地震和断层错动共同作用下大转向曲线隧道力学行为研究

吴斌; 袁松; 康泽洲; 罗庆斐; 王峥峥

doi:10.11899/zzfy20230271

地震和断层错动共同作用下大转向曲线隧道力学行为研究

doi: 10.11899/zzfy20230271

吴斌^1,,
袁松²,
康泽洲¹,
罗庆斐^3, ,,
王峥峥³

1.
四川雅康高速公路有限责任公司, 四川雅安 625000
2.
四川省交通勘察设计研究院有限公司, 成都 610017
3.
大连理工大学, 建设工程学院, 辽宁大连 116024

基金项目: 四川省交通科技项目（2019-ZL-12）

详细信息

作者简介:
吴斌，男，生于1976年。高级工程师。主要从事高速公路建设及运营管理工作。E-mail：738478505@qq.com

通讯作者:
罗庆斐，男，生于1995年。博士研究生。主要从事隧道地震响应研究。E-mail：qingfeilll@163.com

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出版历程
- 收稿日期: 2023-12-10
- 录用日期: 2024-05-31
- 修回日期: 2024-05-29
- 网络出版日期: 2025-04-18
- 刊出日期: 2025-03-30

Study on Mechanical Behavior of Large Steering Curved Tunnel under Combined Action of Earthquake and Fault Dislocation

1.
Sichuan Yakang Expressway Co, Ltd, Ya’ an 625000, Sichuan, China
2.
Sichuan Communication Surveying & Design Institute Co, Ltd, Chengdu 610017, China
3.
School of Infrastructure Engineering, Dalian University of Technology, Dalian 116024, Liaoning, China

Funds: Yu H. T., Li X. X., Li P., 2022. Analytical solution for vibrations of a curved tunnel on viscoelastic foundation excited by arbitrary dynamic loads. Tunnelling and Underground Space Technology, 120: 104307.

摘要

摘要: 针对现有研究较少涉及极高烈度区地震和断层错动共同作用下曲线隧道力学行为的问题，依托跑马山隧道极高烈度地震区和大转向曲线隧道工程特点，通过ABAQUS软件建立大转向曲线隧道在地震和断层错动共同作用下的数值模型，探明截面相对变形、塑性应变及应力纵向分布情况。研究结果表明，曲线隧道在地震和断层错动共同作用下，其截面相对变形最值与变形区域均有较大增长，其中，最值与变形区域较上述二者单独作用分别增长20%、50%；曲线隧道在地震和断层错动共同作用下，其塑性应变极值及影响范围均较地震或断层错动单独作用下高，分别为单独作用下的2、3倍，比二者单独作用下的塑性应变极值和影响范围线性相加大，表明在地震和断层错动共同作用下，其对曲线隧道的影响并非简单的线性相加；根据截面相对变形、等效塑性应变及应力纵向分布情况，可将曲线隧道分为3个区段，分别为增长段、平稳段及断层影响段，对应的长度分别为隧道跨度的50%、33%、17%，增长段主要为断层错动和地震作用的共同结果，而断层影响段主要与断层错动有关。
- 曲线隧道 /
- 极高烈度区 /
- 地震 /
- 断层错动 /
- 数值模拟
Abstract: IThis study addresses the limited research on the mechanical behavior of curved tunnels subjected to the combined effects of high-intensity earthquakes and fault dislocations. Using the Paomashan Tunnel, located in a high-intensity seismic zone with a large steering curve, as a case study, a numerical model was developed in ABAQUS to analyze the longitudinal distribution of relative cross-sectional deformation, plastic strain, and stress under the combined action of seismic forces and fault dislocation. The results indicate that, under the combined effects of seismic and fault dislocation, the maximum relative cross-sectional deformation and the deformation zones of the curved tunnel increase significantly. Specifically, the maximum deformation increases by 20%, and the deformation zone expands by 50%, compared to the effects of seismic or fault dislocation alone. Additionally, the peak plastic strain and its affected range under the combined action are much higher than those under either seismic or fault dislocation separately, being 2 and 3 times greater, respectively. This demonstrates that the combined impact of seismic and fault dislocation is not simply a linear superposition. Based on the relative cross-sectional deformation, equivalent plastic strain, and longitudinal stress distribution, the curved tunnel can be divided into three sections: the growth section (50% of the tunnel span), the stable section (33%), and the fault-affected section (17%). The growth section is primarily influenced by the combined effects of seismic and fault dislocation, while the fault-affected section is mainly dominated by fault dislocation.
- Curved tunnel /
- Extremely high intensity area /
- Earthquake /
- Fault dislocation /
- Numerical simulation

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图 1 康定过境段项目

Figure 1. Project of Kangding transit section

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图 2 C30混凝土损伤本构

Figure 2. The CDP model of C30 concrete

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图 3 模型尺寸与边界条件

Figure 3. The size of model and boundary conditions

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图 4 地震动加速度时程

Figure 4. The time history of acceleration of earthquake

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图 5 曲线隧道监测点示意

Figure 5. Schematic diagram of each part of curved tunnel

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图 6 隧道截面相对变形变化趋势

Figure 6. The trend of relative deformation of tunnel

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图 7 隧道区段示意

Figure 7. The schematic of the tunnel section

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图 8 隧道截面相对变形速率

Figure 8. The relative deformation rate of tunnel

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图 9 等效塑性应变纵向分布规律

Figure 9. Longitudinal distribution of equivalent plastic strain

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图 10 隧道拱腰Mises应力纵向分布规律

Figure 10. Longitudinal distribution of Mises stress

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表 1 跑马山隧道平面线型

Table 1. Summary of plane line types of Paomashan tunnel

隧道名称	交点号	转角/(°)	半径/m	跨度/m
跑马山1号隧道	JD1	50.2	950	806.0
	JD2	26.1	1 360	614.2
	JD3	118.4	1 030	1 769.5
	JD4	33.9	2 050	1 195.3
跑马山2号隧道	JD5	28.7	1 150	570.0
	JD6	166.9	980	1 947.2
	JD7	95.3	1 000	1 478.1

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表 2 模型材料参数

Table 2. The parameters of materials

名称	V级围岩	C30
重度/(kN·m⁻³)	18	25
弹性模量/MPa	1 000	30 000
内摩擦角/(°)	32	—
泊松比	0.4	0.2
黏聚力/MPa	0.135	—

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表 3 工况设计

Table 3. The case design

工况编号	作用形式
工况1	地震、断层错动共同作用
工况2	地震作用
工况3	断层错动作用

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