反粒序砂土体内侵蚀及渗流特性变化规律试验研究

宋宜祥; 管景华; 李彦奇; 黄达

doi:10.19509/j.cnki.dzkq.tb20210693

反粒序砂土体内侵蚀及渗流特性变化规律试验研究

doi: 10.19509/j.cnki.dzkq.tb20210693

1.
河北工业大学土木与交通学院, 天津 300401
2.
河北经贸大学校园规划与建设处, 石家庄 050067

基金项目:

国家自然科学基金项目 41902290

国家自然科学基金项目 41672300

国家自然科学基金项目 41972297

河北省自然科学基金项目 D2020202002

河北省自然科学基金项目 D202102002

详细信息

作者简介:
宋宜祥(1987—), 男, 副教授, 主要从事地质灾害和岩土工程数值模拟研究。E-mail: syxdlut2010@163.com

通讯作者:
黄达(1976—), 男, 教授, 博士生导师, 主要从事岩石力学与地质灾害方面研究。E-mail: dahuang@hebut.edu.cn

中图分类号: TU41
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- 文章访问数: 457
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- 被引次数: 0
出版历程
- 收稿日期: 2022-02-11

Experimental study on the change law of internal erosion and seepage characteristics of inverse grading sand accumulation

1.
School of Civil and Tansportation Engineering, Hebei University of Technology, Tianjin 300401, China
2.
Campus Planning and Construction Department, Hebei University of Economics and Business, Shijiazhuang 050067, China

摘要

摘要:
反粒序堆积体常见于高速远程滑坡的流通区和堆积区。针对其粒径上大下小的特殊结构和较强透水性而诱发堆积体不稳定的问题, 采用自制的渗流侵蚀试验装置对颗粒粒径为0.075~20 mm的7组连续及间断颗粒级配反粒序土样进行了试验, 研究了反粒序砂土体渗流侵蚀过程中参数变化和细颗粒迁移模式及规律。结果表明：在反粒序堆积土样中, 细颗粒含量和不均匀系数对反粒序砂土体的渗流侵蚀有重要影响, 细颗粒含量越高, 不均匀系数越大, 则起始渗流系数越小。反粒序砂土体发生管涌颗粒跃层后, 底层颗粒流失量最多, 且粒径为0.075~0.125 mm的颗粒流失比最大。反粒序堆积体整体的渗流能力主要取决于底部的细颗粒含量, 细颗粒含量越高, 临界水力梯度越大。在连续级配土样中, 水力梯度与渗流系数呈二次函数关系；在间断级配反粒序土样中, 细颗粒含量超过45%时, 土样趋于稳定。反粒序堆积体发生管涌后, 其颗粒呈现剥离-沉淀-剥离-沉淀中下层颗粒交替侵蚀的运移模式。研究结果对于该类灾害形成机理与防治研究具有理论和实际应用意义。
- 反粒序 /
- 堆积体 /
- 细颗粒含量 /
- 颗粒迁移 /
- 管涌 /
- 渗流侵蚀
Abstract:
Inverse grading deposits are commonly found in circulation and accumulation areas of high-speed and long-distance landslides. Due to its special structure of large particle size at the top and small at the bottom and strong permeability, the accumulation is highly susceptible to unstable failure. In this study, using a self-designed device, seepage erosion tests were conducted on seven sets of inverse grading soil samples with continuous and discontinuous particle gradation of particle size 0.075-20 mm to investigate the parameter changes and fine particle migration patterns and laws during seepage erosion of inverse grading sand mass. The results show that the fine particle content and nonuniformity coefficient have an important influence on the seepage erosion of the inverse grading soil samples. The higher the fine particle content, the greater the nonuniformity coefficient and the lower the initial seepage coefficient. After the occurrence of cross-layer tube surge particles, the bottom layer of particle loss is the most, and the particle size of 0.075-0.125 mm particle loss ratio is the largest.The seepage capacity of the inverse grading sand mass depends mainly on the content of fine particles at the bottom. The higher the content of fine particles is, the greater the critical hydraulic gradient will be.In continuous graded soil samples, the relationship between the hydraulic gradient is quadratically related to the percolation coefficient.Soil samples with discontinuous particle gradation are stabilized when the content of fine particles exceeds 45%.After tube gushing occurred in the reverse grain sequence accumulation body, the particles show a migration pattern of stripping-precipitation-stripping-precipitation alternately eroded particles in the middle and lower layers. The study has theoretical and practical significance for the formation mechanism and prevention of such disasters.
- inverse grading /
- sand accumulation /
- fine particle content /
- particle migration /
- piping /
- seepage and erosion

HTML全文

图 1 反粒序堆积结构示意图^[3]

Figure 1. Schematic diagram of the structure of inverse grading accumulation

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图 2 渗流侵蚀试验装置

Figure 2. Seepage erosion test device

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图 3 易贡滑坡堆积体竖向级配曲线^[20]

Figure 3. Vertical grading curve of the Yigong landslide accumulation body

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图 4 连续级配方程拟合的易贡滑坡堆积体级配曲线^[20]

Figure 4. Grading curve of the Yigong landslide accumulation body fitted by the continuous gradation equation

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图 5 牛圈沟滑坡碎屑堆积体竖向级配曲线^[3]

Figure 5. Vertical grading curve of the debris accumulation body in the Niu Juangou landslide

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图 6 滑坡分形维数变化图

Figure 6. Fractal dimension change diagram of landslide

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图 7 连续级配(a)和间断级配(b)曲线图

Figure 7. Continuous (a) and discontinuous (b) gradation curves

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图 8 装载完成后的试样

Figure 8. Samples after loading

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图 9 试验结束后土样情况

a.未发生管涌试样; b.发生管涌试样

Figure 9. Soil samples after the test

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图 10 收集管内颗粒流失情况

a.少量颗粒流失；b.大量颗粒流失

Figure 10. Particle loss in the collection tube

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图 11 不同水力梯度下细颗粒流失量对比

Figure 11. Comparison of fine particle loss under different hydraulic gradients

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图 12 试样DF中下层试验前后各粒径颗粒质量流失情况

Figure 12. Mass loss of each particle size in the middle and lower layer of sample DF before and after the test

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图 13 连续级配试样CA、CD平均渗流系数变化

Figure 13. Change in the average permeability coefficient of the soil samples CA and CD with continuous grading

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图 14 水力梯度对渗流系数的影响

Figure 14. Influence of the hydraulic gradient on the seepage coefficient

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图 15 间断级配试样DE、DF、DG平均渗流系数变化

Figure 15. Change in the average permeability coefficient of the discontinuous graded samples DE, DF and DG

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图 16 试样CA、DE平均渗流系数与局部渗流系数变化

Figure 16. Changes in the average permeability coefficient and local seepage coefficient of the samples CA and DE

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图 17 试样DE中层和下层渗流系数变化

Figure 17. Change in the seepage coefficient in the middle and lower layers of the sample DE

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图 18 试样DE收集筒内颗粒收集情况

Figure 18. Particle collection in the sample DF collection cylinder

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图 19 试样DE、DF下层渗流系数变化图

Figure 19. Changes in the seepage coefficient in the lower layer of the samples DE and DF

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表 1 颗粒级配特征

Table 1. Particle gradation characteristics

试样名称		有效粒径d₁₀/ mm	d₃₀/ mm	限制粒径d₆₀/ mm	不均匀系数C_u	曲率系数C_c
CA	A1	0.161	0.707	2.516	15.63	1.23
	A2	0.109	0.499	1.813	16.63	1.26
	A3	0.096	0.356	1.189	12.39	1.11
CB	B1	0.213	0.851	2.802	13.15	1.21
	B2	0.148	0.603	2.060	13.92	1.19
	B3	0.122	0.434	1.371	11.24	1.13
CC	C1	0.265	0.994	3.100	11.70	1.20
	C2	0.187	0.720	2.320	12.41	1.19
	C3	0.148	0.512	1.553	10.49	1.14
CD	D1	0.330	1.150	3.387	10.26	1.18
	D2	0.239	0.851	2.568	10.74	1.18
	D3	0.187	0.603	1.735	9.28	1.12
DE	E1	0.830	6.620	12.100	14.58	4.36
	E2	0.407	2.000	10.676	26.23	0.92
	E3	0.196	1.232	9.069	46.27	0.85
DF	F1	0.830	6.620	12.100	14.58	4.36
	F2	0.407	2.000	10.676	26.23	0.92
	F3	0.158	1.000	8.258	52.27	0.77
DG	G1	0.830	6.620	12.100	14.58	4.36
	G2	0.407	2.000	10.676	26.23	0.92
	G3	0.137	0.854	7.344	53.69	0.73

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