地应力影响下隧洞边墙的爆破振动安全

朱俊; 杨建华; 卢文波; 陈明; 严鹏

doi:10.11883/1001-1455(2014)02-0153-08

地应力影响下隧洞边墙的爆破振动安全

doi: 10.11883/1001-1455(2014)02-0153-08

朱俊^{1, 2, 3, 4, ,},
杨建华^{2, 3},
卢文波^{2, 3},
陈明^{2, 3},
严鹏^{2, 3}

1.
中国港湾工程有限责任公司，北京100027
2.
武汉大学水资源与水电工程科学国家重点实验室，湖北武汉430072
3.
武汉大学水利水电学院水工岩石力学教育部重点实验室，湖北武汉430072
4.
中交第四航务工程勘察设计院有限公司，广东广州510230

基金项目: 国家杰出青年科学基金项目（51125037）；国家重点基础研究发展计划（973计划）项目（2011CB013501）；高等学校博士点基金项目（20110141110026）；武汉大学博士研究生学术新人提名奖项目（T2011206009）

详细信息

作者简介:
朱俊(1987—), 男, 硕士研究生

中图分类号: O383.1; TU443
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出版历程
- 收稿日期: 2012-07-23
- 修回日期: 2013-01-16
- 刊出日期: 2014-03-25

Influences of blasting vibration on the sidewall of underground tunnel

Zhu Jun^{1, 2, 3, 4
, ,},
Yang Jian-hua^{2, 3},
Lu Wen-bo^{2, 3},
Chen Ming^{2, 3},
Yan Peng^{2, 3}

1.
China Harbour Engineering Company Ltd., Beijing100027, China
2.
State Key Laboratory of Water Resources and Hydropower Engineering Science, Wuhan University, Wuhan 430072, Hubei, China
3.
Key Laboratory of Rock Mechanics in Hydraulic Structural Engineering, School of Water Resources and Hydropower Engineering, Wuhan University, Wuhan 430072, Hubei, China
4.
CCCC-FHDI Engineering Co., Ltd., Guangzhou 510230, Guangdong, China

Funds: Supported bythe National Natural Science Foundationof China (51125037); the National Basic Research Program of China (973 Program) (2011CB013501)

More Information

Corresponding author: Zhu Jun, zhujun@whu.edu.cn

摘要

摘要: 针对地应力条件下的溪洛渡水电站右岸大跨度导流洞的开挖，依托现场的爆破实验参数，结合LS-DYNA软件，进行了隧洞岩体爆破开挖过程围岩的动态响应计算。分别采用峰值质点振动速度和最大拉应力安全判据确定围岩的爆破损伤范围。计算结果表明，隧洞爆破开挖时，最大峰值质点振速和最大拉应力均出现在洞室边墙中部，因此，爆破损伤在洞室边墙部位最严重。通过对洞室边墙中部的峰值振速和最大拉应力的数值拟合，得到了峰值质点振速和最大拉应力的统计关系，并进行了相关性检验，而且根据所得统计关系，结合实际工程围岩动态抗拉强度准则，提出了控制隧洞围岩爆破损伤的临界峰值质点振动速度。
- 爆炸力学 /
- 临界峰值质点振动速度 /
- LS-DYNA /
- 隧洞边墙 /
- 损伤 /
- 爆破振动
Abstract: Based on the field testing of the blasting vibration on a large-span project of the underground diversion tunnel in Xiluodu, which locates in the southwest of China, with middle geostress, the dynamic responses of the surrounding rock during the blasting excavation were calculated by combining LS-DYNA.The peak particle vibration velocity and the maximum tensile stress were used as the safety criterions to confirm the range of blasting damage, respectively.The calculation results indicates that the peak particle vibration velocity and the maximum tensile stress both appear in the middle of the sidewall in the blasting process, therefore the most dangerous area in the blasting process lies in the middle of the sidewall.The statistical relationship between the peak particle vibrating velocity and the maximum tensile stress in the middle of the sidewall was obtained by the numerical matching method, and the correlation coefficient of the peak particle vibrating velocity and the maximum tensile stress was tested.According to the statistical relationship between the stress and the vibrating velocity, the critical peak particle vibration velocity was put forward for controlling the damage to underground tunnel rock.
- mechanics of explosion /
- critical value of peak particle vibration velocity /
- LS-DYNA /
- sidewall of underground tunnel /
- damage /
- blasting vibration

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图 1 中层开挖钻爆设计图

Figure 1. Blast design of the second layer

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图 2 爆破振动测点布置

Figure 2. Layout of monitoring points on site

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图 3 模型数值计算网格

Figure 3. Mesh of numerical model

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图 4 洞室周边的峰值振动速度分布

Figure 4. Distribution of peak vibration velocity

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图 5 最大拉应力沿洞室轴向衰减规律

Figure 5. Attenuation law of maximum tensile stress in axial

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图 6 最大拉应力沿洞室径向衰减规律

Figure 6. Attenuation law of maximum tensile stress in radial

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图 7 动应力与耦合应力的数值拟合关系

Figure 7. Statistical relationship between dynamic stress and coupling stress

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图 8 动应力与x向振速的数值拟合关系

Figure 8. Statistical relationship between dynamic stress and peak particle vibration velocity in xdirection

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表 1 洞室轮廓危险部位最大应力

Table 1. Maximum stresses in dangerous area of underground diversion tunnel

测点	动载单独作用		动静载共同作用
测点	σ₁/MPa	τ/MPa	σ₁/MPa	τ/MPa
1	1.54	0.76	-0.44	11.29
2	8.06	4.13	-2.78	10.43
3	16.35	13.40	8.83	14.20
4	6.87	7.63	6.37	11.08
5	10.05	12.00	-6.10	12.85
6	19.93	14.60	4.83	14.46

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表 2 不同初始地应力条件下的围岩损伤临界振速

Table 2. The critical value of peak particle vibration velocity for damage under different geostresses

σ_cru/MPa	β=1.00		β=1.67
σ_cru/MPa	v_{c, p}/(cm·s^-1)	v_{c, h}/(cm·s^-1)	v_{c, p}/(cm·s^-1)	v_{c, h}/(cm·s^-1)
0	10.46~21.35	32.42~ 43.60	10.46~21.35	32.42~ 43.60
10	29.31~61.97	83.83~101.64	40.68~74.15	97.55~116.77
20	20.35~51.21	78.35~ 97.59	21.40~58.85	84.44~103.52
30	10.81~31.79	60.06~ 73.97	15.86~42.70	64.78~ 78.65

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