The Analysis Of Stress And Evaluation Of Weak-Proof Structure For Vertical Storage Tanks

With the rapid economic development of petroleum and chemical industry and the increasing importance of energy security, many countries have constructed a big number of large storage tanks. Vertical storage tank was widely used in our country. If the accident happens, it would produce great losses. In the project, usually designed tank as the weak-proof structure to protect tank when subjected over-pressure, make the breakage broken at the top of the tank instead of broken at the bottom of the tank. Cone-roof tank was widely used abroad, it considered at the top would form of compression zone, therefore, have protective effect. Dome-roof tank was widely used in our country. Generally, because of its top structure of self-limited, it does not have a protective effect. Therefore, it is very important to study on its safety. In this paper, make the 2×104m3 vertical storage tank as the object, three kinds of design standards were used to storage tank design, such as, API-650, GB-50341, SH-3046. We designed to meet the standard definition of weak roof storage tank, using FEA method, offered strength and stability analysis. In this paper, bulit 2×104m3 cone-roof storage tank's strength and stability model, as the results shown, damage have occurred in the top and wall's junction. As the decline in cone roof slope, undermining the pressure to reduce. Using API-650 standards, intensity-break pressure was the biggest of all, maximum error was bellow 63Pa. Using SH-3046 standards, intensity-break pressure was the lowest of all. All kinds of weak-proof structures were broken at the top of the tank. Buckling pressure was lower than intensity-break pressure of all three standards. Between 1/6~1/8 intensity-break was the first place by SH-3046. Bulit 2×104m3 dome-roof storage tank's strength and stability model, as the results shown, Radius of curvature between 1.2*D~1.1*D, meet the standard definition of weak roof storage tank. Radius of curvature 0.8*D, was uplift at empty load, and intensity-break on bottom at full load. Buckling pressure was the biggest of all.