Study on the nonlinear buckling in thin-walled members with arbitrary initial imperfection

Chen, S.-L.; Li, S.-F.

doi:10.1016/0263-8231(94)90033-7

Cited by 3 publications

(4 citation statements)

References 7 publications

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“…For access reasons, cylindrical steel storage silos and tanks often require a structural cutout in the wall surface to provide an access port or door. These structures are thin shells and are very sensitive to failure by buckling, as extensively shown in the literature (among others, see, for example, Brunesi et al, 2015c;Catellani et al, 2004;Chen and Li, 1994;Chryssanthopoulos et al, 1998;Chryssanthopoulos and Poggi, 1995;Chryssanthopoulos and Spagnoli, 1997;Kim and Kim, 2002;Rotter, 1990Rotter, , 2004Rotter and Teng, 1989;Rotter and Zhang, 1990;Song et al, 2004;Teng et al, 2005;Teng and Rotter, 1992). It is necessary to stiffen the shell around the opening to permit the imposed forces to be carried past it, but even with this stiffening, the local stress condition adjacent to the opening is usually the most critical for the shell.…”

Section: Introductionmentioning

confidence: 73%

Effects of structural openings on the buckling strength of cylindrical shells

Brunesi

Nascimbene

2018

Advances in Structural Engineering

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Computational models, which follow numerical assessment strategies codified by current European rules for shell buckling, were developed so as to study the buckling and post-buckling response of a large set of cylindrical steel thin-shell prototypes with structural openings. Behavioural changes as a consequence of variations in the cutout configuration, that is, shape, size, location and number, were predicted and the obtained numerical estimates were related to the test data of previous experiments in order to explore critical design aspects. Damage modes and axial force-axial displacement response curves were presented and discussed, decoupling the roles played by material nonlinearity and geometrical nonlinearity, as well as the contribution of initial geometrical imperfections to the buckling mechanism of axially compressed cylindrical thin shells.

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Section: Introductionmentioning

confidence: 73%

Effects of structural openings on the buckling strength of cylindrical shells

Brunesi

Nascimbene

2018

Advances in Structural Engineering

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“…Kim and Kim [22] developed practical design equations and charts estimating the buckling strength of the cylindrical shell and tank both perfect and imperfect, subjected to axially compressive loads based on a parametric study using ABACUS. Chen and Li [23] investigated non-linear buckling in thinwalled members with the effect of an initial imperfections due to geometry and residual stress. Athiannan and Palaninathan [24] conducted tests on imperfect shells under transverse load and modeled the imperfection in a non-linear FE model using ABACUS.…”

Section: Introductionmentioning

confidence: 99%

Buckling of thin‐walled cylindrical shells under axial compression

Ullah

2009

Numerical Meth Engineering

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SUMMARYLightweight thin-walled cylindrical shells subjected to external loads are prone to buckling rather than strength failure. The buckling of an axially compressed shell is studied using analytical, numerical and semi-empirical models. An analytical model is developed using the classical shell small deflection theory. A semi-empirical model is obtained by employing experimental correction factors based on the available test data in the theoretical model. Numerical model is built using ANSYS finite element analysis code for the same shell. The comparison reveals that the analytical and numerical linear model results match closely with each other but are higher than the empirical values. To investigate this discrepancy, non-linear buckling analyses with large deflection effect and geometric imperfections are carried out. These analyses show that the effects of non-linearity and geometric imperfections are responsible for the mismatch between theoretical and experimental results. The effect of shell thickness, radius and length variation on buckling load and buckling mode has also been studied.

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“…Currently researches on stability of steel arch are mostly about circular arch [4][5][6][7][8][10][11][12][13]. Only a few studies are about in-plane stability of parabolic arch [15][16]. Radial loading mode is mostly adopted to study stability of circular arches [3][4][5][6][7][13][14][15][16].…”

Section: Introductionmentioning

confidence: 99%

“…Only a few studies are about in-plane stability of parabolic arch [15][16]. Radial loading mode is mostly adopted to study stability of circular arches [3][4][5][6][7][13][14][15][16]. But it can not reflect the real load of arch.…”

Section: Introductionmentioning

confidence: 99%

Out-of-Plane Elastic Stability Analysis of Parabolic and Circular Arches

Fan¹,

2014

AMM

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Effects of different load modes, rise-span ratios and support conditions on out-of-plane buckling and differences between parabolic and circular arches were studied. With the increase of rise-span ratio, buckling loads of arches under vertical load uniformly distributed along the horizontal line get bigger and bigger compared with those of vertical load uniformly distributed along the axis. With increase of rise-span ratio, the buckling loads of hingeless and two-hinged arch increase after decrease, then decrease. The buckling load of three-hinged arch decreases after increases. When rise-span ratio is small, support condition has a great influence on out-of-plane buckling. The parabolic arch is better than circular arch in out-of-plane stability and economy. But circular arch is better than parabolic arch in manufacture.

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Study on the nonlinear buckling in thin-walled members with arbitrary initial imperfection

Cited by 3 publications

References 7 publications

Effects of structural openings on the buckling strength of cylindrical shells

Effects of structural openings on the buckling strength of cylindrical shells

Buckling of thin‐walled cylindrical shells under axial compression

Out-of-Plane Elastic Stability Analysis of Parabolic and Circular Arches

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