When designing sloping structures on reservoirs with carryover and seasonal regulation of streamflow, the character and types of action of ice are determined in conformity with the Cons=ructlon Specifications and Regulations SNiP 11-57-75 [6]. There are no such regulations for reservoirs with daily regulation of the volume and level of water owing to lack of knowledge about the conditions and process of ice formation in these reservoirs and its physical and mechanical properties [1][2][3][4][5][6].The on-site investigations being conducted at the Kiev pumped-storage station (PSS) include observations of the state of the dike slopes of the PSS reservoir, weather conditions, and wind-wave and ice regimes.This article presents the results of these observations and the relationships following from them, which are of interest in connection with the possibility of taking them into account when designing structures situated under similar conditions.In this case it is taken into consideration that no slope disturbances were detected during the period of observations from 1975 to 1980.The ice situation in the Kiev PSS reservoir, which is operated in a daily regime, during the period of negative temperatures has the following characteristics according to the onsite observations [3]: a cover of solid ice forms in the middle part of the reservoir; prisms of multilayered ice frozen to the slope form on the upstream slope of the dike along the water edge at the normal pool level (NPL); between them is a polynya (clearing) with fragmented ice floes (Fig. i).The multilayered ice prism on the slope has the shape of a triangle, top width to I i = 12-14 m, thickness at the slope to h i = 3.0-3.5 m, and volume to W i = 18-24 m 3 per meter of dike length.The structure of the ice is not homogeneous and three characteristic zones are noted in the cross section of the prism.The ice of the upper zone is amorphous, layered, and white. The thickness of the layers is 5-15 mm and the interlayers between the layers (up to 5 mm) are filled with snow. The ice of this zone forms due to water of the reservoir while standing at the NPL and precipitation.The ice of the middle zone is of a cloudy color, semicrystalline with air bubbles of diameter d ~ i0 mm, with vertical cracks of various depths, sometimes with snow inclusions.In the lower zone the ice is crystalline with air bubbles of diameter d s 5 mm and transparent.Individual cavities are found in =he lower part of the prism. With a total measured ice prism thickness of 1.40 m, the thickness of the upper, middle, and lower zones were, respectively 15, 45, and 80 cm.

No abstract

When designing reservoir dikes with daily regulation of the water volume (e.g., the reservoirs of a pumped-storage station) the problem of calculating the seepage stability of the slopes of these structures arises.The solve this problem it is necessary to predict the dynamics of the free surface of the seepage flow in the earth dike under conditions of considerable daily fluctuations of the water level in the reservoir.The seepage flow in dikes of daily storages in the period of drawdown of the water levels from the normal pool level (NPL) to the dead storage level (DSL) and standing of the water at the DSL, can be schematized in the form of an extended groundwater mound (Fig, i). The mound has initial height u m, width 2b, and volume of saturated soil W m. In plan the mound represents a strip located inside a homogeneous bed not bounded over the length of the structure (y = • ~) and bounded over the width (x = L) by the reservoir, drainage, grout curtain, or other type of boundary contours.The character and rate of mound spreading depend on the soil properties, initial size of the mound, boundary conditions, and other factors.The change in the height of the mound with time can be determined by the relationship used when solving analogous problems [i, 2]:where u t is the height of the mount at any time of spreading t~, t2; Um, the average initial height of the mound um=Wm/2b; is the relative change of height of the mound (2) ~=(h<~,t~--hn)/(hm--hn).The quantity h is determined for 0 < x < 2b and --~ < y < = under the same boundary conditions ~ = 0 when x = 0 and x = L (presence of impervious contours)h= (

in the air." This is caused by the fact that the ends of the embedded parts cannot be kept at the design elevation (deviations in the dimensions, welds, spacers, and other factors have an effect)~ If the end of the embedded part is located above the design elevation and is deflected toward the upper pool, then the design point on the axis of the working surface is not accessible for sighting and exact measurement of the distance, i.e., it becomes impossible to set up a beacon.As a consequence of this, during the entire time of assembly an observer is needed at the theodolite, ~ systematically checking the correspondence of the embedded part being assembled to the design angle and distance.As regards the effect of displacements of the dam on the accuracy of assembly, this problem is not completely solved in the described method but is to a considerable extent, since the initial markers are located in the dam, are transferred upward as the dam grows (the higher, the more frequently), and move together with the dam and tracks~ The reservoirs of a pumped-storage station (PSS) operate in a regime of daily regulation of the volumes and levels of the water. WIND ~ND WAVE REGIMES OF THEThis gives rise to certain characteristics (compared with seasonal and carryover reservoirs) of the effect of the wind and wave regime on the dike slopes, as is seen from the experience of operating the reservoir of the Kiev PSS [I, 2].The size of the reservoir in plan is 1450 • 450 m, the length of the dike is 4.7 km, the depth at the normal pool level (NPL) is 8 m and at the dead storage level (DSL) 2 m. The 3.7 million m ~ useful storage is filled with water from the Kiev hydroelectric station reservoir.

The abutments of the Kanevhydroelectric station are of a cellular construction with a precast-monollthic frame [2, 4]~ Cellular constructions are cost effective and technologically efficient in construction works [2], but they have been investigated little with respect to their behavior.The investigated section, which is part of the downstream wing wall of the left-bank abutment of the Kanev hydrostatlon, has a height along the face wall of 26.8 m, length along the face wall of 25 m, and bottom width of 23.75 m. The section consists of 6.8-m square cells arranged in three rows with three in each row. The 1-m-thick face all is monolithic. The 0.5-m-thick walls of the cells are made of precast reinforced-concrete slabs each 3 m high with 0.5-cm horizontal joints between adjacent (with respect to height) slabs. Adjacent slabs located in the same tier are joined by loop projections of the reinforcement sealed at the junctions of the cells (Fig. i). The section has a monolithic reinforced-concrete cellular foundation with a height from 1.5 to 4.5 m with a wall thickness of 1 m. The cells and recesses of the section are filled with sand with compaction. Compaction of the sand in the recesses was carried out layerwise by sheepsfoot rollers. The sand in the cells was compacted after filling each tier by a S-629 hydraulic vibrator inserted into the ground to a depth of 5 m at five points of each cell -in the middle and at the corners.In the foundation of the hydrostation and abutment are fine and medium sands compacted to 7d = 1.7 tons/m 3 and n = 35-37% [3].