Structural Behaviour of Combined Flange-Cleat and Gusset Plate Connection for Cold-Formed Steel Double Channel Sections

2012 ◽  
Vol 15 (1) ◽  
pp. 5-8 ◽  
Author(s):  
Cher Siang Tan ◽  
Mahmood Md Tahir ◽  
Poi Ngian Shek ◽  
Shahrin Mohammad ◽  
Ahmad Beng-Hong Kueh
Keyword(s):  
Structural Behaviour ◽  
Gusset Plate ◽  
Cold Formed Steel ◽  
Plate Connection ◽  
Double Channel

scholarly journals Analytical and Experimental Investigation on Slip-in Gusset Plate Connection for Double C-channel Sections of Cold-formed Steel

2019 ◽  
Vol 13 (1) ◽  
pp. 210-217 ◽  
Author(s):  
Kiagus Aminuddin ◽  
Anis Saggaff ◽  
Mahmood Md Tahir ◽  
Shek P. Ngian ◽  
Arizu Sulaiman ◽  
...  
Keyword(s):  
Point Of View ◽  
Lateral Loads ◽  
Rotational Stiffness ◽  
Gusset Plate ◽  
Moment Capacity ◽  
Modes Of Failure ◽  
Analytical Results ◽  
Beam Depth ◽  
Cold Formed Steel ◽  
Plate Connection

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 plate and bolts is one of the most commonly used connections to join structural members together. The application of this type of connection with cold-formed steels has not gotten enough attention in the literature and needs more investigation. Objective: The objective of this study is to evaluate the behaviour of the gusset plate connection with cold-formed steel sections based on its moment-rotation relation obtained experimentally when the beam depth is varied. Methods: Three specimens were built with three different depth of beams (i.e. 200, 250, and 300 mm) and constant depth of column (i.e. 300 mm). A same size gusset plate with a thickness of 10 mm was used for all the connections. A Full-Scale Isolated Joint test (FSIJ) was conducted as a testing method in this study to investigate the behaviour of the connection. Results: Three distinct modes of failure were distinguished based on observations in the experiments. Moreover, the obtained results implied that there is a meaningful difference between experimental and analytical results for moment capacity and rotational stiffness of the tested connections. Likewise, the results showed that the beam depth in this joint should be limited to have a ductile connection when the column depth is constant. Conclusion: The moment capacity of the tested connections was analytically underestimated by Eurocode 3 relative to the experimental results with an average amount of 75%, while the connection rotational stiffness overestimated by the analytical results with an average of 74%.

Experimental Investigation on Slip-In Connection for Cold-Formed Steel Double Channel Sections

2011 ◽  
Vol 250-253 ◽  
pp. 1038-1041 ◽  
Author(s):  
Cher Siang Tan ◽  
M.Md. Tahir ◽  
Poi Ngian Shek ◽  
Ahmad Beng Hong Kueh
Keyword(s):  
Construction Site ◽  
Construction Work ◽  
Huge Amount ◽  
Gusset Plate ◽  
Steel Framing ◽  
Cold Formed Steel ◽  
The Moment ◽  
Hot Rolled ◽  
Hot Rolled Steel ◽  
Double Channel

The application of cold-formed steel in light steel framing design can become a popular choice of Industrialized Building System, by moving huge amount of construction work to the factory and leaving the construction site cleaner and safer. However the joints behaviour for primary structures, particularly the partial strength semi-rigid beam-to-column connection has not been studied in depth. This paper presents the isolated joint test on slip-in connection using 6 mm hot-rolled steel gusset plate. Two cold-formed lipped channel sections were placed back-to-back to form beam and column members. Three specimens with the depth of beam ranging from 150 mm to 250 mm were tested. From the experimental results, it is observed that the ratio of moment resistance of joint to the moment resistance of the connected beam increases in the range of 0.46 to 0.70. The rotational capacities of the joints exceed 30 mRad. The rotational stiffness achieves 511 kNm/rad to 1671 kNm/rad. It is concluded that the proposed connections could be classified as partial strength connection.

Experimental Study on Seismic Performance of Ridge Joint of Double C Steel under Cyclic Loading

2011 ◽  
Vol 243-249 ◽  
pp. 1435-1438 ◽  
Author(s):  
Ming Chen ◽  
Yang Sun ◽  
Bing Qian Pi
Keyword(s):  
Experimental Study ◽  
Cyclic Loading ◽  
Seismic Performance ◽  
Engineering Application ◽  
Steel Structure ◽  
Energy Performance ◽  
Gusset Plate ◽  
Cold Formed Steel ◽  
Bolt Spacing ◽  
Steel Section

The double C steel section is made of two C steels with gusset plate through bolts. A ridge joint of double C steel is studied through experiment under cyclic loading in this paper. Through the four specimens with different gusset-plate’s thickness and bolt spacing, we analyze the effect of the gusset-plate’s thickness and bolt spacing on stiffness, ductility and energy performance. At last we recommend the suitable gusset-plate’s thickness. The results can give a reference to the engineering application of cold-formed steel structure.

Structural Behaviour of Blind Bolted Connection to Concrete-Filled Steel Tubular Columns

2010 ◽  
Vol 163-167 ◽  
pp. 591-595
Author(s):  
Jing Feng Wang ◽  
Xin Yi Chen ◽  
Lin Hai Han
Keyword(s):  
Analysis Model ◽  
Bolted Connections ◽  
Structural Behaviour ◽  
Tubular Columns ◽  
End Plate ◽  
Moment Resisting ◽  
Strength And Stiffness ◽  
Plate Connections ◽  
The Moment ◽  
Plate Connection

This paper studies structural behaviour of the blind bolted connections to concrete-filled steel tubular columns by a serial of experimental programs, which conducted involving eight sub-assemblages of cruciform beam-to-column joints subjected to monotonic loading and cyclic loading. The moment-rotation hysteretic relationships and failure models of the end plate connections have been measured and analyzed. A simplified analysis model for the blind bolted connections is proposed based on the component method. It is concluded that the blind bolted end plate connection has reasonable strength and stiffness, whilst the rotation capacity of the connection satisfies the ductility requirements for earthquake-resistance in most aseismic regions. This typed joint has excellent seismic performance, so it can be used in the moment-resisting composite frame.

Structural Performance of Cold-Formed Steel Structures with Bolted Connections

2005 ◽  
Vol 8 (3) ◽  
pp. 231-245 ◽  
Author(s):  
K. F. Chung
Keyword(s):  
Steel Structures ◽  
Internal Force ◽  
Structural Performance ◽  
Bolted Connections ◽  
Structural Behaviour ◽  
Moment Connections ◽  
Analysis And Design ◽  
Lap Shear ◽  
Numerical Predictions ◽  
Cold Formed Steel

This paper presents a number of experimental and theoretical investigations into the structural behaviour of cold-formed steel structures with bolted connections. Firstly, the basic deformation characteristics of bolted fastenings between cold-formed steel strips in lap shear tests is described, and advanced finite element modelling with solid elements as well as contact elements is carried out for comparison. Secondly, the structural behaviour of lapped Z sections with bolted moment connections is reported, and both analytical and numerical predictions on strength and stiffness of lapped Z sections are presented. Finally, the structural performance of double span lapped Z purlins is investigated numerically where the effects of lapped Z sections over internal supports on the internal force distributions along the purlin members are examined. The description is intended to provide both analysis and design methods as well as understandings to structural engineers, enabling them to design and build cold-formed steel structures rationally with improved structural performance.

Moment redistribution in cold-formed steel sleeved and overlapped two-span purlin systems

2018 ◽  
Vol 21 (16) ◽  
pp. 2534-2552 ◽  
Author(s):  
Pinelopi Kyvelou ◽  
Chi Hui ◽  
Leroy Gardner ◽  
David A Nethercot
Keyword(s):  
Carrying Capacity ◽  
Steel Beams ◽  
Finite Element Models ◽  
Load Carrying Capacity ◽  
Structural Behaviour ◽  
Moment Redistribution ◽  
Load Carrying ◽  
Parametric Studies ◽  
Physical Tests ◽  
Cold Formed Steel

Cold-formed steel purlin systems with overlapped or sleeved connections are alternatives to continuous two-span systems and exhibit different degrees of continuity. Both connection types are highly favourable in practice since they are both strategically placed over an interior support to provide additional moment resistance and rotational capacity where the corresponding demands are at their largest, thus improving the overall structural efficiency. Until recently, full-scale testing has been the most common way of investigating the structural behaviour of such systems. In this study, numerical modelling, capable of capturing the complex contact interactions and instability phenomena, is employed. The developed finite element models are first validated against data from physical tests on cold-formed steel beams featuring sleeved and overlapped connections that have been previously reported in the literature. Following their validation, the models are employed for parametric studies, based on which the structural behaviour of the examined systems is explored, while the applicability of conventional plastic design as well as of a previously proposed design approach is investigated. Finally, the efficiency of these systems in terms of load-carrying capacity is compared with their equivalent continuous two-span systems.

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