Development of a new steel profile deck for composite floor system

• Main Author: Lim, Jia Ying.
• Other Authors: Chiew Sing Ping
• Format: Final Year Project
• Language: English
• Published: 2013
• Subjects: DRNTU::Engineering
• Online Access: http://hdl.handle.net/10356/53893
• Institution: Nanyang Technological University

Generally for ordinary profile steel deck, there are four possible modes of failure which are the bending moment failure at mid-span, shear failure at end support, web crippling and section failure over internal support under combined action of shear force and hogging moment. However, for this project, the author and her partner will be investigating on a newly developed steel deck using different codes of practice that has just been implemented recently by Building Construction Authority (BCA) in 2010. Hence, this report aims to investigate the behavior of the various modes of failure on a newly developed embossed profile steel deck through experimental studies and data analysis based on BS EN 1993-1-3 (Eurocode 3). The author and her partner conducted 14 specimens of steel deck profile with different thickness of 0.75mm and 1.0mm. These specimens are tested under static loading for the respective failure mode in which the applied load capacity is increased until failure occurs. The load-deflection characteristic of the profile steel decks is measured by the use of linear variable displacement transducer (LVDTs). After examining the failure load and deflection values, the graph of load versus deflection were then plotted out for data analysis. All the test setups were designed and carried out in accordance to the Eurocode 3 and hence different dimensions of the profile steel deck is required to fulfill the Eurocode standards. In order to facilitate the computation of the theoretical values, an excel template is created. With respect to the code predictions and calculations, the Eurocode 3 in general provides a lower theoretical value as compared to the experimental values. Hence, this shows that Eurocode is generally conservative and therefore safe for use. However, the experimental result of the failure loads show variations when compared to the theoretical values predicted from the Eurocode 3. This may be due to some of the limitation and experimental errors that may have occurred during the experiment which will be further elaborated in the report. In conjunction of this report, it is to be viewed entirely with another report under the same project ST19AB prepared by the author’s partner, Tan Lai Hui, on the similar analysis based on Eurocode 3 with focus on the web crippling failure and section failure over internal support under combines action of shear force and hogging moment.