Analytical frame approach for the rotational stiffness prediction of beam-to-column angle connections

Traditional definition of the effective width of steel-concrete composite beam is based on a certain beam section.Section-based effective width changes from one section to another along the beam span. Therefore, effective width for deflection calculation of composite beam should be evaluated based on an element, rather than a specific section. This paper firstly presents the development of two theoretic models for composite beams. One is shear-lag slip beam model (SSM), which takes into consideration both slip effects and shear-lag effects. The other is slip beam model (SLM), which only considers the interface slip between steel beam and concrete slab. Validation of the theoretic models is performed through comparison of the theoretic predictions with the results obtained from more complex finite element simulations. Based on the theoretic models, an element-based definition of effective width for deflection analysis of composite beams is proposed. Parametric studies are performed to find out the most important parameters influencing effective width. It is demonstrated that the effective width is mostly related to the width of the concrete slab, the span of the beam and the thickness of the floor slab. Simplified design formulas for computing the effective width are proposed. Comparisons between the results of the simplified formulas and the test results indicate the accuracy of the proposed formulas. Key word composite beam, effective width, shear-lag, deflection, design  , a c s J J J

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“…The concept of effective width also applies to cold formed steel sections[27][28][29][30]and angle connections[31][32][33][34].…”

mentioning

confidence: 99%

Element-based effective width for deflection calculation of steel-concrete composite beams

Yuan

Deng

Yang

et al. 2016

Journal of Constructional Steel Research

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“…Figure 1. Moment-rotation curve zof semi-rigid joints [13] Previous research has proven that top, seat and web angle connections have good performance and can be used to replace reinforcement without the need to dismantle existing constructions [15,16]. Faella [17] presented numerical analysis procedures regarding the design of the top, seat, and web angle joints of an HRS section and were able to predict the moment resistance and the stiffness of the joint.…”

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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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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“…Nevertheless, in common practice, the actual joint behaviour is not considered although the use of bolted angle cleat connections is characterized by substantial economic benefits, essentially due to the ease in the erection process [1]. On the other hand, the analysis of the effects of some of the last devastating earthquakes have pointed this typology out as more suitable for seismic design than welded connections [2]. The initial stiffness of angle connections could be increased by introducing stiffeners in the joint design [3][4][5].…”

Section: Introductionmentioning

confidence: 99%

03.34: European stiffened angle connections: Numerical study

et al. 2017

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It is a fact, from experimental observations, that all connections used in current practice possess stiffness which fall between the extreme cases of fully rigid or ideally pinned joints. The characterization of the real semi-rigid behavior of connections must be properly modeled in order to reliably predict the response of the structural frame. The use of bolted cleat angle connections is characterized by substantial economical benefits essentially due to the ease in the erection process. Moreover, this kind of connection enhances both deconstructability and reusability since it preserves the independence of the members. Finally, angle connections are highly recommended for designing in seismic areas instead of welded connections to avoid brittle fracture. One of the main parameters in connection design is the joint stiffness. The initial stiffness of angle connections could be increased by introducing stiffeners in the joint design.In this paper, numerical a study for the analysis of the rotational stiffness of stiffened angle connections is dealt with. This work was carried through on semi-rigid angle connections with stiffened top and seat angles. Advanced 3D Finite Element models were developed on the geometrical configuration of future experimental tests. On the other hand, the numerical results of varying the joint configuration are discussed. Once these FE simulations had been checked with the experimental tests, they can be used to undertake future parametric studies on the main joint parameters and also for the validation of analytical proposals that can be very useful in common practice of joint design.

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Analytical frame approach for the rotational stiffness prediction of beam-to-column angle connections

Cited by 13 publications

References 12 publications

Element-based effective width for deflection calculation of steel-concrete composite beams

Element-based effective width for deflection calculation of steel-concrete composite beams

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

03.34: European stiffened angle connections: Numerical study

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