Seismic behavior of composite connections — flexural capacity analysis

Nie, Jianguo; Qin, Kai; Cai, C.S.

doi:10.1016/j.jcsr.2008.12.003

Cited by 26 publications

(4 citation statements)

References 6 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…Previous investigation on the experimental behavior of H-beam-to-CFST column connections has included that of Kang et al [1], Varma et al [2], Ricles et al [3], Shin et al [4], Cheng et al [5], Wu et al [6], Nie et al [7], Wang et al [8], Park et al [9], and Qin et al [10][11]. Theoretical study on the flexural strength and shear strength has been conducted by Kawano et al [12], Koester [13], Lu et al [14], Morino et al [15], Fukumoto et al [16], Park et al [17], Jiang et al [18], Nie et al [19], Rong et al [20], and Qin et al [21][22][23]. Additionally, various connection alternatives have been proposed and explored by researchers, such as the application of blind bolt [24][25][26], combined channel angle connections [27], and through-bolt connections [28].…”

Section: Introductionmentioning

confidence: 99%

Seismic Behavior of Through-Diaphragm Connections Between CFRT Columns and Steel Beams-Experimental Study

Qin¹,

Chen

Wang³

et al. 2014

Volume 10 Number 3

View full text Add to dashboard Cite

This paper is an extension study to an experimental program involving one traditional and three novel through-diaphragm connections between concrete-filled rectangular tubular columns and steel H-beams. The proposed connection types utilize tapered diaphragm or triangular plates at the end of the beam to improve the seismic performance of traditional through-diaphragm connections. Based on the experimental results, the lateral force versus beam-column deformation response was assessed and the shear force versus shear distortion relationship in the panel zone was evaluated. It was observed that the improvement in connection details significantly enhanced the rotation capacity and shear stiffness. The deformation of the connections was also analyzed in terms of the contribution of the column, the beam, and the joint. In addition, the force transfer mechanism in the connections was investigated by analysis of the strain distribution The test results indicate that the proposed through-diaphragm connections are able to alleviate the stress concentration in the load transfer path and exhibit better seismic behavior. As a result, it can be concluded that the proposed connections are more suitable for applications in moment resisting frames in seismic regions.

show abstract

Section: Introductionmentioning

confidence: 99%

Seismic Behavior of Through-Diaphragm Connections Between CFRT Columns and Steel Beams-Experimental Study

Qin¹,

Chen

Wang³

et al. 2014

Volume 10 Number 3

View full text Add to dashboard Cite

show abstract

“…design strength of fillet welds; ae is the calculated thickness of weld; L1 is the extending length of the vertical stiffener; hf is the fillet weld size. Previous studies [31] indicate that the ultimate flexural capacity of the connections can be calculated using the ultimate strength of steel instead of the yield strength of steel in the proposed formulas. As a result, the yield and ultimate flexural capacities of the connection considering the twist of the L-CFST column and the tensile force from the fillet welds between the vertical stiffener and the beam flange connecting plate can be calculated as shown in Eqs.…”

Section: Flexural Capacity Calculation Methodsmentioning

confidence: 99%

Seismic Optimization Analysis of Vertical Stiffener Connection to L-CFST Column

2019

View full text Add to dashboard Cite

In this paper, 14 models in two series were designed and numerically analysed based on the results of quasi-static tests of vertical stiffener connections to L-CFST columns. For the fracture problem of the beam flange connecting plate at the end of the vertical stiffener, four optimization methods were proposed and compared in the H300 series: tapered vertical stiffener, flush vertical stiffener with beam flange, reduction beam section and thickened beam flange connecting plate. For the problem of the vertical stiffener fracture along the column flange, the effect of the vertical st iffener sectional area and width-to-thickness ratio were considered and analysed in the H400 series. The skeleton curves, Von Mises stress distribution and fracture index of each model in the two series were compared. The crack propagation on the beam flan ge connecting plate and vertical stiffener can be reduced and even eliminated using a thickened connecting plate and a minor width-to-thickness ratio, respectively. A calculation method for the flexural capacity of the vertical stiffener connection to the L-CFST column was proposed. Good consistency was observed between the theoretical and test results of both yield and ultimate flexural capacity. Finally, a design example of the flexural capacity of the connection is provided to guide the engineering practice.

show abstract

“…Nie [41] did research on the flexural capacity of connections composed of concrete-filled square steel tubular columns and steel concrete composite beams with interior diaphragms or anchored studs. Analytical models were proposed to take into account the effects of axial load, concrete slab, middle interior diaphragm, beam and column width condition, and punching shear failure mode.…”

Section: Figure 15 Beam-to-column Connection With Vertical Stiffenersmentioning

confidence: 99%

Development of Connections to Concrete-Filled Rectangular Tubular Columns

Chen¹,

Qin²,

Wang³

2015

Volume 11 Number 4

View full text Add to dashboard Cite

Concrete-filled rectangular tubular column composite frame systems with steel beams have been widely used in moment-resisting frames for engineering practice. This paper reviewed a variety of connection details to concrete-filled rectangular tubular (CFRT) columns that have been developed by different researchers. The research on CFRT connections was divided into three phrases. The first phase dates back to the late sixties of twentieth century, when the steel moment-resisting frames were regarded as one of the most ductile systems. The second phase is defined as the period between middle nineties and the beginning of the twenty-first century, during the early stage of which the Northridge earthquake and Kobe earthquake occurred and the conventional knowledge of traditional connections were subverted, leading to the requirement of paying more attention to the investigation of connection behavior under seismic loading. The third phase passes through the following year up to the present. During this phase, various connection alternatives were proposed and studied. Based on the summary of previous studies, the future developments were presented at the end of the paper.

show abstract

Seismic behavior of composite connections — flexural capacity analysis

Cited by 26 publications

References 6 publications

Seismic Behavior of Through-Diaphragm Connections Between CFRT Columns and Steel Beams-Experimental Study

Seismic Behavior of Through-Diaphragm Connections Between CFRT Columns and Steel Beams-Experimental Study

Seismic Optimization Analysis of Vertical Stiffener Connection to L-CFST Column

Development of Connections to Concrete-Filled Rectangular Tubular Columns

Contact Info

Product

Resources

About