According to the new Ethiopian building code ES EN 1998-1:2015, there is an adjustmentrnin peak ground acceleration of Addis Ababa. The peak ground acceleration is updated torn0.1g which, were 0.05g in previsions EBCS8-1995. The variation will significantly affectrnthe seismic performance of structure due to this, need to check buildings performance levelrnand status against the new code predominant issue. Besides, building seismic performancernand vulnerability analyses are probabilistic and vulnerability can be evaluated byrndeveloping fragility function which is expressed in the fragility curve. rnWorks of literature provide a different technique to evaluate the fragility of structure:rnEmpirical, Expert opinion, Analytical and Hybrid. Each of those methods is subjected torntheir on limitation, subjectivity in expert opinion, time-demanding in analytical andrnparticularity in the empirical approach. With all its constraint, analytical fragility is thernmost dominate approaches employed in the research community and a simplified structuralrnmodel which resembles the real structure behaviour can further reduce the time demandrnresulted from extensive nonlinear analysis. This research aspires to find a simplifiedrnanalytical solution which minimizes time demand required under previous analyticalrnfragility analyses. The resulted fragility curves are used to evaluate the performance ofrncase study building in line with conventional pushover analysis. rnBefore implementing fragility analysis, conventional pushover analysis of the case studyrnbuilding is performed in SAP 2000Â® and the effect of confinement is considered inrndetermining the material nonlinearity of structural elements. The global level performancernpoints of the building determined with Capacity spectrum method of FEMA 440 underrndifferent seismic demand and the selected capacity curve are used to generate IncrementalrnDynamic Analysis curves of the building. The conversion of the capacity curve to generaternIncremental dynamic analysis curves was conducted by utilizing Static Pushover tornIncremental Dynamic Analysis algorithm. The generated Incremental Dynamic Analysisrncurves were calibrated for its elastic stiffness by using statistical results of elastic stiffnessrncomputed from time history analysis. Further adjustment to Incremental DynamicrnAnalysis curves is also introduced to calibrate record to record variability at near collapse rnlimit state with FEMA P695 requirement. At last, the uncertainty related to record-to- rnrecord variability of ground motion is extracted from calibrated Incremental DynamicrnAnalysis curves and combined modelling uncertainty of FEMA P695 recommendations. Finally, the seismic fragility curve of case study building developed for seismic hazardrnzones expressed in ES EN 1998-1:2015 and its probability damage states evaluated byrnconsidering SYNER-G damage limit state. Considering the lack of data regarding leastrnallowable damage probability, the study adopts FEMA P695 requirement link with nearrncollapse damage states.