泥岩地层盾构隧道围岩荷载理论计算方法及现场试验优化

周子扬; 张景轩; 封坤; 卢春房; 何川; 马杲宇

doi:10.3969/j.issn.0258-2724.20240395

泥岩地层盾构隧道围岩荷载理论计算方法及现场试验优化

doi: 10.3969/j.issn.0258-2724.20240395

周子扬^{1, 2,},
张景轩¹,
封坤^1, ,,
卢春房³,
何川¹,
马杲宇¹

1.
西南交通大学土木工程学院，四川成都 610031
2.
广州地铁集团有限公司-国家工程研究中心，广东广州，510330
3.
中国国家铁路集团有限公司，北京 100038

基金项目: 国家重点研发计划（2021YFB2600900）；国家自然科学基金项目（52078430）；重庆市技术创新与应用发展专项（CSTB2022TIAD-KPX010）

详细信息

作者简介:
周子扬（1997—），男，博士研究生，研究方向为隧道结构设计，结构健康监测，E-mail：zhou_ziyang@foxmail.com

通讯作者:
封坤（1983—），男，教授，博士，研究方向为现代盾构设计技术与结构设计理论，E-mail：windfeng@163.com

中图分类号: U45.1
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出版历程
- 收稿日期: 2024-08-11
- 修回日期: 2025-02-16
- 网络出版日期: 2026-06-09

Theoretical Calculation Methods and Field Test Optimization of Surrounding Rock Load for Shield Tunnels in Mudstone Strata

ZHOU Ziyang^{1, 2
,},
ZHANG Jingxuan¹,
FENG Kun^{1
, ,},
LU Chunfang³,
HE Chuan¹,
Ma Gaoyu¹

1.
School of Civil Engineering, Southwest Jiaotong University, Chengdu 610031, China
2.
National Engineering Research Center, Guangzhou Metro Group Co., Ltd., Guangzhou 510330, China
3.
China State Railway Group Co., Ltd., Beijing 100038, China

摘要

摘要:
为解决岩层环境盾构隧道围岩荷载分布规律不清、计算不准确的问题，依托成自铁路锦绣隧道开展现场监测试验，分析施工期管片外部水-土荷载时变规律，总结泥岩环境隧道围岩荷载分布特征，探讨常用岩层荷载计算理论的适用性，通过引入围岩荷载侧向梯度系数实现对围岩荷载计算方法的改进. 研究结果表明：管片拼装期外荷载分布均匀，根据现场测试结果，各管片外荷载在60 kPa内；稳定后外荷载大致衰减为施工期荷载峰值的80%；隧址区风化泥岩地层围岩荷载分布规律与松散压力分布更接近，采用水土合算方法处理地下水荷载影响更为合适；利用现场试验结果反演得到成都弱风化泥岩地层中隧道的等效岩柱高度为1.13倍洞径；优化岩层侧压力计算值与现场监测数据相比均方根误差低于36.4 kPa，计算精度大幅提高.
- 盾构隧道 /
- 荷载分布 /
- 现场监测试验 /
- 荷载计算方法
Abstract:
To address the challenges of unclear distribution patterns and inaccurate calculation of surrounding rock load for shield tunnels within rock stratum environments, field monitoring tests were conducted based on the Jinxiu Tunnel of the Chengdu–Zigong Railway. The temporal variation pattern of water and soil load on the external segments during the construction process was analyzed, and the distribution patterns of tunnel surrounding rock loads in a mudstone environment were summarized. The applicability of commonly used calculation theories for rock stratum load was explored, and the calculation method of the surrounding rock load was improved by introducing a lateral gradient coefficient of the surrounding rock load. The results show that during the segment assembly phase, the external load distribution is uniform, with field test results indicating that the external load on each segment is within 60 kPa. Upon stabilization, the external load generally attenuates to approximately 80% of the peak load during the construction process. In the weathered mudstone strata of the tunnel site area, the distribution pattern of the surrounding rock load more closely resembles that of loose pressure distribution, and it is more appropriate to account for the influence of groundwater load by adopting the combined water-soil calculation method. Inversion of field test results suggests that the equivalent rock column height for tunnels in the weakly weathered mudstone strata of Chengdu is 1.13 times the tunnel diameter. After optimizing the calculation of lateral rock pressure in the rock layer, the root mean square error (RMSE) compared to field monitoring data is below 36.4 kPa, indicating a significant improvement in calculation accuracy.
- shield tunnel /
- load distribution /
- field monitoring test /
- load calculation method

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图 1 锦绣隧道监测断面地层示意（单位：m）

Figure 1. Monitoring section strata in Jinxiu Tunnel (unit: m)

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图 2 现场监测试验元件布置

Figure 2. Component arrangement of field monitoring test

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图 3 现场监测试验外荷载时变规律

Figure 3. Temporal variation pattern of external load in field monitoring tests

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图 4 外荷载分布规律分析

Figure 4. Analysis of external load distribution patterns

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图 5 现场监测试验水压力时变规律

Figure 5. Temporal variation law of water pressure in on-site monitoring field monitoring tests

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图 6 监测断面水压力分布规律

Figure 6. Water pressure distribution patterns at monitoring section

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图 7 普氏理论计算简图

Figure 7. Pu’s theory calculation

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图 8 谢家烋公式计算简图

Figure 8. Xie Jiaxiu theory calculation

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图 9 普氏理论计算荷载与现场监测结果对比

Figure 9. Comparison of load calculated by Pu’s formula and field monitoring results

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图 10 谢家烋公式计算荷载与现场监测结果对比

Figure 10. Comparison of load calculated by Xie Jiaxiu’s formula and field monitoring results

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图 11 隧道围岩压力计算模型

Figure 11. Tunnel surrounding rock pressure calculation model

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图 12 反演模型

Figure 12. Inversion model

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图 13 优化的理论计算模型

Figure 13. Optimized theoretical calculation model

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图 14 优化模型与现场监测荷载对比

Figure 14. Comparison of loads from optimized model and field monitoring

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表 1 地层参数表

Table 1. Stratum parameters

地层	饱和密度/ （kg·m⁻³）	干密度/ （kg·m⁻³）	c/ kPa	$ \varphi $/ （°）	侧压力系数
弱风化泥岩	2648.1	1828.1	81	45	0.27
黏土	2264.5	1614.5	50	18	0.43
人工填土	2044.7	1544.7
粉质黏土	2084.8	1550.8	49	17	0.54
强风化泥岩	2494.8	1674.8	46	17	0.45
卵石土	2570.9	1720.9			0.30

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表 2 注浆阶段与稳定期水压力监测对比

Table 2. Comparison of water pressure monitoring between grouting phase and stabilization period

位置	隧顶水位高度/m	注浆阶段荷载区间/kPa	稳定期荷载区间/kPa	平均比值
981 环	27.06	−143.2～−397.9	−97.6～−238.6	0.75
1227 环	10.83	−158.4～−211.4	−103.2～−168.4	0.75

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表 3 围岩荷载计算误差分析

Table 3. Analysis of calculation errors in surrounding rock loads kPa

计算方法	981 监测环	1227 监测环
普氏理论-合算法	63.9	113.1
普氏理论-分算法	159.0	152.3
谢家烋公式-合算法	176.6	83.5
谢家烋公式-分算法	264.9	113.9

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表 4 等效岩柱高度反演结果

Table 4. Inversion results of equivalent rock column height

位置	上覆围岩压力（现场试验）/kPa	H_a/m	洞径比
981 监测环	−313.7	13.53	1.10
1227 监测环	−336.9	14.49	1.16

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