Experimental Performance of Long Links in Eccentrically Braced Frames

Engelhardt, Michael D.; Popov, Egor P.

doi:10.1061/(asce)0733-9445(1992)118:11(3067)

Cited by 127 publications

(80 citation statements)

References 6 publications

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“…The design of the link length is done similarly to the link length in eccentrically braced frames and their yielding behaviour depends on their section properties and their length. Due to the huge unreliability's in predicting the inelastic behaviour of long links [8], response to link detailing for moment links in average seismic zones is not recommended. The intermediate links will provide combine bending with shear behaviour, and this makes some difficulties than long or short links.…”

Section: Determination Of Link Lengthmentioning

confidence: 99%

Experimental Investigation on Link Column Frame System for Reinforced Concrete Structures

Shelton

Hemalatha

Vellapandi

2017

Facing the Challenges in Structural Engineering

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Abstract. The structural and non-structural components of a building is subjected to seismic forces that must have adequate strength and stiffness to minimize the inter-storey drift during structure excitations. One of the most efficient methods was proposed by Dusicka et al. [6] in the Linked Column Frame (LCF) system for steel structures. The main objective of this system is in utilizing the replaceable components that are positioned in such a way to protect the gravity load carrying system of the structure. In this paper, the concept of LCF is extends to Reinforced Concrete structures. The experimental investigation carried out in this research presents the behaviour of LCF with various connections which include rigid and hinged connection as per IS 12303-1987. Design of the LCF system should be checked to ensure that the plastic hinges developed in the links of the linked column should have reduced storey drift compared to the plastic hinges developed in the moment resisting frame system. In this experiment, cyclic load tests are carried out on a single bay frame with and without linked column. A significant reduction in the relative storey drifts along with an increase in energy dissipation of the linked column frame was noticed.

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Section: Determination Of Link Lengthmentioning

confidence: 99%

Experimental Investigation on Link Column Frame System for Reinforced Concrete Structures

Shelton

Hemalatha

Vellapandi

2017

Facing the Challenges in Structural Engineering

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“…In order to justify this kind of approach, it is useful to remark that, due to the discussed similarity, the well known ultimate conditions for links (Engelhardt and Popov [12]) can be extended also to knee elements, leading to the following relationships:…”

Section: Behaviour Of Knee Elementsmentioning

confidence: 99%

“…The second branch, accounting for strain-hardening, terminates at the point ( u , M eq.u ), where  u is the ultimate monotonic rotation, since the monotonic behaviour represents the envelope of the hysteretic cycles. According to the similarity with links of EBFs, the value of 0.2 radians (Engelhardt and Popov [12]) is chosen for the ultimate monotonic deformation of each knee portion.…”

Section: Figure 7 Straus7 Fem Modelmentioning

confidence: 99%

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Plastic Design and Seismic Response of Knee Braced Frames

Conti¹,

Mastrandrea²,

Piluso³

2009

Volume 5 Number 3

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ABSTRACT:In this paper a design methodology aiming at the development of a collapse mechanism of global type for seismic resistant knee braced frames is presented. The proposed methodology is based on the assumption that the beam, brace and knee sections are known, while the column sections constitute the unknowns of the design problem. The design requirements are derived by means of the kinematic theorem of plastic collapse. In particular, column sections are obtained by imposing that the mechanism equilibrium curve corresponding to the global mechanism has to lie below those corresponding to all the undesired mechanisms within a displacement range compatible with the local ductility supply of knee elements.The proposed design procedure has been implemented in a computer program and applied to design some knee braced frames. Successively, static and dynamic non-linear analyses have been carried out aiming at the evaluation of the performance of the designed braced frames in terms of collapse mechanism developed under seismic forces, energy dissipation capacity and global and local ductility demands.

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“…Eccentrically braced frames (EBF's), which rely on yielding of a link beam between eccentric braces, have been shown to provide ductility and energy dissipation under seismic loading (Roeder and Popov 1978a, Roeder and Popov 1978b, Popov and Bertero 1980, Hjelmstad and Popov 1983, Hjelmstad and Popov 1984, Malley and Popov 1984, Kasai and Popov 1986a, Kasai and Popov 1986b, Ricles and Popov 1989, and Engelhardt and Popov 1992. Guidelines for EBF design with links having wideflange (WF) cross-sections are in the current AISC seismic provisions (AISC 2005).…”

Section: Introductionmentioning

confidence: 99%

Development of Self-Stabilizing Links for Eccentrically Braced Frames

Berman

Bruneau

2007

New Horizons and Better Practices

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This paper highlights aspects of the development of self-stabilizing links having tubular cross-sections for use in eccentrically braced frames (EBF's). EBF's utilizing this type of link could be used in bridge piers or other applications where lateral bracing to prevent lateral torsional buckling is difficult to provide. The development of design recommendations for these types of links consisted of three parts, namely, a proof-ofconcept experiment, a finite element parametric study, and testing of links with various cross-sectional properties and lengths; the latter two parts are discussed in this paper. The finite element parametric study involved over 200 links with various cross-sections, lengths, and yield strengths and resulted in recommendations for compactness ratio limits for webs and flanges of links with tubular cross-sections which were valid for a range of typical steel yield strengths. Links with three different tubular cross-sections having compactness ratios near and well below the proposed limits were then investigated experimentally. These links also had various lengths covering the full range of link behavior (i.e., shear to flexural dominated yielding). Fourteen links in total were tested. The results indicated that the proposed design recommendations were adequate to ensure tubular links can achieve plastic rotation levels equivalent to the maximum allowed for wide-flange links considering the loading protocol from the 2005 AISC Seismic Provisions.

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Experimental Performance of Long Links in Eccentrically Braced Frames

Cited by 127 publications

References 6 publications

Experimental Investigation on Link Column Frame System for Reinforced Concrete Structures

Experimental Investigation on Link Column Frame System for Reinforced Concrete Structures

Plastic Design and Seismic Response of Knee Braced Frames

Development of Self-Stabilizing Links for Eccentrically Braced Frames

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