Hidrológiai Közlöny 1956 (36. évfolyam)

4. szám - Orlóci István–Böcsöny Dénes: A nagymarosi Duna-szakasz modellkísérletének előkészítése

Orlóci I.—Bözsöny D.: Nagymarosi dunaszakasz modellkísérlete Hidrológiai Közlöny 36. évf. 1956. 4. sz. 273 anyagának meghatározási módját. A következő közleményekben ismertetni fogjuk a modell és a valóság összehasonlítását, illetőleg a modellkísérlet lefolytatását, s annak értékelését. nCmrOTOBMTEJlbHblE PAEOTbl 110 MOAEJIMPOBAHMK) HAflbMAPOUlCKOrO rMflP0Y3JlA M. Opjioyu, /J. Bexcenb B jiaöopaTopiiH Kacfeapu II. niApoTexHincn ByaaneuiTCKoro nojnrrexmmecKoro HHCTiiTyra npoaejiaHbi IICCJIEAOBAHII» HA MOACJIH no Han6ojiee ÖJIARONPNHTHOMY pacno.no>KeHiiio n o6meü KOMnoHOBKe coopyweHiiií BiimerpaflCKoro riiApoy3Jia. B CTaTbe oniicbiBawTCH noArOTOBHTejlbHbie paÖOTbl MOflejIHpOBaHIlH. BiniierpaÄCKiiH yMacTOK peKH flyHan HBJIHCTCH CHJlbHO H3BIIJIHCTHM. ÜOSTOMy Hy >KHO SblJTO yflejlHTb 0C06eHH0 öojibmoe BHiiMamie iiccJieAOBaHino AJIHHH ynacTKa penn, Ha KOTopoii npeACTOiiT CTpoirrejibCTBO rnÄpoTexHimecKiix coopyjKeHiiií. Ha M0Ae;iii 6bi.no HCnbiTaH ynacTOK p. flyHaa AJIIIHOÍÍ 22 KM. Mojejib ycTaHOBJieHa nOA OTKpbITbIM HeÖOM. F0piI30HTajTbHblH MacuiTaö Mofle^npoBaHiiH a, = 500. MccjieAOBaHiie pe>KiiMa HaHOCOB B Harny 3aAany He BXOAHJIO, n03T0My pycjio cflejiajiocb c HenoflBinKHbiM AHOM. McnbiTaHim npoBOAiijnicb AJIH pacxoAOB 750; 1500; 2500; 7500; 10 000 M

3/ceK. npeflnojrara^ocb ycTaHOBHBiiiHíícH pé>KiiM noTOKa, B03MO>KHOCTb KŰTOporO OÖOCHOBblBaCTCH B CTaTbe. Ha cjie^yiomeM STarie npoeKTiipoBaHHfl MOAejin onpeAejuijincb rn«paBJumecKiie xapaKTepncTiiKn paccMaTpiiBaeMoro yqacTKa p. flyHan. flJiH npaBiiJTbHoií oueHKii pe>KHMa n0T0Ka MM cMiira^ii HeoöxoAiiMbiM onpeaejieHiie AeiícTBiiTejibHoro penoiMa noTOKa B p. flyHae. K Bbiőopy MacuiTaöHbix MHOWHTeueK ßbuni yeTaHOBJieHbi niApaB•mmecKiie ycjiOBiiH B npeAejiax STIIX ycJiOBnií; AHHaMiiMeCKIIM yCJIOBIieM npiIHHTa TOJKAeCTBCHHOCTb OTHOIIieHHfl cnjibi THWECTII H UEHTPO6E>KH0IL CHJibi B HATYPE II HA MOAEJIN. B HATYPE ABIDKCHIIC peKii JJyHan CJIEAYET 3aKOHaM KBaApaTIIIHOÍÍ OÖJiaCTII TypÖyJlGHTHOCTII, n03T0My ABHJKeHIie BOAbi B MOAejUI ÄOAÄHO ßblTb T3KIIM >Ke. 3Haa yc/iOBim MOAejuipoBaHiiH Mormi 6biTb onpeAeAeHbi rjiaBHeürnne rnApaBJinnecKne xapaKTepiiCTiiKii, cpeAH Hiix II uiepoxoBaTOCTb noBepxHOCTH pyua. MaTepiiajibi, cooTBeTCTByioiuiié BejumnHaM uiepoxOBaTOCTii, nonyMeHHbiM no pacneTy, H MeTOAbi o<J)opMJieHiifl onpeAejiH^iicb iipeABapnTejibHbiMii IICCJIeAOBaHiiHMH. MoAejib iiMeeT BepTiiKajibHbiii Maciirraö 1 : 80, cJieAOBaTenbHO pycao ee 6eT0HH0e, cocraBJiemioe ii3 3anojiHine.neH c ANAMETPOM QACTIM 3 — 4 MM M C BEJUIIIIHOÜ UCKA>KEHII5I 6,25. Preliininary investigation for the model test of the Nagymaros Danube section by I. Orlóczy and D. Bözsöny Model studios aiming at the determination of the most preferable site and arrangement of the Visegrád power plant and river barrage were conducted in the Laboratory of the II. Institute for Hydraulics. Preliminary investigations will be described in the following. The reach of the Danube in question being of extremely meandering character, the establishment of the length to be investigated was of great importance. Studies were extended to a length of some 22 km. The model was constructed in open air to a horizontal scale of 1 : 500. Bed load transportation being of no concern at present, a fixed bed has been built. Measurements were taken for discharges corresponding to 750, 1500, 2500, 7500, and 10 000 cu. m. per sec. For reasons discussed steady flow conditions were assummed. As a further step, hydraulic characteristics of the reach under consideration have been computed. In order to evaluate flow conditions correctly, the determination of the actual flow pattern has been deemed necessary. The choice of correlation factors has been based on hydraulic conditions. The identical ratio of gravity and centrifugal forces in the model and prototype has been adopted as dynamical condition. As actual flow conditions prevailing in the Danube are within the quadratic range of turbulance, similar conditions had to be established in the scale model too. Laws governing the relationship of model to prototype having been determined, main hydraulic characteristics, — among them the surface roughnese of the bed — could be computed. Materials and layout corresponding to the calculated values of friction have been determined by preliminary experiments. The depth scale of the model used being 1 : 80, the factor of distortion was found to be 6,25. The bed was constructed of concrete using an aggregate of 3 to 4 mm in diameter.