Abstract

Abstract: Over the past three decades, extreme consideration has been given of how to prevent progressive collapse in structures and with all the extensive research carried out, structural engineers still seem confused with the term “progressive collapse”. Several codes of practice such as the GSA, Euro code 1 and UFC provide methods on how to mitigate the possibility of progressive collapse as to help structural engineers when designing structures. In this project we calculate the progressive collapse potential of an asymmetric industrial building as per GSA (2003) Guidelines. Linear static and linear dynamic (response spectrum analysis) analysis have been done. The analysis showed that removal of the corner column triggered the failure of key structural components throughout the structure. After removing the corner column, the breams directly above the removed columns were about to fail. Even if member did not fail it pass the acceptance criteria but stronger connection are also required to avoid beam failure & progressive collapse in the structure. We have studied that due to corner column removal major deflection occurs in beams which are surrounded to removed column which result in increase in moment in other column from adjacent grid. Major deflection occurs along major axis of structure as it carry most of the moment. To avoid this we use higher member along with some tie member. To avoid progressive collapse of structure we need to provide brace frame along both frame moment frame & shear frame of structure. We can reduce progressive collapse of structure by providing alternate load path so that load redistribution can take place and some member deflection will occur. This can be achieved by providing ties in adjacent memberKeywords: Progressive collapse analysis, steel structure, Staad pro