Abstract
This study tests ten full-size simple-supported beam specimens with the high-strength reinforcing steel bars (SD685 and SD785) using the four-point loading. The measured compressive strength of the concrete is in the range of 70–100 MPa. The main variable considered in the study is the shear-span to depth ratio. Based on the experimental data that include maximum shear crack width, residual shear crack width, angle of the main crack and shear drift ratio, a simplified equation are proposed to predict the shear deformation of the high-strength reinforced concrete (HSRC) beam member. Besides the post-earthquake damage assessment, these results can also be used to build the performance-based design for HSRC structures. And using the allowable shear stress at the peak maximum shear crack width of 0.4 and 1.0 mm to suggest the design formulas that can ensure serviceability (long-term loading) and reparability (short-term loading) for shear-critical HSRC beam members.
Highlights
High-strength concrete (HSC) has gradually transformed in use and scope for more than six decades, as mentioned by the American Concrete Institute (ACI 2010)
Given the emphasis on seismic capacity or safety of high-strength reinforced concrete (HSRC) in related studies, this study presents design formulas that ensure the serviceability and reparability of HSRC beam members based on experimental results
Besides of ACI 318 (2011) and JSCE (2007), this study investigates the application of the design formula for the shear strength of RC beams and columns recommended in Architectural Institute of Japan (AIJ) (1999) members, which is proposed on the basis of the truss-arch theory, on HSRC members
Summary
High-strength reinforcement is increasingly common in the construction industry. In Taiwan, high-strength reinforced concrete (HSRC) should include HRC with a specified compressive strength of at least 70 MPa and highstrength reinforcement with a specified yield strength of at least 685 MPa. as the most common specification for concrete engineering design in Taiwan, ACI 318 (2011) sets an upper bound of the yield strength of reinforcing steel bars to 420 MPa. Owing to the increasing strength of concrete and reinforcing steel, the mechanical behavior of HSRC structural members differs from that of normal-strength RC members. Mechanical models of HSRC members that accurately describe the lateral force–deformation relationship must be developed since the conventional model for normal-strength RC members may be infeasible for evaluating the performance of HSRC members or structures
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