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dc.contributor.advisorLópez-Rodríguez, Ricardo R.
dc.contributor.authorRojas-Mercedes, Norberto J.
dc.date.accessioned2018-11-21T10:37:30Z
dc.date.available2018-11-21T10:37:30Z
dc.date.issued2011
dc.identifier.urihttps://hdl.handle.net/20.500.11801/1479
dc.description.abstractRecent earthquakes have demonstrated the risk that reinforced concrete structures constructed before 1970 represent for society since these structures were designed with design codes in which the seismic provisions were not as strict as they are nowadays. This makes such structures vulnerable to strong earthquakes. Generally these codes did not have special provisions for the design of beam-column connections and therefore it was common that these elements were not confined with transverse reinforcement. Past earthquakes also have demonstrated that exterior connections without reinforcement are more prone to fail that the interior ones in some cases initiating the collapse of structures. This investigation is focused in the development of a model of exterior connections without reinforcement that can be used in the study of the seismic vulnerability of reinforced concrete frames designed before 1970. This model consisted of an envelope curve that identifies three important points of the behavior of such connections: the point of cracking, the point of maximum resistance and the residual strength point. The model was corroborated with 19 experimental tests of the literature. The results of the predictions compare favorably with the experimental results. The model was implemented in the Opensees program for the static and dynamic analysis of structures designed with the Puerto Rico building code of 1968, whose main system of lateral resistant was the moment resisting frames. For each structure two models were created. In one the connections were modeled as rigid and in the other they were modeled as flexible with the proposed model. From the static analysis one concluded that the frames modeled with flexible joints experienced a decrease in the lateral load capacity ranging from 16 to 32% with respect to the frames modeled with rigid joints. From the dynamic analysis it was observed that the maximum drifts increased between 10 and 78% with respect to the drifts obtained from the analysis with rigid connections. This increase was related directly with the damage of the exterior joints in the analysis.en_US
dc.description.abstractTerremotos recientes han evidenciado el riesgo que representan para la sociedad las estructuras de hormigón armado construidas antes de 1970, ya que las mismas fueron diseñadas con códigos en los cuales las disposiciones sísmicas no eran tan estrictas como lo son actualmente. Esto hace a estas estructuras vulnerables a terremotos fuertes. Generalmente estos códigos no tenían disposiciones especiales para el diseño de conexiones viga-columna y por tanto era común que estos elementos no se confinaran con refuerzo transversal. Pasados terremotos también han evidenciado que las conexiones exteriores sin refuerzo son más propensas a fallar que las interiores, en algunos casos llegando a iniciar el colapso de estructuras. Esta investigación está enfocada en el desarrollo de un modelo de juntas exteriores sin refuerzo que pueda utilizarse en el estudio de la vulnerabilidad sísmica de pórticos diseñados antes de 1970. Este modelo consistió en una envolvente que identifica tres puntos importantes del comportamiento de dichas juntas: el punto de agrietamiento, el punto de máxima resistencia y el punto de resistencia residual. El modelo fue corroborado con 19 pruebas experimentales de la literatura. Los resultados de las predicciones comparan favorablemente con los resultados experimentales. El modelo se implementó en el programa Opensees para el análisis estático y dinámico de estructuras diseñadas con el código de Puerto Rico de 1968 cuyo sistema de resistencia lateral eran los pórticos resistentes a momento. Para cada estructura se crearon dos modelos. En uno las conexiones se modelaron rígidas y en el otro se modelaron como flexibles con el modelo propuesto. Del análisis estático se concluyó que los pórticos modelados con juntas flexibles experimentaron una disminución en la carga lateral de entre 16 a 32% respecto a los pórticos modelados con junta rígida. Del análisis dinámico se observó que las derivas máximas aumentaron entre un 10 y un 78% respecto a las derivas obtenidas del análisis con conexión rígida. Este aumento estuvo directamente relacionado al daño que alcanzaron las juntas exteriores en el análisis.en_US
dc.description.sponsorshipThe National Science Foundation (NSF) under grant number 0618804.en_US
dc.language.isoenen_US
dc.subjectSeismic responseen_US
dc.subject.lcshBuildings, Reinforced concrete--Jointsen_US
dc.subject.lcshStructural frames--Jointsen_US
dc.subject.lcshColumns, Concrete--Jointsen_US
dc.titleSeismic response of RC frame buildings with non reinforced exterior beam column jointsen_US
dc.typeDissertationen_US
dc.rights.licenseAll rights reserveden_US
dc.rights.holder(c) 2011 Norberto José Rojas Mercedesen_US
dc.contributor.committeePortela Gautier, Genock
dc.contributor.committeeMartínez Cruzado, José A.
dc.contributor.committeeSuárez Colche, Luis E.
dc.contributor.representativeGutiérrez, Gustavo
thesis.degree.levelPh.D.en_US
thesis.degree.disciplineCivil Engineeringen_US
dc.contributor.collegeCollege of Engineeringen_US
dc.contributor.departmentDepartment of Civil Engineeringen_US
dc.description.graduationYear2011en_US


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