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The design of reinforced concrete moment resisting frames in seismic zones relies on the strong column weak beam concept to ensure ductile failure. Insufficient joint shear strength, influenced by bond strength, is a primary cause of shear failure. The bond index, affected by compressive strength of concrete and yield strength of beam bars, quantifies bond deterioration. This study examines the cyclic loading performance of beam-column joints, focusing on joint shear behavior with varying concrete strengths, beam bar strengths, column depths, and diameters, thus aiming to address the conflicting views on the role of parameters when the variables affecting bond strength are varied. Ten seismically detailed reinforced concrete (RC) interior beam-column joint specimens were cast and tested as per IS 13920 (2016) and IS 10262 (2009). Classified into four groups, these specimens varied by beam bar yield strength, concrete compressive strength, beam bar diameter, and column width. All specimens underwent reverse cyclic lateral loading until failure, with bond strength assessed using the parameter Bond Index (Kitayama et al. Earthquake resistant design criteria for reinforced concrete interior beam column joints. Proceedings of the Pacific Conference on Earthquake Engineering, New Zealand, 5–8 August 1987. 1:315–326, 1987). Based on the experimental evaluation, it is concluded that all the variables considered significantly influence bond strength and, consequently, joint shear strength. Among these, the diameter of beam bars and concrete compressive strength are identified as the most influential factors directly affecting bond strength and joint shear strength. High yield strength bars are typically used as the main reinforcement in structural components; therefore, Fe 500 grade steel is an ideal choice for seismic applications. The column width is influenced by various design factors, making it less flexible to alter. Thus, by adjusting the diameter of beam bars and the concrete compressive strength, it is possible to change shear failure to the much preferred beam flexure failure in RC beam-column joints.

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Effect of Bond Deterioration on Shear Resistance of RC Interior Beam-Column Joints Under Reverse Cyclic Loading

  • 会议论文

  • 发表日期：

    2026年

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  • R. K. Vandana,
  • R. N. Sarath

摘要

The design of reinforced concrete moment resisting frames in seismic zones relies on the strong column weak beam concept to ensure ductile failure. Insufficient joint shear strength, influenced by bond strength, is a primary cause of shear failure. The bond index, affected by compressive strength of concrete and yield strength of beam bars, quantifies bond deterioration. This study examines the cyclic loading performance of beam-column joints, focusing on joint shear behavior with varying concrete strengths, beam bar strengths, column depths, and diameters, thus aiming to address the conflicting views on the role of parameters when the variables affecting bond strength are varied. Ten seismically detailed reinforced concrete (RC) interior beam-column joint specimens were cast and tested as per IS 13920 (2016) and IS 10262 (2009). Classified into four groups, these specimens varied by beam bar yield strength, concrete compressive strength, beam bar diameter, and column width. All specimens underwent reverse cyclic lateral loading until failure, with bond strength assessed using the parameter Bond Index (Kitayama et al. Earthquake resistant design criteria for reinforced concrete interior beam column joints. Proceedings of the Pacific Conference on Earthquake Engineering, New Zealand, 5–8 August 1987. 1:315–326, 1987). Based on the experimental evaluation, it is concluded that all the variables considered significantly influence bond strength and, consequently, joint shear strength. Among these, the diameter of beam bars and concrete compressive strength are identified as the most influential factors directly affecting bond strength and joint shear strength. High yield strength bars are typically used as the main reinforcement in structural components; therefore, Fe 500 grade steel is an ideal choice for seismic applications. The column width is influenced by various design factors, making it less flexible to alter. Thus, by adjusting the diameter of beam bars and the concrete compressive strength, it is possible to change shear failure to the much preferred beam flexure failure in RC beam-column joints.