盾构隧道施工期管片错台影响因素研究

肖明清; 封坤; 周子扬; 刘伊腾; 鲁志鹏

doi:10.11779/CJGE20220462

盾构隧道施工期管片错台影响因素研究 English Version

肖明清^{1, 2,},
封坤³,
周子扬³,
刘伊腾³,
鲁志鹏^{1, 2}

1.
中铁第四勘察设计院集团有限公司, 湖北武汉 430063
2.
水下隧道技术湖北省工程实验室, 湖北武汉 430063
3.
西南交通大学交通隧道工程教育部重点实验室, 四川成都 610031

基金项目:

国家重点研发计划项目 2021YFB2600900

国家自然科学基金项目 52078430

国家自然科学基金项目 51878569

详细信息

作者简介:
肖明清(1970—)，男，博士，正高级工程师，从事水下隧道及高速铁路隧道设计方面的研究工作。E-mail：tsyxmq@163.com

中图分类号: TU43
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出版历程
- 收稿日期: 2022-04-17
- 网络出版日期: 2023-02-19
- 刊出日期: 2023-06-30

Study on the influencing factors for segment dislocation during shield tunnelling

1.
China Railway Siyuan Survey and Design Group Co., Ltd., Wuhan 430063, China
2.
Hubei Provincial Engineering Laboratory for Underwater Tunnel, Wuhan 430063, China
3.
Key Laboratory of Transportation Tunnel Engineering of Ministry of Education, Southwest Jiaotong University, Chengdu 610031, China

摘要

摘要: 为分析盾构隧道施工期各因素对管片上浮错台的影响，基于盾构隧道施工期的受力模式拟定了隧道直径、围岩条件、覆土厚度、浆液凝固时间、浆液密度、盾构掘进速度及盾尾间隙等7个主要影响因素，分别建立了盾构隧道施工期上浮分析模型与管片错台量计算模型，分析了施工期各因素影响下盾构隧道上浮错台量的变化规律。进一步地，结合现场监测试验结果，验证了施工期管片上浮错台的现象与规律，得出主要结论如下：①地层刚度减弱、浆液密度增大、浆液凝固时间增长、隧道埋深减小、隧道掘进速度提高、盾尾间隙增大及浆液凝固后刚度减小将加剧施工期管片的上浮错台。②隧道直径增大使管片上浮量增大，但与管片错台量的相关性不大。③管片上浮时，管片环间接触摩擦与环间螺栓将起到抗剪作用，控制错台的发展。④减小浆液浮力、增大管片环间连接刚度、增强地层约束、缩短流体段长度可减小施工期管片上浮错台。⑤提出计算错台量的方法可对管片接缝防水设计提供依据。
- 盾构隧道 /
- 管片衬砌 /
- 同步注浆 /
- 隧道上浮 /
- 环间错台
Abstract: In order to analyze the influences of various factors during the construction period of a shield tunnel on the uplifting dislocation of segments, seven influencing factors are proposed according to the mechanical state, including outer diameter of the tunnel, ground condition, cover depth, coagulation time and density of synchronous grouts, shield tunneling speed and shield tail clearance. Numerical models for tunnel uplifting and segment dislocation are established to investigate the dislocation under different influencing factors. Then the variation laws of the segment dislocation are analyzed under the influences of various factors during the construction period. Moreover, the phenomenon and laws of the segment dislocation during shield tunnelling are verified through the test results of on-site monitoring. The main conclusions are as follows: (1) The segment dislocation will be intensified when the ground stiffness weakens, the density of synchronous grout increases, the coagulation time of synchronous grouts grows, the cover depth decreases, the tunneling speed increases, the shield tail clearance increases, and the grout stiffness after solidification decreases. (2) The increase of the tunnel diameter will lead to the increase of the segment uplifting, but has little correlation with the segment dislocation. (3) When the segment is uplifting, the contact friction between the segment rings and the bolt between the rings will play the role of shear resistance to control the dislocation. (4) Decreasing the uplifting force of the grouts, increasing the connection stiffness between the segments and the rings, strengthening the formation constraint and shortening the length of the fluid segment can reduce the segment uplifting dislocation during construction. (5) The proposed method to calculate the amount of dislocation can be used as a reference for the longitudinal waterproof design of segments.
- shield tunnel /
- segment lining /
- synchronous grouting /
- tunnel uplifting /
- segment ring dislocation

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图 1 盾构隧道施工期上浮受力模型

Figure 1. Analysis model for segment ring uplifting during shield tunnelling

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图 2 等效地层刚度计算模型

Figure 2. Model for equivalent formation stiffness

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图 3 隧道管片构造图

Figure 3. Segment structure drawing of tunnel

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图 4 管片错台量计算模型

Figure 4. Model for segment dislocation

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图 5 管片上浮-错台计算结果

Figure 5. Calculated results for uplifting and dislocation of segments

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图 6 隧道直径对上浮错台量影响

Figure 6. Relationship between tunnel diameter and amount of uplifting dislocation

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图 7 地层条件与上浮错台量关系

Figure 7. Relationship between stratum conditions and amount of uplifting dislocation

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图 8 隧道埋深与上浮错台量关系

Figure 8. Relationship between buried depth of tunnel and amount of uplifting dislocations

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图 9 浆液物理属性与上浮错台量关系

Figure 9. Relationship between physical property of grouts and amount of uplifting dislocation

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图 10 流体段长度与上浮错台量关系

Figure 10. Relationship between length of fluid section and amount of uplifting dislocation

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图 11 管片壁后间隙与上浮错台量关系

Figure 11. Relationship between shield tail clearance and amount of uplifting dislocation

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图 12 上浮量与掘进速度关系

Figure 12. Relationship between uplifting amount and tunneling speed

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图 13 上浮量与埋深关系

Figure 13. Relationship between uplifting amount and buried depth

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表 1 上浮影响因素

Table 1 Influence factors for tunnel uplifting

影响因素	影响特征
地层条件	地层约束管片上浮时的位移
地层条件	地层条件影响浆液的分布
隧道断面	管片所受浮力与隧道直径呈正相关
隧道断面	隧道断面连接形式、分块形式影响错台发展
隧道埋深	隧道地层环境与埋深相关，一般埋深越大地层条件相对较好
隧道埋深	埋深增大上覆荷载、水压、顶推力均发生变化，对从上浮错台造成影响
盾构推力	盾构掘进顶推力直接影响施工期管片环间轴力，直接控制错台大小
盾构推力	管片顶推侧的上下非对称的推力还将导致管片环受到额外的弯矩，导致隧道局部错台增大
浆液性质	浆液密度越大，浮力越大
	浆液凝固时间差异导致管片上浮环境变化
	浆液凝固后属性导致管片约束差异
掘进速度	掘进速度影响盾构“上浮悬臂效应”范围
掘进速度	掘进速度参数与盾构顶推力（管片轴力）相关，影响管片受力错台
盾尾间隙	盾尾间隙大小可能改变注浆量大小从而影响浆液凝固时间
盾尾间隙	间隙大小将影响管片上浮时的约束
内部压重	内部压重影响管片受力，阻碍管片上浮过程
注浆质量	浆液不完全包裹管片，局部空腔等会导致上浮错台产生更多不可控变化

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表 2 盾构隧道施工期上浮计算工况表

Table 2 Calculation cases of segment ring uplifting during shield tunnelling

工况编号	隧道直径/m	衬砌厚度/cm	混凝土参数	地层类型	浆液密度/(kg·m^-³)	浆液凝固时间t’/h	埋深/m	掘进速度v/(h·m^-1)	管片壁后间隙/cm	浆液凝固后刚度/(MPa·m^-1)
1	6.2	35	C50	粉质黏土	1800	12	20	2	15	15
2	10.8	50	C50	粉质黏土	1800	12	20	2	15	15
3	14.5	60	C60	粉质黏土	1800	12	20	2	15	15
4	15.2	65	C60	粉质黏土	1800	12	20	2	15	15
5	14.5	60	C60	板岩	1800	12	20	2	15	15
6	14.5	60	C60	泥岩	1800	12	20	2	15	15
7	14.5	60	C60	卵石土	1800	12	20	2	15	15
8	14.5	60	C60	砾砂	1800	12	20	2	15	15
9	14.5	60	C60	中砂	1800	12	20	2	15	15
10	14.5	60	C60	粉质黏土	1600	12	20	2	15	15
11	14.5	60	C60	粉质黏土	2000	12	20	2	15	15
12	14.5	60	C60	粉质黏土	1800	8	20	2	15	15
13	14.5	60	C60	粉质黏土	1800	10	20	2	15	15
14	14.5	60	C60	粉质黏土	1800	14	20	2	15	15
15	14.5	60	C60	粉质黏土	1800	16	20	2	15	15
16	14.5	60	C60	粉质黏土	1800	12	10	2	15	15
17	14.5	60	C60	粉质黏土	1800	12	30	2	15	15
18	14.5	60	C60	粉质黏土	1800	12	40	2	15	15
19	14.5	60	C60	粉质黏土	1800	12	50	2	15	15
20	14.5	60	C60	粉质黏土	1800	12	20	3	15	15
21	14.5	60	C60	粉质黏土	1800	12	20	4	15	15
22	14.5	60	C60	粉质黏土	1800	12	20	2	10	15
23	14.5	60	C60	粉质黏土	1800	12	20	2	20	15
24	14.5	60	C60	粉质黏土	1800	12	20	2	15	10
25	14.5	60	C60	粉质黏土	1800	12	20	2	15	20
注：表 2中各地层及材料参数可见表 3所示。

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表 3 相关材料物理力学参数表

Table 3 Physical and mechanical parameters of related materials

材料名称	密度/(kg·m^-³)	泊松比 $\nu$	垂直基床系数/(MPa·m^-1)
粉质黏土	1950	0.35	10
板岩	2500	0.21	180
泥岩	2470	0.29	65
卵石土	2100	0.23	35
砾砂	1940	0.40	15
中砂	1910	0.40	8
C50混凝土	2500	0.20	—
C60混凝土	2600	0.20	—

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表 4 相关盾构隧道设计参数表

Table 4 Relevant design parameters for shield tunnel

外直径/m	混凝土	管片厚度/m	管片环间连接	螺栓数量
6.2	C50	0.35	8.8级M27螺栓	10
10.8	C50	0.50	8.8级M30螺栓	22
14.5	C60	0.60	8.8级M30螺栓+凹凸榫	56
15.2	C60	0.65	8.8级M30螺栓+凹凸榫	28

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