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The main retaining structure of the Bureya hydro development is a concrete gravity dam with a height of 139 m and crest width of 765 m [1]. The construction site and access roads to the hydro development due to topographic conditions are located on the right bank, at this same bank it was rational to locate the powerhouse of the reservoir hydroelectric station in which six turbine-generator units with a total capacity of 2000 MW are to be installed (Fig. 1). The left-bank nonoverflow part of the dam is cut deep into the left bank, the overflow dam with a front length of 180 m is located in the left part of the channel and is moved as far as possible away from the left bank. The considerable waste discharges and adopted technology of constructing the dam from low-cement roller-compacted concrete (rollcrete) virtually predetermined the use of an overflow spillway for passing surplus water during operation of the hydro development. The tailrace canal of the hydrostation and stretch of the channel downstream of the overflow spillway are divided by an abutment used in the construction period as a longitudinal concrete cofferdam. The end section of this cofferdam is made in the form of cribs placed on a concrete foundation.It is planned to pass the operating discharges through eight 12-m-wide bays of the spillway. The constructionmovement joints between sections of the overflow dam are located under the dividing walls (Fig. 2). Due to the conditions of the layout of the hydromechanical equipment of the dam, the main gates are shifted from the crest toward the lower pool.The maximum design discharge of the Bureya River of probability 0.01% with a guaranteed correction is about 35,000 m3/sec. If, as usual, passage of a check discharge of the same probability is provided for with full opening of the gates, then with consideration of storage by the reservoir the value of the discharge of the overflow spillway will reach 17,000 m3/sec and the discharge intensities will be about 180 m2/sec. Passage of such considerable discharges through the high dam of the Bureya hydro development would lead, according to calculated estimates, to substantial damages to the rocks in the lower pool and to considerable difficulties in providing stability of the structures and banks. Therefore to reduce the discharge through the overflow dam and size of the scour pockets, it is suggest to pass the check discharge according to an undershot scheme. With the same 7.4-m excess of the upper pool level as in the case of passing the check discharges with full opening of the gates, it is possible to reduce the check discharge of the overflow dam from 17,000 to 11,700 m3/sec. For such a maximum discharge of the spillway the scheme of joining pools by ski jumps is the most acceptable.Hydraulic investigations during operation of the hydro development [2] were mainly related to solving the following problems:joining the pools and preventing substantial undercutting of the structures and left bank during deflection of the nappe by the ski jumps into the lo...
The main retaining structure of the Bureya hydro development is a concrete gravity dam with a height of 139 m and crest width of 765 m [1]. The construction site and access roads to the hydro development due to topographic conditions are located on the right bank, at this same bank it was rational to locate the powerhouse of the reservoir hydroelectric station in which six turbine-generator units with a total capacity of 2000 MW are to be installed (Fig. 1). The left-bank nonoverflow part of the dam is cut deep into the left bank, the overflow dam with a front length of 180 m is located in the left part of the channel and is moved as far as possible away from the left bank. The considerable waste discharges and adopted technology of constructing the dam from low-cement roller-compacted concrete (rollcrete) virtually predetermined the use of an overflow spillway for passing surplus water during operation of the hydro development. The tailrace canal of the hydrostation and stretch of the channel downstream of the overflow spillway are divided by an abutment used in the construction period as a longitudinal concrete cofferdam. The end section of this cofferdam is made in the form of cribs placed on a concrete foundation.It is planned to pass the operating discharges through eight 12-m-wide bays of the spillway. The constructionmovement joints between sections of the overflow dam are located under the dividing walls (Fig. 2). Due to the conditions of the layout of the hydromechanical equipment of the dam, the main gates are shifted from the crest toward the lower pool.The maximum design discharge of the Bureya River of probability 0.01% with a guaranteed correction is about 35,000 m3/sec. If, as usual, passage of a check discharge of the same probability is provided for with full opening of the gates, then with consideration of storage by the reservoir the value of the discharge of the overflow spillway will reach 17,000 m3/sec and the discharge intensities will be about 180 m2/sec. Passage of such considerable discharges through the high dam of the Bureya hydro development would lead, according to calculated estimates, to substantial damages to the rocks in the lower pool and to considerable difficulties in providing stability of the structures and banks. Therefore to reduce the discharge through the overflow dam and size of the scour pockets, it is suggest to pass the check discharge according to an undershot scheme. With the same 7.4-m excess of the upper pool level as in the case of passing the check discharges with full opening of the gates, it is possible to reduce the check discharge of the overflow dam from 17,000 to 11,700 m3/sec. For such a maximum discharge of the spillway the scheme of joining pools by ski jumps is the most acceptable.Hydraulic investigations during operation of the hydro development [2] were mainly related to solving the following problems:joining the pools and preventing substantial undercutting of the structures and left bank during deflection of the nappe by the ski jumps into the lo...
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