Vízügyi Közlemények, 1935 (17. évfolyam)

Kivonatok, mellékletek - Kivonat a 3. számhoz

27 tive maxima in the points of the H

l and H

2 boundary curves. As these do not differ from each other considerably, for the sake of simplicity it will be serviceable and for practical purposes satisfactory to take up a relative maximum on the H

1 boundary curve, because in this case the relation between «j and ß

1 can be expressed by the simple formula : and «j can be computed to any ß

1 inclination of the retaining wall. The value can also be made. As to the component and direction of the earth pressure, we refer to the equations 50—53. If the surface of the terrain is horizontal (t — o), or the back of the retaining wall is vertical (ß

1 — 90°), the respective formulae are still simpler (equations 54—60). Values of the earth pressure determined in this way do not differ considerably from those obtained by assuming a sliding plane, but the theory of a curved sliding slope gives exactly and definitely the direction of the earth pressure that has been thought to be taken up and uncertain ; and just this is the essence of the solution of the problem in this way. The author recapitulates the course of computation, and in paragraph g), shows a practical example ; then in paragraph h), he treats of higher-rate problems of earth pressure. In figure 16 the earth pressure and stress distribution are shown in the case of broken slope of terrain, and it is pointed out that the old method, working with compensation of the areas, leads to the absurdity of finding a stress at the unloaded point В of the wall. In the exact solution the diagram of the stress distribution is composed of three parts, because there are different sliding slopes in parts I, II, III. In another example a ret aining wal I of broken back is dealt with ; and finally in a third example the optimum of the wall-inclination is pointed out, and it is stated that the inclination of the retaining wall is most favourable when ß

1 = 110i. e. the wall inclines forward by n — 1 : 4. The above treatment does not pretend to settle the problem of earth pressure, because what has been said is valid only for loose, granular soils without cohesion. Determining the pressure of clayey soils requires further investigations and assumptions differing from those of Boussinesq. The author is working on the problem on these lines. DOWNFLOW CONDITIONS OF THE TRIPLE-KÖRÖS RIVER. 45. Table III., and so the computation of к II. By P. BENEDEK. (Pages 391—428.) The Triple-Körös is formed of the confluence of the White-, Black-, and Rapid-Körös, which primarily govern its water regime, but it is also considerably influenced by the prevailing water stage of the Tisza river at Csongrád (fig. 1).