| Penulis/Author |
Ir. Ali Awaludin, S.T., M.Eng., Ph.D., IPU., ACPE. (1); Angga Fajar Setiawan, S.T., M.Eng., Ph.D. (2) ; Prof. Ir. Iman Satyarno, M.E., Ph.D. (3); YUSUF HAROKI (4) |
| Abstrak/Abstract |
This study discusses a finite element analysis of a shear panel damper with a rectangular cross-section (SPD-RCS). The SPD-RCS is proposed for the seismic energy dissipation device on simple support structural bridge system. The SPD-RCS device is expected to dissipate the seismic excitation energy by empowering the lateral relative displacement between the pier and girder. The rectangular cross-section configuration is intended for a double role as web panel and flange. Therefore, it is expected could contribute under the lateral and longitudinal direction of seismic load excitation. In the preliminary development phase of the SPD-RCS seismic device, the finite element analysis was conducted to achieve the parametric initial shape configuration. The parametric initial shape configuration seismic device was examined in the term of mechanical behavior and seismic performance, i.e., stiffness stability and strength on resisting seismic force. The finite element analysis considered non-linear material and non-linear geometry with monotonic loading analysis. In order evaluation of slenderness effect of the SPD-RCS web, the variation of depth-thickness ratio with the value ranges of 25 to 67 was considered. Then, to investigate the fitness of the theoretical shear strength formulation with the finite element model, two different hardening roles of the metal plasticity model to be compared, i.e., elastic-perfectly plastic and combined isotropic and kinematic hardening with Chaboche model. Furthermore, the effect of the moment restraining on the rotational degree of freedom idealization on the top baseplate was captured. As the finite element analysis, the stable post-yield stiffness could be achieved when the web slenderness ratio is less than 25. The difference hardening role resulting in a slight yield shear strength discrepancy, however, the significant differences occurred in post-yield stiffness and maximum shear strength. Moreover, the moment restraining effect in the rotational degree of freedom of baseplate trigger long positive post-yield stiffness due to the tension-field stiffening phenomenon. Finally, the shear resisting proportion of the stress component could be quantified well with an analytical formulation. |
