A Report On The Axial Stress Strain Behavior

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It is widely known that many older reinforced concrete columns, including particularly those RC columns constructed prior to the 1970s, may suffer from an inadequate amount of transverse steel reinforcement providing insignificant confining pressure to the concrete core, and hence, the seismic performance of such columns may be very poor due to their insufficient ductility or low concrete strength. Since the FRP composites owe some of the favorable properties such as high strength-to-weight ratio and excellent corrosion resistance, the use of externally bonded FRP composites has significantly increased in the construction industry as a confining material for concrete to enhance both strength and ductility of existing RC members. For proper…show more content…
2006; Lam et al. 2006; Abbasnia and Ziaadiny 2010; Abbasnia et al. 2012(b); Abbasnia and Holakoo 2012; Ozbakkaloglu and Akin 2012; Demir et al. 2015). In fact, the majority of available studies have concentrated largely on small cross-section dimensioned columns with a section aspect ratio of less than 2.0. The width and depth of their cross-sectional dimensions were varied in the range between 100 mm and 300 mm. In addition, the studies have greatly focused on smaller scale columns of typically 300 to 500 mm in height. However, Tan (2002) developed a monotonic model to assess the strength enhancement of FRP confined half scale rectangular columns with a section aspect ratio of about 3.65, representing only columns in the monolithic housing apartments. Of the few papers published to data on cyclically loaded plain concrete columns, Abbasnia et al. (2013) investigated the cyclic stress-strain behavior of 12 FRP-confined unreinforced concrete prisms of size 120×180×300 mm (aspect ratio 1.50), and 90×180×300 mm (aspect ratio 2.0). The earlier research conducted by Hany et al. (2015) has included both experimental and analytical approaches for investigating and predicting the axial stress-strain behavior of unreinforced concrete specimens of size 140×180×500 mm (aspect ratio 1.28), and 130×200×500 mm (aspect ratio 1.54). Such small size specimens may be stiffer than to be strengthened with FRP-techniques (Pessiki et al. 2001).
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