Hidrológiai Közlöny 1956 (36. évfolyam)
2. szám - Varhotov T. L.: Előregyártott elemek alkalmazása vízerőművek építésénél
Varhotov T. L.: Előregyártott elemek alkalmazása vízerőműveknél Hidrológiai Közlöny 36. évf. 2. sz. ,9,9 XOA CTpoiiTe/ibHbix paőOT no coopywemiio LLIIIJIBCKOIÍ rimpo3JiCKTpocTaHmm ÄEMOHCXPIIPYETCH Ha <J>OTO 3, a no coopywemno KpacnoapcKOií T3C — Ha (J>OTO 5. B BblUieOniICaHHblX KOHCTpyKUIIHX I1JIOTIIH HOBOrO Tiina npiiMGHHGTCíi 3aTBop riiapaBJiimecKoro ÄCHCTBI I H, N3ROTOBJIENHBIII II3 cőopHoro WEJIE30ÖET0HA. MAHEBPNpoBamie 3aTBopoM HOBOÍÍ KOHCrpyKmni MOHÍHO JierKO riOHHTb no npiiBeAenHOMy pncynKy (puc. 13). RIPEAJIOWEHHA« HOBAN HHENCTAA KOHCTPYNMIH II3 cöopHoro »(E^E306ET0HA ao HACROHMERO BPCMCHII npuMenflJiacb jiNINb ripii CTpoiiTeubCTBe Heőojibunix niapoSJieKTpocTaHLiiiH (MomHOCTbK) MeHce 5 Meem). B HacToamee BpeMH pa3paőaTbtBai0TCH npoei<Tbi Gojiee i<pynnbix riiApos^eKTpocTamiií MoiUHOCTbio OT 5 ao 20 Maem. TaKOÍÍ HBJIH6TCH, HaiipilMep, KOHCTaHTÜHOBCKaa IIIAPO3JieKTpocTaHuiifl MomHOCTbro 19 Miem ((JJOTO 6, puc. 14, 15 ii 16). fljlH HOBblX npoeKTOB IipilMCHfUOTCH HCCKOJlbKO OTJiimaioiuiiecH or ripeflwayiunx cßopHbie >Kene306eT0Hnbie ŐJIOKII. >Kejie306eT0HHbie AOCKII coiJieHíuoTcn NYTEM cBapKii BbiCTynaiomiix KOHUOB apMaTypw (puc. 17). BbíMKII CTpOHTCH 113 IIHblX ŐJ10K0B (PHC. 18). K TOpii30HTajibH0ií apMaTvpe ŐJIOKOB npiiBapiiBaeTCH BepniKajibHan apMaTypa, a nocneaHHH npiiBapiiBaeTCH K npeaBapiiTejibHO BAENAHHOII B Tejio njiOTimbi apMaType. npoeKTiipoBaHHoe iicnojiHemie CTpuirrejibCTBa KOHCTaHTIIHOBCKOH I"HAp03.neKTp0CTaHmiII aeMOHCTpnpyeTCH Ha 4>°TO 6. BJIOKH uejiec006pa3H0 n3i'0T0BJi«Tb Ha nomiroHe. CeteHiie n nnan noJiiiroHa aeMOHCTpnpyiOTCH na puc. 21 ii 22. rimpoa^eKTpocTaHmiii, coopywae.wbie no npeaJioHCENHOMY aBTopoM METOAY, HBJIHIOTCH SKOHOMimecKii BbirOAHblMII, T3K KaK IIX CTOIIMOCTb ripiiiviepHO Ha 15—20% HH>Ke CTOIIMOCTII IIiapOCTaHUIlií OÖbllHOH MOHOJIIITHOÍÍ KOHCTpy KUHII. ymiTblBafl TO OŐCTOHTejlbCTBO, HTO B COBCTCKOM COi03e B TeMeHiie SJHIHOHIUHX 10— 15.neT npeflycMaTpiiBaeTCfl CTpOHTejTbCTBO OKOJIO 700 riIApOSJieKTpOCTaHUIIH MOmHOCTbio OT 500 äo 20 000 nem, npeajioweHHoe pemeHiie iiMeeT oqeHb őojibwoe SKOHOMimecKoe 3HaneHiie. The Use of Precast Elements in Hydraulic Structures By T. L. Varhotov , adapted to Hungarian by G. Karddi In contrast to dwelling and industrial buildings, the use of precast elements in hydraulic engineering has hitherto been restricted to a narrow field of application, namely to the construction of smaller irrigation structures. Main reasons of this are the following : 1. Site conditions under which hydraulic structures are constructed, are as a rule much more difficult, than those encountered with domestic and industrial constructions. 2. Hydraulic structures must be inherently rigid and impermeable, the prefabrication methods hitherto commonly used are therefore unsuitable in hydraulic engineering. 3. Adequate methods are lacking as yet. The first efforts towards a more economic design of hydraulic structures were aimed at the reduction of concrete volume. For this end the length of the foundation slab was increased in the direction of flow, locating the gate structure at the same time farther downstreams (Fig. 1). The hydraulic load acting on the upstream extension results in an increased factor of safety against sliding, without requiring an excess of concrete volume. The same motive led to the development of the Senkow-system (Fig. 2.) which, by using a boxlike ribbed structure made additional savings in concrete volume possible. The Senkow-system, in a form improved by the Giproselelektro Institute is shown by Fig. 3. The length of the foundation slab is reduced by 25 per cent, and the shore pier is similarily of the box-like, ribbed design. The trend towards more economic design is exemplified by the structure shown in Fig. 4. The elimination of intermediate piers and the use of a simple gate structure reduced construction costs appreciably. Fig. 5. illustrates the design adopted for the Shilsk power plant. The weir, power plant, shore pier, and supporting walls are constructed of precast elements joined subsequently to monolithic units (Plan of the plant is shown by Fig. 8). Different alternatives are compared in the accompanying table. (Picture 1. gives a view of the power plant.) The box-like design adopted for the weir (see Fig. 6.) results in an almost uniform soil pressure-distribution (Fig. 7.). The shore pier, also of a box-like design, is similarly advantageous as regards stability (see Fig. 9.). Compared to structures in common use, construction costs thereof are materially lower (Fig. 10.). Difficulties are encountered in the oonstruction of underwater parts of power stations using precast elements, especially if a head-increaser is also being built, like in the Shilsk power plant (Fig. I 1.). The precast, reinforced concrete dements used are of a very simple design. Each element consists of two slabs 0,5 m wide, 7 cm thick and of a length varying from 3 to 4 metres, each pair being connected by a reinforced concrete diaphragm. Free ends of reinforcing bars are connected by welding upon installation of individual elements (Picture 2.). Joints thus formed are caulked with cementmortar and the space between the slabs is filled with concrete (Fig. 12.), ensuring thereby the monolithic action of the structure. Boxes are filled with sand or gravel. The construction of the Shilsk and Krasnoyarsk power plants is shown in Pictures 3 and 5 respectively. Tainter gates of a new design and shown by Fig. 13. will be used for the projected power plants. The operation of the gates can easily be understood from the figure. The suggested box-like structure has been used up to date for smaller power plants only, with capacities under 5 MW. Designs for plants with capacities ranging from 5 to 20 MW are being prepared. The Konstantinowsk power plant with an output of 19 MW is one of these (Picture 6, Figs. 14, 15, and 16.). The design of precast elements to be used will slightly be modified. Slabs will be joined by welding free ends of reinforcing bars together (Fig. 17.). Different elements will be used for the construction of intermediate piers (Fig. 18.). Vertical bars welded to the horizontal reinforcement of precast elements, are to be joined with those embedded previously in the dam body. The construction method to be employed for the Konstantinowsk power plant is shown by Picture 6. Precast elements are preferably poured in a plant erected on site. Section and plan of the precasting plant are shown by Figs. 21 and 22 respectively. Power plants constructed by the method suggested by the author, using precast elements of box-like design are economical, the construction cost involved being from 15 to 20 per cent lower, than that of plants of conventional, monolithic design. The method suggested is of great economic significance, bearing in mind that the erection of about 700 power plants with capacities ranging from 500 to 20,000 kW, has been provisioned within the next 10—15 years in the Soviet Union.
