3306 Buckling Analysis of Domed Roof of Large Storage Tank and application of actual tank roof
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Domed roof is the composite structure that consists of roof plates that are made from thin steel plate and roof frames that are made from shaped steel. There is possibility that external pressure is loaded to domed roof under construction and at the abnormal operation. Therefore roof shall be designed to have enough strength for external load. This paper shows establishment of analysis method for domed roofbuckling and application of this analysis method to the actual tank.In a previous study, we had proposed a buckling evaluation method for plate structures, in which the buckling strength is given as the product of the Euler buckling force and buckling coefficient, and the buckling coefficient is obtained from size and material for adjoining plates at both ends of buckling plates. In this paper, we derived a buckling coefficient for adjoining plates under the condition of compressive forces and extended the buckling evaluation method. For confirming the effect of the extended method, a buckling analysis was executed to solve buckling forces for a plate structure. By comparing the buckling forces between the buckling analysis and the proposed methods, it was found that the extended method can predict the buckling force within an error -3.6 % and be more accurate (6.1 %) than the previous method.
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Buckling analysis was performed on a hat-stiffened panel subjected to uniaxial compression. Both local buckling and global buckling were analyzed. It was found that the global buckling load was several times higher than the buckling load. The predicted local buckling loads compared favorably with both experimental data and finite-element analysis.
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ABSTRACT This paper studies helical buckling, and also critical (sinusoidal) buckling, of pipes (tubing and drillstring) in horizontal wells. The large frictional drag of helically buckled pipes is also studied. Helical buckling is developed from critical (sinusoidal) buckling as the axial load keeps increasing. But fully developed helical buckling of pipes will not occur in horizontal wellbores until the axial load becomes very large, about 1.8 times the critical buckling load that predicts the onset of sinusoidal buckling, and about 1.3 times the so-called helical buckling load that appears in the current literature. The so-called helical buckling load in the current literature is actually the average axial load in the helical buckling development process. This means larger bit weight or tubing packer load may be applied to increase the drilling rate or to ensure a proper seal, before helical buckling of the pipes can occur. However, once fully developed helical buckling occurs, the frictional drag may become much larger than it was before the onset of helical buckling. The pipe could even become "locked-up" so that the bit weight or packer setting load can not be increased any more by slacking off weight at the surface.
Coiled tubing
Critical load
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Recent proposals to avoid snap-through failure of practical pitched-roof steel frames incorporate the elastic snap-through buckling load of such frames. In this study it is shown that the elastic snap-through buckling load used in these proposals is far higher than the snap-through buckling load obtained from a more rigorous elastic analysis. The background details and the results of such rigorous snap-through analysis are presented and compared with experimental results as well as with the results incorporated into BS 5950. The significance of the findings in relation to practical pitched-roof steel frames is discussed briefly. The aspects of lateral torsional member buckling, frame buckling in a sway mode and local member buckling (web and flange) are excluded from this study.
Flange
Critical load
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Hyperelastic material
Critical load
Elasticity
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Subsea
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It has become important recently to determine the maximum strength of various structures which have initial deformation caused by fabrication.On stiffened circular cylindrical shell as one of those cases, the authors carried out a study on 2-stage buckling where the shell panels between the stiffeners buckle at first, to be followed by buckling of the stiffeners.For this purpose, the characteristic equations of elastic buckling were formulated under compression and pure bending load considering the reinforced members discretely.The buckling load of stiffeners, after the panel has buckled, was determined by iterative computation on the framework model.The compressive buckling experiments were carried out on three small and two large models with different arrangement of the rings, and the pure bending buckling experiments on a small model. As a result of the experiments, it was found the buckling loads of stiffeners were almost equal to the buckling loads of the panel and the effects of arrangement of rings on stiffener buckling loads were negligible.The experimental value of buckling loads of stiffener has fallen about 25% in the case of compressed buckling and about 19% in the case of pure bending buckling because of initial deformation and torsional deformation of stiffeners.In conclusion, the authors can say that the stiffened cylindrical shells which have similar configuration as these models, have appropriate buckling strength if the allowable load are taken to be equal to the buckling load of panel.
Buckle
Pure bending
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A buckling evaluation method without buckling tests or simulations for plate structures with corner dimension was proposed. The buckling strength is given as the product of Euler’s buckling force and buckling coefficient. In the previous study, a buckling coefficient for flat plates was derived, and an evaluation method for that was proposed. In this study, we extended the buckling coefficient for the flat plates to that for plates with corner dimensions at the both ends. Next, buckling analyses were executed to solve buckling forces for the plates under the conditions of various corner dimensions, and then an effective buckling length factor was derived to predict the buckling coefficients and the buckling forces. By comparing the buckling forces between the buckling analyses and the proposed method, it was found that buckling forces of the plates can be predicted within an error of 2.48 %, and the established method is available for buckling evaluation for the plate structures with the corner dimension.
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