Seismic performance of cft column-to-wf beam moment connections

Rides, James M.; Lu, Le‐Wu; Sooi, T.K.; Vermaas, Garry W.

doi:10.1016/b978-008042821-5/50069-9

Cited by 4 publications

(2 citation statements)

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“…However, because the behavior of the beam-to-column connections for CFT is complicated and the design has not been sufficiently verified, their use has been limited [1][2][3][4]. In the Northridge Earthquake, US, 1994, the failure of beam-to-column connections was the common failure mode in steel structures [5,6].…”

Section: Introductionmentioning

confidence: 99%

Seismic behavior of bolted beam-to-column connections for concrete filled steel tube

Chung

Tsai

et al. 2005

Journal of Constructional Steel Research

111

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Section: Introductionmentioning

confidence: 99%

Seismic behavior of bolted beam-to-column connections for concrete filled steel tube

Chung

Tsai

et al. 2005

Journal of Constructional Steel Research

111

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“…Vandegans ͑1996͒ showed that the deformability of the column is due almost exclusively to the deformability of the loaded chord face, that may thus be considered as a clamped plate at the junction with the chord side walls. Reference should be made to other studies that have been performed on joints between beams and concrete-filled columns that are concerned with circular hollow sections ͑Shakir- Khalil et al 1992;Morino et al 1993;Ricles et al 1997͒. Application of the component method to RHS joints is still not possible given that, according to the philosophy of the method, full characterization of the most relevant component is still unavailable: the chord face loaded in bending and shear, denoted as (K 14 ) in Fig. 2.…”

Section: Introductionmentioning

confidence: 99%

Rotational Stiffness of Rectangular Hollow Sections Composite Joints

2003

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Joints in steel rectangular hollow sections filled with concrete present the added difficulty of involving the deformability of the connected faces in bending. This implies that, unless a good estimate of the moment-rotation curve can be obtained, complex and expensive detailing is required to ensure a fairly rigid response of the joint. A first step to achieve the objective of predicting the behavior of such a joint corresponds to an assessment of the initial stiffness of the joint. Starting with a brief review of the current state-of-the-art in the behavior of joints in hollow sections, this paper presents and discusses an analytical model based on an equivalent strip of the loaded face. A simple solution based on this model that has been calibrated with numerical simulations is also derived. The main parameters considered are the thickness of the loaded face and the dimensions of the loading area. Comparisons with some available numerical and experimental results are quite encouraging.

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