管幕冻结隧道“顶管−冻土”复合结构力学特性试验研究

段寅; 荣传新; 蔡海兵; 龙伟

doi:10.12363/issn.1001-1986.22.04.0252

管幕冻结隧道“顶管−冻土”复合结构力学特性试验研究

段寅^{1, 2,},
荣传新^{1, 2,*, ,},
蔡海兵^{1, 2},
龙伟^{1, 2}

1.
深部煤矿采动响应与灾害防控国家重点实验室，安徽淮南 232001
2.
安徽理工大学土木建筑学院，安徽淮南 232001

基金项目: 安徽理工大学高层次引进人才科研启动基金项目(2022yjrc55)；国家自然科学基金项目(51878005，51778004)

详细信息

作者简介:
段寅，1986年生，男，安徽合肥人，博士，讲师，从事岩土工程方向的研究工作. E-mail：yinduan@aust.edu.cn

通讯作者:
荣传新，1968年生，男，安徽六安人，博士，教授，从事岩土工程方向的研究工作. E-mail：chxrong@aust.edu.cn

中图分类号: U455.9
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出版历程
- 收稿日期: 2022-04-13
- 修回日期: 2022-10-11
- 网络出版日期: 2022-11-27
- 刊出日期: 2022-12-24

Experimental research on mechanical properties of “jacked pipe-frozen soil” composite structure in freeze-sealing pipe roof tunnel

DUAN Yin^{1, 2,},
RONG Chuanxin^{1, 2,*, ,},
CAI Haibing^{1, 2},
LONG Wei^{1, 2}

1.
State Key Laboratory of Mining Response and Disaster Prevention and Control in Deep Coal Mines, Huainan 232001, China
2.
School of Civil Engineering and Architecture, Anhui University of Science and Technology, Huainan 232001, China

摘要

摘要:
拱北隧道暗挖段作为港珠澳大桥珠海连接线的重点工程，首次运用管幕冻结法进行施工。该法综合管幕法和人工地层冻结法的优势，可在隧道断面形成“顶管−冻土帷幕”复合支护体系，有效实现“承载”与“顶管间止水”的双重目标，确保隧道开挖时的稳定与安全。为获得“顶管−冻土”复合结构的温度、变形与力学特性，基于相似理论自主研发构建一套相似模型试验系统并开展试验研究，同时利用有限元软件COMSOL Multiphysics建立数值计算模型进行模拟验证。结果表明：复合结构的冻结温度场因空、实顶管及其内部冻结器的布置形式呈现不均匀分布特征，冻土形成速率在冻结后期明显变缓；土体竖向冻胀变形在60~160 min内急剧增大，且冻胀量随深度增加而增大，整体规律与温度场分布密切相关；土体冻结产生的冻胀力对顶管水平受力影响较大，空顶管相对刚度较小而产生较大水平变形；在加载阶段，顶管受力与变形均以竖向为主。因空、实顶管刚度差异和冻土厚度不均匀的共同影响，空顶管竖向变形包含了“弯曲”与“压扁”并具有非线性特征，其跨中截面底部竖向位移峰值约为实顶管的1.6倍；加载至0.28 MPa时，管间冻土首先发生破坏，进而导致顶管间封水功能失效，实际施工中应重点监测空顶管的变形规律、管间冻土帷幕的温度变化及其完整性。研究成果可为管幕冻结法的施工与监测提供参考，也可为热力耦合数值计算模型提供验证依据。
- 管幕冻结 /
- 复合结构 /
- 力学特性 /
- 相似模型试验
Abstract:
As the key project of Zhuhai Connecting Line of Hong Kong‒Zhuhai‒Macao Bridge, the underground excavation section of Gongbei Tunnel has applied the freeze-sealing pipe roof method for the first time. Combining the advantages of the pipe roof method and the artificial ground freezing method, this method could form a “jacked pipe-frozen soil curtain” composite support system on the tunnel section, so as to effectively achieve the dual goals of “bearing” and “water-stopping between pipes”, thereby ensuring that stability and safety during tunnel excavation. To obtain the temperature, deformation and mechanical properties of the “jacked pipe-frozen soil” composite structure, a set of scaled model test system was independently developed based on the similarity theory and the experimental research was carried out. At the same time, a numerical calculation model was established using the finite element software COMSOL Multiphysics for simulation verification. According to the results, the freezing temperature field of the composite structure is characterized by uneven distribution due to the arrangement of hollow pipe, solid pipe and their internal freezers, and the formation rate of frozen soil slows down significantly in the later stage of freezing. Besides, the vertical frost heaving deformation increases sharply within 60‒160 min, the frost heaving amount increases with the depth, and the overall law of frost heaving is closely related to the distribution of the freezing temperature field. The frost heaving force caused by soil freezing has a great influence on the horizontal force of the pipe, so that the hollow pipe with relative low stiffness may be subjected to larger horizontal deformation. In the loading stage, the jacked pipe is mainly applied with force and deformed in the vertical direction. Due to the joint influence of the stiffness difference between the two pipes and the uneven thickness of frozen soil, the vertical deformation of the hollow pipe, including “bending” and “flattening”, has nonlinear characteristics, and the peak value of the vertical displacement at the bottom of the midspan section is about 1.6 times that of the solid pipe. When the load reaches 0.28 MPa, the frozen soil between pipes will be damaged at first, which leads to the failure of water sealing between pipes. In actual construction, the deformation law of hollow pipe, as well as the temperature change and integrity of the frozen soil curtain between adjacent pipes, is the key for monitoring. The research results can provide reference for the construction and monitoring of the freeze-sealing pipe roof method and verification basis for the thermodynamic coupling numerical calculation model.
- freeze-sealing pipe roof method /
- composite structure /
- mechanical property /
- scaled model test

HTML全文

图 1 拱北隧道管幕冻结技术

Fig. 1 Freeze-sealing pipe roof method for Gongbei tunnel

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图 2 模型试验研究对象

Fig. 2 Research object of model test

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图 3 顶管结构

Fig. 3 Schematic diagram of jacking pipe

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图 4 试验系统三维图

Fig. 4 3D diagram of test system

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图 5 数据采集系统

Fig. 5 Data acquisition system

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图 6 降温计划与试验模型结构转换

Fig. 6 Cooling plan and structural transformation of test model

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图 7 不同冻结时间下的温度场等值线

Fig. 7 Contour map of temperature field under different freezing time

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图 8 土体竖向冻胀位移−时间曲线

Fig. 8 Vertical frost heave displacement-time curves

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图 9 冻结阶段顶管跨中位置应变−时间曲线

Fig. 9 Strain-time curves at midspan of jacked pipe in freezing stage

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图 10 加载阶段顶管跨中位置应变−时间曲线

Fig. 10 Strain-time curves at midspan of jacked pipe in loading stage

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图 11 顶管不同位置荷载−位移曲线

Fig. 11 Load-displacement curves at different positions of jacked pipe

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图 12 复合结构跨中截面处顶管与冻土荷载−位移曲线

Fig. 12 Load-displacement curves of jacked pipe and frozen soil at the midspan of composite structure

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图 13 三维模型与网格划分

Fig. 13 3D model and mesh generation

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图 14 数值模拟与实测对比

Fig. 14 Comparison between numerical simulation results and test results

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图 15 加载过程中不同荷载条件下顶管接触压力云图

Fig. 15 Cloud diagram of contact pressure of jacked pipe under different loading conditions

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图 16 加载过程中不同荷载条件下顶管竖向变形云图

Fig. 16 Cloud diagram of vertical deformation of jacked pipe under different loading conditions

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图 17 加载阶段复合结构跨中截面冻土Von Mises应力云图

Fig. 17 Von Mises stress nephogram of frozen soil in midspan section of composite structure in loading stage

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表 1 相似准则

Table 1 Similarity criteria

相似准则	π₁	π₂	π₃	π₄	π₅	π₆
表达式	$\dfrac{ { {E_{\rm{t}}}{D^2} } }{P}$	$\dfrac{ {c{D^2} } }{P}$	$\dfrac{ { {\gamma _{\rm{t}}}{D^3} } }{P}$	$\dfrac{ {\sigma {D^2} } }{P}$	$\dfrac{ { {a_{\rm{t}}} } }{ { {a_{\rm{g}}} } }$	$\dfrac{ { {C_{\rm{t} } }t{D^2} } }{ {a_{\rm{g} }^2} }$

相似准则	π₇	π₈	π₉	π₁₀	π₁₁	π₁₂
表达式	$\dfrac{ { {E_{\rm{g}}}{D^2} } }{P}$	$\dfrac{ { {\gamma _{\rm{g}}}{D^3} } }{P}$	$\dfrac{ { {E_{\rm{h}}}{D^2} } }{P}$	$\dfrac{ { {\gamma _{\rm{h}}}{D^3} } }{P}$	$\dfrac{d}{D}$	$\dfrac{ { {t_{\rm{d} } } } }{t}$

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表 2 主要相似比常数

Table 2 Main similarity ratio constant

几何	位移	温度	时间	应力	容重	荷载	弹性模量
1/20	1/20	1	1/400	1	20	1	1

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表 3 顶管设计参数

Table 3 Design parameters of jacked pipe

模型类型	顶管弹性模量/MPa	顶管内径/mm	壁厚/mm	冻结器内径/mm	实顶管内填充
原型	20 000	1600	20	159	C30细石混凝土
模型	20 000	80	1	8	C30细石混凝土

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表 4 粉质黏土与混凝土热物理试验参数

Table 4 Thermophysical parameters of silty clay and concrete

材料	密度/ (kg·m⁻³)			比热容/ (J·kg⁻¹·K⁻¹)			导热系数/ (W·m⁻¹·K⁻¹)		含水率/ %	冰点/ ℃	立方体抗压强度/MPa	弹性模量/ MPa	泊松比
材料	干密度	湿密度		未冻	已冻		未冻	已冻	含水率/ %	冰点/ ℃	立方体抗压强度/MPa	弹性模量/ MPa	泊松比
粉质黏土	1 590	2 010		1 572	1 481		1.28	1.82	26	−1.2
混凝土	2 450		920			1.55					32	25×10³	0.22

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表 5 粉质黏土力学性能试验数据

Table 5 Mechanical property data of silty clay

材料	温度/℃	单轴抗压强度/MPa	弹性模量/MPa	内摩擦角/(°)	黏聚力/MPa	抗折强度/MPa
粉质黏土	−5	1.22	30	6.4	0.85	0.41
	−10	2.20	61	7.1	1.77	0.82
	−15	3.60	107	4.5	2.58	1.16

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