盾构隧道二次衬砌合理施作时机模型试验研究

王士民; 陈兵; 王先明; 鲁茜茜; 阮雷; 蹇蕴奇

doi:10.11779/CJGE202005010

盾构隧道二次衬砌合理施作时机模型试验研究 English Version

1.
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
2.
中建丝路建设投资有限公司,陕西　西安　710075

基金项目:

国家自然科学基金面上项目 51578461

详细信息

作者简介:
王士民(1978—),男,博士,教授,主要从事地下结构安全性及耐久性的研究。E-mail: wangshimin@swjtu.edu.cn

中图分类号: TU43
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出版历程
- 收稿日期: 2019-05-23
- 网络出版日期: 2022-12-07
- 刊出日期: 2020-04-30

Model tests on reasonable construction time of secondary lining of shield tunnel

1.
Key Laboratory of Transportation Tunnel Engineering of the Ministry of Education, Southwest Jiaotong University, Chengdu 610031, China
2.
China Construction Silk Road Construction Investment Co., Ltd., Xi'an 710075, China

摘要

摘要: 近年来,盾构隧道双层衬砌作为一种新的形式开始得到应用推广,但由于相关研究较少,导致盾构隧道双层衬砌结构体系关键参数尚不明确,其中二次衬砌合理施作时机便是其中之一。以狮子洋隧道工程为依托,采用相似模型试验对二次衬砌合理施作时机展开研究,研究结果表明：二次衬砌在盾构隧道双层衬砌中仅作为辅助承载结构,施作时机为57%～83%,结构径向收敛值和椭圆度随加载步变化最为缓慢,结构累计声发射数AE呈渐进性增长；施作过早或过晚,二次衬砌均不能有效抑制管片衬砌变形,且结构累计声发射数AE均呈阶梯型增长；随着二次衬砌施作时机推迟,二次衬砌与管片衬砌最大内力量值之比及结构开始出现宏观损伤破坏荷载级别均呈先增大后减小的变化规律。因此,在综合考虑双层衬砌结构加载过程中的变形历程及损伤特性,认为二次衬砌合理施作时机为57%～83%。
- 盾构隧道 /
- 管片衬砌 /
- 二次衬砌 /
- 施作时机 /
- 模型试验
Abstract: Recently, the double-layer lining of shield tunnels has begun to be applied as a new form. However, due to the lack of the related researches, the key parameters of the double-layer lining structure system of shield tunnels are still unclear. The construction time of the second lining is one of them. Based on the Shiziyang Tunnel Project, a similar model test is used to study the reasonable construction time of the secondary lining. The results show that the secondary lining is only used as the auxiliary bearing structure in the double-layer lining of the shield tunnel. When the construction time is 57%~83%, the radial convergence and ellipticity of the structure change most slowly with the loading step, and the cumulative AE number of the structure increases progressively. If it is constructed too early or too late, the secondary lining can not effectively inhibit the deformation of the segment lining, and the cumulative AE number of the structure increases stepwisely. With the delay of the construction time of the secondary lining, the ratio of the maximum internal strength of the secondary lining to that of the segment lining and the load level of the macroscopic damage at the beginning of the structure both increase first and then decrease. Therefore, considering the deformation history and damage characteristics of the double-layer lining structure during the loading process, the reasonable construction time of the secondary lining is 57%~83%.
- shield tunnel /
- segment lining /
- secondary lining /
- construction time /
- model test

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图 1 狮子洋隧道越江段纵断面地质图

Figure 1. Geological map of cross section of Shiziyang Tunnel

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图 2 狮子洋隧道双层衬砌分块图

Figure 2. Structure of segment lining of Shiziyang Tunnel

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图 3 管片衬砌相似模型接头处理方式

Figure 3. Joint treatment of segment lining similar model

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图 4 管片纵向接头安装过程效果图

Figure 4. Diagram of installation process of longitudinal segment joints

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图 5 模型试验复合式双层衬砌结构

Figure 5. Composite double-layer lining structure for model tests

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图 6 模型试验加载图

Figure 6. Loading system of model tests

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图 7 各组试验结构径向收敛值随加载变化曲线

Figure 7. Variation of radial convergence of structure with load

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图 8 各组试验结构椭圆度随加载变化曲线

Figure 8. Variation of ellipticity of structure with load

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图 9 接触面压力平均值随荷载变化曲线

Figure 9. Variation of average pressure of contact surface with load

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图 10 接触面压力占地层土压力平均分担比例

Figure 10. Ratios of pressure of contact surface to earth pressure of strata

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图 11 第8加载步管片衬砌环向内力分布

Figure 11. Distribution of axial force and bending moment of lining ring at 8th loading step

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图 12 第8加载步二次衬砌环向内力分布

Figure 12. Distribution of internal forces of the secondary lining ring at 8th loading step

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图 13 声发射事件数随加载步变化曲线

Figure 13. Variation of number of acoustic emission events with loading step

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图 14 第2组试验宏观破坏示意图

Figure 14. Macroscopic failure of test group No. 2

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表 1 相似关系表

Table 1 Similar relationship of model tests

物理量	符号	单位	相似比
内摩擦角	$φ$ $φ$	°	$C_{φ} = 1$ $C_{φ} = 1$
应变	$ε$ $ε$	—	C_ε=1
泊松比	$ν$ $ν$	—	$C_{ν} = 1$ $C_{ν} = 1$
黏聚力	c	Pa	$C_{c} = 20$ $C_{c} = 20$
强度	R	Pa	$C_{R} = 20$ $C_{R} = 20$
应力	$σ$ $σ$	Pa	$C_{σ} = 20$ $C_{σ} = 20$
弹性模量	E	Pa	$C_{E} = 20$ $C_{E} = 20$

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表 2 土体材料物理力学参数对照表

Table 2 Physical and mechanical parameters of soil materials

名称	γ /(kN·m^-3)	E/MPa	φ/(°)
原型值	18.7~20.3	15.0~25.0	20.0~32.0
模型值	20.0	1.0	28.0
对应原型值	20.0	20.0	28.0

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表 3 双层衬砌结构物理力学参数表

Table 3 Physical and mechanical parameters of double-layer lining structure

衬砌结构	物理力学参数	原型值	模型值	对应原型值
管片	弹性模量/GPa	34.5	1.72	34.4
管片	单轴抗压强度标准值/MPa	32.4	1.60	32.0
二次衬砌	弹性模量/GPa	28.0	1.43	28.6
二次衬砌	单轴抗压强度标准值/MPa	16.7	0.84	16.8
环向主筋	等效拉压刚度/（10⁵N）	2.4×10⁴	1.80	2.82×10⁴

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表 4 管片接头对应弯曲刚度和槽缝深度

Table 4 Bending stiffnesses and slot depths of segment joints

序号	割槽位置	弯曲刚度/(10⁸ N·m·rad^-1)	模型槽缝深度/mm
1	A区域	2.57（正弯曲）	14.0
2	B区域	1.60（负弯曲）	15.5

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表 5 试验加载工况表

Table 5 Loading schemes of model tests

加载步	Ⅲ方向千斤顶压力/MPa	Ⅰ方向荷载
加载步	Ⅲ方向千斤顶压力/MPa	千斤顶油压/MPa	模型拱顶地层压力/kPa	原型拱顶地层压力/kPa	隧道等效上覆土层/m
0	0	0.0	0.00	0.00	0
1	18	0.6	1.44	28.80	3
2	18	1.0	5.52	110.40	11
3	18	1.4	8.67	173.40	17
4	18	1.8	11.86	237.20	25
5	18	2.2	14.46	289.20	30
6	18	2.6	18.70	374.00	37
7	18	3.0	21.79	435.80	43
8	18	3.4	24.95	499.00	50
9	18	3.8	29.29	585.80	60
10	18	4.2	33.96	679.20	70
11	18	4.6	41.88	837.60	85
12	18	5.0	47.31	946.20	95
13	18	5.4	52.83	1056.60	105
14	18	5.8	57.34	1146.80	115
15	18	6.2	61.33	1226.60	125
16	18	6.6	65.37	1307.40	135

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表 6 试验分组

Table 6 Test grouping

试验组号	管片拼装方式	侧压力系数	目标环封顶块位置	对应加载步	二次衬砌施作时机/%
1	相对中间目标环管片旋转49.08°布置	0.4	左拱腰	2	37
2				3	57
3				4	83
4				5	100
5				6	120
6				9	200

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表 7 第8加载步双层衬砌最大内力量值

Table 7 Values of maximum internal force of double-layer lining at 8th loading step

试验分组	二次衬砌施作时机/%	二次衬砌最大内力			管片衬砌最大内力			二衬最大内力/ 管片最大内力
试验分组	二次衬砌施作时机/%	轴力/kN	正弯矩/(kN·m)	负弯矩/(kN·m)	轴力/kN	正弯矩/(kN·m)	负弯矩/(kN·m)	轴力/kN	正弯矩/(kN·m)	负弯矩/(kN·m)
1	37	8359.4	418.0	252.6	13165.9	1406.1	1456.4	0.64	0.29	0.18
2	57	8498.9	907.3	1132.5	6385.1	1236.1	990.3	1.33	0.92	0.92
3	83	8096.0	585.3	303.0	10398.9	1347.1	1286.9	0.78	0.45	0.22
4	100	3770.3	332.4	249.7	13540.4	1951.7	1463.8	0.28	0.23	0.13
5	130	4112.4	546.2	591.7	12910.3	2538.0	2001.6	0.32	0.27	0.23

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表 8 双层衬砌结构内部损伤及宏观破坏荷载级别

Table 8 Levels of internal and macroscopic damage loads of double-layer lining structure

试验组号	二次衬砌施作时机/%	二次衬砌施作荷载级别	结构内部损伤出现荷载级别	结构宏观破坏出现荷载级别	主裂缝位置	主裂缝方向
1	37	2	5	9（二次衬砌）	拱顶	纵向、斜向
2	57	3	7	12（二次衬砌）	拱顶、拱底	纵向
3	83	4	10	10（二次衬砌）	拱底、左拱肩	拱底纵向、拱肩斜向
4	100	5	10	10（二次衬砌）	拱顶	纵向
5	120	6	9	9（二次衬砌）	拱底	纵向
6	200	9	8	8（管片）	拱顶、拱底	纵向

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参考文献(21)

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盾构隧道二次衬砌合理施作时机模型试验研究 English Version

作者简介: 王士民(1978—),男,博士,教授,主要从事地下结构安全性及耐久性的研究。E-mail: wangshimin@swjtu.edu.cn

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Model tests on reasonable construction time of secondary lining of shield tunnel

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作者简介:
王士民(1978—),男,博士,教授,主要从事地下结构安全性及耐久性的研究。E-mail: wangshimin@swjtu.edu.cn