New technology of protecting a stationary engineering structure from landslide pressure

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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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作者简介

G. Postoev

Sergeev Institute of Environmental Geoscience, Russian Academy of Sciences

编辑信件的主要联系方式.
Email: opolzen@geoenv.ru
俄罗斯联邦, Ulanskii per. 13, str. 2, Moscow, 101000

A. Kazeev

Sergeev Institute of Environmental Geoscience, Russian Academy of Sciences

Email: opolzen@geoenv.ru
俄罗斯联邦, Ulanskii per. 13, str. 2, Moscow, 101000

M. Kuchukov

Sergeev Institute of Environmental Geoscience, Russian Academy of Sciences

Email: opolzen@geoenv.ru
俄罗斯联邦, Ulanskii per. 13, str. 2, Moscow, 101000

N. Orlova

Sergeev Institute of Environmental Geoscience, Russian Academy of Sciences

Email: opolzen@geoenv.ru
俄罗斯联邦, Ulanskii per. 13, str. 2, Moscow, 101000

参考

  1. Buslov, A.S., Zekhniev, F.F., Bakulina, A.A., Mokhovikov, E.S., Monakhov, I.A. [To the question of the influence of the cross-section of a horizontally loaded pile on the total values of lateral repulsion and soil friction]. Vestnik NITs “Stroitel’stvo”, 2017, no. 2(13), pp. 155–166. (in Russian)
  2. Ginzburg L.K. [Landslide-control retaining structures]. Moscow, Stroyizdat Publ., 1979, 80 p. (in Russian)
  3. Demin, A.M. [Landslides in quarries: analysis and forecast]. Moscow, GEOS Publ., 2009, 79 p. (in Russian)
  4. Zhikhovich V.V. [About extrusion landslides on the slopes of Odessa coast]. Osnovaniya, fundamenty i mekhanika gruntov, 2007, no. 5, pp. 7–11. (in Russian)
  5. Kazankova, E.R., Kornilova, N.V. [Structuring of geological environment at different levels of organization]. Aktual’nye problemy nefti i gaza, 2018, vol. 1(20), pp. 1–15. (in Russian)
  6. Kravchenko, E.V., Denisenko, V.V., Budagov, I.V., Lyashenko, P.A. [Analysis of the methods for testing the soils with constant loading rate and constant strain rate]. In: Collection of articles [Evaluation of soil properties and operation of foundations in geotechnical construction]. Krasnodar, KubGAU Publ., 2018, pp. 36–44. (in Russian)
  7. Matsiy, S.I. [Landslide-control measures]. Krasnodar, AlVi-design Publ., 2010, 288 p. (in Russian)
  8. Osipov, V.I., Filimonov, S.D. [Compaction and reinforcement of weak soils by the method “Geocomposite”]. Osnovaniya, fundamenty i mekhanika gruntov, 2002, no. 5, pp. 15–21. (in Russian)
  9. Postoev, G.P. [Dissipative geologic formations and models for estimating the limit state of the ground bases]. Geoekologiya, 2021, no. 2, pp. 41–48. (in Russian)
  10. Postoev, G.P. [Dissipative structures in the ground massif on the example of deep landslides formation]. Inzhenernaya geologiya, 2018, vol. XIII, no. 3, pp. 54–61. (in Russian)
  11. Postoev, G.P. [Models of the formation mechanism and calculation of the parameters of land surface failures over underground cavities]. Geoekologiya, 2020, no. 4, pp. 36–47. (in Russian)
  12. Postoev, G.P., Kazeev, A.I., Kuchukov, M.M. [Behavior of soils and dissipative geological structures during landslide block formation]. Gruntovedenie, 2022, no. 2, pp. 58–64. (in Russian)
  13. Prigozhin, I.R., Stengers, I. [Order out of chaos]. M., Unitorial Urss Publ., 2003, 312 p. (in Russian)
  14. Landslide-control construction. Certificate of authorship SU1647081, 1991, Authors: K.Sh. Shadunts, S.I. Matsiy, V.V. Elistratov (in Russian)

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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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