Experimental and modelling buckling of wood-based columns under repeated loading

Bouras, Faouzi; Chaplain, Myriam; Nafa, Zahreddine

doi:10.1051/epjconf/20100628003

Cited by 3 publications

(2 citation statements)

References 2 publications

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“…fiber-reinforced plastic sheets, or fiber materials and screws) on the compressive buckling behaviour of timber columns have been assessed in (Taheri et al 2009;Namiki and Nasu 2014). Schnabl et al (2011) studied the effects of fire on the buckling resistance and response of timber columns, while in Bouras et al (2010Bouras et al ( , 2012) the compressive cyclic buckling response of timber columns under repeated loading has been investigated by means of experimental tests and FE models. This paper presents the implementation and calibration of standardized Eurocode-based design curves for the buckling verification of timber log-walls.…”

Section: Introductionmentioning

confidence: 99%

Derivation of buckling design curves via FE modelling for in-plane compressed timber log-walls in accordance with the Eurocode 5

Bedon

Fragiacomo

2016

Eur. J. Wood Prod.

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In 'Blockhaus' systems the structural capacity derives from surface interactions and friction mechanisms between multiple timber logs stacked horizontally one upon each other. Unlike masonry or concrete walls, timber log-walls are characterized by the absence of a full structural interaction between the basic components, hence resulting in 'assembled' rather than 'fully monolithic' structural systems characterized by high flexibility of timber and usually high slenderness ratios. The current Eurocode 5 for timber structures, however, does not provide formulations for the prediction of the critical load of log-haus walls under in-plane compressive loads.In this work, based on past experimental tests and detailed Finite-Element (FE) models, extended numerical investigations are performed on timber log-walls. A wide number of configurations (more than 900) characterized by different geometrical properties, timber log cross-sections, number and position of door and window openings, presence of in-plane rigid (RF) or fully flexible (FF) inter-storey floors, as well as initial curvatures and/or load eccentricities, are analyzed under monotonic in-plane compressive load. Careful consideration is also given to the influence of additional out-of-plane pressures (e.g. wind pressures) combined with the in-plane compressive load. In accordance with the buckling design approach proposed by the Eurocode 5 for timber columns, non-dimensional buckling curves are then proposed for timber log-walls under in-plane compression. These curves are based on an accurate calibration of the kc buckling coefficient and the related imperfection factors on the results of the numerical parametric study. The developed simple and conservative approach for the design of log-walls can be proposed for implementation in the new generation of the Eurocode 5.

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Section: Introductionmentioning

confidence: 99%

Derivation of buckling design curves via FE modelling for in-plane compressed timber log-walls in accordance with the Eurocode 5

Bedon

Fragiacomo

2016

Eur. J. Wood Prod.

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“…For pinned supports, there are no moment reactions at the end conditions therefore, the effective length results in the full length of the member since the closest values of zero moments are at the connections. An experimental example of this can be cited by Bouras et al [3] . The experimental design utilizes a notched cylinder that accepts the column, and a welded angle with a Teflon sheet that guides the cylinder in rotation emulating a pinned connection.…”

Section: Literature Reviewmentioning

confidence: 97%

Experimental Study and Fragility Analysis of Effective-Length Factors in Column Buckling

Shepherd

Zirakian

2023

Jour. of build. mater. Sci.

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The design of columns relies heavily on the basis of Leonhard Euler's Theory of Elastic Buckling. However, to increase the accuracy in determining the maximum critical load a column can withstand before buckling, a constant was introduced. This dimensionless coefficient is K, also known as the effective-length factor. This constant is often found in building design codes and varies in value depending on the type of column support that is applied. This paper presents experimental and analytical studies on the determination of the effective-length factor in the buckling stability of columns with partially-fixed support conditions. To this end, the accurate K value of the columns tested by the Instron Testing Machine (ITM) at California State University, Northridge’s (CSUN’s) Mechanics Laboratory is determined. The ITM is used in studying the buckling of columns where the supports are neither pinned nor fixed, and the material cross-section rather rests upon the machine while loading is applied axially. Several column specimens were tested and the experimental data were analyzed in order to estimation of the accurate effective-length factor. The calculations from the tested results as well as the conducted probabilistic analysis shed light on how a fragility curve may aid in predicting the effective-length value of future tests.

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Determination of buckling loads for wooden beams using the elastic models

Kotšmíd

Beňo

2019

Arch Appl Mech

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Experimental and modelling buckling of wood-based columns under repeated loading

Cited by 3 publications

References 2 publications

Derivation of buckling design curves via FE modelling for in-plane compressed timber log-walls in accordance with the Eurocode 5

Derivation of buckling design curves via FE modelling for in-plane compressed timber log-walls in accordance with the Eurocode 5

Experimental Study and Fragility Analysis of Effective-Length Factors in Column Buckling

Determination of buckling loads for wooden beams using the elastic models

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