Experimental Study on Shear Capacity of High Strength Reinforcement Concrete Deep Beams with Small Shear Span–Depth Ratio

• Main Authors: Jun-Hong Zhang, Shu-Shan Li, Wei Xie, Yang-Dong Guo
• Format: Article
• Language: English
• Published: MDPI AG 2020-03-01
• Series: Materials
• Subjects: high-strength reinforcement concrete; deep beam; cracking load; shear capacity; strut-and-tie model
• Online Access: https://www.mdpi.com/1996-1944/13/5/1218

This study aimed to investigate the shear capacity performance for eight deep beams with HTRB600 reinforced high strength concrete under concentrated load to enable a better understanding of the effects of shear span&#8722;depth ratio, longitudinal reinforcement ratio, vertical stirrup ratio and in order to improve design procedures. The dimension of eight test specimens is 1600 mm &#215; 200 mm &#215; 600 mm. The effective span to height ratio <i>l₀</i>/<i>h</i> is 2.0, the shear span&#8722;depth ratio <i>&#955;</i> is 0.3, 0.6 and 0.9, respectively. In addition, the longitudinal reinforcement ratio <i>&#961;</i>_s is set to 0.67%, 1.05%, 1.27%, and the vertical stirrup ratio is taken to be 0%, 0.25%, 0.33%, 0.5%. Through measuring the strain of steel bar, the strain of concrete and the deflection of mid-span, the characteristics of the full process of shear capacity, the failure mode and the load deflection deformation curve were examined. The test results showed that the failure mode of deep beams with small shear span&#8722;depth ratio is diagonal compression failure, which is influenced by the layout and quantity of web reinforcement. The diagonal compression failure could be classified into two forms: crushing-strut and diagonal splitting. With decreasing of shear span&#8722;depth ratio and increasing longitudinal reinforcement ratio, the shear capacity of deep beams increases obviously, while the influence of vertical web reinforcement ratio on shear capacity is negligible. Finally, the shear capacity of eight deep beams based on GB 50010-2010 is calculated and compared with the calculation results of ACI 318-14, EN 1992-1-1:2004 and CSA A23.3-04, which are based on strut-and-tie model. The obtained results in this paper show a very good agreement with GB50010-2010 and ACI 318-14, while the results of EN 1992-1-1:2004 and CSA A23.3-04 are approved to be conservative.