example, we solved the problem of the formation of waves in the reservoir of the Zaramag hydroelectric station in the case of collapse of a potentially possible landslide stretch on the right %~ii. The geometric and kinematic characteristics of the detected landslide stretch are: volume 2.8"106 m ~, width 350 m, density 2400 kg/m 3, slope of the surface of sliding 34 ~ coefficient of friction 0.59, landslide velocity 2.4 m/sec, length of the dam stretch of the reservoir L = 2400 m, water depth H = 69 m.

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In hydraulic engineering, wide use is made of baffle piers and flow splirtem (including spreaders), whichspread and dissipate excess flow energy, and reduce the scour downstream. However, with velocities greater than 12-15 m/sec, cavitation and cavitation damage of the energy-dissipating elements may occur. Serious cavitation damage of energy dissipators and stilling basin elements has occurred at Bonneville dam (usA), the V. I. Volga hydroelectric plant, the Novosibirsk hydroelectric plant, the Norfolk dam (USA), and others [1].The problem of cavitaticm damage prediction to the different elements of spillway structures has not been sufficiently studied; for this reason, attempts made up to the ixesent time to prevent cavitation (including baffle piers and flow splitters) have not been always successful, especially for velocities greater than 25 m/sec ~2, 3, 4, 10]. However, it is pc~ible to develop baffle piers which, because of their shapes, may operate under cavitation conditions without undergoing any cavitation damage. This development is highly promising, since with its success, the field Of application of baffle piers and flow splitters would be considerably expanded. In order to prevent cavitation damage to these suuctures, it is necessary to design them on the basis of a thorough knowledge of their detailed cavitation characteristics. Sufficiently reliable values of these characteristics were obtained from model tests in large high-vacuum cavitation installations in which the corresponding hydraulic conditions were relxoduced . including the hydraulic jump, taking into consideration that the structure and pulsation characteristics of the flow effect the process of inception and development of cavitation and cavitation damage, which made it nece~ary to adhere to Froude's similitude conditions.* To have approximate similitude in the cavitation phenomenon, it is necessary to fulfill the condition Kprot = ~Kmod (1) in which Kprot and KmO d are the cavitation parameters for the prototype and model; 71o = f(Remod, We) is the correction coefficient for the scale of the model (it was a~umed that 77o = 1, taking into consideration the large scale of the model, Re -~ 10s-10s). Absence of cavitation is ensured under the conditionKprot >leer (2) in which Ker is the critical cavitation parameter, that is, the parameter for the inception of cavitation. The ratio K/Ker characterizes the stage (or degrhe) of the development of cavitation.The cavitation parameter is usually expressed in the form K : Hchar --Herin which Hchar = H a + h, H a is the head at the free surface of the flow, in meters; for the prototype, H a is the atmospheric pressure; h is the height of the water column above the energy disaipatcr m; Her is the critical vapor pressure, in meters of water; Hcr = Pd/7; Pd is the vapor pressure, in meters of water; and Vchar is the characteristic velocity of approach (taken from the velocity distribution diagram), m/sec.In order to produce cavitation damage in the high-vacuum installation at velocities of 5-10 m/...

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The K/rovsk dam, about 80 m high, was constructed in the Kirgiz SSR, on the Talas River [i]. The construction site is characterized by seismlcity of magnitude 8 (Ks= 0.05). The dam (massive-buttress, 253 m in crest length) consists of i0 sections, 22 m wide each with a buttress wall thickness of 12 m, and of two bank gravity abutments. The dam foundation consists of interbedded packs of stratified sandstones, massive sandstones, and shales with a dip of 85 ~ toward the downstream side. The modulus of deformability in the direction of action of the resultants of all forces is 2.10 s kg/cm= (20 GPa) for the stratified sandstones, and i'I0 s kg/cm= (i0 GPa) for the other rocks.The investigation of the stress--straln state of the dam under seismic action and of the constructional measures for ensuring its earthquake resistance was carried out on models made to scale 1:150, which reproduced three and six dam sections and a piece of the stratified foundation. The direction of the seismic action was assumed to occur along the dam axis as well as along the flow. A schematic of one of the models is shown in Fig. 1.The seismic load was simulated according to the values of the equivalent seismic accelerations, with the aid of a seismic platform operating in the stralght-direction seismic shock