松散堆积体隧道压力拱效应试验与数值模拟

昝文博; 赖金星; 邱军领; 曹校勇; 冯志华; 宋飞庭

doi:10.11779/CJGE202109011

松散堆积体隧道压力拱效应试验与数值模拟 English Version

昝文博^{1, 2,},
赖金星¹,
邱军领^1, ,,
曹校勇³,
冯志华^{1, 4},
宋飞庭^{1, 5}

1.
长安大学公路学院,陕西　西安　710064
2.
陕西工业职业技术学院土木工程学院,陕西　咸阳　712000
3.
中交第一公路勘察设计研究院,陕西　西安　710075
4.
河北省交通规划设计研究院,河北　石家庄　050011
5.
武警第二机动总队交通某部,西藏　林芝　860000

基金项目:

陕西省重点研发计划项目 2020SF-428

中交股份科技项目 2016-ZJGJ-ZX-1201

详细信息

作者简介:
昝文博(1994— ),男,讲师,博士研究生,主要从事隧道及地下工程方面的教学和科研。E-mail：zanwb@chd.edu.cn

通讯作者:
邱军领, E-mail：junlingqiu@chd.edu.cn

中图分类号: U451
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出版历程
- 收稿日期: 2021-02-05
- 网络出版日期: 2022-12-02
- 刊出日期: 2021-08-31

Experiments and numerical simulations on pressure-arch effect for a tunnel in loose deposits

1.
School of Highway, Chang’an University, Xi'an 710064, China
2.
School of Civil Engineering, Shaanxi Polytechnic Institute, Xianyang 712000, China
3.
CCCC First Highway Consultants Co., Ltd., Xi'an 710075, China
4.
Hebei Provincial Communications Planning and Design Institute, Shijiazhuang 050011, China
5.
A Traffic Department of the Second Mobile Brigade of the Armed Police, Nyingchi 860000, China

摘要

摘要: 以国道318线某堆积体隧道工程为背景,采用相似模型试验和有限元数值仿真相结合的方法研究松散堆积体隧道开挖引起的围岩应力扰动特征与压力拱形成机理,详细分析围岩径、环向应力变化及其压力拱的形成与稳定机制。结果表明：拱部围岩松动范围和松弛幅度均较大且已经延伸至地表,而边墙部位扰动深度较小但松弛幅度较大；拱部120°范围内围岩表现出明显的径向松动和环向成拱效应,边墙部位0～0.55倍开挖跨度范围内的围岩径向和环向应力显著增大形成高度应力集中区,承担着压力拱及其上的围岩荷重。围岩成拱系数具有显著的空间变化规律,其中拱顶成拱系数最大且随掌子面开挖近似呈线性增大,边墙成拱系数次之但受开挖空间效应的影响范围很小,30°～60°范围的成拱系数只在掌子面前后6 m范围内开挖时增长较大但很快便趋于稳定；试验和计算压力拱形状均呈尖拱形,它的形成对于维持洞室的稳定和减小支护结构的受力具有十分重要的意义。
- 隧道工程 /
- 松散堆积体 /
- 围岩应力 /
- 压力拱 /
- 数值模拟
Abstract: A tunnel in loose deposits, located in the National Highway No. 318, is referenced to investigate the stress disturbance characteristics and mechanism of pressure arch through a combination of physical tests and numerical simulations. The radial and circumferential stresses, formation and stability mechanism of the pressure arch are analyzed. The results show that the loose zone and extent of rock mass are larger and extend to the surface at tunnel arch, whereas a smaller zone and a larger extent are observed at tunnel sidewall. The rock mass within 120° at the arch shows an obvious radial loosing and circumferential arching effect. The rock mass within the range of 0~0.55 times the excavation span is identified to be the pressure-arch zone at the sidewall where the radial and circumferential stresses obviously increase, resulting in a high-stress concentration zone to bear the load of pressure arch and its surrounding rock. The arching coefficient has a significant spatial variation, meanwhile, it increases linearly with tunnel excavation and has the largest value at the vault, followed by that at the sidewall, in which the excavation space effect shows a marginal influence. The arching coefficient within the range of 30°~60° increases greatly when excavating within the range of 6 m before and behind the tunnel face, but it tends to be stable sooner. Both the experimental and calculated pressure arches exhibit pointed-arch shapes. Their formation is of great significance to maintaining the tunnel stability and reducing the stress of support structure.
- tunnel engineering /
- loose deposit /
- stress of rock mass /
- pressure arch /
- numerical simulation

HTML全文

图 1 隧道地质纵断面图

Figure 1. Geological profile of tunnel

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图 2 模型箱尺寸示意图

Figure 2. Sketch map of model box

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图 3 量测断面测点布置图

Figure 3. Layout of measuring points for measurement section

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图 4 隧道开挖模型试验过程

Figure 4. Process of model tests on tunnel excavation

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图 5 拱顶路径围岩应力变化

Figure 5. Variation of stress of surrounding rock above vault

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图 6 边墙路径围岩应力变化

Figure 6. Variation of stress of surrounding rock at sidewall

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图 7 数值计算模型及应力提取路径

Figure 7. Numerical models and stress extraction paths

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图 8 路径L1应力变化

Figure 8. Variation of stress of path L1

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图 9 路径L2~L4应力变化

Figure 9. Variation of stress of path L2~L4

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图 10 路径L5应力变化

Figure 10. Variation of stress of path L5

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图 11 成拱系数随开挖步骤的变化

Figure 11. Variation of arching coefficient with tunnel excavation

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图 12 围岩压力拱形态变化

Figure 12. Variation of shape of pressure arch of surrounding rock

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图 13 计算与试验应力对比

Figure 13. Comparison between calculated and measured stresses

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图 14 松散堆积体隧道压力拱形态

Figure 14. Shape of pressure arch for tunnel in loose deposits

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表 1 相似材料配比

Table 1 Proportion of similar materials (%)

组成成分	2-4目石英砂	10-20目石英砂	20-40目石英砂	150目重晶石粉	600目重晶石粉
占比	35.7	34.8	9.7	10.5	9.3

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表 2 原型及模型材料参数

Table 2 Parameters of materials of prototype and model

材料参数	内摩擦角φ/(°)	黏聚力c/kPa	泊松比μ	密度ρ/(g·cm^-3)	弹性模量E/MPa
原型	42.0	10.02	0.38	2.01	25
模型	41.6	13.71	0.38	1.98	0.40

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表 3 围岩及支护计算参数

Table 3 Parameters of surrounding rock and support

材料	弹性模量E/MPa	泊松比 $ν$ $ν$	密度ρ/(g·cm^-3)	黏聚力c/kPa	内摩擦角φ/(°)
围岩	25	0.38	2.01	10.02	42.0
锚杆	200×10³	0.30	7.80	—	—
初期支护	25.2×10³	0.25	2.20	—	—
二次衬砌	29.5×10³	0.20	2.30	—	—

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表 4 压力拱内外边界比较

Table 4 Inner and outer boundaries of pressure arch

工况	拱顶路径		边墙路径
工况	内边界	外边界	内边界	外边界
数值模拟	2 m	20 m	0	14 m
模型试验	20 cm	33 cm	6 cm	20 cm
换算原型	12 m	20 m	3.6 m	12 m

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表 5 计算与实测变形对比

Table 5 Comparison between calculated and measured deformations

名称	拱部沉降/mm			水平收敛/mm
名称	拱顶	左(右)拱肩	均值	上台阶	下台阶	均值
计算	19.2	14.8（14.8）	16.3	10.3	12.1	11.20
实测	14.7	10.2（12.8）	12.6	8.5	9.2	8.85

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