Effects of freeze-thaw cycles on mechanical properties of silty sand and subgrade slope stability

被引：0
|
作者：
Zhang Y.-L. [1 ]
Zhou L.-G. [1 ,2 ]
Wang J. [1 ]
Wu C.-L. [3 ]
Lyu X. [3 ]
机构：
[1] School of Transportation Science, Jilin Jianzhu University, Changchun
[2] Jiangsu Dong Dao Transportation Science & Technology Group, Nanjing
[3] College of Transportation, Jilin University, Changchun
来源：
Jilin Daxue Xuebao (Gongxueban)/Journal of Jilin University (Engineering and Technology Edition) | 2019年 / 49卷 / 05期
关键词：
Freeze-thaw cycles; Road engineering; Shear strength parameters; Silt subgrade; Slope stability; Test and model;
D O I：
10.13229/j.cnki.jdxbgxb20180257
中图分类号：
学科分类号：
摘要：
In order to study the mechanical properties of silty subgrade and the silt subgrade slope stability under the freeze-thaw cycles, the static triaxial test was conducted with different water contents to study the variation law of the cohesion and the internal friction angle of silty sand after different numbers of freeze-thaw cycles in seasonally frozen area. The influences of freeze-thaw cycle on silt subgrade slope stability coefficient of the different slopes and different fill heights were analyzed by the finite element numerical model based on the test results. The results show that the influence of freeze-thaw cycle on cohesion of silty sand is gradually enhanced with the increase in water content, the cohesion can be reduced 70%-80% when the water content is large. The internal friction angle decreases firstly and then increases slightly with the increase in the number of freeze-thaw cycles, the influence of freeze-thaw cycles on the internal friction angle of silty sand is weakened with the increase in water content. The silt subgrade slope stability coefficient is decreased by the freeze-thaw cycles and the largest decrease after freeze-thaw cycles can reach 49% of stability coefficient without freeze-thaw cycles. The maximum fill height of silt subgrade should not exceed 4 meters in seasonally frozen area. If the subgrade fill height is less than 3 meters, the limit slope should not be steeper than 1:1.5. If the fill height is more than 3 meters, the limit slope should not exceed 1:2.5. © 2019, Jilin University Press. All right reserved.
引用
收藏
页码：1531 / 1538
页数：7
相关论文
共 14 条
  • [1] Bondarenko G.I., Sadovsky A.V., Water content effect of the thawing clay soils on shear strength, Proceedings of 7th International Symposium on Ground Freezing, pp. 123-127, (1991)
  • [2] Ogata N., Kataoka T., Komiya A., Effect of freezing-thawing on the mechanical properties of soil, Proceedings of the 4th International Symposium on Ground Freezing, pp. 5-7, (1985)
  • [3] Tan Y.-Z., Wu P., Fu W., Et al., Strength and micromechanism of improved silt under freeze-thaw cycle effect, Rock and Soil Mechanics, 34, 10, pp. 2827-2834, (2013)
  • [4] Zhu Z.-D., Liu S.-Y., Shao G.-H., Et al., Research on silts and silts treated with stabilizers by triaxial shear tests, Rock and Soil Mechanics, 26, 12, pp. 1967-1971, (2005)
  • [5] Yan H., Wang T.-L., Liu J.-K., Et al., Experimental study of dynamic parameters of silty soil subjected to repeated freeze-thaw, Rock and Soil Mechanics, 35, 3, pp. 683-688, (2014)
  • [6] Yan H., Wang T.-L., Liu J.-K., Experimental study of repeated frost heave and thaw settlement properties of silty sand, Rock and Soil Mechanics, 34, 11, pp. 3159-3165, (2013)
  • [7] Cai Y.-C., Zheng Y.-X., Liu Z.-Y., Et al., Study of dynamic response of silty sand subgrade loaded by airplane, Rock and Soil Mechanics, 33, 9, pp. 2863-2868, (2012)
  • [8] Chang D., Liu J.-K., Li X., Normalized stress-strain behavior of silty sand under freeze-thaw cycles, Rock and Soil Mechanics, 36, 12, pp. 3500-3505, (2015)
  • [9] Yan H., Liu J.-K., Wang T.-L., Experimental research of influences of freeze-thaw on the mechanical properties of silty soil, Journal of Beijing Jiao Tong University, 37, 4, pp. 73-77, (2013)
  • [10] Chang D., Liu J.-K., Li X., Experimental study on yielding and strength properties of silty sand under freezing-thawing cycles, Chinese Journal of Rock Mechanics and Engineering, 34, 8, pp. 1721-1728, (2015)
12