Study on the Response Characteristics of Elevated Cylindrical Liquid Storage Tanks under Seismic Excitation

Abstract

In seismic analysis, the undesirable mode of oscillation is determined using analytical and numerical approaches. El Centro earthquake response spectrum plot and El Centro accelerogram are used to compute the response to the seismic event and to compare the results of time-history analysis. The ANSYS software is used for all of the analyses. FE software ANSYS used spectrum and time-dependent analysis to calculate seismic response to earthquake loading. The method of response spectrum is preferable when merely considering the overall reaction of a linearly behaving structure because it requires less processing effort. Time-history analysis has the advantage of being universal. Compared to other approaches, this one has a disadvantageous computational time and convergence issues. The results of the dynamic analyses were in close agreement with one another. Regardless of the shape of the vessel, this method can be used. Additionally, slenderness characteristics can be applied to various tank shapes, such as the intze (truncated conical) or truncated intze (truncated conical). The mass, height and stiffness values of the equivalent circular tank shall be utilized. Analysis of rectangular storage tanks subjected to earthquake excitations is the focus of this study. The tank can be used both above and below ground. Predicting the natural frequencies has been done using a linear three-dimensional finite element method. The tank's height-to-length ratio, soil type, water level, and tank wall thickness are some of the variables that can be used to analyze the tank's performance. Full tanks have higher top displacement and axial force components than half-full (31%), and empty tanks (75 percent). According to the underground tank, empty tank top displacement and axial force components are higher than those in half-full (19%) and full tank circumstances (40 percent). Tank cases that are located above ground have higher base shear values than those that are located below ground (19 percent to 37 percent). Soil type 2 has a stronger shear foundation than soil type 1. (17 percent to 28 percent).