Experimental investigation of beam-to-tubular column moment connections under column removal scenario

Li, Ling; Wang, Wei; Chen, Yiyi; Lu, Yong

doi:10.1016/j.jcsr.2013.05.017

Cited by 88 publications

(48 citation statements)

References 7 publications

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“…Such a degree of resilience of the WUF-B connections was apparently attributable to the robustness of the connection mechanism via the bolts whilst the structure underwent excessively large deformations. This observation echoes the findings from testing a pair of tubular connections where bolted and welded joints were used respectively [17], and it further suggests that a bolted connection is generally favourable for steel frames in resisting progressive collapse.…”

Section: General Behaviour and Failure Modessupporting

confidence: 77%

“…4(b)), the lateral constraint at the bottom of the assembly would not be present. Nevertheless, as observed from relevant test findings [12,17], the entire assembly still carries the upper load in a symmetrical manner prior to the first occurrence of a severe damage (for instance the fracture of beam bottom flange). Thereafter, the column would experience an unbalanced action as a result of the different resistances of the intact or damaged connections on both sides.…”

Section: Test Setupmentioning

confidence: 91%

“…For this purpose, a beam-joint-beam (B-J-B) assembly is considered appropriate [17]. Such an assembly, as depicted in Fig.…”

Section: Test Specimensmentioning

confidence: 99%

“…It has been demonstrated [11][12][13][14][15][16][17] that the catenary action mechanism has the potential to considerably supplement and eventually replace the flexural action in carrying the vertical load. However, it can be understood that the realisation of an effective catenary action depends upon two basic conditions: a) a sufficiently large axial tension can develop in the beams, and b) such axial tension can maintain whilst large deformation (and hence large slope) advances, which would effectively enable the transfer of the vertical load via the axial tension of the beams to adjacent columns.…”

Section: Introductionmentioning

confidence: 99%

“…According to the preceding experimental investigation of beam-totubular column moment connections under the column removal scenario [17], different connecting methods at the web may provide a similar flexural capacity but they could end up with considerably different catenary action capacity after flexural failure occurred. For a weldedweb connection, the flexural action and catenary action mechanisms tend to deteriorate simultaneously because of continuous crack propagation after the bottom flange of the beam section fractured.…”

Section: Introductionmentioning

confidence: 99%

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Effect of beam web bolt arrangement on catenary behaviour of moment connections

Wang

Chen

et al. 2015

Journal of Constructional Steel Research

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In a column-removal scenario for a building structure, the catenary action will play an essential role for the frame in resisting a progressive collapse. This paper investigates the catenary behaviour of welded unreinforced flangebolted web connections (i.e. WUF-B connection) in plane frames by means of full-scale testing and numerical simulation. Two different layouts of bolts at the beam web were considered, with four bolts arranged in one row or two rows in the two specimens, respectively. The results demonstrate that both specimens of the WUF-B moment connection were able to develop an effective catenary action via the bolted web following the primary flexural phase. The failure modes of the bolted web vary with different bolt arrangements under the catenary action. When all (four) bolts were arranged in one row, the lowest bolt bearing area on the web tends to be compressed to fracture before bolt tear-out failure occurs near the weld access hole. When the bolts were arranged in two rows, however, the shear tab cracked at the section across the bolt holes. The former failure mode is deemed to be more robust than the latter under a column removal scenario.

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Section: General Behaviour and Failure Modessupporting

confidence: 77%

Section: Test Setupmentioning

confidence: 91%

“…For this purpose, a beam-joint-beam (B-J-B) assembly is considered appropriate [17]. Such an assembly, as depicted in Fig.…”

Section: Test Specimensmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Effect of beam web bolt arrangement on catenary behaviour of moment connections

Wang

Chen

et al. 2015

Journal of Constructional Steel Research

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Damage evaluation of steel frame subjected to impact load at midspan

Chen,

Hao

et al. 2023

ce papers

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The lower floors of the multi‐storey structure can be impacted by the debris from the upper floor caused by gas and bomb explosion, which may induce damage or failure of the impacted substructure and lead to progressive collapse of large‐scale structure. The behavior of the frame with a steel beam and two adjacent beam‐column joints was numerically analyzed when the beam was impacted at midspan by various combinations of impact mass and velocity. The failure mode of the joints, the impact load and midspan displacement were analyzed. It shows that the beam‐column joint fails prior to the beam under all impact loading scenarios. The residual bearing capacity of the frame was also studied by statically pushing‐down the substructure after impact loading. A damage index was proposed using the residual capacity of the frame after impact loading divided by the static capacity of the joint without impact loading, and four damage levels, i.e., the minor damage, medium damage, severe damage, and collapse, were defined by the damage index. The boundaries of different damage levels of the frame under various impact loads were fitted, and it can be used to evaluate the damage level of the frame subjected to possible impact loads.

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