Second cycle of recompression does not increase softening for 16.7 KN/m3. Difference between F2-F1 is the deviator stress into the soil layer. Displacement response curve of intensity 7 frequently of Imperial Valley (longitudinal input). The forces are due to the deformation of the foundation during quake. The shear stiffness decreased by about 56 % as the shear strain increased. The monitors are depicted in figure 14, the type of output in figure 15 by the Sequoia GEA System. From the early elastic-plastic numerical simulation and the frequently earthquake test, it is found that the longitudinal seismic capacity is weak. The intensity 8 rarely earthquake of artificial synthesized is conducted in the pseudodynamic test at longitudinal direction. Romero (1999) . The frame sets two intermediate platforms at different elevations of the lower end of the generator, and the plate thickness is about 0.5 meters. The structure has strong nonlinearity. Reducing the Reynolds number of 1000 times: The coefficient 2,3 is the change of base from 2,76 to 10: Oedometric settlement are monitored and the expected value is in the order of: Where, 50 KPa indicatively is the vertical pressure applied to sand by foundation and -100 KPa is the maximum capillary tension due to partial saturation. It can be seen from Table 4 that the displacement of the plate, column, and beam column joints decreases successively from big to small. The seismic response of earthquake input in different directions is obviously different. This indicates the structural layer displacement concentrates in the middle platform, which the designer should be paid the attention to. The test results will then be presented and analyzed. As a lifeline facility, once it is destroyed in earthquake, the turbine-generator foundation (hereinafter referred to as the “T-G foundation”) will cause serious disasters. The behavior is due to the reduction of horizontal F1 rather that an increase of vertical F2 with to different rates, leading to the condition of 2nd order instability described by Euler. The slope of the restoring force displacement curve decreases gradually, and the structural stiffness shows certain degradation. Through the tests, under longitudinal loading, columns between beams and platforms were easily destroyed. ), W. M. Liu and M. Novak, “Dynamic behaviour of turbine-generator-foundation systems,”, T. J. Qu, K. Xiang, X. J. Yin, and X. Y. Shao, “Pseudo-dynamic test of the anti-seismic performance of turbine generator foundation,”, G. S. Luo, J. X. Fang, and J. Wang, “Aseismic performance of spring supported turbo-generator foundation,”, B. Q. Wang, H. Ma, X. Y. Zhou, and Z. The test results are shown in Table 2. The difference F1 – F2 = Q is the deviator stress in the column. W. (2016) Face Stability of shallow tunnels in partially saturated soils, (9) SOILWORK.COM Website for Industrial PATENT, (10) Soil-Structure Interaction for Gravity Caissons in Bridge Seismic Design (2011) Hubert Law, Ph.D., P.E.1, I. Po Lam1, P.E., G.E., and Patrick Wilson, Ph.D., P.E.1, 1Earth Mechanics, Inc., 17800 New Hope Street, Suite B, Fountain Valley, CA 92708; PH (714) 751-3826; email: [email protected]
Review articles are excluded from this waiver policy. Reaction walls provide counterforce. The mass is simulated numerically in the computer, and the gravity is realized by the weight block. 193, 2911-2939.
The end of the second cycle is the Liquefaction in Earthquake Engineering - FEM modelling. The high-precision displacement sensors (LVDT) were laid out on the structure model to control the displacement of the pseudodynamic test and measurement plate.