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Proceedings of the 18
th
International Conference on Soil Mechanics and Geotechnical Engineering, Paris 2013
Figure 3 show the most probable surface of failure obtained
theoretically (1 and 2) and in experiments (1 'and 2'), which are
almost identical to the corresponding models.
6 REFERENCES
Goldstein M.N. 1969. About calculus of variations application to the
stability of foundations and slopes. Bases, foundations and soil
mechanics 1, 2-6.
Dorfman A.G. 1977. The exact analytical solution of new problems in
the stability of slopes theory. Geotechnical issues. 26, 53-57.
Magdeev U.H 1972. Investigation of slopes stability by variational
method in conditions of the spatial task. Geotechnics questions, 20,
120-129.
Potapova, N.N. 2001. Evaluation of slopes stability and soil bearing
capacity of foundations on the basis of distribution of stresses and
displacements analysis. Dissertation, 205.
Figure 3. Theoretical and experimental slip lines in model made of
equivalent materials
Kolosov G.V. 1934. Application of complex diagrams and complex
function theory to the elasticity theory. Scientific and technical
information department, Moscow.
A case (Mochak 1964) of landslides formation in the quarry
in Tsinzendorf (Germany) in the excavator ledge with the angle
=36° was described. Soils - ribbon clay with the following
content 42,9-58,5 of silt and 30,6-43,5% of clay, consistency –
flexibly soft, with
=21°, С=17,2 kPa. The intensity of the
load created by the excavator, which was at the edge of the
slope (d=0), q=4,4 kPa, its width b=7 m.
Muskhelishvili N.I. 1966. Some basic problems of the mathematical
elasticity theory. Science, Moscow.
Bogomolov A.N. 1996. Calculation of carrying capacity of the facility
foundations and stability of soil masses in elastoplastic formulation.
Perm State Technical University, Perm.
Cvetkov V.K. 1979. Calculation of slopes and scarps stability. Lower
Volga Book Publishers, Volgograd.
Author (Mochak 1964) calculated the slope stability by the
method of K. Tercagi, resulting in safety factor value
determined to be КТ=1,19. The calculation by the proposed
method results in K=0,97, which is only 3% different from the
limit.
Bogomolov A.N., Bogomolova O.A., Redin A.V., Nestratov M. Ju.,
Potapova N.N., Stepanov M.M., Ushakov A.N. Stability. Stress-
strain state. Certificate of state registration of computer programs
№ 2009613499 from 30.06.2009.
Bogomolov A.N. & Vereshchagin V.P. 1990. Modelling of the loaded
slopes destruction. Foundations in the geological conditions of
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Tercagi K. 1961. Theory of soil mechanics. Gosstroyizdat, Moscow,
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Mochak G. 1964. Landslides as a result of the existing sliding surfaces
and contact layers in glacial deposits. Meeting materials of studying
landslides and strife with them measures. Kiev, 53-57.
5 CONCLUSIONS
Method for calculating of loaded slope’s stability, based on the
combined use of the finite element method, complex function
theory and the principle of virtual displacements, which is
formalized in a computer program was suggested. The results of
calculations with the help of the program that was announced
with sufficient accuracy for engineering practice with the
experimental data and behavior of landslide danger objects
specifically.
