复合式衬砌隧道模型试验及其承载特性研究

吴鹏; 陈健; 崔岚; 徐晨

doi:10.11779/CJGE2024S10019

复合式衬砌隧道模型试验及其承载特性研究 English Version

吴鹏^{1, 2,},
陈健^{1, 2, 3, 4, 5, ,},
崔岚^{1, 2},
徐晨^{5, 6}

1.
中国科学院武汉岩土力学研究所岩土力学与工程国家重点实验室, 湖北武汉 430071
2.
中国科学院大学, 北京 100049
3.
湖北省环境岩土工程重点实验室, 湖北武汉 430071
4.
中国-巴基斯坦地球科学研究中心, 伊斯兰堡
5.
水下隧道技术国家地方联合工程研究中心, 湖北武汉 430063
6.
中铁第四勘察设计院集团有限公司, 湖北武汉 430063

基金项目:

国家自然科学基金面上基金项目 52079135

中国铁建股份有限公司科研计划项目 2021-B18

铁四院科技计划项目 2021K038

详细信息

作者简介:
吴鹏(1999—)，男，博士研究生，主要从事岩土力学及工程方面的研究。E-mail: wupeng21@mails.ucas.ac.cn

通讯作者:
陈健, E-mail: jchen@whrsm.ac.cn

中图分类号: TU452
计量
- 文章访问数: 130
- HTML全文浏览量: 45
- PDF下载量: 25
出版历程
- 收稿日期: 2024-04-29
- 刊出日期: 2024-07-31

Model tests and bearing characteristics of composite lining of tunnel

WU Peng^{1, 2,},
CHEN Jian^{1, 2, 3, 4, 5, ,},
CUI Lan^{1, 2},
XU Chen^{5, 6}

1.
State Key Laboratory of Geomechanics and Geotechnical Engineering, Institute of Rock and Soil Mechanics, Chinese Academy of Sciences, Wuhan 430071, China
2.
University of Chinese Academy of Sciences, Beijing 100049, China
3.
Hubei Key Laboratory of Geo-Environmental Engineering, Wuhan 430071, China
4.
China-Pakistan Joint Research Center on Earth Sciences, Islamabad, Pakistan
5.
National-Local Joint Engineering Research Center of Underwater Tunneling Technology, Wuhan 430063, China
6.
China Railway Siyuan Survey and Design Group Co., Ltd., Wuhan 430063, China

摘要

摘要: 中国山岭隧道常采用复合式衬砌支护，探究复合式衬砌的承载特性对矿山法隧道支护设计具有重要意义。设计了大型隧道结构模型试验系统，开展了毛洞、喷锚组合支护和复合式衬砌支护的大尺寸隧道模型试验，通过监测隧道破坏全过程，分析不同支护形式下隧道的破坏模式和支护结构受力特征，揭示了复合式衬砌的承载特性。结果表明：复合式衬砌支护较喷锚组合支护相比设计承载力提高了33.3%；两种支护形式下，围岩可承受约60%~75%的外荷载，施加二次衬砌后，二次衬砌可分担约15%~80%的围岩压力；喷锚组合支护较复合式衬砌相比能更好的发挥锚杆的效果。
- 复合式衬砌 /
- 模型试验 /
- 承载特性 /
- 荷载分担比例
Abstract: The mountain tunnels in China often use composite lining support. To explore the bearing characteristics of the composite lining to guide the design of the mining method tunnel is of great significance. A large tunnel structural model test system is designed to carry out large-size model tests on the unsurported, spray-anchor combined support and composite lining support. The whole process of tunnel damage is monitored, and the damage modes of tunnels under different forms of support and the stress characteristics of the support structure are analyzed so as to reveal the bearing characteristics of composite lining. The results show that the composite lining support increases the design bearing capacity by 33.3% compared with the combined spray-anchor support. Under the two forms of support, the surrounding rock can withstand about 60% ~ 75% of the external load, and after its application, the secondary lining can share about 15% ~ 80% of the pressure of the surrounding rock. The combined spray-anchor support can better use the effects of anchors compared to the composite lining.
- composite lining /
- model test /
- bearing characteristic /
- load-sharing ratio

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图 1 模型试验系统

Figure 1. Model test system

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图 2 模型箱内部结构

Figure 2. Internal structure of model box

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图 3 监测布置图

Figure 3. Layout of monitoring instruments

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图 4 锚杆监测图

Figure 4. Schematic diagram of prefabricated cubes

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图 5 毛洞（竖向荷载130 kPa）

Figure 5. Unsupported tunnel (Vertical load of 130 kPa)

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图 6 喷锚组合支护（竖向荷载310 kPa）

Figure 6. Combined spray-anchor support (Vertical load of 310 kPa)

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图 7 复合式衬砌（竖向荷载370 kPa）

Figure 7. Composite lining (Vertical load of 370 kPa)

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图 8 围岩径向应力

Figure 8. Radial stresses of surrounding rock

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图 9 围岩荷载分担比例

Figure 9. Load-sharing ratios of surrounding rock

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图 10 二次衬砌围岩压力分担比

Figure 10. Load-sharing ratios of secondary lining

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图 11 锚杆强度发挥百分比

Figure 11. Percentages of anchor strength

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表 1 试验方案

Table 1 Test programs

序号	工况
工况一	毛洞
工况二	喷锚组合支护（锚杆间距17.6 cm × 17.6 cm）
工况三	复合式衬砌（锚杆间距17.6 cm × 17.6 cm）

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表 2 模型试验材料物理力学参数

Table 2 Physical and mechanical parameters of model test materials

类型	密度/(g·cm^-3)	黏聚力/kPa	内摩擦角/(°)	弹性模量/GPa	单轴抗压强度/MPa	泊松比
围岩	2.23	46.0	38.20	1.39	0.186	0.36
喷层	2.30	396.8	32.96	5.09	1.430	0.29
细砂	1.75	0	38.74	—	0.079	0.30

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表 3 各工况承载能力

Table 3 Bearing capacities under various working conditions

工况	设计承载能力/kPa	较毛洞提高值/kPa	极限承载能力/kPa	较毛洞提高值/kPa
工况一	130	—	170	—
工况二	310	180	450	280
工况三	370	240	490	320

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参考文献(6)

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