New technology of protecting a stationary engineering structure from landslide pressure

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Abstract

The methodology of protecting stationary objects (foundations of high-voltage network, cable road, overpasses, etc.) located on an active landslide slope is considered. A new approach to implementation of protective measures is proposed. It is based on the identified features of formation of new geological structures in the ground massif at the local area of technogenic impact. Dissipative geological structures develop in the landslide massif upon its thrusting on a immobile object. In particular, a core and boundary envelopes are formed at the contact with the frontal surface of the object, in accordance with the parameters of the latter. A methodology is proposed to ensure the flow of landslide masses around the object and its stability.

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About the authors

G. P. Postoev

Sergeev Institute of Environmental Geoscience, Russian Academy of Sciences

Author for correspondence.
Email: opolzen@geoenv.ru
Russian Federation, Ulanskii per. 13, str. 2, Moscow, 101000

A. I. Kazeev

Sergeev Institute of Environmental Geoscience, Russian Academy of Sciences

Email: opolzen@geoenv.ru
Russian Federation, Ulanskii per. 13, str. 2, Moscow, 101000

M. M. Kuchukov

Sergeev Institute of Environmental Geoscience, Russian Academy of Sciences

Email: opolzen@geoenv.ru
Russian Federation, Ulanskii per. 13, str. 2, Moscow, 101000

N. A. Orlova

Sergeev Institute of Environmental Geoscience, Russian Academy of Sciences

Email: opolzen@geoenv.ru
Russian Federation, Ulanskii per. 13, str. 2, Moscow, 101000

References

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2. Fig. 1. Diagram of the location of dissipative geological structures in the soil base under load from a belt foundation of width b. σq — pressure on the soil base under the sole of the foundation; DGS1 and DGS2 are dissipative geological structures in the soil base.

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3. Fig. 2. The position in the plan of a stationary object in the form of a round pile. 1 — a fixed object with a width of b = 2R, 2 — the well, 3 — the direction of movement of the landslide massif, 4 — the boundary surface (shell) of the dissipative geological structure.

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4. Fig. 3. Graphs of the dependence of the creep rate on the stress level at different rates of clay soil loading in shear tests [4]. 1 — test according to the step — hour scheme, 2 — according to the step — day scheme.

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