考虑时空效应的岩溶隧道围岩稳定性分析

王楷翔; 王晓涛; 宫亮; 黄丹

doi:10.11932/karst20240311

考虑时空效应的岩溶隧道围岩稳定性分析

doi: 10.11932/karst20240311

王楷翔^1,,
王晓涛¹,
宫亮¹,
黄丹^2, ,

1.
中交一公局第一工程有限公司, 北京 102205
2.
武汉科技大学汽车与交通工程学院, 湖北武汉 430065

基金项目: 湖北省教育厅科学研究计划青年项目(Q20221104）

详细信息

作者简介:
王楷翔（1992－），男，工程师，主要从事隧道方面工作或研究。E-mail：2392685782@qq.com

通讯作者:
黄丹（1986－），女，博士，讲师，主要从事岩石力学与隧道工程方面工作或研究。E-mail：huangdan@wust.edu.cn。

中图分类号: U451.2
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- 文章访问数: 58
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- 被引次数: 0
出版历程
- 收稿日期: 2023-07-23
- 录用日期: 2023-12-15
- 修回日期: 2023-10-25
- 网络出版日期: 2024-08-15
- 刊出日期: 2024-06-25

Stability analysis of karst tunnel surrounding rock considering spatiotemporal effects

1.
No.1 Engineering Co., Ltd., China First Highway Engineering Co., Ltd., Beijing 102205, China
2.
School of Automobile and Traffic Engineering, Wuhan University of Science and Technology, Wuhan, Hubei 430065, China

摘要

摘要: 采用全息三维激光扫描仪精确探查溶洞并获取三维点云数据，快速获取溶洞的几何特征和空间分布等基础数据，基于溶洞分布特征与隧道相对位置提出4种隧道岩溶处置措施。综合考虑施工工艺与工程经济效益，采用C20混凝土回填方案进行溶洞处治。利用MIDAS/GTS-NX对毛家坡隧道岩溶段的溶洞处治及处治后隧道的开挖–支护进行数值模拟，以高精度三维激光扫描探测到的溶洞形态、位置及大小为基础建立空溶洞模型，溶洞处治完成后进行隧道开挖–支护模拟。通过收敛–约束法获取岩溶隧洞开挖推进过程中围岩的纵向变形规律，对岩溶段隧道开挖前后的围岩应力与破坏特征进行研究，分析岩溶段与非岩溶段的围岩支护稳定性。研究结果表明：对比隧道非岩溶段和岩溶段的拱顶沉降与周边收敛，处治后岩溶段的拱顶沉降与水平周边收敛减小，岩溶段的处理措施合理。对比岩溶隧道不同进尺下的围岩纵向变形，开挖进尺与支护结构力负相关。选择合理的开挖进尺，既能保证围岩变形满足规范要求，又能使得支护刚度得到合理运用。
- 岩溶隧道 /
- 时空效应 /
- 三维激光扫描 /
- 围岩稳定性
Abstract: During tunnel construction, various geological problems may be encountered, and karst development can cause great harm to the tunnel. Because the lithology of the rock mass in the karst area is poor and its structure is relatively broken, it is likely to occur the deformation of surrounding rock and even the instability and damage for the whole tunnel during the tunnel excavation. Due to the limitation of exploration technology and exploration cycle, as well as the irregularity of karst development itself, it is difficult to determine the karst morphology and properties. Therefore, it is very important for us to accurately detect the geometric characteristics of karst so as to propose a reasonable scheme of karst disposal and tunnel excavation, which can ensure the stability and construction safety of the surrounding rock in karst tunnel excavation. The deformation of the surrounding rock of tunnel follows the evolution law of "accelerated deformation–rapid deformation–slow deformation–stable deformation". The longitudinal deformation curve of the convergence–constraint method reveals the spatial effect of deformation of surrounding rock during tunnel excavation, and provides a theoretical basis for us to determine the best time for tunnel excavation support by analyzing the interaction between the surrounding rock and the supporting structure. In Maojiapo tunnel, a single-line single-hole railway tunnel from Dangyang to Yuan'an, a large karst cave is situated at the position of the bottom plate on the right side of the tunnel face. To ensure a clear understanding of the location and size of the cave, and the directions of cave branches, a holographic 3D laser scanner was used to obtain the 3D point cloud data on accurate survey of the karst cave, such as the basic data of geometric characteristics and spatial distribution of the karst cave. In this large and dry karst cave, there are long extended pipelines impacting little on the overall stability of the tunnel. In addition, the karst hall is located under the tunnel. Based on the distribution characteristics of the karst cave and the relative position of the tunnel, this study adopted different reinforcement schemes for the karst hall, and proposed four tunnel karst treatment measures, namely, bridge span, backfill with C20 concrete, backfill with C20 rubble concrete, and ballast backfill. After the four schemes were compared in terms of construction technology and economic benefits, the scheme of backfill with C20 concrete was adopted for karst cave treatment. MIDAS/GTS-NX was used to numerically simulate and analyze the excavation and support of the karst section of Maojiapo tunnel after the karst cave treatment had been completed. An empty-cave model was established based on shape, location and size of the karst cave detected by high-precision 3D laser scanning.The longitudinal deformation law of the surrounding rock during the karst tunnel excavation was obtained by the convergence–constraint method, and the stress and failure characteristics of surrounding rock before and after the tunnel excavation of the karst section were studied. The supporting stability of surrounding rock in the karst section and the non-karst section was analyzed. The results show that compared with the vault subsidence and peripheral convergence of the non-karst section and the karst section of the tunnel, the occurrences of vault subsidence and horizontal peripheral convergence of the karst section reduced after treatment, which indicated the treatment measures of the karst section were reasonable and feasible. Compared with the longitudinal deformation of surrounding rock at different footage of karst tunnel excavation, the footage is negatively correlated with the force of supporting structure. Choosing optimal excavation footage can not only ensure that the deformation of surrounding rock meets the requirements of the specification, but can also contribute to the reasonable use of supporting. This study makes a more complete evaluation of the treatment effect of karst caves and the basis of karst tunnel excavation.
- karst tunnel /
- spatiotemporal effect /
- 3D laser scanning /
- stability of surrounding rock

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图 1 收敛—约束法示意图

Figure 1. Schematic diagram of convergence-confinement method

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图 2 三维激光扫描实地探测图

Figure 2. Field detection of 3D laser scanning

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图 3 三维激光扫描点云图

Figure 3. Point cloud image of 3D laser scanning

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图 4 全息三维扫描探明的溶洞布置图

Figure 4. Layout of karst caves detected by holographic 3D scanning

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图 5 DK53+794~DK53+805处溶洞处理横断图

Figure 5. Section of karst cave treatment at DK53+794–DK53+805

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图 6 模型网格划分示意图

Figure 6. Schematic diagram of model grid division

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图 7 模型网格组分布图

Figure 7. Distribution of model grid group

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图 8 断面测点侧线

Figure 8. Side line of section measuring point

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图 9 不同进尺开挖拱顶下沉及水平收敛曲线图

Figure 9. Curve diagram of vault subsidence and horizontal convergence at different footage of excavation

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图 10 第六时步岩溶段拱顶应力分布

Figure 10. Distribution of vault stress in karst section of the sixth time step

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图 11 岩溶段塑性区域云图

Figure 11. Cloud map of plastic area at karst section

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图 12 不同开挖阶段的围岩竖直位移云图

Figure 12. Vertical displacement cloud map of surrounding rock at different excavation stages

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图 13 断面DK53+794实测拱顶下沉图

Figure 13. Measured vault subsidence of Section DK53+794

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表 1 不同类型溶洞处理措施

Table 1. Treatment measures for different types of karst caves

项目（岩溶类型）	技术方案
洞穴型、管道型岩溶	回填
充填型岩溶	注浆加固+大管棚方案
过水型岩溶	引排方案
大型干溶洞	托梁+板跨护顶方案；型钢混凝土+板跨方案；钢管群桩方案；护墙+桩基+承台方案；路基填筑方案；梁跨方案；拱跨+护罩方案

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表 2 不同位置溶洞隧道加固方法

Table 2. Reinforcement methods for karst cave tunnels at different positions

溶洞位置	加固方法
位于隧道顶部	回填、护拱、喷锚网防护、立柱支顶、拱罩防护
位于隧道底部	回填、注浆、板（梁）跨越、拱桥跨越、桩基承台
位于隧道侧面	护墙防护以及支顶

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表 3 回填方案对比

Table 3. Comparison of backfill schemes

序号	方案名称	可实施性 /d	投资费用 /万元
1	桥跨方案	\	\
2	C20混凝土回填	10	约249
3	C20片石混凝土回填	24	约222
4	洞砟回填	35	约53

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表 4 支护参数表

Table 4. Support parameters

类别		非岩溶断面	岩溶断面
围岩等级		Ⅲ_b	Ⅴ_b
C25喷射混凝土	厚度/cm	7	23
钢筋网	拱墙间距/cm	20×20	25×25
钢拱架	每榀间距/m	\	0.75
锚杆	（环×纵）间距/m	1.2×1.5	1.0×1.0
锚杆	长度/m	2	3
二衬C30混凝土	厚度/cm	30	40

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表 5 地层和隧道支护体的力学参数

Table 5. Mechanical parameters of strata and tunnel support

材料类型	弹性模量 E/GPa	泊松比ν	容重 γ/KN·m⁻³	粘聚力 c/MPa	内摩擦角Φ/°
灰岩	1.5	0.4	20	0.08	23
初期支护	21	0.2	22	\	\
二次衬砌	30	0.2	24	\	\
锚杆	210	0.3	78	\	\

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表 6 不同进尺开挖掌子面变形数据

Table 6. Data on deformation of the tunnel face at different footage of excavation

隧道开挖进尺	拱顶沉降/mm	水平收敛/mm
1 m 进尺	5.82	4.13
2 m进尺	7.63	5.04

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