Progressive Collapse Resistance of Bolted Extended End-Plate Moment Connections

Local failure of one or more components due to abnormal loading can induce the progressive collapse of a building structure. In this study, by the aid of available full-scale test results on double-span systems subjected to the middle column loss scenario, an extensive parametric study was performed to investigate the effects of different design parameters on progressive collapse performance of beam-to-column connections, i.e., beam span-to-depth ratio, catenary mechanism, and connection robustness. The selected full-scale double-span assemblies consisted of fully rigid (welded flange-welded web, SidePlate), semi-rigid (flush end-plate, extended end-plate), and flexible connections (top and seat angle, web cleat). The test results, including load-deformation responses, development of the catenary mechanism, and connection robustness, are presented in detail. The finding of this research further enables a comprehensive comparison between different types of steel beam-to-column connections since the effects of span-to-depth ratio and beam sections were filtered out.

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Behavior of I-beam bolted extended end-plate moment connections

Ain Shams Engineering Journal ◽

10.1016/j.asej.2013.03.004 ◽

2013 ◽

Vol 4 (4) ◽

pp. 685-699 ◽

Cited By ~ 20

Author(s):

Abdelrahim Khalil Dessouki ◽

Ahmed Hassan Youssef ◽

Mohamed Mostafa Ibrahim

Keyword(s):

Moment Connections ◽

End Plate ◽

Extended End Plate

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Cyclic loading of end plate moment connections

Canadian Journal of Civil Engineering ◽

10.1139/l99-080 ◽

2000 ◽

Vol 27 (4) ◽

pp. 683-701 ◽

Cited By ~ 18

Author(s):

B T Adey ◽

G Y Grondin ◽

J JR Cheng

Keyword(s):

Cyclic Loading ◽

Arc Welding ◽

Plate Thickness ◽

Welding Process ◽

Design Parameters ◽

Prediction Equations ◽

Moment Connections ◽

End Plate ◽

Extended End Plate ◽

Arc Welding Process

An experimental investigation of 15 cyclically loaded extended end plate connections was undertaken to assess the significance of some design parameters. The parameters investigated were beam size, bolt layout, end plate thickness, use of extension stiffeners, welding process, and weld preparation. Eleven of the 15 full-scale test specimens were designed to confine failure to the end plate and four were designed to develop the plastic moment capacity of the beam. Of the beam sizes tested (W360×51, W460×97, and W610×125) the W460×97 beam connections provided the most ductility. The relaxed bolt configuration provided more energy dissipation and connection ductility. The use of extension stiffeners improved the ability of the end plates to dissipate energy and increased the connection rotation at yield. An increase in end plate thickness results in an increase in the connection flexural strength. No significant difference in behaviour was observed between the connections fabricated using the shielded metal arc welding process and those fabricated using the flux-cored arc welding process. Bolt bending and loss of preload were observed in all the test specimens. End plate thickness prediction equations proposed by various researchers were evaluated by comparing predicted plate thickness with plate thickness used for the test specimens. New prediction equations that use yield lines in close agreement with those observed in the test specimens are proposed. The proposed prediction equations are able to predict the thickness of the end plate to within 13%. The proposed prediction equations are applicable to stiffened and unstiffened end plate moment connections with various bolt layouts. Extended end plate moment connections showed good potential for use in seismic zones.Key words: cyclic loading, energy absorption, extended end plates, moment connections, steel, yield line.

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Extended end plate moment connections under cyclic loading

Journal of Constructional Steel Research ◽

10.1016/s0143-974x(98)80073-4 ◽

1998 ◽

Vol 46 (1-3) ◽

pp. 435-436 ◽

Cited By ~ 5

Author(s):

B.T Adey ◽

G.Y Grondin ◽

J.J.R Cheng

Keyword(s):

Cyclic Loading ◽

Moment Connections ◽

End Plate ◽

Extended End Plate

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Cyclic Behavior of Bolted Extended End-Plate Moment Connections with Different Sizes of End Plate and Bolt Stiffened by a Rib Plate

Civil Engineering Journal ◽

10.28991/cej-030979 ◽

2018 ◽

Vol 4 (1) ◽

pp. 200 ◽

Cited By ~ 2

Author(s):

Abbas Haghollahi ◽

Reza Jannesar

Keyword(s):

Cyclic Loading ◽

Numerical Study ◽

Equivalent Plastic Strain ◽

Cyclic Behavior ◽

Moment Frames ◽

Moment Connections ◽

Element Analysis ◽

Inertia Moment ◽

End Plate ◽

Extended End Plate

This paper presents a numerical study on the behavior of prequalified Bolted Extended End Plate (BEEP) moment connections when are affected by cyclic loading. Specimens were six four-bolt extended end-plate connections consist of H-shaped columns and I-shaped beams with different geometry as well as different end-plate size and bolt diameter; three of them were stiffened by a triangular rib plate welded to the top and bottom of the beam flanges, and others remained unstiffened. They were modeled in ABAQUS software and their cyclic behavior was evaluated using finite element analysis. Responses of specimens were examined by presenting their equivalent plastic strain, stress distribution, and moment-rotation hysteretic curves. Results revealed that with the increase of beam height and inertia moment in equal story drift rotations, the reduction of connection strength occurred earlier due to the occurrence of local buckling in the beam web and flange after subjecting to cyclic loading. By comparing moment-rotation hysteretic responses of specimens, it was found out that in unstiffened BEEP connections with thinner end-plate, the use of single vertical rib stiffener can slightly improve their cyclic behavior, but in connections with thicker end plate, it showed no considerable effect. It was concluded that the BEEP connections whose dimensions are not based on the tenth code of the Iranian national building regulations, cannot satisfy the criteria of AISC seismic provisions for both special and intermediate steel moment frames, although they experienced no local beam web and flange buckling.

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