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Markevich, V.; Teleshev, V.; Bugrov, A.
doi: 10.1007/BF01424592pmid: N/A
1. A method is proposed for calculating the stress-strain state of earth dams and embankments located on foundations being undermined. 2. As a result of the mathematicotheoretical investigations: the characteristics of the development of limit equilibrium zones and changes in all components of the stress-strain state were established; a substantial effect of the curvature of convexity of the foundation was found; the values of the limit strains of the foundation for homogeneous dams of cohesive soils with a height Hdam=10–30 m were established. 3. The occurrence of tension cracks in earth dams during undermining of the foundations represents an additional danger in connection with the fact that they are concentrators leading to the development of strains and eventually to growth of the crack.
doi: 10.1007/BF01424596pmid: N/A
1. In the construction period and period of intense settlements in connection with filling the reservoir it is sufficient to determine elevations with an error of 0.10–0.12 mm at one station. In the period of stabilization of settlements and in the operating period one should change to more accurate leveling methods in good time. 2. Tie-in of the dam marks to the nearest bench marks distorts the results of measuring settlements, since the near-dam bench marks themselves are in the zone of deformations of the rock foundation, depending on the varying reservoir level. 3. At the Bratsk hydrostation with relatively small drawdowns of the reservoir it was possible to detect the elastic behavior of the rock foundation of the dam: during filling of the reservoir the body of the dam, its foundation, and adjacent territory experience settlement; during drawdown of the reservoir, i.e., during a decrease of the load on its bottom, a rise of the structures together with the adjacent territory occurs.
doi: 10.1007/BF01424598pmid: N/A
1. It is necessary immediately and primarily to develop, plan, and implement fish protective measures on the numerous small intakes of the country operating on fish-productive streams and water bodies. 2. Planned measures should be developed regionally and complexly (for all intakes of a region having fisheries significance regardless of the government department to which they belong) with respect to the conditions characteristic for the given region. 3. The measures should be based on the use of hydraulically perfect technical designs with parameters meeting the biological requirements of fish protection. 4. The hydraulic direction of solving the problem of fish protection (particularly the use of hydraulic jets and hydraulically perfect barrier devices and structures) can be effective under various natural conditions with various size and species composition of the fishes, and also any distribution of them. 5. Engineering hydraulics together with biological science should occupy one of the main places in the solution of the problem under consideration. 6. It is necessary to develop experimental, numerical, and combined methods of laboratory and on-site hydraulic and biohydraulic investigations for scientific substantiation of the fish protective devices and methods under various regional conditions.
doi: 10.1007/BF01424599pmid: N/A
If the initial data available to the engineer in design practice is accurate there is no need to reject the simplest models of the behavior of the soil and structure which are not rejected experimentally. There is no need to single out plane shear as a special type of loss of stability requiring a different approach than deep shear. It is necessary to do away with the SNiP regulation of the critical value of the modeling number. Singling out plane shear can be justified only by special requirements and possible simplifications when determining loads (for example, in the case of plane shear variation of the inner surface of sliding in backfill behind a corner retaining wall is possible, which is extremely laborious in the case of deep shear).
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