Hidrológiai Közlöny 1961 (41. évfolyam)

1. szám - Egyesületi és műszaki hírek

Kovács Gy.: Megcsapoló csatornák •méretezése Hidrológiai Közlöny 1961. 1. sz. 49 100 40 30 20 10 0 ­X ^ 2 változat A számított 1. VOttOi 2. vátt02 4. Vbtt02 mtokjelölése: 'at o at + ot X. 4. változat y 1. változol \ 50 150 i,niMiií;niiíiiiiii!iim:>fíiMiíiMii!iniimiri /-Fedőréteg 200 1. és 2. változat j [m] 250 nnnnnmn IIIHIIIITK; Vtzvezet6 réteg s-Fedőréteg i ! : I I i i I I ! í I I I I i I I 4. valtozat -r ms^?niiiiiiiiiiiiiiiiiiiiiir 'i.imniiMim Vizvezen retet 9. ábra. A számított és kísérlettel meghatározott nyomásvonalak összehasonlítása 0ue. 9. ConocmaeAemie AUHUÜ daeAemiH noAyneHHux no pactemy u no uccAedoeanuo Fig. 9 .Comparison of computed pressure lines ívith those obtained experimentally PACMET ^PEHHPYlOmErO KAHAJ1A, PACIIOJIA­TAIOIUErOCfl BflOJlb nOBEPXHOCTHblX BO,q­HblX nPOCTPAHCTB Ap. Mb. Koeat, KaHAHsaT TexHHiecKHx HayK II. PacnpeflejieHHe Hanopa Ha HHWHeií njiocicocTH noKpbiBaiomero CJIOH. III. Konrrpojib peKOMeHflyeMoro MeTOAa pacMeTa. B cTaTbe aoKa3biBaeTCH, HTO TpaHctJiopManHOHHbiH cnocoö, BbiBefleHHbiií ajim onpeflejicHHa B0fl0npneMH0H cn0C06H0CTH KaHajiOB (rudpoAoeutecKüü 3KypnaA JVs 6/1960) MO>KeT6biTb npn,\ieHeH pacMeTa flaBJieHiia b JIIO6OÍÍ TOMKe (J)HJlbTpaUIiOHHOtÍ 30HbI. C nOMOmblO BblBeAeHHblX (j ) 0P MyJ I ÖblCTpO MO>KHO paCWHTaTb C flOCTaTOMHOft AJIÍ1 npaKTHKH TOMHOCTblO XapaKTepHCTHKH, HCOŐXOflHMbie npH npOCKTHpOBaHHH 3amHTHblX flaMÖ H J1HHHÜ BflOJlb nOBepXHOCTHblX BOflHblX npocTpaHCTB. TaKHM 0öpa30M ypaBHeHHe (3) cjiywciiT ajih pac­MeTa pacnpeAejieHHa Hanopa, AeíicTByiomero B HIIHCHCH njiocKOOTH noKpbiBaiomero CJIOH Ha y^acTKe Me>Kfly őpoBKofi őepera H ApeHHpyioinHM KaHajiOM. no ypaB­HeHHK) (5) MOJKHO OnpeflejlHTb aŐCOJIIOTHyiO OTMCTKy HaHBhICIIieri TOMK11 nOBepXHOCTH rpyHTOBblX BOA Ha 3amHiueHH0H cTopoHe, ecjin BOAOHOCHbiií CJIOH nHTaeTCíi TOJIbKO CO CTOpOHbl nOBepXHOCTHblX BOflHblX npOCTpaHCTB H ApeHHpyeTCH TOJibKO 3anpoeKTHpoBaHHbiM KaHajiOM. B FLAJIBHEÍÍUIEM B CTATBE YKA3BIBAETCH Ha TO, MTO yflajiaacb OT nOBepXHOCTHblX BOAHHX npOCTpaHCTB Ha C(j)OpMHpOBaHHe nOBepXHOCTH rpyHTOBblX BOA nOMHMO rHflpaBjiniecKH onncbiBaeMbix npoueccoB cmibHO BJIHJIIOT H rHApojioraiecKHe npoueccbi, KOTopue Ha«o yiHTbi­BaTb npn npoeKTHpoBaHHH. noaToiwy ypoBHii rpyHTOBbix BOA Ha 3amHmeHH0H CTopoHe, onpe«ejieHHbie no yi<a­3aHH0My raApaBJiimecKOMy cnocoöy, MoryT paccMaTpn­B3TbCíl TOJIbKO KaK BejlHMHHbl KpaÜHHX MaKCHMyMOB. Bo BTopoü Macra CTaTbH BejiHMHHbi, onpeAejieHHbie uo pacqeTy, epaBHHBaioTCH c pe3yjibTaTaMii HccjieAOBa­hhíí. H3MepeHHH no HccjieAOBaHiiK) (tpue. 5—7.) npoBO­AHJiHCb HH>«eHepoM TaBOAa B EparacjiaBCKOM Mccjie­AOBaTejlbCKOM HHCTIiTyTe CTpOHTCJlbCTBa. ConocTaBJieHHH noKa3biBaioT, HTO paciHTaHHbie BtJiHmiHbi pacxoAa BOÁM H Hanopa xopouio CXOAHTCJI C pe3yjibTaTa,MH H3MepeHHH. Pacxo>KAeHiie B HecKOJibKiix npouemax MO>KHO npumicaTb HCTOMHOCTH H3MepeHHií H pacweTOB. Ha ocHOBaHim BbiuieyKa3aHHbix MO>KHO CKa­3aTb, HTO 3T0T MeTOA paCHeTa MO>KHO A0Ka3aTb He TOJIbKO TeOpeTHMeCKH, HO H npaKTimeCKHMH H3MepeHHHMH. IlO­3T0My peKOMeHAyeMblií METOA MO>KeT ÖblTb HCn0Jlb30BaH AJifl peuiemiíi 3aflaH. Hydraulic Design o! Intcrcepting Canals Along Embankments By Dr. Q. Kovács Candidate of Technical Sciences II. Pressure distribution on the underside of the top cover. III. Verification of the proposed computation met­hod. It has been verified in the paper, that the trans­formation method derived earlier in connection with the determination of the intercepting capacity of the canal (Hydrological Review, No. 0, 1960.), can be applied for eomputing alsó the pressure ensuing at any point of the seepage field. Characteristics required for the design of protec­tion measures, levees along elevated water surfaces can be establislied rapidly and with an accuracy meeting practical requirements by the aid of the formuláé derived. Thus Eq. (3) serves for eomputing the distribution of pressure acting on the underside of the top between the shore line and the intercepting canal. The absolute height of the highest point of the groundwater table at the protected side can be obtained from Eq. (5), provided the water bearing layer is supplied exclusi­vely by seepage from the retained water mass, and is drained only by the contemplated intercepting canal. Attention is called in the paper alsó to the fact, that with increasing distance from the retained water mass, besides hydraulic factors hydrological phenomena play an increasingly significant role in the development of the groundwater table, and that this effect should be allowed for during designing. Therefore the ground­water table positions calculated on the protected side by the hydraulic method deseribed should be regarded as extreme maxima only. In the second part of the paper, the values obtain­ed theoretically are compared with experimentál results. The measurements utilized in these investiga­tions were carried out at the Building Research Institute, Bratislava, by Mr. Tavoda, Eng. (Figs. 5 to 7). These comparative studies show a fair agreement between measurement results and computed values for both seepage volume and pressure. The discrepancy of the order of a few per cents, can be attributed to the scatter due to inaccuracies in both the experimentál method and the computation. The computation method appears thus as justified not only theoretically, but alsó experimentally. Consequently the proposed method may safely be used for solving problems of similar nature.

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