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Research Papers: Offshore Geotechnics

Lateral Earth Pressure Coefficient of Soils Subjected to Freeze–Thaw

[+] Author and Article Information
Xiaodong Zhao, Guoqing Zhou, Wei Jiao, Jing Yu

State Key Laboratory for Geomechanics
and Deep Underground Engineering,
China University of Mining and Technology,
Xuzhou 221116, Jiangsu, China

Bo Wang

State Key Laboratory for Geomechanics and
Deep Underground Engineering,
China University of Mining and Technology,
Xuzhou 221116, Jiangsu, China

Contributed by the Ocean, Offshore, and Arctic Engineering Division of ASME for publication in the JOURNAL OF OFFSHORE MECHANICS AND ARCTIC ENGINEERING Manuscript received January 1, 2017; final manuscript received August 10, 2017; published online October 27, 2017. Assoc. Editor: Ioannis K. Chatjigeorgiou.

J. Offshore Mech. Arct. Eng 140(2), 022001 (Oct 27, 2017) (9 pages) Paper No: OMAE-17-1001; doi: 10.1115/1.4038032 History: Received January 01, 2017; Revised August 10, 2017

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 preconsolidated 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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Figures

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Fig. 1

AFS and its temperatures: (a) AFS (① permanent retaining walls; ② freezing pipes; ③ soil pressure; ④ unfrozen soils) and (b) temperatures

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Fig. 2

Testing apparatus: (a) refrigeration plates, (b) testing chamber, (c) drainage plates, (d) piezometer, and (e) assemblies

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Fig. 3

Measured temperatures: (a) temperatures during freezing and thawing and (b) thermal gradient

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Fig. 4

Lateral stress induced by specimen compaction

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Fig. 5

K0 for unfrozen soils: (a) moisture content = 1.9% and (b) moisture content = 12.0%

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Fig. 6

Correlation between measured K0 and computed K0 using different empirical formulation

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Fig. 7

K0: (a) soils treated under vertical FnonuniTuni, (b) soils treated under horizontal FnonuniTuni, and (c) for unfrozen soils and soils subjected to freeze–thaw

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Fig. 8

Compression curves: (a) for soils treated under vertical FnonuniTuni, (b) for soils treated under horizontal FnonuniTuni, and (c) comparisons

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Fig. 9

Anisotropic K0 under loading path: (a) maximal (K0)aniso and (b) mean(K0)aniso

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Fig. 10

Anisotropic K0 under unloading path: (a) maximal (K0)aniso and (b) mean(K0)aniso

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