Hidrológiai Közlöny 1972 (52. évfolyam)

3. szám - Dr. Szabó Elek: A vízlépcső és fő létesítményeinek kialakítása

Dr. Szabó E.: A vízlépcső és jö létesítményei Hidrológiai Közlöny 1972. 3. sz. 117 • 75,00 s ~23,50 , T wo változó 11. ábra. A mederrézsű burkolása — Fig. It- Lining of channel slope ban kerül kialakításra a rézsűállékonyság és stabilitás követelményeinek megfelelően. Kőszórás készül a 83,00 m szintű padkáig, a padkán 20 cm vastag ágyazaton 80 cm vastagságú kőrakat van. A padka fölötti részen a felvízben betonlap, az alvízi oldalon pedig gerendarácsok közötti zúzottkő burkolat készül (11. ábra). IRODALOM VIZITERV: Kiskörei Vízlépcső és Öntözőrendszereinek Főművei (Tervszám: 14084). Kiviteli terv, kézirat. Budapest. 1970. The design of the barrage and its main structures By Dr. Szabó, E. The site of the barrage was selected after a careful study of several alternatives (Fig. 1). Engineering considerations and specific costs of reservoir space alike favoured the cross section at River Station 404 km of the Tisza as the barrage site. The reach upstream of this section offers a favourable area for the reservoir both in plan and in profile. Considerations of work organization also supported the choice of this site. The three main adjacent structures of the barrage are the power station equipped with tubular turbines, the weir and the navigation lock, located upstream of the barrage axis. Construction work involved the excavation of a cut across a bend of the Tisza River, the damming of the old bed and the construction of a flood gate in the flood bed to permit the safe passage of liighwater waves. The general arrangement was developed on the basis of model tests (Fig. 3). The final design was evolved by a long series of studies and model tests on the power station with tubular turbines, the weir equipped with Tainter gates actuated by electro-hydraulic hoists and the navigation lock, the mitre gates and valves of which are also controlled by electro-hydraulic equipment. The powerhouse with recessed machine hall is accomodated in a bay at the right-hand side and is 44.1 by 67.1 m in plan. The power station is equipped with 4 tubular turbines of 4.3 m runner diameter, with an aggregate capacity of 28 MW, producing 103 million kWh energy annually (Fig. 5). The axes of the tubular turbines are spaced at 11.5 m. The upstream apron before the power station is a concrete slab 2.00 m thick, while the tailwater apron is 1

.00 rn thick, provided with porous-concrete pressure relief plugs arranged on a 6.00 by 4.00 m grid. The weir is arranged symmetrically with respect to the axis of the cut, between the power station and the navigation lock. The 5 spans, each 24 m wide, are closed by Tainter gates topped by tilting leaves, controlled by electro-hydraulic hoists (Fig. 6). The leading edges of the piers are of efficient hydraulic design. The downstream end of the piers is formed by a reinforced concrete slab shaped to resemble a fish tail, the purpose of which is to reduce and to concentrate to a single point the effect of vortices. This design, registered by VIZITERV, was found in laboratory tests to be a highly effective method of bed protection. In order to allow seepage water to emerge without causing erosion, blocks of porous concrete have been incorporated into the I m thick concrete slab forming the tailwater apron. These blocks are arranged in a regular pattern, following the distribution of the hydraulic gradient. The chamber of the navigation lock is at the lefthand bank and is displaced upstream with respect to the weir axis. The upstream pier and guide wall, as well as the downstream pier and guide wall are organic parts of the lock. In keeping with the specifications on IV-th class waterways, the lock chamber is built with 85 by 12 m internal dimensions in plan (Fig. 8). Closure is effected by means of mitre gates, controlled by electrohidraulic equipment. Filling and emptying of the chamber is through lateral canals running along the sidewalls. The elements of temporary closure for the navigation lock are placed by a crane of 2 X 5 Mp capacity, travelling along the chamber. The fish-pass, with hvdraulically controlled gates, has been incorporated in the righthand wall of the downstream lock head. The flood gate in the flood bed (Fig. 10) is provided to participate in passing flood waves greater than those occurring every second year on t he average. The 1 2 spans of 15 m width each, are controlled by vertical-lift gates, operated by a 2x 12.5 Mp capacity derrick crane. Slope protection is an essential item in the new channel section formed by the cut (Fig. I I). Different types of lining shown in the figure, such as rip-rap, rubble, concrete slabs and crushed stone between a grid of beams, were envisaged to protect the slope from the detrimental effects of forces to which is is exposed. Fetvizi rézsűvédelem 15 cm v. betonlapburkolat cm v.K 10/W ágyazat cm v. HK 0-60 ágyazat Alv/zi rézsűvédelem Herendi/rács burkolat zúzott kőterites Z65/100 kavicságyazat UK 0-60 *