Bibliographic citations
Aguilar, M., Delgado, F. (2019). Evaluación de desempeño sísmico del Edificio Residencial las Terrazas de Vista Hermosa - Trujillo [Tesis, Universidad Privada Antenor Orrego - UPAO]. https://hdl.handle.net/20.500.12759/5581
Aguilar, M., Delgado, F. Evaluación de desempeño sísmico del Edificio Residencial las Terrazas de Vista Hermosa - Trujillo [Tesis]. : Universidad Privada Antenor Orrego - UPAO; 2019. https://hdl.handle.net/20.500.12759/5581
@misc{renati/380941,
title = "Evaluación de desempeño sísmico del Edificio Residencial las Terrazas de Vista Hermosa - Trujillo",
author = "Delgado Pardo, Frank Ernesto",
publisher = "Universidad Privada Antenor Orrego - UPAO",
year = "2019"
}
This research focuses on presenting a procedure to develop the seismic analysis for performance of a 15-story multifamily building located in Vista Hermosa - Trujillo; the building has 19 apartments, 2 per floor and 5 parking spaces, the area of the land is 225 m2 with a free area of 22.04 m2 and a total roof area of 2530.08m2; so we have the architectural plans and structures for their development. This building was chosen because we consider that it has a very important use due to the number of floors and people that will live there. First, to perform the design based on performance, we rely on two components: a) The Demand that is the representation of the seismic movement of the soil, b) The Capacity that represents the inelastic behavior of the structure. The method we have used to evaluate the seismic performance of the building is an incremental dynamic analysis (IDA), where to evaluate the seismic demand first we will climb the natural seismic records that have been selected, By means of the SeismoMatch program, once the Scaling is perfomed, the building’s capacity is evaluated where they will carry cycling loads (hysteresis model); we will work the non-linearity of materials such as steel and concrete (""effort"" vs. ""deformation""); we will continue to work the non-linearity of the elements, for which we assign charteutical rotists in the beams, in the columns and on the plates to each element; to know the length of the plastic bottles we use the Paulay and Priestley formula (Lp = 0.08 * L + 0.15 * Db * Fy), then we introduce the previously scaled seismic records. and finally obtain the IDA curves (""Sa"" vs. ""Drifts"") from an analysis time incremental nonlinear history. Therefore, once the demand is obtained (non-linear history time analysis) I can find the capacity of the structure (IDA) to be able to carry out the verification where the capacity of the structure to meets the demand for it. So also another result that can be obtained is the Coefficient of Seismic Reduction (R) that according to the norm for a dual structural system of reinforced concrete gives us a value of Ro = 7 but that from the irregularities in plant (Ip = 0.9 ) and elevation (Ie = 0.9) that presents the building was reduced to a global coefficient of R = 6 for both directions, but that according to the IDA analysis an R = 6.48 is obtained in the ""XX"" axis and an R = 6.60 in the ""YY"" axis.
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