Analysis of shear deflections of deep composite box-type of beams using different shear deformation models

Girhammar, Ulf Arne; Atashipour, Seyed Rasoul

doi:10.1016/j.compstruc.2015.02.025

Cited by 7 publications

(22 citation statements)

References 24 publications

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“…Here we will only analyse the case when the axial load is applied at the top of the element independent of the number of storeys. Girhammar and Atashipour (2015) investigated the shear deformations of such element due to deflection through the depth of it. They showed that a very large magnification factor is needed to calculate the deflection with adequate accuracy.…”

Section: A Remark On the Buckling Models Of The Trä8 Elementmentioning

confidence: 99%

“…The empty spaces between the frame members are filled with soft insulating material, e.g. mineral wool (usually, their mechanical stiffness values are negligible) ( Girhammar and Atashipour, 2015 ). The length of the element, which is continuous, is dependent on the height of the designed building.…”

Section: Introductionmentioning

confidence: 99%

“…The system is based on rectangular modules, with maximum spans of 8 m (hence the name Trä8 = timber8), which offers flexibility, variety and simplicity of building design. The system is standardised and optimised, which reduces the average design time for the individual project ( Girhammar and Atashipour, 2015 ).…”

Section: Introductionmentioning

confidence: 99%

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Stability analysis of three-layer shear deformable partial composite columns

Atashipour

Girhammar

Challamel

2017

International Journal of Solids and Structures

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International audienceThis paper is focused on the effect of imperfect bonding and partial composite interaction between the sub-elements of a box-type column on the critical buckling loads. The box column is modelled as a symmetric three-layer composite structure with interlayer slips at the interfaces, based on the Engesser-Timoshenko theory with uniform shear deformation assumptions. Linear shear springs or slip modulus is considered at the interfaces to model the partial interaction between the sub-elements of the structure. The minimum total potential energy principle is utilized to obtain governing equations and boundary conditions. A direct analytical solution of the original governing equations is presented for obtaining exact buckling characteristic equation of the three-layer partial composite column with different end conditions including clamped-pinned end conditions. Also, the coupled equations are recast into an efficient uncoupled form and shown that there is a strong similarity with those for the two layer element. It is shown that the obtained formulae are converted to the known Euler column formulae when the slip modulus approaches infinity (i.e. perfect bonding) and no shear deformations in the sub-elements are considered. A differential shear Engesser-Timoshenko partial composite model is also employed and critical buckling loads, obtained from an inverse solution method, are compared to examine the validity and accuracy level of the uniform shear model. Comprehensive dimensionless numerical results are presented and discussed. (C) 2016 Elsevier Ltd. All rights reserved

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Section: A Remark On the Buckling Models Of The Trä8 Elementmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Stability analysis of three-layer shear deformable partial composite columns

Atashipour

Girhammar

Challamel

2017

International Journal of Solids and Structures

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“…A Scandinavian glulam manufacturer, Moelven Töreboda AB, has developed a prefabricated beam-and-post system named "Trä8" for the market of non-residential multi-storey timber buildings. The system is based on the rectangular modules, with maximum spans of 8 m (hence the name Trä8 = timber8), for details, see [1][2][3]. The Trä8 system is composed of several elements and components which are mostly produced off-site.…”

Section: Introductionmentioning

confidence: 99%

“…The main elements of the system are continuous columns, beams, prefabricated stabilising wall elements, prefabricated floor cassettes and roof elements (Fig. 1) [1][2][3].…”

Section: Introductionmentioning

confidence: 99%

A weak shear web model for deflection analysis of deep composite box-type beams

Atashipour

Girhammar

Challamel

2018

Engineering Structures

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International audienceDeep box-type beams, consisting of framing members and sheathings, are sensitive to shear deformations and hence appropriate refined theories or complicated magnification factors are needed to be used to obtain accurate results. For sheathings or webs between the framing members that are weak in shear, additional shear deformations occur corresponding to the relative axial displacement between the framing members. These sandwich -type or partial interaction-type of in-plane shear behaviour between the framing members, needs to be taken into account, especially when the web shear stiffness is very low. The composite box-type beam treated here is composed of three framing members with sheathings on both sides. To incorporate effects of the sheathings shear deformations between the framing members on the deflection, the sheathings, here called web interlayers, are modelled as shear media with equivalent slip moduli corresponding to a partially interacting composite beam model. Governing equilibrium equations of the model are obtained using the minimum total potential energy principle and solved explicitly. The obtained results are compared with those based on different conventional beam theories and 3-D finite element (FE) simulations. It is shown that the model is capable of predicting accurately the deflection for a wide range of geometry and property parameters. It is demonstrated that the deflection of such deep box-type beams can be expressed as the summation of three different effects, namely bending deformations, conventional shear deformations in the framing members and sheathings, and additional in-plane shear deformations or shear slips of the weak web causing relative axial displacements between the framing members

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