Abstract
The seismic response of steel moment resisting frames (MRFs) is influenced by the behavior of joints. Within the ongoing research project “FUTURE”(Full-scale experimental validation of steel moment frame with EU qualified joints and energy efficient claddings under Near fault seismic scenarios), shake table tests will be carried out on a two-story one bay MRF equipped with different types of prequalified beam-to-column joints. In order to design the experimental campaign, preliminary numerical simulations have been carried out to predict the seismic performance of the experimental mock-up in terms of distribution of damage, transient and residual interstory drifts. In this paper the main modeling assumptions and the results of the seismic analyses are shown and discussed. In particular, the response of joints was systematically investigated by refined finite element (FE) simulations and their behavior was taken into account in the global structural performance by means of both concentrated plastic hinge and distributed plasticity models. Both static and dynamic non-linear analyses show in which terms the type of models for plastic hinges influences the results. The modeling approach plays a key role only at very high seismic intensity where large ductility demand is imposed. In addition, changing the type of joints has less influence on the overall response of the frame.
Highlights
Steel moment resisting frames (MRFs) are commonly adopted in seismic areas
The results for the frame equipped with haunched joints modeled with concentrated plastic hinge (CPH) are summarized in Figure 11a–d, where it can be observed that the structure remains almost in elastic range in the case of damage limitation (DL) and severe damage (SD) limit state
Preliminary analyses to assess the seismic performance of a two-story steel experimental mock-up are presented
Summary
Steel moment resisting frames (MRFs) are commonly adopted in seismic areas. As deeply investigated in literature, the performance of MRFs is strictly related to the types of beam-to-column joints [1,2,3,4,5,6,7,8,9,10,11,12,13]. The design requirements of EC8 largely influence the response and the efficiency of steel MRFs. In particular, the drift limitations (i.e., damage limitation checks at serviceability limit state) often impose the increase of beam and column sizes to satisfy such requirement typically results in significant design over-strength and non-economical solutions [27]. The drift limitations (i.e., damage limitation checks at serviceability limit state) often impose the increase of beam and column sizes to satisfy such requirement typically results in significant design over-strength and non-economical solutions [27] This issue can be solved through the application of special ductile claddings that are able to accommodate large interstory drift ratios, higher than 1.5% [29,30,31]. The results in terms of both the static and dynamic analyses are illustrated
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