DESIGNING AND DETAILING OF BUILDING SYSTEMS. MECHANICS IN CIVIL ENGINEERING

INFLUENCE OF THE SATURATION PERCENTAGE OF THE CLAY-BEARING SOIL ON ITS STRESS-STRAIN STATE

Vestnik MGSU 8/2012
  • Ter-Martirosyan Zaven Grigorevich - Moscow State University of Civil Engineering Doctor of Technical Sciences, Professor, Distinguished Scholar of the Russian Federation, Chair, Department of Mechanics of Soils, Beddings and Foundations 8 (495) 287-49-14, ext. 1425, Moscow State University of Civil Engineering, 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Nguyen Huy Hiep Huy Hiep - Moscow State University of Civil Engineering postgraduate student, Department of Mechanics of Soils, Beddings and Foundations, Moscow State University of Civil Engineering, 26, YaroslavskoeShosse, Moscow, 129337, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 112 - 120

The authors propose new analytical and numerical solutions to develop an advanced method
of assessment of the stress-strain state of unsaturated clay soils exposed to external loading.
The research findings demonstrate that the stress-strain state of the soil exposed to distributed
loading in the half-space b = 2a is complex and homogeneous. It depends on the percentage of saturation and on the excessive pore pressure based on the saturation percentage. At the interim
stage, when the pore water is squeezed towards drainage borders, the area that has a maximal
pore pressure in its centre, travels downwards. Consequently, the alteration of excessive pore pressure
in the course of time is dramatic in layers of soil between drainage surfaces. This finding was
obtained through the employment of analytical and numerical solutions.
It is noteworthy that the diagram of stress distribution ƒ = (ƒ1+ƒ2+ƒ3)/3 and z alongside z axis
below strip b = 2a demonstrates damping. This is the reason why the strip exposed to loading and
excessive pressure is limited in its dimensions. Besides, the authors have proven that the surface
soil settlement is caused by shear and 3-dimensional deformations of the soil exposed to the loading
alongside b = 2a strip. Therefore, s = sg + sv, and any settlement increase sg doesn't depend on the
excessive pore pressure, as it occurs concurrently with loading.

DOI: 10.22227/1997-0935.2012.8.112 - 120

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