Verificación de la longitud de desarrollo en traslapos de varilla vertical para paredes de mampostería
Cargando...
Archivos
Fecha
2021
Autores
Director
Título de la revista
ISSN de la revista
Título del volumen
Publicador
Páginas
Resumen
En esta investigación se verifica experimentalmente, en el Laboratorio Nacional de Materiales y Modelos Estructurales de la Universidad de Costa Rica, el comportamiento a tracción pura de los empalmes por traslapo de acero de refuerzo vertical en mampostería, calculados con la ecuación propuesta por el Comisión Permanente del Código Sísmico de Costa Rica, para su publicación en la próxima versión del Código Sísmico de Costa Rica. El objetivo principal es garantizar que los empalmes logren desarrollar una capacidad segura para su uso en edificaciones. Lo anterior se logró mediante ensayos de tracción pura en 21 paneles de mampostería con traslapos de varilla vertical. Se construyeron y probaron tres réplicas por cada una de las siete combinaciones de espesor de bloque de concreto (12 cm y 15 cm) y diámetros de varilla (No.3 Grado 40, No.4 Grado 40, No.5 Grado 60 y No.6 Grado 60). Como resultado de esta investigación, se concluye que los traslapos estudiados son capaces de soportar esfuerzos mayores a 1.25 veces el esfuerzo de fluencia, por lo que tienen un comportamiento satisfactorio a tracción, incluso en condiciones críticas sin la carga de compresión típica en la mampostería provocada por las cargas permanentes y temporales. En la mayoría de los paneles, se da un modo de falla con roturas del acero de refuerzo, sin embargo, en los casos donde se utiliza un diámetro de varilla vertical cercano a un octavo del espesor del bloque de concreto, se da un modo de falla de deslizamiento de la varilla de refuerzo, provocado por el agrietamiento longitudinal por falta de recubrimiento en el empalme.
Inglés: In this research, it is experimentally verified, in the National Laboratory of Materials and Structural Models of the University of Costa Rica, the behavior in pure tension of splice joints of vertical reinforcement steel in masonry, calculated with the equation proposed by the Permanent Commission of the Seismic Code of Costa Rica, for its publication in the next version of the Seismic Code of Costa Rica. The main objective is to ensure that the splices develop a safe capacity for use in buildings. This was achieved through pure tensile tests on 21 masonry panels with vertical reinforcement splices. Three replicas were constructed and tested for each of the seven combinations of concrete block thickness (12 cm and 15 cm) and rebar diameters (No.3 Grade 40, No.4 Grade 40, No.5 Grade 60 and No.6 Grade 60). As a result of this research, it concludes that the splices studied are capable of withstanding stresses grader that 1.25 times the yield stress, and they have a satisfactory tensile behavior, even under critical conditions without the typical compressive load in masonry, caused for permanent and temporary loads. In most panels, reinforcement steel breaks as the failure mode, however, in cases where the vertical rebar diameter is close to one eighth of the thickness of the concrete block, there is a common rebar slip failure, caused by longitudinal cracking due to lack of coating at the splice.
Inglés: In this research, it is experimentally verified, in the National Laboratory of Materials and Structural Models of the University of Costa Rica, the behavior in pure tension of splice joints of vertical reinforcement steel in masonry, calculated with the equation proposed by the Permanent Commission of the Seismic Code of Costa Rica, for its publication in the next version of the Seismic Code of Costa Rica. The main objective is to ensure that the splices develop a safe capacity for use in buildings. This was achieved through pure tensile tests on 21 masonry panels with vertical reinforcement splices. Three replicas were constructed and tested for each of the seven combinations of concrete block thickness (12 cm and 15 cm) and rebar diameters (No.3 Grade 40, No.4 Grade 40, No.5 Grade 60 and No.6 Grade 60). As a result of this research, it concludes that the splices studied are capable of withstanding stresses grader that 1.25 times the yield stress, and they have a satisfactory tensile behavior, even under critical conditions without the typical compressive load in masonry, caused for permanent and temporary loads. In most panels, reinforcement steel breaks as the failure mode, however, in cases where the vertical rebar diameter is close to one eighth of the thickness of the concrete block, there is a common rebar slip failure, caused by longitudinal cracking due to lack of coating at the splice.
Descripción
Proyecto de graduación (licenciatura en ingeniería civil)--Universidad de Costa Rica. Facultad de Ingeniería. Escuela de Ingeniería Civil, 2021
Palabras clave
ACERO DE CONSTRUCCION - PRUEBAS, CODIGO SISMICO - COSTA RICA, ENSAYOS DE MATERIALES, MUROS DE HORMIGON - PRUEBAS - COSTA RICA, REFUERZO (CONSTRUCCION), RESISTENCIA A LA TRACCION - PRUEBAS