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Nonlinear Response of a Steel Moment-Resisting Frame with Dissipative Connections
https://orcid.org/http://orcid.org/0000-0002-9084-6565
https://orcid.org/http://orcid.org/0009-0009-9808-994X
https://orcid.org/http://orcid.org/0000-0001-9659-0073
https://orcid.org/http://orcid.org/0000-0003-0480-405X
In regions of moderate seismicity, partial- or equal-strength steel beam-to-column connections of moment frames could render a more balanced ratio of performance to tonnage than full-strength rigid ones. This is mainly because these connections are not designed with overstrength. It, thus, allows seismic energy dissipation in: (i) both the connections and the beam ends or (ii) in the connections only. This design approach was followed in a research project, in which monotonic and cyclic experimental tests were performed on four steel frames, as full-scale specimens. Based on the post-processed experimental results, input data was created for components such as the steel connection, beam end, and column web panel, and integrated in numerical models of joints belonging to a 4-storey moment frame. Using Pushover analyses and the N2 method, the seismic performance of the frame was evaluated by monitoring indicators such as the development of the global plastic mechanism, interstorey drifts at the Limit States, and maximum demands on joint components expressed as bending moments and rotations. The current paper focuses on two main aspects, namely: (1) the modeling approach for steel joints, including the input data obtained from the experimental results, as well as (2) the evaluation of the seismic performance of a moment frame with dissipative joints in the context of moderate seismicity.
Nonlinear Response of a Steel Moment-Resisting Frame with Dissipative Connections
https://orcid.org/http://orcid.org/0000-0002-9084-6565
https://orcid.org/http://orcid.org/0009-0009-9808-994X
https://orcid.org/http://orcid.org/0000-0001-9659-0073
https://orcid.org/http://orcid.org/0000-0003-0480-405X
In regions of moderate seismicity, partial- or equal-strength steel beam-to-column connections of moment frames could render a more balanced ratio of performance to tonnage than full-strength rigid ones. This is mainly because these connections are not designed with overstrength. It, thus, allows seismic energy dissipation in: (i) both the connections and the beam ends or (ii) in the connections only. This design approach was followed in a research project, in which monotonic and cyclic experimental tests were performed on four steel frames, as full-scale specimens. Based on the post-processed experimental results, input data was created for components such as the steel connection, beam end, and column web panel, and integrated in numerical models of joints belonging to a 4-storey moment frame. Using Pushover analyses and the N2 method, the seismic performance of the frame was evaluated by monitoring indicators such as the development of the global plastic mechanism, interstorey drifts at the Limit States, and maximum demands on joint components expressed as bending moments and rotations. The current paper focuses on two main aspects, namely: (1) the modeling approach for steel joints, including the input data obtained from the experimental results, as well as (2) the evaluation of the seismic performance of a moment frame with dissipative joints in the context of moderate seismicity.
Nonlinear Response of a Steel Moment-Resisting Frame with Dissipative Connections
https://orcid.org/http://orcid.org/0000-0002-9084-6565
https://orcid.org/http://orcid.org/0009-0009-9808-994X
https://orcid.org/http://orcid.org/0000-0001-9659-0073
https://orcid.org/http://orcid.org/0000-0003-0480-405X
In regions of moderate seismicity, partial- or equal-strength steel beam-to-column connections of moment frames could render a more balanced ratio of performance to tonnage than full-strength rigid ones. This is mainly because these connections are not designed with overstrength. It, thus, allows seismic energy dissipation in: (i) both the connections and the beam ends or (ii) in the connections only. This design approach was followed in a research project, in which monotonic and cyclic experimental tests were performed on four steel frames, as full-scale specimens. Based on the post-processed experimental results, input data was created for components such as the steel connection, beam end, and column web panel, and integrated in numerical models of joints belonging to a 4-storey moment frame. Using Pushover analyses and the N2 method, the seismic performance of the frame was evaluated by monitoring indicators such as the development of the global plastic mechanism, interstorey drifts at the Limit States, and maximum demands on joint components expressed as bending moments and rotations. The current paper focuses on two main aspects, namely: (1) the modeling approach for steel joints, including the input data obtained from the experimental results, as well as (2) the evaluation of the seismic performance of a moment frame with dissipative joints in the context of moderate seismicity.
Nonlinear Response of a Steel Moment-Resisting Frame with Dissipative Connections
Lecture Notes in Civil Engineering
Mazzolani, Federico M. (Herausgeber:in) / Piluso, Vincenzo (Herausgeber:in) / Nastri, Elide (Herausgeber:in) / Formisano, Antonio (Herausgeber:in) / Don, Rafaela (Autor:in) / Balaskas, Georgios (Autor:in) / Vulcu, Cristian (Autor:in) / Hoffmeister, Benno (Autor:in)
International Conference on the Behaviour of Steel Structures in Seismic Areas ; 2024 ; Salerno, Italy
03.07.2024
13 pages
Aufsatz/Kapitel (Buch)
Elektronische Ressource
Englisch
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