砂泥岩互层岩质边坡爆破振动衰减规律现场试验研究

何丽平; 汪晓俊; 郭剑雄; 潘剑; 张继奎; 蒋楠

doi:10.11858/gywlxb.20230666

砂泥岩互层岩质边坡爆破振动衰减规律现场试验研究

doi: 10.11858/gywlxb.20230666

何丽平^{1, 2,},
汪晓俊¹,
郭剑雄²,
潘剑³,
张继奎⁴,
蒋楠^4,*, ,

1.
中交四航局第三工程有限公司, 广东湛江　524000
2.
中交四航工程研究院有限公司, 广东广州　510000
3.
广西平陆运河建设有限公司, 广西南宁　530000
4.
中国地质大学（武汉）工程学院, 湖北武汉　430074

基金项目: 国家自然科学基金（41972286，42072309）

详细信息

作者简介:
何丽平（1985－），男，硕士，高级工程师，主要从事岩土工程研究. E-mail：lipinghecsu@163.com

通讯作者:
蒋　楠（1986－），男，博士，副教授，主要从事工程爆破及岩石动力学研究. E-mail：jiangnan@cug.edu.cn

中图分类号: O347.1; TU459
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出版历程
- 收稿日期: 2023-05-17
- 修回日期: 2023-06-07
- 网络出版日期: 2023-09-13
- 刊出日期: 2023-11-07

Field Experimental Research on Blasting Vibration Attenuation Law of Sand-Mudstone Interbedded Rock Slope

HE Liping^{1, 2
,},
WANG Xiaojun¹,
GUO Jianxiong²,
PAN Jian³,
ZHANG Jikui⁴,
JIANG Nan^{4,*
, ,}

1.
The Third Engineering Company of CCCC Fourth Harbor Engineering Co., Ltd., Zhanjiang 524000, Guangdong, China
2.
The Engineering Research Institute of CCCC Fourth Harbor Engineering Co., Ltd., Guangzhou 510000, Guangdong, China
3.
Guangxi Pinglu Canal Construction Co., Ltd., Nanning 530000, Guangxi, China
4.
Faculty of Engineering, China University of Geosciences, Wuhan 430074, Hubei, China

摘要

摘要: 为保证砂泥岩互层岩质边坡在爆破振动作用下安全稳定，需明确爆破振动在砂泥岩互层岩质边坡中的衰减规律。为此，以平陆运河青年枢纽一期工程为依托，通过开展现场爆破试验，对比分析高程效应修正前后爆破振动衰减模型的拟合结果，深入研究砂泥岩互层岩质边坡的爆破振动衰减规律。结果表明：边坡岩体在爆破振动作用下的最大位移会产生高程放大效应，最终位移可能不为零；考虑高程效应的爆破振动衰减模型较未修正的萨道夫斯基公式的拟合精度更高，岩质边坡的爆破振动衰减规律应考虑高程效应；受层理倾向和倾角的影响，砂泥岩互层岩质边坡的爆破振动衰减规律存在差异，建立不同层理下的爆破振动衰减预测模型是后续重要的研究方向。
- 爆破振动 /
- 砂泥岩互层 /
- 岩质边坡 /
- 高程效应 /
- 现场试验
Abstract: In order to ensure the safety and stability of sand-mudstone interbedded rock slope under blasting vibration, it is necessary to clarify the attenuation law of blasting vibration in sand-mudstone interbedded rock slope. Based on the first-stage project of Pinglu Canal Youth Hub, through the field blasting test, the fitting results of the blasting vibration attenuation model before and after the elevation effect correction were compared and analyzed, and the blasting vibration attenuation law of the sand-mudstone interbedded rock slope was deeply studied. The results show that the maximum displacement of slope rock mass under blasting vibration produces elevation amplification effect, and the final displacement may not be zero. The fitting accuracy of a blasting vibration attenuation model considering the elevation effect is higher than that of the unmodified Sadoevsky formula, and the elevation effect should be considered in the blasting vibration attenuation law of rock slope. There are differences in the attenuation law of blasting vibration for the sand-mudstone interbedded rock slope with different tendency and dip angles of beddings. It is an important research direction to establish the attenuation law of blasting vibration for different beddings.
- blasting vibration /
- sand-mudstone interbed /
- rock slope /
- elevation effect /
- field experiment

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图 1 平陆运河走向和青年枢纽布置

Figure 1. Course of the Pinglu canal and Qingnian hub layout

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图 2 现场试验边坡

Figure 2. Slope of field test

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图 3 现场雷达布置

Figure 3. Site radar layout

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图 4 测点布置

Figure 4. Layout of measuring points

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图 5 测点 V8的z方向振速

Figure 5. Vibration velocity in z-direction at measuring point V8

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图 6 测点D2的位移时程曲线

Figure 6. Displacement time history curve at measuring point D2

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表 1 志留系下统连滩群第四组岩石的物理力学参数

Table 1. Physical and mechanical parameters of rock mass in the fourth group of Liantan Group of Lower Silurian System

Rock mass	Statistical project	ρ_n/ (g·cm⁻³)	ρ_s/ (g·cm⁻³)	w/%	k_u/%	Uniaxial compression/MPa
Rock mass	Statistical project	ρ_n/ (g·cm⁻³)	ρ_s/ (g·cm⁻³)	w/%	k_u/%	Natural	Dry	Saturated
1	Max	2.72	2.73	2.12	2.38	69.78	55.10	52.00
	Min	2.56	2.65	0.02	0.11	18.18	27.60	18.33
	Mean	2.64	2.70	0.47	0.51	46.32	39.26	30.66
2	Max	2.66		1.99	4.14			4.79
	Min	2.59		0.37	0.67			2.47
	Mean	2.63		1.43	2.91			3.93

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表 2 志留系下统连滩群第四组岩体工程地质分类

Table 2. Engineering geological classification of rock mass in the fourth group of Liantan Group of Lower Silurian System

Stratum lithologic	Weathering degree	Rock mass characteristics	Rock mass classification	Engineering geological evaluation of rock mass
The first section of sandstone intercalated mudstone (S₁ln^d-1) and the second section sandstone (S₁ln^d-2)	Strongly weathered	The bedding and weathering fissures are well developed; the rock mass is loose; the structural plane is mostly mud; the rock mass structures are mosaic structure and cataclastic structure.	C_V	The rock mass is broken; the strength is low; the anti-sliding and anti-deformation performance is poor.
	Moderately weathered	The rock mass is mainly thin layer to medium thick layer; the structural plane is moderately developed and mostly closed; the embedded force between rock blocks is good.	C_Ⅳ	The rock mass is relatively complete; the local integrity is poor; the overall strength is high, and the anti-sliding and anti-deformation performance is controlled by the structural plane to a certain extent.
	Weakly weathered	The rock mass is mainly thick to medium thick layers; the structural plane is moderately developed and mostly closed.	C_Ⅲ	The rock mass is complete, and the anti-sliding and anti-deformation properties are controlled by rock strength.
The third section of sandstone and mudstone interbed (S₁ln^d-3) and the fourth section of sandstone, argillaceous siltstone with mudstone (S₁ln^d-4)	Strongly weathered	The bedding plane and weathering cracks are well developed; the rock mass is relaxed; the structural plane is mostly muddy; the rock mass structure is a mixture of block structure and fragmentation structure.	C_V	The rock mass is broken; the strength is low, and the anti-sliding and anti-deformation performance is poor.
	Moderately weathered	The rock mass is mainly thin layer to medium thick layer; the structural plane is moderately developed and mostlyclosed; the embedded force between the rock blocks is good.	C_Ⅳ	The rock mass is relatively complete; the local integrity is poor, and the anti-sliding and anti-deformation performance are controlled by rock strength.
	Weekly weathered	The rock mass has an interbedded structure; the structural plane is slightly developed, and the cracks are well bonded.	C_Ⅳ	The rock mass is complete, and the anti-sliding and anti-deformation properties are controlled by rock strength.

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表 3 试验边坡岩层产状

Table 3. Rock occurrence of the test slope

Stratification plane	Slope surface 1		Slope surface 2		Slope surface 3
Stratification plane	Tendency/(°)	Dip angle/(°)	Tendency/(°)	Dip angle/(°)	Tendency/(°)	Dip angle/(°)
1	252	52	368	50	345	34
2	265	60	345	48	325	28
3	269	52	358	40

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表 4 试验测点振速统计结果

Table 4. Statistical results of vibration velocity at measuring points

Test sequence	Measuring point	Height/m	PPV/(cm·s⁻¹)			Blasting distance/m	Charge/kg
Test sequence	Measuring point	Height/m	x-direction	y-direction	z-direction	Blasting distance/m	Charge/kg
1	V1	0.10	37.72	16.38	35.20	12.80	48
			36.92	16.42	34.56	8.23	42
			36.37	32.77	33.22	4.39	36
	V3	20.13	1.26	—	—	43.10	48
			0.86	—	—	39.80	42
			1.02	—	—	36.20	36
	V5	50.50	0.57	1.15	1.25	81.20	48
			0.35	0.63	0.66	78.90	42
			0.38	0.74	0.71	75.10	36
2	V6	0.13	6.85	12.70	34.41	14.20	48
			9.55	13.53	28.73	10.10	42
			15.29	27.91	37.36	6.30	36
	V8	14.01	2.36	1.50	2.83	36.00	48
			0.16	0.50	1.32	32.30	42
			2.30	0.72	2.70	28.80	36
	V10	33.65	0.68	0.61	—	67.40	48
			0.50	0.48	—	63.40	42
			0.46	0.45	—	60.60	36
3	V12	0.11	12.24	16.40	35.20	13.40	48
			13.40	16.84	34.12	9.90	42
			18.36	22.63	38.54	6.10	36
	V13	9.40	7.04	6.14	10.07	23.30	48
			4.09	4.06	3.93	19.60	42
			7.54	9.45	10.20	16.30	36
	V17	52.63	0.67	—	3.02	73.30	48
			0.16	—	0.80	70.70	42
			0.42	—	2.74	68.10	36

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表 5 测点位移统计结果

Table 5. Statistical results of displacement of measuring points

Test sequence	Measure point	Maximum displacement/mm	Final displacement/mm	Blasting distance/m	Charge/kg
1	D2	2.52	1.14	25.90	48
	D3	2.37	1.05	43.10	48
	D4	—	—	54.20	48
	D5	0.97	0	81.20	48
2	D7	1.90	0.12	29.80	48
	D8	0.89	0	36.00	48
	D9	1.24	0	46.60	48
	D11	0.34	0.27	93.50	48
3	D13	3.27	2.69	23.30	48
	D14	0.55	0.20	47.40	48
	D15	0.56	0.22	53.70	48
	D16	0.40	0.25	65.40	48
	D17	0.29	0.27	73.30	48

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表 6 萨道夫斯基公式的拟合结果

Table 6. Fitting results of Sadoevsky formula

Test sequence	Direction	k	α	R²
1	x	56.86	0.818	0.720
	y	43.14	0.973	0.965
	z	48.96	0.619	0.722
2	x	36.46	1.307	0.975
	y	78.02	1.577	0.967
	z	81.86	1.037	0.719
3	x	36.14	1.004	0.929
	y	43.48	0.973	0.817
	z	83.67	1.055	0.772

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表 7 考虑高程效应的拟合结果

Table 7. Fitting results considering elevation effect

Test sequence	Direction	k	α	β	R²
1	x	3.48	0.703	−0.673	0.974
	y	21.12	1.069	−0.190	0.968
	z	4.24	0.588	−0.590	0.997
2	x	22.59	1.242	−0.106	0.981
	y	27.20	1.606	−0.269	0.982
	z	7.81	0.749	−0.516	0.965
3	x	22.53	0.846	−0.086	0.929
	y	19.88	0.696	−0.137	0.910
	z	15.03	0.542	−0.317	0.976

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