scholarly journals Performance of Locally Produced Cold–Formed Steel Sections for Roof Truss System

2012 ◽  
Author(s):  
Mahmood M. T. ◽  
C. M. Thong ◽  
C. S. Tan
Keyword(s):  
Construction Material ◽  
Public Works ◽  
Code Of Practice ◽  
Roof Truss ◽  
Design Values ◽  
Termite Attack ◽  
Steel Sections ◽  
Cold Formed Steel ◽  
Experimental Values ◽  
Steel Section

Secara tradisi, kayu biasanya digunakan untuk kekuda bumbung sebagai bahan binaan. Walaubagaimanapun, kegunaan kayu tidak lagi mendapat sambutan kebelakangan ini disebabkan kos yang tinggi, bukan mesra alam sekitar disebabkan banyak pokok perlu ditebang, terdedah kepada serangan anai–anai dan keupayaan yang rendah dibandingkan dengan keluli. Keratan keluli terguling–sejuk telah dicadangkan di dalam kertas ini bagi pembinaan sistem bumbung kekuda sebagai pilihan lain daripada kekuda kayu. Kertas ini membincangkan keputusan uji kaji bagi cadangan keratan keluli terguling–sejuk yang dikeluarkan oleh pengeluar tempatan sebagaimana yang dinyatakan di dalam kod BS5950 Part 5:1987 bagi kegunaan sistem kekuda bumbung. Ujian–ujian ini juga adalah untuk menepati keperluan–keperluan yang telah digariskan oleh Jabatan Kerja Raya Malaysia. Keputusan–keputusan ujian dari uji kaji menunjukkan keputusan persetujuan yang baik dengan BS 5950 Part 5. Keputusan uji kaji merumuskan bahawa keratan keluli terguling sejuk keluaran tempatan dan sambungannya sesuai digunakan bagi sistem kekuda bumbung. Kata kunci: Keratan keluli terguling-sejuk, sistem kekuda bumbung, keupayaan keratan, keratan C, keratan topi Traditionally, timber is usually used for roof truss as a construction material. However, the use of timber is no longer popular recently due to the increase in cost, not environmental–friendly as more trees need to be cut, prone to termite attack, and lesser capacity compared with steel. Cold–formed steel section has been introduced in this paper for the construction roof truss system as an alternative to the timber truss. This paper describes experimental test results of the proposed cold–formed produced locally with the code of practice as prescribed by BS 5950 Part 5: 1987 for the use in roof truss system. The tests were also performed to meet the requirements that have been outlined by Public Works Department Malaysia. The experimental results showed good agreement with BS 5950 Part 5. From the study it can be concluded that the proposed locally produced cold–formed steel sections and the connections are suitable to be used in the roof truss system provided that the design values should not be more than the experimental values. Key words: Cold-formed steel section, roof truss system, section capacities, C-section, hat-section

Experimental Study on Lateral -Torsional Buckling of Triangular Web Profile Steel Section

2015 ◽  
Vol 802 ◽  
pp. 178-183 ◽  
Author(s):  
Hazwani Hasan ◽  
Fatimah De’nan ◽  
Kok Keong Choong
Keyword(s):  
Bending Test ◽  
Lateral Torsional Buckling ◽  
Torsional Buckling ◽  
Four Point Bending ◽  
Percentage Difference ◽  
Design Values ◽  
Triangular Profile ◽  
Steel Sections ◽  
Manual Calculation ◽  
Steel Section

Triangular web profile (TriWP) is a structural steel section made of two flanges connected to a web plate of triangular profile. The ability of TriWP to resist lateral–torsional buckling (LTB) is one of the most important criteria considered in the design of this steel section. This study examined the LTB behavior of TriWP steel section and determined the buckling moment resistance (Mb,Rd) for TriWP. Beam specimens were analyzed using a four-point bending test. Four types of specimen sizes were used: 200 mm × 100 mm × 6.3 mm × 6 mm; 200 mm × 100 mm × 9 mm × 6.3 mm; 200 mm × 100 mm × 8 mm × 6 mm; and 200 mm × 100 mm × 6 mm × 5 mm sections. Testing results for all specimen sizes showed that the values for Mb,Rdof the TriWP steel sections were higher than those of the flat web section. The percentage difference of Mb,Rdfrom the experimental results for all specimen sizes ranged from 10.38% to 17.37%. The percentage difference of Mb,Rdof the experimental and design values based on manual calculation by using Eurocode 3 ranged from 9.13% to 43.8%.

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.

Composite concrete beam with multi-web cold-formed steel section

2019 ◽  
Vol 10 (2) ◽  
pp. 20
Author(s):  
Ahmed Youssef Kamal ◽  
Nader Nabih Khalil
Keyword(s):  
Experimental Test ◽  
Load Capacity ◽  
Reference Beam ◽  
Experimental Results ◽  
Structural Behaviour ◽  
Test Program ◽  
Concentrated Load ◽  
Steel Sections ◽  
Cold Formed Steel ◽  
Steel Section

Lately, structural engineers use cold-formed steel sections (CFS) in buildings due to its light-weight and easy shaping. Encasing the cold-formed steel sections by concrete avoiding the structure elements some of its disadvantages especially buckling. This paper reports an experimental test program for beams with a multi-web cold-formed steel section encased by reinforced concrete. Eleven (full-scale) specimens have tested under mid-span concentrated load, the experimental test program designed to cover many cold-formed steel section variables such as (web number, web height, and the steel section length). Comparison between the experimental results for specimens with encased steel cold-formed section and that for reference beam have presented. The experimental results show that the cold-formed steel webs number has a noticeable influence on the structural behaviour of the beam, such as increasing the beam load capacity. The beam load capacity, failure mode and the beam ductility have analysed, and some preparatory criteria for a sufficient outline have presented.

Experimental Investigation on Locally Produced Cold-Formed Steel Sections for Roof Truss System

2012 ◽  
Vol 13 (1) ◽  
pp. 620-623 ◽  
Author(s):  
Shek Poi Ngian ◽  
Mahmood Md Tahir ◽  
Tan Cher Siang ◽  
Ahmad Kueh Beng Hong ◽  
Shahrin Mohammad
Keyword(s):  
Experimental Investigation ◽  
Roof Truss ◽  
Steel Sections ◽  
Cold Formed Steel

Load capacity of uniformly compressed cold-formed steel section with punched web

1987 ◽  
Vol 14 (4) ◽  
pp. 550-558 ◽  
Author(s):  
K.S. Sivakumaran
Keyword(s):  
Load Capacity ◽  
Local Buckling ◽  
Iron And Steel ◽  
Out Of Plane ◽  
Steel Sections ◽  
Load Tests ◽  
Cold Formed Steel ◽  
Experimental Values ◽  
Stub Column ◽  
Effective Design

Load tests were carried out on 48 stub column specimens of cold-formed steel sections having flat widths of 82.5 and 144.7 mm, thicknesses of 1.60 and 1.29 mm, respectively, and various sizes and shapes of holes punched through their webs. This paper summarizes the experimental local buckling loads, ultimate loads, load–axial shortening relationships, and load–out-of-plane deflection relationships of the above specimens. Presently, the Canadian design code does not include any provisions in regards to the design of perforated cold-formed sections, owing to the lack of experimental results. A design approach using the present code "effective design width" for unstiffened elements is explored and the observations resulting from the comparison between the calculated values and the experimental values are given. The new American Iron and Steel Institute design specification gives an effective design width for cold-formed section with circular perforations. The appropriateness of this equation when applied to circular, square, and elongated openings is discussed. It appears that the design provisions of both codes are inadequate for the design of perforated cold-formed steel sections and further research is needed in this area. This is essential, considering the fact that, in practice, the cold-formed members often contain prepunched holes. Key words: axial load, buckling, building codes, cold-formed steel, effective design width, perforation, ultimate loads.

scholarly journals BEHAVIOR OF PARTIAL STRENGTH OF BEAM-TO-COLUMN CONNECTION WITH GUSSET PLATE FOR COLD-FORMED STEEL SECTIONS

2021 ◽  
Vol 10 (2) ◽  
Author(s):  
Muhammad Firdaus ◽  
Anis Saggaff ◽  
Mahmood Md Tahir ◽  
Kiagus Muhammad Aminuddin ◽  
Shek Poi Ngian ◽  
...  
Keyword(s):  
Composite System ◽  
Experimental Tests ◽  
Gusset Plate ◽  
Steel Sections ◽  
Cold Formed Steel ◽  
The Moment ◽  
Hot Rolled ◽  
Hot Rolled Steel ◽  
Steel Section ◽  
Good Agreement

The use of cold-formed steel (CFS) as part of a major construction has been rapidly increasing recently, as it is considered viable as an alternative to the conventional hot-rolled steel section. However, information about CFS as part of a non-composite system is still limited as the connection is designed as a pinned connection, only good for roof trusses and wall paneling. The aim of this research is to propose a connection for CFS sections that could enhance the strength of typical CFS connections, from pinned to partial strength connections. This paper presents the behavior of the partial strength of a non-composite beam-to-column connection for a cold-formed steel section where a gusset plate was used as a stiffener. This type of proposed connection for CFS is not limited only to the construction of roof trusses and wall cladding, but is also able to provide better flexural strength in semi-continuous construction. The proposed connections consisted of 6 specimens divided into two types, the first of which were stiffened by the gusset plate and the second of which were enhanced further with the top, seat and web angles. From the results of the experimental tests it was concluded that all the proposed connections can be categorized as partial strength connections, where the strength was more than 25% of the connected beam and suitable for use in semi-continuous construction. A relatively good agreement was recorded for the comparison between the experimental results and the predicted results from the EC3 component method super-imposed with a haunched gusset plate and top, seat and web angle components, which differed in the range of 1.31 to 1.5 times for the moment resistance and 1.07 to 1.37 times for the stiffness of the proposed connections.

Towards Light-Weight Composite Construction: Innovative Shear Connector for Composite Beams

2013 ◽  
Vol 351-352 ◽  
pp. 427-433 ◽  
Author(s):  
S.O. Bamaga ◽  
M.Md. Tahir
Keyword(s):  
Composite Beam ◽  
Concrete Slab ◽  
Low Cost ◽  
Construction Materials ◽  
Composite Beams ◽  
Shear Connectors ◽  
Steel Sections ◽  
Speed Up ◽  
Cold Formed Steel ◽  
Steel Section

Introducing low cost housing is one of the challenges face civil engineers now-days. Using lightweight construction materials i.e. cold formed steel sections is an alternate solution to overcome the challenge. In this study, a lightweight composite beam was introduced. It consists of cold formed steel section and profiled concrete slab. Experimental push tests were conducted to investigate the ductility and strength capacities of new and innovative shear connectors. The shear connectors were easy to form and give advantages to speed up the fabrication process of the proposed composite beam. The shear connectors showed large deformation and strength capacities. It is concluded that the proposed shear connectors could be used for lightweight composite beams.

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.

Local buckling capacity of C-shaped cold-formed steel sections with punched webs

1984 ◽  
Vol 11 (1) ◽  
pp. 1-7 ◽  
Author(s):  
Robert Loov
Keyword(s):  
Local Buckling ◽  
Effective Width ◽  
Test Results ◽  
Average Yield ◽  
Steel Sections ◽  
Load Tests ◽  
Cold Formed Steel ◽  
Stub Column ◽  
Best Fit ◽  
The Web

Load tests were carried out on 36 stub column samples of cold-formed steel studs having 38.1 mm wide × 44.5 mm long holes punched through their webs, steel thicknesses of 1.21–2.01 mm, and overall section depths of 63–204 mm. Based on these tests a best-fit equation for the effective width of the unstiffened portion of the web beside the holes has been developed. Suggested design equations have been proposed. The test results support the present equation for the average yield stress [Formula: see text] in Canadian Standards Association Standard S136-1974 but the present code equations for unstiffened plates are unduly conservative when applied to the design of the web adjacent to openings of the size considered.

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