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Research Papers: Offshore Technology

Study on Lateral Earth Pressure Coefficient at Rest for Frozen Soils

[+] Author and Article Information
Jilin Qi

e-mail: qijilin@lzb.ac.cn

Fan Yu

State Key Laboratory of Frozen Soil Engineering,
Cold and Arid Regions Environmental
and Engineering Research Institute,
Chinese Academy of Sciences,
320 Donggang West Road,
Lanzhou 730000, China

1Corresponding author.

Contributed by the Ocean, Offshore, and Arctic Engineering Division of ASME for publication in the JOURNAL OF OFFSHORE MECHANICS AND ARCTIC ENGINEERING Manuscript received September 25, 2012; final manuscript received August 25, 2013; published online October 25, 2013. Assoc. Editor: Colin Leung.

J. Offshore Mech. Arct. Eng 136(1), 011301 (Oct 25, 2013) (6 pages) Paper No: OMAE-12-1094; doi: 10.1115/1.4025546 History: Received September 25, 2012; Revised August 25, 2013

The lateral earth pressure coefficient at rest, K0, is an important parameter in geotechnical engineering. There have been many studies for unfrozen soils; however, this is not the case for frozen soils, which impedes reasonable calculation concerning cold regions engineering. This paper introduces a novel triaxial apparatus for frozen soils with reference to that for unfrozen soils. The device is capable of performing experiments on frozen soil samples with K0 status under precisely controlled negative temperature. Two soils along the Qinghai-Tibetan highway are taken as study objects. K0 experiments are carried out with the apparatus and K0 is obtained under different testing conditions. It is found that temperature is a dominant factor in influencing K0 of frozen soils, while stress state and soil type should also be taken into account.

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Figures

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Fig. 10

K0 changes with stress under different temperatures: (a) silty clay, (b) coarse sand

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Fig. 11

Changes of strength parameters of frozen soils with temperatures [13]

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Fig. 9

Repeatability results for the two soils: (a) silty clay, at −1 °C, (b) coarse sand, at −0.2 °C

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Fig. 8

Changes in K0 and lateral strain over time

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Fig. 7

Stress–strain and stress path curves for K0 test, (a) stress–strain curves, (b) stress path

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Fig. 6

Axial and radial stresses vary over time under K0 loading

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Fig. 5

Changes in temperature of top and bottom plates and pressure oil over time

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Fig. 4

The prepared homogeneous sample: (a) the whole sample, (b) cross section of the sample

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Fig. 3

Grain size distribution of the two kind soils

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Fig. 2

Lateral strain measurement device: (a) overview of the LSMD, (b) location of the four measured points

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Fig. 1

Schematic diagram of triaxial apparatus for K0 test

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Fig. 12

Change of unfrozen water with external stress [23]

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Fig. 13

Changes of K0 of different soils with temperature

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