既有裂缝、空洞病害隧道爆破振动安全控制标准

郭新新; 刘锦超; 汪波; 喻炜; 王振宇; 李浩彬

doi:10.11883/bzycj-2019-0315

既有裂缝、空洞病害隧道爆破振动安全控制标准

doi: 10.11883/bzycj-2019-0315

郭新新^1,,
刘锦超¹,
汪波^1, ,,
喻炜¹,
王振宇¹,
李浩彬^1,2

1.
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
2.
河南省交通规划设计研究院股份有限公司，河南郑州 450052

基金项目: 国家自然科学基金（51878571，51578456）

详细信息

作者简介:
郭新新（1990－　），男，博士研究生，zj_gxinxin@163.com

通讯作者:
汪　波（1975－　），男，博士，教授，ahbowang@163.com

中图分类号: O383.2; U451
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出版历程
- 收稿日期: 2019-08-16
- 修回日期: 2020-07-28
- 刊出日期: 2020-11-05

Safety control standard of blasting vibration for tunnels with existing cracks and cavities

GUO Xinxin^1
,,
LIU Jinchao¹,
WANG Bo^{1
, ,},
YU Wei¹,
WANG Zhenyu¹,
LI Haobin^1,2

1.
Key Laboratory of Transportation Tunnel Engineering, Ministry of Education, Southwest Jiaotong University, Chengdu 610031, Sichuan, China
2.
Henan Provincial Communications Planning & Design Institute Co Ltd, Zhengzhou 450052, Henan, China

摘要

摘要: 爆破荷载作用下，既有隧道衬砌的振动安全振速控制标准制定，大多以既有隧道完好为前提条件，不考虑病害因子对结构动力响应的影响，与实际不相符。为此，以既有新岭隧道旁拟建新隧道为工程背景，基于既有隧道衬砌裂缝和背后空洞的实际分布特征与规律，建立带裂缝与空洞的二维、三维结构模型，分析裂缝、空洞对衬砌动力响应的影响，提出以振速为指标的标准管理体系。结果表明：裂缝的最不利分布位置为迎爆侧边墙处，裂缝的存在增强了既有衬砌对S₁应力(拉应力)的响应，振速控制标准的制定应以S₁应力和裂缝径向深度为控制指标；当裂缝径向深度为(0～1/8)h、(1/8～1/2)h和＞(1/2)h（h为衬砌厚度）时，控制标准分别为12、10和8 cm/s。空洞的最不利分布位置为拱顶，空洞的存在增强了既有衬砌对S₁应力和振速的双重响应，以增强振速响应为主，振速控制标准的制定应以振速、空洞面积及纵向长度为控制指标，空洞工况下，控制标准为12 cm/s；空洞沿隧道纵向长度小于7 m时，监控范围为3～4倍纵长；空洞沿隧道纵向长度大于7 m时，监控范围为1～1.5倍纵长；纵向长度小时，倍数取大值。
- 隧道工程 /
- 控制标准 /
- LS-DYNA三维模型 /
- 裂缝 /
- 空洞
Abstract: Most of safety control standard studies for existing tunnels under blasting vibrations are based on the premise that the existing tunnels are intact, and the effects of existing defects under the dynamic response are not considered. Therefore, based on the proposed new tunnel next to the Xinling tunnel as the engineering background, according to the actual distribution characteristics of tunnel defects (cracks and back-cavities), the two-dimensional and three-dimensional numerical models were established to analyze the influence of defects under structural dynamic response. Moreover, the standard management system was established. The results show that the most unfavorable distribution position of cracks is the side wall of explosion-proof which mainly increases the response of the lining structure to stress S₁ (tensile stress). The control standard should take the stress S₁ and the propagation depth of crack as the quantitative indicators. When the propagation depth is (0−1/8)h, (1/8−1/2)h, and ＞(1/2)h (h represents the thickness of the lining structure), the corresponding vibration velocity limit value is 12, 10, and 8 cm/s, respectively. The most unfavorable distribution position of back-cavities is at the arch crown, which increases the dual response of the lining structure to the stress S₁ and the vibration velocity, and the vibration velocity response is the main one. The control standard should take the vibration velocity, plane size and longitudinal length of the cavity as the quantitative indicators. The vibration velocity limit value is 12 cm/s. When the longitudinal length of the cavity is less than 7 m, the monitoring range is 3−4 times of the longitudinal length; when the longitudinal length of the cavity is greater than 7 m, the monitoring range is 1−1.5 times of the longitudinal length; when the longitudinal length of the cavity is small, the multiple takes a large value.
- tunnel engineering /
- control standard /
- LS-DYNA 3D model /
- crack /
- cavity

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图 1 新老隧道间距

Figure 1. Distances between new and old tunnels

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图 2 裂缝、空洞沿纵向分布

Figure 2. Longitudinal distribution of cracks and cavities

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图 3 裂缝、空洞沿横向分布

Figure 3. Transverse distribution of cracks and cavities

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图 4 空洞特征(深度、环向、纵向)

Figure 4. Cavity characteristics (depth, circumferential, longitudinal)

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图 5 裂缝特征(宽度、深度)

Figure 5. Fracture characteristics (width, depth)

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图 6 计算模型

Figure 6. Computing models

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图 7 空洞与裂缝模型

Figure 7. Cavity and crack models

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图 8 Ⅲ级围岩掏槽眼布置

Figure 8. Layout of cut holes for class Ⅲ surrounding rock

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图 9 爆破荷载曲线

Figure 9. Blasting load curve

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图 10 工况K2-1下v_x、v_y振速极值和S₁应力极值的分布

Figure 10. Distributions of v_x, v_y and S₁ extremum under K2-1 working condition

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图 11 工况K3-1下v_x、v_y振速极值和S₁应力极值的分布

Figure 11. Distributions of v_x, v_y and S₁ extremum under K3-1 working condition

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图 12 断面v_max、S_1,max与n的关系曲线

Figure 12. Relationship curves of v_max, S_1,max and n

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图 13 断面S_1,max与v_max的关系曲线

Figure 13. Relationship curves of v_max and S_1,max

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图 14 断面S_1,max和增幅与裂缝深度的关系曲线

Figure 14. Relationship curves between S_1,max, increase of S_1,max and fracture depth

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图 15 v_max和增幅与空洞平面面积的关系曲线

Figure 15. Relationship curves between v_max,increase of v_max and plane area of cavity

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图 16 影响范围、放大倍数与空洞纵向长度的关系曲线

Figure 16. Relationship curves between influence range, magnification and longitudinal length of cavity

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表 1 材料参数

Table 1. Material parameters

材料	$ {E}_{\rm{d}} $/GPa	$ {\mu }_{\rm{d}} $	γ/(kg·m⁻³)	c/kPa	φ/(°)
中风化粉砂岩（Ⅲ级）	14	0.25	2 300	700	39
二次衬砌	50	0.20	2 500	−	−

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表 2 计算工况详述

Table 2. Detailed simulation conditions

工况	编号	病害	说明
K1	K1-1	无	二维平面模型
K1	K1-2	无	三维平面模型
K2	K2-1	裂缝	计算拱顶、拱腰(1/4)h深度、右边墙(1/4)h深度、右边墙(3/4)h深度的裂缝
K2	K2-2	(最不利)裂缝	计算p_m0, 2 p_m0, 3 p_m0, ···, n p_m0时的振动响应
K3	K3-1	空洞	计算拱顶大空洞、拱顶小空洞、左拱腰小空洞、右拱腰小空洞
	K3-2	(最不利)空洞	计算p_m0, 2 p_m0, 3 p_m0, ···, n p_m0时的振动响应
	K3-3	空洞	三维模型，计算纵向长度影响

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表 3 裂缝管理等级

Table 3. Crack classification

裂缝管理等级	裂缝深度	控制标准/(cm·s⁻¹)
Ⅰ	(0～1/8)h	12
Ⅱ	(1/8～1/2)h	10
Ⅲ	＞(1/2)h	8

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表 4 空洞管理等级

Table 4. Cavity size classification

空洞管理等级	空洞平面面积/ m²	监控范围	控制标准/(cm·s⁻¹)
Ⅰ	＜5	空洞中心线为测线；纵向长度＜7 m，3～4倍纵长；纵向长度＞7 m，1.0～1.5倍纵长；纵向长度小，倍数取大值	12
Ⅱ	5～15
Ⅲ	＞15

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