叠线隧道并行既有运营线注浆隔离加固试验与实测分析

陈佳; 于游; 杨平; 朱俊; 王加辉; 樊邵威

doi:10.20265/j.cnki.issn.1007-2993.2025-0068

叠线隧道并行既有运营线注浆隔离加固试验与实测分析

doi: 10.20265/j.cnki.issn.1007-2993.2025-0068

陈佳^1,,
于游^2,,
杨平^2, ,,
朱俊¹,
王加辉²,
樊邵威²

1.
中铁五局集团第六工程有限责任公司，重庆　401147
2.
南京林业大学土木工程学院，江苏南京　210037

基金项目: 国家自然科学基金项目（42101127）

详细信息

作者简介:
陈　佳，男，1984年生，大学本科，高级工程师，主要从事地下工程施工工作。E-mail：281900264@qq.com

通讯作者:
杨　平，男，1964年生，教授，博士生导师，主要从事环境岩土与地下工程等研究。E-mail：yangping@njfu.edu.cn

中图分类号: U455
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- 文章访问数: 12
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- 被引次数: 0
出版历程
- 收稿日期: 2025-02-18
- 修回日期: 2025-07-23
- 录用日期: 2025-08-25
- 刊出日期: 2026-04-09

Grouting isolation and reinforcement test and measurement analysis of the parallel existing operating line of the overlapping tunnel

CHEN Jia^1
,,
YU You^2
,,
YANG Ping^{2
, ,},
ZHU Jun¹,
WANG Jiahui²,
FAN Shaowei²

1.
China Railway Fifth Bureau Group Sixth Engineering Co., Ltd., Chongqing 401147, China
2.
College of Civil Engineering, Nanjing Forestry University, Nanjing 210037, Jiangsu, China

摘要

摘要: 南京地铁6号线与既有4号线小净距、长距离并行段拟采用注浆加固隔离墙工法，以保证既有隧道安全运营，为验证该工法的可行性，选择地层分布有代表性的试验区，对加固工法进行了注浆工艺及浆液配比研究、深层土体现场注浆试验、取芯检查与注水试验、饱和单轴抗压强度试验、土压力与深层土体水平位移监测等综合研究。结果表明：针对本工程地层宜选用膨润土水泥浆及速凝高强水泥基浆液，采用隔孔跳打、间隔循环注浆法，不同深度的地层分阶段注浆；被注浆区的侧向加固范围≥2.70 m，可作为正式注浆施工的控制间距；注浆期间对既有线相同水平距离处产生的土压力为0.508 MPa，略大于设计要求；土体水平位移最大值为4.64 mm，满足设计要求；注浆加固后地层由极为破碎转为中等完整—较完整，由中等透水性地层转为微透水性地层；检查孔所取芯样饱和单轴抗压强度均在1 MPa以上。研究表明采用本注浆工艺与参数用于保护临近既有运营线的注浆隔离加固施工是可行的，可为类似工况下的注浆隔离加固提供参考。
- 叠交隧道 /
- 近距离 /
- 并行运营隧道 /
- 注浆加固试验 /
- 土压力 /
- 位移
Abstract: To verify the feasibility of ensuring the safe operation of the existing tunnel by applying the grouting reinforcement isolation wall method in the small-clearance, long parallel section between Nanjing Metro Line 6 and the existing Line 4, a representative test area was selected based on similar stratum distribution. Studies and tests were conducted on the reinforcement method, including grouting process and mix ratio optimization, in-situ deep soil grouting, coring inspection and water injection tests, saturated uniaxial compressive strength tests, as well as earth pressure and deep soil horizontal displacement monitoring. The results indicate that for the strata in this project, it is advisable to employ bentonite-cement slurry and rapid-setting high-strength cement-based slurry. The grouting operation should adopt the methods of "skip-hole drilling" and "cyclic grouting in intervals", with staged grouting for formations at different depths. The lateral reinforcement extent of the grouted zone reaches ≥2.70 m, which can serve as the control criterion for formal grouting construction. During grouting, the earth pressure induced at the equivalent horizontal distance from the existing line was 0.508 MPa, slightly exceeding the design requirement. However, the maximum horizontal displacement of the soil was 4.64 mm, satisfying the design requirements. After grouting reinforcement, the stratum changed from extremely fragmented to moderately complete to relatively complete, and from medium permeable stratum to slightly permeable stratum, and the saturated uniaxial compressive strength of the core samples taken from the inspection hole is more than 1 MPa. Therefore, it is feasible to use this grouting process and parameters for the grouting isolation and reinforcement construction near the existing operating lines. This can provide a reference for the grouting isolation and reinforcement under similar working conditions.
- overlapping tunnels /
- close range /
- parallel operation of tunnels /
- grouting reinforcement tests /
- earth pressure /
- displacement

HTML全文

图 1 注浆试验区与位置平面图

Figure 1. Grouting test area and location plan

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图 2 南京地铁6号线与4号线近距平行段剖面图（单位：m）

Figure 2. Section view of the near-distance parallel section of Nanjing Metro Line 6 and Line 4 (Unit: m)

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图 3 注浆钻孔及监测孔布置

Figure 3. Grouting drilling and monitoring hole layout

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图 4 注浆孔钻孔结构示意图

Figure 4. Schematic diagram of grouting hole drilling structure

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图 5 注浆前后钻孔岩芯对比照片

Figure 5. Comparison photo of drilled core before and after grouting

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图 6 典型注浆段注浆压力变化曲线

Figure 6. Grouting pressure change curve of typical grouting section

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图 7 TY01—TY06监测孔在注浆前后土压力的变化情况

Figure 7. TY01—TY06 monitoring the changes of earth pressure in the borehole before and after grouting

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图 8 部分测点实测土压力和注浆压力随时间变化

Figure 8. Measured earth pressure and grouting pressure at some measurement points change with time

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图 9 CX01、CX02位移随注浆变化曲线

Figure 9. Curves of CX01 and CX02 displacements with grouting

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表 1 套管段封固材料配比表

Table 1. Ratio table of sealing materials for casing sections

水 /(L·m⁻³)	水泥 /(kg·m⁻³)	水玻璃/(L·m⁻³)	浆液密度/(g·m⁻³)	浆液黏度/s	7 d固结强度 /MPa	固结收缩率/%	析水率	初凝时间/h	终凝时间/h
480	50	25	1.50～1.52	18～20	≥ 2.00	≤ 3.5	≤ 5%	0.5～1.0	6～10

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表 2 塑性早强浆配比表

Table 2. Ratio of plastic early strength slurry

水/ (L·m⁻³)	水泥/ (kg·m⁻³)	水玻璃/ (L·m⁻³)	食盐/ (kg·m⁻³)	浆液密度/ (g·m⁻³)	浆液黏度/s	28 d固结强度/MPa	固结收缩率/%	初凝时间/h	终凝时间/h
450～550	530～580	25～30	3.75	1.51～1.52	16～23	≥ 1.80	≤ 4.5	0.5～0.8	6～10

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表 3 膨润土水泥浆配比表

Table 3. Bentonite cement slurry ratio table

水/ (L·m⁻³)	水泥/ (kg·m⁻³)	水玻璃/ (L·m⁻³)	膨润土/ (kg·m⁻³)	食盐/ (kg·m⁻³)	浆液密度/ (g·m⁻³)	浆液黏度/ s	28 d固结强度/MPa	固结收缩率/%	初凝时间/h	终凝时间/h
860～890	160～200	20～50	250～340	40	1.26～1.28	25～32	≥ 0.30	≤ 4.5	0.5～1.0	6～10
注：当注浆压力较低时，采用较高的水玻璃用量、较低的水泥用量；当注浆压力较高时，若浆液难以注入，采用较高的水玻璃用量、较低的水泥用量；当需要调整浆液的黏度时，首先考虑调整水玻璃的用量，然后考虑调整水泥的用量；破碎带注浆时，应适当提高水泥用量。

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表 4 注浆段浆液类型及封水作用

Table 4. Slurry type and water sealing effect in grouting section

序号	阶段名	空间部位	浆液类型	注浆压力/MPa	作用
1	固管段	从地面至进入全风化岩1 m	复合塑性早强浆	0.52～0.77	防止浆液向非目标层渗入；防止注浆过程中浆液沿钻孔发生冒浆
2	岩帽段	固管段下2 m	塑性早强浆	0.58～0.99	阻止或缓解下阶段浆液向地面返浆
3	风化带分段注浆	岩帽段底至中等风化顶部 1～2 m	膨润土–水泥浆及塑性早强浆	0.82～1.20	充填地层空隙，提高破碎带完整性、抗渗性和稳定性

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表 5 注浆前后岩芯数据对比

Table 5. Comparison of core data before and after grouting

工况	钻孔	采芯率/%	20.0～25.0 m RQD值/%	25.0～30.0 m RQD值/%	30.0～35.0 m RQD值/%	岩石完整程度定性划分	抗压强度/MPa
注浆前	Z1-1	65.41	< 10	11.6	23.2	较破碎	0.28
	Z1-3	78.39	< 10	< 10	14.6	极破碎
	Z2-4	73.05	< 10	< 10	17.5	破碎
注浆后	JCK1	87.56	62.4	67.1	78.4	中等完整	1.12
	JCK2	89.62	58.8	75.7	84.2	较完整	1.67
	JCK3	92.25	66.2	79.6	80.7	较完整	1.34

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表 6 注浆加固前后场区内部分钻孔渗透系数

Table 6. Permeability coefficient of some boreholes in the field area before and after grouting reinforcement

工况	试验孔	注水段长/m	渗透系数 / (cm·s⁻¹)	地层透水性评价
注浆前	Z1-1	21.06	8.202×10⁻⁵	弱透水
	Z1-3	19.87	5.472×10⁻⁴	中等透水
	Z2-2	21.14	9.680×10⁻⁴	中等透水
注浆后	JCK1	22.90	4.403×10⁻⁶	微透水
	JCK2	22.26	6.481×10⁻⁶	微透水
	JCK3	23.04	3.915×10⁻⁶	微透水

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