Efficiency of Eurocode 8 design rules for steel and steel-concrete composite structures

Braconi, A.; Caprili, Silvia; Degée, Hervé; Guendel, M.; Hjiaj, Mohammed; Hoffmeister, Benno; Karamanos, Spyros A.; Rinaldi, Vincenzo; Salvatore, Walter; Somja, Hugues

doi:10.1016/j.jcsr.2015.04.021

Cited by 26 publications

(7 citation statements)

References 9 publications

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“…HEA100 profiles with length equal to 300 mm for the horizontal link and HEB120 profiles of length equal to 150 mm for the vertical link were selected. The design of non-dissipative elements was executed following the EN 1998–1:2005 and in agreement to what specified in the current literature [5] , [6] , [7] . The ratio V y,link /V Ed was assumed unitary considering the achievement of the complete plastic deformation of the link during the tests; eventual higher over-strength was accounted for assuming Ω factors equal to 2.0.…”

Section: Experimental Design Material and Methodsmentioning

confidence: 99%

Experimental tests on real-scale EBF structures with horizontal and vertical links

et al. 2018

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The paper presents data achieved during an experimental test campaign executed on real-scale one storey/one bay EBF steel structures with vertical and horizontal links. Experimental tests were executed in displacement control by applying cyclic loading histories following ECCS45 protocol and constant amplitude-imposed displacements. Data provide indications concerning the energy dissipated by each prototype during tests, the corresponding shear force - angular distortion curves of the dissipative link and, besides, the force-displacement behavior of the steel prototypes until failure.

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Section: Experimental Design Material and Methodsmentioning

confidence: 99%

Experimental tests on real-scale EBF structures with horizontal and vertical links

et al. 2018

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“…The column spacing and length were defined as 4 m and 2 m, respectively. The selected material was steel S355 [25] with a yield strength of 410 MPa [26] due to the static increase factor (representing the difference between the designed steel quality and the actual steel quality). In the numerical model the hardening effects were taken into account by considering the Johnson-Cook model [27], while the strain rate effects were taken into account by considering the Cowper-Symonds model [28].…”

Section: Case Studymentioning

confidence: 99%

Membrane Action of Cladding Subjected to Blast Loading and Effects on the Supporting Structure

Ioannou

Gantes

2021

Vibration

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A recent blast design trend is to properly select cladding characteristics in order to limit blast consequences on its supporting structure. In this context, it is worth noting that cladding components may exhibit significant membrane action, and its effects may be decisive for the supporting structure. The main focus of the present study was to examine these effects through two-step dimensionless SDOF analyses, aimed at reaching conclusions that would be applicable to a large variety of cladding/supporting structure arrangements. The results of these analyses are presented by employing the dynamic load factor, representing the maximum supporting structure displacement. It was found that cladding membrane action has adverse effects over its supporting structure, as it does not allow for extensive plastic dissipation and leads to higher support reactions. On the contrary, insignificant membrane action leads to lower dynamic load factor for the supporting structure. Thus, membrane behavior should be activated only as a safety backup action in order to prevent cladding failure. A case study of a typical cladding/supporting structure is presented to demonstrate and verify the proposed two-step SDOF analyses and the obtained results.

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“…The compressive behaviour was calibrated basing on preliminary numerical simulation on single brace elements. A simple fibre model was realized using OpenSees ® [19] following methods widely presented in the current scientific literature [20,21,22]. An initial imperfection, equal to 1/500 of the total length of the element, was applied to model bucking phenomena; a constitutive elastic-perfectly plastic law was adopted for the material.…”

Section: Modelling Of Braces In Compressionmentioning

confidence: 99%

Design and Analysis of Automated Rack Supported Warehouses

Caprili¹,

Morelli²,

Salvatore³

et al. 2018

TOCIEJ

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Background: The lack of codified standards for the design of automated rack supported warehouses forced engineers to use personal experience and commonly accepted rules. Objective: This paper investigates the efficacy of applying Eurocodes’ rules for the design and analysis of automated rack supported warehouses. Structural performance, construction feasibility and economic effort are considered. Method: A typical case study building was designed following the two approaches proposed by Eurocodes: elastic and dissipative. Results: The satisfaction of the capacity design requirements, used for dissipative approach, was not always possible. Analyses showed the development of non-uniform collapse mechanisms and yielding patterns. Conclusion: Specific design rules and analysis techniques shall be developed accounting for the structural performance of automated rack supported warehouses.

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Efficiency of Eurocode 8 design rules for steel and steel-concrete composite structures

Cited by 26 publications

References 9 publications

Experimental tests on real-scale EBF structures with horizontal and vertical links

Experimental tests on real-scale EBF structures with horizontal and vertical links

Membrane Action of Cladding Subjected to Blast Loading and Effects on the Supporting Structure

Design and Analysis of Automated Rack Supported Warehouses

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