Ground and structural deformation characteristics of metro stations constructed by the PBM method
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摘要: 沈阳某地铁车站采用PBM工法开挖，以该暗挖工程为背景，介绍了PBM工法现场施工关键技术及措施，通过现场监测和数据分析，研究了PBM工法车站开挖过程引起的地表沉降、结构变形和应变的变化规律。研究结果表明：该车站PBM工法施工引起地表最终沉降最大值约25 mm，沉降控制水平较好；整体结构变形及应变处于安全范围，表明PBM工法整体结构布置合理。在负一层的开挖及结构浇筑中，应减小开挖步距和顶板注浆的速度，以减小对上覆管线的扰动；当负一层开挖施工到中部横梁时应适当减缓开挖速度，加强临时支护，从而更好地控制横梁竖向变形。Abstract: Using the underground excavation section of a metro station in Shenyang as a case study, this research introduces the key technologies and measures for on-site construction of the PBM method. Through on-site monitoring tests, the variation laws of surface settlement, structural deformation and strain caused by the excavation process of the PBM method were studied. The findings demonstrate that the maximum final settlement of the PBM method is about 25 mm, and indicating an acceptable settlement control level. The overall structural deformation and strain are within the safe range, indicating that the overall structural layout of the PBM method station is reasonable. During the excavation and structure pouring of the negative first floor, the excavation step distance and the speed of top plate grouting should be reduced to minimize the disturbance to the overlying pipelines. When the excavation of the negative first floor reaches the central crossbeam, the excavation speed should be appropriately slowed down and temporary support should be strengthened to better control the vertical deformation of the crossbeam.
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图 4 市府大路站暗挖段主体结构布置图
Figure 4. Layout diagram of the main structure of the underground section of the metro station
图 8 地表沉降历时曲线
注：由于点分布较密，图中每5点仅显示1点，其余点跳过，由曲线代替连接。
Figure 8. Time-history curve of ground settlement
图 10 地表沉降横断面监测值对比图
Figure 10. Comparison chart of surface subsidence cross-sectional monitoring values
图 11 地表沉降纵断面监测值分布图
Figure 11. Distribution map of longitudinal section monitoring values of surface subsidence
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