Citas bibligráficas
Mendoza, C., Rivera, C. (2020). Evaluación del desempeño sismorresistente de la edificación de aulas generales de la Universidad Andina del Cusco, aplicando el método de análisis estático no lineal (Pushover) [Tesis, Universidad Andina del Cusco]. https://hdl.handle.net/20.500.12557/3613
Mendoza, C., Rivera, C. Evaluación del desempeño sismorresistente de la edificación de aulas generales de la Universidad Andina del Cusco, aplicando el método de análisis estático no lineal (Pushover) [Tesis]. PE: Universidad Andina del Cusco; 2020. https://hdl.handle.net/20.500.12557/3613
@misc{renati/21002,
title = "Evaluación del desempeño sismorresistente de la edificación de aulas generales de la Universidad Andina del Cusco, aplicando el método de análisis estático no lineal (Pushover)",
author = "Rivera Giraldez, Cesar Augusto",
publisher = "Universidad Andina del Cusco",
year = "2020"
}
In this research thesis, the theoretical explanation and application of the earthquake resistant performance evaluation of a structure with 13 levels located on the university campus of the Andean University of Cusco is developed. The evaluation process is proposed based on the design carried out and a corroboration of the measurements of the structural elements comprised of columns, beams and shear walls, in order to study their behavior against different levels of seismic threat. The structural models were based on the criteria and requirements established in the current Peruvian regulations for earthquake resistant design, reinforced concrete and loads (NTP E. 020, E. 030 and E. 060), the structural analysis for gravity loads and earthquake was developed in the ETABS program in its educational V.16, additionally the models were validated by means of a manual calculation corresponding to the plastic hinges and linear static analysis. The structural configuration of the steel reinforcement is detailed in the design plans made in the technical file of the building prior to the execution of the project, in addition, a field information survey was carried out to corroborate the measurements and uses of the structure. Subsequently, a linear static analysis is carried out following what is established in the Peruvian regulation E.030, where the structural system, irregularities, basal shear and maximum mezzanine drifts or displacements of the structure are determined. Once this process has been carried out, a non-linear static analysis - pushover is carried out, following the recommendations given by ASCE / SEI 41-13. Obtaining the capacity curves of the structural system under study and the mechanism of formation of plastic hinges in its elements that shows the failure mechanism of the structure as the shear force increases. In the XX analysis direction, the first plastic ball joint is formed in the beam element with a displacement of 0.037 m or 3.7 cm and with a basal shear of 2058.38 ton, the maximum displacement before entering the collapse is 43 cm with a basal force of 4407.73 ton. In the analysis direction YY the first plastic ball joint is also formed in the beam element with a displacement of 0.549017 m or 54.90 cm and with a basal shear of 3457.79 ton, the maximum displacement of the structure is 94.2104 cm with a basal shear of 3966.71 ton. The performance point of the structures is determined by applying the method established in the international regulations: Coefficient method (FEMA 440, ASCE / SEI 41-13), a result that allows us to evaluate the performance point based on a displacement and a shear force at the base. The seismic demand is defined from the design spectrum of the Peruvian regulation E. 030 “Seismic resistant design“, making modification factors to the coefficient of seismic reduction Ro for each level of seismic hazard, in total 6 levels of seismic hazard were considered with A probability of exceedance of 10% depending on the return period of the earthquakes, the design earthquake is considered to be the earthquake with a return probability of 475 years established in the NTP E030 regulation. In the structure studied for the analysis direction XX, for a service earthquake the structure has a performance level of immediate occupancy IO, for the design earthquake the structure is in life safety LS and finally for the critical condition (earthquake maximum) this structure is also in life safety level LS. On the other hand, for the analysis direction YY, the structure for a service earthquake is at an immediate occupancy level IO, for a design earthquake it is at a life safety level LS and finally for the critical condition ( maximum earthquake) is at a level of progressive collapse CP. These performance results will be compared with the design objectives for this structural category according to the design philosophy indicated in the Peruvian standard NTP E030.
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