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Venegas, Z., (2012). Socavación al pie de estribos de puentes en lechos no cohesivos [Tesis, Universidad Nacional de Ingeniería]. http://hdl.handle.net/20.500.14076/1231
Venegas, Z., Socavación al pie de estribos de puentes en lechos no cohesivos [Tesis]. : Universidad Nacional de Ingeniería; 2012. http://hdl.handle.net/20.500.14076/1231
@mastersthesis{renati/255423,
title = "Socavación al pie de estribos de puentes en lechos no cohesivos",
author = "Venegas Espinoza, Zocimo",
publisher = "Universidad Nacional de Ingeniería",
year = "2012"
}
Title: Socavación al pie de estribos de puentes en lechos no cohesivos
Authors(s): Venegas Espinoza, Zocimo
Advisor(s): Coronado Del Águila, Francisco
Issue Date: 2012
Institution: Universidad Nacional de Ingeniería
Abstract: Gran número de puentes para cruzar corrientes de agua, están expuestos a la ocurrencia de fenómenos hidrológicos extremos, con el consiguiente riesgo de socavación al pie de subestructuras (pilares y estribos).
El presente trabajo es el resultado de pruebas de laboratorio del fenómeno de socavación al pie de estribos de puentes en lechos no cohesivos, para el cual se han realizado 135 ensayos de socavación, utilizando materiales no cohesivo fino y grueso, estribos de formas rectangulares, trapezoidales y cilíndricos, con relaciones de longitud de estribo entre ancho del canal L/B desde 0.125 hasta 0.25, relaciones de longitud de estribo entre tirante de agua L/Y desde 1 hasta 5, Números de Froude desde 0.2 hasta 1.5, pendientes de canal desde 0.25% hasta 3.50% y tamaños de partículas d50 =0.24mm y 1.25mm.
Los ensayos se realizaron en el Laboratorio Nacional de Hidráulica empleando un canal de pendiente variable de 0.4 m de ancho, 0.4 m de alto y 12 m de longitud de pared transparente para permitir observar el proceso de socavación.
En el presente estudio se ha realizado ensayos con estribos alineados perpendicular a la dirección del flujo; los anchos de estribos que se han utilizado no ha tenido influencia en la profundidad de socavación.
Como resultado de la investigación se propone, para estimar la profundidad de socavación al pie de estribos de puentes en lechos no cohesivos, la fórmula que relaciona Ys/L con k1 (YFr/d). Asimismo se determinaron las constantes k1 y k2 para cada forma de estribo.
Esta fórmula puede aplicarse en el rango de condiciones en los cuales fueron evaluadas.
Many bridges crossings are exposed to the occurrence of extreme hydrologic events with the risk of scour at the base of substructures (piers and abutments). The present study is the result of a laboratory test of the scour phenomenon at the base of bridge abutments in cohesionless beds, for which 135 tests were evaluated using thin and thick non-cohesive materials; rectangular, trapezoidal and cylindrical abutments, with length ratios of abutments between channel width L / B from 0.125 to 0.25, length ratios of abutments between water depth L / Y from 1 to 5, Froude numbers from 0.2 to 1.5, channel slope from 0.25% to 3.50% and particle sizes d50 =0.24mm and 1.25mm. Assays were performed at the National Laboratory of Hydraulics using a variable slope channel of 0.4 m wide, 0.4 m high and 12 m long, with transparent walls to observe the scour progressing. In the present study was conducted trials with abutments aligned perpendicular to the direction of flow; the widths of abutments that were used had no influence on the scour depth. As a result of the research aims to estimate the depth of scour at the base of bridge abutments in cohesionless beds, the formula that relates Ys/L with k1 (YFr/d). The constants k1 y k2 were also determined for each abutment. This formula can be applied in the range of conditions in which they were evaluated.
Many bridges crossings are exposed to the occurrence of extreme hydrologic events with the risk of scour at the base of substructures (piers and abutments). The present study is the result of a laboratory test of the scour phenomenon at the base of bridge abutments in cohesionless beds, for which 135 tests were evaluated using thin and thick non-cohesive materials; rectangular, trapezoidal and cylindrical abutments, with length ratios of abutments between channel width L / B from 0.125 to 0.25, length ratios of abutments between water depth L / Y from 1 to 5, Froude numbers from 0.2 to 1.5, channel slope from 0.25% to 3.50% and particle sizes d50 =0.24mm and 1.25mm. Assays were performed at the National Laboratory of Hydraulics using a variable slope channel of 0.4 m wide, 0.4 m high and 12 m long, with transparent walls to observe the scour progressing. In the present study was conducted trials with abutments aligned perpendicular to the direction of flow; the widths of abutments that were used had no influence on the scour depth. As a result of the research aims to estimate the depth of scour at the base of bridge abutments in cohesionless beds, the formula that relates Ys/L with k1 (YFr/d). The constants k1 y k2 were also determined for each abutment. This formula can be applied in the range of conditions in which they were evaluated.
Link to repository: http://hdl.handle.net/20.500.14076/1231
Discipline: Maestría en Ciencias con Mención en Ingeniería Hidráulica
Grade or title grantor: Universidad Nacional de Ingeniería. Facultad de Ingeniería Civil. Unidad de Posgrado
Grade or title: Maestro en Ciencias con Mención en Ingeniería Hidráulica
Register date: 3-Aug-2015
This item is licensed under a Creative Commons License