Abstract
In this study, a hysteresis envelope mathematical model for the double extended end-plate bolted beam-to-column joint is proposed. The aim of a proposed joint model is to provide a more realistic behaviour of steel frames under seismic loading by using nonlinear static pushover analysis. The hysteresis envelope model defines the ratios between the monotonic properties of the joints and the properties of the joints during cyclic deformation. The proposed models are based on the hysteresis curves of the joints obtained by numerical simulations. The numerical model takes into account the geometric nonlinearity of the connecting elements, preloading of bolts, contacts between plates and bolts, and nonlinear properties of steel. Nonlinear static pushover analyses of steel frames are performed where the behaviour of the joints is described using the proposed hysteresis envelope models. The results are compared with the nonlinear static pushover analyses of steel frames with a trilinear monotonic joint model. Based on the results, the values of maximum peak ground acceleration for moment-resisting frames with the monotonic model of joints and hysteresis envelope model are estimated.
Highlights
Moment-resisting steel frames are widely used in areas of strong seismic activity [1]
The hysteresis envelope model defines the ratios between the monotonic properties of the joints and the properties of the joints during cyclic deformation
The results are compared with the nonlinear static pushover analyses of steel frames with a trilinear monotonic joint model
Summary
Moment-resisting steel frames are widely used in areas of strong seismic activity [1]. It is common practice that the seismic energy introduced into a structure during an earthquake is dissipated by the nonlinear behaviour of the structure, by using its ductile properties [2]. According to the principles of seismic engineering, the structure must be designed to enable the development of plastic deformations or the formation of ductile zones on specific parts of the structure. Ductile zones in the structure must dissipate the seismic energy by hysteresis behaviour. Moment-resisting steel frames are characterized by many dissipative zones, which are located mainly at the ends of beams or in the beam-to-column joints and at the lower ends of columns to the frame supports [3]. After several cycles of seismic action, these zones become plastically deformed parts of the structure. Many scientific studies have shown that joints have a high ability to dissipate seismic energy with high strength and stiffness [1,4,5,6,7]
Sign-in/Register to view highlights & summary Talk to us
Join us for a 30 min session where you can share your feedback and ask us any queries you have
Schedule a callDisclaimer: All third-party content on this website/platform is and will remain the property of their respective owners and is provided on "as is" basis without any warranties, express or implied. Use of third-party content does not indicate any affiliation, sponsorship with or endorsement by them. Any references to third-party content is to identify the corresponding services and shall be considered fair use under The CopyrightLaw.
