考虑蠕变特性的高应力软岩隧道变形预测方法与实践

郭新新; 汪波; 王振宇; 于家武

doi:10.11779/CJGE20220058

考虑蠕变特性的高应力软岩隧道变形预测方法与实践 English Version

1.
成都理工大学环境与土木工程学院, 四川成都 610059
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.
中铁隧道集团二处有限公司, 河北三河 065201

基金项目:

国家自然科学基金项目 U2034205

甘肃省科技计划项目 19ZD2GA005

中铁隧道集团二处有限公司科技研发计划项目 2020-05

详细信息

作者简介:
郭新新(1990—)，男，博士，副研究员，主要从事隧道工程方面的教学和科研工作。E-mail: zj_gxinxin@163.com

通讯作者:
汪波, E-mail: ahbowang@163.com

中图分类号: TU431;U45
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出版历程
- 收稿日期: 2022-01-12
- 网络出版日期: 2023-03-15
- 刊出日期: 2023-02-28

Methods and practices for deformation prediction in high-stress soft rock tunnels considering creep characteristics

1.
College of Environment and Civil Engineering, Chengdu University of Technology, Chengdu 610059, China
2.
Key Laboratory of Transportation Tunnel Engineering, Ministry of Education, Southwest Jiaotong University, Chengdu 610031, China
3.
The 2nd Engineering Co., Ltd. of China Railway Tunnel Group, Sanhe 065201, China

摘要

摘要: 为研究高应力软岩蠕变特性对隧道围岩变形预测的影响，以木寨岭公路隧道为依托，首先采用三维计算模型与多元线性回归相结合的方法分析初始地应力场，并结合围岩段落划分，选择典型计算断面；其次，提出基于[BQ]值的围岩参数取值方法，确定典型计算断面的围岩参数；而后，开展基于M-C模型和Cvsic模型的断面变形计算，剖析岩体蠕变特性对围岩变形的影响；最终，对比了预测结果与实际围岩变形。结果表明：①岩体蠕变特性对围岩变形具有明显增大效应，围岩位移增长量与横断面平均主应力呈正相关；②围岩条件越差，蠕变增大效应越显著；横断面平均主应力越大，蠕变增大效应中位移增长量越大，而位移增长率变化不明显；③蠕变特性对围岩变形等级预测有明显影响，M-C模型预测结果弱于Cvisc模型，与实际围岩变形情况存在较大差异。研究结果为在高应力软岩隧道变形预测中引入岩体蠕变效应奠定了实践基础。
- 高应力软岩隧道 /
- 变形预测 /
- 蠕变效应 /
- 数值模拟 /
- 工程检验
Abstract: To study the influences of high-stress soft rock creep characteristics on deformation prediction of surrounding rock of tunnels, the Muzhailing highway tunnel is taken as the support project. Firstly, the initial ground stress field is analyzed using a three-dimensional simulation model combined with multiple linear regression. The typical calculation sections are selected in conjunction with the section division of the surrounding rock. Secondly, the relevant method based on the [BQ] value is proposed to determine the parameters of the surrounding rock in the typical calculation section. Then, the section deformation is calculated based on the M-C model and the Cvsic model to analyze the influences of the creep characteristics of rock on the deformation of the surrounding rock. Finally, the predicted results are compared with the actual ones. The results show that: (1) The creep characteristics of rock mass have significant increase effects on the deformation, and the displacement growth rate is positively correlated with the average principal stress of cross-section. (2) The worse the surrounding rock condition, the more pronounced the creeping increase effects. The greater the average principal stress of the cross-section, the larger the displacement growth rate in the creep increase effects, while the change in the displacement growth rate is less noticeable. (3) The creep characteristics have significant effects on the prediction of the deformation level of the surrounding rock. The predicted results by the M-C model are weaker than those by the Cvisc model, which are pretty different from the actual deformations of the surrounding rock. The results lay a practical foundation for introducing the creep effects into the deformation prediction of high-stress soft rock tunnels.
- high-stress soft rock tunnel /
- deformation prediction /
- creep effect /
- numerical simulation /
- engineering inspection

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图 1 实测应力分布

Figure 1. Distribution of measured stress

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图 2 隧址区三维地质模型

Figure 2. Three-dimensional geological model

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图 3 模型加载示意图

Figure 3. Model loading

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图 4 初始应力场分布规律

Figure 4. Distribution laws of initial stress field

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图 5 隧道计算模型图

Figure 5. Model for tunnel calculation

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图 6 最大位移

Figure 6. Maximum displacement

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图 7 Cvisc模型最大位移增长量、增长率

Figure 7. Maximum displacement increments and growth rates by Cvisc model

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图 8 蠕变增大效应与应力场关系

Figure 8. Relationship between creep increase effect and stress field

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图 9 不同岩性时，蠕变增大效应与XZ向平均应力关系曲线

Figure 9. Relation curve between creep increase effect and XZ average stress under different lithologies

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图 10 不同围岩本构模型变形等级预测结果

Figure 10. Predicted results of deformation grade of different constitutive models for surrounding rock

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图 11 典型断面位移

Figure 11. Displacements of typical section

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表 1 各岩层的单轴饱和抗压强度

Table 1 Uniaxial saturated compressive strengths of rock strata

统计项目	单轴饱和极限抗压强度
统计指标岩土名称	统计个数n	范围值	算术平均值f_m	标准差 ${\sigma _{\text{f}}}$	变异系数δ	修正系数	标准值
炭质板岩（P₁）	30	11.23~45.66	28.56	7.99	0.28	0.91	26.0
炭质板岩（C₁）	6	16.37~41.24	25.48	8.53	0.33	0.75	19.2
断层压碎岩	8	12.12~15.94	14.00	1.40	0.10	0.93	13.00
注：已剔除异常值。

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表 2 主要岩层物理力学参数

Table 2 Main physical and mechanical parameters of rock strata

岩体类型	变形模量E/GPa	泊松比	重度/(kN·m^-3)
中风化炭质板岩（P₁）	2.0	0.35	27.0
断层压碎岩	1.5	0.40	27.0
中风化灰岩（C₁）	6.0	0.30	27.0
中风化炭质板岩（C₁）	3.0	0.35	27.0

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表 3 N2钻孔主应力反演与实测对比

Table 3 Comparison between inversion and measurement of N2 principal stress

钻孔编号	测点	S_H/MPa				S_h/MPa				S_v/MPa
钻孔编号	测点	实测值	回归值	绝对误差	相对误差	实测值	回归值	绝对误差	相对误差	实测值	回归值	绝对误差	相对误差
N2	1	25.7	25.1	0.6	2.3%	16.8	20.5	3.7	22.2%	10.7	12.8	2.1	19.2%
N2	2	24.1	25.4	1.3	5.7%	17.0	20.9	3.9	23.0%	11.1	13.3	2.2	19.1%

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表 4 围岩弹塑性参数

Table 4 Elastic-plastic parameters of surrounding rock

岩体类型	界限	变形模量E/GPa	泊松比 $\nu$	黏聚力c/MPa	内摩擦角φ/(°)	重度 $\gamma$ /(kN·m^-3)	备注
炭质板岩	上限	2.00	0.35	0.80	28	27.0	[BQ]=214
炭质板岩	下限	1.20	0.38	0.50	25	27.0	[BQ]=54
断层压碎岩	—	1.20	0.39	0.45	24	27.0

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表 5 木寨岭隧道围岩蠕变参数

Table 5 Creep parameters of surrounding rock in Muzhailing tunnel

围岩岩性	Maxwell剪切模量G_M/GPa	Maxwell黏度 ${\eta _{\text{M}}}$ /(GPa·h^-1)	Kelvin剪切模量G_K/GPa	Kelvin黏度 ${\eta _{\text{K}}}$ /(GPa·h^-1)
炭质板岩	1.00	8300	2.00	138
断层压碎岩	0.75	6225	1.50	103.50
注：灰岩蠕变参数按炭质板岩参数选取。

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表 6 木寨岭公路隧道变形预测相关计算资料（左线）

Table 6 Data of deformation prediction of Muzhailing highway tunnel (left line)

段落起讫里程（ZK）	主要岩性	[BQ]均值	计算断面1	计算断面2	段落起讫里程（ZK）	主要岩性	[BQ]均值	计算断面1	计算断面2
212+000—+185	①	190.5	211+900	212+100	216+005—217+100	①	171	216+100	217+100
212+185—+385	①	54	212+200	212+300	217+100—+300	①	54.3	217+100	217+300
212+385—+585	②	—	212+400	212+500	217+300—+520	②	—	217+300	217+500
212+585—+785	①	54	212+600	212+700	217+520—+720	①	54.3	217+600	217+700
212+785—213+355	①	189	212+800	213+200	217+720—219+030	①	214	217+700	219+000
213+355—+555	①	92.8	213+400	213+500	219+030—+230	①	84.3	219+100	219+200
213+555—+715	②	—	213+600	213+700	219+230—219+610	②	—	219+300	219+600
213+715—+915	①	92.8	213+800	213+900	219+610—810	①	84.3	219+700	219+800
213+915—214+285	①	190	214+000	214+200	219+810—221+340	①	203	219+900	221+100
214+285—+385	①	114	214+300	—	221+340—+540	①	92.5	221+400	221+500
214+385—+505	②	—	214+400	214+500	221+540—221+690	②	—	221+600	—
214+505—+705	①	93	214+600	214+700	221+690—+890	①	92.5	221+700	221+800
214+705—+830	①	133	214+800	—	221+890—222+810	①	196.8	221+900	222+800
214+830—215+030	①	54.3	214+900	215+000	222+810—223+010	①	92.5	222+900	223+000
215+030—+150	②	—	215+100	—	223+010—+105	②	—	223+100	—
215+150—+635	①	54.3	215+400	215+600	223+105—+305	①	92.5	223+200	223+300
215+635—+805	②	—	215+700	215+800	223+305—224+000	①	190.6	223+400	224+000
215+805—216+005	①	54.3	215+900	216+000
注：岩性①为炭质板岩，岩性②为断层压碎岩；里程K212前、及K224后，因垂直应力小，地应力场模拟出现明显偏差，予以剔除。

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