Experience in operating the stilling basin of the Sayano-Shushenskoe hydroelectric station

Translated from Gidrotekhnicheskoe Stroitel'stvo, No. 2, pp. 42–47, February, 1995.     

Flow aeration on the operating spillway at the Sayano-Shushenskoe hydroelectric station

Conclusion Protection of the Sayano-Shushenskoe spillway from cavitation erosion is achieved by an aeration sill behind the radial gate and an aeration groove at elevation 35.25 m. The air content in the near-bottom layer (without consideration of its increase in the prototype) will be at least 6–8%, which is sufficient to eliminate cavitation erosion. As a consequence it seems possible to reduce the grade of concrete in the spillway with a strength of 400 kgf/ cm² to grade 300 kgf/cm². Protection of the upper concrete-hauling trestle from splashes is provided by deflectors. Translated from Gidrotekhnicheskoe Stroitel'stvo, No. 1, pp. 10–14, January, 1978.     

Generators of the Sayano-Shushenskoe hydroelectric station

Translated from Gidrotekhnicheskoe Stroitel'stvo, No. 4, pp. 35–37, April, 1994.     

Experience in operating and reconstructing the turbine bearings of units of the Sayano-Shushenskoe hydroelectric station

Conclusion The 15-year operating experience showed that the right choice of the design of the guide bearing was made. Today it can be considered among the most reliable components of the turbine. The existing opinion about the higher reliability of only rubber ring and oil bearings is not quite correct; where the specifications allow, one can safely use the design of a segmental turbine bearing with water lubrication.Translated from Gidrotekhnicheskoe Stroitel'stvo, No. 4, pp. 32–34, April, 1994.     

Passage of ice during construction of the Sayano-Shushenskoe hydroelectric station

Conclusion During construction of the Sayano-Shushenskoe hydrostation ice was passed through the narrowed 130-m wide channel for 7 years and for 3 years through the 5.3-m wide dewatering outlets which, during the ice run, were not submerged and operated as narrow deep bays with wide separating piers. Observations established that the planned and actual outer and height contours of the earth cofferdams and cribs of the foundation area of the first stage and their construction successfully performed their functions under rather complex ice conditions (especially in the springs of 1969–1971). For the first time in hydrotechnical construction practice conparatively large ice runs were passed through 5.3-m ice-discharge bays. The appropriate hydraulic conditions (flow depth more than 9–10 m and approach velocities more than 3 m/sec) were the decisive factors providing for the successful passage of ice under these conditions. Consideration of the experience by previously constructed Siberian hydrostations on rivers with heavy ice runs made it possible to make simple and economic decisions with respect to individual problems (rejection of high jackets on the cribs, use of earth cofferdams, use of narrow first stage dewatering outlets). In the future when using schemes for ice passages through narrow dewatering outlets under more rigorous climatic conditions it is necessary to take into account the possibility of their considerable freezing over and intensified ice formation in them during the winter. The solution to complex problems of ice passage when constructing hydrostations on the middle and lower reaches of large Siberian rivers requires further on-site observations at hydrostations under construction and improvement of model-calculation methods of investigation. Translated from Gidrotekhnicheskoe Stroitel'stvo, No. 8, pp. 25–28, August, 1979.