Experimental and Numerical Study on the Effect of Heel Plate Length and Thickness on the Structural Integrity of Cold-fo
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International Journal of Steel Structures https://doi.org/10.1007/s13296-020-00413-6
Experimental and Numerical Study on the Effect of Heel Plate Length and Thickness on the Structural Integrity of Cold‑formed Steel Roof Trusses Je Chenn Gan1 · Jee Hock Lim1 · Siong Kang Lim1 · Horng Sheng Lin1 Received: 6 February 2020 / Accepted: 14 September 2020 © Korean Society of Steel Construction 2020
Abstract Cold-Formed Steel (CFS) is widely used as secondary framing material. Nowadays, the research of CFS as a primary steel roof truss system became more favoured. Therefore, it is very important to understand the behaviour of CFS roof trusses due to the uncertainty of the configuration of CFS roof trusses can affect its structural integrity. The objective of this research is to investigate the effect of heel plate length and thickness to the ultimate load capacity of CFS roof truss system. Nine different lengths and thicknesses of heel plate specimens were fabricated and subjected to concentrated loads until failure. The highest ultimate capacity for the experiment was 28 kN. Local buckling of top chords adjacent to the heel plate was the primary failure mode for all the heel plate. The results showed that the increment of the length and thickness of the heel plate had slightly increased the ultimate capacity, but decrease the deflection. The behaviour of the numerical results showed a good agreement with the experimental results. Numerical load capacity was higher than experimental load by an average ratio of 1.12. The behaviour of the bottom chord for both results was different after the load reached 20 kN. Keywords Cold-formed steel · Heel plate · Roof trusses · Local buckling
1 Introduction Construction Industry Development Board (CIDB) is trying to promote and assist more usage of Industrialized Building System (IBS) in the construction industry since Year 2003. The application of steel framing system using coldformed steel (CFS) roof truss is one of the IBS categories, which CFS had been introduced as steel framing design in Malaysia since then (Nuruddin 2003). CFS members likely to have stability failures such as local buckling, distortional buckling and overcall column buckling (Rondal 2000; Dawe and Wood 2006). Recently, built-up sections are widely used in CFS roof trusses which resulting an improvement in terms of local, distortional and overall buckling (Chen et al. 2019; Roy et al. 2018a, b, c; Roy and James 2019a; Roy et al. 2019b, c, d; Roy and Lim 2019; Roy et al. 2019;
* Jee Hock Lim [email protected] 1
Lee Kong Chian Faculty of Engineering and Science, Universiti Tunku Abdul Rahman, Jalan Sungai Long, Bandar Sungai Long, Cheras, 43000 Kajang, Selangor, Malaysia
Ting et al. 2018; Whittle and Ramseyer 2009). Macdonald et al. (2008) discussed about the various buckling modes that affecting the CFS design. Local buckling failure happened to be the primary failure mode for the CFS roof truss, where it occurred at the top chords of the truss (Harper et al. 1995; Dawe and Wood 2006; Wood and Dawe 20
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