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Lateral Earth Pressure Coefficient of Soils Subjected to Freeze-thaw

[+] Author and Article Information
Xiaodong Zhao

State Key Laboratory for Geomechanics and Deep Underground Engineering, China University of Mining and Technology, Xuzhou, Jiangsu, 221116, China
zxdcumt@126.com

Guoqing Zhou

State Key Laboratory for Geomechanics and Deep Underground Engineering, China University of Mining and Technology, Xuzhou, Jiangsu, 221116, China
gqz@cumt.edu.cn

Bo Wang

State Key Laboratory for Geomechanics and Deep Underground Engineering, China University of Mining and Technology, Xuzhou, Jiangsu, 221116, China
wangbocumt@163.com

Wei Jiao

State Key Laboratory for Geomechanics and Deep Underground Engineering, China University of Mining and Technology, Xuzhou, Jiangsu, 221116, China
cumtkyjw@163.com

Jing Yu

State Key Laboratory for Geomechanics and Deep Underground Engineering, China University of Mining and Technology, Xuzhou, Jiangsu, 221116, China
lynetteAwesome@163.com

1Corresponding author.

ASME doi:10.1115/1.4038032 History: Received January 01, 2017; Revised August 10, 2017

Abstract

Artificial frozen soils (AFS) have been used widely as temporary retaining walls in strata with soft and water-saturated soil deposits. After excavations, frozen soils thaw, and the lateral earth pressure penetrates through the soils subjected to freeze-thaw, and acts on man-made facilities. Therefore, it is important to investigate the lateral pressure (coefficient) responses of soils subjected to freeze-thaw to perform structure calculations and stability assessments of man-made facilities. A cubical testing apparatus was developed and tests were performed on susceptible soils under conditions of freezing to a stable thermal gradient and then thawing with a uniform temperature (Fnonuni-Tuni). The experimental results indicated a lack of notable anisotropy for the maximum lateral pre-consolidated pressures induced by the specimen's compaction and freeze-thaw. However, the freeze-thaw led to a decrement of lateral earth pressure coefficient K0, and K0 decrement under the horizontal Fnonuni-Tuni was greater than that under the vertical Fnonuni-Tuni. The measured K0 for normally consolidated and over-consolidated soil specimens exhibited anisotropic characteristics under the vertical Fnonuni-Tuni and horizontal Fnonuni-Tuni treatments. The anisotropies of K0 under the horizontal Fnonuni-Tuni were greater than that under the vertical Fnonuni-Tuni, and the anisotropies were more noticeable in the unloading path than that in the loading path. These observations have potential significances to the economical and practical design of permanent retaining walls in soft and water-saturated soil deposits.

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