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

  • S.I. : Ten-story RC Full-scale Buildings
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Abstract

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.

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(Adopted from Visnjic et al. 2017)

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Acknowledgements

The authors would like to acknowledge the work performed by researchers at the National Research Institute for Earth Science and Disaster Resilience (NIED) for designing, constructing, and testing the building used in this study and for sharing the shake table test data, including J. Kang, E. Sato, Y. Tosauchi, K. Fukuyama, T. Inoue, H. Shiohara, T. Kabeyasawa, T. Nagae, H. Fukuyama, T. Kabeyasawa, and T. Mukai. Any opinions, findings, and conclusions or recommendations expressed in this paper are those of the authors and do not necessarily reflect the views of others mentioned here.

Funding

Funding for this study was provided by the ACI Foundation Project CRC 2020 P0038 that focuses on the assessment of the ACI 318 using data from the 2015 and 2019 E-Defense 10-Story, full-scale building tests.

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Authors and Affiliations

  1. University of California, Los Angeles, Los Angeles, CA, USA

    Mehmet Emre Unal, Saman A. Abdullah & John W. Wallace

  2. California State University, Fullerton, Fullerton, CA, USA

    Kristijan Kolozvari

  3. National Research Institute for Earth Science and Disaster Resilience, Tsukuba, Japan

    Koichi Kajiwara

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  1. Mehmet Emre Unal
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  2. Saman A. Abdullah
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  4. John W. Wallace
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  5. Koichi Kajiwara
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Correspondence to Mehmet Emre Unal or John W. Wallace.

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Unal, M.E., Abdullah, S.A., Kolozvari, K. et al. Evaluation of ACI 318-19 provisions for special moment frames and special structural walls using data from the E-Defense 10-story tests. Bull Earthquake Eng 21, 6699–6721 (2023). https://doi.org/10.1007/s10518-023-01718-7

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