土岩复合地层盾构地中对接法刀盘拆卸不完全拱压力计算

陈星欣; 何明高; 施文城; 郭力群

doi:10.11779/CJGE20231228

土岩复合地层盾构地中对接法刀盘拆卸不完全拱压力计算 English Version

华侨大学土木工程学院, 福建厦门 361021

详细信息

作者简介:
陈星欣(1984—)，男，博士，教授，主要从事城市地下空间工程研究工作。E-mail: chenxx@hqu.edu.cn

中图分类号: TU43
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出版历程
- 收稿日期: 2023-12-14
- 网络出版日期: 2024-06-18
- 刊出日期: 2024-11-30

Calculation of pressures on after incomplete arch cutterhead removal in earth-rock composite formation by in-situ junction method for shield tunneling

School of Civil Engineering, Huaqiao University, Xiamen 361021, China

摘要

摘要: 采用“相向掘进、地中对接、弃壳解体”的盾构地中对接法时，确保刀盘拆机后临空面稳定性是安全对接的关键。依托青岛盾构对接工程，通过COMSOL Multiphysics建立数值模型，基于主应力矢量流线偏转和各向应力变化确定盾构地中对接段压力拱主拱圈范围，并通过考虑大主应力不完全偏转和内摩擦角不完全调用推导上覆围岩压力计算公式。结果表明：盾构对接段沿隧道轴向的大主应力未见矢量流线成拱，沿隧道径向的成拱效应更为显著。由于拱顶存在松动区域，内边界并未与隧道上边沿重合，而是向上发展至拱顶一定高度，压力拱两侧边界倾斜向上，主拱圈整体呈现为盆状。对比不完全拱的大主应力实际偏转情况发现圆弧、线性、抛物线形拱迹线均高估了大主应力偏转角度，导致侧压力系数偏大，计算上覆围岩压力时偏于不安全，调用内摩擦角则随着距拱顶距离的减小而增大，通过数值模型计算和理论分析得出在压力拱作用下临空面荷载下降为初始围压的1/3。
- 盾构对接 /
- 不完全拱 /
- 上覆压力 /
- 拱迹线 /
- 偏转
Abstract: It is the key to ensure the stability of the free face after the cutterhead is disassembled by using the shield junction method of "junction, shell abandoning and disintegration in opposite tunneling". For a shield tunneling project in Qingdao, a numerical model is established by COMSOL Multiphysics. Based on the streamline deflection of the principal stress vector and change of stresses in various directions, the range of the main arch ring of the pressure arch in the junction section of the tunneling is determined, and the formula for calculating the overlying pressures on the surrounding rock is derived by considering the incomplete deflection of the major principal stress and the incomplete call of the internal friction angle. The results show that the major principal stress along the tunnel axis does not arch along the vector streamline, but the arching effects along the tunnel axis are more significant. Due to the loose area at the vault, the inner boundary does not coincide with the upper edge of the tunnel, but is a certain height away from the vault. The boundaries at both sides of the pressure arch are inclined upward, and the main arch ring is generally in the shape of a basin. By comparing the actual deflection of the major principal stress of incomplete arch, it is found that the arc, linear and parabolic arch traces all overestimate the deflection angle of the principal stress, resulting in a large lateral pressure coefficient, and it is unsafe to calculate the overlying earth pressures, while the internal friction angle increases with the decrease of the distance from the arch vault. Through the numerical calculation and theoretical analysis, it is concluded that under the action of pressure arch, the loads on the free surface drop to 1/3 of the initial confining pressures.
- shield junction /
- incomplete arch /
- overlying pressure /
- arch trace /
- deflection

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图 1 三维计算模型

Figure 1. Three-dimensional model

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图 2 大主应力矢量流线偏转图

Figure 2. Streamline deflection of principal stress vector

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图 3 压力拱主拱圈外边界确定图

Figure 3. Determination of outer boundary main arch ring of pressure arch

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图 4 压力拱主拱圈内边界确定图

Figure 4. Determination of inner boundary of main arch ring of pressure arch

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图 5 隧道上部成拱区域围岩应力分布

Figure 5. Stress distribution of surrounding rock in upper arch area of tunnel

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图 6 压力拱主拱圈简化模型

Figure 6. Simplified model for main arch ring of pressure arch

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图 7 压力拱成拱机理

Figure 7. Forming mechanism of pressure arch

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图 8 最大主应力拱迹线

Figure 8. Arch traces of major principal stress

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图 9 拱顶平均侧压力系数

Figure 9. Mean lateral pressure coefficients of arch vanlt

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图 10 不完全拱计算应力莫尔圆

Figure 10. Mohr circle of stress for calculation of incomplete arch

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图 11 调用内摩擦角

Figure 11. Call of internal friction angle

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图 12 微分土条受力分析

Figure 12. Force analysis of differential soil strips

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图 13 压力拱间平均垂直应力

Figure 13. Mean vertical stresses between arches

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表 1 材料物理力学参数

Table 1 Physical and mechanical parameters of materials

地层	H/m	g/(kg·m^-3)	E/MPa	μ	c/kPa	$\varphi$ /(°)
回填土	2.2	1750	20	0.35	15	10
含有机质粉质黏土	4.5	1800	15	0.36	9	7
粉质黏土	4.1	2000	28	0.34	17	13
强风化安山岩	2.1	2200	1600	0.33	45	21
微风化安山岩	32.3	2500	10500	0.30	300	36
管片	—	2500	27600	0.20	—	—
盾壳	—	7800	206000	0.25	—	—
注浆层	—	2000	100	0.25	—	—
注：H为层厚，g为密度，E为弹性模量，μ为泊松比，c为黏聚力， $\varphi$ 为内摩擦角。

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表 2 拱顶平均垂直应力计算参数

Table 2 Parameters of mean vertical stress of arch vault

距拱顶距离/m	土条宽度/m	平均侧压力系数	调用内摩擦角/(°)
5.5	6.0	0.956	0
4.5	5.8	0.895	7.48
3.5	5.6	0.858	11.13
2.5	5.4	0.847	13.59
1.5	5.2	0.861	15.54
0.5	5.0	0.950	17.07

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