浅埋小净距隧道爆破损伤探测及数值模拟分析

刘闽龙; 陈士海; 孙杰; 何方; 揭海荣

doi:10.11883/bzycj-2020-0378

浅埋小净距隧道爆破损伤探测及数值模拟分析

doi: 10.11883/bzycj-2020-0378

刘闽龙^1,,
陈士海^1, ,,
孙杰²,
何方³,
揭海荣³

1.
华侨大学土木工程学院, 福建厦门 361021
2.
济南城建集团有限公司, 山东济南 250031
3.
中铁二十四局集团福建铁路建设有限公司, 福建福州 350013

基金项目: 国家自然科学基金（51974136）；厦门市高校产学研项目（3502Z20203045）

详细信息

作者简介:
刘闽龙（1996－　），男，硕士研究生，458652447@qq.com

通讯作者:
陈士海（1964－　），男，博士，教授，cshblast@163.com

中图分类号: O389
计量
- 文章访问数: 311
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- PDF下载量: 83
- 被引次数: 0
出版历程
- 收稿日期: 2020-10-12
- 修回日期: 2021-06-01
- 网络出版日期: 2021-11-01
- 刊出日期: 2021-11-23

Detection and numerical simulation of blasting-induced damage in shallow-buried twin tunnels with small spacing

1.
College of Civil Engineering, Huaqiao University, Xiamen 361021, Fujian, China
2.
Jinan Urban Construction Group Co. Ltd., Jinan 250031, Shandong, China
3.
Fujian Railway Construction Co. Ltd., China Railway 24th Bureau Group Co., Ltd., Fuzhou 350013, Fujian, China

摘要

摘要: 为了研究爆破荷载对浅埋小净距隧道围岩造成的损伤影响，以济南顺河快速路南延工程浅埋暗挖段为工程背景，通过LSDYNA软件将建立的各向异性动态损伤本构用于隧道爆破的损伤数值模拟，研究炮孔周围的损伤范围；并基于声波测试原理，对浅埋小净距隧道围岩的损伤进行了现场探测。结果表明：在数值模拟中，单个炮孔爆破形成的最大损伤影响半径为0.58 m，最大损伤影响深度为1.88 m，根据岩体的损伤破坏阈值，岩体的破坏水平范围可达0.14 m，破坏深度为1.70 m；根据现场探测，中夹岩受双线隧道交替爆破开挖其损伤程度较围岩其他部位要高，爆破开挖对隧道围岩造成的损伤范围在0.50 m左右，与模拟结果相接近，验证了各向异性动态损伤本构的准确性。研究成果对浅埋小净距隧道的爆破开挖和损伤控制具有一定指导作用。
- 小净距隧道 /
- 损伤本构 /
- 声波探测 /
- 爆破开挖 /
- 浅埋
Abstract: In order to study the damage effect of blasting load on the surrounding rock of shallow-buried small spacing twin tunnels, the shallow-buried tunneling section of the south extension project of Shunhe Expressway is taken as the engineering background. Firstly, based on the dynamic damage evolution and Hoffman failure criterion, an anisotropic dynamic damage constitutive model for rock materials is established. Then, by using the secondary development function of the LSDYNA software, the constitutive model is applied to the numerical simulation of the tunnel blasting damage. Finally, based on the acoustic wave measurement theory, the wave velocities in the surrounding rock of the shallow-buried small spacing twin tunnels before and after blasting were measured by using non-metallic ultrasonic detectors, and the damage of the surrounding rock is evaluated from changes in wave velocity. The applicability of the anisotropic dynamic damage constitutive model and the accuracy of the numerical results are verified by comparing the numerical simulation results with the field test results. The numerical simulation results show that the maximum damage radius of single-hole blasting is 0.58 m, and the maximum damage depth is 1.88 m. According to the failure threshold of the rock mass, the horizontal failure range of the rock mass can reach 0.14 m, and the failure depth is 1.70 m. According to the field test, the damage degree of the middle intercalated rock is higher than that of the other parts of the surrounding rock in the alternate blasting excavation of the double track tunnel. The damage range of the surrounding rock caused by blasting excavation is about 0.50 m, which is close to the simulation results, and verifying the accuracy of the anisotropic dynamic damage constitutive model. The research results have a certain guiding role on the blasting excavation and damage control of shallow-buried twin tunnels with small spacing..
- small spacing tunnel /
- damage constitutive model /
- acoustic detection /
- blasting excavation /
- shallow-buried

HTML全文

图 1 小净距隧道设计断面

Figure 1. Designed cross-sections of neighborhood tunnels with small clear spacing

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图 2 数值计算模型及网格划分

Figure 2. Numerical model and meshing

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图 3 炮孔周围爆破损伤范围

Figure 3. Blasting damage range around the blasting hole

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图 4 爆破损伤范围

Figure 4. Range of blasting damage

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图 5 孔位布置示意图

Figure 5. Arrangement of probe holes

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图 6 声波现场测试

Figure 6. Acoustic test

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图 7 施工顺序横断面

Figure 7. Cross section of construction sequence

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图 8 炮孔布置

Figure 8. Layout of blast holes

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图 9 声波速度-孔深关系曲线

Figure 9. Acoustic velocity varying with depth of hole

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表 1 炸药材料及状态方程参数

Table 1. Explosive material and parameters of the equation of state

密度/（kg·m⁻³）	爆速/（m∙s⁻¹）	A/GPa	B/GPa	R₁	R₂	ω	e₀/GPa
1 200	3 600	214.4	0.182	0.26	0.9	0.15	4.192

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表 2 岩石材料物理力学参数

Table 2. Physico-mechanical parameters of rock material

弹性模量E/GPa	剪切模量G/GPa	体积模量K/GPa	密度ρ/（kg·m⁻³）	黏聚力c/MPa	内摩擦角φ/（°）	泊松比µ
7.00	2.78	4.86	2 600	0.7	39	0.26

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表 3 损伤演化方程中的参数

Table 3. Parameters of the damage evolution equation

$ \varepsilon_{\rm {t1}}$	$ \varepsilon_{\rm {c1}}$	$ \varepsilon_{\rm {t2}}$	$ \varepsilon_{\rm {c2}}$	A_t	B_t	A_c	B_c
3.43×10⁻⁵	6.95×10⁻⁵	2.1×10⁻⁴	4.0×10⁻³	0.7	1×10⁴	1.5	1.0×10³

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表 4 岩体声速测试结果

Table 4. Test results of acoustic velocity in the rock mass

深度/m		声速/（m∙s⁻¹）
深度/m	测试孔1~2	测试孔3~4	测试孔5~6
0.25	5 005	4 212	4 017
0.50	5 733	5 578	5 733
0.75	5 806	5 696	5 806
1.00	5 863	5 628	5 844
1.25	5 788	5 714	5 769
1.50	5 733	5 662	5 788
1.75	5 788	5 578	5 806
2.00	5 769	5 432	5 679

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