Vestnik MGSU 4/2012
  • Kubetskiy Valeriy Leonidovich - Scientific Research Institute of Moscow Construction (NII Mosstroi) , Scientific Research Institute of Moscow Construction (NII Mosstroi), 8 Vinnitskaya St., Moscow, 119192, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 56 - 62

In the course of construction of Sangtudinsky hydropower plant-1 on the River Vakhsh, it was deemed necessary to identify clay swelling properties in the event of alterations of the humidity mode of fructured half-rock soils, or the Suzakh clay, that accommodated tunnel-shaped water outlets within a section that was 75 meters long. The depth of tunnels was about 100 m. Any interaction with swelling soils could lead to destruction of the tunnel lining. Suzakh clays demonstrated the following physical and mechanical properties: density of particles of soil ρ= 2,69 g/cm; soil density ρ = 2.40-2.47 g/cm; porosity of 8.2-10.8 %; ultimate resistance to uniaxial compression = 13.1-31.0 MPa. Water saturated clay samples disintegrated into cloddy fragments; the rate of a longitudinal ultrasonic wave in the area of unaltered soils was equal to = 2500 m/c; repulse coefficient k was equal to 15 MPa/m; solidity coefficient (according to Protodyakonov) was equal to 1,5; modulus of deformation in the massif was equal to 0.23 х10 MPa. The author proposed a methodology and designed a pilot set of equipment units designated for the identification of the swelling properties of fractured half-rock soils. Results of the pilot unit operation are presented in the article. Swelling properties are based on the monolith testing results. The programme contemplated a set of experiments held in various limit states on the surface of monoliths. Dependence between the swelling pressure and the swelling deformation in the course of water saturation was identified. The experiment demonstrates that alterations of the humidity mode of free surface Suzakh clays cause the relative deformation of swelling up to 1.1 %, and if the lining is rigid, the swelling pressure can exceed 4 MPa.

DOI: 10.22227/1997-0935.2012.4.56 - 62

  1. Sonin S.D., Sheykhet M.N., Chernyak I.L., Lukichev V.S. Bor'ba s pucheniem porod v gornykh vyrabotkakh [Control of Soil Heaving in Mine Openings]. Moscow, Nedra Publ., 1966.
  2. Sorochan E.A. Stroitel'stvo sooruzheniy na nabukhayushchikh gruntakh [Building of Structures on Swelling Soils]. Moscow, Stroyizdat Publ., 1989.
  3. Kubetskiy V.L., Sapegin D.D., Krivonogova N.F. Rekomendatsii po opredeleniyu kharakteristik reologicheskikh svoystv skal'nykh i poluskal'nykh gruntov metodom kol'tsevogo nagruzheniya [Recommendations Regarding Identification of Characteristics of Rheological Properties of Rocks and Half-rocks by Means of Circular Loading]. VNIIG Publ., 1990.
  4. Kubetskiy V.L. Rezul'taty issledovaniya reologicheskikh svoystv suzakskikh glin [Results of Research of Rheological Properties of Suzakh Clays]. Dushanbe, Tadjikistan, 2005.
  5. GOST 24143—80. Grunty. Metody laboratornogo opredeleniya kharakteristik nabukhaniya i usadki [State Standard 24143—80. Soils. Methods of Laboratory-based Identification of Characteristics of Swelling and Shrinkage Properties]. Moscow, 1987.


Results 1 - 1 of 1