Stability Of Cylindrical Shells Research Articles

Buckling of Orthotropic Cylinders Due to Wind Load

In many practical problems, e.g., storage bins, oil tanks, missile shells, launch vehicles, etc., cylindrical shells are subjected to unsymmetrical lateral external load. These shells are usually made of thin sheets of metal; therefore, in many instances these structures have failed due to buckling. In this paper, the stability of cylindrical shells under the action of wind load is investigated. Often these shells are constructed of corrugated steel sheets; therefore, the shells are analyzed by considering the material as orthotropic. This analysis can also be used for other orthotropic materials. The principle of minimum potential energy in conjunction with Ritz's approach is used. The buckling loads, as well as the buckling configurations, are obtained for short cylinders made of corrugated steel sheets subjected to wind pressure. The present study is made on cylindrical shells of various dimensions, which are simply supported at the base and are open or closed at the top. For practical use, buckling load curves for these shells are given for different length‐to‐radius and radius‐to‐thickness ratios.

Stability of Cylindrical Shells, by Various Nonlinear Shell Theories

AbstractThe buckling of axially‐loaded, imperfect, circular, cylindrical, thin shells is studied. A solution methodology, based on two different shell theory approximations to the kinematic relations, is developed and described. The two approximations are those of Sanders and Donnell. Critical loads (limit point loads) are obtained for two shell geometries, one isotropic and one laminated. Several parametric studies are performed in order to establish the accuracy of the Donnell approximation. This is accomplished by comparison to the results obtained by the Sanders kinematic relations, which are considered to be very accurate for thin shells. The parametric studies include the effect of cylinder to radius ration on the critical loads, as well as the effect of the radius to thickness ratio. Moreover, the imperfection sensitivity of the two geometries is investigated by both shell theory approximations.

Stability of cylindrical shells of variable thickness under an exterior pressure

Stability of cylindrical shells of variable thickness under an exterior pressure

Stability of cylindrical shells with an elastic-plastic filler under axial compression

Stability of cylindrical shells with an elastic-plastic filler under axial compression

Influence of thermomechanical strengthening on the inelastic stability of cylindrical shells under axial compression

Influence of thermomechanical strengthening on the inelastic stability of cylindrical shells under axial compression

Stability of cylindrical shells under conditions of creep

Stability of cylindrical shells under conditions of creep

Stability of cylindrical shells made of polymer composite material under axial compression

Stability of cylindrical shells made of polymer composite material under axial compression

Stability of a cylindrical shell unilaterally interacting with a winckler base

The stability of cylindrical shells in contact with an elastic medium and under auniformly radial pressure has been quite thoroughly studied [1, 2, 4]. Most of these studies were made assuming that the normal displacements of the median shell surface and of the reinforcing medium coincide, wMch is equivalent to the hypothesis that the shell does not separate from the base. This condition often does not correspond to the actual manner in which a shell is bonded to an elastic medium and it can greatly influence the mode andthe degree of stability loss. In this study is considered the stability problem involving a cylindrical shell under a uniformly distributed radial pressure and unilaterally interacting with an elastic base or filler. The effect of separation on the magni~de of the critical load and on the mode of stability loss is analyzed. As the model of an elastic medium we used a Winckler base, capable of resisting the "depression" of a shell but not capable of resisting its separation. This condition greatly complicates the solution of the problem, inasmuch as the design scheme, i.e., the configuration of the zones of contact between shell and filler, is unknown. 1. For solving the problem we use the equation of stability for a circular cylindrical shell with a filler in the zero-moment subcritical state

Finite-element investigation of the nonlinear deformation and stability of cylindrical shells under nonaxisymmetrical pressure

Finite-element investigation of the nonlinear deformation and stability of cylindrical shells under nonaxisymmetrical pressure

Boundary parameters method and its application to solving problems of the stability of cylindrical shells with different boundary conditions

Boundary parameters method and its application to solving problems of the stability of cylindrical shells with different boundary conditions

Experimental investigation of the stability of cylindrical shells with elastic frames

Experimental investigation of the stability of cylindrical shells with elastic frames

Implosion Strength of Cylindrical Concrete Shells: A Comparison of Theoretical and Experimental Results

Offshore concrete production and storage facilities sustain maximum hydrostatic pressure during submergence for deck installation. The failure mode associated with this critical load condition is termed implosion. This paper describes an analytical technique for determining the implosion strength of concrete cylindrical shells. Introduction Large concrete structures are being used as drilling and/or production platforms in the North Sea (Fig. 1). These structures are called gravity platforms because they are maintained on location by the weight of the structure and entrained ballast material. The platform base or caisson typically has a cellular configuration that serves to provide buoyancy for adequate payload capacity during tow and also may serve o provide oil storage. The critical design load condition for the caisson occurs during the submergence sequence for installation of the deck, when the caisson cells are subjected to maximum hydrostatic pressure. The potential failure mode for this condition is termed implosion and may result from structural instability, inadequate shear capacity at discontinuous junctures of shell segments (i.e., structural end closures on cells), or general material failure. This paper deals only with the instability and general material failure mechanisms. The calculation methods used pertain to a single cell and do not address directly the "grouping effect" of the multicellular caisson. This, approach does, however, yield insight into basic failure mechanisms that may be extended to more complex structures.The paper summarizes an historical review of solutions for the stability of cylindrical shells under various load conditions. Gerard's development of a theoretical plasticity reduction factor based on a modified form of Donnell's equation is described. The applicability of a theoretically derived plasticity reduction factor in stability calculations for simply supported, unreinforced concrete cylinders is established by comparison with experimental data. The influence of the end constraints on the cylinder is examined using the MARC finite element program. Finally, an analytical technique incorporating second-order geometry effects is described whereby the influence of out-of-roundness on the implosion strength of plain and reinforced concrete shells may be evaluated. Literature Survey The stability of cylindrical shells subjected to hydrostatic pressure has been a subject of considerable interest since the turn of the century. As early as 1911, Lorenz presented solutions for cylinders subjected to axial compression. Southwest in 1913 and Von Mises in 1914 published solutions for buckling under uniform lateral pressure. Von Mises followed in 1929 with a solution for the combined load case of axial compression and uniform lateral pressure (simple hydrostatic pressure). Flugge in 1932 addressed stability under pressure). Flugge in 1932 addressed stability under combined loading and bending. Stability under torsional loading was investigated by Schwerin in 1925 and Donnell in 1933. JPT P. 27

Stability of cylindrical shells beyond the elastic limit in bending

Stability of cylindrical shells beyond the elastic limit in bending

Effect of hardening of a material on the stability of cylindrical shells during axial compression

Effect of hardening of a material on the stability of cylindrical shells during axial compression

Influence of loading behaviour on the stability of cylindrical shells

In order to investigate the influence of motion-dependency of loading on the form of stability equations of circular cylindrical shells, certain types of deformation-dependent forces are characterized. The stability equations of rings and columns acted upon by motion-dependent (and possibly non-conservative) forces are obtained as special cases. Some new aspects of ring instability such as tension-induced modes of instability and rigid body modes are also studied.

Thermal stability of cylindrical shells with longitudinal reinforcing ribs

Thermal stability of cylindrical shells with longitudinal reinforcing ribs

Experimental study of the stability of cylindrical shells with irregular reinforcement

Experimental study of the stability of cylindrical shells with irregular reinforcement

Stability of cylindrical shells with mixed boundary conditions

Stability of cylindrical shells with mixed boundary conditions

Stability of cylindrical shells under dynamic external pressure

Stability of cylindrical shells under dynamic external pressure

Stability of cylindrical shells under external pressure

Stability of cylindrical shells under external pressure