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浙江大学学报(工学版)
浙江大学学报(工学版)  2020, Vol. 54 Issue (9): 1715-1726    DOI: 10.3785/j.issn.1008-973X.2020.09.007
土木与交通工程     
砂层盾构隧道泥水劈裂试验与数值研究
刘晶晶1(),陈铁林1,*(),姚茂宏1,魏钰昕2,周子健1
1. 北京交通大学 城市地下工程教育部重点实验室，北京 100044
2. 北京城市快轨建设管理有限公司，北京 100027
Experimental and numerical study on slurry fracturing of shield tunnels in sandy stratum
Jing-jing LIU1(),Tie-lin CHEN1,*(),Mao-hong YAO1,Yu-xin WEI2,Zi-jian ZHOU1
1. Key Laboratory of Urban Underground Engineering of Ministry of Education, Beijing Jiaotong University, Beijing 100044, China
2. Beijing Urban Rapid Transit Development Co. Ltd, Beijing 100027, China
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摘要：

开展砂层盾构隧道泥水劈裂平面模型试验，研究不同覆土厚度条件下的泥水劈裂破坏机制、土体表面竖向位移和土体内部土压力变化规律. 结果显示，劈裂机制为加压泥浆向掘削空间表面砂层渗透形成致密砂层及其表面泥膜（泥膜-砂层结构），泥膜-砂层结构在泥浆挤压作用下发生拉剪破坏. 劈裂压力随覆土厚度的增加呈近似线性增大. 劈裂扩展从刀盘顶部起始分别呈“斜直线”或“先竖直后斜线”型向上扩展. 基于自主开发的模拟泥水劈裂的有限元计算程序，参照模型试验建立二维数值模型，计算获得与模型试验较一致的劈裂扩展形态以及土体内部竖向位移与水平位移的变化规律. 结果表明，土体竖直向位移主要分布在刀盘上方以劈裂面为边界的“三角形”区域内，土体水平位移主要分布在掘削面土层.
关键词： 砂层;  泥水盾构;  泥水劈裂;  泥膜;  模型试验法;  有限元法(FEM)    
Abstract:

A series of 2D model tests on slurry fracturing of shield tunnels in the sandy stratum with different cover depths were conducted to investigate the slurry fracturing mechanism, the displacements of the ground surface, and the earth pressure distribution in the stratum. According to the test results, the slurry fracturing mechanism is that the dense sandy stratum and the filter cake on its surface (the filter cake-sandy stratum) is formed due to the pressurized slurry penetrating into the sandy stratum around excavation space, and then the filter cake-sandy stratum is pushed by the slurry to tensile and shear failure. The fracture pressure increases linearly with the increase of the cover depth. The fracture initiates on the top edge of the cutter head and propagates up to the ground surface in acclivitous direction directly, or first in straight and then in acclivitous direction. Based on a self-developed finite element program for simulating slurry fracturing, the 2D numerical models were established referring to the model tests, the numerical results including the morphology of the fracture propagation which agreed with the test results, and the vertical and horizontal displacements in the stratum were obtained. The numerical results show that the vertical displacement mainly distributes in a triangle region bounded by the fracture surface above the cutter head, while the horizontal displacement mainly distributes in the excavation face.
Key words: sandy stratum    slurry shield    slurry fracturing    filter cake    model test method    finite element method (FEM)
收稿日期: 2020-01-17 出版日期: 2020-09-22
CLC:  U 45  
基金资助: 国家重点研发计划资助项目(2017YFC0805400)
通讯作者: 陈铁林     E-mail: 13115305@bjtu.edu.cn;tlchen1@bjtu.edu.cn
作者简介: 刘晶晶（1987—），女，博士生，从事岩土工程的稳定性分析研究. orcid.org/0000-0002-6137-8272. E-mail： 13115305@bjtu.edu.cn
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引用本文:

刘晶晶,陈铁林,姚茂宏,魏钰昕,周子健. 砂层盾构隧道泥水劈裂试验与数值研究[J]. 浙江大学学报(工学版), 2020, 54(9): 1715-1726.

Jing-jing LIU,Tie-lin CHEN,Mao-hong YAO,Yu-xin WEI,Zi-jian ZHOU. Experimental and numerical study on slurry fracturing of shield tunnels in sandy stratum. Journal of ZheJiang University (Engineering Science), 2020, 54(9): 1715-1726.

链接本文:

http://www.zjujournals.com/eng/CN/10.3785/j.issn.1008-973X.2020.09.007    或    http://www.zjujournals.com/eng/CN/Y2020/V54/I9/1715

图 1  盾构隧道泥水劈裂模型试验装置示意图
图 2  盾构隧道泥水劈裂模型试验装置
图 3  盾构机模型和刀盘开孔
C/cm p1 / kPa p2 / kPa p3 / kPa
4.5 120 82 186
9.0 142 219 149
18.0 450 417 344
27.0 501 426 248
表 1  不同覆土厚度条件下泥水劈裂压力试验值
图 4  不同覆土厚度条件下的泥水劈裂形态
图 5  砂层盾构隧道泥水劈裂过程图
图 6  掘削面处的泥膜及劈裂形态
图 7  覆土厚度较小（C=0.5 D、1.0 D）时盾构机模型上方土层中的泥水劈裂形态俯视图
图 8  覆土厚度较大（C=2.0 D、3.0 D）时盾构机模型上方土层中泥水劈裂形态俯视图
图 9  劈裂扩展方向力学分析
图 10  土体表面隆起位移随时间变化
图 11  不同覆土厚度条件劈裂贯通时刻土体表面隆起量
图 12  泥水劈裂过程中土压力变化值曲线
图 13  泥水劈裂扩展至#3土压力传感器的照片
材料 ρ / (kg·m?3) e Sr k / (m·s?1) 邓肯-张模型参数
K Kur n c/kPa $\phi $ Rf Kb m
砂土 1 560 0.80 0.20 1×10?10 276 552 0.57 1 31.88 0.87 50 0.2
泥膜-砂层结构 2 000 0.50 1.00 1×10?20 500 1 000 0.60 500 30.00 0.90 100 0.3
表 2  数值模拟材料参数
图 14  砂层盾构隧道泥水劈裂数值模型示意图
图 15  不同覆土厚度条件泥水劈裂形态数值结果
图 16  不同覆土厚度条件下泥水劈裂压力试验值与模拟值分布
图 17  不同覆土厚度条件下泥水劈裂贯通至土体表面时刻水平位移数值计算结果
图 18  不同覆土厚度条件下泥水劈裂贯通至土体表面时刻竖向位移数值计算结果
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