Structural performance of steel fiber reinforced concrete three-ribbed wall with and without steel fabric under axial load / Naaim Abd Karim
Precast reinforced concrete wall offer many advantages during construction stage. One of the advantages is fast and economical. Despite that, the structure strength is carefully design in order to provide strong and reliable elements that made up the whole building. This research focus on the struct...
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| Format: | Monograph |
| Language: | English |
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Faculty of Civil Engineering
2013
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| Online Access: | http://ir.uitm.edu.my/18112/ http://ir.uitm.edu.my/18112/1/PPb_NAAIM%20ABD%20KARIM%20EC%2013_5.pdf |
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| Summary: | Precast reinforced concrete wall offer many advantages during construction stage. One of the advantages is fast and economical. Despite that, the structure strength is carefully design in order to provide strong and reliable elements that made up the whole building. This research focus on the structural performance of three-ribbed wall reinforced with steel fibre (WSF) and apart from steel fabric as the main reinforcement. In contrast, another typical wall was constructed without using steel fabric (WOSF). The wall dimensions are 1600 mm x 1000 mm x 100 mm (height x length x thickness) reinforced with B7 of steel fabric size as well as steel fibre HE 0.75/60 using concrete grade 30. Wall was set up as pinned-fixed at the top and lowest end. The loading consist of uniformly distributed axial load connected to hydraulic jack and has 2000 kN capacity limit. Analysis of result was done based on the ultimate load carrying capacity, wall displacement, mode of failure and cracking pattern. From experimental work, the ultimate load carrying capacity for WSF was 1729.1 kN and 1968.3 kN for wall WOSF respectively. In contrast, the theoretical calculation is 1444.38 kN and 1340.64 kN respectively. Furthermore, the horizontal displacement was 11.67 mm for WSF and 10.2 mm for WOSF. The location of the maximum displacement was located at 1450 mm from the lowest end while wall WOSF occurs approximately at 1150 mm (about 0.7H of the wall height). Wall WSF fails by crushing as indicated due to slenderness ratio 16 less than 20 and it experience crushing at the top end along load distribution area. |
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