Vízügyi Közlemények, 1973 (55. évfolyam)

4. füzet - Rövidebb közlemények és beszámolók

Information on the variation of water resources over the year are shown in Fig. 2.1—12, indicating the durations of monthly discharge values. The computed discharge capacity curve (Fig. 2.1—13) permitted the estimation of the supplies available for utilization. Soil mechanical explorations have shown alternating Holocene clay and fine sand layers in the vicinity of the surface, down to 100—150 m depth, below which Pannonian sea bottom deposits are situated, which had sunk to this depth under the effect of tectonic movements. Field experiments have been carried out to determine the effect of underseepage control by means of trench walls, the behaviour of the reservoir embankments and the related intercepting canal system, as well as to study the methods of protecting the embankments against wave action and erosion. The stress distribution in the r.c. pier around the pivot of the arm supporting the radial gates of the weir was determined by means of structural model tests. The general arrangement of, and discharge through, the barrage (Fig. 2.1—14), the tailwater apron of the weir, the radial gates and stop-logs of the weir, the hydrodynamics and vibrations of the temporary closures, the filling and emptying system of the navigation lock, seepage under the barrage structures, as well as the unwatering of the construction pit were studied in hydraulic models. 2.2 Szántó, M. and Szentandrási, Gy.: Organization of construction work on the barrage (For the Hungarian text, see pp. 81) The barrage belongs to the major projects undertaken in Hungary. For the construction pit 355,000 cu.m were excavated, while for the barrage 35,000 cu.m of plain concrete, 120,000 cu.m of reinforced concrete were placed. The volume of rip-rap work attained 231,000 cu.m. The weight of steel structures and mechanical equipment was 2.860 tons, whereas that of the hydraulic machinery was 1,300 tons. For this work provision had to be made for the producement, transportation and storage of 60,000 cu.m classified gravel aggregate, 14,000 tons of cement, 2,600 tons of reinforcing steel and 90,000 tons of rock annually. In the general organization programme (compiled in May, 1969) a schedule was envisaged for construction work on the barrage in the channel and in the flood plain, remaining after preparatory and site occupation works (Fig. 2.2—1). The work of preparation had been started in 1967 already. For protecting the barrage during construction against floods a 1,120 m long ring dike was constructed in the flood plain, whereas a new levee was drawn on the protected side as a second control measure. The construction schedule envisaged in the general organization programme is shown in Table I. Works scheduling was influenced by two deadlines, namely the beginning of normal operation at normal retention 274