Analytical and Experimental Investi Gati on of Cold-Formed Steel Beam-to-Column Bolte D Gusset-Plate Joints

Bučmys, Žilvinas; Daniūnas, Alfonsas

doi:10.3846/13923730.2015.1084039

Cited by 22 publications

(4 citation statements)

References 28 publications

(22 reference statements)

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“…The stiffness of Sj,tsw was calculated in accordance with EC3 procedures and the same procedures were also adopted by Faella [17] and Pisarek [18]. Bucmys [4] introduced the equation of the stiffness of the gusset plate joint (Sj,gp) as the sum of the series of the stiffness of the beam bolt group (Sb,bg, ini), column bolt group (Sc,bg,ini) and the gusset plate itself (Sgp,ini) using Equation (4).…”

Section: Test Set-up and Proceduresmentioning

confidence: 99%

“…Several investigations have recently been conducted on CFS non-composite connections, taking into consideration the contribution of other connection components. Bucmys reported that one type of connection that is fast and easy to install is the gusset plate [4]. Dubina, Stratan et al [5] evaluated the performance of a CFS double-pitched roof channel back-to-back with a gusset-plate bolt connection, and implemented the component method to determine the characteristics of the connection.…”

Section: Introductionmentioning

confidence: 99%

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Behavior of Partial Strength of Beam-to-Column Connection With Gusset Plate for Cold-Formed Steel Sections

Firdaus

Saggaff

Tahir

et al. 2021

AEJ

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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.

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Section: Test Set-up and Proceduresmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Behavior of Partial Strength of Beam-to-Column Connection With Gusset Plate for Cold-Formed Steel Sections

Firdaus

Saggaff

Tahir

et al. 2021

AEJ

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“…B. A. et al 2012;Aly et al 2018;Bučmys and Daniunas, 2015;Wrzesien et al 2012) to study the seismic efficiency of the steel moment-resisting frames with gusset plates connections whereby results of the tests were used for validated various modeling methods for estimation of the strength and stiffness of these structures such as detailed FE modeling, equivalent and interior force distributions. In the CFS moment-resistant frame systems, the moments that occurred at the bolted connections can be used to determine the required strength of the columns and beams using the column shear equivalent to the sliding resistance of the bolt group and the connecting bearing element of the column shear relating to the design story drift.…”

Section: Introductionmentioning

confidence: 99%

Experimental Study of Earthquake Simulator for 3D Cold-Formed Steel Frame Structure

Alemdar

Al-Gaadi

2022

Lat. Am. j. solids struct.

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This paper aims to perform the experimental test and numerical FE analysis of the cold-formed steel frame structure to provide new proposals to improve the strength, rotation capacity, and seismic energy dissipation in these structures. A 3D full-scale three-story CFS frame structure is experimentally investigated under four sets of input data for 100% and 50% scales of Northridge and Kocaeli earthquake acceleration records using the shaking table test. In each test, the frame acceleration and displacement are observed. A FE model is employed to assert the validity of the experimental test. The results indicated that the maximum story drift ratio of the frame ranges from 1.14% to 3.70%. It is observed that the average similarity ratio of the maximum displacement results between FE analysis and shaking table test is 92%. It is shown that the translational stiffness for the system decrease as the earthquake acceleration records decrease. It is also shown that using the image processing technique in the shaking table test can offer much more acceptable and economical solutions in determining the displacement parameters.

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“…Very high values of local stresses and strains on the steel member joint may cause premature failure to the cold-formed steel structures. Gusset-plate connection are the most accessible type of connection for cold-rolled steel where the gusset-plate can be used as a connection for a beam-column members [3]. Gussetplate connections include a variety of shapes such as haunch gusset-plate and also rectangular gusset-plate where this type of gusset-plate have the advantages in terms of easy installation and maintenance.…”

Section: Introductionmentioning

confidence: 99%

An Experimental Analysis on the Moment Rotation of Beam-Column Connection using Cold-form Steel Section

Nadya¹,

Usman²

2018

IJET

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A beam-column connection of cold-formed steel section was arranged as an isolated joint. An experimental testing has been done on the model specimen until the model reached its failure mode. The behaviour of the cold-formed bolted connection in the matter of its strength and stiffness of the steel connection was studied. In this study, gusset-plate and bolted angle flange cleat connection were used in which it can stiffen the cold-formed beam-column connection. Moment-rotation curves were generated from the test results to represent the behaviour of the bolted connections. The design expression of the beam-column connection is following the design standard of Eurocode 3 BS EN 1993-1-8. The set-up of the experimental analysis, the procedure and the failure mode results are discussed in details. The moment capacity of 5.9 kN.m has been recorded for the beam section and 7.3 kN.m for the column section. The stiffness (Sj) was recorded as 120.94 kN.m/rad for the beam section and 182.42 kN.m/rad for the column section.

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Analytical and Experimental Investi Gati on of Cold-Formed Steel Beam-to-Column Bolte D Gusset-Plate Joints

Cited by 22 publications

References 28 publications

Behavior of Partial Strength of Beam-to-Column Connection With Gusset Plate for Cold-Formed Steel Sections

Behavior of Partial Strength of Beam-to-Column Connection With Gusset Plate for Cold-Formed Steel Sections

Experimental Study of Earthquake Simulator for 3D Cold-Formed Steel Frame Structure

An Experimental Analysis on the Moment Rotation of Beam-Column Connection using Cold-form Steel Section

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