Seismic assessment and strengthening of a 3-story reinforced concrete building

TitleSeismic assessment and strengthening of a 3-story reinforced concrete building
Publication TypeThesis
Year of Publication2005
Vousvoukis I
CityCivil Engineering Department, University of Patras, Greece
Thesis TypeMSc
Abstract

The present project deals with a seismic assessment analysis of an existing reinforced concrete building. A fully performance-based procedure is adopted based on the principals of the draft Greek Retrofitting Code and the draft part 3 of the Eurocode 8 : Assessment and retrofitting of Buildings. The method is subjected on an existing building, which has been constructed, during early 70’ s, prior to the principals of the modern codes for earthquake resistant design. The building is located in the area of Nafpaktos. In the first chapter a summary of the characteristics of the existing building is given. Special data concerning the site, the geometry and the construction methods at the time in which the building was constructed. The results of the damage investigation according to the visual and the instrumental inspection are also given. The basic principals according to which the modelling and the non-linear analysis procedures took place is given in the 2nd chapter. For the analysis procedures the program ANSR University of Patras is used which has been developed in the Structural Laboratory of The Civil Engineering Department of the University of Patras. One-component, point-hinge macromodels are used for the RC members, to relate the end-moment to the chord rotation at member ends within each plane of bending. The M-θ relation in monotonic loading is taken bilinear, with a post-yield hardening ratio p computed assuming antisymmetric bending and using empirical expressions according to the Greek Retrofitting Code and Part-3 of the EC8 (according to the selected limit state). The hysteresis rules supplementing the bilinear monotonic M-θ curve are of the modified-Takeda type. Also the monotonic M-θ relation which is used for the modelling of the foundation uplift is given. In the 3rd chapter the performance objectives of the assessment procedure are given according to the appropriate levels of protection for the selected limit state. The synthetic accellerograms which are used for the Nonlinear dynamic procedure are compatible to the EC8 elastic spectrum for type soil C for the limit state of Significant Damage. Moreover the methodology of the determination of the target displacement according to the Annex B of the EC8-part 1 and the draft Greek Retrofitting Code. Finally in chapters 4 and 5 the results of the nonlinear static and dynamic analysis are presented. For the nonlinear static procedures the results are given in terms of base shear vs roof displacement and in terms of Spectral acceleration vs Spectral displacement for the determination of the target displacement. The results of the NonLinear dynamic procedures are given in terms of mean values of the damage index.

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