Journal of Jilin University(Engineering and Technology Edition) ›› 2021, Vol. 51 ›› Issue (5): 1742-1748.doi: 10.13229/j.cnki.jdxbgxb20200455

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Experiments to investigate mechanism of mud pumping of road base on silty clay soil under cyclic loading

Yuan-qiang CAI1,2(),Shu-hao YAN1,Zhi-gang CAO1(),Fu-you LI3   

  1. 1.Research Center of Coastal and Urban Geotechnical Engineering，Zhejiang University，Hangzhou 310058，China
    2.College of Civil Engineering and Architecture，Zhejiang University of Technology，Hangzhou 310014，China
    3.Zhejiang Huaheng Traffic Construction Supervision Co. ，Ltd. ，Shaoxing 312000，China
  • Received:2020-06-22 Online:2021-09-01 Published:2021-09-16
  • Contact: Zhi-gang CAO E-mail:caiyq@zju.edu.cn;caozhigang2011@zju.edu.cn

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Abstract:

To investigate the mechanism of mud pumping of road base on silty clay foundation， a self-made apparatus has been designed and manufactured. The subbase and subgrade were simulated by graded ballast and silty clay， respectively. A series of mud pumping tests had been conducted to investigate the development law and occurrence condition of mud pumping with different fines content and void ratio. The experiment results show that the pore water pressure accumulates under the cyclic loading. When the effective stress turns negative， the soil liquefaction occurs， which leads to the mud pumping of the road base. Furthermore， the fine content and void ratio are important parameters to mud pumping in silt clay foundation， the development of mud pumping can be aggravated by the increase of the fine content and the void ratio. A criterion including plastic index （IP ） and void ratio （e） of the foundation has been proposed to determine the occurrence of mud pumping. When above the criterion， the foundation is susceptible to mud pumping. The study can provide a reference for prediction and control of the mud pumping of road on soft soil.

Key words: mud pumping, fines migration, cyclic loading, void ratio, clay fines content

CLC Number: 

  • TU447

Fig.1

Structure of self-made test system"

Table 1

Characters of silt-clay soil in subgrade"

参数80c20s70c30s60c40s
土样构成80%高岭土20%粉土70%高岭土30%粉土60%高岭土40%粉土
比重ds2.712.652.62
塑限wP/%19.821.120.75
液限wL/%35.0433.930.87
塑性指数Ip15.2412.810.12
最优含水率wop/%20.619.921.5

Fig.2

Gradation curve of subgrade and road base"

Table 2

Scheme of test"

试验系列试验编号土样构成干密度ρ/（g·cm-3）塑性指数IP地基层初始孔隙比e1渗透因数k/（cm·s-1）路基填料 层孔隙比e2
1D-170c30s1.312.81.041.02×10-40.39
D-270c30s1.412.80.871.49×10-50.39
D-370c30s1.512.80.775.77×10-60.39
2G-180c20s1.415.20.867.22×10-60.39
G-270c30s1.412.80.871.49×10-50.39
G-360c40s1.410.10.917.81×10-50.39

Fig.3

Displacement versus time in different initial void ratios"

Fig.4

Accumulated pore water pressure versus time in different initial void ratios"

Fig.5

Effective stress versus time in different initial void ratios"

Fig.6

Pumping height of samples in different initial void ratios"

Table 3

Occurrence of mud pumping in different initial void ratios"

试验编号嵌入深度h1/mm上翻高度h2/mm翻浆 因数M地基瞬时液化是否发生翻浆
D-115.0066.331.74是是
D-213.3336.331.07否否
D-37.3319.331.03否否

Fig.7

Displacement versus time in different clay fine content"

Fig.8

Accumulated pore water pressure versus time in subgrade in different clay fine content"

Table 4

Occurrence of mud pumping in different clay fine content"

试验编号嵌入深度h1/mm上翻高度h2/mm翻浆 因数M是否瞬时液化是否发生翻浆
G-114.6745.671.22是是
G-213.3336.331.07否否
G-313.0035.671.07否否

Fig.9

Plasticity index versus void ratio of samples"

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