ALBERT

Notes: Conclusions Of the features associated with the method used for preparing the numerical values of the initial data for computing the re-formation of a shoreline under full-scale conditions, the following should be noted: 1. The discharge of sediments in a littoral current was calculated by the formula of the State Institute of Mining Technology (IGM) of the Academy of Sciences of the Ukrainian SSR [4], which yields good results under both laboratory and full-scale conditionsQ=h 2 λ/104 m 0.75(g/d)0.5 sin 2θ. (20) 2. The typical underwater profiles of the shorelines comprising uncohesive soils, follow either a linear or parabolic law for depth variation. They were approximated by an exponential function of the type z(y)=k1ym+k2, with appropriate values of the constants. 3. Coefficient k in Eq. (10) was adjusted by conducting numerical experiments (trial runs) and comparisons with measured data obtained from tested objects, the parameters involved covering a wide range. 4. The wave parameters used in the computations were those of a design storm equivalent, according to the results of their wave action to those of an average long-term storm year. 5. Serving as examples for comparing the computed results with the data from full-scale measurements, were actually existing structures on the shores of seas and oceans, having sufficiently long sets of observations [3, 7–9].

Notes: Conclusions 1. 1.The composition of the structures and type of dam of the Kurpsai hydrostation were adopted in close connection with the specific characteristics of sequence-type construction on mountain rivers. Among the advantages of sequence-type construction under these conditions are: the possibility of using ready-made industrial facilities with a debugged technology; the absence of a need to construct a residential village at the construction site; construction is carried out by an organization staffed by people who have gained invaluable experience in concreting during the construction of the Toktogul hydrostation. The realization of these advantages greatly shortened the preparatory period and volume of preparatory works and accelerated the creation of the hydrostation by a minimum of 3–4 years. 2. The gravity dam of the Kurpsai hydrostation was designed for a definite technology of its construction (the Toktogul method). The design of the dam is distinguished by an economy of its profile and high technological efficiency. One outlet — the deep spillway — was left in the dam, the penstocks were extended beyond the dam profile to its downstream face, the construction of the seals of the contraction joints is substantially simplified, the network of drainage galleries is distributed over the height of the dam, the drainage pump house is extended beyond the dam profile, and rooms in the dam, stairways, and elevator shafts are reduced to a minimum. Since the Toktogul method permits the good use of the possibilities of the zonal distribution of concrete, material is used economically in the Kurpsai dam — the consumption of cement in concrete of the internal zone for grade M-150 was reduced to 180 kg/m3 of concrete. 3. During construction of the Kurpsai hydrostation the technology of concreting in single-layer blocks from the upstream to the downstream face of the dam was improved considerably. Among the measures simplifying the process of concreting we must include the elimination of pipe cooling of the dam, the use of a practically uncooled concrete mix with a temperature to +24°C in the summer, automation of the compaction of the concrete mix, and elimination of the removal of the laitance from the horizontal joints in the internal zone of the dam.

Notes: Conclusions The results of the first years of observations of the seepage regime of the right-bank sand dam of the Ust-Ilim hydrostation indicate that the process of seepage through the dam has not yet become stabilized, which is indicated by the increase of seepage discharges with time and the gradual decrease of the level of the seepage line in the dam and, consequently, an increase of the seepage velocity. Under these conditions it is necessary to conduct further systematic observations of seepage through the right-bank sand dam of the hydrostation to prevnat the possible development of piping processes.

Notes: Conclusions 1. The rate of increase of the modulus of elasticity of concrete at an early age directly in the dam depends on the ambient temperature associated with exothermic heating of the cement in the concrete, season of concreting, etc. In the case of heating of the concrete to plus 30–32° an increase of the modulus of elasticity ends mainly by 14 days, and in the case of a moderate temperature of heating of the concrete to plus 18–20°, which is characteristic for the fall-winter concreting period, an increase of E of concrete can continue for up to 180 days. 2. The values of the modulus of elasticity of concrete placed at various times of the year equalize with increase of age of the concrete. The final values of E of concrete at an age of 1 year and more directly in the structure do not depend either on the concreting season or on the temperature of heating of the concrete at early period of hardening. The average final value of the modulus of elasticity of concrete M250 of the dam is 3.94×104 with a coefficient of variation ν〈3% and range of experimental values W=28%. 3. The moduli of elasticity of concrete at a late age obtained on large laboratory specimens and directly in the structure are close in value. 4. Creep of concrete of massive structures depends on the ambient temperature and, consequently, on the season of placing the concrete in the structure. 5. Under the same temperature conditions creep of concrete directly in the structure and of large laboratory specimens is close in value.