Inelastic Lobar Buckling of Cylindrical Shells Under External Hydrostatic Pressure

Reynolds, Thomas E.

doi:10.21236/ad0491094

Cited by 19 publications

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“…By substituting this result into (5), it is found that Equation (9) is similar in form to equations (16) and (17) of reference [3], but the constants are different. This result is a very good approximation to equation (5) provided that 6 > 2.…”

Section: >mentioning

confidence: 98%

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A Survey of Methods of Stability Analysis of Ring-Stiffened Cylinders Under Hydrostatic Pressure

Meck

1965

Journal of Engineering for Industry

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Section: >mentioning

confidence: 98%

“…An equation equivalent to (5) has been given previously in [3], If the prebuckling end restraint is neglected, Nv = pa; i.e., = 1. Then equation (5) becomes…”

Section: Elastic Shell Buckling Between Stiffenersmentioning

confidence: 99%

A Survey of Methods of Stability Analysis of Ring-Stiffened Cylinders Under Hydrostatic Pressure

Meck

1965

Journal of Engineering for Industry

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“…The buckled shape is taken to be constant along the axis of the cylinder, and thus no longitudinal buckling modes resulting from axial forces are considered. Although some solutions for longitudinal buckling are available (Almroth, 1962;Reynolds, 1962;Weingarten, 1962), to be consistent with the fact that analyses for predicting performance of culverts generally assume plane strain conditions, the buckling theories reviewed herein are concerned with the two-dimensional problem in which sections transverse to the axis of the pipe are assumed to behave identically.…”

Section: Buckling Theoriesmentioning

confidence: 99%

Performance of Buried Flexible Conduits : Interim Report

Leonards¹,

Stetkar²

1978

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and is an extensive review of the performance of buried flexible culverts, with special emphasis on buckling failure modes. This review was requested in the approval of the current Phase II of the project by FHWA.The purpose of the review of buckling failure modes was to determine more precisely the nature and scope of research which would be valuable. The review accomplished this purpose and recommendations involving controlled experiments on appropriately instrumented, full sized, buried flexible conduits is presented.This has been the direction planned for continuation of this approved research. Some relevant field measurements were also investigated.The results showed that buckling is an important failure mode, especially for pipe arches; that controlling deflections (to less than 5%) does not automatically guard against buckling failures; that present methods for predicting performance limits (not restricted to buckling) are poorly developed; that current design criteria are empirically based, and are applicable primarily to corrugated steel culverts up to 12' in diameter supported by compacted, granular backfill; and that much could be gained from additional research involving controlled experiments on appropriately instrumented, full-sized, buried flexible conduits.Recommendations regarding the nature and scope of these experiments are given.17.

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“…The circumferential strain can also be expressed as By substituting Equations (6) and (7) into Equation From Equations (4) and (10) , tne longitudinal stresses of Equation (11) are…”

mentioning

confidence: 99%

“…Equation (6) can now be minimized for P with respect (9) Since P in (9) is proportional to m 2 , m must be equal to one in all cases when N is greater than 0.…”

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confidence: 99%

Stress analysis, buckling analysis and optimum proportions of an isotropic web-stiffened sandwich cylindrical shell under hydrostatic pressure

Kroner¹

1970

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Web-stiffened sandwich cylindrical shells consisting of two concentric cylindrical shells joined and stiffened by annular rings (webs) were considered in the investigation. The purpose of this investigation was to study the stress distribution and buckling modes, and to determine the scantlings and configuration of optimum proportions.The scantlings and configuration of optimum proportions was defined as that with the lowest weight to displacement ratio at a given loading of hydrostatic pressure.The scantlings (outer shell thickness, inner shell thickness, web thickness, web depth (separation of shells) and configuration (web spacing) were systematically and independently varied and the effect upon failure mode pressures, and the weight to" displacement ratio v/as determined. The results were plotted graphically.The form of stress and buckling analysis results follow closely those of a ring-stiffened cylinder. Geometric similitude was determined to exist. The scantlings and configuration of optimum proportions were found to be a function of the loadings.Web-core sandwich configurations possess structural efficiencies on the order of 20% higher than those of conventional ring-stiffened construction for loadings on the order of 1000 psi (2225 feet) and these diminish with depth to about 5% higher for loadings on the order of 4 000 psi (8900 feet) . The real advantage of the web-stiffened sandwich construction lies in the use of thinner plating with all its superior metallurgical and fabrication qualities.

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Inelastic Lobar Buckling of Cylindrical Shells Under External Hydrostatic Pressure

Cited by 19 publications

References 0 publications

A Survey of Methods of Stability Analysis of Ring-Stiffened Cylinders Under Hydrostatic Pressure

A Survey of Methods of Stability Analysis of Ring-Stiffened Cylinders Under Hydrostatic Pressure

Performance of Buried Flexible Conduits : Interim Report

Stress analysis, buckling analysis and optimum proportions of an isotropic web-stiffened sandwich cylindrical shell under hydrostatic pressure

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