Investigation of different steel intermediate moment frame connections under column-loss scenario

Alrubaidi, Mohammed; Elsanadedy, Hussein M.; Abbas, Husain; Almusallam, Tarek; Al-Salloum, Yousef

doi:10.1016/j.tws.2020.106875

Cited by 49 publications

(27 citation statements)

References 43 publications

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“…Table 1 shows the details about the experimental tests herein considered, including reference, connection type, specimen, span-to-depth ratio, and failure mode. The beam-tocolumn connection types herein considered are 1-14) boltedangle connections tested by Yang & Tan [20]; 15-18) web cleat, top and seat angle, top and seat with web angle (TWSA), and fin plate connections tested by Yang & Tan [21]; 19) web cleat connection tested by Liu et al [22]; 20) double web angle tested by Zhong et al [23]; 21) shear-connection tested by Alrubaidi et al [24]. Yang & Tan [20] experimentally investigated bolted-angle connections under tension, considering fourteen specimens by varying some important parameters such as material properties, bolt size, angle thickness, and bolt hole positions.…”

Section: Simple (Flexible) Connectionsmentioning

confidence: 99%

“…The behavior is dominated by the catenary action since the resistance of the specimen is mainly provided by this effect. Alrubaidi et al [24] investigated the progressive collapse risk of three one-third scale single-story, two-bay steel frames under a column removal scenario, also considering a shear-connection (S-C) specimen. The shear connection showed a very high progressive collapse risk since the beams are unable to redistribute the load carried by the removed column to the adjacent members.…”

Section: Simple (Flexible) Connectionsmentioning

confidence: 99%

“…The beam-tocolumn connection types herein considered are: 1-2) welded unreinforced flange-fillet welded web connection (WUF-FW) and bolted unstiffened extended end-plate with pre-tensioned high-strength bolts connections (4 E-BUEEP-P) tested by Alrubaidi et al [24]; 3-5) complete joint penetration (CJP) and reduced-web-section welded (RWS) connections tested by Lin et al [33]; 6-8) flush end-plate, extended end-plate and top and seat-web angle connections tested by Yang & Tan [37]; 9) flush end-plate (EPF) connection tested by Liu et al [34]; 10) top and seat-web angle (TSDWA) connection tested by Zhong et al [23]; 11-12) reduced beam section welded connection (RBS) and unstiffened extended end plate bolted connection (EP) tested by Dinu et al [29]; 13-18) flush end-plate connections tested by Gao et al [35]. Alrubaidi et al [24] investigated experimentally one-third scale single-story twobay steel frame with two different steel intermediate moment frame (IMF) connections conforming to ANSI/AISC 358-16, namely a welded unreinforced flange-fillet welded web (WUF-FW specimen) and a bolted unstiffened extended end-plate with pretensioned high-strength bolts (4 E-BUEEP-P specimen). For the WUF-FW specimen, the fracture of fillet welding between the bottom flange of the beam and middle column occurs, thus preventing the mobilization of the full catenary action.…”

Section: Semi-rigid Connectionsmentioning

confidence: 99%

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Progressive Collapse Performance of Steel Beam-to-Column Connections: Critical Review of Experimental Results

Ferraioli¹

2021

TOBCTJ

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Background: The steel beam-to-column connections are vulnerable structural elements when a building loses one or more of its vertical load-carrying components due to abnormal or accidental loading conditions. After a column is destroyed by abnormal loads, the tensile axial force of the beam gradually increased, while the bending moment decreased, and the load-resistance mechanism shifts from a flexural mechanism to a catenary mechanism, with the axial force becoming the prevailing factor. Aims: This paper investigates the progressive collapse performance of steel beam-to-column connections. While undergoing large deformation, the beam-to-column connections are subjected to moment, shear, and tension in conjunction with high ductility demand. Their behavior under monotonic loading depends on the moment-axial tension interaction and greatly affects the progressive collapse resistance of the structure. This paper presents a critical review of experimental tests of different types of steel beam-column joints (flexible, rigid, and semi-rigid) under a central-column-removal scenario. Methods: The experimental results, including load-deformation relationships, failure modes, and catenary effects, are described in detail. The findings are used to evaluate the rotation capacity of different types of steel beam-to-column connections. The results are compared to the acceptance criteria specified by the main progressive collapse guidelines for several beam-to-column connection categories. Results: In simple (flexible) joints, the stiffness and strength at higher drift angles essentially depend on the tensile capacity of the connection that prevents, in some cases, the full development of the catenary mechanism. The connection depth alone does not seem to be an effective parameter to predict the rotational capacity of beam-to-column connections, since different connections with similar values of the connection depth result in very different values of the maximum rotation capacity. In fully rigid and semi-rigid connections, after the column removal, the flexural resistance controls the behavior at the preliminary phase, and the tensile force is almost zero. With increased downward displacement, the axial tensile force also increases, developing a catenary mechanism. Although the stiffness of rigid and semi-rigid connections is higher than flexible connections, both categories result in similar rotation capacity. Conclusion: In all the simple connections herein considered, the plastic rotation capacity obtained by tests was found much higher than the code recommended values that are probably too conservative. On the contrary, for one rigid and two semi-rigid connections, the values of the plastic rotation capacity obtained by tests are lower than the corresponding recommended values. Thus, the suggested acceptance criteria proved to be out of the conservative side.

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Section: Simple (Flexible) Connectionsmentioning

confidence: 99%

Section: Simple (Flexible) Connectionsmentioning

confidence: 99%

Section: Semi-rigid Connectionsmentioning

confidence: 99%

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Progressive Collapse Performance of Steel Beam-to-Column Connections: Critical Review of Experimental Results

Ferraioli¹

2021

TOBCTJ

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“…During the past decade, several studies have investigated the progressive collapse of buildings exposed to accidental loads; however, the majority of studies have concentrated on bare framed structures and not filled frames, while little research has explored reinforced concrete (RC) buildings (Yu et al, 2019;Wang et al, 2020). Several experiments have examined the structural behavior of bare steel-frame single-story beam-column assemblies (Alrubaidi et al, 2020;Khandelwal et al, 2009; and multistory steel frames (Qian and Hu, 2008;Tavakoli and Alashti, 2013;Dinu et al, 2015) under a central-column-loss scenario. With regard to the central-column loss scenario, several numerical investigations have concentrated on high fidelity simulation with solid parts (Tan et al, 2021;Kiakojouri et al, 2021;Elsanadedy et al, 2021), as well as on macro simulation (Fu et al, 2016;Purnomo and Chandra, 2020;and Wang and Wang, 2021).…”

Section: Introductionmentioning

confidence: 99%

Investigation of different infill wall effects on performance of steel frames with shear beam-column connections under progressive collapse

Alrubaidi

Alhammadi

2022

Lat. Am. j. solids struct.

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This article examined steel frames with shear beam-column connections to determine the effectiveness of different masonry infill walls under progressive collapse. This research concentrated on the shear connection, which is the most common type of steel beam-column connection in steel buildings. Furthermore, this work experimentally evaluated one-third-scale steel-framed configurations with a single shear beam-column connection and another infilled steel frame wall configuration from the literature to verify the validity of 3D finite element models developed using the program ABAQUS. Finite element models were then used to investigate 16 different kinds of steel frames with infill masonry as well as the influence of multiple frames and the number of stories. In addition, the effects of a fully infilled frame and those of a bare frame and an infilled frame with openings were compared in flexural and catenary action phases. Results revealed that the steel building's structural strength and energy dissipation against progressive collapse are significantly improved by infill walls.

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“…Many research results have shown that the performance of beam-column connections is essential in the prevention of the progressive collapse of steel frames [8][9][10]. A large number of studies on beam-column connections were also conducted, including experiments and numerical and theoretical analyses [11][12][13].…”

Section: Introductionmentioning

confidence: 99%

Study on the Component‐Based Model of an All‐Welded Beam‐Column Connection for Progressive Collapse Analysis

Xie

Wen-yuan

Qian

2020

Advances in Civil Engineering

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The mechanical behavior of all-welded beam-column connections of steel frames during progressive collapse was numerically studied using finite element simulations. The validation of the numerical model was based on a previous test model. The analysis results indicated that the stiffness of the all-welded beam-column connection in the elastic-plastic stage was mainly provided by the shear stiffness of the panel zone, and the axial compression on the column had a substantial impact on the capacity and ductility of the all-welded beam-column connection. An improved component-based model of the all-welded beam-column connection was proposed. To verify the accuracy of the proposed model, a beam-column assembly with an all-welded connection was established and the influence of the catenary action, column axial compression, beam-column stiffness ratio, and dynamic performance was parametrically analyzed. The validation results showed that the proposed model was able to simulate the behavior of all-welded beam-column connections at large structural deformation.

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Investigation of different steel intermediate moment frame connections under column-loss scenario

Cited by 49 publications

References 43 publications

Progressive Collapse Performance of Steel Beam-to-Column Connections: Critical Review of Experimental Results

Progressive Collapse Performance of Steel Beam-to-Column Connections: Critical Review of Experimental Results

Investigation of different infill wall effects on performance of steel frames with shear beam-column connections under progressive collapse

Study on the Component‐Based Model of an All‐Welded Beam‐Column Connection for Progressive Collapse Analysis

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