scholarly journals Cold-formed steel sections with web openings subjected to web crippling under two-flange loading conditions—Part II: Parametric study and proposed design equations

2012 ◽  
Vol 56 ◽  
pp. 79-87 ◽  
Author(s):  
Asraf Uzzaman ◽  
James B.P Lim ◽  
David Nash ◽  
Jim Rhodes ◽  
Ben Young
Keyword(s):  
Parametric Study ◽  
Loading Conditions ◽  
Web Openings ◽  
Web Crippling ◽  
Steel Sections ◽  
Cold Formed Steel

Parametric Study of Compound Cold-Formed Steel Sections as Flexural Members

2015 ◽  
Vol 74 (4) ◽  
Author(s):  
Ker Shin Mu ◽  
Poi Ngian Shek ◽  
Arizu Sulaiman ◽  
Boon Cheik Tan
Keyword(s):  
Parametric Study ◽  
Local Buckling ◽  
Bending Moment ◽  
Steel Plates ◽  
Pure Bending ◽  
Moment Capacity ◽  
Flexural Members ◽  
Bending Capacity ◽  
Steel Sections ◽  
Cold Formed Steel

This paper presents a parametric study on compound cold-formed steel sections as flexural members. The compound members are used to sustain higher load and solve the problems of local buckling and lateral torsional buckling. The aim of this study is to investigate the strength of compound cold-formed steel section subjected to pure bending. Moment capacity of the compound section is calculated in accordance to Eurocode 3. The compound cold-formed steel sections proposed in this study are made up of two cold-formed steel C-section and hot-rolled plates. Steel plates with thickness of 3 mm to 8 mm are added to the cold-formed double C-section with the purpose to increase the bending capacity. From the comparison, moment capacity of compound sections give higher value as compared to cold-formed steel C-section with the comparison ratios range between 1.15 and 3.30. Results from the study show that compound cold-formed steel sections able to enhance the strength in resisting pure bending by adding steel plate at the flanges and web of the section. On the other hand, finite element modeling using ANSYS is carried out on two of the selected compound cold-formed steel sections and the results show good agreement with analytical results.

scholarly journals Web crippling behaviour and design of cold-formed steel sections

2019 ◽  
Vol 140 ◽  
pp. 387-403 ◽  
Author(s):  
B. Janarthanan ◽  
L. Sundararajah ◽  
M. Mahendran ◽  
P. Keerthan ◽  
S. Gunalan
Keyword(s):  
Web Crippling ◽  
Steel Sections ◽  
Cold Formed Steel

scholarly journals Resistance of cold-formed steel sections to combined bending and web crippling

2013 ◽  
Vol 4 (3) ◽  
pp. 435-453 ◽  
Author(s):  
Mohamed Salah Al-Din Soliman ◽  
Anwar Badawy Badawy Abu-Sena ◽  
Emad Emam Hassan Darwish ◽  
Mohamed Saeed Refaee Saleh
Keyword(s):  
Web Crippling ◽  
Steel Sections ◽  
Cold Formed Steel

Experimental investigation on the web crippling behaviour of pultruded GFRP wide-flange sections subjected to two-flange loading conditions

2021 ◽  
Vol 259 ◽  
pp. 113469 ◽  
Author(s):  
Jyotirmoy Haloi ◽  
Suman Kumar Mushahary ◽  
Arun Chandra Borsaikia ◽  
Konjengbam Darunkumar Singh
Keyword(s):  
Experimental Investigation ◽  
Loading Conditions ◽  
Web Crippling ◽  
The Web

Local buckling capacity of C-shaped cold-formed steel sections with punched webs

1984 ◽  
Vol 11 (1) ◽  
pp. 1-7 ◽  
Author(s):  
Robert Loov
Keyword(s):  
Local Buckling ◽  
Effective Width ◽  
Test Results ◽  
Average Yield ◽  
Steel Sections ◽  
Load Tests ◽  
Cold Formed Steel ◽  
Stub Column ◽  
Best Fit ◽  
The Web

Load tests were carried out on 36 stub column samples of cold-formed steel studs having 38.1 mm wide × 44.5 mm long holes punched through their webs, steel thicknesses of 1.21–2.01 mm, and overall section depths of 63–204 mm. Based on these tests a best-fit equation for the effective width of the unstiffened portion of the web beside the holes has been developed. Suggested design equations have been proposed. The test results support the present equation for the average yield stress [Formula: see text] in Canadian Standards Association Standard S136-1974 but the present code equations for unstiffened plates are unduly conservative when applied to the design of the web adjacent to openings of the size considered.

Sign in / Sign up

Export Citation Format

Share Document