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P U E N T E S
Ing. Henry Paris CIV 1833
Capitulo 8 - 1 INDICE
Distribuidor ALCASA - Ciudad Guayana - Venezuela
TABLERO CELULAR DE CONCRETO
8
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P U E N T E S
Ing. Henry Paris CIV 1833
Capitulo 8 - 2
1 - INTRODUCCION Los tableros de vigas cajón de concreto armado (box girder) también llamados celulares por constituir un marco cerrado con particiones ó celdas internas, son aquellos constituidos por un cajón de concreto armado, conformado por una tapa superior y otra inferior de losa de concreto y lateralmente losas verticales ó inclinadas también de losa de concreto.
VIGA CAJON CON ALMAS EXTERIORES INCLINADAS
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P U E N T E S
Ing. Henry Paris CIV 1833
Capitulo 8 - 3
Los primeros puentes con tableros de viga cajón de concreto fueron fabricados en Europa, consistiendo originalmente en luces sencillas isostáticas con voladizos laterales en cada extremo de la luz. El objeto de tales voladizos era el de actuar como contrapeso, produciendo momentos negativos en los apoyos para reducir el momento positivo central. Otra utilización importante de los tableros con vigas cajones es en el caso de puentes tipo Gerber, que consisten en luces simples isostáticas con dos volados laterales donde se apoyan apoyan tableros simples actuando similarmente como si fuera un contrapeso, pudiendo lograrse en esta forma luces considerablemente mayores. En los Estados Unidos se construyó construy ó el primer puente con viga viga cajón de concr concreto eto armado el año de 1.937, y en Venezuela el autor diseñó el primer cajón continuo de concreto armado, de sección variable recta, para el Distribuidor El Pulpo en el año de 1,956. A partir de esa época comenzaron a proyectarse muchos puentes con este tipo de solución, tan to de concr concreto eto armado como postensados, ubicados en general en pasos a dos niveles y en distribuidores de tránsito como en el Distribuidor Baralt.
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P U E N T E S
Ing. Henry Paris CIV 1833
Capitulo 8 - 4
En los Estados Unidos se construyó el primer puente con viga cajón de concreto armado el año de 1.937, y en Venezuela el autor diseñó el primer cajón continuo de concreto armado, de sección variable recta, para el Distribuidor El Pulpo en el año de 1,956. A partir de esa época comenzaron a proyectarse muchos puentes con este tipo de solución, tanto de concreto armado como postensados, ubicados en general en pasos a dos niveles y en distribuidores de tránsito como en el Distribui Distribuidor dor Baralt. Baralt.
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P U E N T E S
Ing. Henry Paris CIV 1833
Capitulo 8 - 5
La incorporación del concreto postensado en los tableros de puentes permitió el incremento de las luces de las vigas cajón, permitiendo también la utilización de estructuras más delgadas y por lo tanto más livianas. Basada en esta tecnología, hoy en día se ha desarrollado a partir de 1.950 en Alemania, la construcción de puentes por voladizos sucesivos, cuya sección generalmente tiene la forma de cajón unicelular, habiéndose logrado luces mayores de 240 mts. La popularidad de esta solución se fundamentó en las siguientes características: • Relativa poca altura del tablero para casos de gálibos limitados • Gran versatilidad en las dimensiones de las secciones • Apariencia muy agradable y limpieza de lineas • Capacidad de alojar aloj ar y ocultar los l os servicios públicos • Gran rigidez torsional de la sección para puentes en curva • Posibilidad de puentes con luces considerablemente mayores
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P U E N T E S
Ing. Henry Paris CIV 1833
C a p i t u l o 8 - 6
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P U E N T E S
Ing. Henry Paris CIV 1833
C a p i t u l o 8 - 7
La gran rigidez transversal en combinación con la rigidez torsional en estos puentes, elimina también la necesidad de diafragmas intermedios, tan importantes en puentes de vigas T. Prácticamente todos los puentes de este tipo diseñados en Venezuela, lo han sido siguiendo las Normas y Especificaciones de la AASHTO, las cuales desde 1.949 se encuentran en vigencia y eran ya utilizadas por el Departamento de Carreteras Carreteras del Estado de California.
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P U E N T E S
Ing. Henry Paris CIV 1833
Capitulo 8 - 8
La construcción de tableros vaciados en sitio en concreto postensado pueden llegar a tener luces considerables considerables en el orden de hasta 140 mts. y si se trata de puentes postensados construidos construidos por medio de la técnica de voladizos sucesivos, se puede llegar a luces en el orden de los 250 mts. y mas. Es imposible establecer cánones económicos para puentes construidos con el sistema convencional de concreto armado ó con sistemas postensados actuales por estar muy cercanos sus límites. Incide en tal consideración el hecho que en nuestro país las tecnologías de postensado
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P U E N T E S
Ing. Henry Paris CIV 1833
Capitulo 8 - 9
Esta relación según la mayoría de los libros de texto que tratan este tema, debe ser para secciones de altura constante igual a D / L = 0 . 0 6 0 para luces simples y D / L = 0 . 0 5 5 para luces continuas. En tableros postensados esta relación puede disminuir a relaciones D / L = 0 . 0 4 5 y D / L = 0 . 0 4 0 respectivamente. En el caso de tableros hiperestáticos de sección variable en concreto armado ó postensado,
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P U E N T E S
Ing. Henry Paris CIV 1833
Capitulo 8 - 10
3 - PARTICULARES DEL TABLERO 3.1 Losa de Calzada La función de la losa superior de calzada consiste en: a) soportar la carga viva que transita por el puente transmitiénd transmi tiéndola ola a las almas y b) actuar actuar como ala de compresión de las almas
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P U E N T E S
Ing. Henry Paris CIV 1833
Capitulo 8 - 11
Las armaduras principales de las vigas longitudinales del puente, van colocadas en la losa de calzada por debajo de la armadura superior de la losa de calzada (para momento negativo) ó en la losa del intradós (para momentos positivo) por encima de la armadura transversal inferior de dicha losa. Algunos proyectistas proyectistas y según las circunstancias concentran parte de la armaduras armaduras principales en las almas de las vigas. Las armaduras transversales de la losa de calzada, aunque pueden llevar dobleces a 45° para disminuir su área, sin embargo, usualmente resulta mas económico desde el punto de vista de
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