Strain-based calculation model for centrically and eccentrically loaded timber columns

Theiler, Matthias; Frangi, Andréa; Steiger, René

doi:10.1016/j.engstruct.2013.06.032

Cited by 22 publications

(5 citation statements)

References 11 publications

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“…Hofmann and Kuhlmann (2014) proposed a simplified torsional buckling design method for glue-laminated timber girders. Regarding the structural stability of timber members and assemblies subjected to mainly compressive loads, analytical, experimental and Finite-Element studies related to buckling can be found in (Malhotra 1989;Theiler et al 2013;Kessel 2012;Haller et al 2014). The structural effects of additional reinforcements (e.g.…”

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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“…Theiler has assessed the buckling behaviour of timber members subjected to combined axial compression and bending at ambient temperature by means of a strain-based model. 24 This model considers the equilibrium between the acting external and the resulting internal forces.…”

Section: Resultsmentioning

confidence: 99%

“…The behaviour of timber members subjected to combined axial compression and bending is characterised by a nonlinear increase of the deformation because of the increasing eccentricity of the axial load (P‐delta effect) and because of the nonlinear material behaviour. Theiler has assessed the buckling behaviour of timber members subjected to combined axial compression and bending at ambient temperature by means of a strain‐based model . This model considers the equilibrium between the acting external and the resulting internal forces.…”

Section: Determination Of Zero‐strength Layer Depthsmentioning

confidence: 99%

Effective cross‐sectional method for timber frame assemblies—definition of coefficients and zero‐strength layers

et al. 2018

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Summary The load‐bearing capacity of timber members in fire conditions can be evaluated by an analytical design model known as effective cross‐sectional method (ECSM). For this method, an effective cross section of a member in fire is calculated by decreasing the original cross section by a notional charring depth and a so‐called zero‐strength layer. Then, the load‐bearing capacity can be evaluated by applying the mechanical properties as at ambient temperature to this effective cross section. The ECSM for timber frame assemblies (TFA) exposed to standard fire conditions according to European Norm 1363‐1 has been presented earlier in the European technical guideline Fire Safety in Timber Buildings (FSITB) with a limited field of application. This design model considers the fire protection provided by claddings and a limited range of cavity insulations. To cover the fire protection of a wider range of cavity insulation products, a new design approach has been developed. In this study, the zero‐strength layers for TFA with different cavity insulations are determined by means of a series of thermal and mechanical simulations. This paper proposes the protection coefficient for TFA with generic stone wool products as cavity insulation and zero‐strength layers for TFA with different cavity insulations.

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“…To enable comparison with design methods and parameters suggested in previous research on the buckling behaviour of GLT columns (e.g. Theiler et al 2013, Theiler 2014, Ehrhart 2019, Ehrhart et al 2020c, the focus of this study was on the ELM.…”

Section: Design Of Columns Under Axial Compressionmentioning

confidence: 99%

Steel-Reinforced Columns Made of European Beech Glued-Laminated Timber

Sroka,

Palma,

Steiger

et al. 2024

J. Struct. Eng.

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One of the obstacles to the recent trend towards taller timber buildings is the limited loadcarrying capacity of softwood columns. With the aim of promoting the structural use of European beech wood (Fagus sylvatica L.) in high-performance applications, the buckling behaviour of beech glued-laminated timber (GLT) columns reinforced with glued-in steel bars was investigated experimentally and numerically. Axial compression experiments were carried out on full-scale stocky and slender columns and a finite element model was developed and validated against the 1 Sroka,

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Strain-based calculation model for centrically and eccentrically loaded timber columns

Cited by 22 publications

References 11 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

Effective cross‐sectional method for timber frame assemblies—definition of coefficients and zero‐strength layers

Steel-Reinforced Columns Made of European Beech Glued-Laminated Timber

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