https://hdl.handle.net/2238/11419 2026-06-10T09:22:26Z 2026-06-10T09:22:26Z Rojas-Moya, Gustavo https://hdl.handle.net/2238/13877 2025-09-24T16:36:50Z 2015-05-01T00:00:00Z

Evaluación del riesgo sísmico de las edificaciones en la ciudad de Cartago Rojas-Moya, Gustavo Se realizó una evaluación de los daños que pueden ocurrir en las edificaciones ubicadas en los distritos occidental y oriental del cantón central de Cartago ante la ocurrencia de un sismo fuerte. Del historial sísmico de la zona, se conoce que existen varias fallas activas que han producido en el pasado sismos de magnitudes superiores a 5.5 Mw. Estos sismos se han producido por fallamiento local en la falla llamada Aguacaliente, que se ubica al sur del cantón, y que discurre desde las cercanías del cantón de Desamparados en San José, hasta cerca de la zona del valle de Orosi. Se definieron tres escenarios posibles: el primero un sismo con una magnitud de 6.1 Mw, con una distancia de cerca de 5 km al sur de la ciudad, el segundo con una magnitud de 5.5 Mw, cerca de la zona de Paraíso, con una distancia en promedio de 12 km y el tercero con una magnitud de 5.8 con epicentro en la zona de Desamparados. Se obtuvieron mapas de aceleración y para el primer escenario se estimó una aceleración cercana a 0.45g, para el segundo de 0.41g y para el tercer escenario de 0.35g. Además se obtuvieron mapas de intensidad sísmica, MMI, que dan como resultados intensidades de VIII, para los escenarios 1 y 2 y de VII para el último escenario. Esto implica que los daños potenciales en las edificaciones serían severos, en el caso de ocurrir un sismo similar. Se realizó un inventario de 60 lotes aleatoriamente escogidos, de los cuales se obtuvo la información de las edificaciones en cada una de ellos, para un total de 922 edificios levantados. De ahí se obtuvieron las características prevalecientes de los edificios y se definieron cuatro tipos constructivos dominantes: madera, mampostería confinada con diafragma o no, y un sistema dual que se definió como un sistema construido en primera instancia con mampostería y que posteriormente tiene ampliaciones a base de elementos livianos. Las características principales fueron proyectadas al resto de los lotes según un criterio de vecindad, completando el mapeo de la ciudad. Se aplicaron funciones de vulnerabilidad a los cuatro tipos constructivos seleccionados, obteniéndose niveles de daños. Se estimó que las edificaciones tipo dual, podrían sufrir un nivel de daños cercano al 100% e incluso el colapso. Las edificaciones de mampostería podrían sufrir daños entre el 50-60% y en el caso de las construcciones de madera, se espera que tendrían un mejor comportamiento, con daños menores al 20%. A pesar de los resultados, estos se deben considerar con un carácter preliminar, dado que el estudio tiene sus limitaciones, sobre todo en cuanto al inventario de edificios, por lo que se considera necesario, mejorar el inventario para futuros proyectos.; The study performed an evaluation of the damage that can occur in buildings located in the Western and Eastern districts of the Cartago’s central canton upon the occurrence of a strong earthquake. Within the seismic history of the area, it is known there are several active seismic faults that caused earthquakes in the past with magnitudes above 5.5 MW. These earthquakes were caused by a local fault called Aguacaliente, which lies South of the canton, running from the surroundings of the city of Desamparados in San José, to the Orosi Valley area. Three possible scenarios were defined: the first, an earthquake with a magnitude of 6.1 Mw, with a distance of about 5km South of the central city, the second with a magnitude of 5.5 Mw, near the area of Paraíso, with an average distance of 12 km and the third with a magnitude of 5.8 with its epicenter near Desamparados city. Through acceleration maps, for the first scenario an estimation of 0.45g was obtained; 0.41g for the second scenario and for the third one of 0.35g. Beside acceleration maps, seismic intensity maps were analyzed, MMI, which give results of VIII intensities for the first and second scenarios and VII for the third. This means that potential damage to buildings would be severe in the case of a similar earthquake. A list of 60 randomly chosen lots was made, with the information of all buildings within them, totaling an amount of 922 constructions. Through it, the predominant characteristics of the buildings could be obtained and four main building types were defined: wood, confined masonry diaphragm or not, and a dual system, which consists of a system built with masonry for the first instance and the later extensions are built of light elements. The main features were projected to the rest of the lots (438 in total) with a neighbor criteria, completing the city mapping. Vulnerability functions were applied to the four selected building types to differentiate damage levels. It was estimated that the dual type buildings could suffer a damage level close to 100% and even collapse. Masonry buildings may be damaged between 50 and 60%, and in the case of wood constructions, which are expected to have better performance, may poses minor damage up to 20%. Despite the results, these should be considered as preliminary, given that the study has its limitations, especially in the inventory of buildings, so it is considered necessary improving in this aspect for future projects. Proyecto de Investigación. Instituto Tecnológico de Costa Rica. Vicerrectoría de Investigación y Extensión (VIE). Escuela de Ingeniería en Construcción, 2015

2015-05-01T00:00:00Z Méndez-Morales, Maikel https://hdl.handle.net/2238/6831 2025-09-09T21:25:17Z 2016-01-01T00:00:00Z

Evaluación cuantitativa, espacial y temporal de los recursos hídricos de la cuenca del Río Agua Caliente mediante la construcción y análisis de balances hídricos Méndez-Morales, Maikel La cuenca del Río Agua Caliente, localizada en la provincia de Cartago, Costa Rica, fue evaluada mediante la construcción y análisis de balances hídricos. Para ello, los modelos hidrológicos HBV-TEC y SWAT fueron aplicados a tres subcuencas del río Agua Caliente. Ambos modelos fueron parameterizados utilizando información espacial proveniente de la constelación de satélites WorldView, incluyendo imágenes multi-espectrales y estereoscópicas tomadas durante 2011. Estos productos incluyen mapas de hidroprocesamiento derivados a partir de un modelo de elevación digital (DEM) y mapas de uso del suelo. Los registros meteorológicos y de flujos fueron obtenidos mediante instrumentación de campo para un periodo de 675 días (2013-2015). El programa PEST fue utilizado en la calibración y optimización de ambos modelos. Los resultados indican que el modelo HBV-TEC; desarrollado durante la ejecución de este proyecto utilizando el lenguaje de programación R, muestra un desempeño superior al modelo SWAT en términos de todas las funciones objetivo utilizadas. No obstante, El desempeño de ambos modelos varía considerablemente entre subcuencas; al punto que se considera satisfactorio para algunas e insatisfactorio para otras. Lo anterior, se atribuye primordialmente a la insuficiencia de la red meteorológica de captar la variabilidad climática de la cuenca como un todo. Sin embargo, el modelo HBV-TEC demostró una alta adaptabilidad para generar balances hídricos confiables en cuencas con datos limitados y alta variabilidad geomorfológica. Finalmente, los indicadores climáticos e hidrológicos considerados, requieren de periodos de observación extensos que permitan analizar tendencias o patrones a través del tiempo bajo un contexto de análisis estadístico. Proyecto de Investigación

2016-01-01T00:00:00Z Clark-Martinez, Olman Alán-Zúñiga, Manuel https://hdl.handle.net/2238/5771 2025-09-09T21:27:16Z 2002-01-01T00:00:00Z

"Implementación de metodología para el diseño de mezclas secas en elementos prefabricados vibrocompactados." Clark-Martinez, Olman; Alán-Zúñiga, Manuel The main objective of this final graduation project, to opt for university degree in Construction Engineering, in to establish a methodology for design of one No- Slump concrete mixes according to ACI and ASTM standard, a software program development like a tool and guide . The steps of the methodology include: an evaluation of current standard for No-Slump concrete as related to local materials, to do the main tests to obtain the physical-mechanical characteristics of the components of the mixes and finally generating the conclusions and suggestions. The facts will done for comparison point between the theory and practice. Proyecto de Investigación. Instituto Tecnológico de Costa Rica. Escuela de Ingeniería en Construcción, 2002

2002-01-01T00:00:00Z Guillén-Moya, Andrea https://hdl.handle.net/2238/5740 2025-09-05T20:15:31Z 2004-01-01T00:00:00Z

"Análisis de capacidad de carga del puente de acceso de la Planta Hidroeléctrica del ICE en Cachí" Guillén-Moya, Andrea The following work consists in the evaluation of the capacity and performance of an existing bridge. It is required to support the transportation of a 50 ton high tension transformer, which is part of the equipment to be taken to the Cachi´s Hydraulic Plant Slave Station Raiser. The above problem rises because of the need of the ICE to bring up to date such Plant with the replacement of the generation and transformation equipment. In order to arrive at this location it is necessary to cross a 40 year old bridge built with post tensed concrete. It has two beam spans simply supported, one of them is 13.03m and the other one is 17.86m long. The carrying beams are reinforced with post tensed steel and structural steel passive bars. It is important to say that these structures were designed by Productos de Concreto and ICE. As the starting point we proceeded to write the goals to be accomplished so that we can have a logical and neat work. The following are such goals:  Gathering information.  Site visits.  Previous information about any problems, if necessary.  Slab’s flexion analysis.  Slab’s shear analysis.  Beam’s normal strength analysis.  Beam’s flexion analysis.  Beam’s flexion analysis. In order to begin the analysis, it was necessary to put in order by steps the strategy to follow. First of all we made an investigation about the actual conditions. We visited the site, we checked out the drawings y searched for the bibliography about the international designed code subject, specially AASHTO, since this bridge was made under this code, and related books about pre-stress and post-tensed concrete. It was necessary to search about several types of transportation (such as tractor and platform) to be used and thus create a critical model to get to know the performance of the superstructure (beams and slabs) under the least favorable conditions. Once it is finished this stage, we took as the components of the model a 7 ton truck (10m long) plus the 50 ton high tension transformer, that the ICE requires to move to the site, with a total of 60 ton to be transported. Afterwards it was necessary to use these components to create the critical model under shear conditions so as the flexion. Then we proceeded to make a theoretical analysis by using as a basis the already said in the pre-stress concrete design literature. In this section we got the momentum and nominal shears to know the bridge capacity and be able to compare it with the previous data and give the respective conclusion. From the revealed data into the analysis by flexion, we realized that there is an acting maximum momentum of 2.1ton-m, and it has a supporting capacity of 3.19ton-m, it is important to mention that this slab is not pre-stress; it is a reinforced concrete slab. Besides we got in the same analysis (by flexion), for each supporting beam, the maximum momentum acting is 112.73 ton-m, and has a supporting capacity of129.43ton-m. In the shear analysis case of the slab we got a maximum acting shearing strength of 7,58ton and a maximum shear that can bear the slab of 7.9 ton. When analyzing the beam by shear it can be seen that the acting shearing strength is 22.6 ton, and the beam has a nominal capacity of 23.6 ton. Because the results revealed that the superstructure supports all of the acting loads, it is not necessary to add any type of reinforcement. It is important to mention that the substructure was checked prior to this analysis by the ICE. From this study we concluded that the supporting capacity of the substructure is way beyond what it is needed. Besides, the ICE studied the neoprene bearing supports reaching to the same conclusion. It is important to mention that the transportation of the transformer was made on Friday 2nd, 2004 and the bridge resisted it properly. For the saying transportation it was used lighter equipment than the one used for the analysis in this work of checking capacity. It was used a trailer of 10 m long, weighing aprox. 6ton and, having in the rear just two tandem axes. However, the lowest weight, the fact that the trailer had two axes instead of three, concentrates more the loads and can cause problems. For the actual study we do not use trailers of that type because overpass the single axe weight allowed by the MOPT to be moving on the national roads We have to point out that if it is necessary for the ICE to move to this plant heavier equipment, they should do the previous respective study So this, although the theoretical data of capacity was far away from the acting loads, the range of safety for the slab’s shearing strength is small. Besides we have to keep in mind that being heavy equipments it can not be used any type of trailer to avoid any delay and accidents. Proyecto de investigación. Instituto Tecnológico de Costa Rica. Escuela de Ingeniería en Construcción, 2004

2004-01-01T00:00:00Z