| Summary: | 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.
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