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Background
Beam-column connections are one of the most important parts of each building, which influence local/global behaviour of structures under vertical and lateral loads. From a practical point of view, a desirable connection is one that can be implemented conveniently in the construction site. For this reason, the connection with the gusset p...
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... profiles for beams (C200, C250, and C300) and one profile for the column (C300) were constructed based on BS EN 1993-1-3:2006 [28]. The dimensions of employed cross-sections are summarized in Table 2. 1) shows the configuration of the connection's bolts employed in three specimens, which arranged according to guidelines in Eurocode 3. All of the applied bolts had the same size and grade as M12 Grade 8.8 placed in 13 mm bolt holes. ...Similar publications
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Citations
... Adjusting other variables, such as bolt spacing, was a better alternative for increasing moment capacity than increasing member thickness [30]. The experimental results of beam-to-column cold-formed steel connections revealed that the beam depth was another factor that affected the connection's ability to withstand the bending moment; as the depth of the beam increased, so did the connection's ability to withstand moments [20,31]. However, the results were affected by the placement of the bolt attachment. ...
This study aims to understand the behavior of connection, which holds an important key to efficient designs of the cold-formed steel structure. The focus is on examining parameters that affect the rotational stiffness and behavior of the cold-formed steel connection made of single-lipped channel sections with a bolt and gusset plate system. The numerical study has been conducted using component-based finite element analysis, with the studied parameters including bolt diameters, number of bolts in the group, size of the bolt group, thickness of the cold-formed steel cross-section, and thickness of the connecting plate. The effect of the variables is evaluated and explained by comparison. The result of the study reveals that the rotational behavior of the connection depends on the details of the assembly. For the given base connection, the parameters that give the greatest effect on the rotation stiffness and the moment capacity are the number of bolts and the bolt diameters, whereas the parameter that provides the least effect is the bolt spacing. On the other hand, the bolt group size is the most influential parameter for the member connection. For both types of connections, the thickness of the cold-formed steel section and the thickness of the gusset plate have shown limited effect on stiffness and strength. Using different variables in assembling the connection can also lead to different failure types, either bolt failure or excessive bolt hole deformation, which leads to plate failure. Doi: 10.28991/CEJ-2023-09-11-08 Full Text: PDF
... Cold-formed gusset plate is a common and simple connection which can be adopted into most light steel frame designs and is thus a good starting point. Previous research conducted on cold-formed gusset plate connections [8][9][10] revealed its behaviour as a semi-rigid connection and its inability to achieve its flexural capacity before failing in buckling. The usage of a gusset plate section with a lower thickness than the connected member could lead to the premature failure alongside a lowered moment capacity. ...
The application of cold-formed steel sections has been extended from secondary members to primary structural members in recent years. This increases the use of gusset plate connections in cold-formed steel since it is a common connection used in steel structures. However, current design codes on connection design do not have a comprehensive method to consider the effects due to the buckling of the thin cold-formed steel sections. Therefore, it is important to develop a more accurate model to predict the capacity of cold-formed steel connections. This paper aims to propose an equation for gusset plate beam-to-column connection using finite element models. Finite element models have been developed and compared with existing test results. The failure mode and ultimate strength of the numerical models are similar to the experimental results. The validated finite element models are then used to study the effects of gusset plate thickness, effects of cold-formed steel section depth and thickness, and the effects of bolt size and spacings. Elastic and plastic stiffnesses are obtained from the developed models. The connection behavior followed a typical elastic-plastic curve according to the connection ductility and failure mode. An empirical model is developed from the finite element models to predict the joint behavior of gusset plate beam-to-column connection for cold-formed steel structures. AS 4600 may have underestimated the initial stiffness of the connection.
... Some CFS experiments have been conducted within a parametric analysis and experimental method in the IJT system. Some research has experimented with the IJT for the non-composite [3][4][5] and the composite [8][9][10][11][12]. ...
... IJT test for the connection of beam to column connection is investigated by Aminuddin et al. [3] with 10 mm thick rectangular gusset plates. The research methodology used in this study was an experimental and parametric analysis. ...
... Aminuddin et al. [4] continued their study by combining a similar gusset plate with the top-seat angle to improve the connection strength. From the study [3,4], it could be concluded that the moment capacity and connection stiffness have been improved by adding the top-seat angle in the connection. ...
The application of Cold-formed Steel (CFS) in construction works increased significantly. Recently this material is commonly used as a non-structural component. However, the research on CFS as a structural component still needs more comprehensive studies. This paper presents the parametric study of three connection types between CFS slab and column panel. It consists of: a) Gusset plate connection only (Isolated Joint Test (IJT)-01), b) Gusset plate with an additional seat angle (IJT-02), and 3) Gusset plate with additional top and seat angles (IJT-03). A T-shaped gusset plate was selected for all three connections. This current study investigates the moment capacity of the connection by combining the gusset plate with an additional top-seat angle. The dimension size of the lipped channel is C12524, and the top-seat angle is L1601607. The gusset plate thickness is 4 mm with M10 bolts. According to the component method, the assumption of el astic behavior is proposed in this paper (BS EN 1993-1-8 and BS EN 1993-1-3). The calculation results for each specimen confirm that IJT-03 is superior to IJT-01 and IJT-02. The failure mode of IJT-03 is predicted to happen at the top angle cleat due to the bending moment.
... non-composite is rectangular gusset plate [6], rectangular gusset plate with flange cleat [7], haunched gusset plate [8], welded connection [9], and T-Shaped gusset plate [10]. ...
... Aminuddin et al. [6] examined the beam to column joints of bare build up cold-formed steel connected by rectangular gusset plates 10 mm thick, experimentally and analytically. The beam depth varies from 200mm,250mm, and 300mm, and the same column size (depth=300mm). ...
... Firdaus et al. [8] continued the research on noncomposite joints that Aminuddin had done. The beam and column dimensions are the same as previous studies [6,7], but the haunched gusset plate was selected. This shape was chosen to avoid premature buckling of the gusset plate. ...
The use of cold-formed steel currently develops very fast. It is due to its advantages such as durability, stability, noncombustibility, sustainability, and cost-effectively. On the other hand, its disadvantages are difficult to connect, low fire resistance, residual stress on the cross-section that affects buckling resistance. In the previous research, to overcome the lack of buckling resistance in cold-formed steel, the composite connection is proposed. A recent study about cold-formed steel connection is divided into non-composite and composite research. The result of composite research has a higher moment capacity than non-composite. Most of the composite research is focused on beam and column with the concrete slab above the beam. In the current study, a T-shaped of gusset plates is used as a joint connector. This study aims to investigate the effect of the bottom flange cleat on the joint capacity. The slab panel's material is a Lipped Channel Section with the size of 12524 as the frames and reinforcements. The grade of cold-formed steel is fy = 530 MPa and fu = 590 MPa, while the T-shaped plate connector's strength is S355. The bolt used has a diameter of 10 mm, fy = 800 MPa. The flange cleats used is L100×100×10×80. The parametric study was conducted based on Eurocode 3. The connection with the additional bottom flange cleat has a higher moment resistance than without the flange cleat. The additional bottom cleat's influence is that the moment resistance increased the moment resistance from 17.11 kNm to 23.32 kNm. The predicted failure mode of the connection could be the failure that occurred at the top side of the cold-formed section of the slab due to the bending.
