岩石高边坡爆破开挖损伤区岩体力学参数弱化规律研究

杨建华; 代金豪; 姚池; 蒋水华; 姜清辉

doi:10.11779/CJGE202005020

岩石高边坡爆破开挖损伤区岩体力学参数弱化规律研究 English Version

杨建华^{1, 2,},
代金豪^{1, 2},
姚池^{1, 2, ,},
蒋水华^{1, 2},
姜清辉^{1, 2}

1.
南昌大学建筑工程学院,江西　南昌　330031
2.
南昌大学江西省尾矿库工程安全重点实验室,江西　南昌　330031

基金项目:

长江科学院开放研究基金项目 CKWV2018467/KY

国家自然科学基金项目 U1765207

国家自然科学基金项目 51969015

江西省自然科学基金项目 20181BAB206047

江西省自然科学基金项目 20192ACB21019

江西省重点实验室计划项目 20181BCD40003

详细信息

作者简介:
杨建华(1986—),男,博士,副教授,主要从事岩石动力学及工程爆破方面的研究工作。E-mail: yangjianhua86@ncu.edu.cn

通讯作者:
姚池, E-mail: chi.yao@ncu.edu.cn

中图分类号: TU45
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出版历程
- 收稿日期: 2019-06-04
- 网络出版日期: 2022-12-07
- 刊出日期: 2020-04-30

Weakening laws of rock mass properties in blasting excavation damage zone of high rock slopes

YANG Jian-hua^{1, 2,},
DAI Jin-hao^{1, 2},
YAO Chi^{1, 2, ,},
JIANG Shui-hua^{1, 2},
JIANG Qing-hui^{1, 2}

1.
School of Civil Engineering and Architecture, Nanchang University, Nanchang 330031, China
2.
Key Laboratory of Tailings Reservoir Engineering Safety of Jiangxi Province, Nanchang University, Nanchang 330031, China

摘要

摘要: 岩石边坡爆破开挖引起的岩体力学性能劣化对边坡稳定具有不利的影响,Hoek-Brown（H-B）准则是快速估算损伤岩体力学参数的有效途径之一。针对白鹤滩水电站左岸834～750 m高程拱肩槽边坡爆破开挖,通过分析爆破后边坡岩体的声波速度,定量确定了H-B准则中扰动因子D的取值及其随深度的变化规律,在此基础上研究了损伤区内岩体力学参数的弱化规律。研究结果表明：随着岩体深度的增加,扰动因子D线性降低,损伤区内岩体变形模量线性增大,岩体单轴抗压强度、单轴抗拉强度、内摩擦角和黏聚力非线性增大；爆破开挖扰动下岩体单轴抗压强度弱化最为严重,内摩擦角弱化程度最小。研究成果可为边坡稳定性分析与支护设计的岩体力学参数取值提供参考。
- 岩石边坡 /
- 爆破 /
- 开挖损伤区 /
- Hoek-Brown准则
Abstract: The weakening of rock mass properties caused by blasting excavation has an adverse effect on slope stability. The Hoek-Brown (H-B) criterion is one of the effective approaches to quickly estimate the mechanical properties of the damaged rock mass. For blasting excavation of the left-bank arch spandrel groove slope of Baihetan Hydropower Station at an elevation of 834~750 m, the disturbance factor in the H-B criterion and its variation with the increasing depth are quantified by analyzing the acoustic wave velocities of the damaged rock mass after blasting. Based on this, the weakening laws of the rock mass properties in the damaged zone are studied. The results show that the disturbance factor decreases linearly as the depth into the slope face increases. In this case, the deformation modulus of rock mass increases linearly with an increase in depth. However, the increases are nonlinear in the uniaxial compressive strength, uniaxial tensile strength, internal friction angle and cohesion. Under blasting excavation disturbance, the uniaxial compressive strength is the most seriously weakened, while the internal friction angle is the lightest weakened. The research results can provide reference for the selection of appropriate rock mass parameters with regard to slope stability analysis and support design.
- rock slope /
- blasting /
- excavation damage zone /
- Hoek-Brown criterion

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图 1 H-B准则中开挖损伤区扰动因子D的取值

Figure 1. Values of disturbance factor D in excavation damage zone in H-B criterion

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图 2 左岸拱肩槽边坡三维视图

Figure 2. Three-dimensional view of left-bank arch spandrel groove slope

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图 3 预裂爆破后的拱肩槽边坡轮廓面

Figure 3. Profile of arch spandrel groove slope after presplitting blasting

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图 4 声波测试孔布置图

Figure 4. Arrangement of acoustic testing holes

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图 5 不同深度处的岩体P波速度

Figure 5. Acoustic P-wave velocities tested at different depths

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图 6 岩体地震波与声波测试数据

Figure 6. Seismic wave of rock mass and test data of acoustic wave

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图 7 不同深度处的岩体平均声波速度

Figure 7. Average velocities of acoustic wave at different depths

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图 8 扰动因子D随深度的变化

Figure 8. Variation of disturbance factor D with increasing depth

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图 9 损伤区内的岩体变形模量E随深度的变化

Figure 9. Variation of rock deformation modulus E with depth in damage zone

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图 10 损伤区内的岩体强度参数随深度的变化

Figure 10. Variation of strength parameters of rock mass with increasing depth in damage zone

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表 1 爆破开挖损伤区深度及未损伤岩体的波速

Table 1 Depth of blasting excavation damage zone and acoustic velocity of undamaged rock mass

岩体类别	损伤区深度/m	未损伤岩体波速/(km·s^-1)
岩体类别	损伤区深度/m	本文测量值	地勘建议值
Ⅲ₁类玄武岩	2.0	4.54	4.20~4.70
Ⅲ₂类玄武岩	3.2	3.94	3.50~4.20

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表 2 未损伤岩体的力学参数

Table 2 Mechanical parameters of undamaged rock mass

岩体分类	H-B准则估算值					现场试验建议值
岩体分类	E_rm0/GPa	σ_c0/MPa	σ_t0/MPa	φ₀/(°)	c₀/MPa	E_rm0/GPa	φ₀/(°)	c₀/MPa
Ⅲ₁类玄岩	11.2	5.63	0.14	53	1.3	10~12	45~50	1.0~1.2
Ⅲ₂类玄岩	8.4	4.22	0.09	51	1.1	8~10	42~45	0.9~1.0

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