pavimento rigido
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INTRODUCCION
P A V I M E N T O S
Se llama pavimento al conjunto de capas de material seleccionado que reciben en forma directa las cargas del transito y las transmiten a los estratos inferiores en forma disipada, proporcionando una superficie de rodamiento, la cual debe funcionar eficientemente. Las condiciones necesarias para un adecuado funcionamiento son las siguientes: anchura, trazo horizontal y vertical, resistencia adecuada a las cargas para evitar las fallas y los agrietamientos, edemas de una adherencia adecuada entre el vehículo y el pavimento aun en condiciones húmedas. Deberá presentar una resistencia adecuada a los esfuerzos destructivos del transito, de la intemperie y del agua. Debe tener una adecuada visibilidad y contar con un paisaje agradable para no provocar fatigas. 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 que más comúnmente se encuentran en la naturaleza, y por consecuencia resultan los más económicos. La división en capas que se hace en un pavimento obedece a un factor económico, ya que cuando determinamos el espesor de una capa el objetivo es darle el grosor mínimo que reduzca los esfuerzos sobre la capa inmediata inferior. La resistencia de las diferentes capas no solo dependerá del material que la constituye, también resulta de gran influencia el procedimiento constructivo; siendo dos factores importantes la compactación y la humedad, ya que cuando un material no se acomoda adecuadamente, éste se consolida por efecto de las cargas y es cuando se producen deformaciones permanentes.
TIPOS DE PAVIMENTOS. Básicamente existen dos tipos de pavimentos: rígidos y flexibles. El pavimento rígido se compone de losas de concreto hidráulico que en algunas
ocasiones presenta un armado de acero, tiene un costo inicial más elevado que el flexible, su periodo de vida varia entre 20 y 40 años; el mantenimiento que requiere es mínimo y solo se efectúa (comúnmente) en las juntas de las losas.
resulta más económico en su construcción inicial, tiene un periodo de vida de entre 10 y 15 años, pero tienen la desventaja desventaja de requerir mantenimiento constante para cumplir con su vida útil. Este tipo de pavimento esta compuesto principalmente de una carpeta asfáltica, de la base y de la sub-base. .
El pavimento flexible
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Terracería . Se llama terracería al conjunto de obras compuestas de cortes y terraplenes,
formadas principalmente por la sub-rasante y el cuerpo del terraplén, constituida generalmente por materiales no seleccionados y se dice que es la subestructura del pavimento. pavimento. Cuando se va a construir un camino que presente un TPDA (Tránsito Promedio Diario Anual) mayor a 5000 vehículos, es necesario que se construya bajo la sub-rasante una capa conocida como sub-yacente; la cual deberá tener un espesor mínimo de 50 cm.
Pavimento Rigido Pavimentos rígidos Los Pavimentos rígidos constan de un pavimento pavimento formado por una losa de hormigón, apoyada sobre diversas capas, algunas de ellas estabilizadas. Se distinguen diversos tipos en función de la clase de pavimento empleado: 1. Pavimento de hormigón en masa vibrado: Es el más empleado, dada su gran versatilidad. Está dividido en losas mediante juntas para evitar la aparición de fisuras debido a la retracción del hormigón. Las juntas transversales se disponen a distancias aleatorias aleatorias comprendidas dentro de un rango de valores (4-7 m) para evitar fenómenos de resonancia. También También pueden emplearse pasadores de acero para asegurar la transmisión transmisión de cargas entre losas. En el caso de no hacerlo, deben inclinarse las juntas. Pavimento de hormigón en masa con juntas transversales inclinadas 2. Pavimento continuo de hormigón armado: Muy resistente, aunque también excesivamente caro, por lo que sólo es idóneo para tráfico pesado. Emplea una cuantía geométrica longitudinal del 0.6%, suprimiéndose las juntas transversales e incluyendo en ocasiones fibras de acero distribuidas distribuidas aleatoriamente para reforzar su estructura. Plantea pocos problemas de conservación y mantenimiento; este tipo de pavimentos se emplea sobre todo en Estados Unidos, y no tanto en nuestro país. 3. Pavimento de hormigón compactado: Su puesta en obra se realiza mediante extendedoras extendedoras y compactadoras compactadoras dada su baja relación agua/cemento agua/cemento –entre 0.35 y 0.40-, por lo que el cemento suele contener un alto porcentaje de cenizas volantes para facilitar su trabajabilidad. trabajabilidad. Suelen acabarse con una capa de rodadura r odadura bituminosa, bituminosa, por lo que se les considera Pavimentos mixtos. Tienen la ventaja de poder abrirse al tráfico rápidamente. 4. Pavimentos de hormigón pretensado: La introducción de tendones de acero que sometan a compresión a la losa permite reducir considerablemente considerablemente su espesor y aumentar su longitud. Este tipo de Pavimentos son capaces de soportar grandes solicitaciones, aunque de... DISEÑO ESTRUCTURAL DE PAVIMENTOS RIGIDOS R IGIDOS METODO AASHTO.
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deterioros que experimentan representar las relaciones deterioro - solicitación para todas las condiciones ensayadas. A partir de la versión del año 1986, 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. Los modelos matemáticos respectivos también requieren de una calibración para las condiciones locales del área donde se pretenden aplicar. USO DEL METODO AASHTO EN CHILE La primera versión de la guía AASHTO de 1972, fue adaptada en Chile por la Dirección de Vialidad del Ministerio de Obras Públicas para los efectos de utilizarlas en el diseño de pavimentos. Con posterioridad, una vez que se publicó la nueva guía para el diseño estructural de pavimentos en 1986 y su correspondiente versión mejorada de 1993, esta fue adaptada para el diseño de pavimentos en Chile . METODO AASHTO PAVIMENTOS RIGIDOS. Un pavimento de hormigón o pavimento rígido consiste básicamente en losas de hormigón simple o armado, apoyadas directamente sobre una base o sub-base. MODELO MATEMATICO La fórmula general de diseño, relaciona el número de ejes equivalentes de 8,16 Ton con el espesor de la losa de hormigón, para diferentes valores de los parámetros de cálculo. Ecuación de diseño:
En que: EE = Ejes equivalentes de 8.16 Ton. totales para la vida de diseño. H = Espesor de las losas en cm. Rd = Resistencia media a la flexotracción a los 28 días del hormigón. Cd = Coeficiente de drenaje. J = Coeficiente de transferencia de carga. Kd = Módulo de reacción de diseño en Kg/cm3. E = Módulo de elasticidad del hormigón en Kg/cm2. P = Pérdida de serviciabilidad = Pi - Pf Pi = Indice de serviciabilidad inicial. Normalmente se utiliza el valor Pi = 4.5 Pf = Indice de serviciabilidad final. Normalmente se utiliza el valor Pf = 2.0 ó 2.5
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La confiabilidad (R) puede ser definida como la probabilidad de que la estructura tenga un comportamiento real igual o mejor que el previsto durante la vida de diseño adoptada.
FACTOR DE CONFIABILIDAD (Fc). Cada valor de R está e stá asociado estadísticamente a un valor del coeficiente de STUDENT (Zr). A su vez, Zr determina, en conjunto con el factor "So", un factor de confiabilidad (Fc).
Donde: Zr = Coeficiente de Student para el nivel de confiabilidad (R%) adoptado. So = Desviación normal del error combinado en la estimación de los parámetros de diseño y modelo de deterioro.
TRANSITO DE DISEÑO (Td). El tránsito de diseño se obtiene a partir de la ponderación de los ejes equivalentes de diseño (TTE) por el factor de confiabilidad (Fc).
MODULO DE REACCION DE DISEÑO . Un factor de relativa importancia en el diseño de espesores de un pavimento de hormigón es la calidad del suelo que conforma la subrasante. Esta, usualmente se refiere al módulo de reacción de la subrasante k, que representa la presión de una placa circular rígida de 76 cm. de diámetro dividida por la deformación que dicha presión genera. Su unidad de medida es el e l Kg./cm2/cm. (Kg./cm3). Debido a que el ensayo correspondiente (Norma AASHTO T222-78) es lento y caro de realizar, habitualmente se calcula correlacionándolo con otro tipo de ensayos más rápidos de ejecutar, tales como la clasificación de suelos o el ensayo CBR. Sub-rasante: Sub-base granular:
C.B.R. >10 %
------------------------(kg /cm3 )C.B.R.< 10 % -------------------------(kg /cm3 )
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Sub-base rígida: (base tratada)
donde:
por último: Las características de drenabilidad se expresan a través de un coeficiente de drenaje de la sub-base (Cd), cuyo valor depende del tiempo en que ésta se encuentra expuesta a niveles de humedad cercana a la saturación y del tiempo en que drena el agua. El primer factor indicado depende, a su vez, del nivel de precipitaciones de la zona, altura de la rasante, bombeo o inclinación transversal, sistema de saneamiento superficial, etc. El segundo factor depende de la calidad de los materiales de sub-base, existencia de drenaje y propiedades de permeabilidad de la subrasante. COEFICIENTE DE TRANSFERENCIA DE CARGAS (J). La capacidad de carga representa la capacidad de un pavimento de hormigón de transferir parte de las cargas solicitantes a través de las juntas transversales. La eficiencia de la transferencia de carga depende de múltiples factores y tiende a disminuir durante la edad con las repeticiones de carga. Dentro de los factores más importantes de eficiencia se pueden mencionar los siguientes: •
•
Existencia de dispositivos especiales de transferencia de cargas. Esto es, barras de traspaso o zapatas de junturas. Interacción de las caras de junta transversal. Para el caso de no existir dispositivos especiales puede existir transferencia por roce entre las caras de la junta. Su eficiencia depende básicamente de la abertura de la junta y de la angulosidad de los agregados.
La abertura de la junta transversal depende principalmente del largo de los paños, la temperatura ambiente en la cual se ejecutó el pavimento y las variaciones periódicas de la misma. El efecto de traspaso de cargas se considera en conjunto con el del sistema de berma, a través de un coeficiente J, cuyos valores se indican en la siguiente tabla: DISEÑO ESTRUCTURAL DE PAVIMENTOS RIGIDOS METODO AASHTO 1993 Se desarrollará el diseño de pavimento rígido empleando el método AASHTO - 93 basándose en los siguientes antecedentes técnicos y económicos: 1. TRANSITO DE DISEÑO. Ejes equivalentes acumulados (en miles): TTE = 30.078 [E.E.]
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K = 5,3 [Kg/cm³]
3. CONFIABILIDAD EN EL DISEÑO. Nivel de Confiabilidad: R = 75% Desviación Normal: So = 0,4
4. SERVIACIBILIDAD. Índice de Serviciabilidad inicial: Pi = 4,5 Índice de Serviciabilidad final: Pf = 2,0
5. CONDICIONES CLIMATICAS Y DE DRENAJE Se considera que un 5% del tiempo anual en que la estructura estará expuesta a niveles de humedad cercanos a la saturación, con un tiempo de remoción de agua no superior a un día. Condición climática benigna, suave.
6. MODULA DE ELASTICIDAD DEL HORMIGON. E = 300.000 [Kg/cm²]
7. TRANSFERENCIA DE CARGA. Las losas de hormigón tendrán un largo de 4,5 metros, con barras de traspaso de cargas y bermas pavimentadas.
8. RESISTENCIA DEL HORMIGÓN. Rd = 43 [Kg/cm²] a la flexotracción a los 28 días 9. MATERIALES A EMPLEAR.
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- R28 = 43 [Kg/cm²] a la flexotracción a los 28 días. BASA TRATADA CON CEMNETO: Con 2,5% cemento en peso resistente a compresión a los 28 días de 30 [Kg/cm²] y - Módulo de elasticidad: 7.000 [Kg/cm²] BASE GRANULAR: Con un Kb:15 - C.B.R = 60%
0,18
0,20
SUBRASANTE: - C.B.R = 10%
1. Programa general de la materia Objetivo general.- Comprender las funciones de los diferentes tipos de pavimentos, las bases y procedimientos y procedimientos para el diseño y construcción de los mismos; así como los criterios para la selección de materiales materiales..
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Comportamiento flexible. Pavimento flexible: Carpeta asfáltica. Base s u b b a s e (en ocasiones se elimina ) capa subrasante. Capa subyacente ( hay veces no está ) cuerpo de terraplen Pavimento rígido. 3. Empedrados La estructura es la misma que la anterior, pero se acomoda la piedra en lugar del adoquin. Estampados: La estructura es la misma. La ultima capa lleva una pasta ( concreto con retardante y color ). ). Y sobre ellos moldes. Funcion de un pavimento: Proporciona al usuario un transito comodo, seguro, rapido y menor costo. Para que esto se cumpla el ingeniero civil debe: • • •
Diseñar. Construir. Conservar.
Ventajas y desventajas: Características Costo inicial Mantenimiento Comodo Rugosidad Duración Dist Distri rib. b. De De carg cargas as
Flexible Menos Mas, mas Mas M as Menos Area Areass pequ pequeñ eñas as
Rigido Mas Menos Menos Mas Mas Area Areass gran grande des. s.
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Estudio geotécnico: Clasificacion: • • • • •
Pc material ( a, b, c ) para fines de pago. Calidad de los materiales( clasificación, equipo) Bancos de materiales. Mecanica de suelos suelos.. Fallas de tipo geológico.
5. Transito 1.- Cantidad de vehículos. Tdpa ( transito diario promedio anual). 2.- Clasificacion vehicular. 3.- Cargas permitidas. permitidas. 4.- Tasa de crecimiento ( r ). Anual de interes compuesto. 5.- Periodo de diseño ( n ). Tiempo que transcurre para que se produzca la fatiga (deformación). * flexible 5 a 20 años. * rigido. 20 a 50 años. Trabajo # 2. Características geológicas y climáticas del estado de jalisco. Características: 1.- Cantidad.- Caminos existentes existentes aforos (conteo). Libro de datos viales Caminos nuevos: estimar. Estudios socio economicos. •
Tambien se puede adquirir información adquirir información de "inferencia" o sea de caminos existentes.
2.- Clasificacion vehicular: Tipo A=ligeros
% ejemplos 80
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Δ = 2.5 cm. Clasificacion para fines de diseño: Tipos de ejes y carga máxima.
Tractor unido A la caja. Tractor no Unido.
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* transito transformar. *ejes equivalentes acumulados *cargas por eje acumuladas. Fines de diseño. Ejes equivalentes: Indice de resistencia de los suelos: La resistencia depende de: 1.- El contenido de humedad ( humedad optima). 2.- Vacíos. Relación esfuerzo deformación: Modulo elástico: e = σ/ δ ley hooke. El indice de resistencia se obtienen mediante pruebas de laboratorio laboratorio:: Menú de pruebas: vrs = valor valor relativo relativo de soporte. 1.- Vrs estandar. 2.- Vrs modificado. modificado. 3.- Vrs (cuerpo de ingenieros ingenieros de eua). 4.- Prueba de placa. 5.- Prueba de h. Veme. 1.- Sirve para encontrar parámetros para calificar la calidad calidad.. Hay el vrs y expansión. 2.- Parámetro de resistencia resistencia para diseño. 3.- Nos sirve para diseño e investigación investigación.. 4.- Modulo de reacción "k".
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mundial. Por este motivo se ha decidido incluir ambos métodos en el Sistema Pavimentos de Concreto. Método AASHTO Diseño por método AASHTO a. Prueba de pavimentación AASHTO El método de diseño de espesores de pavimentos rígidos esta basado en los resultados obtenidos de la prueba de carreteras concebida y promovida gracias a la organización organización que ahora conocemos como AASHTO para estudiar el comportamiento de estructuras de pavimento de espesores conocidos, bajo cargas móviles de magnitudes y frecuencias conocidas y bajo el efecto del medio ambiente en secciones conocidas de pavimentos rígidos y flexibles. La planeación empezó en 1951, la construcción del proyecto comenzó en 1956 muy cerca de Ottawa, Illinois. El tráfico controlado de la prueba se aplicó de octubre de 1958 a noviembre de 1960 y el método estuvo listo para 1961. b. Formulación del método de diseño El objetivo principal de las pruebas consistía en determinar relaciones significativas entre el comportamiento de varias secciones de pavimento y las cargas aplicadas sobre ellas, o bien para determinar las relaciones significativas entre un número de repeticiones de ejes con cargas, de diferente magnitud y disposición, y el comportamiento de diferente espesores de pavimentos, conformados con bases y sub bases, colocados en suelos de características conocidas. En total se examinaron 368 secciones de pavimento rígido y 468 secciones de
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Las variables que intervienen en el diseño de los pavimentos constituyen en realidad la base del diseño del pavimento por lo que es necesario conocer las consideraciones más importantes que tienen que ver con cada una de ellas para así poder realizar diseños confiables y óptimos al mismo tiempo. Variables de diseño de Pavimentos Rígidos: • • • • • • • •
Espesor. Serviciabilidad (inicial y final). Tráfico (ejes equivalentes). Transferencia Transferencia de carga. Propiedades del concreto (módulos de ruptura y elasticidad). elasticidad). Resistencia de la subrasante (módulo de reacción). Drenaje. Confiabilidad (confiabilidad y desviación estándar).
Método PCA Diseño por método PCA a. Formulación del método El método de diseño de la Portland Cement Association es exclusivamente un método de diseño desarrollado para pavimentos de concreto. Teniendo como base el conocimiento de varias teorías de pavimentos como Westergaard, Picket and Ray así como de elementos finitos. También la experiencia en el comportamiento de varias pruebas e investigaciones como la Arlington Test y
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Este método considera algunas limitaciones en los valores de módulo de reacción K del suelo, en donde el rango de valores para los que el método fue desarrollado oscila entre los 50 y 700 pci. Una ventaja que se debe reconocer en el método del PCA es que toma el tráfico real que estima circulará sobre el pavimento, sin convertirlo Ejes Sencillos Equivalentes. b. Variables Las variables que intervienen en el diseño son: • • • • • • • •
Espesor Inicial del Pavimento. Módulo de Reacción K del suelo. Tráfico. Transferencia Transferencia de Carga y Soporte Lateral. Propiedades del Concreto. Módulo de Ruptura (Considera una reducción del 15% por seguridad). Módulo de Elasticidad Fijo = 4,000,000 psi. Módulo de Poisson Fijo = 0.15.
Comparativa entre los métodos de diseño Ambos métodos de diseño son apropiados para el diseño de espesores de pavimentos rígidos en cualquier tipo de proyecto, sin embargo el método AASHTO hace intervenir un mayor número de variables que nos ayudan a modelar de mejor manera las condiciones del proyecto al momento de estar diseñando su espesor. Los resultados del método de la PCA son adecuados adecuados para cualquier tipo de proyecto a pesar de que no se puedan tomar en cuenta algunos factores importantes como lo son la serviciabilidad
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El concreto hidráulica es el producto obtenido de una mezcla adecuada de cemento portland, agregados pétreos y agua. El proporcionamiento, dosificación , mezclado, inspección y muestra del concreto deberán ser supervisados por el laboratorio.
Proporcionamiento. Será fijado y controlado por el laboratorio, y variara de acuerdo con las características del laboratorio. Dosificación. El cemento y los agregados deberán ser dosificados por peso, excepto en que los casos en que la cantidad requiera requerida de concreto sea menor de 20 m3. Mezclado. Se hará en mezcladoras de concreto de tipo standard, de tambor giratorio mecánico, cuando menos de un saco de capacidad y con una velocidad de mas 13 revoluciones por minuto. No deberán usarse revolvedoras que se encuentren en malas condiciones mecánicas, o que presenten un dejaste mayor de 3/4" en las aspas.
Transporte. Cuando el concreto venga de planta, deberá transportarse en camiones revolvedores, o en vehículos apropiados, que no permitan perdida
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La curva granulometrica del material, representada gráficamente, deberá ser mas o menos paralela a las curvas construidas con las especificaciones, y entrar dentro de la zona del tamaño máximo correspondiente. El contenido de arcilla no será mayor de 1.5%. No deberá contener mas de 3 % en peso, de material material que pase la malla malla no 200. El contenido de materia orgánica deberá dar los colores 1 o dos .
Agua. Deberá ser clara y limpia y no contener, en solución o suspención, materias nocivas al concreto, tales como cloruros, sulfatos, materias orgánicas, etc.
Métodos de construcción. espesores. Serán los que marque la oficina de pavimentos, según las condiciones de la base, la magnitud de las cargas y la intensidad del transito.
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x 5 cm , colocado a la altura media del molde, que de preferencia será una sección estructural tipo canal. Al retirar los moldes y en cuanto la superficie machihembrada se encuentre lo suficientemente seca para asegurar una buena adherencia del producto asfáltico. El sistema de vaciado será tal , que las fajas centrales queden confinadas entre elementos estructurales previamente terminados.
Curado. El curado tiene por objeto conservar el agua del mezclado del concreto, para que este fragüe y endurezcan en condiciones satisfactorias, y debe dársele especial atención por tratarse de un factor de gran importancia para la
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PAVIMENTOS TIPOS DE FALLAS EN PAVIMENTOS RÍGIDOS Y FLEXIBLES Se pueden presentar los siguientes tipos de fallas: FALLAS EN PAVIMENTOS RÍGIDOS •
Levantamiento de Losas
•
Fisuras de esquina
•
Figuración en D
•
Desplazamientos verticales diferenciales (escalonamiento)
•
Daños en el sellado de juntas
•
Fisura longitudinal
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Diseno De Pavimentos Rigidos El objetivo del diseño de pavimentos, es contar con una estructura sostenible y económica que permita la circulación de los vehículos de una manera cómoda y segura, durante un periodo fijado por las condiciones condiciones de desarrollo. Con respecto a los métodos de diseño de pavimentos, tradicionalmente se han limitado a determinar el espesor de la estructura En el caso de los pavimentos de concreto, estos métodos se basan exclusivamente en los conceptos de fatiga mecánica para determinar, mediante modelos matemáticos, el espesor y la calidad del concreto. Es decir, el diseño se orienta fundamentalmente a dimensionar la placa para unas condiciones de fundación generalizada y un tránsito tipificado. En un sentido estrictamente teórico es posible que todos estos métodos sean válidos tanto en sus fundamentos fundamentos como en sus concepciones. concepciones. La cuestión es determinar que tanto se aproximan estos métodos extranjeros a las realidades muy particulares de países y
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b. Formulación del método de diseño El objetivo principal de las pruebas consistía en determinar relaciones significativas entre el comportamiento de varias secciones de pavimento y las cargas aplicadas sobre ellas, o bien para determinar las relaciones significativas entre un número de repeticiones de ejes con cargas, de diferente magnitud y disposición, y el comportamiento de diferente espesores de pavimentos, conformados con bases y sub bases, colocados en suelos de características conocidas. En total se examinaron 368 secciones de pavimento rígido y 468 secciones de pavimento flexible. Las mediciones físicas de las secciones de prueba se transfirieron a fórmulas que podían dar nuevamente valores numéricos de capacidad de servicio. Estos valores graficados contra las aplicaciones de carga forman una historia de comportamiento para cada sección de prueba que permiten la evaluación de cada uno de los diversos diseños. c. Evolución de la guía AASHTO
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diversos proyectos de la misma PCA. Y derivado de lo anterior se generó finalmente este método de diseño. Parte del método fue desarrollado desarrollado interpretando los resultados del modelo de elementos finitos basados en el comportamiento de una losa de espesor variable y dimensiones finitas (180 x 144 pulgadas) a la cuál se le aplicaron cargas al centro, de borde y de esquina, considerando diferentes condiciones de apoyo y soporte. El método de diseño de la PCA considera dos criterios de evaluación en el procedimiento procedimiento de diseño, el criterio de erosión de la sub-base por debajo de las losas y la fatiga del pavimento de concreto. El criterio de erosión reconoce que el pavimento puede fallar por un excesivo bombeo, erosión del terreno de soporte y diferencias de elevaciones en las juntas. El criterio del esfuerzo de fatiga reconoce que el pavimento pueda fallar, presentando agrietamiento derivado de excesivas repeticiones de carga. A diferencia del método AASHTO el método de diseño PCA, consideró un valor fijo de módulo de elasticidad elasticidad del Concreto (Ec) = 4’000,000 psi que no lo hizo variar en
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Índice. 2. Diseño de Pavimentos Rígidos. 2.1 Comportamiento de las Losas de un Pavimento rígido 2.2 Efecto del transito y el clima en las losas de un pavimento rígido. 2.3 Dimensionamiento de la losa de un pavimento rígido. 2.4 Diseño de juntas longitudinales y transversales. 2.5 Ejemplo de calculo de una losa de pavimento rigido. 2. Diseño de pavimentos rígidos Existen diversos factores que deben ser tomados en cuenta para
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de las propiedades elásticas de los suelos, parámetro que ha sido reconocido internacionalmente como un medio para caracterizar los materiales para propósitos de diseño o evaluación de pavimentos. Sin embargo, debido a que no es fácil determinar el modulo de resiliencia en el laboratorio, debe recurrirse a correlaciones con pruebas de CBR, valor R e inclusive propiedades propiedades índice de los materiales, como se menciono anteriormente. Debe señalarse la conveniencia conveniencia de llevar a cabo una serie de estudios e investigaciones preliminares a lo largo de la ruta del proyecto, con el fin de determinar las características características del suelo que soportara el pavimento y las cargas impuestas por el transito, de
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Suelos, lo cual permite, entre otras cosas, tener una idea de otras propiedades de los materiales para terracerías. terracerías.
• Ensayes para determinar la resistencia del terreno. La clasificación de los suelos para fines de diseño proporciona una idea aproximada del comportamiento probable del terreno como apoyo para el pavimento, ya que el comportamiento comportamiento real puede ser diferente del previsto debido a varias razones, tales como grado de compactación, grado de saturación, espesor del terraplén, etc. Por ello, es necesario determinar la resistencia de los materiales que se pretenden utilizar como
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cuenta que el estudio preliminar del terreno revelara los tipos diferentes de materiales que se han de encontrar. El valor de CBR de calculo deberá seleccionarse con un criterio prudente; la practica usual para pavimentos consiste en seleccionar un valor equivalente al promedio menos una vez la desviación estándar, o bien el criterio que recomiende el método de diseño que en cada caso utilice en proyectista.
2. Pruebas de placa. Permiten determinar la capacidad de carga de la capa
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estabilizada de mayor espesor ejercerá una mayor influencia sobre el comportamiento comportamiento del pavimento que una capa estabilizada delgada, y, en consecuencia, se le debería asignar un factor de equivalencia mayor. Se recomienda no exceder en ningún caso el valor k de la subrasante de 137 MPa/m.
• Suelos expansivos La contracción y la expansión diferencial excesiva de los suelos expansivos dan lugar a un apoyo no uniforme de la subrasante, provocando que los pavimentos de concreto se distorsionan a tal grado, que se afecten las condiciones de calidad de rodamiento. Varias
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Como orientación para el proyecto, se señala que la misma norma española recomienda
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En la medida en que las solicitaciones solicitaciones y exigencias sobre el
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desplazamiento de un volumen significativo de suelo que origina un vacío, la
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La subbase deben tener una granulometría granulometría relativamente constante para permitir que
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menor de 105% del peso volumétrico standard o de 98 a 100 por ciento del Valor. La
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