断层破碎带注浆加固对跨断层隧道减震效果的试验研究

袁勇; 黎若寒; 赵旭

doi:10.11899/zzfy20230205

断层破碎带注浆加固对跨断层隧道减震效果的试验研究

doi: 10.11899/zzfy20230205

袁勇^{1, 2,},
黎若寒¹,
赵旭³

1.
同济大学, 土木工程学院, 上海 200092
2.
同济大学，土木工程防灾国家重点实验室, 上海 200092
3.
北京工业大学, 城市与工程安全减灾教育部重点实验室, 北京 100124

基金项目: 国家自然科学基金（51778487、52061135112、U1934210）

详细信息

作者简介:
袁勇，男，生于1963年。教授。主要从事地下工程动力灾变和服役性能的基础理论与工程应用研究。E-mail：yuany@tongji.edu.cn

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出版历程
- 收稿日期: 2023-01-05
- 刊出日期: 2023-06-30

Shaking Table Tests on Seismic Mitigation Effect of Grouting Reinforcement in Fault-crossing Tunnels

Yuan Yong^{1, 2
,},
Li Ruohan¹,
Zhao Xu³

1.
College of Civil Engineering, Tongji University, Shanghai 200092, China
2.
Key Laboratory of Geotechnical and Underground Engineering of Ministry of Education, Tongji University, Shanghai 200092, China
3.
Key Laboratory of Urban Security and Disaster Engineering of Ministry of Education, Beijing University of Technology, Beijing 100124, China

摘要

摘要: 隧道跨越断层区段是地震中最容易发生破坏的区域之一。为研究注浆加固断层破碎带对于跨断层隧道的减震机制与效果，设计了断层内有、无注浆加固的2种模型，采用1-g振动台试验，输入汶川地震动记录，测试隧道衬砌的加速度响应和应变响应时程。分析试验结果发现，跨断层隧道的最大加速度响应和最大Arias烈度均位于断层破碎带与上盘岩体交界处，隧道衬砌最大动应变分布在该交界面侧的隧道拱肩部位和断层破碎带侧的拱底部位；注浆加固可以显著减小该处的加速度响应和Arias烈度，并降低隧道衬砌环动应变沿纵向的差异。通过注浆加固破碎带提升断层内隧道周围的地层物理力学特性以减小隧道纵向地层性质差异，可以有效减小跨断层隧道的加速度放大效应与变形差异。
- 断层 /
- 隧道 /
- 地震响应 /
- 振动台试验 /
- 注浆加固
Abstract: Tunnel sections crossing fault zones are among the most vulnerable areas to damage during earthquakes. To investigate the seismic mitigation mechanism and effects of grouting reinforcement in fault fracture zone for fault-crossing tunnels, two models with and without grouting reinforcement within fault were designed. A 1-g shaking table was utilized to input the Wenchuan earthquake ground motion records, and the acceleration and strain responses of the tunnel lining were tested. The test results revealed that the maximum acceleration response and Arias intensity of the fault-crossing tunnel were located at the interface between the fault fracture zone and the hanging wall, with the maximum dynamic strain of the tunnel lining distributed at the shoulder of the arch shoulder near the interface and the invert of the arch near the fault fracture zone. Grouting reinforcement significantly reduced the acceleration response and Arias intensity at this location while decreasing the longitudinal differences in the dynamic strain of the tunnel lining. By enhancing the geotechnical mechanical properties surrounding the tunnel within the fault through grouting reinforcement of the fracture zone, the acceleration amplification effect and deformation differences of the fault-crossing tunnel can be effectively reduced, thereby minimizing the longitudinal differences in the tunnel's geological properties.
- Fault /
- Tunnel /
- Seismic response /
- Shaking table test /
- Grouting reinforcement

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图 1 香炉山隧道穿越鹤庆-洱源断层区段示意图

Figure 1. Diagram of Xianglushan tunnel crossing Heqing-ergyuan fault zone

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图 2 轻骨料石膏应力应变关系

Figure 2. Stress-strain relationship of light aggregate gypsum

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图 3 模型示意图

Figure 3. Diagram of complete model

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图 4 观测断面与测点示意图

Figure 4. Diagram of monitoring sections

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图 5 汶川波时程及傅里叶谱

Figure 5. Accelerogram and Fourier spectrum of Wenchuan wave

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图 6 隧道加速度时程和傅里叶谱对比

Figure 6. Comparison of accelerogram and Fourier spectra of tunnel

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图 7 隧道纵向加速度放大系数对比

Figure 7. Comparison of acceleration amplification factor of tunnel along axis

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图 8 隧道节段6传递函数对比

Figure 8. Comparison of transfer function of section 6

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图 9 隧道Arias烈度时程对比

Figure 9. Comparison of Arias intensity time-history of tunnel

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图 10 隧道纵向Arias烈度对比

Figure 10. Comparison of Arias intensity of tunnel along axis

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图 11 隧道纵向各节段最大附加应变

Figure 11. Maximum additional strain of tunnel section along axis

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图 12 隧道典型应变响应时程曲线对比

Figure 12. Comparison of typical strain time-history of tunnel

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表 1 振动台试验相似关系

Table 1. Similitude relations for the shaking table test

物理量	相似关系	相似比
长度	L	1/15
密度	FT²L⁻⁴	6/25
弹性模量	FL⁻²	1/60
应变	—	1
质量	FL⁻¹T²	1/14062
速度	LT⁻¹	1/3.79
时间	T	1/3.95
频率	T⁻¹	3.95
应力	FL⁻²	1/60
加速度	LT⁻²	1.04

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表 2 试验原型和试验模型材料特性

Table 2. Mechanical properties of prototype and model materials

		弹性模量/MPa	密度/（kg·m⁻³）	泊松比	粘聚力/kPa	内摩擦角/（°）
围岩	原型	6000	2300	0.30	700	39
围岩	模型	100	560	0.30	25	18
断层破碎带	原型	300	1700	0.35	100	20
断层破碎带	模型	5	410	0.35	1.6	19
隧道衬砌	原型	30000	2500	0.20	—	—
隧道衬砌	模型	500	600	0.20	—	—
注浆加固	原型	6000	2200	0.30	—	—
注浆加固	模型	100	510	0.23	—	—

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表 3 注浆加固减震效果

Table 3. Seismic mitigation effect of grouting reinforcement

部位	最大附加应变/ με
部位	节段3	节段5	节段6	节段7	节段8	节段9	节段11
拱顶	11.22 （135%）	9.64 （43%）	21.11 （83%）	7.58 （70%）	8.10 （82%）	9.05 （74%）	33.74 （187%）
拱肩	9.34（105%）	10.51 （125%）	15.50 （11%）	14.16 （100%）	16.03 （125%）	11.21 （62%）	9.18 （123%）
拱腰	8.01（88%）	8.36 （50%）	20.02 （60%）	8.87 （79%）	17.87 （108%）	8.34 （88%）	9.23 （101%）
拱脚	9.52（139%）	11.38 （85%）	13.61 （28%）	20.33 （122%）	19.16 （89%）	14.86 （135%）	13.33 （108%）
拱底	5.11（69%）	8.81 （58%）	8.89 （33%）	15.36 （10%）	16.63 （199%）	11.12 （67%）	5.80 （63%）
注：表中百分比为注浆加固模型中隧道衬砌峰值应变与无注浆加固模型中隧道衬砌峰值应变之比。

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