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Testing of cold-formed ferritic stainless steel stub columns: axial behaviour and design strengths

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Abstract

The favourable properties of stainless steel sections like high strength, corrosion resistance, fire resistance, ease of maintenance, reuse and recyclability make it very suitable for sustainable structural/architectural applications over a wide range. The results obtained from an experimental study on cold-formed ferritic stainless steel stub column are detailed in this paper. The specimens were fabricated from ferritic stainless steel 409 M grade. Six specimens consisting of square hollow section and rectangular hollow section with pined ends were tested under concentric compression. The structural response was noted in terms of axial shortening trend under the loading history, failure modes, peak load and axial stiffness variations. Tensile coupons were also tested to obtain mechanical properties of the selected material. The test results obtained were compared against the strengths determined using the design rules given in Australian/New Zealand standard, European code for designing stainless steel members, and also with the strengths obtained using direct strength method. The comparisons of the results helped in bringing out clear conclusions.

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Abbreviations

A :

Gross cross-sectional area

b :

Width of the specimen

E :

Young’s modulus

f u :

Ultimate stress

f y :

Yield stress

h :

Depth of the specimen

l :

Length of specimen

l e :

Effective length of specimen

L o :

Gauge length of coupon

P AS/NZS :

Design strength calculated according to Australian and New Zealand standard

P crl :

Critical elastic local buckling load

P DSM :

Design strength calculated according to direct strength method

P EC3 :

Design strength calculated according to Euro code 3

P EXP :

Ultimate strength obtained from experimental work

P ne :

Nominal member capacity

P nl :

Nominal member capacity of a member for local buckling

P y :

Yield capacity of the specimen under compression

r y :

Radius of gyration about minor axis

t :

Thickness of the specimen

σ 0 .2 :

0.2% Proof stress

σ u :

Ultimate stress

λ c :

Overall slenderness

λ l :

Local slenderness

λ p :

Plate slenderness

λ o :

Limiting slenderness

ρ :

Reduction factor

Δ:

Local geometric imperfection

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Authors and Affiliations

  1. Department of Civil Engineering, National Institute of Technology Srinagar, Srinagar, Jammu and Kashmir, 190006, India

    A. R. Dar

  2. Department of Civil Engineering, Velalar College of Engineering and Technology, Erode, Tamil Nadu, 638009, India

    C. Karthik

  3. Department of Civil Engineering, Government College of Engineering Salem, Salem, Tamil Nadu, 636011, India

    M. Anbarasu

  4. Department of Civil and Environmental Engineering, National University of Singapore, 1 Engineering Drive 2, Singapore, 117576, Singapore

    M. Adil Dar

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  1. A. R. Dar
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  2. C. Karthik
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  4. M. Adil Dar
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Correspondence to M. Anbarasu.

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The authors declared no potential conflict of interest with respect to the research, authorship and/or publication of this article.

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Dar, A.R., Karthik, C., Anbarasu, M. et al. Testing of cold-formed ferritic stainless steel stub columns: axial behaviour and design strengths. Innov. Infrastruct. Solut. 6, 176 (2021). https://doi.org/10.1007/s41062-021-00541-w

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  • DOI: https://doi.org/10.1007/s41062-021-00541-w

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