基于实测数据的穿越软塑黄土层大断面隧道围岩与支护动态作用机制

来弘鹏; 赵铭坤; 刘禹阳; 洪秋阳; 黄鹏志; 沈鹏翔

doi:10.19818/j.cnki.1671-1637.2023.01.009

基于实测数据的穿越软塑黄土层大断面隧道围岩与支护动态作用机制

doi: 10.19818/j.cnki.1671-1637.2023.01.009

1.
长安大学公路学院，陕西西安 710064
2.
长安大学建筑工程学院，陕西西安 710061
3.
广州市市政工程设计研究总院有限公司，广东广州 510030
4.
中国水电建设集团十五工程局有限公司，陕西西安 710065

基金项目:

国家自然科学基金项目 51978064

国家自然科学基金项目 52278391

详细信息

作者简介:
来弘鹏(1979-)，男，山西平遥人，长安大学教授，工学博士，从事隧道及地下工程研究

中图分类号: U456
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出版历程
- 收稿日期: 2022-08-17
- 网络出版日期: 2023-03-08
- 刊出日期: 2023-02-25

Dynamic mechanism of surrounding rock and support of large-section tunnel passing through soft-plastic loess layer based on measured data

1.
School of Highway, Chang'an University, Xi'an 710064, Shaanxi, China
2.
School of Civil Engineering, Chang'an University, Xi'an 710061, Shaanxi, China
3.
Guangzhou Municipal Engineering Design and Research Institute Co., Ltd., Guangzhou 510030, Guangdong, China
4.
Sinohydro Corporation Engineering Bureau 15 Co., Ltd., Xi'an 710065, Shaanxi, China

Funds:

National Natural Science Foundation of China 51978064

National Natural Science Foundation of China 52278391

More Information

Author Bio:
LAI Hong-peng(1979-), male, professor, PhD, laihp168@chd.edu.cn

Article Text (Baidu Translation)

摘要

摘要: 选取软塑黄土层分布于隧道拱顶、洞身和隧底3组典型断面开展实测研究，分析了软塑层影响下的围岩变形特征、支护结构力学特征及其差异性，提出了基于实测数据确定支护特性曲线的方法，揭示了软塑黄土层影响下的围岩与支护动态作用机制，给出了相应的防控理念及措施。分析结果表明：隧道围岩变形由大到小依次为软塑黄土层分布于拱顶段、洞身段和隧底段；软塑黄土层分布于拱顶段支护结构拱肩和边墙脚、洞身段拱腰及其以下位置、隧底段拱部和仰拱承受较大围岩压力作用；支护结构承受主要荷载来压方向不同、围岩应力随开挖步序释放率不同及地下水渗流路径不同是3组断面支护结构应力存在差异的直接原因；软塑黄土层分布于拱顶和洞身段时，围岩超前应力释放率约为35%，上台阶开挖支护结构力学性能迅速恶化，软塑黄土层分布于隧底段时，下台阶开挖软塑黄土层对支护结构将产生显著影响；针对上述3类工况，提出的强支护、控侧压和防突沉的防控理念及超前帷幕注浆、大锁脚和基底袖阀管注浆等施工控制措施可有效避免施工灾害的发生。
- 隧道工程 /
- 软塑黄土层 /
- 现场监测 /
- 围岩-支护特性曲线 /
- 作用机制 /
- 防控措施
Abstract: Three groups of typical sections with soft-plastic loess layer distributed in the tunnel crown, tunnel body, and tunnel bottom respectively were selected for testing. The deformation characteristics of surrounding rock under the influence of soft-plastic loess layer, the mechanical characteristics of support structure, and their differences were analyzed. The method to determine the characteristic curve of support based on the measured data was proposed. The dynamic mechanism of surrounding rock and support under the influence of soft-plastic loess layer was revealed, and the corresponding control concepts and measures were offered. Analysis results show that the deformation of surrounding rock in descending order results from the soft-plastic loess layer distributed in the tunnel crown, tunnel body and tunnel bottom. The soft-plastic loess layer distributing in the arch shoulder and side wall of support structure of the tunnel crown, the arch waist and its lower positions, and the arch and inverted arch of the tunnel bottom, bears greater pressure of the surrounding rock. The direct reasons for the difference in the stresses of the three sections are the different directions of the main load of the support structure, the different release rates of the pressure of the surrounding rock with the excavation sequence, and the different seepage paths of groundwater. When the soft-plastic loess layer distributes in the tunnel crown and tunnel body, the release rate of advance stress of the surrounding rock is about 35%, and the mechanical properties of the support structure deteriorate rapidly after the upper bench excavation. When the soft-plastic loess layer distributes in the bottom of the tunnel, the excavation of soft-plastic loess layer in the lower bench significantly impacts the support structure. For the above three types of working condition, the control concepts of strong support, lateral pressure control, and sudden settlement prevention and the construction control measures such as the advance drapery grouting, large feet-lock pipe and sleeve valve pipe grouting at the bottom of the foundation, can effectively avoid disasters in construction.
- tunnel engineering /
- soft-plastic loess layer /
- field monitoring /
- characteristic curve of surrounding rock and support /
- mechanism /
- control measure

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图 1 上阁村隧道地质特征

Figure 1. Geological characteristics of Shangge Village Tunnel

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图 2 Ⅴ级围岩支护参数

Figure 2. Support parameters of Ⅴ-grade surrounding rock

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图 3 上阁村隧道纵断面及监测断面布置

Figure 3. Vertical section and monitoring sections layout of Shangge Village Tunnel

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图 4 测点布设位置及编号

Figure 4. Locations and numbers of measuring points

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图 5 隧道拱顶沉降曲线

Figure 5. Settlement curves of tunnel crown

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图 6 隧道水平收敛曲线

Figure 6. Horizontal convergence curves of tunnel

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图 7 围岩压力时空分布

Figure 7. Temporal and spatial distributions of surrounding rock pressure

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图 8 初期支护应力时空分布

Figure 8. Temporal and spatial distributions of primary support stress

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图 9 二次衬砌应力时空分布

Figure 9. Temporal and spatial distributions of secondary lining stress

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图 10 主要荷载方向

Figure 10. Directions of main loads

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图 11 不同的围岩应力释放率

Figure 11. Different release rates of surrounding rock pressure

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图 12 围岩含水率实测结果

Figure 12. Measured results of water content of surrounding rock

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图 13 同一计算模型下参数设置

Figure 13. Parameter settings in same calculation model

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图 14 围岩特性曲线

Figure 14. Characteristic curves of surrounding rock

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图 15 支护特性曲线确定方法

Figure 15. Determining method of characteristic curve of support

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图 16 基于实测数据确定支护特性曲线

Figure 16. Characteristic curves of support based on measured data

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图 17 围岩-支护特性曲线

Figure 17. Characteristic curves of surrounding rock and support

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图 18 围岩-支护特性曲线分析结果

Figure 18. Analysis results of characteristic curves of surrounding rock and support

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图 19 施工控制措施

Figure 19. Construction control measures

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表 1 软塑黄土物理力学指标

Table 1. Physical and mechanical indexes of soft-plastic loess

参数	天然含水率/%	天然密度/(g·cm^-3)	干密度/(g·cm^-3)	颗粒密度/(g·cm^-3)	天然孔隙比	饱和度/%	液限指数/塑限指数	0.1~0.2 MPa压缩系数/MPa^-1	0.1~0.2 MPa弹性模量/MPa	内摩擦角/(°)	黏聚力/kPa
软塑黄土	26.2~28.9	1.89~1.97	1.48~1.56	2.71~2.72	0.72~0.81	89.0~97.3	11.6~13.5/0.51~0.55	0.22~0.27	6.5~8.1	16.9~18.9	35.2~39.7

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表 2 现场监测方案及内容

Table 2. Field monitoring programs and contents

编号	监测内容	测量仪器	布设位置	读测频率
1	拱顶沉降	全站仪、膜片式回复反射器	拱顶沉降测点设置于隧道拱顶中轴线位置，见图 4	与开挖面距离(0~1)S，每天2次；(1~2)S，每天1次；(2~5)S，每2~3天1次；大于5S，每周1次，S为隧道宽度
2	周边收敛	全站仪、膜片式回复反射器	每台阶设置一条水平测线，文中提取了中台阶测线的收敛结果，见图 4
3	围岩压力	HN-ZX20型振弦式土压力盒(频带约为923 Hz)	每个监测断面布设有10个压力盒、20个混凝土应变计，测点布设位置及编号见图 4	距仪器埋设时间0~15 d，每天1~2次；16~30 d，每天1次；大于30 d，每周1次
4	初期支护混凝土应力	MYB150型振弦式应变计(频带约为679 Hz)
5	二次衬砌混凝土应力	MYB150型振弦式应变计(频带约为679 Hz)

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表 3 围岩与支护结构参数

Table 3. Parameters of surrounding rock and support structure

类型	重度/(kN·m^-3)	弹性模量/MPa	泊松比	黏聚力/kPa	内摩擦角/(°)	渗透系数/(10^-6 cm·s^-1)	孔隙比	饱和度	抗拉力/kN	单位长度水泥浆刚度/(10⁶ N·m^-2)	单位长度水泥浆黏结力/(N·m^-1)
Q₃黄土	17.0	65	0.33	22.3	21.4	30.90	0.91	0.64
Q₂黄土	18.6	80	0.33	32.0	27.0	5.15	0.75	0.77
软塑黄土层	19.4	40	0.35	35.2	16.9	5.15	0.77	1.00
古土壤层	19.5	70	0.33	30.0	36.0	0.05	0.71	0.80
C25初期支护	25.5	29 500	0.25
C35二次衬砌	25.0	33 000	0.20
φ22锚杆	78.5	210 000	0.25						250	17.5	2.0×10⁵

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表 4 实测初期支护变形及围岩压力

Table 4. Measured primary support deformations and surrounding rock pressures

软塑层分布位置	拱顶段				洞身段				隧底段
开挖步序	实测变形/mm	总变形/mm	实测围岩压力/kPa	支护结构承载比值	实测变形/mm	总变形/mm	实测围岩压力/kPa	支护结构承载比值	实测变形/mm	总变形/mm	实测围岩压力/kPa	支护结构承载比值
上台阶	0.0	87.9	0.0	0.00	0.0	60.8	0.0	0.00	0.0	37.5	0.0	0.00
中台阶	140.5	228.4	102.4	0.08	83.1	143.9	67.6	0.06	16.1	53.6	52.3	0.05
下台阶	207.1	295.0	204.0	0.16	127.8	188.6	129.9	0.11	36.4	73.9	73.2	0.07
仰拱	251.4	339.3	326.4	0.25	173.0	233.8	229.7	0.19	75.0	112.5	125.5	0.12
二衬闭合	272.3	360.2	448.8	0.34	189.2	250.0	318.8	0.27	116.4	153.9	209.2	0.21

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