Cyclic and monotonic performance of stiffened extended end-plate connections with large-sized bolts and thin end-plates

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dc.contributor.authorOzkilic, Yasin Onuralp
dc.date.accessioned2024-02-23T13:56:01Z
dc.date.available2024-02-23T13:56:01Z
dc.date.issued2022
dc.departmentNEÜen_US
dc.description.abstractThe cyclic and monotonic performance of stiffened extended end-plate joints with large-sized bolts and thin end-plates are investigated through experimental and numerical study. The variables affecting the capacity and behavior of these connections are examined under both monotonic and cyclic loading. Pursuant to these goals, six specimens in which end-plates were picked from thin plates of 10 mm, 8 mm and 6 mm were exposed to seismic and service loads. The seismic loading was applied using the cyclic loading protocol provided by AISC 341-16. The stiffened extended end-plate connections with thin end-plates and large bolts can be utilized in non-seismic applications as well as for partial strength connections and fuse members. A parametric numerical study including 156 numerical models investigating end-plate thickness, the type of I-section, end-plate width, diameter of bolt/washer, pitch distance, weld thickness and edge distance and distance from bolt row to beam flange as variables was performed. The plastic moment capacities obtained from the experimental and numerical findings are evaluated based on the design methods provided by current provisions such as EN1993-1-8 and AISC 358-16. The results indicated that the moment resistance of stiffened extended end-plate joints is underestimated by the current provisions. The ratio of the actual to predicted plastic moment resistance by AISC 358-16 and EC3:1-8 are averagely 2.31 and 2.77 for the numerical part. These ratios outcomes turned to 3.74 and 5.38 for the experimental findings. This underestimation can be associated with the span length between the plastic hinges and the observed yield line mechanism. A new method to accurately estimate the capacity is proposed. The ratio of the actual to predicted plastic moment resistance according to the developed expression is averagely 1.22 and 1.19 for the numerical and experimental findings, respectively.en_US
dc.description.sponsorshipScientific and Technological Council of Turkey (Tubitak) [121M060]; Department of Scientific Research Projects at Necmettin Erbakan University [211219014]en_US
dc.description.sponsorshipScientific and Technological Council of Turkey (Tubitak) with grant number of 121M060 and Department of Scientific Research Projects at Necmettin Erbakan University with the project coded 211219014 supported this study. The outcomes given in this study do not reflect the views of the sponsors.en_US
dc.identifier.doi10.1007/s10518-022-01496-8
dc.identifier.endpage7475en_US
dc.identifier.issn1570-761X
dc.identifier.issn1573-1456
dc.identifier.issue13en_US
dc.identifier.scopus2-s2.0-85137054198en_US
dc.identifier.scopusqualityQ1en_US
dc.identifier.startpage7441en_US
dc.identifier.urihttps://doi.org/10.1007/s10518-022-01496-8
dc.identifier.urihttps://hdl.handle.net/20.500.12452/11060
dc.identifier.volume20en_US
dc.identifier.wosWOS:000844937900004en_US
dc.identifier.wosqualityQ1en_US
dc.indekslendigikaynakWeb of Scienceen_US
dc.indekslendigikaynakScopusen_US
dc.language.isoenen_US
dc.publisherSpringeren_US
dc.relation.ispartofBulletin Of Earthquake Engineeringen_US
dc.relation.publicationcategoryMakale - Uluslararası Hakemli Dergi - Kurum Öğretim Elemanıen_US
dc.rightsinfo:eu-repo/semantics/closedAccessen_US
dc.subjectStiffeneren_US
dc.subjectExtended End-Plate Connectionen_US
dc.subjectSeismicen_US
dc.subjectCyclicen_US
dc.subjectStiffeneden_US
dc.subjectThinen_US
dc.subjectEnd-Plateen_US
dc.subjectYield Lineen_US
dc.titleCyclic and monotonic performance of stiffened extended end-plate connections with large-sized bolts and thin end-platesen_US
dc.typeArticleen_US

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