جستجوی مقالات مرتبط با کلیدواژه « دیوار برشی فولادی نازک » در نشریات گروه « عمران »

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.

In the last few decades, the idea of using thin steel plate shear wall, ( SPSW ) , has been noted as a lateral load resisting system in design and retrofit of buildings. In this research, it has been tried to determine, the appropriate response modification coefficient ( R ) , overstrength factor and the deflection amplification factor In the reinforced concrete Special moment frames, RC-SMF, with thin steel plate shear wall and using performance-based plastic design, PBPD. To do it, buildings with thin steel plate shear wall system and different story numbers are considered. Static pushover analysis are performed using strip model and OpenSees software. The simulation results were compared with experimental results and acceptable matching was observed. Finally response modification coefficient, overstrength factor and deflection amplification factor for reinforced concrete Special moment frames with thin steel plate shear wall system are calculated based on Uang's method and values of 9.37, 2.21 and 11.06, respectively, has been suggested for ultimate limit state design method. Also, the use of a thin steel plate shear wall in a RC-SMF shows an increase in strength, ductility, elastic hardness and, finally, an increase in the response modification coefficient ( R ) of the structure.

Nowadays the researchers and experts are interested in steel plate shear wall throughout the world particularly in the regions with high frequency of earthquakes. There has been a number of numerical and experimental studies to get more information about the behavior of this system.to make more use of the capacity of inelastic behavior of the systems and structures it makes necessary to apply Non-linear methods in designing structures. As this method is rather time-consuming the static linear technique is used instead of it, designing elastic is not economical, so it is replaced by coefficient behavior. In this study, the seismic coefficient for the reinforced concrete moment frame with the thin steel plate shear wall is carried out using incremental nonlinear dynamic analysis. Three 7-story, 15-story, and 30-story buildings with different near fault and far fault records were analyzed. The ductility factor, additional strength, and coefficient behavior of the structure were calculated as 4.24, 2.48,9 respectively. The result of this study show that the coefficient behavior, and ductility factor of this system is decreased as the height of the structure goes up but it leads to the increase in the strength Factor.

In recent years, the use of thin Steel Plate Shear Walls (SPSWs), for rehabilitation of existing reinforced concrete (RC) structures has increased due to their significant resistance, stiffness, ductility, and energy dissipation capacity. The main issue in the rehabilitation of RC structures with SPSWs, is the necessity of the existence of a suitable connection between SPSW and the RC frame (RCF), so that the tension field of SPSWs can well be transferred to the RCF and steel infill plate capacity can well be used. In this study, different proposed connections between SPSW and RCF are studied.After the verification of the experimental specimen, one- span three-story special RCF with SPSW with one-third scale, specimens were modeled by the proposed connections. Four types of connection were investigated for connecting the steel infill plate to RCF. All specimens were analyzed by non-linear static analysis. Parametric studies were performed to achieve an optimum connection. The parameters include using bolts in columns and beams, thickness of plate connections, using the angle profiles in the corner columns and size of angle profiles connected to steel infill plates.Based on the modeling results, a comparison of the values of the ductility, elastic stiffness, energy dissipation capacity, and load-carrying capacities of specimens with different connections, indicated a significant increase in the values of initial RCF. Increasing the thickness of the plates connected to beams and columns and the growing use of the angle profiles in the corner columns improve the performance of the connections; however, do not lead to a considerable increase in resistance and non-economic causes of the connection. By comparing the performances of different connections, an appropriate connection was proposed. Based on the results of all specimens, response modification coefficient and over strength factor of special RCF with thin SPSW were estimated at 8.37 and 2, respectively, as compared with the values of the proposed the ASCE 7-10, for dual system of special steel frame with SPSW.