DISEÑO DE PUENTE DE MADERA
CIV 312
DISEÑO DE PUENTE DE MADERA ZONA LA CALANCHA 1. Consideraciones Técnicas del Tipo Tipo de Puente Asignado Asignado
Norma a utilizar En Bolivia no existe reglamento ni normativa de cálculo estructural con madera, por lo que la metodología de diseño que se ha seguido para el dimensionamiento, se basa en las normas: AASTHO CTE(Código Técnico de la Edificación)
Las normas anteriormente mencionadas, establece parámetros y consideraciones que se deben tomar en cuenta para el diseño y cálculo estructural de un puente de Madera. Todas las normas están constituidas por trenes móviles, denominamos “Camión tipo”.
Aspectos constructivos a ser empleadas Materiales -
Antes de de su utilización en la construcción, la madera debe secarse, en la medida que sea posible, hasta alcanzar contenidos de humedad adecuados a la obra acabada (humedad de equilibrio higroscópico). Si los efectos de las contracciones o mermas no se consideran importantes, o si han sido reemplazadas las partes dañadas de la estructura, pueden aceptarse contenidos más elevados de humedad durante el montaje siempre que se asegure que la madera podrá secarse al contenido de humedad deseado.
Detalles Constructivos a) De cara a la formalización de juntas entre elementos, y para elementos formados con madera de conífera, se consideraran las siguientes variaciones dimensionales de origen higrotermico: - Para tableros contrachapados y de OSB, y en su plano, serán como como máximo de valor 0,02% por cada 1% de variación de contenido de humedad del mismo. - Para madera aserrada, laminada o microlaminada se podrá tomar, por cada 1% de variación de contenido de humedad, un valor de 0,01% en dirección longitudinal y 0,2% en la transversal (esta última corresponde en realidad a la tangencial, y la radial se podrá tomar como 0,1%). b) A continuación se enumeran una serie de buenas prácticas que mejoran notablemente la durabilidad de la estructura:
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DISEÑO DE PUENTE DE MADERA
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-
CIV 312
Evitar el contacto directo de la madera con el terreno, manteniendo una distancia mínima de 20 cm y disponiendo un material hidrófugo (barrera antihumedad). Evitar que los arranques de soportes y arcos queden embebidos en el hormigón u otro material de fábrica. Para ello se protegerán de la humedad colocándolos a una distancia suficiente del suelo o sobre capas impermeables. Evitar uniones en las que se pueda acumular el agua. Proteger la cara superior de los elementos de madera que estén estén expuestos directamente a la intemperie y en los que pueda acumularse el agua. En caso de utilizar una albardilla (normalmente de chapa metálica), esta albardilla alba rdilla debe permitir, además, la aireación de la madera que cubre.
-
Evitar que las testas de los elementos estructurales de madera queden queden expuestas al agua de lluvia ocultándolas, cuando sea necesario, con una pieza de remate protector. - Facilitar en general, general, al conjunto de la cubierta la rápida evacuación de las aguas de lluvia y disponer sistemas de desagüe de las condensaciones en los lugares pertinentes. c) Los posibles cambios de dimensiones, producidos por la hinchazón o merma de la madera, no deben quedar restringidos por los elementos de unión: - En general, en piezas de canto superior a 80 cm, no deben utilizarse empalmes ni nudos rígidos realizados con placas de acero que coarten el movimiento de la madera.
-
Las soluciones con placas placas de acero y pernos quedan limitadas a situaciones en las que se esperan pequeños cambios de las
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DISEÑO DE PUENTE DE MADERA
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Principales Elementos de Unión En una estructura de madera, existe una situación de intersección entre uno o más elementos, a los cuales llamamos nudos o uniones , para dar solución resistente a estas existen dos opciones: - Uniones Mecánicas - Uniones de Contacto Uniones Mecánicas Sistema de unión mediante elementos metálicos que se insertan o atornillan en las piezas de madera, constituyendo así as í la unión o fijación. Clavos - Es uno de los elementos más simples de unión. - Fabricado de alambre endurecido - Tipos: Vástago liso o estriado. - Terminaciones en galvanizado, barnizado o pulido. - Herramienta: Martillo o pistola a presión.
Tornillos - El tornillo es un elemento de fijación que neutraliza la fuerza de arranque. Fabricado de acero.
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DISEÑO DE PUENTE DE MADERA
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Pernos - Es un elemento cilíndrico que atraviesa perpendicularmente los planos de unión. - Fabricado de acero y hierro. - Tipos: Cabeza hexagonal o cuadrada. - Herramienta: Llaves manuales principalmente.
Conectores Metálicos - Laminas con perforaciones para fijar de dos a tres elementos, en cualquier Angulo. Es una fijación con tornillos. - Fabricados en distintos tipos de espesor de acero. - Tipos: Ángulos de 45° o 90°.
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DISEÑO DE PUENTE DE MADERA
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Placas metálicas dentadas Lámina metálica con un punzonado en forma de conector o clavos, conformando un sistema de dientes, perpendiculares con respecto al plano 31. - Fabricado de acero con tratamiento anticorrosivo. - Tipos: Solamente planos.
Uniones de Contacto Se conoce a estos sistemas por dar soluciones a las uniones, sin ocupar medios externos a la madera.
Finger-Joint Es un sistema que se basa en realizar un dentado y contradentado a la madera trabajándola a compresión, logrando así la unión de dos piezas.
Uniones mediante espigas Este sistema consiste en realizar en ambas piezas, una perforación, para luego incorporar un elemento de unión con cola (espiga).
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DISEÑO DE PUENTE DE MADERA
CIV 312
Uniones con ensambles Es un sistema muy utilizado por artesanos, conocido como macho y hembra o ensamble, el cual logra una unión limpia entre dos elementos.
2. Ubicación del Puente
Macro localización
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DISEÑO DE PUENTE DE MADERA
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Micro localización zona la Calancha
Datos de hidrología El rio Quirpinchaca nace en la ciudad de Sucre y tiene una longitud de 30 Km, pasa a través de la ciudad y se aprovecha para riego, aunque el agua que se transporta está contaminada por las aguas servidas que evacua la ciudad de Sucre, es un rio perene(siempre hay flujo de agua), en cambio el rio Jolintoli es un rio intermitente que solo tiene flujo de agua en época de lluvia con una longitud de 10 Km aproximadamente y por ultimo esta la Oda Yana KaKha, una quebrada que qu e solo tiene flujo en la época de lluvia con una un a longitud alrededor de 5 Km. A partir de estos ríos y quebradas se conformaron las 3 subcuencas que contiene la cuenca de estudio. Sección Transversal con el grafico resultado
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DISEÑO DE PUENTE DE MADERA
CIV 312
Tabla detallada con los resultados
Profundidad de socavación La profundidad en que llegara la socavación, se obtendrá utilizando la fórmula propuesta por Lichtvan- Levediev, más la socavación generada por la curva con el método de Altunin se obtuve el siguiente resultado. Socavación General a Largo Plazo Método de Lischtvan – Lebediev Lebediev
Tirante de agua Diámetro representativo del lecho del rio Peso específico del agua con sedimentos
y= dm=
2.42 11.6 1.15
m mm ton/m3
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DISEÑO DE PUENTE DE MADERA
CIV 312
∝
=
∝= ∗∗/
1.758295
b) Cálculo del coeficiente de frecuencia "β"
β=
= 0.7929+0.0973*log T
0.929
c) Cálculo del exponente característico "z"
= 0.39455 945577 − 0.0404
136*log(dm) - 0.00891*
z=
(dm)
0.340544
d) Factor de corrección ψ
ψ =
e) Tirante socavado (ys)
= -0.54+1.5143*
1.201445
∝∗ ∝∗ ⁄
= [0.68 ∗ ∗ ∗∗ .] 3.368489
+
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DISEÑO DE PUENTE DE MADERA
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a) Coeficiente (ε) en función de la siguiente relación: relación: Coeficiente de Altunin rc/B 6 ε 1.27 1.48 6.558237
∞
=
5 1.84
4 2.20
3 2 2.57 3.00
1.27 ε= ε= b) Tirante socavado Hs=
3.0734
m
f) Cálculo de la socavación real (hs)
ℎ = − = ℎ ℎ
hsc= 0.65 m La Socavación total será:
HsT=
1.60
m
Datos de mecánica de suelos Permiten conocer las características del terreno en que se fundara la estructura, materia que se realimenta con los aspectos de mecánica fluvial (socavaciones) y con los problemas de drenaje para los pasos a desnivel, todo lo cual permite sentar parte importante de las bases del diseño estructural. Estudio de la geología de la carretera, con sondeo geofísico zona La Calancha,
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DISEÑO DE PUENTE DE MADERA
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DISEÑO DE PUENTE DE MADERA
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Datos de topografía Permite referenciar el proyecto y conocer las características car acterísticas geomorfológicas del lugar.
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DISEÑO DE PUENTE DE MADERA
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3. Selección del Tipo de Puente Luz del puente Las condiciones topográficas e hidráulicas son las que definen la longitud a cubrir, es así que según los datos dados se tiene que la longitud total del puente será de: L= 40 metros
Tipos de apoyo Entre la superestructura y la infraestructura se encuentran los sistemas de apoyo del puente. Ante los cambios de longitud por variaciones de temperatura y desplazamientos, la superestructura requiere de juntas de dilatación que permitan su movilidad; los sistemas de juntas tienen la función de resistir las cargas externas y proveer pro veer seguridad al tránsito sobre la brecha entre el puente y el estribo o entre dos puentes. También las juntas deben proveer una transición suave entre el puente y las áreas adyacentes. Estas juntas habitualmente consideran conside ran protecciones pr otecciones en e n los bordes (cantoneras) a lo largo de los bordes de la superestructura superestructur a se encuentran las barandas o las barreras que impiden la caída de vehículos y personas desde el puente. Tipos de apoyos En la siguiente tabla extraída de la AASHTO (1994) LRFD Bridge Design Specifications se definen los tipos de apoyos con sus rangos de aplicación
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Apoyos de elastómero Los apoyos de elastómero son los apoyos apo yos más simples de puentes. El apoyo consiste en un bloque generalmente rectangular o circular de elastómero. El apoyo trabaja como un material suave de transición entre la superestructura y la subestructura que permite movimientos en todas las direcciones por medio de desplazamientos y/o rotaciones elásticas. Este tipo de apoyo es muy usado en puentes de luces pequeñas. El inconveniente de este tipo de apoyo es que tiende tiende a abultarse originando deslazamientos y giros verticales excesivos. Sin embargo, reforzando en capas el elastómero con delgadas placas de acero, fibra de vidrio o algodón se disminuye este efecto.
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Material de que será construido el puente Los productos de ingeniería de madera más empleados en la actualidad a la hora de diseñar puentes es la madera laminada encolada, pues permite fabricar vigas de grandes longitudes y secciones imposibles de conseguir a partir de la madera maciza, además de permitir el curvado y el diseño de la geometría de las vigas.
Definición.- son elementos estructurales formados por el encolado de
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- Estructura de cubierta de peso propio reducido. Madera Las maderas aptas para la fabricación de este prod ucto serán las siguientes: falso abeto, chopo, cedro rojo entre otras.
Contenido de humedad El contenido de humedad medio especificado de cada lámina depende de si la madera ha sido tratada o no con un producto protector. Madera no tratada: durante l armado deberá estar comprendido entre el 6 y el 15%.(Salvo especificaciones del fabricante del adhesivo) Madera tratada: durante el armado debe debe estar comprendido entre el 11 y 18%.
Adhesivos El adhesivo deberá ser capaz de producir uniones durables en las piezas encoladas destinadas a las respectivas clases de servicio. Los adhesivos más utilizados son las siguientes:
Melamina-Urea-Formaldehido, de color traslucido y resistente a la humedad y al fuego. Resorcina-Fenol-Formaldehido, de color marrón oscuro, resistente a
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DISEÑO DE PUENTE DE MADERA
b) Modelo en King post:
Para nuestro diseño utilizaremos el modelo en arco
CIV 312
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DISEÑO DE PUENTE DE MADERA
CIV 312
Peso debido al camión, se usara un camión HS20 con un peso total de 32.4 ton, estas serán distribuidas en un ancho de 3 m y el largo de 10.4 m por lo cual se tiene:
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DISEÑO DE PUENTE DE MADERA
CIV 312
El modelo estructural se realizó en el programa SAP2000, bajo los siguientes criterios.
Se realizó un análisis de líneas de influencia para identificar los máximos esfuerzos. Se consideró apoyos articulados en la estructura del arco. Se consideró un apoyo fijo en un extremo y un desplazable en el otro extremo. Las cargas de barandas fueron fueron adicionadas como cargas lineales. El diseño de los elementos se realizó a flexión y corte en caso de vigas maestras y tracción, compresión en el caso de la estructura del arco.
Combinaciones de Cargas
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DISEÑO DE PUENTE DE MADERA
CIV 312
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DISEÑO DE PUENTE DE MADERA
CIV 312
Resistencia característica
fc0=
29
N/mm2
Módulo de Elasticidad
Eo=
13.7
KN/mm2
Carga Actuante
P=
396254
N
Dimensiones
B= H=
20 20
cm cm
Pandeo
λ=Lef/B
20
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DISEÑO DE PUENTE DE MADERA
Celosía Arco
CIV 312
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DISEÑO DE PUENTE DE MADERA
CIV 312
Ck=
15.27
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CIV 312
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DISEÑO DE PUENTE DE MADERA
d) Diseño de elementos a flexión Vigas Maestras
CIV 312
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DISEÑO DE PUENTE DE MADERA
e) Diseño por corte Vigas Maestras
CIV 312
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