GEODYNAMICAL HAZARDS ASSOCIATED WITH LARGE DAMS

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characteristic for the friction material media. The investigations are performed by consideration of effective stresses wherefore the distribution of pore pressure through the coherent media is analyzed previously. The differential equation of motion is ' solved by using the incremental step-by-step linear acceleration method which incorporates the Wilson-® method for direct integration Within each time increment, conducted is the iterative procedure referred to as "Load Transfer Method" which enables balancing of the residual forces and satisfying of the dynamic equilibrium conditions within the considered time increment. A comparison between the obtained nonlinear dynamic response and the linear response of the system is made. The stability of the structure is checked by its both linear and nonlinear treatment. The Mohr's hypothesis for failure and the Coulomb's equation for ultimate bearing capacity incorporated into the Mohr's diagram are known as the Mohr-Coulomb's criterion for ultimate bearing capacity representing an extension of the Tresca's criterion and its adaptation to frictional materials. According to this author, the critical shear stress is a ftlnction of the normal stress acting along the normal of the potential octahedral plane, the cohesion and the angle of internal friction. The normal stress in the octahedral plane is the mean stress, which means that the Mohr-Coulomb's criterion for yielding takes into account the spherical component of the stress tensor which is another difference from the Tresca's criterion and the criterion of maximal distorsional energy of von Mises, where yielding is determined only from the deviation component. It is proved that the behavior of soil and its resistance are controlled by the spherical tensor wherefore it must not be neglected. Also, the spherical tensor affects the ductility of the material, i.e., under higher spherical stress, the soil has the capability of developing larger deformations prior to failure. ENGINEERING STABILIZATION OF LANDSLIDE SLOPE AT ZAGORSK PUMPED-STORAGE PLANT AND MONITORING OF ITS STATE AND BEHAVIOUR Bronshtein V.1., Youdkevich A.I., Koptev V.1., Kozlov O.V. Geodynamic Research Centre, Hydroproject Branch, Russia
The experience gained in designing and construction of pumped-storage plants on plain rivers in Russia and C.I.S. (the Zagorsk, Central, Kanev, Dniester and Lemngrad PSPs) showed the following regularity: selection of the areas featuring intensively rugged topog_raphy for their location with maximum difference in elevations inevitably involves complicated engineering-geological conditions. This is an anomalous topography for plains, usually accompanied by geological anomalies. High slopes composed of loose rock are usually subject to various gravitational processes and landslide formation. Location of power houses with turbines set at a great depth at the foot of bank slopes whose natural state is often close to limiting state actuates gravitational processes. Landslide control activities were a matter of great difficulty at the construction of the Zagorsk PSP. Great efforts were required to overcome these difficulties. FULL SCALE DYNAMIC TESTS ON KEBAN DAM Mustafa Erdik, Özal Yüzügüllü Bogazici University, KOERI, Department of Earthquake Engineering, Istanbul, Turkey INTRODUCTION This paper involves the results of full-scale dynamic tests performed on Keban Dam, a modern rock-fill dam in Turkey. This dam was chosen for the experimental studies because it not only typifies many rock-fill dams in seismic areas, but it also has been identified for strong motion instrumentation. The purpose of the full-scale experimental work was to gather experimental data concerning its dynamic characteristics which could then be used to test and develop various analytical and numerical methods for computing the natural frequencies and mode shapes of dams, particularly for predicting their earthquake responses. Full-scale dynamic testing of earth and rock-fill dams is a well known procedure with applications in USA, Japan, former Soviet Republic, former Yugoslavia, Turkey and other countries (Abdel-Ghaffar et al., 1978, 1980; Atrakova et al., 1980; Erdik et al., 1980; Gazetas and Abdel-Ghaffar, 1981; Keightley, 1964, 1966; Okamoto, 1973; Paskalov et al.,(1980); Perovski et al. (1974) and Yanagisawa (1980).
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GEODYNAMICAL HAZARDS ASSOCIATED WITH LARGE DAMS

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