶段的桥梁基础的变形规律,分析了不同阶段变形与对应工况之间的关联。监测结果表明监测系统的有效性,客观反映了不同施工工况下高速铁路桥梁桥墩的平面位移、倾斜和沉降变化情况,为高速铁路安全运营和地铁旋工安全防护决策提供了客观的数据,研究结论对其他类似工程具有一定的参考价值。
[Abstract]:At present, our country has built and opened several high-speed railways, such as Wuguang, Zhengxi, Beijing-Shanghai, and inter-city passenger dedicated lines, and has preliminarily constructed a high-speed railway network. According to the planning and design concept of "zero transfer" in the field of transportation in our country, underground high-speed railway stations in large and medium-sized cities are often connected with one or more urban subways to form a modern transportation hub. Urban subway lines, for various reasons, often lag behind the construction of high-speed railways and cannot be put into operation at the same time. This will inevitably lead to subway construction near stations passing through the situation where high-speed railway lines have already been opened. In the vicinity of the city, In order to save land, the strategy of substituting bridges for roads is widely adopted, which leads to the subway tunnel crossing from the railway bridge foundation. During the construction of the subway tunnel, it may disturb the foundation of the adjacent high-speed railway bridge, resulting in the plane displacement of the piers of the high-speed railway. In order to ensure the safety operation and structural safety of high-speed railway, it is necessary to monitor the deformation of high-speed railway bridge foundation in the influence area of subway construction. According to the actual situation of Nanjing Metro Line 6 crossing Beijing-Shanghai high-speed bridge and Ningan subsidence railway bridge, the paper constructs a measuring robot. A variety of modern monitoring equipment and sensor monitoring schemes, such as tilt sensor and static level, are used to monitor the plane displacement, tilt and settlement of piers in high-speed railway. Kalman filter method is used to deal with the monitoring data of tilt and settlement in real time monitoring, which can effectively reduce the noise of monitoring data. The deformation law of bridge pier obtained from different types of monitoring data is compared, and the change trend is consistent. The amount of change varies slightly. According to the comprehensive analysis of monitoring data, the deformation law of isolated protective pile near the foundation of Ningan Intercity Bridge is determined, and the effectiveness of isolated protective pile is determined. The deformation law of the bridge foundation during the construction of isolated protective piles near the bridge foundation of Beijing-Shanghai high-speed railway, during and after the passage of shield tunnel is determined, and the relationship between the deformation of different stages and the corresponding working conditions is analyzed. The monitoring results show that the effectiveness of the monitoring system objectively reflects the changes of plane displacement, tilt and settlement of bridge piers of high-speed railway under different construction conditions. It provides the objective data for the safety operation of high-speed railway and the decision-making of the safety protection of metro rotary workers. The conclusion of the study has certain reference value for other similar projects.
【学位授予单位】：西南交通大学
【学位级别】：硕士
【学位授予年份】：2014
【分类号】：U446;U231.3

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