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(searched for: doi:10.1061/(asce)st.1943-541x.0000157)
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Ming Narto Wijaya, Lilya Susanti, Sonnia Syafirra
PROCEEDINGS OF THE 3RD INTERNATIONAL CONFERENCE OF GREEN CIVIL AND ENVIRONMENTAL ENGINEERING (GCEE 2021), Volume 2447; https://doi.org/10.1063/5.0072627

Abstract:
Some previous research indicated that a short link beam in an Eccentric Braced Frame (EBF) yields due to shear rather than flexure. Stirrups inside a concrete beam structure are functioned to carry shear forces beside concrete material itself. It means that the effect of spacing between shear stirrups is a very important aspect in increasing a short link beam structural capacity. Present study used EBF with brace V-type (EBF-V) due to its good performance compared to diagonal and inverted-V. Seven reinforced concrete braced frame structures consist of one EBF-V with short link stirrup space of 150 mm, three EBF-V with short link stirrup space of 75 mm and three Concentric Braced Frame V-type (CBF-V) as control models. Under cyclic loading conditions, load-displacement relationship and crack positions were observed. Results indicated that CBF-V models have the highest maximum load. On the other hand, EBF-V has a larger displacement than CBF-V. Smaller stirrup space results in a slightly higher strength but lower ductility. Crack visualizations of CBF-V and EBF-V model are also presented.
Zucheng Yao, , Cheng Fang, Ziyao Zhang
Published: 15 January 2020
Engineering Structures, Volume 206; https://doi.org/10.1016/j.engstruct.2020.110185

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IOP Conference Series: Materials Science and Engineering, Volume 536; https://doi.org/10.1088/1757-899x/536/1/012095

Abstract:
Initial failure of long links caused by fracturing and buckling occurs on the flange and web at the end of the link. Local damages are caused by the influence of the dominant bending moments compared to shear forces. The advantage of using long links includes allowing for larger openings in rooms, which makes it popular among architects. Efforts to prevent these specific failures are not covered in the rules and there are few researchers that examine improving the performance of long links. The focus of this study is to provide information on using supplemental double stiffeners at the ends of the link without changing the long link behavior. The behavior of long links is maintained by keeping the flange failures on the flange at the end of the link. The supplemental double stiffeners improve the performance of the long link by extending the inelastic zone and slowing the failure rate of the flange. This experimental study was carried out on four models of the long link consisting of a standard model and a model modified by the addition of supplemental double stiffeners at the flange. Long link models were modified with variable thickness and holes width on the supplemental double stiffeners. The results showed that the addition of the supplemental double stiffeners improved the performance of long links compared to the standard link that is in accordance with the requirements of AISC 341-10. The supplemental double stiffeners are an alternative to improved long link performance, making it more effective in the application of its use in steel construction.
Journal of Constructional Steel Research, Volume 150, pp 405-414; https://doi.org/10.1016/j.jcsr.2018.08.037

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Amir A. Hedayat, Ehsan Jazebi, Saman Asadabadi, Amin Iranpour
Published: 29 March 2018
Advances in Civil Engineering, Volume 2018, pp 1-17; https://doi.org/10.1155/2018/8059190

Abstract:
The present study was aimed to investigate the strength and ductility of welded flange plate (WFP) connections. Using the FE method, 52 WFP connections with different beam overall depths and beam flanges/web slenderness ratios were analyzed. Fragility curves indicated that, for a WFP connection which is designed based on the seismic codes, its strength is of more concern than its ductility. In addition, limiting the width-to-thickness ratios of the beam flanges and web plates to 0.3E/fy and 2.45E/fy, respectively, may not always lead to the achievement of adequate connection’s strength and ductility. Proposed theoretical formulas and artificial neural network- (ANN-) based models developed in this study were able to adequately predict the connection strength.
Kurdi, , Muslinang Moestopo, Dyah Kusumastuti, M. Refai Muslih
Journal of Constructional Steel Research, Volume 128, pp 397-404; https://doi.org/10.1016/j.jcsr.2016.09.006

, Constantin Christopoulos
Journal of Structural Engineering, Volume 142; https://doi.org/10.1061/(asce)st.1943-541x.0001550

Abstract:
Replaceable links for eccentrically braced steel frames (EBFs) decouple the yielding links from the floor beams to facilitate rapid repair or replacement after a seismic event. Replaceable links that are composed of rolled or built-up steel sections are, however, susceptible to the same failure modes as links in conventional EBFs. These failure modes include fracture in the base metal or welds, local buckling, and lateral-torsional buckling, all of which limit the ductility of the link and consequently, the overall ductility of the frame. An extensive numerical analysis study was completed to develop replaceable cast steel link concepts, with practical connection details, that combine the advantages of replaceable links with the geometric freedom and material properties inherent to castings. Results indicate that the unique geometry of the proposed concepts achieves a larger rotation capacity and longer low-cycle fatigue life by evenly distributing flexural yielding over the entire length of the link and minimizing stress concentrations. The replaceable cast steel links have the potential to significantly improve the performance, reliability, robustness, and resilience of EBFs.
Journal of Constructional Steel Research, Volume 128, pp 53-73; https://doi.org/10.1016/j.jcsr.2016.07.032

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, Fakhreddin Danesh
Advances in Structural Engineering, Volume 19, pp 795-805; https://doi.org/10.1177/1369433216630374

Abstract:
Link-to-column connections in steel eccentrically braced frames must sustain large moments and shear forces to support link rotation. Recent studies showed that link-to-column connections are prone to failure at low drift levels due to their susceptibility to fracture at the link flange-to-column connections. The most promising method to overcome this problem is to utilize reduced beam section in link, in order to keep away stress concentration from the link ends. In this investigation, the application of reduced beam section in long link beams is studied experimentally. Two full-scale specimens with different reduced beam section locations are constructed and tested under cyclic loading. In one specimen, reduced beam section is placed at both ends of the link beam; and in the other specimen, reduced beam section is solely placed at the link end which is near the column. The results show that both specimens have satisfied the seismic code requirements for the link inelastic rotation, which in turn leads to improvement in seismic performance.
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