深部隧道爆破开挖诱发围岩损伤与扰动效应数值分析

余浪浪; 王志亮; 汪书敏; 李松玉

doi:10.16030/j.cnki.issn.1000-3665.202208059

深部隧道爆破开挖诱发围岩损伤与扰动效应数值分析

合肥工业大学土木与水利工程学院，安徽合肥　230009

基金项目: 国家自然科学基金项目（12272119）；国家自然科学基金雅砻江联合基金项目（U1965101）

详细信息

作者简介: 余浪浪（1999-），男，硕士研究生，主要从事岩石动力学方面的研究。E-mail：yulanglang1999@163.com

通讯作者: 王志亮（1969-），男，博士，教授，博士生导师，主要从事岩石力学特性与损伤破坏机理方面的研究。E-mail：cvewzL@hfut.edu.cn

中图分类号: U455.6；P642.3

收稿日期: 2022-08-22

修回日期: 2022-11-28

刊出日期: 2023-09-15

Numerical analysis of damage and disturbance effect of surrounding rocks induced by deep tunnel blast excavation

School of Civil and Hydraulic Engineering, Hefei University of Technology, Hefei, Anhui　230009, China

More Information

Corresponding author: WANG Zhiliang, cvewzL@hfut.edu.cn

Received Date: 22 August 2022

Revised Date: 28 November 2022

Publish Date: 15 September 2023

摘要

摘要:
现阶段，不同地应力条件下深部岩体受爆破作用的损伤破坏分析尚显不足。为了研究深部隧道围岩爆破开挖损伤破坏规律，基于有限元软件ANSYS/LS-DYNA，采用Riedel-Hiermaier-Thoma本构模型，对不同地应力环境下隧道爆破效果影响因素、围岩扰动范围等问题进行数值分析。结果表明：双向等压隧道的断面损伤程度与地应力水平呈负相关；随着地应力上升，地应力对隧道底板的损伤抑制作用渐为明显；隧道腰部围岩受爆破扰动较为突出，其应力和振动速度均随侧压力系数增大而大幅升高，且振动速度增幅超过40%，明显高于顶部围岩；在垂直应力20 MPa条件下，腰部测点应力、振动速度幅值随侧压力系数增加而增大的趋势较缓；当垂直应力升高至60 MPa时，侧压力系数对围岩扰动的影响较大。相关结论对实际工程施工具有重要指导意义，同时对隧道围岩稳定性监测与支护参数优化具有一定参考价值。
- 深部隧道 /
- 爆破开挖 /
- 围岩 /
- 扰动损伤 /
- 数值模拟
Abstract:
The damage and failure analysis of deep rock mass subjected to blasting under different crustal stress conditions is still insufficient at present. To explore the damage and failure law of surrounding rocks of deep tunnel during blasting excavation, based on the finite element software ANSYS/LS-DYNA, the Riedel-Hiermaier-Thoma constitutive model is adopted to carry out numerical analysis on the influencing factors of tunnel blasting effect and surrounding rock disturbance range under different crustal stress environments. The results show that the cross-section damage degree of the bidirectional isobaric tunnel is negatively correlated with the geostress level. With the increasing geostress, the damage of the tunnel floor is more significantly suppressed by geostress. The surrounding rocks at the waist of the tunnel is prominently disturbed by blasting, and its stress and vibration velocity increase significantly with the increasing lateral pressure coefficient, and the vibration velocity increases by more than 40%, much higher than that of the top surrounding rocks. Under the vertical stress of 20 MPa, the amplitudes of stress and vibration velocity at the waist measuring point increase slowly with the increasing lateral pressure coefficient. When the vertical stress rises to 60 MPa, the lateral pressure coefficient has a great influence on the disturbance of surrounding rocks. The relevant conclusions obtained are of important guiding significance for actual engineering construction, and are of certain reference value for monitoring the stability of tunnel surrounding rocks and optimizing support parameters.
- deep tunnel /
- blast excavation /
- surrounding rock /
- disturbance and damage /
- numerical simulation

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图 1 1/2隧道有限元模型

Figure 1.

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图 2 炮孔与测点布置图（单位：cm）

Figure 2.

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图 3 不同应力水平下开挖损伤分布图

Figure 3.

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图 4 不同地应力水平下两测点的应变时程曲线

Figure 4.

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图 5 不同k值下开挖损伤分布图

Figure 5.

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图 6 不同k值下X方向应力时程图

Figure 6.

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图 7 不同k值影响下X方向振动速度时程图

Figure 7.

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图 8 垂直应力下k对应力、振动速度峰值的影响

Figure 8.

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表 1 堵塞材料主要参数

Table 1. Main parameters of the stemmed material

参数	密度 /（kg·m⁻³）	剪切模量 /GPa	泊松比	A₀	A₁	A₂	P_c
取值	1 800	0.064	0.3	3.4×10⁻¹³	7.03×10⁻⁷	0.3	−6.9×10⁻⁸
注：A₀、A₁、A₂为屈服函数常量；P_c为拉伸压力切断值。

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表 2 炸药的主要参数

Table 2. Main parameters of explosive

炸药参数	密度/（kg·m⁻³）	爆速/（m∙s⁻¹）	A/Pa	R₁	R₂	E₀/（J·m⁻³）
取值	1 500	7 450	6.25×10¹¹	5.25	1.6	0.086×10¹¹

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表 3 空气材料主要参数

Table 3. Main parameters of air

空气参数	ρ₀/（kg·m⁻³）	C₄	C₅	E/（J∙m⁻³）
取值	1.2	0.4	0.4	2.5×10⁵

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表 4 大理岩RHT主要参数

Table 4. Main parameters of the marble RHT model

大理岩参数	密度/（kg· m⁻³）	弹性模量/GPa	B₀	B₁	T₁/GPa	T₂/GPa	A	N	f_c/MPa
取值	2763	12.43	0.9	0.9	46.72	0	1.65	0.56	130

大理岩参数	$f_{\rm{s}}^*$	$f_{\rm{t}}^* $	Q₀	B	E₀C/s⁻¹	E₀T/s⁻¹	EC/s⁻¹	ET/s⁻¹	β_c
取值	0.25	0.1	0.0105	0.7	3.0×10^–5	3.0×10^–6	3.0×10²⁵	3.0×10²⁵	0.009756

大理岩参数	β_t	$g_{\rm{c}}^* $	$g_{\rm{t}}^* $	ξ	D₁	D₂	$\varepsilon_{\rm{p}}^{\rm{m}} $	A_f	N_f
取值	0.01333	0.78	0.7	0.44	0.037	1	0.01	1.59	0.62

大理岩参数	A₁/GPa	A₂/GPa	A₃/GPa	P_crush/MPa	P_comp/GPa	N_p	α₀
取值	46.72	42.05	–4.32	43.33	6	4	1.078
注：B₀、B₁、T₁、T₂为状态方程参数；A、N为失效面参数；f_c为抗压强度；$f_{\rm{s}}^* $、$f_{\rm{t}}^* $为相对抗压、抗拉强度；Q₀、B为Lode角相关系数；E₀C、E₀T为参考压缩、拉伸应变率；EC、ET为压缩、拉伸应变率；β_c、β_t为压缩、拉伸应变率指数；$ g_{\rm{c}}^$、$g_{\rm{t}}^ $为压缩、拉伸屈服面参数；ξ为剪切模量折减系数；D₁、D₂为损伤参数；$\varepsilon_{\rm{p}}^{\rm{m}} $为最小损伤残余应变；A_f、N_f为剩余表面参数；A₁、A₂、A₃为Hugoniot系数；P_crush、P_comp为挤压、压实强度；N_p为孔隙指数；α₀为孔隙度。

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