Cyclic Behaviour of Wide Beam-Column Joints with Shear Strength Ratios of 1.0 and 1.7

Authors: Roy Y. C. Huang, J. S. Kuang, Hamdolah Behnam

Abstract:

Beam-column connections play an important role in the reinforced concrete moment resisting frame (RCMRF), which is one of the most commonly used structural systems around the world. The premature failure of such connections would severely limit the seismic performance and increase the vulnerability of RCMRF. In the past decades, researchers primarily focused on investigating the structural behaviour and failure mechanisms of conventional beam-column joints, the beam width of which is either smaller than or equal to the column width, while studies in wide beam-column joints were scarce. This paper presents the preliminary experimental results of two full-scale exterior wide beam-column connections, which are mainly designed and detailed according to ACI 318-14 and ACI 352R-02, under reversed cyclic loading. The ratios of the design shear force to the nominal shear strength of these specimens are 1.0 and 1.7, respectively, so as to probe into differences of the joint shear strength between experimental results and predictions by design codes of practice. Flexural failure dominated in the specimen with ratio of 1.0 in which full-width plastic hinges were observed, while both beam hinges and post-peak joint shear failure occurred for the other specimen. No sign of premature joint shear failure was found which is inconsistent with ACI codes’ prediction. Finally, a modification of current codes of practice is provided to accurately predict the joint shear strength in wide beam-column joint.

Keywords: Joint shear strength, reversed cyclic loading, seismic codes, wide beam-column joints.

Digital Object Identifier (DOI): doi.org/10.5281/zenodo.1129864

References:

[1] J. LaFave and J. Wight, “Reinforced concrete exterior wide beam-column-slab connections subjected to lateral earthquake loading,” Struct. J., vol. 96, no. 4, pp. 577–585, 1999.
[2] H. Hatamoto, S. Bessho, and Y. Matsuzaki, “Reinforced concrete wide-beam-to-column subassemblages subjected to lateral load,” Spec. Publ., vol. 123, pp. 291–316, 1991.
[3] T. R. Gentry and J. K. Wight, “Wide Beam‐Column Connections under Earthquake‐Type Loading,” Earthq. Spectra, vol. 10, no. 4, pp. 675–703, Nov. 1994.
[4] S. A. Kulkarni and B. Li, “Seismic Behavior of Reinforced Concrete Interior Wide-Beam Column Joints,” J. Earthq. Eng., vol. 13, no. 1, pp. 80–99, 2008.
[5] B. Li and S. a. Kulkarni, “Seismic Behavior of Reinforced Concrete Exterior Wide Beam-Column Joints,” J. Struct. Eng., vol. 136, no. January, pp. 26–36, 2010.
[6] A. Benavent-Climent, “Seismic Behavior of RC Wide Beam-Column Connections under Dynamic Loading,” J. Earthq. Eng., vol. 11, no. March 2015, pp. 493–511, 2007.
[7] A. Benavent-Climent, X. Cahís, and R. Zahran, “Exterior wide beam–column connections in existing RC frames subjected to lateral earthquake loads,” Eng. Struct., vol. 31, no. 7, pp. 1414–1424, 2009.
[8] A. Benavent-Climent, X. Cahís, and J. M. Vico, “Interior wide beam-column connections in existing RC frames subjected to lateral earthquake loading,” Bull. Earthq. Eng., vol. 8, no. 2, pp. 401–420, 2010.
[9] I. Fadwa, T. A. Ali, E. Nazih, and M. Sara, “Reinforced concrete wide and conventional beam-column connections subjected to lateral load,” Eng. Struct., vol. 76, pp. 34–48, 2014.
[10] W. L. Siah, J. S. Stehle, P. Mendis, and H. Goldsworthy, “Interior wide beam connections subjected to lateral earthquake loading,” Eng. Struct., vol. 25, no. 3, pp. 281–291, 2003.
[11] C. G. Quintero, J. M. LaFave, and J. K. Wight, “Behavior of Slab-Band Floor Systems Subjected to Lateral Earthquake Loading.” 1996.
[12] A. M. Elsouri and M. H. Harajli, “Seismic response of exterior RC wide beam–narrow column joints: Earthquake-resistant versus as-built joints,” Eng. Struct., vol. 57, pp. 394–405, 2013.
[13] A. M. Elsouri and M. H. Harajli, “Interior RC wide beam-narrow column joints: Potential for improving seismic resistance,” Eng. Struct., vol. 99, pp. 42–55, 2015.
[14] J. M. LaFave, “Behavior and Design of Reinforced Concrete Beam-Column Connections with Wide Beams,” in Structures 2001, 2001, pp. 1–2.
[15] J. S. Kuang, H. Behnam, and Q. Huang, “Effective beam width of reinforced-concrete wide beam–column connections,” Proc. Inst. Civ. Eng. Build., vol. 0, no. 0, pp. 1–18, 2017.
[16] American Concrete Institute (ACI), “Building Code Requirements for Structural Concrete (ACI 318-14) and Commentary (ACI 318R-14),” Farmington Hills, MI, USA, 2014.
[17] ACI-ASCE Committee 352, “Recommendations for Design of Beam-Column Connections in Monolithic Reinforced Concrete Structures,” Farmington Hills, MI, 2002.
[18] BSI, “Eurocode 8: Design of structures for earthquake resistance, part 1: general rules, seismic actions and rules for buildings,” London, UK, 2004.
[19] NZS (Standards NewZealand), “NZS 3101: The design of concrete structures,” Wellington, New Zealand, 2006.
[20] J. Kuang and H. Wong, “Effects of beam bar anchorage on beam–column joint behaviour,” Proc. Inst. Civ. Eng. Build., vol. 159, no. SB2, pp. 115–124, 2006.
[21] ACI Committee 374, “Acceptance Criteria for Moment Frames Based on Structural Testing and Commentary,” Am. Concr. Institute, Farmingt. Hills, Mich, 2005.