Vízügyi Közlemények, 1982 (64. évfolyam)
2. füzet - Laczay István: A FOLYÓSZABÁLYOZÁS TERVEZÉSÉNEK MORFOLÓGIAI ALAPJAI
A folyószabályozás tervezésének morfológiai alapjai 253 8—13,5 — при выполнении прочих условий указывают на область стабильных меандров и по рисунку можно задать максимальные глубины на этих участках. Кроме значений характерных ширин и глубин необходимо еще и знание поперечных профилей. Они подбираются с учетом усредненных натуральных профилей (рис. 7.). По средним профилям автоматически получаем также и площади поперечных сечений. Расчетные поперечные профили регулирования в венгерской практике проектирования до 1970-х годов моделировались простыми в обращении параболами второй степени. Из выражения (4) видно, что при п = 2 площадь поперечного сечения во всех случаях равняется 2/3 В. h, несмотря на форму и площадь естественных профилей данной реки. Осозная этот факт ввели определение показателя степени расчетным путем, согласно формуле (5) и используя данные таблицы V. На Тисе расчнтанные показатели для поперечников на инфлексиях составляли 3,26—14,00, а для поперечников на вершине изгибов 1,51-—3,32. Рецензируемый метод позволяет получить намного более надежные основы к гидравлическим расчетам проектируемого состояния русла. * * * Morphological background of river training design by Dr. I. LACZAY Mean- and low-water training measures on rivers are impossible 'to 'design correctly, unless information can be collected on the relevant parameters of bends and bed cross sections. The bend parameters can be measured on maps, whereafter the bends can be classified into groups according to their degree of development, taking also the geometrical characteristics into consideration (Fig. 1). The variations in these parameters along the river (Figs. 2 — 3) are then used to distinguish the river sections, to which uniform design principles apply. A statistical analysis of the parameters of protected bends and such that are still free to develop (Table I) will indicate also the effectiveness of earlier training measures. Within the design river sections the bend parameters are treated as random variables and the statistical analysis thereof provides guidance in adopting the desirable dimensions for the bends contemplated (Figs. 4 — 5). Meander development followed by concentrated breakthroughs of the river bends tend to establish a dynamic equilibrium of the river section. In the course of river training artificial cuts assume the role of natural breakthroughs. In 1976 the total length of the Tisza River was shorter by 435 m than in 1960, owing to the two cuts carried out meanwhile (Table II). In the surroundings of a more recent cut the still unstabilized bends are expected to continue developing intensively in the effort at establishing equilibrium conditions. The desired geometry of the river bed, the development of which is largely entrusted to the kinetic energy of the river itself, once the training structures, bank linings, groynes, etc. have been completed, is normally described as a first approximation in terms of the average width and greatest depth assigned to the water level pertaining to the bed-forming (dominant) streamflow. The curve following the relationship expressed by Eq. (1) has been fitted to the corresponding pairs of dimensions determined in 562 cross-sections on the Tisza River. The constants and the correlation coefficients have been compiled in Table 111. A correlation of the same form has been found between the greatest depth and the radius of curvature of bends (Table IV). For some typical sections of the Tisza River, the analytical curvcs are shown in Fig. 6. The bends for which the radius: width ratio R/B ranges from 8 to 13.5 may be considered stable, provided that the other conditions are also satisfied. The greatest depths expected to develop in this range can also be found from the diagram. Besides the typical widths and depths the design cross-sectional shapes must also be known. These have been adopted on the basis of the natural cross sections ( Fig.
