Rotational Stiffness of Rectangular Hollow Sections Composite Joints

Silva, L. A. P.; Neves, Luís; Gomes, Filomena

doi:10.1061/(asce)0733-9445(2003)129:4(487)

Cited by 36 publications

(22 citation statements)

References 7 publications

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“…Nevertheless, a significant effort is being made for the applicability in connections involving HSS and CFT columns [2][3][4] The difficulty of the connection lies on the absence of access inside the tube that does not allow bolted connections with standard bolts. Primarily, the solution adopted by designers was welding, but execution and maintenance problems caused the development of blind-bolts, able to be tightened from one side of the tube.…”

Section: Feamentioning

confidence: 99%

Fire performance of blind-bolted connections to concrete filled tubular columns in tension

Pascual

Romero

Tizani

2015

Engineering Structures

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This paper describes an advanced numerical model to predict the fire behaviour of blind-bolts in the tension area of endplate connections between I-beams and concrete filled tubular (CFT) columns. It is the continuation of a previous research on the thermal response of connections, considering the tension load of a moment-resisting connection. Due to the absence of experiments and data on blind-bolts fire performance the aim was to provide a model for their study. The effect of two main variables was researched, the concrete infill of the columns and the anchored extension of the blind-bolt. The fire resistance rating (FRR), the failure mode and the force-displacement-temperature curve at high temperatures were discussed. Results proved that concrete inside the column enhances the connections response at elevated temperatures in terms of FRR and stiffness. On the other hand, the use of anchored blind-bolts compared with normal blind-bolts provided stiffer connections, but the FRR improvement depended on the plate thickness and steel bolt properties. Finally, the use of fire resistant steel bolts as a method to enhance the fire response was assessed, observing the benefits to these connections when the shank of the blind-bolt governs the failure.Pascual A M, Romero M L, Tizani W. Fire performance of blind-bolted connections to concrete filled tubular columns in tension. Engineering structures 2015;96:111-125. http://dx

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Section: Feamentioning

confidence: 99%

Fire performance of blind-bolted connections to concrete filled tubular columns in tension

Pascual

Romero

Tizani

2015

Engineering Structures

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“…Ghobarah et al [38] suggested an analytical model for the evaluation of the initial stiffness and plastic moment capacity of blind-bolted end-plate connections between open beams and tubular columns. Silva et al [39] presented an analytical model for the estimation of the column face stiffness in end-plate connections with concrete filled tubular column components; representative expressions were proposed based on finite element models as well as experimental results. However, available models on end-plate connections cannot be directly applied to blind-bolted connections with angles due to the 5 significant influence of contact phenomena as well as the complex interactions between the blind-bolts, column face and angle components as observed clearly in recent experimental studies [27].…”

Section: Introductionmentioning

confidence: 99%

Component-based mechanical models for blind-bolted angle connections

Mariotti

Elghazouli

2010

Engineering Structures

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This paper deals with the prediction of the monotonic and cyclic response of blind-bolted angle connections between tubular columns and open beams. Firstly, the experimental study used for validation purposes is briefly described with focus on the required connection details and material properties. A mechanical model, based on the component approach, is then proposed and a detailed description of the model assumptions, component characterization, overall considerations and model validation is presented. The proposed mechanical model is also used to perform a parametric investigation into the key factors influencing the behaviour of blind-bolted angle connections. It is shown that the blind-bolt grade, angle thickness, column face slenderness and gauge distance have a significant influence on the connection behaviour. Based on these findings, simplified approaches for the estimation of the initial stiffness and moment capacity of blind-bolted connections are suggested. Failure mode considerations and simple expressions for ensuring the desired yield mechanism are also discussed. In addition to the detailed component model, this work provides information necessary for the development of practical design procedures for blind-bolted angle connections.

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“…With respect to the joints using the U channels, a U channel is welded to the column and then the beam end-plates are attached to the U channel face by "classical" bolts. Design rules for these joint configurations are not yet covered in the current Eurocode 3, part 1-8 but these kinds of joint have been widely investigated in the literature (de Silva (2003(de Silva ( , 2008, Elghazouli (2009), France (1999aFrance ( , 1999bFrance ( , 1999c, Gome (1990), Huang (2013), Jaspart (1997Jaspart ( , 2005, Mágala-Chuquitaype (2010, 2010b, Park (2012), Vandegans (1995). However, it can be pointed out that the two above joint solutions have some disadvantages, in particular their cost and their generally low rigidity and resistance.…”

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confidence: 99%