Seimic Strengthening of a Non-Ductile Concrete Frame BuiIding-Adapazari, Turkey


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Title: Seimic Strengthening of a Non-Ductile Concrete Frame BuiIding-Adapazari, Turkey

Author(s): C. L. Thompson, B. T. Knight, and L. R. Redlinger

Publication: Special Publication

Volume: 209


Appears on pages(s): 231-246

Keywords: buiIding performance; concrete frame building; FEMA 310 evaluation; Life Safety performance; strengthening

Date: 9/26/2002

After the August 17, 2000 Kocaeli, Turkey, Earthquake (Mw = 7.4) Degenkolb Engineers sent a field reconnaissance team to observe earthquake related building damage in Turkey. Observations were made in Adapazari, which is located approximately 52 km northeast of the earthquake epicenter and 3 km directly north of the North Anatolian Fault. In Adapazari, a range building performance for the typical low-rise concrete frame residential building was observed. The building performance varied from virtually no damage to complete collapse. A four-story residential building in Adapazari that was observed to have signficant structural damage was chosen for evaluation. The building was evaluated using a Tier Three evaluation in accordance with FEMA 310, Handbook for the Seismic evaluations of Buildings - A Prestandard. As expected, the evaluation indicated the building would not meet the Life Safety Performance Objective of FEMA 310 for the 10% exceedance in 50-year earthquake. Traditionally, buildings with Life Safety deficiencies would be strengthened to comply with current building code. Rather than strengthening the building with a traditional code based upgrade, a conceptual strengthening scheme for Life Safety Performanee was developed using FEMA 356, Prestandard and Commentary for the Seismic Rehabilitation of Buildings. The strengthening scheme, which includes the addition of concrete shear walls, is presented. In addition, a comparison between the FEMA 356 lateral design force level requirements for the strengthened building and current Turkish Building Code is presented.