Seismic Resistance of Reinforced Concrete Beam-Column Joints

Hanson, Norman W.; Conner, Harold W.

doi:10.1061/jsdeag.0001785

Cited by 144 publications

(20 citation statements)

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“…14). 15 clearly demonstrated the importance of hoops to both resist shear demands and provide confinement to the core of flexural members subjected to multiple displacement reversals.…”

Section: Subsequent Studiesmentioning

confidence: 99%

A Review of Research on Shear Strength Decay in Members under Load Reversals

Lequesne¹,

Parra-Montesinos²

2016

SP-311: James K. Wight: A Tribute From His Students and Colleagues

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Early research on the behavior of frame members subjected to reversed cyclic displacements has been reviewed, with an emphasis on the phenomenon of shear strength decay. Information is provided about variables that affect shear strength decay and measures that can be taken to mitigate this phenomenon, which should be of interest to students and structural engineers learning or involved in earthquake-resistant design of reinforced concrete structures.Starting in the 1950s, the effect of reversing the loading direction on the flexural response of beams was investigated experimentally. Among other findings, tests showed that single and repeated reversals of load had little influence on flexural strength, but that loading history does influence the deformation capacity and stiffness of members. Although several researchers emphasized the importance of providing adequate transverse reinforcement confining the member core, the role of shear stresses on the response of frame members was not well understood until the early 1970s. Tests by Brown and Jirsa, Wight and Sozen, and Popov, Bertero and Krawinkler, showed that member strength can decay under reversals of load if shear stress demands are large or if inadequate transverse reinforcement is provided. In particular, it was shown by Wight and Sozen that maintaining the integrity of the concrete core through use of closely spaced transverse reinforcement with enough area to resist the entire shear demand without yielding is essential, although not necessarily sufficient. Changes to the ACI Building Code aimed at minimizing shear strength decay were first adopted in 1983 and have remained in subsequent editions of the Code with relatively minor changes.

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“…14). 15 clearly demonstrated the importance of hoops to both resist shear demands and provide confinement to the core of flexural members subjected to multiple displacement reversals.…”

Section: Subsequent Studiesmentioning

confidence: 99%

A Review of Research on Shear Strength Decay in Members under Load Reversals

Lequesne¹,

Parra-Montesinos²

2016

SP-311: James K. Wight: A Tribute From His Students and Colleagues

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“…Figure 1 illustrates the partial collapse of a building that may be attributed to beam-column joint failure. Recognizing the importance of beam-column joints as part of the seismic-force-resisting system in concrete frame buildings, many researchers, beginning with Hanson and Connor (1967), have conducted studies of joint behavior. Since that seminal work, many laboratory and analytical studies on beam-column joints without transverse reinforcement have been reported (Uzumeri 1977, Beres et al 1992, Priestley and Hart 1994, Clyde et al 2000, Hakuto et al 2000, Walker 2001, Calvi et al 2002a, Calvi et al 2002b, Pampanin et al 2002, Pampanin et al 2003, Gencoglu and Eren 2002, Ghobarah and Said 2002, Pantelides et al 2002a, Pantelides et al 2002b, Pantelides et al 2008, Antonopulos and Triantafillou 2003, Woo 2003, Wong 2005, Engindeniz et al 2008, Karayannis et al 2008, Bedirhanoglu et al 2010, Akguzel 2011, Quintana-Gallo et al 2011).…”

Section: Prior Studiesmentioning

confidence: 99%

Seismic Response of a Concrete Frame with Weak Beam-Column Joints

et al. 2015

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A reduced-scale, planar, two-story by two-bay reinforced concrete frame with weak beam-column joints was subjected to earthquake simulations on a shaking table. The beam-column joints did not contain transverse reinforcement, as is typical in older construction designed without attention to detail for ductile response. A series of linear and nonlinear analytical models of the frame were developed in accordance with American Society of Civil Engineers standards and subjected to the input base motions. The goodness of fit between analytical and measured results depended on the details of the analytical model. Reasonably accurate reproduction of the measured response was obtained only by modeling the inelastic responses of both columns and beam-column joints. The results confirm the importance of modeling nonlinear joint behavior in older concrete buildings with deficient beam-column joints.

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“…2 (Paulay et al, 1978). On the other side, Hanson and Connor (1967) and Ugale and Khante (2020) observed that joints without transverse reinforcement can't resist extra loads after advanced stages of reversed cyclic loading and exhibit large displacement with wide cracks. Hwang et al (2005) studied the role of joint hoops in the shear transfer mechanism in exterior beam-column joints.…”

Section: Introductionmentioning

confidence: 99%

Performance of Exterior Beam-Column Joints with U-Shaped Bars for Different Stirrups Detailing: Numerical Study

El-Naqeeb

El-Metwally

Abdelwahed

2021

Engineering Research Journal

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The relevant detailing of joint reinforcement plays a major role in ensuring adequate performance of reinforced concrete frames in terms of strength and ductility. The reinforcement detailing of joints with U-shaped bars in most common codes is achieved by providing a minimum stirrups reinforcement ratio and a maximum spacing between them; however, the contribution of the cross ties configuration within the joint core in the shear resisting mechanism is not considered. The nonlinear finite element analysis using ABAQUS software has been employed in this study to numerically investigate the influence of different joint reinforcement configurations on joint performance. Four sets of beam-column connections with different joint stirrups configurations have been modeled for achieving this purpose, considering two validated experimentally tested beam-column connections as reference. This study reveals that achieving the codes minimum joint reinforcement ratio using both internal cross ties and outer stirrups instead of outer stirrups only is more efficient in terms of joint strength and deformation capacity which indicates that the contribution of the cross ties considering its shape and location in the shear strength resistance should be considered. It has been observed that both the joint strength and deformation capacity have been significantly improved with the use of two closed rectangular cross ties or one polygon cross tie within the joint region. Hence, those two layouts are considered as the most practical solutions in which the maximum spacing between the stirrups can be considerably increased without affecting the joint performance. The results also proved that the induced stress in the joint stirrups doesn't necessarily reach their yield strength even at the instant of joint failure. Hence, the yielding assumption for all layers of joint reinforcement in some analytical models and different international codes is unsafe and needs some revision.

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Seismic Resistance of Reinforced Concrete Beam-Column Joints

Cited by 144 publications

References 0 publications

A Review of Research on Shear Strength Decay in Members under Load Reversals

A Review of Research on Shear Strength Decay in Members under Load Reversals

Seismic Response of a Concrete Frame with Weak Beam-Column Joints

Performance of Exterior Beam-Column Joints with U-Shaped Bars for Different Stirrups Detailing: Numerical Study

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