Performance-Based Plastic Design of Steel Plate Shear Walls in Reinforced Concrete Frame
Nowadays, one of the newest studies in the field of structure engineering and earthquake is the acquisition of systems that will quickly return to pre-earthquake and service after an earthquake. Thin steel plate shear walls in reinforced concrete frame with replaceable as a sacrificial member or fus...
Guardado en:
| Autores principales: | , |
|---|---|
| Formato: | article |
| Lenguaje: | FA |
| Publicado: |
Iranian Society of Structrual Engineering (ISSE)
2021
|
| Materias: | |
| Acceso en línea: | https://doaj.org/article/ecc3402fe1ca464a8c1b4caa7b186d9e |
| Etiquetas: |
Agregar Etiqueta
Sin Etiquetas, Sea el primero en etiquetar este registro!
|
| Sumario: | Nowadays, one of the newest studies in the field of structure engineering and earthquake is the acquisition of systems that will quickly return to pre-earthquake and service after an earthquake. Thin steel plate shear walls in reinforced concrete frame with replaceable as a sacrificial member or fuse will protect the sidewall system during an earthquake. In this paper, a method performance-based plastic design in a reinforced concrete frame with a thin steel plate shear wall on the dual behavior caused by the interaction between the frame and the wall is presented. This design method is a non-repetitive, simple, and programmable method by which the structure is designed with the proper levels of performance for different purposes. Target Performance Levels In this paper, the elastic behavior in an service earthquake for uninterrupted usability, non-elastic behavior of the plate and elastic behavior of the bending frame in an earthquake design for quick reconstruction and non-elastic behavior of the total structure in a maximum earthquake to prevent collapse. For this purpose, three structures, short, medium and high (6, 12 and 18 storey), were designed In the high seismic region with this method. Nonlinear dynamic analysis is performed on these structures using the strip model in OpenSees software. Results were compared with the values of ASCE7-10 and other proposed values of the researchers, and a suitable matching was observed. Based on the results of the analysis, it was determined that the structures designed at three levels of assumed hazard have reached the target performance levels. |
|---|