顶爆作用下裂隙对锚固洞室振动速度的影响

王光勇; 裴晨浩; 林加剑

doi:10.11858/gywlxb.20180602

顶爆作用下裂隙对锚固洞室振动速度的影响

doi: 10.11858/gywlxb.20180602

1.
河南理工大学土木工程学院，河南焦作　454000
2.
安徽大学电气工程与自动化学院，安徽合肥　230601

基金项目: 国家自然科学基金（51304067）；河南省高等学校青年骨干教师资助计划（2015GGJS-069）

详细信息

作者简介:
王光勇(1977－)，男，博士，副教授，主要从事岩土工程动载试验研究.E-mail：wgy2003@mail.ustc.edu.cn

中图分类号: O347.1; TU457
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出版历程
- 收稿日期: 2018-07-20
- 修回日期: 2018-08-10

Vibration Velocities of Anchorage Caverns with Cracks under Top Explosion

1.
School of Civil Engineering, Henan Polytechnic University, Jiaozuo 454000, China
2.
College of Electrical Engineering and Automation, Anhui University, Hefei 230601, China

摘要

摘要: 基于相似模型试验，利用数值分析方法研究了含裂隙锚固洞室在顶爆作用下质点峰值振速的分布规律，并探讨了裂隙倾角和长度对峰值振速的影响。结果表明：裂隙和洞室表面在迎爆侧存在振速放大效应，洞室两侧和底部振速远小于拱顶；随着裂隙长度的增加，锚固洞室拱顶、拱脚和两帮峰值振速先减小后增加再减小，除了长度较短的情况，裂隙的存在使锚固洞室拱顶的峰值振速增加；随着裂隙向右倾斜的倾角增加，拱脚和两帮的峰值振速出现不对称，洞室右边的拱脚和侧帮峰值振速大于左边；拱顶峰值振速先减小后增加，倾角为45°时拱顶峰值振速最小，相较无裂隙洞室降低了48.2%，有效减弱了结构的动力响应。
- 地下工程 /
- 爆炸荷载 /
- 锚固洞室 /
- 张开裂隙 /
- 振动速度
Abstract: Based on the similar model test, we studied the peak particle vibration velocity (v_p) of the crack-containing anchorage caverns under top explosion using numerical analysis method, and discussed the influence of the crack’s inclination angle and length on v_p. The results show a vibration velocity-amplification effect on the crack and cavern surface of the blast side, v_p of both sides and bottom of the cavern are much smaller than that of the vault. As the crack length increases, v_p of the vault, arch springing and side walls of the anchoring cavern first decrease and then increase and decrease again. The existence of the crack amplifies the arch v_p of the anchoring cavern except for the short-length crack condition. As the inclination angle of the crack leans to right, v_p of the arch springing and the side walls become asymmetrical, v_p of the right arch springing (or right side wall) is greater than that of the left side. The v_p of the vault first decreases and then increases as the inclination angle increases, its minimum occurs when the inclination angle is 45°, which is 48.2% lower than that of the non-crack cavity, suggesting that the dynamic response of the structure is effectively weakened.
- underground engineering /
- blast loads /
- anchorage caverns /
- opening crack /
- vibration velocity

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图 1 模型简图（单位：cm）

Figure 1. Model diagram （Unit: cm）

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图 2 爆炸压力时程曲线

Figure 2. Time history curve of blasting pressure

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图 3 模拟和实测压应力时程曲线对比

Figure 3. Pressure curves comparison between simulation and test

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图 4 损伤的模拟结果与试验结果对比

Figure 4. Damage comparison between simulation and test

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图 5 振速监测点分布(单位：cm)

Figure 5. Distribution of vibration speed monitoring points (Unit: cm)

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图 6 裂隙长度为30 cm时质点振动速度时程曲线

Figure 6. Time history curves of particle vibration velocity of 30 cm-long crack

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图 7 不同裂隙长度下质点峰值振动速度衰减曲线

Figure 7. Decay curve of particle peak vibration velocity under different crack lengths

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图 8 不同裂隙长度下拱顶质点峰值振动速度

Figure 8. v_p of vault under different crack lengths

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图 9 不同裂隙长度下拱脚质点峰值振动速度

Figure 9. v_p of arch springing under different crack lengths

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图 10 不同裂隙长度下侧帮质点峰值振动速度

Figure 10. v_p of side wall under different crack lengths

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图 11 不同裂隙长度下底板质点峰值振动速度

Figure 11. v_p of floor under different crack lengths

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图 12 质点振动速度矢量图

Figure 12. Vector graph of particle vibration velocity

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图 13 不同裂隙倾角下拱顶质点峰值振动速度

Figure 13. v_p of vault under different crack inclination angles

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图 14 不同裂隙倾角下拱脚质点峰值振动速度

Figure 14. v_p of arch springing under different crack inclination angles

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图 15 不同裂隙倾角下侧帮质点峰值振动速度

Figure 15. v_p of side walls under different crack inclination angles

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图 16 不同裂隙倾角下底板质点峰值振动速度

Figure 16. v_p of floor under different crack inclination angles

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表 1 CDP模型参数

Table 1. Parameters of CDP model

Density/(g·cm^-3)	$E$ /GPa	μ	Dilation angle/(°)	Eccentricity	σ_b0/σ_c0	K	Viscosity paramenter
1.8	2.03	0.16	25	0.1	1.16	0.666 67	0

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表 2 洞室质点峰值振动速度

Table 2. Particle peak vibration velocity of cavern

Inclination angle	Particle peak vibration velocity/(m·s^-1)
Inclination angle	Vault	Left arch springing	Right arch springing	Left side wall	Right side wall	Floor
Non-crack	1.64	0.88	0.88	0.49	0.49	0.15
0°	2.04	0.67	0.67	0.51	0.51	0.19
30°	1.25	0.51	0.57	0.43	0.44	0.17
45°	0.85	0.44	0.67	0.42	0.49	0.15
60°	0.96	0.53	0.76	0.42	0.52	0.16
90°	1.45	0.77	0.77	0.49	0.49	0.15

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