Imperial College London
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ProfessorLeroyGardner

Faculty of Engineering, Department of Civil and Environmental Engineering

Professor of Structural Engineering
 
 
 
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Contact

 

+44 (0)20 7594 6058leroy.gardner

 
 
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Location

 

435Skempton BuildingSouth Kensington Campus

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Summary

 

Publications

Citation

BibTex format

@article{Quan:2021:10.1016/j.tws.2020.107251,
author = {Quan, C and Fieber, A and Gardner, L},
doi = {10.1016/j.tws.2020.107251},
journal = {Thin Walled Structures},
pages = {1--16},
title = {Elastic local buckling of three-flanged cross-sections},
url = {http://dx.doi.org/10.1016/j.tws.2020.107251},
volume = {160},
year = {2021}
}
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RIS format (EndNote, RefMan)

TY  - JOUR
AB  - In current structural steel design specifications, the local buckling of cross-sections is typically treated  on  an  element-by-element basis,  with  the  boundary  conditions  along  the adjoined longitudinal edges of the individual plates assumed to be simply-supported.  In reality, cross-sections buckle locally as a whole and the individual plate elements interact. As a result, the boundary conditions along the adjoined longitudinal edges of the critical isolated plate (i.e. that with the lowest elastic local buckling stress) lie between lower and upper bounds of simply-supported and fixed, respectively. Based on this concept, explicit formulae to predict the elastic local  buckling  stress  of  full  cross-sections of  common profiles,  including  I-sections, have recently been developed[1]. In the present paper, the formulae for single I-sections set out in[1] are extended to cover the case of three-flanged cross-sections that arise in longitudinally-stiffened plate girders and in the haunch and apex regions of portal frames. The geometry and loading of the studied cross-sections are assumed to remain constant along the member length, i.e. the influence of tapering and moment gradients on local buckling are not considered herein, but  has  been  evaluated  in  parallel  work [2]. The  proposed  formulae  are  calibrated  against results from finite strip analysis performed usingCUFSMv4.05[3]on a range of three-flanged sections, and provide predictions of elastic local buckling stresses that are typically within 5% of the numerically obtained values.
AU  - Quan,C
AU  - Fieber,A
AU  - Gardner,L
DO  - 10.1016/j.tws.2020.107251
EP  - 16
PY  - 2021///
SN  - 0263-8231
SP  - 1
TI  - Elastic local buckling of three-flanged cross-sections
T2  - Thin Walled Structures
UR  - http://dx.doi.org/10.1016/j.tws.2020.107251
UR  - https://www.sciencedirect.com/science/article/pii/S0263823120311216
UR  - http://hdl.handle.net/10044/1/85129
VL  - 160
ER  -
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