Vízügyi Közlemények, 1973 (55. évfolyam)
4. füzet - Rövidebb közlemények és beszámolók
level on June 30, 1973 and in the interest thereof the beginning of impoundment on the 1st July 1, 1972. The duration of construction works was influenced by certain organizational conditions, such as the possibilities of rail and road transport, and the 30 cu.m/hour capacity of the concrete mixing plant equipped with positive-action mixers. The tower cranes which could be made available at the time required had capacities inferior to that envisaged (Figs. 2.2—2, 3 and 4), so that the construction activities had to be reorganized. The mounting work of hydraulic steel structures and hydraulic machinery had to be co-ordinated with the construction work proper. Power for a peak demand of 1,400 kW was supplied to the construction site from the Szolnok—Tiszaörvény transmission line through an aerial cable. For handling the steel structures and hydraulic machinery in the assembly area the use of gantries of 20/40 tons lifting capacity was envisaged. The arrangement of the construction pit is shown in Figs. 2.2— 5 and 6. For the operations of cutting the river bend and closing the old channel of the Tisza River the organization programme shown in Table II had been prepared. Details of the construction work are shown in Figs. 2.2— 7 to 2.2—18. 2.3 Fábián, J., Izsák, В. and Rásonyi, V.: Construction work on the barrage (For the Hungarian text, see pp. 101) The contractor for the round 1.1 thousand million Ft. contract of construction work was the Enterprise for Hydraulic Construction (Vízügyi Építő Vállalat), Budapest. Construction work started on April 1. 1968, and is scheduled to end by the middle of 1973. In the immediate vicinity of the main structure the contractor has erected a semi-automatic concrete mixing plant (Fig. 2.2—7). The fractions of aggregate were stored in separate boxes behind the mixing plant. The aggregate was loaded by means of a 1 cu.m capacity front-end loader onto the central conveyor belt which discharged it into the 100 cu.m feeding bin. The preadjusted amount of cement, water and aggregate was weighed automatically and fed to the horizontal-cylinder, positive action mixer. After the adjusted mixing time the mixed concrete was transported in 1.4 cu.m containers by dumping trucks to be picked up by the tower cranes. The tracks of the four tower cranes were laid out to deliver the contents of the containers to every point of the structure. The foundation slab was cast in 26 blocks of 6 by 6 m size. The concrete blocks were bounded by delta-woven shuttering. The turbine passages were cast around special curved formwork. Difficulties were encountered in producing a concrete of wear-resistant quality for the heavily reinforced turbine passage with a strength of 280 kg/sq.cm. After the foundation the monolithic superstructure of the powerhouse was constructed. The shape of the piers permitted the use of large formwork panels (Fig. 2.3 — 1). The panels were 2 by 3.5 m in size. Each panel was of sufficient strength, of 18' 275
