Seismic evaluation of mid-rise GLD buildings with asymmetric RC wall system | |
| Author | Hadiwijaya, Intan Permatasari |
| Call Number | AIT Thesis no.ST-12-03 |
| Subject(s) | Shear walls Buildings, Reinforced concrete--Earthquake effects Earthquake hazard analysis |
| Note | A thesis submitted in partial fulfillment of the requirements for the degree of Master of Engineering in Structural Engineering, School of Engineering and Technology |
| Publisher | Asian Institute of Technology |
| Series Statement | Thesis ; no. ST-12-03 |
| Abstract | In this study, the seismic performance of typical GLD buildings of about 14 to 23 stories is examined. To define representative GLD buildings, construction drawings of five typical GLD buildings are collected and carefully reviewed. The structural system of all these building is slab-column frame with reinforced concrete core walls. Several key indexes describing structural characteristics are computed from the information presented in the drawings, and their values are compared among the five selected buildings. It is found that all these five GLD buildings have similar structural characteristics: similar axial load ratio, similar longitudinal reinforcement ratio, similar shear reinforcement ratio, similar span length between columns, similar wall thickness, similar slab thickness, and similar foundation systems, etc. Based on this finding, two representative GLD buildings are created—one with central RC core wall, and another with eccentric RC core wall. The seismic performance of these two representative buildings is then evaluated using the modal pushover analysis (MPA) procedure and the nonlinear time history analysis (NLTHA) procedure. Two levels of ground shaking intensity are considered: the maximum considered earthquake (MCE) and the design basis earthquake (DBE) of seismic zone I of the UBC 1997 for site class D. DBE is defined by the design response spectrum stipulated in the UBC, and MCE is defined as 1.5 times DBE. The seismic evaluation results are presented in terms of maximum displacement, shear, and overturning moment at each and every story, level of damage for every component, etc. The results show that (1) the seismic performance computed by the MPA procedure agrees very well with the average performance computed from seven selected sets of ground motions by the NLTHA procedure, (2) both representative GLD buildings cannot withstand MCE, indicating poor seismic performance of GLD buildings, (3) the representative building with central core wall can withstand DBE but suffer severe damage, while the one with eccentric core wall fails under DBE due to much higher shear demands in the eccentric wall, (4) the damage in core wall is much more severe than those in slab-column frame, and hence the poor seismic performance of core wall governs the performance of the entire building. |
| Year | 2012 |
| Corresponding Series Added Entry | Asian Institute of Technology. Thesis ; no. ST-12-03 |
| Type | Thesis |
| School | School of Engineering and Technology (SET) |
| Department | Department of Civil and Infrastucture Engineering (DCIE) |
| Academic Program/FoS | Structural Engineering (STE) /Former Name = Structural Engineering and Construction (ST) |
| Chairperson(s) | Pennung Warnitchai; |
| Examination Committee(s) | Punchet ThammarakThanakorn Pheeraphan; |
| Scholarship Donor(s) | AIT Fellowship; |
| Degree | Thesis (M. Eng.) - Asian Institute of Technology, 2012 |