Effects of Panel Zone Strength and Beam Web Connection Method on Seismic Performance of Reduced Beam Section Steel Moment Connections

Lee, Cheol-Ho; Jeon, Sang-Woo; Kim, Jin-Ho; Uang, Chia‐Ming

doi:10.1061/(asce)0733-9445(2005)131:12(1854)

Cited by 110 publications

(68 citation statements)

References 9 publications

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“…1a, whereas the fracture-prone RBS-B connections Fig.1b [6] experiences connection fracture prior to gradual deterioration of moment strength, causing a sharp decrease in moment strength [6]. The fracture-resistant RBS-B connections, the connection moment strength, M n , is larger than the moment demand at the column face, M f-pr corresponding to the probable maximum moment at the center of the reduced beam section.…”

Section: A Hysteretic Behavior Of Rbs-b Moment Connectionsmentioning

confidence: 99%

“…In contrast, the moment demand on the fracture-prone RBS-B connections exceeds the connection moment strength capacity, which leads to connection fracture. In order to predict the incidence of connection fracture, we use (1) with (2) as proposed by Han et al [6].…”

Section: A Hysteretic Behavior Of Rbs-b Moment Connectionsmentioning

confidence: 99%

“…To represent the hysteretic behavior of the panel zone, two spring elements are placed to simulate the trilinear force-deformation relationship as shown in Fig.2b, including the contribution of post-yield stiffness and strength of column flanges after the column web yields. For the beam-column connection, a fracture spring is installed (Fig.2d) to fail when the moment demand at the connection reaches the connection moment strength [6]. The RBS is modeled with an inelastic rotational spring element, placed at the center of the RBS (Fig.2c) to simulate the strength and the stiffness deterioration using a tri-linear backbone curve.…”

Section: B Analytical Model For Rbs-b Moment Connectionsmentioning

confidence: 99%

“…Collapse capacity is represented by pseudo spectral acceleration PSA(T n ,5%) at the fundamental period (T n ) of a 5% damped SDF system. The CMR is calculated using (6), where S MT is the pseudo spectral acceleration at T n of a model frame corresponding to the maximum considered earthquake at a site of interest: The ACMR is the calculated using (9)…”

Section: B Analytical Model For Rbs-b Moment Connectionsmentioning

confidence: 99%

“…And ANSI/AISC 358-05 [3] allows the RBS-B connection to be used as a prequalified moment connection for IMF systems. Han et al [6], however, investigated the cause of fracture in RBS-B connections designed according to FEMA 350 [1] and found that the connection moment strength equation specified in FEMA 350 [1] overestimates the actual moment strength of RBS-B connections, leading to connection brittle failure before the plastic moment capacity is reached at reduced beam sections.…”

Section: Introductionmentioning

confidence: 99%

See 4 more Smart Citations

Seismic Collapse Evaluation of Steel Intermediate Moment Frames

Han¹,

Kim²

2017

Proceedings of the 2016 International Conference on Architectural Engineering and Civil Engineering

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Abstract-A reduced beam section with a bolted web connection (RBS-B) is permitted for use only in Intermediate Moment Frames (IMF). In order to investigate whetherWhen a moment frame experiences brittle connection fracture, the seismic response demands on the remaining frame element increase substantially, increasing the probability of undesirable seismic response. Therefore, it is necessary to evaluate the seismic performance of IMFs buildings with RBS-B connections designed in accordance with current design code requirements [3].In order to investigate whether IMF systems with RBS-B connections provide satisfactory seismic performance, a seismic performance evaluation based on the procedure specified in FEAM-P695 [2] is conducted in this study. Four 3-, 6-, 9-, and 20-story model buildings with RBS-B

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Section: A Hysteretic Behavior Of Rbs-b Moment Connectionsmentioning

confidence: 99%

Section: A Hysteretic Behavior Of Rbs-b Moment Connectionsmentioning

confidence: 99%

Section: B Analytical Model For Rbs-b Moment Connectionsmentioning

confidence: 99%

Section: B Analytical Model For Rbs-b Moment Connectionsmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Seismic Collapse Evaluation of Steel Intermediate Moment Frames

Han¹,

Kim²

2017

Proceedings of the 2016 International Conference on Architectural Engineering and Civil Engineering

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03.06: A study on the behaviour of steel beam‐column connections to deep wide flange columns for seismic applications

et al. 2017

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The use of deep column profiles in lateral force resisting systems is becoming increasingly commonplace for the purpose of providing sufficient stiffness to meet lateral drift limits. Existing research on the behaviour of connections to deep column profiles is limited, and consequently this study aims to explore potential issues with these configurations. A parametric analytical investigation was performed focusing on the behaviour of one-sided reduced beam section connections to columns of variable depths. A total of forty assemblies were designed according to the 2010 AISC Specification. Four column sizes were considered, namely W14×426, W24×192, W27×194, and W30×191 (in metric designations, W360×634, W610×285, W690×289, and W760×284). Columns were subjected to five levels of axial load and were configured with either medium or weak panel zone strength. A common size beam was used for all configurations, namely a W36×150 (W920×223), so that the shear and bending moments transferred to the column were not a variable. Imperfections and second-order geometric effects were considered as part of the parametric investigation which used geometry and material characteristics from a previous experimental study. The results of this study suggest that the use of doubler plates to strengthen column webs causes a larger twist of the column when the connection is loaded, leading to the recommendation of using heavier profiles instead of reinforcement plates when strength limit states govern. Finally, this study shows that the use of deeper columns does not have a negative impact on the behaviour of the connection as long as the axial loads in the column are relatively low. When column axial loads approach the stability limit of the member, the connection detail used does not perform as intended, as local buckling phenomena reduce the connection capacity before a plastic hinge can fully form in the connected beam.

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Numerical investigations of earthquake resilient beam‐to‐column joints with replaceable BRFCPs using different restraint plates

Feng,

Li,

Zhang

et al. 2024

Earthquake Engineering and Resilience

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A replaceable buckling‐restrained flange cover plate (BRFCP) was previously proposed to improve seismic performance of beam‐to‐column joints. Quasi‐static tests were conducted to investigate the seismic performance of beam‐to‐column joints using three different formats of restraint plates for BRFCP: no restraint plate, separated restraint plate, and integral restraint plate. The test results showed that both separated and integral restraint plates restrained the core plate buckling under compression and increased the beam‐to‐column joints load resistances. This paper first validates finite element models (FEMs) using test results. Then the validated FEMs are used to investigate influences from different BRFCP design parameters (such as core plate thickness, restraint plate thickness and length, restraining gap size, and restraint plate blot prestress force) to the beam‐to‐column joint load–drift hysteretic responses. Finally, the paper proposes a design range of each investigated design parameter and a BRFCP design procedure.

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Effects of Panel Zone Strength and Beam Web Connection Method on Seismic Performance of Reduced Beam Section Steel Moment Connections

Cited by 110 publications

References 9 publications

Seismic Collapse Evaluation of Steel Intermediate Moment Frames

Seismic Collapse Evaluation of Steel Intermediate Moment Frames

03.06: A study on the behaviour of steel beam‐column connections to deep wide flange columns for seismic applications

Numerical investigations of earthquake resilient beam‐to‐column joints with replaceable BRFCPs using different restraint plates

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