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dc.contributor.authorKhan, Nabeel Ahmed-
dc.date.accessioned2025-06-23T11:04:29Z-
dc.date.available2025-06-23T11:04:29Z-
dc.date.issued2015-05-
dc.identifier.urihttp://localhost:8081/jspui/handle/123456789/16930-
dc.description.abstractEccentrically braced systems have been in use for the past few decades and have shown desirable performance in the last few earthquakes. An eccentrically braced possesses both the adequate stiffness to keep the storey drift ratios under limits and the sufficient ductility to sustain the forces earthquake forces during a seismic event. The link in an eccentrically braced frame is the component through which the energy imparted into the system during an earthquake is dissipated. The EBF systems are so designed that the inelastic action is confined only to the links and while other components remain elastic when the building is subjected to earthquake ground motion. There is little consensus on the amount of ductility provided by the EBF system into the building among international code committees, so there is variance in the response reduction factor specified for EBF systems in different international codes. Indian code specifies a response reduction factor value of 5 for EBF systems. Whether this much reduction in the design earthquake forces gives desirable performance for the building with EBF system needs to be verified. In this report the adequacy is verified for buildings with both hypothetical built up link sections and rolled steel link sections designed for earthquake force reduced by Response Reduction Factor specified in the Indian code. Adequacy is to be checked for the most optimal link length for a 5 storey archetype of an EBF building. To find out the most optimal link length effect of link length ratio (e/L) on the performance of EBF system is studied. Buildings with increasing value of link length ratio (elL) from 15% to 40% are designed using hypothetical built up link sections. These buildings are then modeled and subjected to non linear static pushover analysis. The results are compared on the basis of pushover curves obtained from the analysis. The link length ratio providing the most desirable performance in the building is chosen as the most optimal link length ratio for hypothetical built up link sectiQns. The most optimal link length ratio for rolled steel link sections is also obtained. Both of the buildings with optimal link length ratios for hypothetical built up section and rolled steel sections are subjected to incremental dynamic analysis. The procedure given in FEMA P695 is then adopted for these buildings to check the adequacy of R factor used in the design of these systems.en_US
dc.description.sponsorshipINDIAN INSTITUTE OF TECHNOLOGY ROORKEEen_US
dc.language.isoenen_US
dc.publisherI I T ROORKEEen_US
dc.subjectEccentrically Braceden_US
dc.subjectEarthquakes.en_US
dc.subjectEBF Systemen_US
dc.subjectLink length Ratioen_US
dc.titleSEISMIC PERFORMANCE OF EBF STEEL BUILDINGS DEDIGNED FOR INDIAN CODESen_US
dc.typeOtheren_US
Appears in Collections:MASTERS' THESES (Earthquake Engg)

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