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THREE-DIMENSIONAL NUMERICAL ANALYSIS OF EXCAVATION EFFECT ON ADJACENT DOUBLE-COMPARTMENT UTILITY TUNNEL
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摘要: 随着城市地下空间的开发利用，出现越来越多邻近地下综合管廊基坑开挖的工程案例，对管廊结构安全及防水性能产生重要影响。以厦门某邻近既有双舱综合管廊的基坑开挖项目为研究背景，采用PLAXIS 3D建立三维有限元分析模型，基于HS-small小应变土体本构模型，模拟基坑开挖过程对综合管廊的影响。研究结果表明，开挖后，邻近综合管廊沿轴线方向的变形受力模式可分为平移转动区、相对扭转区和位移约束区3个特征区域。基坑中部附近管廊发生朝向基坑的平移和绕轴转动，基坑边界附近管廊发生相对扭转，远离基坑区域管廊的位移受土体约束而相对静止。位于平移转动区和相对扭转区内的管廊截面发生朝向基坑的剪切变形，管廊顶板相对底板发生朝向基坑的水平相对移动；邻近基坑一侧市政舱顶板和远离基坑一侧侧墙下半部分发生较大挠曲变形。管廊与基坑间距对3个变形特征区域的分布没有显著影响，但管廊离基坑越近会使得管廊结构的变形程度越大。Abstract: With the development and utilization of urban underground space, more and more basement excavations were located nearby an existing utility tunnel and have an important impact on the safety and waterproof performance of the utility tunnel. Based on a field case in Xiamen, a three-dimensional finite element analysis was conducted, using PLAXIS 3D with a HS-Small small-strain soil constitutive model, to investigate the effects of basement excavation on an adjacent double-compartment utility tunnel. The numerical results show that the deformation mechanism of an adjacent utility tunnel induced by excavation can be divided into three characteristic deformation modes, namely a translational-rotation zone, a relative torsion zone and a displacement constraint zone. Around the middle part of the basement excavation, the utility tunnel shifts towards the basement and rotates about its axis. Around the boundary of the basement excavation, the utility tunnel was subjected to relatively torsion. In a zone far from the basement, the utility tunnel was constrained by the surrounding soil and was relatively static. The cross-section of the utility tunnel located in the translational-rotation zone and the relative torsion zone was sheared towards the basement excavation. The roof of the utility tunnel displaces horizontally relative to the floor. Besides, the roof of the municipal compartment near the basement excavation and the lower part of the side wall far away from the basement excavation experience larger deformation. The distance between the utility tunnel and the basement has insignificant effect on the distribution of the three deformation characteristic zones. The closer the basement excavation is to the utility tunnel, the greater the deformation of the utility tunnel.
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Key words:
- Basement excavation /
- Utility tunnel /
- Numerical analysis /
- Deformation /
- Interaction
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图 2 数值模型示意图(单位：m)
a. 网格划分和边界条件；b. 基坑与管廊的位置关系；c. 管廊模型尺寸
Figure 2. Numerical model(unit: m)
图 4 基坑开挖后地表水平位移云图
Figure 4. Contours of horizontal displacement at the ground surface after excavation
图 5 围护墙侧向位移实测与计算结果(单位：mm)
a. 测斜管数据实测；b. X1点; c. X2点; d. X3点
Figure 5. Measured and computed horizontal displacement of retaining wall(unit: mm)
图 6 a-a′断面处围护墙侧向位移及墙后地表沉降曲线
Figure 6. Horizontal displacements of retaining wall and ground surface settlements at section a-a′
图 7 管廊腋角水平和竖向位移沿轴线分布曲线
a. 管廊腋角水平位移；b. 管廊腋角竖向位移
Figure 7. Horizontal and vertical displacement profile of utility tunnel at axillary angle
图 8 管廊底板和侧墙转动角沿轴线分布曲线
Figure 8. Distribution of torsion angles of floor and side wall of utility tunnel along axis
图 10 基坑开挖前后截面变形对比图(基坑中部)
Figure 10. Cross sections of utility tunnel before and after excavation(at the middle of excavation)
图 11 管廊结构外墙切向应变(基坑中部)
Figure 11. Tangential strains along the outer surface of utility tunnel(at the middle of excavation)
图 12 基坑开挖前后截面变形对比图(基坑边界)
Figure 12. Cross sections of utility tunnel before and after excavation(at the corner of excavation)
图 13 管廊结构外墙切向应变(基坑边界)
Figure 13. Tangential strains along the outer surface of utility tunnel(at the corner of excavation)
图 14 管廊周围土压力(单位：kN·m-2)
a. 基坑开挖前；b. 基坑开挖后
Figure 14. Distribution of earth pressure around the utility tunnel(unit: kN·m-2)
图 15 管廊与基坑不同间距下截面扭转角
Figure 15. Distribution of torsion angle with different distances between excavation and utility tunnel
图 16 管廊与基坑不同间距下截面扭转角(相对扭转区)
Figure 16. Distribution of torsion angle with different distances between excavation and utility tunnel
图 17 不同管廊与基坑间距下基坑中部截面内管廊结构外侧应变分布(单位：με)
Figure 17. Tangential strains along the outer surface of utility tunnel at the middle of excavation with different distances between excavation and utility tunnel(unit: με)
a. 2 m; b. 4 m; c. 6 m; d. 8 m; e. 10 m
图 18 截面拉应变最大值随管廊与基坑间距的变化曲线
Figure 18. The influences of distance between excavation and utility tunnel on maximum tangential strains along the outer surface of utility tunnel
表 1 HS-Small土体模型计算参数
Table 1. Calculation parameters of HS-Small soil model
土层 厚度/m γ/kN·m-3 c′/kPa φ′/(°) K0 m vur ψ/(°) Rf E50ref/MPa Eoedref/MPa Eurref/MPa γ0.7/×10-4 G0ref/MPa ①人工填土 3 18 12.0 12 0.79 0.8 0.2 0 0.9 14.4 8 72 3 288 ②淤泥 1 16 15.0 10 0.86 0.8 0.3 0 0.6 2.5 5 25 3 100 ③中砂 5 19 4.0 27 0.55 0.8 0.2 0 0.9 16.2 9 81 3 324 ④残积砂质黏性土 10 19 25.7 27 0.55 0.8 0.2 0 0.9 18.0 10 90 3 360 ⑤全风化花岗岩 11 19 26.0 28 0.53 0.8 0.2 0 0.9 23.4 13 117 3 468 
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表 2 结构模型材料计算参数
Table 2. Material calculation parameters of structural model
结构 材料模型 E/GPa γ/kN·m-3 管廊、围护墙、冠梁、内支撑、立柱桩 线弹性 32 25
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表 3 管廊不同截面变形信息表
Table 3. Deformation information table of different section of utility tunnel
变形 截面位置 腋角① 腋角② 腋角③ 腋角④ 水平位移/mm 基坑中部 1.43 1.40 1.15 1.14 基坑边界 0.55 0.54 0.44 0.44 竖向位移/mm 基坑中部 0.71 0.48 0.71 0.48 基坑边界 0.31 0.24 0.31 0.23
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