Cutout Reinforcement of Stiffened Cylindrical Shells

Cervantes, J.; Palazottot, A. N.

doi:10.2514/3.58505

Cited by 19 publications

(4 citation statements)

References 1 publication

(4 reference statements)

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“…Reinforcement can be applied around holes so that the axial compressive behaviour of perforated cylindrical shells may be improved [2,3,10,19,20]. In this study, 3 layers of CFRP sheet were wrapped around the holes to investigate whether this type of reinforcement could be effective in improving the performance of perforated GFRP tubes under axial compression.…”

Section: Influence Of Hole Reinforcementmentioning

confidence: 99%

“…For the successful and wide application of FRP tube reinforced concrete columns, axial compressive behaviour of perforated GFRP tubes needs to be extensively studied. However, most of previous studies only investigated perforated cylindrical shells with one or two holes [1][2][3][4][7][8][9][10]16,17] and were mainly focused on the buckling behaviour of perforated thin cylindrical shells with R t / 20 > [1][2][3][4]6,13,14,16,17]. None of the above-mentioned studies provided sufficient information on the performance of perforated GFRP tubes (R t / 20 < ) with multiple holes throughout the tubes under axial compression.…”

Section: Introductionmentioning

confidence: 94%

“…The location and the size of the square holes significantly influenced the performance of the shells. Few studies also investigated the axial compressive behaviour of perforated isotropic cylinders with reinforced holes [2,3,10].…”

Section: Introductionmentioning

confidence: 99%

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Behaviour of perforated GFRP tubes under axial compression

Wang

Sheikh

Hadi

2015

Thin-Walled Structures

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This study investigates the influences of various parameters on the behaviour of perforated Glass Fibre Reinforced Polymer (GFRP) tubes under axial compression. A total of 15 GFRP tubes with and without perforations were tested under axial compression. All the GFRP tubes were divided into two groups: 12 tubes with 89 mm outer diameter and 6 mm wall thickness and 3 tubes with 183 mm outer diameter and 8 mm wall thickness. The influences of hole diameter, vertical hole spacing, tube diameter, perforation pattern, transverse hole spacing, and hole reinforcement on the axial compressive behaviour of perforated GFRP tubes were experimentally investigated. Considerable decreases in the axial stiffness, axial critical load, and axial deformation capacity of perforated GFRP tubes have been observed. The hole diameter, tube diameter, perforation pattern, and transverse hole spacing significantly influence the axial compressive behaviour of perforated GFRP tubes. However, the influences of vertical hole spacing and hole reinforcement have been observed not significant. Design-oriented equations for the prediction of the axial stiffness, axial critical load and axial deformation capacity of perforated GFRP tubes under axial compression have been proposed. The proposed equations have been found to be in good agreement with experimental results and can be used for the reliable design of perforated GFRP tubes. Disciplines Engineering | Science and Technology Studies -------------------------------------------------------- Research Highlights 53Perforated GFRP tubes with multiple holes have been tested under axial compression. 54Influences of different parameters on behaviour of perforated GFRP are investigated. 55Design equations are developed to predict the capacity of perforated GFRP tubes.

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Section: Influence Of Hole Reinforcementmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 94%

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Behaviour of perforated GFRP tubes under axial compression

Wang

Sheikh

Hadi

2015

Thin-Walled Structures

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“…When the shell is loaded with stored product, vertical compressive forces develop in the wall, and the wall thickness is controlled by considerations of buckling under axial compression. The propensity for buckling in the zone in such a shell adjacent to the opening is vital to safe design (Almroth and Holmes, 1972; Alsalah et al, 2017; Brunesi, 2014; Brunesi et al, 2016; Cervantes and Palazotto, 1978; Dimopoulos and Gantes, 2015; Ghanbari Ghazijahani et al, 2015b; Han et al, 2006; Hilburger et al, 2001; Janisse and Palazotto, 1983; Jullien and Limam, 1998; Lee et al, 2017; Lee and Palazotto, 1984; Madenci and Barut, 1994; Nemeth, 1988, 1990, 1996; Rotter, 1998; Sadamoto et al, 2017; Shariati and Hatami, 2012; Shariati and Rokhi, 2008; Toda, 1983; Yılmaz et al, 2017), and it is desirable to explore both buckling and post-buckling behaviours (Rotter, 1998). Despite this, a few studies have appeared in the literature so far, investigating the influence of cutouts (Almroth and Holmes, 1972; Alsalah et al, 2017; Brunesi, 2014; Brunesi et al, 2016; Cervantes and Palazotto, 1978; Dimopoulos and Gantes, 2015; Ghanbari Ghazijahani et al, 2015b; Han et al, 2006; Hilburger et al, 2001; Janisse and Palazotto, 1983; Jullien and Limam, 1998; Lee et al, 2017; Lee and Palazotto, 1984; Madenci and Barut, 1994; Nemeth, 1988, 1990, 1996; Rotter, 1998; Sadamoto et al, 2017; Shariati and Hatami, 2012; Shariati and Rokhi, 2008; Toda, 1983;…”

Section: Introductionmentioning

confidence: 99%

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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Stability of ribbed shells

Amiro¹,

Zarutskii²

1983

Soviet Applied Mechanics

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The widespread use of ribbed shells as constructional elements subjected to compressive loads has prompted the intensive development of investigations focusing on their stability and there have appeared large numbers of works which discuss various aspects of the problems. Since a detailed review of works on the stability of ribbed shells published up to 1968 was given in [46] (some questions relating to this theme were also outlined in [5, 7,30,106,139]), attention here is directed mainly to works appearing since 1967, and especially theoretical and experimental investigations in which the influence of discrete spacing of the ribs is discussed.* This constraint is adopted in the present review so as to emphasize the importance of taking this factor into account; it is also the case that, in contrast to pre-1967 works, relatively few of which addressed this question, the investigations appearing in the last 15-20 years have, as a rule, taken account of the discrete spacing of the ribs, in some formulation, in analyzing and determining both the critical loads and the optimal reinforcement parameters.In the present review of recent work, consideration is given to the initial assumption of the theoretical investigations, the method of calculation, the results of analysis of the theoretical data, questions of optimizing ribbed-shell construction, methods and results of experimental investigation, and the results of comparing experimental and theoretical data.In conclusion, problems that are urgent, in our view, and should be investigated in the next few years are formulated.Theoretical investigations of ribbed-shell stability as a rule employ the theory of elastic thin shells based on the Kirchhoff--Love hypotheses to describe the stress-strain state of the casing and Kirchhoff--Clebsch theory of thin rods to describe the stress--strain state of the ribs. It is assumed in almost all the works that the ribs are added to the casing along lines of principal curvature and transmit reactions distributed along these lines to the casing. In works that are known to the present authors, a static stability criterion isemployed, and the problem reduces to the solution of systems of differential or integral equations of neutral equilibrium (or equivalent equations based on the direct use of extremal properties of the total potential energy), where the components of the displacement of a "perturbed" state close to the initial "unperturbed" state are taken as the unknown (so far, only works in which the subcritical state of the shell is assumed to be momentless have been considered).With the given assumptions, the most general formulation of ~he problem involves taking account of all the rigidity parameters of the ribs. In this case, the differential equations of neutral equilibrium may be written in the form (see [5]

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Cutout Reinforcement of Stiffened Cylindrical Shells

Cited by 19 publications

References 1 publication

Behaviour of perforated GFRP tubes under axial compression

Behaviour of perforated GFRP tubes under axial compression

Effects of structural openings on the buckling strength of cylindrical shells

Stability of ribbed shells

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