HYDRAULICS. ENGINEERING HYDROLOGY. HYDRAULIC ENGINEERING

STRESS-STRAIN STATE OF CONCRETE IN THE WALLS OF LOCK CHAMBERSOF THE MOSCOW CHANNEL

Vestnik MGSU 8/2013
  • Levachev Stanislav Nikolaevich - Moscow State University of Civil Engineering (MGSU) Candidate of Technical Sciences, Professor, Department of Hydraulic Engineering Construction, Moscow State University of Civil Engineering (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Fedorova Tat’yana Sergeevna - Moscow State University of Civil Engineering (MGSU) postgraduate Student, Department of Hydraulic Engineering Construction, Moscow State University of Civil Engineering (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 137-149

Moscow Channel represents a most important hydraulic engineering structure in Russia. Since its locks have been in operation for over 75 years, there are numerous cases of concrete disintegration of various nature and extent in the walls of locks chambers. The situation is quite risky due to the growing threat of accidents.The article deals with detection and analysis of destructive processes in the concrete walls of lock chambers, as well as evaluation of their stress-strain state. Gate no. 2 serves as an example, because several signs of its dangerous condition were first detected there (including cracks in the concrete and destruction of concrete). Various methods were employed to reinforce the structure, including consolidation of chamber walls using anchor rods, and reinforcement of camera walls by metal rods. Calculations were made to assess the stress-strain state of the concrete walls of Gate no. 2 of the Moscow Channel. The article includes an overview and analysis of earlier methods of repair and reinforcement of the chamber walls. The authors provide their recommendations on further safety of operation of the structures on the basis of the research findings and their analysis.

DOI: 10.22227/1997-0935.2013.8.137-149

References
  1. Ni V.E. Nadzor za nadezhnost'yu i bezopasnost'yu gidrosooruzheniy kanala imeni Moskvy [Supervision over Reliability and Safety of Hydraulic Structures of the Moscow CHANNEL]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering Construction]. 1987, no. 6, pp. 11—17.
  2. Materialy Pravitel'stvennoy komissii po priemu Kanala Moskva — Volga. Gidrotekhnicheskaya sektsiya. Betonnaya gruppa [Materials of the Government Commission on Commissioning of the Moscow-Volga Channel. Hydraulic Engineering Section. Concrete Group.] 1937.
  3. Sostoyanie stenok kamery shlyuza ¹ 2 Kanala imeni Moskvy po materialam naturnykh nablyudeniy [State of Chamber Walls of Lock no. 2 of the Moscow Channel Based on Field Observations]. Moscow, NIS Gidroproekt Publ., 1966.
  4. Shlyuz ¹ 2. Kapital'nyy remont zapadnoy stenki kamery. Rabochie chertezhi. Staticheskie raschety [Lock no. 2. Overhaul of the Western Wall of the Chamber. Engineering Drawings. Static Calculations]. Dedovsk, NIS Gidroproekt Publ., 1969.
  5. Analiz sostoyaniya zapadnoy i vostochnoy sten kamery shlyuza ¹ 2 [Analysis of Condition of Western and Eastern Walls of the Chamber of Lock no. 2]. UKiM Publ., MRF Publ., Moscow, 1975.
  6. Zakreplenie sten kamer shlyuzov ¹ 1-9 metodom kolonn [Stabilization of Walls of Locks no. 1-9 Chambers Using Columns]. Moscow, OOO Gidrostroyremont Publ., 2005.
  7. Otsenka napryazhenno-deformirovannogo sostoyaniya sten kamery shlyuza ¹ 2 Kanala imeni Moskvy [Assessment of the Stress-strain State of Chamber Walls of Lock no. 2 of the Moscow Channel]. FGUP “Kanala imeni Moskvy” Publ., Moscow, 2012.
  8. Obsledovanie sostoyaniya stenok shlyuza ¹ 2 Kanala imeni Moskvy [Inspection of Condition of Walls of Lock no. 2 of the Moscow Channel]. Moscow, NIS Gidroproekt Publ., 1960.
  9. Vybor varianta tekhnicheskogo resheniya kapital'nogo remonta vostochnoy stenki kamery shlyuza ¹ 2 [Choice of the Engineering Solution for the Overhaul of the Chamber of the Eastern Wall of Lock no. 2]. Poyasnitel'naya zapiska [Explanatory Note]. Moscow, NIS Gidroproekt Publ., 1978.
  10. Akt obsledovaniya razvedochnykh skvazhin shlyuza ¹ 2 (sektsii ¹¹ 1-15) [Examination Report Issued in Respect of Exploration Wells of Lock no. 2 (Sections no.1-15]. Tempy, UKiM Publ., 1972.
  11. Issledovanie metodom fotouprugosti napryazhennogo sostoyaniya stenki kamery shlyuza ¹ 2 kanala imeni Moskvy [Using Method of Photo-elasticity to Study the Stress-strain State of the Chamber of Lock no. 2]. Moscow, NIS Gidroproekt Publ., 1968.

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ASSESSMENT OF STRESS-STRAIN STATE OF SOIL MASS OF DOCK-TYPE LOCK CHAMBER

Vestnik MGSU 5/2017 Volume 12
  • Fedorova Tatiana Sergeevna - FGBI “Moscow Canal” head of monitoring safety departement, FGBI “Moscow Canal”, 1 Vodnikov str., Moscow, 125362, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Levachev Stanislaw Nikolaevich - Moscow State University of Civil Engineering (National Research University) (MGSU) Candidate of Technical Sciences, Professor, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation.

Pages 519-528

The article focuses on the assessment of stress-strain state of soil mass of dock-type lock chamber. Numerical modeling of the soil mass of dock-type lock chamber with a continuous bottom is performed. The soil model was selected, and calculation of stress-strain state of the lock chamber soil mass was performed applying the PLAXIS 2D programming and computing suite. In the process of the structure stress-strain state analysis the assessment of its state in conditions of filling-emptying of the lock chamber was performed. To assess the possibility of reducing the load of the backfill soil and pore pressure on the lock chamber wall, the article discusses the simulation of excavation of upper part of the lock chamber backfill; also, the possibility of replacing of clay soil filling by sandy soil filling is considered. A numerical modeling results verification with field observations materials obtained during operation of the facility was performed according to the results of calculations of horizontal and vertical shifts of the facility. The study demonstrated a satisfactory convergence of the results of calculations performed in the Plaxis programming and computing suite with the field observations materials. Presented calculation results show that the replacement of upper part of backfill soil without combining with other structural measures can not duly change the load from the soil on the chamber wall, nor its stress state.

DOI: 10.22227/1997-0935.2017.5.519-528

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