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浙江大学学报(工学版)
Journal of ZheJiang University (Engineering Science)  2019, Vol. 53 Issue (2): 275-283    DOI: 10.3785/j.issn.1008-973X.2019.02.010
Civil Engineering, Traffic Engineering     
Factors influencing permeability anisotropy of remolded kaolin
Liang-gui YU1,2(),Jian ZHOU1,2,*(),Xiao-gui WEN1,2,Jie XU1,2,Ling-hui LUO1,2
1. Research Center of Coastal and Urban Geotechnical Engineering, Zhejiang University, Hangzhou 310058, China
2. Engineering Research Center of Urban Underground Development of Zhejiang Province, Zhejiang University, Hangzhou 310058, China
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Abstract  

A series of experiments were conducted by triaxial permeameter to analysis the permeability anisotropy of soft soil. The effects of electrolyte type, ionic molar concentration and consolidation pressure on permeability anisotropy and the corresponding microscopic mechanisms were investigated, with remolded kaolin as the research object. Results showed that under one-dimensional consolidation, kaolin particles, most having flat structure, tended to orientate perpendicularly to the direction of the major principal stress and the pore area of remolded kaolin in vertical profile was much larger than that in horizontal profile. As a result, permeability anisotropy ratio (ratio of horizontal to vertical permeability coefficients) was greater than one. Permeability anisotropy ratio decreased with the increase of consolidation pressure, of which the main reason was that the amount of large pores, which had higher compressibility, in vertical profile was larger than that in horizontal profile. Malaysia kaolin has flocculated structure if prepared in ultrapure water, while has dispersed structure in saline solution. The measured permeability anisotropy ratio in ultrapure water was larger than that in saline solution, which was the consequence of more large pores in vertical profile than that in horizontal profile in ultrapure water. The vertical and horizontal profiles had similar amounts of large pores in saline solution. Test results also revealed that the electrolyte type and ionic molar concentration had little effect on the permeability anisotropy ratio of Malaysia kaolin.

Key words： permeability anisotropy      remolded kaolin      electrolyte solution      consolidation pressure      microstructure     
Received: 04 February 2018      Published: 21 February 2019
CLC:  TU 47  
Corresponding Authors: Jian ZHOU     E-mail: 2191212859@qq.com;zjelim@zju.edu.cn
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Liang-gui YU
Jian ZHOU
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Jie XU
Ling-hui LUO
Cite this article:

Liang-gui YU,Jian ZHOU,Xiao-gui WEN,Jie XU,Ling-hui LUO. Factors influencing permeability anisotropy of remolded kaolin. Journal of ZheJiang University (Engineering Science), 2019, 53(2): 275-283.

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http://www.zjujournals.com/eng/10.3785/j.issn.1008-973X.2019.02.010     OR     http://www.zjujournals.com/eng/Y2019/V53/I2/275


重塑高岭土渗透各向异性影响因素

为了研究软土渗透各向异性，以重塑高岭土为研究对象，利用三轴渗流仪对重塑高岭土展开一系列渗流试验，研究电解质类型、浓度及固结压力对软黏土渗透各向异性的影响，并从微观角度解释其作用机理。研究发现：1）高岭土颗粒为扁平状结构，在一维固结下颗粒趋向于垂直于主应力方向排列，重塑高岭土竖向剖面孔隙面积大于水平向剖面孔隙面积，这2个因素共同导致渗透各向异性比（水平渗透系数与垂直渗透系数之比）大于1；2）渗透各向异性比随固结压力增大而减小，主要是因为竖向剖面大孔隙较多，压力作用下竖向剖面孔隙面积减小幅度大于水平剖面孔隙面积减小幅度；3）马来西亚高岭土在高纯水下为絮凝状结构，在盐溶液下为散凝状结构，在高纯水下土体竖向剖面大孔隙较多，而在盐溶液下竖向剖面孔隙和水平向剖面孔隙较为接近，导致在高纯水下测得的渗透各向异性比在盐溶液下的测量结果大；4）在本试验条件下，电解质类型、浓度对马来西亚高岭土渗透各向异性比的影响均较小。


关键词： 渗透各向异性,  重塑高岭土,  电解质溶液,  固结压力,  微观结构 
水平向试样 竖向试样 编号说明 液体类型 cB/（mol?L?1） p/kPa
S1HP1 S1VP1 S1代表试样1；H和V分别代表水平方向和竖直方向；P代表固结压力，P1代表100 kPa固结压力，依此类推 纯水 ? 100
S1HP2 S1VP2 200
S1HP3 S1VP3 300
S2HP1 S2VP1 S2代表试样2；试验在氯化钠溶液下开展；其余参数同上 氯化钠溶液 0.10 100
S2HP2 S2VP2 200
S2HP3 S2VP3 300
S3HP1 S3VP1 S3代表试样3；试验在氯化钾溶液下开展；其余参数同上 氯化钾溶液 0.10 100
S3HP2 S3VP2 200
S3HP3 S3VP3 300
S4HP1 S4VP1 S4代表试样4；试验在氯化钙溶液下开展；其余参数同上 氯化钙溶液 0.10 100
S4HP2 S4VP2 200
S4HP3 S4VP3 300
S5Hc0.01 S5Vc0.01 S5~S7分别代表试验在NaCl、KCl、CaCl2溶液下开展；c代表浓度；其余参数同上 氯化钠溶液 0.01 100
S6Hc0.01 S6Vc0.01 氯化钾溶液 0.01 100
S7Hc0.01 S7Vc0.01 氯化钙溶液 0.01 100
Tab.1 Experiment schemes for permeability anisotropy of remolded kaolin
t/h S1HP1 S3HP1 t/h S1HP1 S3HP1 t/h S3HP1
${\varDelta _Q}$/% kh/（10?7 cm?s?1） ${\varDelta _Q}$/% kh/（10?7 cm?s?1） ${\varDelta _Q}$/% kh（10?7 cm?s?1） ${\varDelta _Q}$/% kh（10?7 cm?s?1） ${\varDelta _Q}$/% kh/（10?7 cm?s?1）
注：S1HP1的单位时间内流量差和渗透系数较为稳定，试验时间可适当缩短；而S3HP1可适当增加试验时间
1 ?0.79 22.91 ?3.42 16.87 21 1.18 21.12 0.00 13.94 41 ?1.87 13.86
2 ?0.15 21.52 ?2.64 16.49 22 0.55 21.26 ?0.75 14.15 42 ?0.34 14.21
3 ?0.15 21.39 ?5.39 16.34 23 0.74 21.24 ?1.79 14.01 43 ?0.66 14.80
4 ?0.08 21.40 ?4.14 16.21 24 ?0.70 21.08 ?2.75 14.03 44 ?0.37 15.55
5 ?0.62 21.36 ?5.60 15.86 25 ?0.35 21.13 ?2.76 14.01 45 ?0.99 15.59
6 1.29 21.27 2.13 15.87 26 0.43 21.18 ?2.74 14.12 46 ?0.88 15.71
7 ?0.27 21.51 2.91 15.92 27 0.67 21.09 ?0.11 14.29 47 ?0.16 15.43
8 ?1.26 21.48 1.29 15.95 28 ?0.04 21.14 0.34 14.38 48 ?0.96 15.27
9 ?0.74 21.28 0.93 15.93 29 ? ? ?2.37 14.29 49 ?0.27 15.25
10 ?1.40 21.05 0.36 15.87 30 ? ? ?1.21 13.81 50 ?0.44 14.84
11 ?0.12 21.16 ?0.52 15.77 31 ? ? ?4.00 13.59 51 ?1.33 14.57
12 ?0.71 20.90 ?1.34 15.67 32 ? ? 0.72 13.61 52 ?0.68 14.39
13 ?1.03 20.82 ?1.53 15.37 33 ? ? ?0.06 13.69 53 ?1.31 14.18
14 0.16 20.88 ?1.71 15.15 34 ? ? ?0.65 13.68 54 ?0.81 14.07
15 ?0.76 20.69 ?1.61 15.10 35 ? ? ?0.47 13.84 55 ?0.82 13.94
16 0.52 20.75 ?2.71 14.87 36 ? ? ?0.53 13.81 56 ?1.16 13.98
17 0.40 20.86 ?1.16 14.63 37 ? ? 0.00 13.94 57 ?0.69 14.16
18 0.44 20.85 ?12.57 14.29 38 ? ? ?0.75 14.15 58 ?3.09 14.29
19 0.20 20.95 ?10.85 13.87 39 ? ? ?1.79 14.01 59 ?1.48 14.25
20 1.34 21.07 ?0.59 13.80 40 ? ? ?2.75 14.03 60 ?2.23 14.12
Tab.2 Differences between inflow and outflow in S1HP1 and S3HP1 tests and horizontal permeability coefficients
Fig.1 Radial strain curve of S1HP1 in process of consolidation and seepage
土样 离子
种类 		cB/
（mol?L?1） 		p/kPa ${k_{\rm h}}$/
（10?7 cm?s?1） 		${k_{\rm v}}$/
（10?7 cm?s?1） 		${r_k}$
S1 超纯水 ? 100 21.19 15.28 1.39
200 16.12 12.24 1.32
300 12.38 10.27 1.21
S2 钠离子 0.10 100 12.87 10.75 1.20
200 9.90 8.46 1.17
300 7.16 6.72 1.07
S3 钾离子 0.10 100 14.86 12.31 1.21
200 10.57 9.17 1.15
300 8.56 7.73 1.11
S4 钙离子 0.10 100 10.77 9.39 1.15
200 8.41 7.44 1.13
300 5.95 5.55 1.07
S5 钠离子 0.01 100 13.66 11.56 1.18
S6 钾离子 0.01 100 14.07 11.71 1.20
S7 钙离子 0.01 100 11.89 9.80 1.21
Tab.3 Experimental data of permeability anisotropy ratios of remolded kaolin prepared with different solutions under various pressures
Fig.2 Sketch of particles arrangement of remolded kaolin
Fig.3 Permeability anisotropy ratios of remolded kaolin prepared with different solutions under various pressures
Fig.4 Portable pH meter
Fig.5 Relationship between pore ratio and vertical permeability coefficient of kaolin under different microstructures
Fig.6 Sketch of microstructures of remolded kaolin prepared with 0.10 mol/L KCl solution and ultrapure water
Fig.7 Relationship between permeability anisotropy ratio of remolded kaolin and consolidation pressure at different solutions
Fig.8 SEM binary images of remolded kaolin prepared with ultrapure water and 0.10 mol/L KCl solution under consolidation pressure of 100 kPa
Fig.9 SEM binary images of remolded kaolin prepared with ultrapure water and 0.10 mol/L KCl solution under consolidation pressure of 300 kPa
S/像素 竖向孔隙数量 水平向孔隙数量
100 kPa 300 kPa 100 kPa 300 kPa
0~50 951 381 872 349
50~200 149 64 175 40
200~500 31 9 24 2
500~1 000 9 0 1 0
1 000~2 000 4 0 0 0
>2 000 1 0 0 0
合计 1 145 454 1 072 391
$\bar S$/像素 47.1 34.02 35.75 28.26
Tab.4 Pore distribution of remolded kaolin prepared with ultrapure water under consolidation pressure of 100 kPa and 300 kPa
Fig.10 Curves between permeability anisotropy ratio and logarithm of ion concentration of remolded kaolin prepared with different solutions
溶液类型 0.01 mol/L 0.10 mol/L
ωL ωP ωL ωP
超纯水 65.35 40.04 65.35 40.04
氯化钠 63.99 42.61 59.67 40.25
氯化钾 63.36 42.36 59.22 40.33
氯化钙 63.12 41.03 58.89 40.18
Tab.5 Liquid and plastic limits of remolded kaolin prepared with different solutions
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