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Asian Journal of Civil Engineering

, Volume 20, Issue 2, pp 171–185 | Cite as

Experimental theoretical and numerical studies on cold-formed steel stub channel columns with stiffeners

  • G. Beulah Gnana AnanthiEmail author
  • B. Ashvini
Original Paper
  • 7 Downloads

Abstract

This present work gives a detailed description on the experimental theoretical and numerical investigation on plain and lipped cold-formed steel built-up stub channel columns of 300 mm length. The columns are tested as fixed end condition with provision of stiffeners in the lip, flange or in the web portions. A total of 12 built-up plain columns and 9 built-up lipped columns are tested either as box or back to back configuration is studied for their failure pattern. The effect of load against axial shortening, load against lateral deflection, and load against strain behavior and the influence of stiffeners at various positions in the load carrying capacity are discussed in detail. Doubly symmetric plain section screwed back to back failed by plate buckling at the mid-height. Doubly symmetric plain face to face welded section failed by flexural buckling at the mid-height or at the top/bottom corner. Provision of stiffeners in the intersection of flange and web does not show a drastic increase in load when compared to providing stiffener in the web.

Keywords

Cold-formed steel Built-up columns Stub columns Web stiffened columns Flange stiffened columns Local buckling 

Nomenclature

Ag

Gross area of the section mm2

D

Overall lip depth

E

Modulus of elasticity (N/mm2)

Fy

Yield stress

K

Effective length factor

L

Unbraced member length

Pcrd

Critical elastic distortional column buckling

Pcre

Critical elastic flexural column buckling

Pcrl

Critical elastic local column buckling

Pn

Nominal axial strength

Pnd

Nominal axial strength for distortional buckling

Pne

Nominal axial strength for flexural buckling

Pnl

Nominal axial strength for local buckling

FEM

Finite element modeling

Py

Yield strength member

bo

Overall width

fu

Ultimate tensile strength of steel (N/mm2)

fy

Yield point of the steel (N/mm2)

ho

Overall depth

ri

Minimum radius of gyration

t

Base metal thickness

λ

Slenderness ratio

λd

Slenderness ratio for distortional buckling

λc

Slenderness ratio for flexural buckling

λl

Slenderness ratio for local buckling

CFS

Cold-formed steel

DSM

Direct strength method

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Copyright information

© Springer Nature Switzerland AG 2018

Authors and Affiliations

  1. 1.Department of Civil EngineeringAnna UniversityChennaiIndia

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