Observations of horizontal displacements of the dam of the Sayano-Shushenskoe hydroelectric station by the elongated triangle method

Conclusions The stationary system of elongated triangles considerably reduces the time and labor expenditures for observations of the horizontal displacements of the arch dam. A high accuracy of the measurements is provided in this case.Displacements of the dam toward the lower pool reached 15 mm and depend mainly on the water level in the reservoir.DeceasedTranslated from Gidrotekhnicheskoe Stroitel'stvo, No. 7, pp. 43–47, July, 1982.     

Deformations of rock foundations of high concrete dams in canyons during filling of reservoirs

Conclusions On-site observations and a theoretical analysis indicate that uplift of rocks in the upper pool during filling of a reservoir can be a substantial factor in the formation of the stress-strain state of the foundation. Under certain geological and hydrogeological conditions uplift can cause rises both of the foundation and abutments and of the banks in the upper and lower pools, or a decrease of settlements compared with those expected.Translated from Gidrotekhnicheskoe Stroitel'stvo, No. 4, pp. 10–13, April, 1986.     

Investigation of the diversion outlet of the Kirzan hydro development

Conclusion As a result of experimental investigations on a hydraulic model, an improved design of the diversion outlet was obtained, which has practically the same construction volumes and elements and in comparison with the original variant has the following advantages: It has a higher discharge capacity at low levels and a lower capacity at high levels of the water in the reservoir; it provides an allowable maximum fall during damming of the river channel; it provides the maximum allowable discharge at the highest water level in the reservoir; it guarantees a free flow in the pipes in the entire range of discharges; it has better spreading and dissipation of the energy of the flow in the lower pool; it provides a 25% smaller depth of scouring in the lower pool; it prevents local scouring of the tailwater channel in the immediate vicinity of the structure.Translated from Gidrotekhnicheskoe Stroitel'stvo, No. 11, pp. 12–14, November, 1989.     

Design and watertight effectiveness of the underground contour of the Sayano-Shushenskoe dam

Conclusions Seepage in the foundation of the SSh hydrostation has a nonuniform but regular character and substantially depends on the acting head and SSS. At an elevation of the UPL of less than 520 m, a change in the permeability of the rock mass is observed mainly on the upstream side of the grout curtain. The intensity of decompression of the rocks increases with increase of elevation of the UPL, especially above 534 m. At 540 m the zone of decompression of the contact part of the foundation in some places intersects the grout curtain and in individual cases intercepts the drainage; the discharge of the drain wells increases by 5–7 times in comparison with the discharge at an elevation of the UPL of 500 m. The width of the joints near the drainage (according to calculation) averages from 0.3–0.5 to 0.73 mm; here and there it can reach 1.5–2 mm. The average gradient of the head in the grout curtain is within 10–15; at individual places near the drainage it reaches 26, which is at the level of the allowable for a rock mass.A method of controlling seepage is mainly used in such cases — repeated grouting at low elevations of the UPL, including with the use of plastic grouts, which in individual cases accelerate setting of the additives.As measures for improving the seepage conditions and quality of monitoring, we can recommend plugging places of water shows through the grouting holes at an elevation of the UPL of 500–510 m, intensifying drainage in stretches of increased inflows and passages of the head beyond the drainage line, and broadening of geophysical and hydrogeological investigations for a detailed study of the character of change in permeability and seepage during fluctuations of the reservoir, especially at high elevations. During operation of the dam it is necessary not to exceed the attained rates and level of filling the reservoir (elevation 540.25 m), since at levels close to the NPL, the seepage discharge increases intensely.The underground contour of the Sayano-Shushenskoe dam is of high quality and operates effectively and reliably under conditions of a varying stress-strain state of the foundation during fluctuations of the reservoir level.Translated from Gidrotekhnicheskoe Stroitel'stvo, No. 1, pp. 17–24, January, 1992.     

Monitoring water quality in reservoirs with IRS-1A-LISS-I

An attempt has been made to quantify the relationship between the variation in IRS-IA-LISS-I (Indian Remote Sensing Satellite-1A Linear Imaging Self-Scanning System) radiance data and field measured change in secchi disc depth. Secchi disc depth was measured for 47 predetermined sampling locations on reservoir surface water. At extinction depth (secchi depth), water samples were collected from all the sampling locations. Suspended sediments of eight locations representing various reaches of the reservoir were selected for mineralogical, particle size and optical properties analysis. The LISS-I radiance value in band 1 (0.45–0.52µm) band 2 (0-52–0.59 µm) and band 3 (0.62–0.68 µm) were used in a regression analysis. The absorption infrared band 4 (0.77–0.86 µm) was not included in the analysis. In these, the dependable variable was secchi depth (SD) and the LISS-I-radiance data was the estimator variable. Forty-seven data sets of 20 October 1988 from Tawa reservoir surface water were used to obtain an estimator equation for SD. The verification of the estimator equation was tested by applying it to a data set of 21 measurements of 28 September 1988 for this reservoir. The coefficient of correlation between observed and estimated values for the 28 September 1988 data set wasr=0.92 for SD, indicating that the equation could accurately predict the water clarity (SD) for this reservoir on new occasions from IRS-IA-LISS-I spectral data. It is shown that mineral composition and optical properties of suspended sediments influence the reflected radiance of water quality. It is concluded that IRS-IA-LISS-I data provide a useful means of mapping water quality in reservoir.     

Joining of pools with free discharge of the flow from cone valves into the atmosphere

Conclusions  

Corrected correlations between the capacity and levels of the Ust'-Khantaika hydroelectric power plant

Using the Ust'-Khantaika hydraulic power system as an example, results are presented from investigations to obtain corrected relationships between the capacity and water levels of the reserve by taking into account the increase in the capacity as a result of deformation of the bed of the reservoir and banks associated with defrosting of permafrost rock. A precise curve expressing the correlation V=f(z) of the reservoir during its lifetime is needed to arrive at a proper selection of the optimal operating mode of the hydroelectric power plant. Recommendations are presented for further investigations intended to verify the precise dependences of the capacity on the levels of the reservoir to correct the hydroeconomic and hydropower indicators of the Ust'-Khantaika reservoir.Translated from Gidrotekhnicheskaya Stroitel'stvo, No. 3, pp. 19–23, March, 1995.     

New turbine for low-head hydroelectric stations

Conclusion The first experiments confirmed the reliability of the calculated estimates and prospects of orthogonal turbines. Further efforts should apparently be directed toward a search for particular designs and their checking by obtaining the turbine characteristics of orthogonal runners on models with a diameter of at least 0.4–0.5 m at heads of several meters.Translated from Gidrotekhnicheskoe Stroitel'stvo, No. 1, pp. 17–19, January, 1991.     

Regulating the temperature regime of water in the lower pool of a hydroelectric station

Conclusions An analysis showed that the water intakes for selective withdrawal of water from a reservoir for water-supply purposes known from the scientific and technical literature cannot be used effectively for withdrawing a large quantity of water for hydrostation turbines, and the known intakes for selective withdrawal of a large quantity of water have substantial shortcomings and are in need of further design improvement. Simultaneously with this, the conclusions of the 1993 Divnogorsk conference that at present “it is impossible to freeze the Yenisei River within the Krasnoyarsk city limits” for a number of reasons is confirmed. However, under more favorable conditions than the Krasnoyarsk hydrostation, the selective withdrawal of water from a deepwater intake for hydrostation turbines, despite the high additional expenditures, can be justified and necessary. The proposed design of a floating intake of an electric power station has a number of advantages compared with the known floating intakes. In this case it recommended to direct the water that is withdrawn from the surface layer of the reservoir and passed only through one or two turbines to save expenditures to the bank part of the river, which promotes in the lower pool the formation of ice near the river banks and in its branches in the winter and their “warming” in the summer. Translated from Gidrotekhnicheskoe Stroitel’stvo, No. 9, pp. 46–49, September, 1997.     

Calculation of the regime of submergence of a ski-jump bucket behind a deep outlet

Conclusion When using a ski-jump bucket behind bottom outlets of dams the depth of the lower pool at which submergence of the ski-jump and then the outlet occurs can be calculated by Eq. (5).With an increase of the angle of inclination of the ski-jump, submergence occurs at smaller depths of the lower pool. For example, for inclined ski-jumps with angles 20 and 27° the difference of the values of the critical depths compared with a horizontal deflector is respectively about 10 and 13%.Translated from Gidrotekhnicheskoe Stroitel'stvo, No. 7, pp. 29–31, July, 1984.     

Sediment transport in a curved channel

Conclusions Bed-load discharge in a curved channel (with curvature of the channel line and preservation of parallelism of the banks) considerably increases compared with a straight channel, and the more so, the greater the ratio v/v₀.The hydraulic resistances in the experiments with a curved channel increase insignificantly compared with a straight channel ('the Chezy coefficients C in the experiments with the curved channel line decrease by 5–12%).Translated from Gidrotekhnicheskoe Stroitel'stvo, No. 5, pp. 37–40, May, 1987.     

Dynamics of the formation of an ice prism on reservoir slopes of a pumped-storage station

Conclusion It is recommended to use the given relationships when designing dikes of reservoirs operated under conditions similar to the conditions of the Kiev PSS reservoir [3–5].To refine a number of the foregoing assumptions and proposed relationships, it is expedient to continue hydrophysical investigations of the dynamics of formation of the structure and mechanical strength of the layered ice prism on the slopes of the dike of the Kiev PSS reservoir.The materials presented and also the data of on-site observations can serve as grounds for developing as a first approximation a method of designing revetments of dike slopes of PSS reservoirs for the effect of ice.Translated from Gidrotekhnicheskoe Stroitel'stvo, No. 3, pp. 14–16, March, 1982.     

Designs of air curtains for the arch dams of the Chirkey and Miatla hydroelectric stations

Conclusions It can be concluded from the design studies of the creation of air curtains for the Chirkey and Miatla hydrostations that in reality it is possible to provide reliability of dams already constructed in regions where the design seismicity was increased by constructing an air curtain.One can, of course, also reduce the hydrostatic load on the dam by reducing the elevation of the reservoir. However, then the reduction of the storage capacity of the reservoir and decrease of head worsen the power capabilities of the hydrostation by an amount far exceeding the expenditures related to creating the air curtain. For example, the one-time expenditures on creating the air curtain for the Chirkey hydrostation in 1984 prices are 10 million rubles, whereas a reduction of the normal pool level would lead to underproduction of energy amounting to about this sum every year.The second direction is the provision of the design seismicity of a dam under construction (planned). Then in the case of using an air curtain it is possible to construct a dam with smaller volumes of concrete.In the case of a gravity dam, this is 5–10% of the total volume of concrete, whereas the planned stationary air curtain for the Miatla hydrostation cost only about 1 million rubles in 1984 prices.Translated from Gidrotekhnicheskoe Stroitel'stvo, No. 10, pp. 6–9, October, 1992.     

Evaluation of the stability of a channel with partial revetment

Conclusion The ideas presented in this work can be transferred practically to all problems of hydraulic engineering related to the problem of the interaction of a flow and unrevetted channel, when solving problems of determining the depth of the scour pocket in the lower pool of dams, problems of the parameters of a tortuous channel, etc.Translated from Gidrotekhnicheskoe Stroitel'stvo, No. 7, pp. 31–33, July, 1988.     

Characteristics of mining quarries on hydraulic-fill dumps

Conclusion The given classification of waste quarries being mined and the recommendations on calculating the stability of their slopes are aimed at increasing the safety of performing works on hydraulic-fill dumps with orientation toward the wider use of wastes in the economy.Translated from Gidrotekhnicheskoe Stroitel'stvo, No. 6, pp. 14–15, June, 1990.     

宜兴抽水蓄能电站上水库工程的排水系统

宜兴抽水蓄能电站上水库全库盆采用钢筋混凝土面板防渗,防渗总面积为18.06万m2。库岸稳定是上水库的主要工程地质问题之一,而影响库岸稳定的主要因素是地下水。工程共设置了5.1 km排水洞及排水廊道,6.5万m排水孔,确保坝体、库岸稳定和降低面板所受的反向水压力。     

Deformation of the rock foundation of the Bratsk hydroelectric station

Conclusion Deformations of the rock foundation of the Bratsk dam occurred mainly during filling of the reservoir and primarily due to the weight of the water operation. During operation, settlements have increased insignificantly with a clear tendency toward their fading away. The maximum settlement, 74 mm, which had been predicted as early as 1966, was reached in 1970; in 1977 it amounted to 74.4 mm. Horizontal deformations have practically stabilized. At the base of the dam, if slight consolidation occurred at all during construction (which, apparently, caused mainly differential settlement of the sections), then it was hardly noted by observations. Despite the explicit stabilization of the processes, observations of settlements and horizontal displacements retain their importance, considering the essential character of the structures, the seismicity of the region, and the slowness of processes characteristic for hydraulic structures. The geodetic base of the Bratsk hydrostation has certain shortcomings: the bench marks are located on a diabase sheet and can settle along with it; the nearness of the diabase rock quarry to the right-bank bench marks; the rather long and complex traverse along the foreshores. Use of the geodetic base is also difficult: the traverses along the foreshores are difficult and dangerous owing to the adjacent high (up to 80 m) steep cliffs, the natural disintegration of which causes rock falls. We consider that it would be more convenient and reliable to embed bench marks with anchors in sandstones below the upper zone of consolidation (depth 100–120 m) in the bank tunnels of the inspection gallery at the 27-m level. Translated from Gidrotekhnicheskoe Stroitel'stvo, No. 8, pp. 43–46, August, 1979.