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Proceedings of the 18
th
International Conference on Soil Mechanics and Geotechnical Engineering, Paris 2013
these piles being anchored at their heads (Fig. 8). The pile
fabrication process is shown on Fig.7.
7. REFERENCES
Brinkgreve R.B.J., Vermeer P.A. (eds) 1998.
PLAXIS.Finite Element
Code for Soil and Rock Analyses
. Balkema
DalNIIS. 1989.
The method of strength and compressibility assessment
for macrofragmental soils with silty and clayey fill and silty and
clayey soils with macrofragmental inclusions
.(in Russian).
Stroyizdat, Moscow
Fedorovskii V.G. and Kurillo S.V.. 1998. Method of a variable level of
shear-strength mobilization for calculation of the strength of soil
masses.
Soil Mechanics and Foundation Engineering
, 35 (4-5),
121-126
Fedorovsky V.G. and Kurillo S.V. 2001. Method of a variable level of
shear strength mobilization for calculation of the strength of soil
masses.
Proc. XVth ICSMGE
, v.1, Stambul, 687-690
Fedorovskii V.G. 2006. Limiting pressure on rows of strip plates and
the “no-force-through” effect.
Soil Mechanics and Foundation
Engineering
43 (3), 85-91
Nazarova N.V., Stavnitser L.R., Shvets V.B. 1995. Characteristics of
longitudinal retaining walls used as slide-restricting structures
Soil
Mechanics and Foundation Engineering
32 (5), 167-173
Fig. 8. Analytical scheme of a group of ski-jump footings in PLAXIS
The analysis of the row of buttresses was made in two steps.
At the first step it is proved that the limit resistance of the
structures to soil flow around is greater than the active
(landslide) pressure. To this end a FEM analysis was made of
the push-through pressure with the layer depth, represented by
the value of pressure on rear side of the row. At the second
stage FEM analysis was made either, this time reduced soil
strength parameters technique was assumed to assess the slope
stability factor with piles and anchors present.
Beside the ski-jumps proper, engineering protection of the
terrain was to be taken care of. In order to reinforce the side
slopes, retaining walls on piles were proposed. For lower slopes
soil nails were assumed in the central portion rather than along
the whole height. Such reinforcement divides the slope in two
short segments: the upper and the lower one, with the stability
factor for each one being greater than that of a single deep
landslide of the whole slope.
6. CONCLUSIONS
Application of up-to-date slope stability analysis methods
enabled improvement of Olympic facilities project designs in
the Sochi mountain cluster in terms of engineering protection of
the terrain and of the facilities.
For landslide control structures, sometimes combined with
footings, various options were proposed, adjusted to local
conditions: soil nails, anchors, retaining walls on subsoil or on
piles, rows of piles and buttresses. These structures were
applied as combinations rather than separately.
The above analytical techniques, FEM particularly, proved
to be effective in the analysis of interaction of landslide-control
structures and footings with soil.
Combinations of all these factors ensured construction of
Olympic projects to meet the tight deadlines and to provide their
adequate safety.
