围岩蠕变作用下隧道支护结构的劣化特征

蓝日彦; 杨凯; 邱云辉; 崔耀中; 乔敏杰; 晏启祥

doi:10.3969/j.issn.0258-2724.20230442

围岩蠕变作用下隧道支护结构的劣化特征

doi: 10.3969/j.issn.0258-2724.20230442

蓝日彦^1,,
杨凯^{2, 3, 4, ,},
邱云辉²,
崔耀中²,
乔敏杰²,
晏启祥²

1.
广西新发展交通集团有限公司，广西南宁 530029
2.
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
3.
西华大学建筑与土木工程学院，四川成都 610039
4.
四川省公路规划勘察设计研究院有限公司，四川成都 610041

基金项目: 国家自然科学基金项目（U21A20152）；2020年度交通运输行业重点科技项目（2020-MS3-083）；广西科技计划项目（桂科AB20238036）

详细信息

作者简介:
蓝日彦（1976—），男，教授级高级工程师，博士，研究方向为岩土工程、公路建设与运营管理，Email：47573043@qq.com

通讯作者:
杨凯（1987—），男，讲师，博士，研究方向为隧道及地下工程，Email：87642189@qq.com

中图分类号: U45
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- 文章访问数: 36
- HTML全文浏览量: 10
- PDF下载量: 8
- 被引次数: 0
出版历程
- 收稿日期: 2023-08-31
- 修回日期: 2024-01-04
- 网络出版日期: 2025-05-20

Deterioration Characteristics of Tunnel Support Structures under Surrounding Rock Creep

LAN Riyan^1
,,
YANG Kai^{2, 3, 4
, ,},
QIU Yunhui²,
CUI Yaozhong²,
QIAO Minjie²,
YAN Qixiang²

1.
Guangxi Xinfazhan Communication Group Co., Ltd, Nanning 530029, China
2.
Key Laboratory of Transportation Tunnel Engineering, Ministry of Education, Southwest Jiaotong University, Chengdu 610031, China
3.
School of Architecture and Civil Engineering, Xihua University, Chengdu 610039, China
4.
Sichuan Highway Planning, Survey, Design and Research Institute Ltd, Chengdu 610041, China

摘要

摘要:
为探究蠕变效应下支护结构的长期劣化特性，针对隧道支护结构体系，建立锚杆破断、钢拱架屈服和混凝土塑性损伤力学模型，采用数值算例验证支护结构劣化力学模型的有效性，并探究竖向应力、静水压力和水平应力为主条件下锚杆破断、钢拱架屈服和衬砌损伤的劣化特性. 研究表明：破断首先发生在隧道边墙中部位置的锚杆，再沿隧道环向向两侧发展；钢拱架轴力呈先加速增长、后缓慢发展、最后急速降低的特征，轴力快速降低的同时伴随着弯矩的剧烈变化，部分测点弯矩出现由负变正的特征；受压损伤破坏区主要分布在隧道边墙和墙脚位置，受拉损伤首先出现在二次衬砌边墙中部的表面；侧压力系数越大，锚杆破断、钢拱架屈服、衬砌形成的贯通受压破坏区和受拉损伤达到最大值的时间越早.
- 蠕变 /
- 锚杆破断 /
- 钢拱架屈服 /
- 衬砌损伤 /
- 劣化特征
Abstract:
To investigate the long-term deterioration characteristics of tunnel support structures under creep effect, mechanical models of anchor bolt fracture, steel arch frame yielding, and concrete plastic damage were established for the tunnel support structure system. Numerical examples were used to verify the validity of the mechanical models for support structure deterioration. The deterioration characteristics of anchor bolt fracture, steel arch frame yielding, and lining damage were explored under conditions dominated by vertical stress, hydrostatic pressure, and horizontal stress. The results show that the fracture first occurs at the anchor bolt at mid-height of the tunnel sidewall and then develops circumferentially towards both sides. The axial force of the steel arch frame first increases rapidly, then develops slowly, and finally decreases significantly. The rapid decrease of axial force is accompanied by drastic changes in the bending moment, with some measuring points appearing a change of bending moment from negative to positive. The compressive damage zones are mainly distributed at the sidewall and wall foot positions of the tunnel, while tensile damage first appears on the surface of the secondary lining at the mid-height of the sidewall. As the lateral pressure coefficient increases, the anchor bolt fracture, the steel arch frame yielding, formation of a continuous compressive damage zone in the lining, and the maximum tensile damage appear earlier.
- creep /
- anchor bolt fracture /
- steel arch frame yielding /
- lining damage /
- deterioration characteristic

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图 1 CVISC蠕变模型

Figure 1. CVISC creep model

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图 2 锚杆力学模型

Figure 2. Mechanical model of anchor bolt

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图 3 锚杆破断力学模型验证

Figure 3. Verification of mechanical model for anchor bolt fracture

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图 4 钢拱架屈服力学模型验证

Figure 4. Verification of mechanical model of steel arch frame yielding

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图 5 混凝土塑性损伤模型及其验证

Figure 5. Concrete plastic damage model and its verification

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图 6 宗思隧道（单位：cm）

Figure 6. Zongsi Tunnel (unit: cm)

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图 7 隧道支护结构劣化特征分析数值模型

Figure 7. Numerical model for deterioration characteristic analysis of tunnel support structures

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图 8 锚杆轴力监测结果

Figure 8. Axial force monitoring results of anchor bolt

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图 9 破断锚杆空间分布

Figure 9. Spatial distribution of anchor bolt fracture

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图 10 锚杆破断时间

Figure 10. Timing of anchor bolt fracture

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图 11 钢拱架轴力监测曲线

Figure 11. Monitoring curves of axial force in steel arch frame

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图 12 钢拱架弯矩监测曲线

Figure 12. Monitoring curves of bending moment in steel arch frame

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图 13 衬砌受压损伤分布

Figure 13. Distribution of compressive damage in lining

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图 14 受拉损伤分布

Figure 14. Distribution of tensile damage

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图 15 现场实测二衬裂纹分布

Figure 15. Measured crack distribution of secondary lining

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表 1 锚杆物理力学参数

Table 1. Physical and mechanical parameters of anchor bolt

E/GPa	F_t/MPa	延伸率/%	直径d/mm
200	335	16	22

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表 2 钢拱架物理力学参数

Table 2. Physical and parameters of steel arch frame

钢拱架型号	E/GPa	泊松比v	N_u/kN	M_u/（kN•m）
I20a	200	0.3	849	71

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表 3 混凝土力学参数

Table 3. Mechanical parameters of concrete

强度等级	弹性模量E/GPa	泊松比ν	内聚力c/MPa	内摩擦角φ/（°）	抗压强度σ_c/MP	抗拉强度σ_t/MPa
C25	28.0	0.2	3.0	50	16.7	1.78
C35	31.5	0.2	3.7	55	23.4	2.20

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表 4 混凝土弹塑性损伤参数

Table 4. Elasto-plastic damage parameters of concrete

C25混凝土				C35混凝土
κ_s/ （ × 10⁻³）	D_s	κ_t/ （ × 10⁻³）	D_t	κ_s/ （ × 10⁻³）	D_s	κ_t/ （ × 10⁻³）	D_t
0	0	0	0	0	0	0	0
0.06	0.01	0.42	0.55	0.07	0.01	0.45	0.55
0.20	0.02	1.02	0.75	0.23	0.02	1.13	0.75
0.45	0.03	3.60	0.99	0.56	0.04	3.92	0.99
1.20	0.11			1.40	0.12
3.00	0.40			2.90	0.39
4.50	0.70			4.10	0.67
7.00	0.99			6.00	0.99

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表 5 围岩蠕变力学参数

Table 5. Creep mechanical parameters of surrounding rock

K/ GPa	E_M/ GPa	E_K/ GPa	η_M/ GPa.a	η_K/ （GPa.a）	c/ MPa	φ/（°）	σ_t/ MPa
2	2.5	4	3	1.2	7	26	1

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