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Cold-Formed Steel Lipped Channel Section Columns Undergoing Local-Overall Buckling Interaction

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Abstract

This paper presents an experimental and finite element (FE) investigation into the local-overall buckling interaction behaviour of axially loaded cold-formed steel (CFS) channel section columns. Current design guidelines from the American Iron and Steel Institute (AISI) and the Australian and New Zealand Standards (AS/NZS) recommend the use of a non-dimensional strength curve for determining the axial capacity of such CFS channel section columns. This study has reviewed the accuracy of the current AISI (2016), AS/NZS (2018) and Eurocode (EN 1993-1-3) design guidelines for determining the axial capacity of CFS channel sections under local-overall buckling interaction failure. A total of 40 tests were conducted on CFS channel sections covering stub, short, intermediate, and slender columns with varying thicknesses. A nonlinear FE model was then developed and validated against the test results. The validated FE model was used to conduct a parametric study comprising 70 FE models to review the accuracy of the current design guidelines in accordance with AISI (2016), AS/NZS (2018) and Eurocode (EN 1993-1-3). It was found that the AISI (2016) and AS/NZS (2018) are conservative by 10 to 15% on average when determining the axial capacity of pin-ended CFS channel section columns undergoing local-overall buckling interaction. Eurocode (EN 1993-1-3) design rules were found to lead to considerably more conservative predictions of column axial load capacity for CFS channels.This paper has therefore proposed modifications to the current design rules of AISI (2016) and AS/NZS (2018). The accuracy of proposed design rules was verified using the FE analysis and test results of CFS channel section columns undergoing local-overall buckling interaction.

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Abbreviations

A:

Overall web length of section

Ae :

Effective area of the section

B:

Overall flange width of section

C:

Overall lip width of section

COV:

Coefficient of variation

Cp :

Correction factor depending on the number of tests

E:

Young’s modulus of elasticity

FEA:

Finite element analysis

Fm :

Mean of variation of the fabrication factor

Fn :

Critical buckling stress

Fy :

Yield load

i:

Radius of gyration

Mm :

Mean of variation of the material factor

PEN :

Axial strength

PAISI :

Axial capacity obtained from American Iron and Steel Institute

PEXP :

Axial capacity obtained from experiments

PFEA :

Axial capacity obtained from finite element analysis

Pm :

Mean value of the tested to predicted load ratio

Lcr :

Plane buckling length

Ncr :

Elastic critical force

Vf :

Coefficient of variation of the fabrication factor

Vm :

Coefficient of variation of the material factor

Vp :

Coefficient of variation of the tested to predicted load ratio

Vq :

Coefficient of variation of the load effect

β0 :

Target reliability index

σ0 .2 :

Static 0.2% proof stress;

λ:

Imperfection factor

λc :

Non dimensional slenderness ratio

\({\upchi }\) :

Reduction factor for the relevant buckling mode

\(\phi\) :

Capacity reduction factor

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Acknowledgements

The Ph.D. scholarship from Kiwi Steel NZ Ltd is greatly appreciated.

Funding

This research did not receive any specific grants from funding agencies in the public, commercial, or not-for-profit sectors.

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Authors and Affiliations

  1. Department of Civil and Environmental Engineering, The University of Auckland, Building 906, Level 4, Room 413, Newmarket campus, Auckland, 1010, New Zealand

    Krishanu Roy, Rehan Masood & James B. P. Lim

  2. School of Engineering and Science, Curtin University Sarawak, Miri, Sarawak, Malaysia

    Tina Chui Huon Ting

  3. Faculty of Engineering, Computing and Science, Swinburne University of Technology, Kuching, Sarawak, Malaysia

    Hieng Ho Lau

  4. Department of Civil Engineering, College of Engineering, Prince Sattam Bin Abdulaziz University, Al-kharj, 11942, Saudi Arabia

    Rayed Alyousef & Hisham Alabduljabbar

  5. Department of Civil Engineering, College of Engineering, King Saud University, Riyadh, 11362, Saudi Arabia

    Abdulaziz Alaskar & Fahed Alrshoudi

  6. Department of Construction Engineering and Management, National University of Sciences and Technology, Islamabad, Pakistan

    Rehan Masood

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  1. Krishanu Roy
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Correspondence to Krishanu Roy.

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Roy, K., Ting, T.C.H., Lau, H.H. et al. Cold-Formed Steel Lipped Channel Section Columns Undergoing Local-Overall Buckling Interaction. Int J Steel Struct 21, 408–429 (2021). https://doi.org/10.1007/s13296-020-00447-w

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