Abstract
In order to use a damaged building continuously after earthquake, owners and/or stakeholders need to understand residual seismic capacity of the building. In Japan, a method to evaluate residual seismic capacity for damaged buildings had been developed. In order to evaluate residual seismic capacity of damaged building, the damage level of structural elements should be evaluated properly. This paper presents the results of damage analysis based on experimental data obtained from a full-scale static loading test [1] on a five-story reinforced concrete building tested at Building Research Institute. The damage rating for the specimens evaluated by the residual seismic capacity concept [3] was ”Moderate” or ”Heavy” at 0.5% and 1% building drift angle despite the structure maintaining horizontal load carrying capacity. This implies that the applied method gives a conservative result for ductile buildings, such as relatively new moment resisting frames designed after 1981. In order to apply the method used in this paper to new buildings, the damage evaluation method for structural elements should be advanced more in the future.
Highlights
INTRODUCTIONSome buildings have several damages and the original seismic performance deteriorates
When severe earthquake occurs, some buildings have several damages and the original seismic performance deteriorates
In Japan, an existing standard describes a method to evaluate damage level of RC buildings using residual seismic capacity ratio which is defined as the ratio of the seismic capacity of the damaged building under earthquake to the original seismic capacity [1]
Summary
Some buildings have several damages and the original seismic performance deteriorates. The beam cross-section is 500×700 mm with eight D25 bars (2nd to 4th floor), or six D25 bars (5th and top floor) as longitudinal reinforcement shown in Fig.. Columns are 700 mm square sections with sixteen D25 bars as longitudinal reinforcement shown in Fig.. (b) 3rd to 5th floor Figure 4: Section and reinforcement details of columns with wing walls. Vertical reinforcement in the wall section is double layers of D10 bars at 200 mm spacing, which is confined by a set of horizontal reinforcements. The horizontal reinforcement (D10) in the wall section is anchored into the column section without hook and into the wing wall section with 180-degree hook The spacing of this horizontal reinforcement is 100 mm for the 1st story, and 200 mm for other stories. The strain in the reinforcement for beams, slabs, columns, and wing walls are measured by strain gauges. Crack width measurement was performed at peak displacement and unloading during the second negative loading cycle (the first cycle for R=0.0625 and 0.125 %) for all visible cracks
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 callMore From: Bulletin of the New Zealand Society for Earthquake Engineering
Disclaimer: 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.
