闫钰丰, 黄强兵, 杨学军, 王平. 2018: 地下综合管廊穿越地裂缝变形与受力特征研究. 工程地质学报, 26(5): 1203-1210. DOI: 10.13544/j.cnki.jeg.2018132
    引用本文: 闫钰丰, 黄强兵, 杨学军, 王平. 2018: 地下综合管廊穿越地裂缝变形与受力特征研究. 工程地质学报, 26(5): 1203-1210. DOI: 10.13544/j.cnki.jeg.2018132
    YAN Yufeng, HUANG Qiangbing, YANG Xuejun, WANG Ping. 2018: RESEARCH ON THE DEFORMATION AND FORCE CHARACTERISTICS OF UNDERGROUND UTILITY TUNNEL CROSSING GROUND FISSURE. JOURNAL OF ENGINEERING GEOLOGY, 26(5): 1203-1210. DOI: 10.13544/j.cnki.jeg.2018132
    Citation: YAN Yufeng, HUANG Qiangbing, YANG Xuejun, WANG Ping. 2018: RESEARCH ON THE DEFORMATION AND FORCE CHARACTERISTICS OF UNDERGROUND UTILITY TUNNEL CROSSING GROUND FISSURE. JOURNAL OF ENGINEERING GEOLOGY, 26(5): 1203-1210. DOI: 10.13544/j.cnki.jeg.2018132

    地下综合管廊穿越地裂缝变形与受力特征研究

    RESEARCH ON THE DEFORMATION AND FORCE CHARACTERISTICS OF UNDERGROUND UTILITY TUNNEL CROSSING GROUND FISSURE

    • 摘要: 以西安市昆明路地下综合管廊穿越f3地裂缝为研究对象,基于有限元数值模拟分析了地裂缝错动作用下分段地下综合管廊的变形与受力特征。结果表明:地裂缝错动作用下地下管廊顶板竖向沉降变形整体上呈现反“S”形特征,其变形量随地裂缝错动量的增大而增大;管廊结构纵向变形大致可划分3个变形段即下盘翘曲变形段、不均匀沉降段和上盘整体沉降段;在管廊设计使用寿期100 a内地裂缝错动量为50 cm时,管廊接头部位顶板的水平位移在地裂缝带处达到峰值,为4.1 cm,而底板水平位移为3.2 cm,管廊接头部位易发生张开、错位破坏现象,应予以加固;在地裂缝带附近,上盘管廊底板的接触压力减低至0,存在底板脱空现象,应预留注浆孔便于必要时进行注浆加固处理,而下盘管廊底板的接触压力则有明显增大的趋势;当地裂缝错动量超过20 cm时管廊结构顶、底板的拉应变超过了混凝土的极限拉应变,管廊变形破坏模式主要为拉张破坏。研究结果可以为西安市及其他地裂缝发育区地下综合管廊穿越地裂缝带的结构设计提供科学依据。

       

      Abstract: This paper takes the Kunming road underground utility tunnel crossing through f3 ground fissure in Xi'an city, China as research object. The deformation and force characteristics of underground segmented utility tunnel is analysed with finite element numerical simulationmethod. The results show that the vertical settlement deformation at the roof of underground utility tunnel exhibits reverse-S shape as a whole, and increases with the settlement of the hanging wall of ground fissure increasing. The longitudinal deformation of underground utility tunnel can be divided into three deformation sections:warping deformation section at the hanging wall of ground fissure, differential settlement section, and integral deformation section at the footwall of ground fissure. Under the action of ground fissure with a vertical dislocation 50 cm in the design life of 100 years, the horizontal displacement peak value of utility tunnel roof appears in the position of ground fissure zone. The maximum values are 4.1 cm on roof and 3.2 cm on the floor of utility tunnel. The joints between utility segmented tunnels is easy to pull apart and be damaged and should be reinforced. Nearby the ground fissure zone, the contact pressure between the utility tunnel floor and soil stratum decreases to 0 at the hanging wall with the increase of vertical dislocation of ground fissure and underground utility tunnel floor appears disengaging phenomenon. Grouting holes should be reserved convenient to grouting treatment, But the contact pressure between underground utility tunnel roof and soil stratum has an increase trend. The strain of the underground utility tunnel roof and floor exceeds the limit of the concrete strain when settlement of the hanging wall of ground fissure reaches 20 cm. Therefore, the deformation and failure mode of the underground utility tunnel is mainly tensile failure under the action of ground fissure. The research can provide a scientific basis for engineering design of underground utility tunnel crossing ground fissure zone in Xi'an city and other developed areas of ground fissure.

       

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