scholarly journals Moment capacity of connection with the additional top and seat angles to slab and column panel of cold-formed steel section

2021 ◽  
Vol 8 (81) ◽  
pp. 1005-1018
Author(s):  
Sutanto Muliawan ◽  
Anis Saggaff ◽  
Mahmood Bin Md Tahir ◽  
Saloma Saloma ◽  
Muhammad Firdaus ◽  
...  
Keyword(s):  
Moment Capacity ◽  
Cold Formed Steel ◽  
Steel Section

STRENX SECTION 900

Alloy Digest ◽  
2017 ◽  
Vol 66 (7) ◽  
Keyword(s):  
Fracture Toughness ◽  
High Strength ◽  
Bend Strength ◽  
Bend Channel ◽  
Cold Formed Steel ◽  
The Common ◽  
Hot Rolled ◽  
Common Shape ◽  
Minimum Yield ◽  
Steel Section

Abstract Strenx Section 900 is a cold-formed steel section made of hot-rolled, high-strength steel with a minimum yield strength of 900 MPa (131 ksi). Its high strength combined with naturally stiff form enables construction of stronger and lighter structures. The common shape is a U-bend channel. This datasheet provides information on composition, physical properties, tensile properties, and bend strength as well as fracture toughness. It also includes information on forming, machining, and joining. Filing Code: SA-792. Producer or source: SSAB Swedish Steel Inc..

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.

Simplified calculation method for flexural moment capacity of cold-formed steel built-up section beams

2020 ◽  
Vol 23 (14) ◽  
pp. 3153-3167
Author(s):  
Xinmei Yao ◽  
Xuhong Zhou ◽  
Yu Shi ◽  
Yu Guan ◽  
Yuxuan Zou
Keyword(s):  
Calculation Method ◽  
Flexural Behavior ◽  
Moment Capacity ◽  
Failure Characteristics ◽  
Box Section ◽  
Cold Formed Steel ◽  
The Moment ◽  
Simplified Calculation ◽  
The Web ◽  
Simplified Calculation Method

Cold-formed steel built-up section beams are commonly employed in cold-formed steel framing owing to their excellent mechanical performance. In order to develop a simplified approach for obtaining the flexural moment capacity of built-up section beams, both experimental study and numerical analysis on the flexural behavior of cold-formed steel built-up I-section and box section beams under flexural load were carried out in this study. The I-section beams are assembled from two back-to-back cold-formed steel lipped channels, and the box section beams consist of a cold-formed steel plain channel overlapping a lipped channel. First, four-point bending tests were performed on 30 simply supported specimens having 10 different configurations, and the moment capacities and failure modes of built-up section beams at ultimate loads were investigated. The failure characteristics observed were the interaction of local and distortional buckling of the web and top flange for I-section beams and local buckling of the web and top flange in pure bending for box section beams. Then, finite element models were developed to simulate the tested specimens and validated against the experimental results in terms of the moment capacities and failure characteristics. Moreover, extensive parametric studies, including section height-to-width ratio and flange width-to-thickness ratio, were conducted with the validated numerical models to identify the key factors influencing built-up section beams. Finally, a simplified calculation method considering the reduction factor of the gross section modulus of the built-up section to predict the flexural moment capacities of cold-formed steel built-up I-section and box section beams was proposed.

Analysis of Cold-Formed Steel Lipped Channel Columns with Complex Edge Stiffeners and Web Holes

2013 ◽  
Vol 405-408 ◽  
pp. 664-667
Author(s):  
Chun Gang Wang ◽  
Yu Fei Cao ◽  
Lian Guang Jia ◽  
Hong Liu
Keyword(s):  
Finite Element Analysis ◽  
Failure Modes ◽  
Ultimate Load ◽  
Width Ratio ◽  
Distortional Buckling ◽  
Element Analysis ◽  
Stress Changes ◽  
Cold Formed Steel ◽  
The Web ◽  
Steel Section

This paper presents finite element analysis on cold-formed steel-section columns with complex edge stiffeners and web holes under axial compression. A total of 18 channel models with different parameters such as length, thickness and flange width are simulated. Failure modes, the ultimate load and the stress distribution around web holes are researched. The analysis results show that, the main failure mode of-section columns with complex edge stiffeners and web holes is distortional buckling. The carrying efficiency is higher as the thickness-width ratio increasing. Because of perforations on the web, the position of the max stress changes from the web near the mid-height of the specimens to the location adjacent to holes.

DISTORTIONAL BUCKLING OF COLD-FORMED STEEL SECTIONS SUBJECTED TO UNIFORMLY DISTRIBUTED TRANSVERSE LOADING

2010 ◽  
Vol 10 (05) ◽  
pp. 1017-1030 ◽  
Author(s):  
JIAN-KANG CHEN ◽  
LONG-YUAN LI
Keyword(s):  
Critical Stress ◽  
Stress Gradient ◽  
Transverse Loading ◽  
Distortional Buckling ◽  
Numerical Examples ◽  
Steel Sections ◽  
Cold Formed Steel ◽  
Steel Section

This paper presents an investigation on the influence of stress gradient on the elastic critical stress of distortional buckling of cold-formed steel sections supporting wall sheeting or roof cladding in buildings. The critical stress of distortional buckling of cold-formed steel section beams subjected to a uniformly distributed transverse loading is calculated using the model proposed recently by Li and Chen. The sections investigated in the paper include channel, zed, and sigma sections. Numerical examples are provided that highlight the influence of stress gradient, section dimensions, and sheeting lateral restraints on the critical stress of distortional buckling.

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%.

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