Vestnik MGSU 4/2012
  • Buslov Anatoliy Semenovich - Gersevanov Research Institute of Bases and Underground Structures (NIIOSP) Doctor of Technical Science, Professor, Advisor Russian Academy of Architecture and Construction Sciences, chief research worker, Gersevanov Research Institute of Bases and Underground Structures (NIIOSP), 59 Ryazanskiy pr-t, Moscow, 109428, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Lomakin Sergey Aleksandrovich - Strabag Closed Joint Stock Company civil engineer, construction manager, Strabag Closed Joint Stock Company, 27 Petrovka St., Moscow, 107031, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 35 - 43

Pile retaining walls are widely used in the practice of anti-landslide construction. Underground sections of piles tend to bend under the pressure. Besides the landslide pressure, the pile is rebuffed by the soil below the retaining wall. When a slope section begins creeping due to the influence of gravitational forces and the pressure of bending piles, soil resistance alongside the pile length changes over the time. This phenomenon also contributes to bending.
The question of how the bearing capacity of an anti-landslide pile changes under the influence of a steady viscous flow of the slope has not undergone any comprehensive research.
In this study, the authors offer a number of analytical expressions that define the interaction between the piles with the sliding slope. Authors examine how piles work to stabilize the viscous soil environment over the time.
The basis of the rheological calculation of the landslide mass is the integral correlation, which in particular cases leads to well-known solutions concerning the characteristics of the deformation and speed of the viscous flow in terms of the pressure-driven gravitational movement.
When problems of interaction of flexible piles with the creeping slope are solved, approximation of the linear or non-linear theory of elasticity for the quasi-instantaneous state is regularly used. In this case, the time factor is identified by multiplying the degree of deformation by the time function ().
In the event of a steady viscous flow moving away from the wall, the authors analyze resistance to bending over the time with the help of a triangular outline diagram (, 0).
The authors welcome any corrections of their analytical solutions for cases of visco-plastic flows as well as the projected resistance caused by the extrusion of the landslide mass through spaces in-between piles.

DOI: 10.22227/1997-0935.2012.4.35 - 43

  1. Budin A.Ya. Tonkie podpornye stenki dlya usloviy Severa [Thin Retaining Walls for the Conditions of the North]. Leningrad, Stroyizdat Publ., 1982, 288 p.
  2. Maslov N.N. Mehanika gruntov v praktike stroitel'stva (opolzni i bor'ba s nimi) [Soil Mechanics in the Construction Practice (Landslides and Their Control). Stroyizdat Publ., Moscow, 1977, 320 p.
  3. Buslov A.S. Rabota svay na gorizontal'nuyu nagruzku za predelami uprugosti v svyaznykh gruntakh [Nonlinear Behavior of Laterally Loaded Piles in Cohesive Soils]. Tashkent, FAN Publ., 1979, 102 p.
  4. Buslov A.S. Inzhenernyy metod rascheta svay, vzaimodeystvuyushchikh s opolznevym otkosom v stadii ustanovivsheysya polzuchesti [Engineering Method of Analysis of Piles Interacting with the Steadily Creeping Slope]. Proceedings of Moscow State Open University, Moscow, 2009, pp. 18—23.


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