Stiffness prediction for bolted moment-connections between cold-formed steel members

Lim, James B.P.; Nethercot, D.A.

doi:10.1016/s0143-974x(03)00105-6

Cited by 98 publications

(82 citation statements)

References 3 publications

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“…Similarly, the rotational stiffness at the apex of the bolt-group connecting the rafter to the apex bracket is k ar . It is worth noting that the rotational stiffness of the bolt-group in semi-rigid joints [10,11] is based on the bolt-hole elongation stiffness, k b , as presented in Table 2. Also, the bolt-hole elongation stiffness depends on the thickness of the cold-formed steel plates, calculated based on equations…”

Section: Structural Analysis and Designmentioning

confidence: 99%

“…4). As a result of these localized bolt forces, the moment capacity of the joints can be expected to be lower than that of the moment capacity of the channel sections; the strength of the joints can therefore be seen to be influenced by the size of the bolt-group [10,11]. In more general cold-formed steel portal framing systems, larger bolt-group sizes are required in order to increase both the rigidity and strength of the joints.…”

Section: Introductionmentioning

confidence: 99%

“…For the optimum design accounting for stressed-skin action and partial strength of semi-rigid joints, such effects were determined based on experimental studies [10,11,[22][23][24], which agree well with the British Standards BS 5950 for cold-formed steel. Although BS 5950 is now superseded by Eurocode 3, it should be noted that the considered topics are not available in the proposed premature design code and such research results still have immense value, independent of any design codes, especially for the study about cold-formed steel structures.…”

Section: Introductionmentioning

confidence: 99%

“…For this reason, this lengthy introduction is given to present the background to this work. The rigid joint is expensive to fabricate [1,10]. This paper will show that this is not necessary as a stressed skin design will result in the simpler joints to fabricate, i.e., without the swages rolled on the brackets and members' web.…”

Section: Introductionmentioning

confidence: 99%

See 3 more Smart Citations

Optimal design of cold-formed steel portal frames for stressed-skin action using genetic algorithm

Phan¹,

Lim²,

Tanyimboh³

et al. 2015

Engineering Structures

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, R. M. (2015). Optimal design of cold-formed steel portal frames for stressed-skin action using genetic algorithm. Engineering Structures, 93, 36-49. DOI: 10.1016/j.engstruct.2015 Optimal design of cold-formed steel portal frames for stressed-skin action using genetic algorithm This paper describes a stressed-skin diaphragm approach to the optimal design of the internal frame of a cold-formed steel portal framing system, in conjunction with the effect of semi-rigid joints. Both ultimate and serviceability limit states are considered. Wind load combinations are included. The designs are optimized using a real-coded niching genetic algorithm, in which both discrete and continuous decision variables are processed. For a building with two internal frames, it is shown that the material cost of the internal frame can be reduced by as much as 53%, compared with a design that ignores stressed-skin action.

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Section: Structural Analysis and Designmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

Optimal design of cold-formed steel portal frames for stressed-skin action using genetic algorithm

Phan¹,

Lim²,

Tanyimboh³

et al. 2015

Engineering Structures

View full text Add to dashboard Cite

show abstract

“…Previous research (Chung and Lau (1999); Lim and Nethercot (2004); Elkersh (2010); Öztürk and Pul (2015)) has shown that the main problem with using CFS in portal frames is the semi-rigidity of the connections due to bolt hole elongation. This reduces the moment carrying capacity of the connection (Wong and Chung (2002); Lim and Nethercot (2003); Dundu and Kemp (2006); Jackson et al (2012)).…”

Section: Introductionmentioning

confidence: 99%

Strength and Ductility of Steel Cold-Formed Section Beam to Column Bolted Connections

Aly

Hanna

Elmahdy

2017

Facing the Challenges in Structural Engineering

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Abstract. Recently, there has been a rapid growth in the construction of low to medium rise houses and portal frames with moderate spans using steel cold-formed sections (CFS) as primary structural elements. However, the strength and stability of steel frames depend largely on the nature of the connections between their elements. This paper presents a study of the structural performance of three configurations of beam to column bolted connections of single-lipped channel CFS. In the first model, a sleeve element is used to connect the beam to the column. The sleeve element has a channel cross section with a tapered web. This enables the transmission of forces through the flanges as well as the webs. In the second model, the beam is connected to the column by a tapered gusset plate. Bolts connect the webs of the beam and column sections to the gusset plate. The third model depends on placing a knee-bracing element between the beam and the column; consequently, forces are transmitted mainly from beam to column as shear forces. Finite element models are established with the use of shell elements to model the sections while beam elements are used to model the bolted fasteners. The model is verified by comparing its results with published experimental results. The dimensions of the cross section of the members studied are 200 mm for the web, 60 mm for the flanges, and 20 mm for the lip. The thicknesses of the connected CFS members and connection plates are the main parameters of the study.

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07.11: Rotational behavior of cold formed steel beams connected through clip angles

Natesan

Madhavan

2017

ce papers

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Cold -formed steel (CFS) members are gaining importance as a material of choice for low-rise residential construction in the developing world. The floor system used in such structures are constructed using CFS beams in a grid pattern. The CFS beams are typically connected utilizing clip angles whose rotation and ductility behavior is the focus of the present research. A total of 24 numbers of beam to beam connections with different connection configurations were tested to investigate the performance of clip angle connections concerning moment and rotational stiffness. The connection configuration parameters studied include four different aspect ratios for loaded leg, 3 different aspect ratios for anchored leg and two different thickness of clip angle. It was observed that the ultimate load of the clip angle bolted connection depends on the thickness and aspect ratios of clip angle. The maximum rotational stiffness value was obtained in the connection configuration 1.5 1X3.2-3. The rotational stiffness versus percentage of ultimate moment depends on the anchored leg aspect ratio. The strain deformation measured in both legs of the clip angle and on both sides of the member connection between the loaded member and anchored member and on the anchored member helps to describe the clip angle behavior and loaded CFS member.

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Stiffness prediction for bolted moment-connections between cold-formed steel members

Cited by 98 publications

References 3 publications

Optimal design of cold-formed steel portal frames for stressed-skin action using genetic algorithm

Optimal design of cold-formed steel portal frames for stressed-skin action using genetic algorithm

Strength and Ductility of Steel Cold-Formed Section Beam to Column Bolted Connections

07.11: Rotational behavior of cold formed steel beams connected through clip angles

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