城市隧道穿越复合地层的合理微差时间间隔

李铮; 何川; 汪波; 杨赛舟; 郭新新

doi:10.11883/1001-1455(2016)01-0093-08

城市隧道穿越复合地层的合理微差时间间隔

doi: 10.11883/1001-1455(2016)01-0093-08

西南交通大学交通隧道工程教育部重点实验室，四川成都 610031

基金项目:

国家自然科学基金高铁联合基金项目 U1134208

国家自然科学基金项目 51378434

国家自然科学基金项目 51578456

国家科技支撑计划项目 2012BAG05B03

广东省交通运输厅科技项目 2012-02-032

详细信息

作者简介:
李铮(1987—)，男，博士研究生

通讯作者:
汪波, ahbowang@163.com

中图分类号: O383.1;U455
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- 被引次数: 0
出版历程
- 收稿日期: 2014-06-10
- 修回日期: 2014-07-25
- 刊出日期: 2016-01-25

Optimal microsecond time interval of urban tunnelpassing through complex strata

Key Laboratory of Transportation Tunnel Engineering, Ministry of Education, Southwest Jiaotong University, Chengdu 610031, Sichuan, China

摘要

摘要: 以莞惠城际项目的“上软下硬”复合地层条件为依托，结合现场测试数据，采用理论与数值分析相结合的手段，开展城市隧道穿越复合地层中合理微差时间间隔的研究。研究结果表明：复合地层中微差爆破效果较好，第1、2炮适宜的微差时间间隔为50~70 ms；围岩条件相同，振动波形和主震相的持续时间均随着爆心距的增加而变长；而围岩条件变差时，振动波形更易出现波形叠加现象；随着微差时间间隔增加，第1、2炮产生的主震相逐渐分离，在0~35ms间降震率波动明显且整体上小于稳定降震率；在复合地层中，两测点爆心距相同时，成洞区上方测点受空洞效应影响显著，振速明显偏大。
- 爆炸力学 /
- 微差时间间隔 /
- 振动波形 /
- 复合地层 /
- 降震效果 /
- 城市隧道
Abstract: In view of seismic-wave detection, laws of waveform change, and the vibration-reducing effect that different millisecond time intervals have on millisecond blasting in underground engineering, we conducted research on optimal microsecond time interval in the underground blasting for the construction of an urban tunnel passing through complex strata through theoretical and numerical analysis based on the so-called "a soft layer on top of a hard layer" soil condition found with the Guan-Hui inter-city expressway project and the related field test data. Our results show that the effect of millisecond blasting in the complex strata is preferable, the optimal microsecond time interval of the first and second guns is 50-70 ms; under the same surrounding rock conditions, the duration of the vibration waveforms and the main shock phases increase with the distance from the center of the explosion; meanwhile under the unfavorable surrounding rock conditions, the vibration waveforms are more likely to appear superimposed; with the increase of the microsecond time interval, the main shock phases of the first and second guns gradually separate, the vibration-reducing rate fluctuates significantly between 0 and 35 ms and is less than stable; in the complex strata, with the same distances from the center of the explosion at the two measuring points, the points above the hole area have significant influences with relatively greater vibration velocity.
- mechanics of explosion /
- microsecond time interval /
- vibration waveform /
- complex strata /
- reducing-vibration effect /
- urban tunnel

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图 1 现场测点布置示意图

Figure 1. Diagrammatic arrangement of measuring point on site

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图 2 现场测点振动波形

Figure 2. Vibration waveforms of measuring point on site

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图 3 计算简图

Figure 3. Calculation diagram

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图 4 测点1现场实测振速波形

Figure 4. Velocity waveforms of measuring point 1 on site

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图 5 不同微差间隔下测点1的振速波形

Figure 5. Velocity waveforms of measuring point 1 of different microsecond time interval

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图 6 各测点振速波形(τ=200 ms)

Figure 6. Velocity waveforms of measuring points

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图 7 微差时间间隔与质点振动峰值速度关系曲线

Figure 7. Curves of relation between microsecond time intervaland peak particle velocity

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图 8 微差时间间隔与降震率关系曲线

Figure 8. Curves of relation between microsecond time intervaland reducing-vibration rate

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表 1 不同围岩等级的波速

Table 1. Wave velocities of different levels surrounding rock

围岩等级	v_P/(km·s^-1)	v_S/(km·s^-1)	v_R/(km·s^-1)
Ⅲ	2.5	1.47	1.35
Ⅳ	2.0	1.18	1.08
Ⅴ	1.5	0.88	0.81
Ⅵ	1.0	0.59	0.54

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表 2 弹性波在不同围岩等级传播属性

Table 2. Transport properties of elastic waves of different levels of surrounding rock

围岩等级	R/m	v_P/(km·s^-1)	v_S/(km·s^-1)	v_R/(km·s^-1)	t_P/ms	t_S/ms	t_R/ms	(t_R-t_P)/ms	t_s/ms	t_w/ms
Ⅲ	45	2.5	1.47	1.35	18	30.6	33.3	15.3	30	≈100
Ⅲ	60	2.5	1.47	1.35	24	40.8	44.4	20.0	50	≈100
Ⅵ	25	1.0	0.59	0.54	25	42.4	46.3	21.3	25	≈100
Ⅵ	33	1.0	0.59	0.54	35	59.3	64.8	29.8	40	>100

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表 3 微差时间间隔取值

Table 3. Values of microsecond time interval

围岩等级	R/m	τ_min/ms	τ/ms	τ_max/ms
Ⅲ	45	30	45.3	≈100
Ⅲ	60	50	70.0	≈100
Ⅵ	25	25	46.3	≈100
Ⅵ	33	40	69.8	>100

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表 4 模型力学参数

Table 4. Mechanical parameters of the model

岩体类型	岩体名称	E/GPa	ν	ρ/(t·m^-3)
软岩层	黏土类地层	0.3	0.35	1.950
软岩层	饱和砂土	0.5	0.33	2.095
硬岩层	全风化混合片麻岩	0.7	0.33	2.300
硬岩层	弱风化混合片麻岩	1.5	0.31	2.350

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表 5 各测点垂向最大振速(τ=200 ms)

Table 5. Maximum vibration velocitiesof measuring points

测点	v_y/(mm·s^-1)
测点	第1炮	第2炮
1	14.3	10.0
2	11.2	8.5
3	10.6	7.6
4	7.3	5.8
5	3.4	2.4
6	2.2	1.9

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