TECNOLÓGICO NACIONAL DE MÉXICO Instituto Tecnológico Superior De Apatzingán Unidad IV.- Pavimentos Rígidos
“Investigación
"
Alumno Gómez García Salomón Sánchez López José Luis Carrera Ingeniería Civil
Profesor Ing. Edgar Jesús López Rosales
MATERIA Diseño y Construcción de Pavimentos
Apatzingán, Michoacán; 25 de Mayo del 2018
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Contenido
Introducción .......................................................................................................................... 4 4.1.- Modulo de Ruptura del Concreto. ..................................................... .................................................................................. ............................. 5 Ventajas ................................................................................................. ............................. 6 Historia ............................................................................................................................... 6 4.2.- Método de Diseño del PCA. ..................................................... ........................................................................................... ...................................... 8 Aplicaciones del Método PCA ......................................................................................... 10 Bases para el diseño. .................................................... ........................................................................................................ ...................................................... 12 4.3.- Método de la AASHTO. .............................................................................................. 15 Criterios de diseño. ...................................................... .......................................................................................................... ...................................................... 15 Variables de tiempo. .................................................... ........................................................................................................ ...................................................... 16 Tránsito. .................................................... .......................................................................................................... ........................................................................ .................. 16 Confiabilidad. ........................................................................................ ........................... 17 Criterios de comportamiento compor tamiento ............................................... ............................................................................................ ............................................. 17 Serviciabilidad. .............................................. ................................................................................................... ............................................................... .......... 17 Propiedades de los materiales. .................................................. ...................................................................................... .................................... 20 Módulo de reacción de la subrasante. ................................................ ........................................................................... ........................... 20 Módulo de rotura del concreto...................................................................................... 20 Módulo de elasticidad del concreto. ...................................................... ................................................................................. ........................... 21 Drenaje.......................................................................................................................... 21 Transferencia de carga. ..................................................... ................................................................................................. ............................................ 22 4.4.- Diseño y Construcción de Juntas. ................................................................................ 23 CONSIDERACIONES PARA EL DISEÑO DE JUNTAS. J UNTAS. ............................................ 23 EFICIENCIA DE LA JUNTA. ..................................................... ......................................................................................... .................................... 26 TIPOS DE JUNTAS .................................................... ........................................................................................................ ...................................................... 27 4.5.- Procedimientos de d e Construcción y Control de Calidad de los Pavimentos Rígidos. ... 28 Ensayos de d e geotecnia ................................................... ....................................................................................................... ...................................................... 28 Granulometría. ............................................... .................................................................................................... ............................................................... .......... 28
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PROCTOR modificado ................................................................................................ 30 CONO DE ARENA ................................................. ..................................................................................................... ...................................................... 30 Ensaye CBR ................................................... ........................................................................................................ ............................................................... .......... 30 Tecnología del concreto................................................................................................ 30 Cono de Abrams. ..................................................... ......................................................................................................... ...................................................... 30 Probetas de concreto fresco. ......................................................................................... 31 Control del concreto ......................................................................................................... 31 ENDURECIDO ............................................................................................................ .......................................................................................... .................. 31 Extracción de testigos .................................................. ...................................................................................................... ...................................................... 31 DIAMANTINAS ..................................................... ......................................................................................................... ...................................................... 31 4.6.- Software para el Diseño de Pavimentos Rígidos. ........................................................ 32 4.7.- Conservación de los Pavimentos Rígidos. ................................................................... ................................................. .................. 34 Diseño y Conservación de Pavimentos Rígidos Factores que intervienen en el diseño. (1) Kip=1000kgf =10kN. ....................................................................................................... 37 PESO AUTORIZADO (TONELADAS) EN E N VEHÍCULOS POR TIPO T IPO DE EJE ........... 38 Conclusión .................................................... .......................................................................................................... ........................................................................ .................. 40 Mesografia .................................................... .......................................................................................................... ........................................................................ .................. 41
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Introducción Se llama pavimento al conjunto de capas de material seleccionado que reciben en forma directa las cargas del tránsito y las transmiten a los estratos inferiores en forma disipada, proporcionando una superficie de rodamiento, la cual debe funcionar eficientemente. Puesto que los esfuerzos en un pavimento decrecen con la profundidad, se deberán colocar los materiales de, mayor capacidad de carga en las capas superiores, siendo de menor calidad los que se colocan en las terracerías además de que son los materiales es que más comúnmente se encuentran en la naturaleza, y por consecuencia resultan los más económicos. Entre los pavimentos existentes se encuentra el rígidos que están forma dos por una losa de concreto hidráulico y la sub base que sirve de apoyo y se construye sobre la
capa
subrasante.
Antes la losa se construía sobre las terracerías sin importar importar la calidad que tuvieran; esto dio lugar a que un gran número de pavimentos fallaran al parecer grietas transversales o longitudinales cerca de las orillas. Al investigar el fenómeno, se encontró que la causa había sido lo que se ha llamado ``fenómeno de bombeo´´, el cual consiste en el ascenso de materiales finos y húmedos hacia la superficie de rodamiento a través de la juntas, en virtud de la deformación y recuperación de las losas en las orillas, al paso de los vehículos.
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El Concreto Profesional Resistente a la Flexión o Módulo de Ruptura es e l concreto ideal para las condiciones de carga más comunes en la estructura de concreto soportadas sobre terreno. CEMEX Concretos pone a tu disposición una gama diversa de concretos de Resistencia a la flexión, que cumplirá con las necesidades estructurales y de comportamiento en estado fresco y endurecido.
Usos
Patios de maniobra
Lotes de autos
Pavimentos para vivienda
Estacionamientos
Pisos industriales
Calles
Plataformas
Terminales de tránsito aéreo y terrestre
Puertos
Carreteras
Pistas y plataformas de aeropuertos
Datos Técnicos:
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Asentamiento 1 O cm {4") y 12 cm (5")
Masa Unitaria de 2,300 a 2,450 kg/m 3 Concreto Endurecido:
38 kg/cm2 {540 psi) y 45 kg/cm 2 {640 psi) a 28 días
Tamaño máximo de agregado 1"
Características antiderrapantes y reflejantes
Tiene una vida útil mayor que un concreto diseñado a la compresión, c ompresión, ya que está diseñado para resistir los esfuerzos de compresión y tensión que resultan de la flexión de las losas
Más resistente a los esfuerzos causados por la combadura (alabeo) de las losas por efectos de los cambios de temperatura
Mayor resistencia al desgaste por el paso de los vehículos ya que, sometiendo la losa a cargas dinámicas, los esfuerzos de flexión internos en una losa de concreto se encuentran más cercanos a su resistencia última a la flexión (), que los esfuerzos internos de compresión contra su resistencia última a la compresión (f'c)
Este concreto cuenta con características sustentables
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humanidad en la construcción de vías, en las que se utilizaron materiales a base de piedra caliza. En el año 500 a.C. los Romanos desarrollaron pavimentos con los cuales lograron consolidar su imperio y algunos de ellos existen hoy en día, conservándose bastante bien después de 23 siglos de existencia. La época moderna de los pavimentos de concreto tuvo sus inicios a finales del Siglo XIX con la construcción de la primera estructura moderna de este tipo en la ciudad de Inverness, Escocia, en 1865. En ese momento el pavimento de concreto no contaba con la tecnología que se tiene hoy ho y en día, pero indudablemente fue el inicio de una cadena de avances, avance s, desarrollos y aplicaciones, que casi alcanzan 150 años. añ os. A partir de ese momento fueron sucediendo avances significativos en la tecnología de diseño y construcción, así como gran diversidad de aplicaciones en todo el mundo. En América Latina, el primer pavimento de concreto se construyó en la ciudad de Bellefontaine, Ohio, en 1891. Con más de 120 años de construida, hoy aún presta servicio. En Colombia, el primer pavimento de concreto data de 1928 en el Parque de Barrio, en la ciudad de Medellín.
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En 1920 se produjeron las primeras ecuaciones para el diseño de pavimentos y en 1926 el profesor Westergaard publicó las ecuaciones de esfuerzo y deformación. En 1933 la Portland Cement Association (PCA) publicó el procedimiento para el diseño de espesores de concreto correlacionado con el e l tráfico, e introdujo los primeros conceptos de fatiga así como las primeras ecuaciones empíricas. Posteriormente, en 1966 y 1984, la PCA actualizó su método de diseño, siendo esta última la versión que rige en la actualidad. Este método de diseño está basado en las teorías de Westergaard, Pickett y Ray, y se complementa con base en elementos finitos con los que se estudió el comportamiento de una losa de concreto de espesor variable y dimensiones establecidas, a la cual se le aplicaron cargas en el centro, bordes y esquinas, considerando diferentes condiciones de apoyo y soporte. Se deben controlar especialmente la fatiga (para prevenir el agrietamiento debido a las cargas) y la erosión (para limitar la deflexión en los bordes de d e la losa). La vida útil del pavimento termina cuando se da la ruptura del concreto por las repeticiones de carga.
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que los diseños de espesores espesore s balanceen apropiadamente el costo inicial y los costos de mantenimiento. Mientras que el método PCA 84 se centra en el tópico del diseño de espesores, otros aspectos de diseño son igualmente importantes para asegurar el buen funcionamiento y la duración del pavimento de concreto:
Provisión para un soporte razonablemente uniforme.
Prevención del bombeo de material de base en caso de que el tráfico esperado sea suficientemente alto como para causarlo.
Diseño de juntas que garantice una adecuada transferencia de cargas y facilite el uso de sellos si son requeridos para hacerlas efectivas y prevenga daños de las mismas debido a filtraciones.
Uso de mezclas que proporcionen proporcionen un concreto de buena calidad con la resistencia resisten cia y durabilidad necesarias, según las condiciones de exposición.
Los criterios de diseño de espesores de este método están basados en la experiencia del comportamiento general de pavimentos. Si se dispone de experiencia del comportamiento específico regional o local en condiciones más
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Los procedimientos de diseño ofrecidos por el Método PCA se aplican a los pavimentos de concreto simple, simple con pasa-juntas, con refuerzo discontinuo y con refuerzo continuo.
Los pavimentos de concreto simple se construyen sin acero de refuerzo y sin dovelas de transferencia de carga en las juntas. La transferencia de carga es obtenida por una trabazón de agregados entre las caras agrietadas debajo de las juntas aserradas o formadas. Para que qu e esta transferencia sea efectiva, es necesario que se use un espaciamiento corto entre juntas.
Los pavimentos de concreto simple con pasa-juntas se construyen sin acero de refuerzo; sin embargo, se instalan barras de acero lisas (pasa-juntas) como elementos de transferencia de cargas en cada junta de contracción. En este caso se emplean espaciamientos relativamente cortos cor tos entre juntas para controlar el agrietamiento.
Los pavimentos reforzados contienen además del acero de refuerzo, barras pasa-juntas para la transferencia de cargas en las juntas de contracción.
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pasa-juntas, y no más de 12 m para pavimentos reforzados. Espaciamientos mayores han sido utilizados, pero han sido causa de daños en las juntas y de la formación de fisuras intermedias entre ellas. Los pavimentos con refuerzo continuo se construyen sin juntas de contracción. Debido al refuerzo del acero continuo relativamente denso en la dirección longitudinal, ellos desarrollan fisuras transversales a intervalos cercanos. Se desarrolla un alto grado de transferencia de cargas en las caras de esas fisuras, que se mantienen firmemente unidas por el acero de refuerzo. Los procedimientos de diseño que se dan en este método, cubren las condiciones que no han sido directamente tratadas por otros procedimientos. Estos incluyen el reconocimiento de: 1. El grado de transferencia de carga en las juntas proporcionado por los diferentes tipos de pavimentos descritos. 2. El efecto de utilizar una berma de concreto adyacente al pavimento. Las bermas reducen los efectos de flexión y las deflexiones causadas por las cargas.
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4.1.- Fatiga: Para mantener los esfuerzos del pavimento debidos a la acción de cargas repetidas, dentro de límites seguros previniendo así el agrietamiento por fatiga. 4.2.- Erosión: Para limitar limitar los efectos de las deflexiones del pavimento en el borde de las losas, juntas y esquinas, controlando así la erosión d e la cimentación y de los materiales de las bermas. El criterio por erosión es necesario ya que algunas formas de daños del pavimento tales como bombeo, fallas y daños de las bermas no son debidas a la fatiga. 1. Los ejes triples pueden ser considerados en el diseño. Mientras que las configuraciones convencionales para ejes simples y tándem son aún las cargas predominantes en las carreteras, el uso de ejes triples (tridem) va en aumento. Ellos
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1. Como se mencionó al inicio del artículo, en estudios técnicos de comportamiento de las losas de pavimento realizados por Westergaard, Picket y Ray, y recientes análisis de cómputo desarrollados por elementos finitos, uno de los cuales es usado como la base para este método. 2. Pruebas y modelos a escala natural tales como los ensayos de Arlington Arlington y varios proyectos de investigación conducidos por la PCA y otras agencias sobre subbases, juntas y bermas de concreto. 3. Pavimentos experimentales sujetos a pruebas de tráfico controlado y estudios de pavimentos de carreteras en servicio realizados por departamentos estatales de transporte de Estados Unidos. 4. El comportamiento de pavimentos construidos normalmente, sujetos a tráfico mixto mixto normal.
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comportamiento del pavimento y que los datos de investigaciones son fundamentales en el desarrollo de un procedimiento de diseño. 7. Las partes teóricas de los procedimientos de diseño proporcionados por este método se basan en un análisis comprensivo de los esfuerzos y deflexiones del concreto mediante un programa de cómputo de elementos finitos. El programa modela los factores convencionales de diseño, propiedades del concreto, soporte y cargas, más la transferencia de carga en las juntas mediante barras pasa-juntas o trabazón de agregados y berma de concreto, para ubicaciones de carga axiales en el interior, borde, junta y esquina de la losa.
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El método de diseño AASHTO, originalmente conocido como AASHO, fue desarrollado en Estados Unidos en la década de 1960, basándose en un ensayo a escala real realizado durante dos años en el estado de Illinois, con el fin de desarrollar tablas, gráficos y fórmulas que representen las relaciones deterioro – solicitación de las distintas secciones ensayadas. A partir de la última actualización, en 1993, el método AASHTO comenzó a introducir conceptos mecanicistas para adecuar algunos parámetros a condiciones diferentes a las que imperaron en el lugar del ensayo original. Es importante resaltar que los modelos matemáticos utilizados en el método AASHTO, requieren una calibración de acuerdo a las condiciones particulares de
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Se consideran dos variables: período de análisis y vida útil del pavimento. La vida útil se refiere al tiempo transcurrido entre la puesta en operación del camino y el momento en el que el pavimento requiera rehabilitarse, es decir, cuando éste alcanza un grado de serviciabilidad mínimo. El período de análisis se refiere al período de tiempo para el cual va a ser conducido el análisis, es decir, el tiempo que puede ser cubierto por cualquier estrategia de diseño. Para el caso en el que no se consideren rehabilitaciones, el período de análisis es igual al período de vida útil; pero si se considera una planificación por etapas, es decir, una estructura de pavimento seguida por una o más operaciones de rehabilitación, el período de análisis comprende varios períodos de vida útil, el del pavimento y el de los distintos refuerzos.
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La confiabilidad es la probabilidad de que el pavimento se comporte satisfactoriamente durante su vida útil o período de diseño, resistiendo las condiciones de tráfico y medio ambiente dentro de ntro de dicho período. Cabe resaltar, re saltar, que cuando hablamos del comportamiento del pavimento nos referimos a la capacidad estructural y funcional de éste, es decir, a la capacidad de soportar las cargas impuestas por el tránsito, y asimismo de brindar seguridad y confort al usuario
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2. El confort, o calidad de la transitabilidad, es materia de una respuesta subjetiva de la opinión del usuario. 3. La serviciabilidad puede ser expresada por medio de la calificación hecha por los usuarios de la carretera y se denomina la calificación de la serviciabilidad. 4. Existen características físicas de un pavimento que pueden ser medidas objetivamente y que pueden relacionarse a las evaluaciones subjetivas. Este procedimiento produce un índice de serviciabilidad objetivo.
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índice de serviciabilidad inicial (P0) y el índice de serviciabilidad final (Pt), para la vida útil o de diseño del pavimento. a) Índice de serviciabilidad inicial (P0). El índice de serviciabilidad inicial (P0) se establece como la condición original del pavimento inmediatamente después de su construcción o rehabilitación. AASHTO estableció para pavimentos rígidos un valor inicial deseable de 4.5, si es que no se
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de la serviciabilidad. El efecto del medio ambiente considera situaciones donde se encuentran arcillas expansivas o levantamientos por helada. Así, el cambio total en el PSI en cualquier momento puede ser obtenido. Propiedades de los materiales.
Debemos tener en cuenta diversas características como el módulo de reacción de la
subrasante
(K),
elasticidad del concreto.
el módulo
de
rotura del concreto,
el módulo
de
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Módulo de elasticidad del concreto El módulo de elasticidad del concreto está íntimamente relacionado con el módulo rotura y se determina mediante la norma ASTM C469. Existen varios criterios con los que se puede estimar el módulo de elasticidad a partir del módulo de rotura. Características estructurales Drenaje.
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Transferencia de carga.
La capacidad de una estructura de pavimento de concre to para transferir (distribuir)
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El diseño de juntas en los pavimentos de concreto es el responsable del control del
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humedad y de temperatura, la aplicación de las cargas del tráfico, las restricciones de la subrasante o terreno de apoyo y también por ciertas características de los materiales empleados. En orden para diseñar un adecuado sistema de juntas se
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adición a esto los agregados finos tienen una influencia perjudicial en el comportamiento de las juntas. En muchas ocasiones o casiones el despostillamiento es resultado de concentraciones de materiales malos a lo largo de las juntas.
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