Evaluation of ACI 318-19 provisions for special moment frames and special structural walls using data from the E-Defense 10-story tests

• Published in: Bulletin of earthquake engineering Vol. 21; no. 15; pp. 6699 - 6721
• Main Authors: Unal, Mehmet Emre, Abdullah, Saman A., Kolozvari, Kristijan, Wallace, John W., Kajiwara, Koichi
• Format: Journal Article
• Language: English
• Published: Dordrecht Springer Netherlands 01.12.2023; Springer Nature B.V
• Subjects: Amplification; Beam-columns; Civil Engineering; Concrete; Concrete testing; Direction; Earth and Environmental Science; Earth Sciences; Environmental Engineering/Biotechnology; Forces (mechanics); Frames; Gauges; Geophysics/Geodesy; Geotechnical Engineering & Applied Earth Sciences; Ground motion; Hydrogeology; Joints (junctions); Material properties; Mathematical models; Reinforced concrete; S.I. : Ten-story RC Full-scale Buildings; Shear; Shear forces; Slabs; Strain gauges; Structural Geology; Walls; Beam effective flange widths; Joint shear demands; Column shear amplification; Wall shear amplification; Beam shear demands
• ISSN: 1570-761X; 1573-1456
• DOI: 10.1007/s10518-023-01718-7

This paper focuses on the evaluation of the ACI 318-19 provisions for special moment frames and special structural walls using data from the 10-story reinforced concrete building tested on a shake table at the E-Defense facility (Miki, Japan) in 2018/2019. Using analytical models available in the literature and the data collected from the strain gauges affixed to the longitudinal reinforcement of the perimeter moment frame beams and the slabs, effective overhanging flange widths of the beams were calculated and compared with those required by ACI 318-19. Subsequently, beam and beam-column joint shear demands were calculated using the tested material properties of the reinforcement and the calculated effective flange widths of the beams. Although the ACI 318-19 provisions tend to underestimate beam effective flange widths, the beam and beam-column joint shear demands calculated using the experimentally determined effective flange widths were similar to values calculated using the ACI 318 requirements. Finally, floor acceleration recordings were used to determine the story shear forces in both directions of the structure to compare with ACI 318-19 design requirements. New provisions added to ACI 318-19 to address wall shear amplification provided a reasonably accurate estimate of the shear demands in the wall direction of the building, with test-to-predicted ratio of 0.97. However, ratios of test-to-predicted (by ACI 318) column story shear forces of 1.24 and 1.63 for the 50% and 100% JMA-Kobe ground motions, respectively, indicate that the ACI 318-19 provisions significantly underestimated shear demands in the moment frame direction. Approaches available in the literature to address shear amplification of moment frames were evaluated and found to significantly improve these predictions, suggesting that column moment frame shear demands could be updated.