ring forces and the bending moments in the irrigation tanks the cylinder theory

In particular, the von Mises stresses in the inner steel tank exceeded the yield stress for non-liquefied soil deposit, and the elastic–plastic buckling was initiated in the upper section of the tank where plastic deformations were detected as a result of excessive von Mises stresses. The results show that the seismic forces generated in the superstructure decreased with increasing the liquefied soil depth. The key design parameters inspected for the LNG tank include the acceleration profile for both inner and outer tanks, the axial, hoop and shear forces as well as the von Mises stresses in the inner tank wall containing the LNG, in addition to the pile response in terms of lateral displacements, shear forces and bending moments. The analyses considered different thicknesses of the liquified soil deposit varying from zero (no liquefaction) to 15 m measured from the ground surface. The seismic soil-structure interaction analysis was conducted through direct method in the time domain subjected to the 1999 Chi-Chi and the 1968 Hachinohe earthquakes, scaled to Safe Shutdown Earthquake hazard level for design of LNG tanks.

In this study, three-dimensional finite element model is implemented to examine the seismic response of a 160,000 m 3 full containment LNG tank supported by 289 reinforced concrete piles constructed on liquefiable soil overlaying the soft clay deposit. In many projects, it is preferred to build energy storage facilities in coastal areas for the ease of sea transportation, where weak soils such as soft clay and loose sand with liquefaction potential may be present. In this case, the bending moments of the skin stringer combination per inch of circumference at the ring ( M sstr) and midway between rings ( M sstm) are given by Equations (8-27) and (8-28).Assessment of seismic resilience of critical infrastructure such as liquefied natural gas (LNG) storage tanks, is essential to ensure availability and security of services during and after occurrence of large earthquakes. If K ≥ T/4D, the radial deflections of the shell at the ring ( δ r) and midway between the rings ( δ m) are given by Equations (8-25) and (8-26). Two conditions are possible - K ≥ T/4D and K < T/4D. The deflections and moments on the shell at the ring and at midspan between rings are dependent on the relationship between K and T/4D.

Ring forces and the bending moments in the irrigation tanks the cylinder theory