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RESEARCH ON THE DEFORMATION AND FORCE CHARACTERISTICS OF UNDERGROUND UTILITY TUNNEL CROSSING GROUND FISSURE
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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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图 1 西安市地下综合管廊与地裂缝平面分布图
Figure 1. Plane distribution of underground utility tunnel and ground fissures in Xi'an city
图 4 管廊与地裂缝正交示意图
Figure 4. Schematic diagram of underground utility tunnel or thogonally crossing ground fissure zone
图 8 地裂缝不同位错量作用下地表竖向位移曲线图
Figure 8. Vertical displacement curve of ground surface under the action of ground fissure
图 9 地裂缝不同位错量作用下地表水平位移曲线图
Figure 9. Horizontal displacement curve of ground surface under the action of ground fissure
图 10 管廊竖向沉降变形云图(sz=50 cm)
Figure 10. Vertical settlement deformation nephogram of underground utility tunnel(sz=50 cm)
图 11 管廊顶板竖向沉降变形曲线图
Figure 11. Vertical settlement deformation curve of underground utility tunnel roof
图 12 管廊水平变形云图(sz=50 cm)
Figure 12. Horizontal deformation nephogram of underground utility tunnel(sz=50 cm)
图 13 管廊顶板水平变形曲线图
Figure 13. Horizontal deformation curve of underground utility tunnel roof
图 14 管廊底板水平变形曲线图
Figure 14. Horizontal deformation curve of underground utility tunnel roof
图 15 管廊底板接触压力曲线图
Figure 15. Contact pressure curve of underground utility tunnel floor
表 1 数值模拟计算参数
Table 1. Parameters of numerical simulation calculation
地层 弹性模量/MPa 泊松比 容重/kN·m-3 黏聚力/kPa 内摩擦角/(°) ①素填土 12.85 0.3 18 18 19 ②黄土 32.43 0.28 18.6 37 30 ③黄土状土 32.71 0.28 18.8 29 25 ④粉质黏土 31.08 0.28 19.9 35 28 ⑤古土壤 33.54 0.28 19.7 35 28 ⑥粉质黏土 27.55 0.28 18.7 29.2 26 管廊 30000 0.2 25 
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表 2 接触面计算参数
Table 2. Computing parameters of interface
接触面名称 法向刚度/kPa 切向刚度/kPa 黏聚力/kPa 内摩擦角/(°) 管廊之间 1500000 150000 38 35 管土接触面 30000 3000 23 27 地裂缝 8000 800 10 18
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