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International Journal of Steel Structures

, Volume 19, Issue 1, pp 293–300 | Cite as

In-Plane Compression Behaviour of Steel Profile Sheets

  • R. S. Priyanga
  • Raghavan RamalingamEmail author
Article
  • 59 Downloads

Abstract

This study explores the in-plane strength of steel profile sheets and their application as load-bearing panels. The sheets are tested for concentric compression and compression with nominal eccentricity to account for possible eccentricities in load transfer. The compressive strength results obtained from the tests indicate the ultimate strengths and the failure modes of steel profile sheets. The failure modes observed also conform to the expected failure modes in thin walled steel sections. The relevance and application of various design codes to steel profile sheets are compared with the test results. The codes considered include IS 801-1975, EN 1993-1-3-2006, and the direct strength method from AISI-S100-2007. The predictions from design standards appear to be conservative which may be due to the continuous stiffened elements in profile sheets. The current study is limited to sheets of a single type of profile and thickness.

Keywords

Steel profile sheets Cold-formed steel In-plane rigidity 

List of symbols

\(A_{s}\)

Area of cross-section of intermediate stiffened element

\(A_{s\,red}\)

Reduced area of cross-section of intermediate stiffened element

\(b_{p}\)

Notional flat width of plane element

\(b_{s}\)

Stiffener width measured around the perimeter

\({\text{E}}\)

Young’s modulus of elasticity

\(F_{{{\text{a}}1}}\)

Allowable stress in compression in flexural buckling

\(F_{a2}\)

Allowable stress in compression in flexural torsional buckling

\(F_{y}\)

Yield stress of the material

\(I_{S }\)

Second moment of area of cross-section of intermediate stiffened element

\(K\)

Effective length factor

\(k_{w }\)

Coefficient for partial rotation restraint offered by web to stiffened flanges, taken conservatively as 1.0

\(L\)

Length of specimen

\(P_{crd}\)

Critical elastic distortion column buckling load

\(P_{crl}\)

Critical elastic local column buckling load

\(P_{nd}\)

Nominal axial strength for distortional buckling

\(P_{ne}\)

Nominal axial strength for overall buckling

\(P_{nl}\)

Nominal axial strength for local buckling

\(P_{y}\)

Yield load based on gross area of cross-section

\({\text{Q}}\)

Ratio of effective cross-section area to gross cross-section area

\(r\)

Radius of gyration about buckling axis

\(t\)

Thickness of cross section

\(t_{red}\)

Reduced thickness of cross section of intermediate stiffened element

\(\beta\)

\(1 - \left( {x_{o} /r_{o} } \right)^{2}\) where \(x_{o}\) distance from shear center to centroid along principal x-axis and \(r_{o}\) is the polar radius of gyration of cross section about shear center

\(\sigma_{cr,s }\)

Elastic critical stress of stiffener

\(\sigma_{ex}\)

Euler buckling stress about principal x-axis

\(\sigma_{t}\)

Elastic torsional buckling stress

\(\sigma_{TF0}\)

Elastic flexural torsional buckling stress

\(\lambda_{c}\)

Non-dimensional slenderness separately for overall, local and distortional buckling in using DSM

Notes

Acknowledgements

The authors would like to thank M/S LCP building products private limited, Chennai, for providing the profile sheet specimens that were used in the study. The authors also acknowledge the assistance from Muruganantham in conducting the tests.

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Copyright information

© Korean Society of Steel Construction 2018

Authors and Affiliations

  1. 1.School of Civil EngineeringSASTRA UniversityThanjavurIndia

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