02-Memoria desc+const+CTE - Ayuntamiento de Valle de mena

2015
Proyecto básico y de ejecución
pistas de Pádel en Villasana de
Mena (Burgos).
Promotor: Ayuntamiento del Valle de
Mena
Arquitecto: Restituto Ortiz Rúiz
30/09/2015
EL PRESENTE PROYECTO CONSTA DE LOS SIGUIENTES DOCUMENTOS:
1. MEMORIA DESCRIPTIVA
• Antecedentes y objeto del proyecto.
• 1.1 Agentes.
• 1.2 Información previa.
• 1.3 Descripción del proyecto.
• 1.4 Prestaciones del edificio.
2. MEMORIA CONSTRUCTIVA
• 2.1 Características generales (Normas NIDE).
• 2.2 Descripción de las obras (Consejo Superior Deportes y FEMP).
3. CUMPLIMIENTO NORMATIVA CTE
4. PLAN DE CONTROL DE CALIDAD, INSTRUCCIONES DE USO
5. ESTUDIO SEGURIDAD Y SALUD
6. PLIEGO DE CONDICIONES
7. ESTUDIO DE GESTIÓN DE RESIDUOS
8. PRESUPUESTO Y MEDICIONES
9. DOCUMENTACIÓN GRÁFICA
1. Memoria descriptiva
Promotor: Exmo. Ayuntamiento del Valle de Mena
ANTECEDENTES Y OBJETO DEL PROYECTO
El Municipio del Valle de Mena, cuenta en la actualidad con un complejo Polideportivo Municipal, compuesto fundamentalmente
por un recinto destinado a Piscina Municipal y otro colindante destinado a Campo de Fútbol de hierba, frontón y pista de tenis.
Entre ambos, y en otro recinto, existe un terreno donde se pretenden ejecutar las obras. En los últimos tiempos se ha venido
detectando un incremento importante de aficionados al pádel en la población nacional y peticiones también en nuestro municipio
y, no contando Valle de Mena con instalaciones para ese deporte, es por ello por lo que se considera interesante dotar al casco
urbano de Villasana de Mena de unas instalaciones adecuadas para la práctica de este deporte, siendo el emplazamiento idóneo en
las instalaciones deportivas.
En este sentido se ha desarrollado este Proyecto, redactado por encargo del Ayuntamiento del Valle de Mena, cuyo objeto es el de
fijar las condiciones técnicas precisas para la CONSTRUCCIÓN DE DOS PISTAS DE PADEL.
El pádel, siendo uno de los deportes en clara tendencia ascendente en cuanto al número de practicantes de nuestro país, como
indica la Encuesta Nacional de Hábitos Deportivos de los Españoles de 2010 y lo que ello supone en cuanto al crecimiento del
número de instalaciones para su práctica, lo convierten en una disciplina deportiva fundamental, a la que se debe prestar especial
atención para que su completo desarrollo se produzca en parámetros de máxima calidad.
El presente Proyecto contemplará todos los trabajos necesarios para que la instalación quede completa, con los trabajos previos a
la instalación de las pistas, tratándose de una obra completa quedando la misma útil para la práctica de la actividad deportiva del
pádel con la instalación del césped artificial, y sus instalaciones correspondientes; marca las pautas que han de seguirse para que
la instalación de pádel exista, ligadas a un alto nivel de calidad; prestando atención a todas las fases de su ciclo de vida desde la
planificación y fija unos parámetros de calidad que ayudarán a las empresas reconocidas a competir en igualdad de condiciones.
Todo ello de acuerdo a la Normativa NIDE a las pautas del Consejo Superior de Deportes y la Federación Española de Municipios.
Promotor: Exmo. Ayuntamiento del Valle de Mena
1.1 Agentes
Promotor:
Arquitecto:
Director de obra:
Director de la ejecución de la obra:
Seguridad y Salud
Excmo. Ayuntamiento del Valle de Mena, sito en c/ Doctor Eladio Bustamante Peña, 1
09580 Villasana de Mena, Burgos, con C.I.F: T0942200G
Restituto Ortiz Ruiz. Colegiado nº: 300, por el COACYLE.
Restituto Ortiz Ruiz. Colegiado nº: 300, por el COACYLE..
Arquitecto técnico que contrate el promotor.
Autor del estudio:
Restituto Ortiz Ruiz. Colegiado nº: 300, por el COACYLE..
Coordinador durante la
Restituto Ortiz Ruiz. Colegiado nº: 300, por el COACYLE..
elaboración del proyecto:
Coordinador durante la
Arquitecto Técnico que contrate el promotor.
ejecución de la obra:
1.2 Información previa
Antecedentes y
condicionantes de
partida:
Emplazamiento:
Emplazamiento:
Se recibe por parte del promotor el encargo de la redacción del proyecto para la construcción de
dos pistas de pádel cubiertas.
Polígono 544 Parcela 65025 LLAMARES. VALLE DE MENA (BURGOS) C/ Polideportivo s/n,
Villasana de Mena_ Valle de Mena (Burgos).
La parcela de referencia, de forma trapezoidal. Está considerada según las NNUUMM como suelo
destinado a equipamentos.
Entorno físico:
La parcela clasificada como urbana, suma una superficie total de 1468 m2 y dispone de acceso
peatonal y rodado desde el ramal de la carretera principal del municipio en el que se encuentra
situada.
Normativa
urbanística:
Son de aplicación las NN.UU.MM. del Valle de Mena, en lo referente a usos, alineaciones, rasantes y
aprovechamiento se refiere.
Planeamiento de aplicación:
Ordenación de los Recursos Naturales y del Territorio
Instrumentos de ordenación general de recursos naturales y del territorio
Instrumentos de ordenación de los Espacios Naturales Protegidos
Instrumentos de Ordenación Territorial
Ordenación urbanística
Categorización, Clasificación y Régimen del Suelo
Clasificación del Suelo
Categoría
Normativa Básica y Sectorial de aplicación
Aspectos urbanísticos singulares del proyecto:
No existen
No es de aplicación
No es de aplicación
No es de aplicación
Normas Urbanísticas
Municipales del Valle de Mena
Urbano Consolidado
Residencial Licencia Directa
No es de aplicación
Promotor: Exmo. Ayuntamiento del Valle de Mena
Los parámetros urbanísticos del proyecto así como las condiciones de las Normas Urbanísticas se expresan a
continuación:
normas
Parámetro
Referencia a
Parcela mínima vinculada
Frente mínimo
Ocupación s/parcela neta
Edificabilidad máxima
Alturas: alero
Nº de plantas
NN.UU.
Sección 3ª: Ordenanzas
de Suelo Urbano
NN.UU.
Sección 3ª: Ordenanzas
de Suelo Urbano
NN.UU.
Sección 3ª: Ordenanzas
de Suelo Urbano
NN.UU.
Sección 3ª: Ordenanzas
de Suelo Urbano
NN.UU.
Sección 3ª: Ordenanzas
de Suelo Urbano
NN.UU.
Sección 3ª: Ordenanzas
de Suelo Urbano
Catastral
existente
proyecto
Propuesta
Catastral existente : 1.468 m2
Catastral
existente
Catastral existente
40%
35,08 % (515 m2)
0,5 m2/m2
0,35 m2/m2 (515 m2)
7 m.
7 m.
B+I
B
1.3 Descripción del proyecto
Descripción general del Se trata de dos canchas de pádele con cubrición generando un conjunto de planta cuadrada y
edificio:
cubierta curva a dos aguas en cada una de ellas.
Programa de
necesidades:
El programa de necesidades que se recibe por parte de la propiedad para la redacción del
presente proyecto se refiere al programa común para una instalación deportiva
Uso característico del
edificio:
El uso característico el edificio es el de equipamental.
Otros usos
usos previstos:
Relación con el
entorno:
Descripción de la
geometría del edificio:
No se prevén otros usos.
Inserto en parcela urbanizada.
La instalación es de planta cuadrada. La geometría del edificio es la que se recoge en el conjunto
de planos que describen el proyecto.
El volumen del edificio es el resultante y se corresponde con el cuerpo
Volumen:
principal del estado actual de la edificación.
El acceso peatonal y rodado se realizan por el lindero sur en contacto con uno
Accesos:
de los principales ramales del núcleo en la que se encuentra.
Evacuación:
El solar cuenta con un lindero de contacto con el espacio público.
Promotor: Exmo. Ayuntamiento del Valle de Mena
Superficies:
PISTAS DE PADDLE
PISTA 01
PISTA 02
ZONAS PORTICADAS
200,00 m2
200,00 m2
94,15 m2
TOTAL ÚTIL
494,15
494,15 m2
TOTAL CONSTRUIDA
515,00 m2
1.4 Prestaciones del edificio
Por requisitos básicos y en relación con las exigencias básicas del CTE. Se indicarán en particular las acordadas entre
promotor y proyectista que superen los umbrales establecidos en CTE.
Requisitos
básicos:
Seguridad
Habitabilidad
Según CTE
En
proyecto
DBOSE
Seguridad
estructural
DBOSE
DBOSI
Seguridad en
caso de
incendio
DBOSI
DBOSUA
Seguridad de
utilización
DBOSUA
DBOHS
CAO88 ó
DBOHR
DBOHE
Salubridad
DBOHS
Condiciones CAO88 ó
acústicas de DBOHR
los edificios.
Ahorro de
energía y
aislamiento
térmico
DBOHE
Utilización
ME / MC
Funcionalidad
Accesibilidad
Acceso a los
servicios
Prestaciones según el CTE
en proyecto
De tal forma que no se produzcan en el edificio, o partes del
mismo, daños que tengan su origen o afecten a la cimentación,
los soportes, las vigas, los forjados, los muros de carga u otros
elementos estructurales, y que comprometan directamente la
resistencia mecánica y la estabilidad del edificio.
De tal forma que los ocupantes puedan desalojar el edificio en
condiciones seguras, se pueda limitar la extensión del incendio
dentro del propio edificio y de los colindantes y se permita la
actuación de los equipos de extinción y rescate.
De tal forma que el uso normal del edificio no suponga riesgo
de accidente para las personas.
Higiene, salud y protección del medioambiente, de tal forma
que se alcancen condiciones aceptables de salubridad y
estanqueidad en el ambiente interior del edificio y que éste no
deteriore el medio ambiente en su entorno inmediato,
garantizando una adecuada gestión de toda clase de residuos.
De tal forma que el ruido percibido no ponga en peligro la salud
de las personas y les permita realizar satisfactoriamente sus
actividades.
De tal forma que se consiga un uso racional de la energía
necesaria para la adecuada utilización del edificio.
Cumple con la UNE EN ISO 13 370 : 1999 “Prestaciones
térmicas de edificios. Transmisión de calor por el terreno.
Métodos de cálculo”.
Otros aspectos funcionales de los elementos constructivos o de
las instalaciones que permitan un uso satisfactorio del edificio
De tal forma que la disposición y las dimensiones de los
espacios y la dotación de las instalaciones faciliten la adecuada
realización de las funciones previstas en el edificio.
De tal forma que se permita a las personas con movilidad y
comunicación reducidas el acceso y la circulación por el
edificio en los términos previstos en su normativa específica.
De telecomunicación audiovisuales y de información de
acuerdo con lo establecido en su normativa específica.
Promotor: Exmo. Ayuntamiento del Valle de Mena
Limitaciones
El edificio solo podrá destinarse a los usos previstos en el proyecto. La dedicación de algunas de
sus dependencias a uso distinto del proyectado requerirá de un proyecto de reforma y cambio de
Limitaciones de uso del
uso que será objeto de licencia nueva. Este cambio de uso será posible siempre y cuando el
edificio:
nuevo destino no altere las condiciones del resto del edificio ni sobrecargue las prestaciones
iniciales del mismo en cuanto a estructura, instalaciones, etc.
En Villasana de Mena, a Septiembre de 2015
El arquitecto:
Restituto Ortiz Ruiz
2. MEMORIA CONSTRUCTIVA
Las obras a ejecutar deben incluir la adecuación del terreno a los niveles necesarios que permitan el acceso, cumplimiento del
Reglamento de Accesibilidad y Supresión de barreras de CYL, completar la urbanización necesaria para la evacuación de las
aguas y dar suministro eléctrico para la iluminación de las pistas. La instalación en sí, deberá cumplir la Normativa específica
(Normas NIDE, punto 2.1) y se seguirá la Descripción de las obras establecidas por el Consejo Superior de Deporte y la
Federación Española de Municipios (punto 2.2).
Promotor: Exmo. Ayuntamiento del Valle de Mena
2.1 NORMATIVA ESPECÍFICA (NORMAS NIDE)
La pista de juego es un rectángulo de dimensiones 20m x 10m de medidas interiores (Tolerancia ± 0,5 %) cerrada en su totalidad
con zonas de paramentos que ofrecen un rebote regular de la pelota y zonas de malla metálica donde el rebote es irregular. En sus
fondos está cerrada por paredes o muros con una altura de 3m. Las paredes laterales son escalonadas y formadas por paños
rectangulares de 3m de altura y 2m de longitud el primer paño y de 2m de altura y 2m de longitud el segundo paño. El resto de los
lados se cierra con malla metálica que a su vez sube por encima de las paredes hasta 4m de altura en todo el perímetro.
Las dimensiones y marcas de la pista así como de las paredes laterales y de fondo se indican en la figura siguiente.
Promotor: Exmo. Ayuntamiento del Valle de Mena
Todas líneas de marcas tendrán 5 cm de ancho y serán de color claro fácilmente distinguible del pavimento.
La altura libre entre el pavimento y el obstáculo más próximo (luminaria y techo en instalaciones cubiertas) será de 6m como
mínimo sobre toda la superficie de la pista sin que exista ningún elemento que invada dicho espacio.
La iluminación artificial (8 focos, cuatro para cada pista) será uniforme y de manera que no dificulte la visión de los jugadores, del
equipo arbitral ni de los espectadores. Cumplirá la norma UNEOEN 12193 “Iluminación de instalaciones deportivas” y contará con
los siguientes niveles mínimos de iluminación (si es posible se ofrecerá la máxima):
Promotor: Exmo. Ayuntamiento del Valle de Mena
En pistas al aire libre se dispondrán los proyectores exteriormente a la pista, a una altura mínima desde el suelo de 6m. Ninguna
luminaria deberá colocarse en la zona del techo que está situada sobre la superficie de la pista para evitar deslumbramientos.
Las paredes laterales y de fondo tendrán un acabado superficial uniforme, liso y duro, sin rugosidades o asperezas de forma que no
sea abrasivo y permita el contacto roce y deslizamiento de pelotas, manos y cuerpos. Se construirán con espesor suficiente y
preferiblemente sin juntas, de forma que ofrezcan un rebote de la pelota regular y uniforme.
La malla metálica puede ser de doble torsión o electrosoldada (tipo rectangular o romboidal) en cualquier caso el tamaño máximo
de su abertura medida en sus diagonales no será inferior a 5 cm ni mayor de 7,08 cm.
La malla metálica debe estar tensa de modo que permita el rebote de la pelota
sobre ella, deberá formar una superficie plana y vertical manteniéndose estas
características en el tiempo. Cuando se utiliza malla electrosoldada los puntos
de soldadura tanto al interior como al exterior de la pista estarán protegidos de
forma que no puedan producir cortes o arañazos. Si la malla electrosoldada no
está entrelazada y su montaje se hace de forma cuadrada no romboidal, los
hilos de acero paralelos al suelo deberán quedar en el interior de la pista y los
verticales en el exterior. Cuando se utiliza malla de simple torsión, los tensores
deberán colocarse en el exterior de la pista y debidamente protegidos. Las
uniones o cosido entre los rollos de malla no presentarán elementos punzantes.
La malla metálica se coloca siempre alineada con el borde interior de las
paredes o muros.
En uno de los lados laterales se dispone una puerta o espacio abierto para entrar o salir de la pista. Existirá una puerta en el centro
de la pista, con puerta. Las dimensiones mínimas de las aberturas según las normas NIDE: el hueco libre ha de tener un mínimo de
1,05 m x 2,00 m. Al ser instalaciones de uso público se cuidará el cumplimiento de la normativa de accesibilidad y supresión de
barreras arquitectónicas para personas con movilidad reducida.
Promotor: Exmo. Ayuntamiento del Valle de Mena
Las paredes laterales y de fondo serán de vidrio transparente o materiales opacos que tengan la consistencia y uniformidad
suficiente para que el rebote de la pelota sea regular y uniforme. Los paramentos de vidrio cumplirán la norma para vidrio templado
UNE EN 12150O1. El color de las paredes opacas debe ser solo uno y de tonalidad verde, azul o pardo terrosa pero claramente
diferente al color que tenga el suelo.
La superficie de juego debe ser una superficie plana, horizontal y uniforme. El pavimento será de hierba artificial o sintético, de
forma que permitan un bote regular de la pelota. Las fibras serán de polietileno. La longitud de la fibra en los pavimentos
destinados a la práctica del pádel varía entre 10 y 15 mm. El color podrá ser verde o azul. El pavimento deportivo tendrá una
planeidad tal que las diferencias de nivel inferiores sean inferiores a 3 mm medidos con regla de 3 m (1/1000). El pavimento
drenante tendrá un índice de infiltración que cumplirá como mínimo I > 50 mm/h. Los pavimentos sintéticos y de hierba artificial
cumplirán los siguientes requisitos conforme con el Informe UNE 41958 IN.
El equipamiento constituido por los postes y la red cumplirá las Reglas oficiales de la Federación Española de Pádel. La malla, el
cable de tensión de la red y la banda superior deberían ensayarse según las siguientes normas (respectivamente):
OUNEOEN ISO 1806:2003 Redes de pesca. Determinación de la fuerza de rotura de la malla de la red de pesca.
OISO 3108:1974 Steel wire ropes for general purposes OO Determination of actual breaking load (Cuerdas de acero de cable para
objetivos generales
O Determinación de carga de rotura real).
OUNEOEN ISO 13934O1: 1999. Textiles. Propiedades de los tejidos frente a
la tracción.
Se recomienda que en cualquier caso, la red cumpla con la normativa UNEO
EN
1510:2004
La red divide en su mitad a la pista, tendrá una longitud de 10 m y una altura
de 0,88 m en su centro y en los extremos tendrá una altura máxima de 0,92
m. La red estará suspendida de un cable de sujeción, que será de acero
galvanizado o de otro material resistente a la corrosión, de diámetro máximo
0,01 m y sus extremos estarán unidos a dos postes laterales o a la propia
Promotor: Exmo. Ayuntamiento del Valle de Mena
estructura que lo sujetan y tensan. El dispositivo de tensión del cable debe estar concebido de forma que no se suelte de forma
inesperada y no constituya un riesgo para los jugadores. La red se remata con una banda superior de color blanco de anchura entre
5,0 y 6,3 cm una vez plegada, por
su interior va el cable de sujeción de la red. La red debe quedar totalmente extendida de manera que ocupe completamente todo el
espacio entre los postes y la superficie de la pista, no debe quedar ningún espacio entre los extremos de la red y los postes, no
obstante no debe estar tensa. Los hilos constituyentes serán de fibras sintéticas y el ancho de malla será lo suficientemente
reducido para evitar que la pelota pase a su través
Los postes tendrán una altura máxima de 1,05 m, estarán empotrados en la pista mediante cajetines. Sus caras exteriores
coincidirán con los límites laterales de la pista (abertura, puerta o malla metálica)
Pueden ser de sección circular o cuadrada pero tendrán sus aristas redondeadas. Los postes servirán de apoyo del cable de
sujeción de la red y tendrá una guía para dicho cable así como un dispositivo de tensión del mismo, el cual estará diseñado de
forma que no se pueda soltar de forma inesperada. Los postes pueden ser de acero protegido contra la corrosión, metal ligero no
corrosivo o protegido de la corrosión o material sintético.
2.2 DESCRIPCIÓN GENERAL DE LAS OBRAS (CSD Y FEMP)
PREPARACIÓN DE LA OBRA:
Para la construcción de la pista de pádel en primer lugar el terreno debe será compactado por medios mecánicos para garantizar el
buen asiento de la solera, elemento sobre el cual se construirá la pista de pádel. Ésta se puede instalar directamente sobre la
solera o ejecutando un zuncho perimetral.
En caso de construir un zuncho perimetral deberá armarse con varillas de al menos 6 mm de diámetro y solera de 12 cm de
cemento armado con mallazo simple de acero y mortero de hormigón. En caso de construir la pista directamente sobre la solera,
ésta deberá tener un espesor mínimo de 15 cm y estar armada con un mallazo interior.
La solera se rematará con pavimento poroso de 5 cm de canto elaborado in situ con gravilla ligera seleccionada y mortero de
cemento, extendido y nivelado para obtener las pendientes necesarias para la evacuación de aguas, en caso de tratarse de drenaje
horizontal. Si se ejecuta la solera a dos aguas se realizarán las pendientes hacia las bandas de la pista. De este modo, para
pendientes de un 1% la distancia entre el punto más alto (eje central longitudinal de la pista) y el punto más bajo (bandas) será de
5 cm, resultando imperceptible para los jugadores. Todos estos elementos conforman lo que se denomina subbase, cuya
construcción es de vital importancia para la obtención
de una pista de pádel en óptimas condiciones de juego. Errores cometidos en la subbase y relativamente fáciles de resolver
durante la fase de construcción (como por ejemplo hundimientos o abultamientos en la superficie), son trasladados el pavimento
final de césped artificial y muy difícil de solucionar una vez instalado éste. En ocasiones es necesaria la retirada del césped para
solucionar el problema directamente sobre la subbase.
Las canalizaciones para el cableado de la iluminación pueden estar embebidas en el interior de la solera o en zanjas perimetrales
que lleven el cableado de iluminación hasta la caja de mando o protección. Las zanjas excavadas deberán ser rellenadas o estar
cubiertas con rejilla para evitar caídas.
18
Debe tenerse en cuenta que cuando se instala una pista interior, es probable que la solera de la nave o pabellón ya esté construida
y no se haya realizado teniendo en cuenta la instalación de una pista de pádel. En este caso, es posible que el espesor de estas
soleras sea insuficiente teniendo en cuenta la dimensión de los tacos de anclaje, por lo que se debería recurrir al uso de tacos
químicos (si no se quiere dañar la solera) y al empleo de espárragos de menor longitud que en pistas exteriores...
PAVIMENTO DE CÉSPED ARTIFICIAL:
El soporte base o backing está formado por una o dos capas de polipropileno que puede estabilizarse con poliéster o fibra de
vidrio. En el caso de pistas instaladas en el exterior, debe estar perforado para garantizar el drenaje del agua.
Para la definición completa de los pavimentos de césped artificial, se suele distinguir entre backing primario y secundario. Las
fibras o filamentos de césped se unen al soporte base o backing mediante un proceso de tejido denominado “Tufting en línea”.
Mediante este proceso industrial los filamentos o fibras son introducidos en el backing formando un bucle que posteriormente es
Promotor: Exmo. Ayuntamiento del Valle de Mena
cortado dando lugar a una brizna que forma el césped. Para realizar la unión entre los filamentos y el backing, tras el proceso de
tejido, se aplica un producto ligante que puede estar compuesto de látex o poliuretano (PU). Tras la aplicación de este compuesto,
la moqueta de césped artificial pasa por un horno donde este ligante es secado en el caso del látex y polimerizado en el caso del
poliuretano (PU).
La fabricación de la moqueta para pistas de pádel se realiza normalmente en rollos de 4 y 2 metros (2 rollos de 4 metros y 1 rollo
de 2 metros), de forma que el transporte y la instalación de las pistas sea relativamente cómoda. Por ello, para la instalación de
una pista se deben unir los diferentes rollos mediante juntas de unión hasta lograr la superficie total de la pista. Estas juntas se
realizan mediante el pegado de las partes a unir a un geotextil, que las une mediante una cola especial (Figura 1). Se debe tener en
cuenta el resultado de la combinación entre la cola y el backing secundario, de forma que la resistencia de la junta se la adecuada
y no se rompa durante el uso normal de la pista.
Otro componente, el relleno de arena cumple tres misiones fundamentales:
-
Actuar como lastre que evite el movimiento de la moqueta de césped
O Garantizar la función deportiva abarcando las propiedades del césped que pueden disminuir el riesgo de lesiones y al mismo
tiempo facilitar el rendimiento del jugador en términos de rendimiento y espectacularidad del juego, básicamente relacionadas con
la interacción jugadorOsuperficie y pelotaOsuperficie
OMantener la verticalidad de las fibras, reduciendo la longitud de fibra libre.
ODeberá cumplir una serie de requisitos mínimos que garanticen el buen funcionamiento del sistema final.
O La arena debe ser de cuarzo redondeada, lavada y seca, con un 97% de sílice.
O Deberá presentar cantos redondeados y romos con el objetivo de evitar aristas que puedan desgastar de forma precipitada la
fibra.
O La granulometría puede variar en función del tipo de sistema de fibras pero puede estar entre 0.5 y 0.8 mm.
O El contenido en SiO2 deberá ser mayor del 96%, con el fin de evitar que puedan proliferar hongos u otro tipo de vida que pueda
afectar al pavimento o a los usuarios. La cantidad de arena por unidad de área variará en función de la altura de los filamentos, el
tipo de filamento, la granulometría e incluso en función de las necesidades y condiciones de juego requeridas.
La arena deberá llegar al lugar de la instalación del campo reflejando su origen y características (incluyendo los aspectos
nombrados).
Promotor: Exmo. Ayuntamiento del Valle de Mena
Actualmente y dadas las diferentes opciones de colores de césped artificial que ofrece el mercado se utilizan arenas de diferentes
colores.
CERRAMIENTOS
Se recomienda utilizar vidrio flotado templado incoloro de 10O12 mm de espesor (el espesor a elegir dependerá de la situación
geográfica donde se encuentre ubicada la pista, teniéndose en cuenta la presión del viento que deba soportar, según está regulado
en el Código Técnico de la Edificación, así como si la pista es de interior o de exterior; además dependerá del número de puntos o
lados sobre los cuales se encuentre apoyado el vidrio). También es admisible utilizar vidrio laminado de seguridad en espesores
8+8 mm y 10+10 mm pero en este caso el vidrio no podrá ser taladrado.
En el caso del vidrio templado, la distancia del centro del taladro al canto del vidrio deberá ser como mínimo de 50 mm; el ancho
y avellanado de taladros recomendado es de 18 y 30 mm respectivamente. Deberá ser fijado sobre carpintería con acuñado
mediante calzos de apoyo perimetrales y laterales, sellándolos en frío con silicona incolora.
Una pista de pádel está formada por 18 módulos de vidrio (Figura 10), 14 con una medida de 2x3 m y 4 de medida 2x2 mm (con
cantos pulidos planos con arista abatida y con brillo) los cuales deben estar perfectamente alineados y la planimetría debe ser
óptima. La flecha máxima admisible en el vidrio grande será de 8 mm, y en el vidrio pequeño de 5 mm. Los defectos admisibles
en los cantos o taladros serán los especificados en la norma UNEOEN 12150O1:2000
Los vidrios no podrán estar en contacto entre sí, ni con ningún elemento metálico, ni apoyados directamente sobre el suelo;
siempre deberán ser calzados o sujetados a la estructura mediante tornillos de acero inoxidable, quedando separados de los otros
vidrios mediante casquillos cónicos de PVC o plástico, y apoyado sobre superficies blandas como neoprenos.
El vidrio flotado sometido a un tratamiento térmico de templado adquiere frente al vidrio recocido un significativo aumento de
resistencia a los impactos y cambios de temperatura sin modificaciones externas aparentes que varíen su aspecto. Además, su
fractura se produce en pequeños trozos no cortantes de menor peligrosidad. El vidrio deberá cumplir con la normativa UNEOEN
12150O 2:2005 y la normativa UNEOEN 12543O2:2011.
Para evitar el problema de la rotura espontánea del vidrio templado térmicamente se recomienda realizar la prueba de Heat Soak
Test, tal y como establece la norma UNE–EN 12600:2003
CUBIERTAS
El elemento de cubierta ha de funcionar a la vez como elemento resistente y debe garantizar impermeabilidad.
La cubierta descansa sobre la estructura, ya sea metálica o de hormigón. Su esquema consiste en dos hileras de pilares paralelas,
unidos en su parte superior por una viga, llamada de atado. Todos los pilares serán unidos al terreno mediante la cimentación,
consistente en zapatas de hormigón armado.
Las tejas de cubierta deben ser incombustibles, encuadrándose en la clase A1, en lo que se refiere al comportamiento al fuego de
materiales y elementos de construcción.
La unión entre la cubierta y la estructura se realiza mediante un elemento denominado caballete el cual está fabricado en chapa
galvanizada y formado por dos partes: la base y el cubreOcaballete. La base es la parte que va unida a la estructura de la obra, ya
sea atornillada o soldada. Sobre la base se coloca el cubreOcaballete unidos mediante un tornillo; es sobre ésta pieza sobre la que
se asienta la chapa de cubierta, que se une mediante dos tornillos.
La unión de los caballetes en cada extremo de la chapa se realiza mediante unos redondos de acero denominados tirantes
(normalmente de diámetro entre 12 y 16 mm) que se unen a los caballetes a través de una horquilla de sujeción.
La función de los tirantes es absorber parte de los esfuerzos horizontales que transmite la cubierta a la estructura y evitar que la
cubierta se abra. Los tirantes deben ser roscados para poder enlazarlos mediante manguitos de conexión y poder unirlos a los
caballetes. La longitud mínima de los manguitos es aquella que garantiza que la longitud de rosca y por lo tanto el área resistente
es suficiente para transmitir el axil máximo que soporta el tirante. La unión de los tirantes con los caballetes se hace a través de
una horquilla.
Para la unión de la horquilla al caballete se emplea un pasador. En el caso de las estructuras metálicas (caracterizadas por su
rapidez en el montaje y su versatilidad en el diseño) el esquema estructural consiste en dos vigas paralelas donde deben ir
Promotor: Exmo. Ayuntamiento del Valle de Mena
anclados los caballetes de la cubierta. Estas vigas deben ir apoyadas sobre pilares, separados a una distancia dada y conectados a
cimentación.
Las zapatas de hormigón armado, se dispondrán una en cada base de los pilares. Pueden hacerse zapatas aisladas tanto centradas
como excéntricas, siempre que las condiciones del terreno lo permitan. La cimentación ha de ejecutarse de tal modo que el nivel
final del hormigón de la zapata quede 350 mm por debajo del nivel final de la solera. En la ejecución de la cimentación hay que
tener en cuenta que si la estructura lleva rigidizadores, estos deben quedar enterrados para evitar posibles tropiezos.
Una vez ejecutada la cimentación y embebidos los pernos de anclaje en el hormigón, se procede al montaje de la estructura
metálica. Se empieza colocando los pilares, que se encuentran soldados en su base a la placa de anclaje la cual se atornilla a los
pernos que previamente han sido embebidos en el hormigón de la zapata. Para la colocación de los pernos, es necesario el uso de
plantillas para que en proceso de hormigonado no pierdan su posición. Las plantillas son chapas de acero de aproximadamente
5mm de espesor y de dimensiones idénticas a las placas de anclaje que van soldadas al pilar. Los pernos son barras de acero
corrugado que van hormigonados dentro de la zapata y orientados al centro de la placa de anclaje. Tras el nivelado de los pilares,
se procede a colocar las vigas sobre ellos y una vez terminada la estructura, se procede al montaje de la cubierta.
En principio con la estructura metálica se pueden utilizar distintos tipos de vigas y pilares, escogiendo perfiles laminados o vigas
en celosía, dependiendo de la luz que se quiera salvar entre pilares y conseguir una mayor superficie diáfana. Sin embargo
evidentemente debe ser contrastado en el cálculo de la misma, ya que dependiendo de las cargas de viento y nieve a soportar
harán más factible un diseño u otro.
Promotor: Exmo. Ayuntamiento del Valle de Mena
A.1
CIMENTACIÓN:
Se prevé la construcción de una cimentación a base de zapatas aisladas para el apoyo de la
estructura.
Como apoyo para las pistas de pádel, se construirá una solera de 12 cm de espesor con su zuncho
perimetral.
Se ha estimado una tensión admisible del terreno necesaria para el cálculo de la cimentación, a la
espera de la realización del correspondiente estudio geotécnico para determinar si la solución
prevista para la cimentación, así como sus dimensiones y armados son adecuados al terreno
existente.
Esta tensión admisible es determinante para la elección del sistema de cimentación.
Descripción del
sistema:
Parámetros
Tensión admisible
del terreno
A.2
A.3
2 kg/cm2 (pendiente de estudio geotécnico)
Estructura portante:
Descripción del
sistema:
El sistema estructural se compone de vigas y pilares metálicos de sección variable en función de las
luces a salvar. Concretamente, de acero laminado S275JR, en perfiles laminados en caliente para
vigas, pilares, zunchos y correas.
Parámetros
Los aspectos básicos que se han tenido en cuenta a la hora de adoptar el sistema estructural para la
edificación que nos ocupa son principalmente la resistencia mecánica y estabilidad, la seguridad, la
durabilidad, la economía, la facilidad constructiva, la modulación y la conservación de los elementos
estructurales actuales.
Las bases de cálculo adoptadas y el cumplimiento de las exigencias básicas de seguridad se ajustan
a los documentos básicos del CTE.
Estructura horizontal:
Descripción
sistema:
Parámetros
del El suelo de planta baja estará formado mediante solera de hormigón armado de 12 cm de espesor.
Los aspectos básicos que se han tenido en cuenta a la hora de adoptar el sistema estructural para la
edificación que nos ocupa son principalmente la resistencia mecánica y estabilidad, la seguridad, la
durabilidad, la economía, la facilidad constructiva, la modulación y la conservación de los elementos
estructurales actuales.
Las bases de cálculo adoptadas y el cumplimiento de las exigencias básicas de seguridad se ajustan
a los documentos básicos del CTE.
Promotor: Exmo. Ayuntamiento del Valle de Mena
B.1 Cerramientos
Descripción del sistema:
Los cerramientos de las pistas de pádel se ejecutarán mediante bastidores metálicos con vidrio
laminado de 12 mm o malla de doble torsión o electrosoldada.
La distancia del centro del taladro al canto del vidrio deberá ser como mínimo de 50 mm; el
ancho y avellanado de taladros recomendado es de 18 y 30 mm respectivamente. Deberá ser
fijado sobre carpintería con acuñado mediante calzos de apoyo perimetrales y laterales,
sellándolos en frío con silicona incolora.
Una pista de pádel está formada por 18 módulos de vidrio (Figura 10), 14 con una medida de
2x3 m y 4 de medida 2x2 mm (con cantos pulidos planos con arista abatida y con brillo) los
cuales deben estar perfectamente alineados y la planimetría debe ser óptima. La flecha máxima
admisible en el vidrio grande será de 8 mm, y en el vidrio pequeño de 5 mm. Los defectos
admisibles en los cantos o taladros serán los especificados en la norma UNEOEN 12150O
1:2000
Los vidrios no podrán estar en contacto entre sí, ni con ningún elemento metálico, ni apoyados
directamente sobre el suelo; siempre deberán ser calzados o sujetados a la estructura mediante
tornillos de acero inoxidable, quedando separados de los otros vidrios mediante casquillos
cónicos de PVC o plástico, y apoyado sobre superficies blandas como neoprenos.
El vidrio flotado sometido a un tratamiento térmico de templado adquiere frente al vidrio
recocido un significativo aumento de resistencia a los impactos y cambios de temperatura sin
modificaciones externas aparentes que varíen su aspecto. Además, su fractura se produce en
pequeños trozos no cortantes de menor peligrosidad. El vidrio deberá cumplir con la normativa
UNEOEN 12150O 2:2005 y la normativa UNEOEN 12543O2:2011.
Para evitar el problema de la rotura espontánea del vidrio templado térmicamente se
recomienda realizar la prueba de Heat Soak Test, tal y como establece la norma UNE–EN
12600:2003
La malla metálica puede ser de doble torsión o electrosoldada (tipo rectangular o romboidal)
en cualquier caso el tamaño máximo de su abertura medida en sus diagonales no será inferior
a 5 cm ni mayor de 7,08 cm.
La malla metálica debe estar tensa de modo que permita el rebote de la pelota sobre ella,
deberá formar una superficie plana y vertical manteniéndose estas características en el tiempo.
Cuando se utiliza malla electrosoldada los puntos de soldadura tanto al interior como al exterior
de la pista estarán protegidos de forma que no puedan producir cortes o arañazos. Si la malla
electrosoldada no está entrelazada y su montaje se hace de forma cuadrada no romboidal, los
hilos de acero paralelos al suelo deberán quedar en el interior de la pista y los verticales en el
exterior. Las uniones o cosido entre los rollos de malla no presentarán elementos punzantes. La
malla metálica se coloca siempre alineada con el borde interior de las paredes o muros.
Parámetros
Seguridad estructural peso propio, sobrecarga de uso, viento, sismo
El peso propio de los distintos elementos que constituyen los cerramientos se consideran al
margen de las sobrecargas de uso, acciones climáticas, etc.
Salubridad: Protección contra la humedad
NP
Salubridad: Evacuación de aguas
Promotor: Exmo. Ayuntamiento del Valle de Mena
Pluviales a red general de pluviales. No procede tratamiento de fecales.
Seguridad en caso de incendio
Los parámetros adoptados suponen la adopción de las soluciones concretas que se reflejan en
los planos de plantas, fachadas y secciones que componen el proyecto.
Seguridad de utilización
Los cerramientos no cuentan con elementos fijos que sobresalgan de la misma que estén
situados sobre zonas de circulación. El edificio tiene una altura inferior a 60 m.
Aislamiento acústico
No procede
Limitación de demanda energética
No procede
B.2 Cubiertas
Descripción del sistema:
La cubierta de la instalación deportiva se realizará mediante chapa perfilada INCO 70.4 curvada,
en acero prelacadas 0,6 mm de espesor, altura de greca de 40 mm y paso entre grecas de
250 mm,
Irá provista de canalón visto de chapa de acero galvanizada de 0,6 mm de espesor de sección
circular con un desarrollo de 333 mm, fijado al alero mediante soportes galvanizados
colocados cada 50 cm, y bajante cuadrada de aluminio lacado, de 70x100 mm
Parámetros
Seguridad estructural peso propio, sobrecarga de uso, viento, sismo…
El peso propio de los distintos elementos que constituyen la cubierta se consideran al margen
de las sobrecargas de uso, acciones climáticas, etc.
Salubridad: Protección contra la humedad
La cubierta está formada por una chapa nervada metálica por lo que es impermeable al agua.
Salubridad: Evacuación de aguas
Recogida de agua de lluvia en los canalones situados en el alero, ejecutando seis bajantes, con
su correspondientes arquetas a pie de bajante.
Aislamiento acústico
No procede
Limitación de demanda energética
No procede
Promotor: Exmo. Ayuntamiento del Valle de Mena
B.4
B.4 SUELOS
Descripción del
sistema:
El suelo estará formado mediante solera de hormigón armado de 12 cm de espesor con redondos Ø6 c/20
cm sobre una subbase de alvero compactado de 40 cm de espesor. Sobre todo ello se colocará un relleno
de gravilla 20/40 drenante de 6 cm de espesor medio, un pavimento de hormigón poroso de 5 cm de
espesor y finalmente el césped conforme a las normas NIDE.
Con todo ello el sistema empleado cumple con todos las necesidades en cuanto a seguridad estructural,
salubridad, seguridad en caso de Incendio, seguridad de utilización, que recoge el CTE.
Seguridad estructural peso propio, sobrecarga de uso, viento, sismo…
Parámetros
El peso propio de los distintos elementos que constituyen el forjado de suelo y soleras se consideran al
margen de las sobrecargas de uso, acciones climáticas, etc.
Salubridad: Protección contra la humedad
Se colocará drenaje perimetral enterrado alrededor de la losa, por lo que queda totalmente protegido
contra la humedad.
Salubridad: Evacuación de aguas
Mediante drenaje perimetral enterrado, encachado de grava.
Aislamiento acústico
No procede
Limitación de demanda energética
No procede
No se trata de un diseño que difiera de la construcción de una estructura convencional.
D. Sistema de acabados:
Relación y descripción de los acabados empleados en el edificio, así como los parámetros que
determinan las previsiones técnicas y que influyen en la elección de los mismos.
D.1. Aislamientos
No procede
D.2. Impermeabilizaciones La cubierta irá provista de un revestimiento final de chapa perfilada garantizando la correcta
impermeabilización de la misma.
D.3. Suelos y Escaleras
OPavimento de hormigón pulido en acceso y pórticos y hierba artificial en las canchas ejecutada
conforme a las normas NIDE.
D.4. Techos.
NP
D.5. Verticales
Vidrio templado 12 mm y malla electrosoldada.
Promotor: Exmo. Ayuntamiento del Valle de Mena
E. Sistema de acondicionamiento ambiental:
Entendido como tal, la elección de materiales y sistemas que garanticen las condiciones de higiene,
salud y protección del medioambiente, de tal forma que se alcancen condiciones aceptables de
salubridad y estanqueidad en el ambiente interior del edificio y que éste no deteriore el medio
ambiente en su entorno inmediato, garantizando una adecuada gestión de toda clase de residuos.
Las condiciones aquí descritas deberán ajustarse a los parámetros establecidos en el Documento
Básico HS (Salubridad), y en particular a los siguientes:
HS 1
Protección frente a la
humedad
HS 2
Recogida y evacuación
de residuos
HS 3
Calidad del aire interior
El conjunto queda protegido frente a la humedad debido a la formación de cubierta mediante chapa
metálica plegada..
Se ha previsto un sistema o que recoja las aguas pluviales de la cubierta.
Existe asimismo una red perimetral de tuberías drenantes. Esta red desaguará en junto con las aguas
pluviales en el terreno.
Ventilación
No procede
F. Sistema de servicios:
Abastecimiento de agua
Suministro eléctrico
Telefonía
Telecomunicaciones
Se entiende por sistema de servicios el conjunto de servicios externos al edificio necesarios para el
correcto funcionamiento de éste.
NP
La instalación se ejecutará conforme a las disposiciones del R.E.B.T.
Se dispondrá de contador para conocer los consumos individualizados.
No procede
Promotor: Exmo. Ayuntamiento del Valle de Mena
MEMORIA
MEMORIA ESTRUCTURAL
DESCRIPCIÓN DE LA SOLUCIÓN ESTRUCTURAL
CONSIDERACIONES INICIALES
!"# !" "
#
#
Se ejecutará estructura metáliza sobre zapatas aisladas para dar apoyo a una cubierta formada por chapa Inco 70.40.
Sobre el terreno se ejecutará una solera de 12 cm de espesor con redondos Ø6 c/20 cm sobre alvero compactado 40 cm.
CONDICIONES DE DURABILIDAD
De acuerdo con las prescripciones contenidas en el capítulo VII de la EHEO08, el proyecto de la estructura considero las medidas
necesarias para que alcance la duración de su vida útil prevista. En particular y de acuerdo con lo exigido en el art.37.1.1, se
especifican a continuación las clases de exposición consideradas en la estructura.
Cimentaciones y elementos en contacto con el terreno
$ !#! #
%
Ambiente IIa
!
CIMENTACIÓN
Se ha considerado una presión admisible del terreno de valor 2 Kp/cm2, conforme a los datos aportados por la resistencia del
terreno en las edificaciones próximas, pendiente de la realización del informe geotécnico.
ESTADO LÍMITE DE TENSIONES SOBRE EL TERRENO
Se consideran todas las acciones que la estructura trasmite al terreno en sus valores característicos. Para el cálculo de las
tensiones sobre el terreno se considera como peso propio de la zapata el siguiente valor: p=24,5 kN/m3.
Los pilares o muros transmiten a la cimentación los siguientes esfuerzos:
O
Esfuerzo axil N.
O
Momentos Flectores Mx, My.
O
Esfuerzos cortantes Qx, Qy.
ESTADO LÍMITE DE EQUILIBRIO
Se ha analizado el equilibrio de la zapata teniendo en cuenta cuál es el origen de la carga, que puede ser de tipo permanente o
variable. Además, considerará si el efecto de la misma es favorable o desfavorable a efecto de aplicar los correspondientes
coeficientes de ponderación.
ESTADO LÍMITE DE AGOTAMIENTO DE SECCIONES
Esta comprobación se hace en forma distinta según el elemento sea rígido o flexible.
Para los elementos de cimentación rígidos, de acuerdo con lo indicado por la Instrucción EHE en su art. 59, se realiza el cálculo
por el método de bielas y tirantes, sin considerar en ningún caso el peso propio de la cimentación. La armadura se calcula en cada
dirección ortogonal y se distribuye uniformemente. Se verifican igualmente las condiciones de cuantía mínima, anclaje y
fisuración, definidas todas ellas en la mencionada Instrucción EHE. Por último, se comprueba la compresión de las bielas de
acuerdo con lo especificado en la EHE.
Para los elementos de cimentación flexibles, de acuerdo con lo indicado por la Instrucción EHE en su art. 59.4.2, se realiza el
cálculo por el método de flexión, igualmente sin considerar el peso propio de la cimentación. Para ello se determina la sección de
referencia y sobre ella se calcula el momento flector producido por la reacción del terreno. La armadura se calcula en cada
dirección ortogonal y se distribuye uniformemente. También se hacen las comprobaciones a cortante y punzonamiento fijadas por
Promotor: Exmo. Ayuntamiento del Valle de Mena
la EHE para este tipo de cimentaciones. Se verifican igualmente las condiciones de cuantía mínima, anclaje y fisuración, definidas
todas ellas en la mencionada Instrucción EHE.
PROCESO DE CÁLCULO
La cimentación se realizara mediante zapata corrida bajo forjado sanitario y zapata aislada bajo los pilares interiores a la planta y en
el porche
Las zapatas que componen la cimentación se calculan suponiendo una respuesta lineal del terreno. En el caso de zapatas rígidas
se calculan por el método de bielas y para zapatas flexibles se calculan por la flexión y el cortante sobre sus respectivas secciones
de referencia. En este último caso se efectúan las correspondientes comprobaciones de punzonamiento.
En el caso de zapatas de medianería y esquina, los momentos provocados por la excentricidad de la carga se equilibran por los
elementos de arriostramiento que se describen en los planos.
ENSAYOS A EFECTUAR
HORMIGÓN ARMADO
Los ensayos de control que se efectuarán durante la obra sobre los materiales de la cimentación y la estructura, son los que
especifica el Capítulo IX de la Instrucción EHEO08 para los niveles de control establecidos en el punto anterior (normal).
El promotor formalizará un contrato con un laboratorio acreditado para la realización de estos ensayos, que afectarán al hormigón, a
las barras de acero y a las mallas electroOsoldadas.
ASIENTOS ADMISIBLES Y LÍMITES DE DEFORMACIÓN
De acuerdo con el DB SE AE, en función del tipo de terreno y de las características del edificio, se acepta como asiento general
máximo admisible el valor de 50mm.; comprobando en todo caso que no se produce desorganización en la estructura ni en los
cerramientos.
NORMAS QUE AFECTAN A LA ESTRUCTURA
ESTRUCTURA
!" & !" #
!"
"!
CTE DB SEOAE
ACCIONES EN LA EDIFICACIÓN
Real Decreto 1370/1988 de 11ONov., del Ministerio de Obras Públicas y Urbanismo. (BOE 17.Nov.88)
NCSEO02
NORMA DE CONSTRUCCIÓN SISMORRESISTENTE: PARTE GENERAL Y EDIFICACIÓN
Real Decreto 997/2002 de 27OSep., del Ministerio de Fomento. (BOE 11.Oct.02).
CEMENTO
RCO03
INSTRUCCIÓN PARA LA RECEPCIÓN DE CEMENTOS
Real Decreto 1797/2003 de 26ODic. (BOE 16.Ene.04).
OBLIGATORIEDAD DE HOMOLOGACIÓN DE LOS CEMENTOS PARA LA FABRICACIÓN DE HORMIGONES Y
MORTEROS
Real Decreto 1313/1988 de 8OOct., del Ministerio de Industria y Energía. (BOE 24.Nov.88).
MODIFICACIÓN DE LAS NORMAS UNE DEL ANEXO AL REAL DECRETO 1313/1988 DE 28 DE OCTUBRE,
SOBRE OBLIGATORIEDAD DE HOMOLOGACIÓN DE CEMENTOS
Orden de 28OJun. de 1989, del Ministerio de Relaciones con las Cortes y con la Secretaría de Gobierno.
(BOE 30.Jun.89).
ESTRUCTURAS DE HORMIGÓN
NBE EHEO08 INSTRUCCIÓN DE HORMIGÓN ESTRUCTURAL.
Real Decreto 2661/1998 de 11ODic., del Ministerio de Fomento. (BOE 13.Ene.99).
ESTRUCTURAS DE ACERO
NBE EAO95
ESTRUCTURAS DE ACERO EN EDIFICACIÓN.
Real Decreto 1829/1995, de 10ONov., del Ministerio de Obras Públicas, Transporte y Medio Ambiente.
(BOE 18.Ene.96).
CTE DB SEOA
SEGURIDAD ESTRCUTURAL: ACERO
Promotor: Exmo. Ayuntamiento del Valle de Mena
ANEXO 1.O
1.O
A.1.1.O
ACCIONES ADOPTADAS EN EL CALCULO
ACCIONES GRAVITATORIAS
Forjado de cubierta:
Perfiles de acero laminado en caliente S275JR, para vigas, pilares, zunchos y correas..
Peso propio estimado
Sobrecarga de uso
Carga total de cálculo
Solera:
Peso propio estimado
Sobrecarga de uso
Carga total de cálculo
310 kN/m²
290 kN/m²
500 kN/m²
360kN/m²
200kN/m²
560kN/m²
2.1. Sustentación del edificio1
Justificación de las características del suelo y parámetros a considerar para el cálculo de la parte del sistema estructural
correspondiente a la cimentación.
Bases de cálculo
Método de cálculo:
Verificaciones:
Acciones:
El dimensionado de secciones se realiza según la Teoría de los Estados Limites Últimos
(apartado 3.2.1 DBOSE) y los Estados Límites de Servicio (apartado 3.2.2 DBOSE). El
comportamiento de la cimentación debe comprobarse frente a la capacidad portante
(resistencia y estabilidad) y la aptitud de servicio.
Las verificaciones de los Estados Límites están basadas en el uso de un modelo adecuado para
al sistema de cimentación elegido y el terreno de apoyo de la misma.
Se ha considerado las acciones que actúan sobre el edificio soportado según el documento
DBOSEOAE y las acciones geotécnicas que transmiten o generan a través del terreno en que se
apoya según el documento DBOSE en los apartados (4.3 O 4.4 – 4.5).
Estudio geotécnico pendiente de realización
Generalidades:
El análisis y dimensionamiento de la cimentación exige el conocimiento previo de las características del
terreno de apoyo, la tipología del edificio previsto y el entorno donde se ubica la construcción.
Datos estimados
Terreno arenoso, nivel freático, edificaciones en construcción y realizadas colindantes.
Tipo de reconocimiento:
Se ha realizado un reconocimiento inicial del terreno donde se pretende ubicar esta edificación,
basándonos en la experiencia de la obra colindante con la misma, de reciente construcción,
encontrándose un terreno arenoso a la profundidad de la cota de cimentación teórica.
Parámetros geotécnicos
Cota de cimentación
O 1,10 m
estimados:
Estrato previsto para cimentar
Arenas
Nivel freático.
O3,25 m
Tensión admisible considerada
0,20N/mm²
Peso especifico del terreno
γ= 18 kN/m3
Angulo de rozamiento interno del terreno
ϕ= 30
Coeficiente de empuje en reposo
O
Valor de empuje al reposo
O
Coeficiente de Balasto
O
1
Promotor: Exmo. Ayuntamiento del Valle de Mena
En Villasana de Mena, a Septiembre de 2015
El arquitecto:
Restituto Ortiz Ruiz
3O CUMPLIMIEN
CUMPLIMIENTO
IENTO DEL CÓDIGO TÉCNICO DE LA EDIFICACIÓN
Promotor: Exmo. Ayuntamiento del Valle de Mena
MEMORIA DE JUSTIFICACIÓN DEL CUMPLIMIENTO DEL DB O SE (SEGURIDAD ESTRUCTURAL)
La estructura se ha comprobado siguiendo los DB siguientes:
DBOSE Bases de cálculo
DBOSEOAE
Acciones en la edificación
DBOSEOC
Cimientos
DBOSEOM
Madera
DBOSI
Seguridad en caso de incendio
Y se han tenido en cuenta, además, las especificaciones de la normativa siguiente:
NCSE Norma de construcción sismorresistente: parte general y edificación
EHE
Instrucción de hormigón estructural
CUMPLIMIENTO DEL DBO
DBOSE. BASES DE CÁLCULO.
La estructura se ha analizado y dimensionado frente a los estados límite, que son aquellas situaciones para las que, de
ser superadas, puede considerarse que el edificio no cumple alguno de los requisitos estructurales para los que ha sido
concebido.
SE 1. RESISTENCIA Y ESTABILIDAD.
La estructura se ha calculado frente a los estados límite últimos,
últimos que son los que, de ser superados, constituyen un riesgo para
las personas, ya sea porque producen una puesta fuera de servicio del edificio o el colapso total o parcial del mismo. En general
se han considerado los siguientes:
a) pérdida del equilibrio del edificio, o de una parte estructuralmente independiente, considerado como un cuerpo
rígido;
b) fallo por deformación excesiva, transformación de la estructura o de parte de ella en un mecanismo, rotura de sus
elementos estructurales (incluidos los apoyos y la cimentación) o de sus uniones, o inestabilidad de elementos estructurales
incluyendo los originados por efectos dependientes del tiempo (corrosión, fatiga).
Las verificaciones de los estados límite últimos que aseguran la capacidad portante de la estructura, establecidas en el DBOSE
4.2, son las siguientes:
Se ha comprobado que hay suficiente resistencia de la estructura portante, de todos los elementos estructurales, secciones,
puntos y uniones entre elementos, porque para todas las situaciones de dimensionado pertinentes, se cumple la siguiente
condición:
Ed ≤ Rd
siendo
Ed valor de cálculo del efecto de las acciones
Rd valor de cálculo de la resistencia correspondiente
Se ha comprobado que hay suficiente estabilidad del conjunto del edificio y de todas las partes independientes del mismo,
porque para todas las situaciones de dimensionado pertinentes, se cumple la siguiente condición:
Ed,dst ≤ Ed,stb
siendo
Ed,dst valor de cálculo del efecto de las acciones desestabilizadoras
Ed,stb valor de cálculo del efecto de las acciones estabilizadoras
SE 2. APTITUD AL SERVICIO.
La estructura se ha calculado frente a los estados límite de servicio,
servicio que son los que, de ser superados, afectan al confort y al
bienestar de los usuarios o de terceras personas, al correcto funcionamiento del edificio o a la apariencia de la construcción.
Los estados límite de servicio pueden ser reversibles e irreversibles. La reversibilidad se refiere a las consecuencias que
excedan los límites especificados como admisibles, una vez desaparecidas las acciones que las han producido. En general se
han considerado los siguientes:
Promotor: Exmo. Ayuntamiento del Valle de Mena
a) las deformaciones (flechas, asientos o desplomes) que afecten a la apariencia de la obra, al confort de los usuarios, o
al funcionamiento de equipos e instalaciones;
b) las vibraciones que causen una falta de confort de las personas, o que afecten a la funcionalidad de la obra;
c) los daños o el deterioro que pueden afectar desfavorablemente a la apariencia, a la durabilidad o a la funcionalidad de
la obra.
Las verificaciones de los estados límite de servicio, que aseguran la aptitud al servicio de la estructura, han comprobado su
comportamiento adecuado en relación con las deformaciones, las vibraciones y el deterioro, porque se cumple, para las
situaciones de dimensionado pertinentes, que el efecto de las acciones no alcanza el valor límite admisible establecido para
dicho efecto en el DBOSE 4.3.
CUMPLIMIENTO DEL DBO
DBOSEO
SEOAE. ACCIONES EN LA EDIFICACIÓN.
Las acciones sobre la estructura para verificar el cumplimiento de los requisitos de seguridad estructural, capacidad portante
(resistencia y estabilidad) y aptitud al servicio, establecidos en el DBOSE se han determinado con los valores dados en el DBO
SEOAE.
CUMPLIMIENTO DEL DBO
DBOSEO
SEOC. CIMIENTOS.
El comportamiento de la cimentación en relación a la capacidad portante (resistencia y estabilidad) se ha comprobado frente a
los estados límite últimos asociados con el colapso total o parcial del terreno o con el fallo estructural de la cimentación. En
general se han considerado los siguientes:
a) pérdida de la capacidad portante del terreno de apoyo de la cimentación por hundimiento, deslizamiento o vuelco;
b) pérdida de la estabilidad global del terreno en el entorno próximo a la cimentación;
c) pérdida de la capacidad resistente de la cimentación por fallo estructural; y
d) fallos originados por efectos que dependen del tiempo (durabilidad del material de la cimentación, fatiga del terreno
sometido a cargas variables repetidas).
Las verificaciones de los estados límite últimos, que aseguran la capacidad portante de la cimentación, son las siguientes:
En la comprobación de estabilidad, el equilibrio de la cimentación (estabilidad al vuelco o estabilidad frente a la subpresión) se
ha verificado, para las situaciones de dimensionado pertinentes, cumpliendo la condición:
siendo
Ed,dst ≤ Ed,stb
Ed,dst el valor de cálculo del efecto de las acciones desestabilizadoras;
Ed,stb el valor de cálculo del efecto de las acciones estabilizadoras.
En la comprobación de resistencia, la resistencia local y global del terreno se ha verificado, para las situaciones de
dimensionado pertinentes, cumpliendo la condición:
Ed ≤ Rd
siendo
Ed el valor de cálculo del efecto de las acciones;
Rd el valor de cálculo de la resistencia del terreno.
La comprobación de la resistencia de la cimentación como elemento estructural se ha verificado cumpliendo que el valor de
cálculo del efecto de las acciones del edificio y del terreno sobre la cimentación no supera el valor de cálculo de la resistencia
de la cimentación como elemento estructural.
El comportamiento de la cimentación en relación a la aptitud al servicio se ha comprobado frente a los estados límite de servicio
asociados con determinados requisitos impuestos a las deformaciones del terreno por razones estéticas y de servicio. En
general se han considerado los siguientes:
a) los movimientos excesivos de la cimentación que puedan inducir esfuerzos y deformaciones anormales en el resto de
la estructura que se apoya en ellos, y que aunque no lleguen a romperla afecten a la apariencia de la obra, al confort de los
usuarios, o al funcionamiento de equipos e instalaciones;
b) las vibraciones que al transmitirse a la estructura pueden producir falta de confort en las personas o reducir su
eficacia funcional;
c) los daños o el deterioro que pueden afectar negativamente a la apariencia, a la durabilidad o a la funcionalidad de la
obra.
La verificación de los diferentes estados límite de servicio que aseguran la aptitud al servicio de la cimentación, es la siguiente:
Promotor: Exmo. Ayuntamiento del Valle de Mena
El comportamiento adecuado de la cimentación se ha verificado, para las situaciones de dimensionado pertinentes, cumpliendo
la condición:
siendo
Eser ≤ Clim
Eser el efecto de las acciones;
Clim el valor límite para el mismo efecto.
Los diferentes tipos de cimentación requieren, además, las siguientes comprobaciones y criterios de verificación, relacionados
más específicamente con los materiales y procedimientos de construcción empleados:
CIMENTACIONES DIRECTAS.
En el comportamiento de las cimentaciones directas se ha comprobado que el coeficiente de seguridad disponible con relación
a las cargas que producirían el agotamiento de la resistencia del terreno para cualquier mecanismo posible de rotura, es
adecuado. Se han considerado los estados límite últimos siguientes: a) hundimiento; b) deslizamiento; c) vuelco; d) estabilidad
global; y e) capacidad estructural del cimiento; verificando las comprobaciones generales expuestas.
En el comportamiento de las cimentaciones directas se ha comprobado que las tensiones transmitidas por las cimentaciones
dan lugar a deformaciones del terreno que se traducen en asientos, desplazamientos horizontales y giros de la estructura que no
resultan excesivos y que no podrán originar una pérdida de la funcionalidad, producir fisuraciones, agrietamientos, u otros
daños. Se han considerado los estados límite de servicio siguientes: a) los movimientos del terreno son admisibles para el
edificio a construir; y b) los movimientos inducidos en el entorno no afectan a los edificios colindantes; verificando las
comprobaciones generales expuestas y las comprobaciones adicionales del DBOSEOC 4.2.2.3.
ACONDICIONAMIENTO DEL TERRENO.
En las excavaciones se han tenido en cuenta las consideraciones del DBOSEOC 7.2 y en los estados límite últimos de los taludes
se han considerando las configuraciones de inestabilidad que pueden resultar relevantes; en relación a los estados límite de
servicio se ha comprobado que no se alcanzan en las estructuras, viales y servicios del entorno de la excavación.
En el diseño de los rellenos, en relación a la selección del material y a los procedimientos de colocación y compactación, se
han tenido en cuenta las consideraciones del DBOSEOC 7.3, que se deberán seguir también durante la ejecución.
En la gestión del agua, en relación al control del agua freática (agotamientos y rebajamientos) y al análisis de las posibles
inestabilidades de las estructuras enterradas en el terreno por roturas hidráulicas (subpresión, sifonamiento, erosión interna o
tubificación) se han tenido en cuenta las consideraciones del DBOSEOC 7.4, que se deberán seguir también durante la ejecución.
Promotor: Exmo. Ayuntamiento del Valle de Mena
CUMPLIMIENTO DEL DBO
DBOSEO
SEOA. ACERO.
Promotor: Exmo. Ayuntamiento del Valle de Mena
MEMORIA JUSTIFICATIVA DE CUMPLIMIENTO DEL DB –SI (SEGURIDAD EN CASO DE INCENDIO)
#
! '()*+,,28 marzo 2006)
(.
/ 0
1
2
3
45 5
65 53
BOE núm. 74, martes
Artículo 11. 7
5
5 28 5
5
1. El objetivo del requisito básico «Seguridad en caso de incendio» consiste en reducir a límites aceptables el
de que
los
de un
6 5 sufran daños derivados de un incendio de origen accidental, como consecuencia de las
características de su 9 5 5
55 3
9/
/
2. Para satisfacer este objetivo, los 6 5 se proyectarán, construirán, mantendrán y utilizarán de forma que, en caso de
incendio, se cumplan las exigencias básicas que se establecen en los apartados siguientes.
3. El Documento Básico DBOSI especifica parámetros objetivos y procedimientos cuyo cumplimiento asegura la satisfacción
de las exigencias básicas y la superación de los niveles mínimos de calidad propios del requisito básico de seguridad en caso
de incendio, excepto en el caso de los edificios,
2 5/
y zonas de uso industrial a los que les sea de aplicación el
«Reglamento de seguridad contra incendios en los establecimientos industriales», en los cuales las exigencias básicas se
cumplen mediante dicha aplicación.
11.1 Exigencia básica SI 1: Propagación interior:
de propagación del incendio por el interior del 6 5 .
interior se limitará el
de propagación del incendio por el exterior, tanto en el
11.2 Exigencia básica SI 2: Propagación
Propagación exterior:
exterior se limitará el
6 5 considerado como a otros 6 5 .
11.3 Exigencia básica SI 3: Evacuación de ocupantes:
ocupantes el 6 5 dispondrá de los medios de evacuación adecuados para que
los ocupantes puedan abandonarlo o alcanzar un lugar seguro dentro del mismo en condiciones de seguridad.
11.4 Exigencia básica SI 4: Instalaciones de protección contra incendios:
incendios el 6 5 dispondrá de los equipos e instalaciones
adecuados para hacer posible la detección, el control y la extinción del incendio, así como la transmisión de la alarma a los
ocupantes.
11.5 Exigencia básica SI 5: Intervención de bomberos:
bomberos se facilitará la intervención de los equipos de rescate y de extinción de
incendios.
11.6 Exigencia básica SI 6: Resistencia al fuego de la estructura:
5
6
estructura la estructura portante mantendrá su
durante el tiempo necesario para que puedan cumplirse las anteriores exigencias básicas
Promotor: Exmo. Ayuntamiento del Valle de Mena
Tipo de proyecto y ámbito de aplicación del documento básico
Definición del tipo de proyecto de que se trata, así como el tipo de obras previstas y el alcance de las mismas.
Tipo de proyecto (1)
Tipo de obras previstas (2)
Alcance de las obras (3)
Cambio de uso (4)
Básico y de Ejecución
Obra nueva
O
O
(1) Proyecto de obra; proyecto de cambio de uso; proyecto de acondicionamiento; proyecto de instalaciones; proyecto de
apertura...
(2) Proyecto de obra nueva; proyecto de reforma; proyecto de rehabilitación; proyecto de consolidación o refuerzo estructural;
proyecto de legalización...
(3) Reforma total; reforma parcial; rehabilitación integral...
(4) Indíquese si se trata de una reforma que prevea un cambio de uso o no.
Los establecimientos y zonas de uso industrial a los que les sea de aplicación el Reglamento de seguridad contra incendios en
los establecimientos industriales (RD. 2267/2004, de 3 de diciembre) cumplen las exigencias básicas mediante su
aplicación.
Deben tenerse en cuenta las exigencias de aplicación del Documento Básico CTEOSI que prescribe el apartado III (Criterios
generales de aplicación) para las reformas y cambios de uso.
SECCIÓN SI 1: Propagación interior
Compartimentación en sectores de incendio
Los edificios y establecimientos estarán compartimentados en sectores de incendios en las condiciones que se establecen en
la tabla 1.1 de esta Sección, mediante elementos cuya resistencia al fuego satisfaga las condiciones que se establecen en la
tabla 1.2 de esta Sección.
A los efectos del cómputo de la superficie de un sector de incendio, se considera que los locales de riesgo especial y las
escaleras y pasillos protegidos contenidos en dicho sector no forman parte del mismo.
Toda zona cuyo uso previsto sea diferente y subsidiario del principal del edificio o del establecimiento en el que esté integrada
debe constituir un sector de incendio diferente cuando supere los límites que establece la tabla 1.1.
Sector
Superficie construida (m2)
Norma
NP
2.500
Proyecto
Uso previsto (1)
Resistencia al fuego del elemento
compartimentador (2) (3)
Norma
Proyecto
EIO60
(1) Según se consideran en el Anejo SIOA (Terminología) del Documento Básico CTEOSI. Para los usos no contemplados en
este Documento Básico, debe procederse por asimilación en función de la densidad de ocupación, movilidad de los usuarios,
etc.
(2) Los valores mínimos están establecidos en la Tabla 1.2 de esta Sección.
(3) Los techos deben tener una característica REI, al tratarse de elementos portantes y compartimentadores de incendio.
Promotor: Exmo. Ayuntamiento del Valle de Mena
Locales de riesgo especial
Los locales y zonas de riesgo especial se clasifican conforme a tres grados de riesgo (alto, medio y bajo) según los criterios
que se establecen en la tabla 2.1 de esta Sección, cumpliendo las condiciones que se establecen en la tabla 2.2 de esta
Sección.
Local o zona
No existe
Superficie construida
(m2)
Norma
Proyecto
100
O
Nivel de
riesgo (1)
O
Vestíbulo de
independencia (2)
Norma
Proyecto
No
O
Resistencia al fuego del elemento
compartimentador (y sus puertas) (3)
Proyecto
Norma
EIO90 (EI2 45OC5)
O
(1)
Según criterios establecidos en la Tabla 2.1 de esta Sección.
(2)
La necesidad de vestíbulo de independencia está en función del nivel de riesgo del local o zona, conforme exige la
Tabla 2.2 de esta Sección.
(3)
Los valores mínimos están establecidos en la Tabla 2.2 de esta Sección.
Reacción al fuego de elementos constructivos, decorativos y de mobiliario
Los elementos constructivos deben cumplir las condiciones de reacción al fuego que se establecen en la tabla 4.1 de esta
Sección.
Revestimiento
Situación del elemento
De techos y paredes
De suelos
Norma
Proyecto
Norma
Proyecto
Zonas ocupables
COs2,d0
COs2,d0
EFL
EFL
Aparcamiento
A2Os1,d0
A2Os1,d0
A2FLOs1
A2FLOs1
Recintos de riesgo especial
BOs1,d0
BOs1,d0
BFLOs1
BFLOs1
SECCIÓN SI 2: Propagación exterior
Distancia entre huecos
Se limita en esta Sección la distancia mínima entre huecos entre dos edificios, los pertenecientes a dos sectores de incendio
del mismo edificio, entre una zona de riesgo especial alto y otras zonas, o hacia una escalera o pasillo protegido desde otras
zonas. El paño de fachada o de cubierta que separa ambos huecos deberá ser como mínimo EIO60.
Fachadas
Cubiertas
Distancia horizontal (m) (1)
Distancia vertical (m)
Distancia (m)
Ángulo entre planos
Norma
Proyecto
Norma
Proyecto
Norma
Proyecto
No procede
O
O
O
No procede
O
O
O
(1) La distancia horizontal entre huecos depende del ángulo α que forman los planos exteriores de las fachadas:
Para valores intermedios del ángulo α, la distancia d puede obtenerse por interpolación
α
d (m)
0º (fachadas paralelas enfrentadas)
3,00
45º
2,75
60º
2,50
90º
2,00
135º
1,25
180º
0,50
Promotor: Exmo. Ayuntamiento del Valle de Mena
SECCIÓN SI 3: Evacuación de ocupantes
Cálculo de ocupación, número de salidas, longitud de recorridos de evacuación y dimensionado de los medios de evacuación
• En los establecimientos de Uso Comercial o de Pública Concurrencia de cualquier superficie y los de uso Docente,
Residencial Público o Administrativo cuya superficie construida sea mayor que 1.500 m2 contenidos en edificios cuyo uso
previsto principal sea distinto del suyo, las salidas de uso habitual y los recorridos de evacuación hasta el espacio exterior
seguro estarán situados en elementos independientes de las zonas comunes del edificio y compartimentados respecto de éste
de igual forma que deba estarlo el establecimiento en cuestión; no obstante dichos elementos podrán servir como salida de
emergencia de otras zonas del edificio. Sus salidas de emergencia podrán comunicar con un elemento común de evacuación
del edificio a través de un vestíbulo de independencia, siempre que dicho elemento de evacuación esté dimensionado
teniendo en cuenta dicha circunstancia.
• Como excepción al punto anterior, los establecimientos de uso Pública Concurrencia cuya superficie construida total no
exceda de 500 m2 y estén integrados en centros comerciales podrán tener salidas de uso habitual o salidas de emergencia a
las zonas comunes de circulación del centro. Cuando su superficie sea mayor que la indicada, al menos las salidas de
emergencia serán independientes respecto de dichas zonas comunes.
• El cálculo de la anchura de las salidas de recinto, de planta o de edificio se realizará, según se establece el apartado 4 de
esta Sección, teniendo en cuenta la inutilización de una de las salidas, cuando haya más de una, bajo la hipótesis más
desfavorable y la asignación de ocupantes a la salida más próxima.
• Para el cálculo de la capacidad de evacuación de escaleras, cuando existan varias, no es necesario suponer inutilizada en
su totalidad alguna de las escaleras protegidas existentes. En cambio, cuando existan varias escaleras no protegidas, debe
considerarse inutilizada en su totalidad alguna de ellas, bajo la hipótesis más desfavorable.
Recinto,
planta,
sector
Vivienda
Uso
previsto
(1)
Res.Viv.
Superficie Densidad
Ocupación
útil
ocupación (2)
(pers.)
2
2
(m )
(m /pers.)
400
4 jugadores
por pista
8
Número de
salidas (3)
Norma
Proy.
1
1
Recorridos de
evacuación (3) (4)
(m)
Norma
Proy.
35
20
Anchura de
salidas (5)
(m)
Norma Proy.
0,80
1,10
(1)
Según se consideran en el Anejo SIOA (Terminología) del Documento Básico CTEOSI. Para los usos previstos no
contemplados en este Documento Básico, debe procederse por asimilación en función de la densidad de ocupación,
movilidad de los usuarios, etc.
(2)
Los valores de ocupación de los recintos o zonas de un edificio, según su actividad, están indicados en la Tabla 2.1
de esta Sección.
(3)
El número mínimo de salidas que debe haber en cada caso y la longitud máxima de los recorridos hasta ellas están
indicados en la Tabla 3.1 de esta Sección.
La longitud de los recorridos de evacuación que se indican en la Tabla 3.1 de esta Sección se pueden aumentar un
(4)
25% cuando se trate de sectores de incendio protegidos con una instalación automática de extinción.
(5) El dimensionado de los elementos de evacuación debe realizarse conforme a lo que se indica en la Tabla 4.1 de esta
Sección.
Promotor: Exmo. Ayuntamiento del Valle de Mena
SECCIÓN SI 4: Dotación de instalaciones de protección contra incendios
• La exigencia de disponer de instalaciones de detección, control y extinción del incendio viene recogida en la Tabla 1.1
de esta Sección en función del uso previsto, superficies, niveles de riesgo.
• Aquellas zonas cuyo uso previsto sea diferente y subsidiario del principal del edificio o del establecimiento en el que
deban estar integradas y que deban constituir un sector de incendio diferente, deben disponer de la dotación de instalaciones
que se indica para el uso previsto de la zona.
El diseño, la ejecución, la puesta en funcionamiento y el mantenimiento de las instalaciones, así como sus materiales, sus
componentes y sus equipos, cumplirán lo establecido, tanto en el apartado 3.1. de la Norma, como en el Reglamento de
Instalaciones de Protección contra Incendios (RD. 1942/1993, de 5 de noviembre) y disposiciones complementarias, y demás
reglamentación específica que le sea de aplicación.
Rociadores
Extintores
Detección y
Instalación de
automáticos de
Columna seca
B.I.E.
Recinto, planta,
portátiles
alarma
alarma
agua
sector
Norma Proy. Norma Proy. Norma Proy. Norma Proy. Norma Proy. Norma Proy.
No
Noí
No
No
No
No
No
No
No
No
No
No
En caso de precisar otro tipo de instalaciones de protección (p.ej. ventilación forzada de garaje, extracción de humos de
cocinas industriales, sistema automático de extinción, ascensor de emergencia, hidrantes exteriores etc.), consígnese en las
siguientes casillas el sector y la instalación que se prevé:
SECCIÓN SI 5: Intervención de los bomberos
No procede.
SECCIÓN SI 6: Resistencia al fuego de la estructura
La resistencia al fuego de un elemento estructural principal del edificio (incluidos forjados, vigas, soportes y tramos de
escaleras que sean recorrido de evacuación, salvo que sean escaleras protegidas), es suficiente si:
• Alcanza la clase indicada en la Tabla 3.1 de esta Sección, que representa el tiempo en minutos de resistencia ante la acción
representada por la curva normalizada tiempo temperatura (en la Tabla 3.2 de esta Sección si está en un sector de riesgo
especial) en función del uso del sector de incendio y de la altura de evacuación del edificio;
• Soporta dicha acción durante un tiempo equivalente de exposición al fuego indicado en el Anejo B.
Sector o local de
riesgo especial
Uso del recinto inferior
al forjado considerado
Deportivo
Material estructural considerado (1)
Soportes
Metálico
Vigas
Metálico
Forjado
Chapa
Estabilidad al fuego de los
elementos estructurales
Norma
RO90
Proyecto (2)
RO90
(1)
Debe definirse el material estructural empleado en cada uno de los elementos estructurales principales (soportes, vigas, forjados,
losas, tirantes, etc.)
(2)
La resistencia al fuego de un elemento puede establecerse de alguna de las formas siguientes:
–
comprobando las dimensiones de su sección transversal obteniendo su resistencia por los métodos simplificados de cálculo con
dados en los anejos B a F, aproximados para la mayoría de las situaciones habituales;
–
adoptando otros modelos de incendio para representar la evolución de la temperatura durante el incendio;
–
mediante la realización de los ensayos que establece el R.D. 312/2005, de 18 de marzo.
Deberá justificarse en la memoria el método empleado y el valor obtenido.
Promotor: Exmo. Ayuntamiento del Valle de Mena
MEMORIA JUSTIFICATIVA DE CUMPLIMIENTO DEL DB –SUA (SEGURIDAD DE UTILIZACIÓN Y
ACCESIBILIDAD)
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Promotor: Exmo. Ayuntamiento del Valle de Mena
Sección SUA 1 Seguridad frente al riesgo de caídas
1 Resbaladicidad de los suelos
Los suelos serán de clase 3 conforme a lo establecido en el DB.
2
Discontinuidades en el pavimento
Excepto en zonas de uso restringido y con el fin de limitar el riesgo de caídas como consecuencia de traspiés o de
tropiezos, el suelo cumplirá las condiciones siguientes:
a)
b)
c)
No presentará imperfecciones o irregularidades que supongan una diferencia de nivel de más de 6 mm.
Los desniveles que no excedan de 50 mm se resolverán con una pendiente que no exceda el 15%.
En zonas interiores para circulación de personas, el suelo no presentará perforaciones o huecos por los que pueda
introducirse una esfera de 15 mm de diámetro.
La distancia entre el plano de una puerta de acceso a un edificio y el escalón más próximo a ella será mayor que
1.200 mm y que la anchura de la hoja.
3 Desniveles
No procede
4 Escaleras y rampas
No procede
5 Limpieza de los acristalamientos exteriores
No existen acristalamientos a una altura superior a 6 m, por lo que no es necesario ningún sistema de limpieza
especial.
Promotor: Exmo. Ayuntamiento del Valle de Mena
Sección SUA 2 Seguridad frente al riesgo de impacto o de atrapamiento
1 Impacto
1.1 Impacto con elementos fijos
No existen áreas con riesgo de impacto. Identificadas estas según el punto 2 del Apartado 1.3 de la sección 2 del DB
SUA.
Las partes vidriadas estarán constituidas por elementos laminados o templados que resistan sin rotura un impacto de
nivel 3, conforme al procedimiento descrito en la norma UNE EN 12600:2003.
Se cumple así el punto 3 del apartado 1.3 de la sección 2 del DB SUA.
1.2 Impacto con elementos practicables
No existe peligro de impacto con elementos practicables.
1.3 Impacto con elementos frágiles
Los vidrios cumplirán las características establecidas en la tabla 1.1 del DB:
X: 1, 2 ó 3
Y: B o C
Z: cualquiera
1.4 Impacto con elementos insuficientemente perceptibles
No existen grandes superficies acristaladas que se puedan confundir con puertas o aberturas.
No existen puertas de vidrio.
2 Atrapamiento
No procede ya que no existen ni puertas correderas ni puertas de accionamiento automático..
Sección SUA 3 Seguridad frente al riesgo de aprisionamiento
aprisionamiento en recintos
1 Aprisionamiento
No existen puertas de un recinto que tengan dispositivo para su bloqueo desde el interior y en donde las personas
pueden quedar accidentalmente atrapadas dentro del mismo.
Promotor: Exmo. Ayuntamiento del Valle de Mena
Sección SUA 4 Seguridad frente al riesgo causado por iluminación inadecuada
1 Alumbrado normal en zonas de circulación
En cada zona se dispondrá una instalación de alumbrado capaz de proporcionar, una iluminancia mínima de 20 lux
(zonas exteriores).
2 Alumbrado de emergencia
No procede
Sección SUA 5 Seguridad frente al riesgo causado por situaciones de alta ocupación
Tal y como se establece en el apartado 1, de la sección 5 del DB SUA en relación a la necesidad de justificar el
cumplimiento de la seguridad frente al riesgo causado por situaciones de alta ocupación las condiciones establecidas en la
sección no son de aplicación en la tipología del proyecto.
Sección SUA 6 Seguridad frente al riesgo de ahogamiento
1 Piscinas
No existen piscinas de uso colectivo.
2 Pozos y depósitos
No existen pozos, depósitos o conducciones abiertas que sean accesibles a personas y presenten riesgo de
ahogamiento.
Sección SUA 7 Seguridad frente al riesgo causado por vehículos en movimiento
Tal y como se establece en el apartado 1, de la sección 7 del DB SUA en relación a la necesidad de justificar el
cumplimiento de la seguridad frente al riesgo causado por situaciones de vehículos en movimiento las condiciones establecidas
en la sección no son de aplicación en la tipología del proyecto.
Sección SUA 8 Seguridad frente al riesgo causado por la acción de un rayo
1 Procedimiento de verificación
Será necesaria la instalación de un sistema de protección contra el rayo cuando la frecuencia esperada de impactos Ne
sea mayor que el riesgo admisible Na.
La densidad de impactos sobre el terreno Ne, obtenida según la figura 1.1, de la sección 8 del DB SUA es igual a 5 (nº
impactos/año,km²)
La superficie de captura equivalente del edificio aislado en m², Que es la delimitada por una línea trazada a una
distancia 3H de cada uno de los puntos del perímetro del edificio H la altura del edificio en el punto del perímetro considerado
es igual 4370 m².
El edificio está situado Próximo a otros edificios o árboles de la misma altura o más altos, eso supone un valor del
coeficiente C1 de 0,5 (tabla 1,1 de la sección 8 del DB SUA)
Promotor: Exmo. Ayuntamiento del Valle de Mena
La frecuencia esperada de impactos, determinada mediante la expresión:
siendo:
Ng densidad de impactos sobre el terreno (nº impactos/año,km²), obtenida según la figura 1.1.
Ae: Superficie de captura equivalente del edificio aislado en m², que es la delimitada por una línea trazada a una distancia 3H de
cada uno de los puntos del perímetro del edificio, siendoH la altura del edificio en el punto del perímetro considerado.
C1: Coeficiente relacionado con el entorno, según la tabla 1.1.
es igual a 0,0109
2 Riesgo admisible
El edificio tiene estructura metálica. El coeficiente C2 (coeficiente en función del tipo de construcción) es igual a 0,5.
El contenido del edificio se clasifica, (según la tabla 1.3 de la sección 8 del DB SAU) en esta categoría: Otros
contenidos. El coeficiente C3 (coeficiente en función del contenido del edificio) es igual a 1.
El uso del edificio. (según la tabla 1.4 de la sección 8 del DB SUA) , se clasifica en esta categoría: Resto de edificios.
El coeficiente C4 (coeficiente en función del uso del edificio) es igual a 1
El uso del edificio. (según la tabla 1.5 de la sección 8 del DB SUA) , se clasifica en esta categoría: Resto de edificios.
El coeficiente C5 (coeficiente en función del uso del edificio) es igual a 1.
El riesgo admisible, Na, determinado mediante la expresión:
siendo:
C2: Coeficiente en función del tipo de construcción, conforme a la tabla 1.2
C3: Coeficiente en función del contenido del edificio, conforme a la tabla 1.3.
C4: Coeficiente en función del uso del edificio, conforme a la tabla 1.4.
C5: Coeficiente en función de la necesidad de continuidad en las actividades que se desarrollan en el edificio, conforme a la
tabla 1.5.
es igual a 0,011.
La frecuencia esperada de impactos Ne es menor que el riesgo admisible Na. Por ello, no será necesaria la instalación
de un sistema de protección contra el rayo.
Promotor: Exmo. Ayuntamiento del Valle de Mena
Sección SUA 9 Accesibilidad
1 Condiciones de accesibilidad
O Con el fin de facilitar el acceso y la utilización no discriminatoria, independiente y segura de los edificios a las personas con
discapacidad se cumplirán las condiciones funcionales y de dotación de elementos accesibles que se establecen a
continuación.
Exterior
La parcela dispondrá al menos de un itinerario accesible que comunique una entrada principal al complejo.
Promotor: Exmo. Ayuntamiento del Valle de Mena
JUSTIFICACIÓN DEL CUMPLIMIENTO DEL DB – HS (SALUBRIDAD)
#
! '()*+,,28 marzo 2006)
(.
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1
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BOE núm. 74,Martes
Artículo 13. 7
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D
1. El objetivo del requisito básico «Higiene, salud y protección del medio ambiente», tratado en adelante bajo el término
salubridad, consiste en reducir a límites aceptables el
de que los
dentro de los edificios y en condiciones
normales de utilización, padezcan molestias o enfermedades, así como el
de que los 6 5 se deterioren y de que
deterioren el medio ambiente en su entorno inmediato, como consecuencia de las características de su
9 5
5
55 3
9/
/
2. Para satisfacer este objetivo, los
6 5 se proyectarán, construirán, mantendrán y utilizarán de tal forma que se
cumplan las exigencias básicas que se establecen en los apartados siguientes.
3. El Documento Básico «DBOHS Salubridad» especifica parámetros objetivos y procedimientos cuyo cumplimiento asegura
la satisfacción de las exigencias básicas y la superación de los niveles mínimos de calidad propios del requisito básico de
salubridad.
13.1 Exigencia básica HS 1: Protección frente a la humedad: se limitará el
previsible de presencia inadecuada de agua
o humedad en el interior de los 6 5 y en sus 5 /
como consecuencia del agua procedente de precipitaciones
atmosféricas, de escorrentías, del terreno o de condensaciones, disponiendo medios que impidan su penetración o, en su
caso permitan su evacuación sin producción de daños.
13.2 Exigencia básica HS 2: Recogida y evacuación de residuos: los 6 5 dispondrán de espacios y medios para extraer
los residuos ordinarios generados en ellos de forma acorde con el sistema público de recogida de tal manera que se facilite la
adecuada separación en origen de dichos residuos, la recogida selectiva de los mismos y su posterior gestión.
13.3 Exigencia básica HS 3: Calidad del aire interior.
1. Los edificios dispondrán de medios para que sus recintos se puedan ventilar adecuadamente, eliminando los
contaminantes que se produzcan de forma habitual durante el uso normal de los edificios, de forma que se aporte un caudal
suficiente de aire exterior y se garantice la extracción y expulsión del aire viciado por los contaminantes.
2. Para limitar el riesgo de contaminación del aire interior de los edificios y del entorno exterior en fachadas y patios, la
evacuación de productos de combustión de las instalaciones térmicas se producirá con carácter general por la cubierta del
edificio, con independencia del tipo de combustible y del aparato que se utilice, y de acuerdo con la reglamentación
específica sobre instalaciones térmicas.
13.4 Exigencia básica HS 4: Suministro de agua.
1. Los edificios dispondrán de medios adecuados para suministrar al equipamiento higiénico previsto de agua apta para el
consumo de forma sostenible, aportando caudales suficientes para su funcionamiento, sin alteración de las propiedades de
aptitud para el consumo e impidiendo los posibles retornos que puedan contaminar la red, incorporando medios que permitan
el ahorro y el control del caudal del agua.
2. Los equipos de producción de agua caliente dotados de sistemas de acumulación y los puntos terminales de utilización
tendrán unas características tales que eviten el desarrollo de gérmenes patógenos.
13.5 Exigencia básica HS 5: Evacuación de aguas: los edificios dispondrán de medios adecuados para extraer las aguas
residuales generadas en ellos de forma independiente o conjunta con las precipitaciones atmosféricas y con las escorrentías.
Promotor: Exmo. Ayuntamiento del Valle de Mena
HS1 Protección frente a la humedad
S1 Protección frente a la humedad
Cubiertas, terrazas y balcones (Parte 1)
HS1 Protección frente a la humedad
Fachadas y medianeras descubiertas
Terminología Relación no exhaustiva de términos necesarios para la comprensión de las fichas HS1
Zona pluviométrica de promedios
Altura de coronación del edificio sobre el terreno
≤ 15 m
16 – 40 m
Zona eólica
A
Clase del entorno en el que está situado el edificio
Grado de exposición al viento
V1
Grado de impermeabilidad
1
Revestimiento exterior
Condiciones de las soluciones constructiva
(01)
(02)
III (01)
41 – 100 m
2
> 100 m
B
E0
V2
3
si
4
(02)
C
E1
V3
5
no
R1+B2+C1
(03)
(04)
(05)
(06)
(07)
Este dato se obtiene de la figura 2.4, apartado 2.3, exigencia básica HS1, CTE
Para edificios de más de 100 m de altura y para aquellos que están próximos a un desnivel muy
pronunciado, el grado de exposición al viento debe ser estudiada según lo dispuesto en el DBOSEOAE.
(03) Este dato se obtiene de la figura 2.5, apartado 2.3, exigencia básica HS1, CTE
(04) E0 para terreno tipo I, II, III
E1 para los demás casos, según la clasificación establecida en el DBOSE
- Terreno tipo I: Borde del mar o de un lago con una zona despejada de agua (en la dirección del
viento)de una extensión mínima de 5 km.
- Terreno tipo II: Terreno llano sin obstáculos de envergadura.
- Terreno tipo III: Zona rural con algunos obstáculos aislados tales como árboles o construcciones de
pequeñas dimensiones.
- Terreno tipo IV: Zona urbana,industrial o forestal.
- Terreno tipo V: Centros de grandes ciudades,con profusión de edificios en altura.
(05) Este dato se obtiene de la tabla 2.6, apartado 2.3, exigencia básica HS1, CTE
(06) Este dato se obtiene de la tabla 2.5, apartado 2.3, exigencia básica HS1, CTE
(07) Este dato se obtiene de la tabla 2.7, apartado 2.3, exigencia básica HS1, CTE una vez obtenido el grado de
impermeabilidad
Grado de impermeabilidad
impermeabilidad
único
Tipo de cubierta
plana
inclinada
convencional
invertida
Uso
Transitable
peatones
peatones uso
zona deportiva
vehículos
uso privado
público
No transitable
Ajardinada
Condición higrotérmica
Ventilada
Sin ventilar
Barrera contra el
el paso del vapor de agua
barrera contra el vapor por debajo del aislante térmico ( 01)
Sistema de formación de pendiente
hormigón en masa
mortero de arena y cemento
hormigón ligero celular
hormigón ligero de perlita (árido volcánico)
hormigón ligero de arcilla expandida
hormigón ligero de perlita expandida (EPS)
hormigón ligero de picón
arcilla expandida en seco
Promotor: Exmo. Ayuntamiento del Valle de Mena
placas aislantes
elementos prefabricados (cerámicos, hormigón, fibrocemento) sobre tabiquillos
HS1 Protección frente a la humedad
Cubiertas, terrazas y balcones (Parte 2)
chapa grecada
elemento estructural (forjado, losa de hormigón, correas de madera)
Pendiente
Variable % (02)
Aislante térmico (03)
Material
O
espesor
O
Capa de impermeabilización (04)
Impermeabilización con materiales bituminosos y bituminosos modificados
Lámina de oxiasfalto
Lámina de betún modificado
Impermeabilización con poli (cloruro de vinilo) plastificado (PVC)
Impermeabilización con etileno propileno dieno monómero (EPDM)
Impermeabilización con poliolefinas
Impermeabilización con un sistema de placas
Sistema de impermeabilización
adherido
semiadherido
no adherido
fijación mecánica
Capa separadora
Para evitar el contacto entre materiales químicamente incompatibles
Bajo el aislante térmico
Bajo la capa de impermeabilización
La impermeabilización y el elemento que sirve de soporte en sistemas no adheridos
La capa de protección y la capa de impermeabilización
La capa de impermeabilización y la capa de mortero, en cubiertas planas transitables con capa de rodadura
de aglomerado asfáltico vertido sobre una capa de mortero dispuesta sobre la impermeabilización
Capa separadora antipunzonante bajo la capa de protección.
Capa de protección
Impermeabilización con lámina autoprotegida
Capa de grava suelta (05), (06), (07)
Capa de grava aglomerada con mortero (06), (07)
Solado fijo (07)
Baldosas recibidas con mortero
Capa de mortero
Piedra natural recibida con mortero
Adoquín sobre lecho de arena
Hormigón
Aglomerado asfáltico
Mortero filtrante
Otro:
Solado flotante (07)
Piezas apoyadas sobre soportes (06)
Baldosas sueltas con aislante térmico incorporado
Capa de rodadura (07)
Aglomerado asfáltico vertido en caliente directamente sobre la impermeabilización
Aglomerado asfáltico vertido sobre una capa de mortero dispuesta sobre la impermeabilización (06)
Capa de hormigón (06)
Adoquinado
Otro:
Tierra Vegetal (06), (07), (08)
Tejado
Teja
Pizarra
Zinc
Cobre
Placa de fibrocemento
Perfiles sintéticos
Aleaciones ligeras
Otro:
(01) Cuando se prevea que vayan a producirse condensaciones en el aislante térmico, según el cálculo
descrito en la sección HE1 del DB “Ahorro de energía”.
(02) Este dato se obtiene de la tabla 2.9 y 2.10, exigencia básica HS1, CTE
(03) Según se determine en la sección HE1 del DB “Ahorro de energía
(04) Si la impermeabilización tiene una resistencia pequeña al punzonamiento estático se debe colocar una
capa separadora antipunzonante entre esta y la capa de protección. Marcar en el apartado de Capas
Separadoras.
(05) Solo puede emplearse en cubiertas con pendiente < 5%
Promotor: Exmo. Ayuntamiento del Valle de Mena
(06)
(07)
(08)
Es obligatorio colocar una capa separadora antipunzonante entre la capa de protección y la capa de
impermeabilización. En el caso en que la capa de protección sea grava, la capa separadora será, además,
filtrante para impedir el paso de áridos finos.
Es obligatorio colocar una capa separadora antipunzonante entre la capa de protección y el aislante
térmico. En el caso en que la capa de protección sea grava, la capa separadora será, además, filtrante para
impedir el paso de áridos finos.
Inmediatamente por encima de la capa separadora se dispondrá una capa drenante y sobre esta una capa
filtrante.
HS2 Recogida y evacuación de residuos
No procede
HS3 Calidad del aire interior
No procede
HS4 Suministro de agua
No procede
HS5 Evacuación de aguas residuales
El diámetro de los canalones se calculará conforme a la tabla 4.7 de la sección correspondiente. Según dicha tabla, los
canalones deberán tener un diámetro nominal de 250 mm.
Por su parte, las bajantes se calcularán conforme a la tabla 4.8. Según dicha tabla, las bajantes tendrán un diámetro nominal
de 90 mm.
Promotor: Exmo. Ayuntamiento del Valle de Mena
MEMORIA DE JUSTIFICACIÓN DEL CUMPLIMIENTO DEL DB O HE (AHORRO DE ENERGÍA
Sección HE 1 Limitación de la demanda energética
1 Ámbito de aplicación
1 Esta Sección es de aplicación en:
a) edificios de nueva construcción;
b) intervenciones en edificios existentes:
d ampliación: aquellas en las que se incrementa la superficie o el volumen construido;
d reforma: cualquier trabajo u obra en un edificio existente distinto del que se lleve a cabo para el exclusivo mantenimiento del
edificio;
d cambio de uso.
2 Se excluyen del ámbito de aplicación:
a) los edificios históricos protegidos cuando así lo determine el órgano competente que deba dictaminar en materia de
protección históricoOartística;
b) construcciones provisionales con un plazo previsto de utilización igual o inferior a dos años;
c) edificios industriales, de la defensa y agrícolas o partes de los mismos, en la parte destinada a talleres y procesos
industriales, de la defensa y agrícolas no residenciales;
d) edificios aislados con una superficie útil total inferior a 50 m2;
e) las edificaciones o partes de las mismas que, por sus características de utilización, estén abiertas de forma permanente;
f) cambio del
5 5 ; 5 del edificio cuando este no suponga una modificación de su 6
.
No procede
Sección HE 2 Rendimiento de las instalaciones térmicas
No procede
Sección HE 3 Eficiencia Energética de las Instalaciones de Iluminación
No procede
Sección HE 4 Contribución
Contribución solar mínima de agua caliente sanitaria
No procede
Sección HE 5Contribución
5Contribución fotovoltaica mínima de energía eléctrica
No procede
En Villasana de mena, a Septiembre de 2015
El arquitecto:
Restituto Ortiz Ruiz
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RCD: Potencialmente peligrosos y otros
1. Basuras
x
20 02 01
Residuos biodegradables
x
20 03 01
Mezcla de residuos municipales
2. Potencialmente peligrosos y otros
17 01 06
x
17 02 04
mezcal de hormigón, ladrillos, tejas y materilaes cerámicos con sustancias
peligrosas (SP's)
Madera, vidrio o plastico con sustancias peligrosas o contaminadas por ellas
17 03 01
Mezclas bituminosas que contienen alquitran de hulla
17 03 03
Alquitrán de hulla y productos alquitranados
17 04 09
Residuos metálicos contaminados con sustancias peligrosas
17 04 10
Cables que contienen hidrocarburos, alquitran de hulla y otras SP's
17 06 01
Materiales de aislamiento que contienen Amianto
17 06 03
Otros materiales de aislamiento que contienen sustancias peligrosas
17 06 05
Materiales de construcción que contienen Amianto
17 08 01
Materiales de construcción a partir de yeso contaminados con SP's
17 09 01
Residuos de construcción y demolición que contienen mercúrio
17 09 02
Residuos de construcción y demolición que contienen PCB's
17 09 03
Otros residuos de construcción y demolición que contienen SP's
17 06 04
Materiales de aislamientos distintos de los 17 06 01 y 03
17 05 03
Tierras y piedras que contienen SP's
17 05 05
Lodos de drenaje que contienen sustancias peligrosas
17 05 07
Balastro de vías férreas que contienen sustancias peligrosas
15 02 02
Absorventes contaminados (trapos,…)
13 02 05
Aceites usados (minerales no clorados de motor,…)
16 01 07
Filtros de aceite
20 01 21
Tubos fluorescentes
16 06 04
Pilas alcalinas y salinas
16 06 03
Pilas botón
15 01 10
Envases vacíos de metal o plastico contaminado
08 01 11
Sobrantes de pintura o barnices
14 06 03
Sobrantes de disolventes no halogenados
07 07 01
Sobrantes de desencofrantes
15 01 11
Aerosoles vacios
16 06 01
Baterías de plomo
13 07 03
Hidrocarburos con agua
17 09 04
RDCs mezclados distintos códigos 17 09 01, 02 y 03
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GESTION DE RESIDUOS DE CONSTRUCCIÓN Y DEMOLICIÓN (RCD)
Estimación de residuos en OBRA NUEVA
Superficie Construida total
Volumen de resíduos (S x 0,05)
Densidad tipo (entre 1,5 y 0,5 T/m³)
Toneladas de residuos
515,00
25,75
1,10
28,33
Estimación de volumen de tierras procedentes de la
excavación
630,00 m³
Presupuesto estimado obra sin Gestion de Residuos
Presupuesto de movimiento de tierras en proyecto
&
< -
#&
1
1
m²
m³
Tn/m³
Tn
valorización in situ
60.351,53 €
312,68 €
-
-
--
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1
G
A.1.: RCDs Nivel II
Tn
Toneladas de cada
tipo de RDC
Evaluación teórica del peso por tipología de RDC
d
V
Densidad tipo m³ Volumen de
(entre 1,5 y 0,5)
Residuos
1. TIERRAS Y PÉTROS DE LA EXCAVACIÓN
Tierras y pétreos procedentes de la excavación
estimados directamente desde los datos de proyecto
945,00
1,50
630,00
d
V
A.2.: RCDs Nivel II
%
Evaluación teórica del peso por tipología de RDC
Tn
% de peso (según Toneladas de cada
CC.AA Madrid)
tipo de RDC
Densidad tipo m³ Volumen de
(entre 1,5 y 0,5)
Residuos
RCD: Naturaleza no pétrea
1. Asfalto
2. Madera
3. Metales
4. Papel
5. Plástico
6. Vidrio
7. Yeso
TOTAL estimación
0,050
0,040
0,025
0,003
0,015
0,005
0,002
0,140
1,42
1,13
0,71
0,08
0,42
0,14
0,06
3,97
1,30
0,60
1,50
0,90
0,90
1,50
1,20
1,09
1,89
0,47
0,09
0,47
0,09
0,05
4,16
RCD: Naturaleza pétrea
1. Arena Grava y otros áridos
2. Hormigón
3. Ladrillos , azulejos y otros cerámicos
4. Piedra
TOTAL estimación
0,040
0,120
0,540
0,050
0,750
1,13
3,40
15,30
1,42
21,24
1,50
1,50
1,50
1,50
0,76
2,27
10,20
0,94
14,16
RCD: Potencialmente peligrosos y otros
1. Basuras
2. Potencialmente peligrosos y otros
TOTAL estimación
0,070
0,040
0,110
1,98
1,13
3,12
0,90
0,50
2,20
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A.1.: RCDs Nivel I
1. TIERRAS Y PÉTROS DE LA EXCAVACIÓN
x
Tratamiento
Destino
Cantidad
17 05 04
Tierras y piedras distintas de las especificadas en el código 17 05 03
Sin tratamiento esp.
Restauración / Vertedero
525,00
17 05 06
Lodos de drenaje distintos de los especificados en el código 17 05 06
Sin tratamiento esp.
Restauración / Vertedero
0,00
17 05 08
Balasto de vías férreas distinto del especificado en el código 17 05 07
Sin tratamiento esp.
Restauración / Vertedero
0,00
A.2.: RCDs Nivel II
RCD: Naturaleza no pétrea
Tratamiento
Destino
Cantidad
1. Asfalto
17 03 02
Mezclas bituminosas distintas a las del código 17 03 01
Reciclado
Planta de reciclaje RCD
0,28
Madera
Reciclado
Gestor autorizado RNPs
0,23
2. Madera
x
17 02 01
3. Metales
Cobre, bronce, latón
Reciclado
0,00
17 04 02
Aluminio
Reciclado
0,00
17 04 03
17 04 01
Plomo
17 04 04
x
0,00
Zinc
17 04 05
Hierro y Acero
17 04 06
Estaño
Reciclado
Gestor autorizado RNPs
0,00
0,23
0,00
17 04 06
Metales mezclados
Reciclado
0,00
17 04 11
Cables distintos de los especificados en el código 17 04 10
Reciclado
0,00
Papel
Reciclado
Gestor autorizado RNPs
0,02
Plástico
Reciclado
Gestor autorizado RNPs
0,08
Vidrio
Reciclado
Gestor autorizado RNPs
0,03
Materiales de construcción a partir de yeso distintos a los del código 17 08 01
Reciclado
Gestor autorizado RNPs
0,01
4. Papel
x
20 01 01
5. Plástico
17 02 03
6. Vidrio
17 02 02
7. Yeso
x
17 08 02
RCD: Naturaleza pétrea
Tratamiento
Destino
Cantidad
1. Arena Grava y otros áridos
01 04 08
01 04 09
Residuos de grava y rocas trituradas distintos de los mencionados en el código
01 04 07
Residuos de arena y arcilla
Reciclado
Planta de reciclaje RCD
0,00
Reciclado
Planta de reciclaje RCD
0,00
Hormigón
Reciclado / Vertedero
Planta de reciclaje RCD
0,68
2. Hormigón
x
17 01 01
3. Ladrillos , azulejos y otros cerámicos
17 01 02
x
Ladrillos
Reciclado
Planta de reciclaje RCD
0,00
17 01 03
Tejas y materiales cerámicos
Reciclado
Planta de reciclaje RCD
0,00
17 01 07
Mezclas de hormigón, ladrillos, tejas y materiales cerámicos distintas de las
especificadas en el código 1 7 01 06.
Reciclado / Vertedero
Planta de reciclaje RCD
1,06
RDCs mezclados distintos a los de los códigos 17 09 01, 02 y 03
Reciclado
4. Piedra
17 09 04
0,28
RCD: Potencialmente peligrosos y otros
Tratamiento
Destino
Cantidad
1. Basuras
x
20 02 01
Residuos biodegradables
Reciclado / Vertedero
Planta de reciclaje RSU
0,14
x
20 03 01
Mezcla de residuos municipales
Reciclado / Vertedero
Planta de reciclaje RSU
0,26
2. Potencialmente peligrosos y otros
17 01 06
x
Depósito Seguridad
17 02 04
mezcal de hormigón, ladrillos, tejas y materilaes cerámicos con sustancias
peligrosas (SP's)
Madera, vidrio o plastico con sustancias peligrosas o contaminadas por ellas
Tratamiento Fco-Qco
0,00
17 03 01
Mezclas bituminosas que contienen alquitran de hulla
Depósito / Tratamiento
0,00
17 03 03
Alquitrán de hulla y productos alquitranados
Depósito / Tratamiento
0,00
17 04 09
Residuos metálicos contaminados con sustancias peligrosas
Tratamiento Fco-Qco
0,00
17 04 10
Cables que contienen hidrocarburos, alquitran de hulla y otras SP's
Tratamiento Fco-Qco
17 06 01
Materiales de aislamiento que contienen Amianto
Depósito Seguridad
0,00
17 06 03
Otros materiales de aislamiento que contienen sustancias peligrosas
Depósito Seguridad
0,00
17 06 05
Materiales de construcción que contienen Amianto
Depósito Seguridad
0,00
17 08 01
Materiales de construcción a partir de yeso contaminados con SP's
Tratamiento Fco-Qco
0,00
17 09 01
Residuos de construcción y demolición que contienen mercúrio
Depósito Seguridad
0,00
17 09 02
Residuos de construcción y demolición que contienen PCB's
Depósito Seguridad
0,00
17 09 03
Otros residuos de construcción y demolición que contienen SP's
Depósito Seguridad
17 06 04
Materiales de aislamientos distintos de los 17 06 01 y 03
Reciclado
17 05 03
Tierras y piedras que contienen SP's
Tratamiento Fco-Qco
0,00
17 05 05
Lodos de drenaje que contienen sustancias peligrosas
Tratamiento Fco-Qco
0,00
17 05 07
Balastro de vías férreas que contienen sustancias peligrosas
Depósito / Tratamiento
0,00
15 02 02
Absorventes contaminados (trapos,…)
Depósito / Tratamiento
0,00
13 02 05
Aceites usados (minerales no clorados de motor,…)
Depósito / Tratamiento
0,00
16 01 07
Filtros de aceite
Depósito / Tratamiento
0,00
20 01 21
Tubos fluorescentes
Depósito / Tratamiento
16 06 04
Pilas alcalinas y salinas
Depósito / Tratamiento
16 06 03
Pilas botón
Depósito / Tratamiento
15 01 10
Envases vacíos de metal o plastico contaminado
Depósito / Tratamiento
0,00
08 01 11
Sobrantes de pintura o barnices
Depósito / Tratamiento
0,00
14 06 03
Sobrantes de disolventes no halogenados
Depósito / Tratamiento
0,00
07 07 01
Sobrantes de desencofrantes
Depósito / Tratamiento
0,02
15 01 11
Aerosoles vacios
Depósito / Tratamiento
0,00
16 06 01
Baterías de plomo
Depósito / Tratamiento
0,00
13 07 03
Hidrocarburos con agua
Depósito / Tratamiento
17 09 04
RDCs mezclados distintos códigos 17 09 01, 02 y 03
Depósito / Tratamiento
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Restauración / Vertedero
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A.- ESTIMACIÓN DEL COSTE DE TRATAMIENTO DE LOS RCDs (calculo sin fianza)
Precio gestión en
Planta / Vestedero /
Cantera / Gestor
(€/m³)
Importe (€)
4,00
0,00
0,0000%
0,0000%
141,63
41,58
44,69
0,2347%
0,0689%
0,0741%
0,3776%
B1.- % Presupuesto hasta cubrir RCD Nivel I
B2.- % Presupuesto hasta cubrir RCD Nivel II
B3.- % Presupuesto de Obra por costes de gestión, alquileres, etc…
0,00
0,00
60,35
0,0000%
0,0000%
0,1000%
TOTAL PRESUPUESTO PLAN GESTION RCDs
288,25
0,4776%
Tipología RCDs
Estimación (m³)
% del presupuesto
de Obra
A1 RCDs Nivel I
Tierras y pétreos de la excavación
0,00
Orden 2690/2006 CAM establece límites entre 40 - 60.000 €
A2 RCDs Nivel II
RCDs Naturaleza Pétrea
14,16
10,00
RCDs Naturaleza no Pétrea
4,16
10,00
RCDs Potencialmente peligrosos
4,47
10,00
Orden 2690/2006 CAM establece un límite mínimo del 0,2% del presuesto de la obra
B.- RESTO DE COSTES DE GESTIÓN
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PRESUPUESTO Y MEDICIONES
CÓDIGO
DESCRIPCIÓN
UDS LONGITUD ANCHURA ALTURA PARCIALES
CANTIDAD
PRECIO
IMPORTE
900,00
0,13
117,00
630,00
0,90
567,00
250,00
13,82
3.455,00
CAPÍTULO 01 ACONDICIONAMIENTO DEL TERRENO
E02AM010
m2 DESBROCE Y LIMPIEZA DE TERRENO A MÁQUINA
Desbroce y limpieza superficial del terreno por medios mecánicos, sin carga ni transporte al vertedero y con p.p. de medios auxiliares.
Proyección pista padel y urbanización
E02CM020
1
30,00
30,00
900,00
m3 EXCAVACIÓN VACIADO A MÁQUINA TERRENOS FLOJOS
Excavación a cielo abierto, en terrenos flojos, por medios mecánicos, con extracción de tierras fuera
de la excavación, en vaciados, sin carga ni transporte al vertedero y con p.p. de medios auxiliares.
Padel
E02SA010
1
30,00
30,00
0,70
630,00
m3 RELLENO/APISONADO CIELO ABIERTO MECÁNICO C/APORTE
Relleno extendido y apisonado con albero a cielo abierto, por medios mecánicos, en tongadas de 30
cm de espesor, hasta conseguir un grado de compactación del 95% del proctor normal, con aporte
de tierras, incluso regado de las mismas y refino de taludes, y con p.p. de medios auxiliares.
Albero
1
25,00
25,00
0,40
250,00
TOTAL CAPÍTULO 01 ACONDICIONAMIENTO DEL TERRENO ..........................................................................
29 de septiembre de 2015
4.139,00
Página
1
PRESUPUESTO Y MEDICIONES
CÓDIGO
DESCRIPCIÓN
UDS LONGITUD ANCHURA ALTURA PARCIALES
CANTIDAD
PRECIO
IMPORTE
60,00
8,52
511,20
37,50
4,99
187,13
2,00
70,23
140,46
CAPÍTULO 02 RED DE SANEAMIENTO
E03ODP010
m
TUBO DRENAJE PE-AD CORRUGADO DOBLE D=50 mm
Tubería de drenaje enterrada de polietileno de alta densidad ranurado de diámetro nominal 50 mm.
Colocada sobre cama de arena de río de 10 cm de espesor, revestida con geotextil de 125 g/m2 y
rellena con grava filtrante 25 cm por encima del tubo con cierre de doble solapa del paquete filtrante
(realizado con el propio geotextil). Con p.p. de medios auxiliares, sin incluir la excavación de la zanja ni el tapado posterior de la misma por encima de la grava, s/ CTE-HS-5.
Colectores
E03DD010
2
30,00
60,00
m2 ENCACHADO DRENANTE S/TERRENO
Encachado drenante sobre terrenos, para la recogida de aguas procedentes de lluvia, para evitar encharcamientos, compuesto por capa de grava filtrante de 20 cm de espesor extendida por medios
mecánicos sobre el terreno, y sobre la anterior, otra capa de gravilla de 15 cm de espesor, ambas
extendidas uniformemente, incluso compactación y apisonado por medios mecánicos, y con p.p. de
medios auxiliares.
Superficie drenante
E03ALR060
u
1
25,00
25,00
0,06
37,50
ARQUETA LADRILLO REGISTRO 63x63x80 cm
Arqueta de registro de 63x63x80 cm de medidas interiores, construida con fábrica de ladrillo perforado tosco de 1/2 pie de espesor, recibido con mortero de cemento M-5, colocado sobre solera de hormigón en masa HM-20/P/40/I de 10 cm de espesor, enfoscada y bruñida por el interior con mortero
de cemento CSIV-W2 redondeando ángulos con solera ligeramente armada con mallazo, y con tapa
y marco de hormigón armado prefabricada, terminada y con p.p. de medios auxiliares, sin incluir la
excavación, ni el relleno perimetral posterior, s/ CTE-HS-5, UNE-EN 998-1:2010 y UNE-EN
998-2:2004.
Arquetas
2
2,00
TOTAL CAPÍTULO 02 RED DE SANEAMIENTO....................................................................................................
29 de septiembre de 2015
838,79
Página
2
PRESUPUESTO Y MEDICIONES
CÓDIGO
DESCRIPCIÓN
UDS LONGITUD ANCHURA ALTURA PARCIALES
CANTIDAD
PRECIO
IMPORTE
3,52
18,00
63,36
38,58
148,27
5.720,26
54,00
111,38
6.014,52
CAPÍTULO 03 CIMENTACIONES
HL01
m3 HORMIGÓN DE LIMPIEZA
Capa de hormigón de limpieza HL-150/B/20 fabricado en central y vertido con cubilote, de 10 cm de
espesor.
Viga perimetral
E04CA120
4
22,00
0,40
0,10
3,52
m3 HORMIGÓN ARMADO HA-25/P/40/IIa V.BOMBA ENCOFRADO
Hormigón armado HA-25 N/mm2, consistencia plástica, Tmáx.40 mm, para ambiente normal, elaborado en central en relleno de zapatas y zanjas de cimentación, incluso armadura (40 kg/m3), encofrado y desencofrado, por medio de camión-bomba, vibrado y colocado. Según normas NTE-CSZ ,
EHE-08 y CTE-SE-C.
E04LA060
Zapatas pilares
12
1,50
1,50
0,70
18,90
Viga perimetral
4
20,50
0,40
0,60
19,68
m3 HORMIGÓN ARMADO HA-25/P/20/I LOSA V.BOMBA
Hormigón armado HA-25 N/mm2, consistencia plástica, Tmáx. 20 mm., para ambiente normal, elaborado en central en losa de cimentación, incluso armadura (100 kg/m3.), vertido por medio de camión-bomba, vibrado y colocado. Según normas NTE-CSL , EHE-08 y CTE-SE-C.
Padel
1
20,00
20,00
0,09
36,00
Urbanización
4
25,00
2,00
0,09
18,00
TOTAL CAPÍTULO 03 CIMENTACIONES ..............................................................................................................
29 de septiembre de 2015
11.798,14
Página
3
PRESUPUESTO Y MEDICIONES
CÓDIGO
DESCRIPCIÓN
UDS LONGITUD ANCHURA ALTURA PARCIALES
CANTIDAD
PRECIO
IMPORTE
11.096,40
0,66
7.323,62
12,00
13,88
166,56
CAPÍTULO 04 ESTRUCTURA
E05AAL005
kg ACERO S275 JR EN ESTRUCTURA SOLDADA
Acero laminado S275JR, en perfiles laminados en caliente para vigas, pilares, zunchos y correas,
mediante uniones soldadas; i/p.p. de soldaduras, cortes, piezas especiales, despuntes y dos manos
de imprimación con pintura de minio de plomo, montado y colocado, según NTE-EAS/EAV,
CTE-DB-SE-A y EAE.
Pilares HEB200
12
7,00
61,30
Vigas HEB200
3
24,00
61,30
4.413,60
12
3,00
42,60
1.533,60
Viguetas HEB160
E05AP040
u
5.149,20
PLACA ANCLAJE S275 40x40x2cm
Placa de anclaje de acero S275 en perfil plano, de dimensiones 40x40x2 cm. con cuatro garrotas de
acero corrugado de 12 mm. de diámetro y 45 cm. de longitud total, soldadas, i/taladro central, colocada. Según NTE, CTE-DB-SE-A y EAE.
Placas pilares
12
12,00
TOTAL CAPÍTULO 04 ESTRUCTURA ....................................................................................................................
29 de septiembre de 2015
7.490,18
Página
4
PRESUPUESTO Y MEDICIONES
CÓDIGO
DESCRIPCIÓN
UDS LONGITUD ANCHURA ALTURA PARCIALES
CANTIDAD
PRECIO
IMPORTE
200,00
19,89
3.978,00
280,00
4,47
1.251,60
452,00
4,93
2.228,36
CAPÍTULO 05 CERRAMIENTOS Y DIVISIONES
E16CLA050
m2 SECURIT INCOLORO 12 mm
Acristalamiento con vidrio templado Securit incoloro de 12 mm de espesor, fijado sobre carpintería
con acuñado mediante calzos de apoyo perimetrales y laterales y sellado en frío con silicona incolora
incluso cortes de vidrio y colocación de junquillos, según NTE-FVP.
E15VE080
Vidrios 2x3
28
2,00
3,00
168,00
Vidrios 2x2
8
2,00
2,00
32,00
m2 VALLA MALLA ELECT.GALV. 50x50/3 mm
Valla de malla electrosoldada de 50x50/3 mm.
Módulos 2x1
28
2,00
1,00
56,00
Módulos 2x2
8
2,00
2,00
32,00
20
2,40
4,00
192,00
Módulos 2,40x4
E15VM010
m
BASTIDOR CERRAMIENTO
Bastidores de tubo de acero laminado para fijación del vidrio y malla que conforman las pistas de padel. Totaltemente montada, incluso placas de anclaje, elementos de fijación de vidrio y mallas y piezas especiales.
Montantes
64
4,00
256,00
Largeros
4
20,00
80,00
8
10,00
80,00
16
2,00
32,00
2
2,00
4,00
TOTAL CAPÍTULO 05 CERRAMIENTOS Y DIVISIONES .....................................................................................
29 de septiembre de 2015
7.457,96
Página
5
PRESUPUESTO Y MEDICIONES
CÓDIGO
DESCRIPCIÓN
UDS LONGITUD ANCHURA ALTURA PARCIALES
CANTIDAD
PRECIO
IMPORTE
599,44
13,10
7.852,66
72,00
9,44
679,68
42,00
9,91
416,22
CAPÍTULO 06 CUBIERTAS
E09IMS260
m2 CUBIERTA CHAPA PERFILADA
Chapa perfilada INCO 70.4 curvada, en acero prelacadas 0,6 mm de espesor, altura de greca de 40
mm y paso entre grecas de 250 mm, para la construcción cubiertas y fachadas. Incluso p.p de accesorios, temates, mano de obra y medios auxiliares. Totalmente instalado y terminado.
Cubierta
E20WNG030
m
2
23,60
12,70
599,44
CANALÓN ACERO GALV. REDONDO DESARROLLO 333mm
Canalón visto de chapa de acero galvanizada de 0,6 mm de espesor de sección circular con un desarrollo de 333 mm, fijado al alero mediante soportes galvanizados colocados cada 50 cm, totalmente
equipado, incluso con p.p. de piezas especiales y remates finales de chapa galvanizada, soldaduras
y piezas de conexión a bajantes, completamente instalado.
Canalones
E20WJA040
m
3
24,00
72,00
BAJANTE ALUMINIO LACADO 70x100 mm
Bajante cuadrada de aluminio lacado, de 70x100 mm, con sistema de unión por remaches y sellado
con silicona en los empalmes, instalada con p.p. de conexiones, codos, abrazaderas, etc.
bajantes
6
7,00
42,00
TOTAL CAPÍTULO 06 CUBIERTAS........................................................................................................................
29 de septiembre de 2015
8.948,56
Página
6
PRESUPUESTO Y MEDICIONES
CÓDIGO
DESCRIPCIÓN
UDS LONGITUD ANCHURA ALTURA PARCIALES
CANTIDAD
PRECIO
IMPORTE
404,00
9,10
3.676,40
200,00
5,17
1.034,00
CAPÍTULO 07 PAVIMENTOS
PHP01
m2 PAVIMENTO HORMIGÓN POROSO
Colocación, extendido y alisado de pavimento de hormigón poroso de 9 cm de espesor. Totalmente
terminado.
Pista padel
E11CCT040
1
20,00
20,20
404,00
m2 PAVIMENTO CONTINUO CUARZO GRIS
Pavimento monolítico de cuarzo en color gris natural, sobre solera o forjado de hormigón en fresco,
sin incluir estos, incluye replanteo de solera, encofrado y desencofrado, extendido del hormigón; regleado y nivelado de solera; incorporación de capa de rodadura mediante espolvoreo (rendimiento
5,0 kg/m2.); fratasado mecánico, alisado y pulimentado; curado del hormigón con el líquido incoloro
(rendimiento 0,15 kg/m2.); p.p. aserrado de juntas de retracción con disco de diamante y sellado con
la masilla elástica, s/NTE-RSC, medido en superficie realmente ejecutada.
Acera perimetral
1
200,00
200,00
TOTAL CAPÍTULO 07 PAVIMENTOS .....................................................................................................................
29 de septiembre de 2015
4.710,40
Página
7
PRESUPUESTO Y MEDICIONES
CÓDIGO
DESCRIPCIÓN
UDS LONGITUD ANCHURA ALTURA PARCIALES
CANTIDAD
PRECIO
IMPORTE
404,00
23,07
9.320,28
CAPÍTULO 08 CESPED
PCS01
m2 PAVIMENTO DE CESPED SINTETICO
Moqueta de césped sintético de tejido conforme a normas NIDE. Totalmente terminado, incluso remates.
Pista padel
1
20,00
20,20
404,00
TOTAL CAPÍTULO 08 CESPED..............................................................................................................................
29 de septiembre de 2015
9.320,28
Página
8
PRESUPUESTO Y MEDICIONES
CÓDIGO
DESCRIPCIÓN
UDS LONGITUD ANCHURA ALTURA PARCIALES
CANTIDAD
PRECIO
IMPORTE
15,00
64,10
961,50
8,00
310,84
2.486,72
CAPÍTULO 09 ILUMINACIÓN
LGA01
m
LÍNEA GRAL. ALIMENTACIÓN Cu
Línea general de alimentación (LGA) en canalización subterránea tendida directamente en zanja formada por conductor de cobre libre de halógenos, incluso p.p. de zanja, capa de arena de río, protección mecánica por placa y cinta de señalización de PVC. Instalación incluyendo conexionado.
Línea
E18EPI180
u
1
15,00
15,00
PROY.ROT.SIMÉ.ALTA CALIDAD VSAP 400W.
Proyector rotacional simétrico de alta calidad y tamaño medio, que proporciona un haz luminoso altamente eficiente. Carcasa, chasis delantero y tapa trasera de poliamida reforzada moldeada por inyección y pintada en negro, reflector de aluminio anodizado de alta pureza, soporte de fijación de poliamida reforzada pintado en negro, cierre delantero de vidrio endurecido térmicamente de 4 mm. de espesor y juntas de goma de silicona. IP 55/Clase I. Equipo eléctrico integrado para lámparas de vapor
de sodio alta presión tubular de 400 W. Instalado, incluyendo replanteo, accesorios de anclaje y conexionado.
Proyectores
8
8,00
TOTAL CAPÍTULO 09 ILUMINACIÓN....................................................................................................................
29 de septiembre de 2015
3.448,22
Página
9
PRESUPUESTO Y MEDICIONES
CÓDIGO
DESCRIPCIÓN
UDS LONGITUD ANCHURA ALTURA PARCIALES
CANTIDAD
PRECIO
IMPORTE
1,00
400,00
400,00
CAPÍTULO 10 ACESORIOS
AA01
PARTIDA ALZADA ACCESORIOS
Soporte red ecomet 9900 mm
red para pista de pádel
TOTAL CAPÍTULO 10 ACESORIOS.......................................................................................................................
29 de septiembre de 2015
400,00
Página
10
PRESUPUESTO Y MEDICIONES
CÓDIGO
DESCRIPCIÓN
UDS LONGITUD ANCHURA ALTURA PARCIALES
CANTIDAD
PRECIO
IMPORTE
1,00
1.200,00
1.200,00
CAPÍTULO 11 SEGURIDAD Y SALUD
SS
PARTIDA ALZADA SEGURIDAD Y SALUD
TOTAL CAPÍTULO 11 SEGURIDAD Y SALUD......................................................................................................
29 de septiembre de 2015
1.200,00
Página
11
PRESUPUESTO Y MEDICIONES
CÓDIGO
DESCRIPCIÓN
UDS LONGITUD ANCHURA ALTURA PARCIALES
CANTIDAD
PRECIO
IMPORTE
1,00
600,00
600,00
CAPÍTULO 12 CONTROL DE CALIDAD
CC
PARTIDA ALZADA CONTROL CALIDAD
TOTAL CAPÍTULO 12 CONTROL DE CALIDAD....................................................................................................
29 de septiembre de 2015
600,00
Página
12
PRESUPUESTO Y MEDICIONES
CÓDIGO
DESCRIPCIÓN
UDS LONGITUD ANCHURA ALTURA PARCIALES
CANTIDAD
PRECIO
IMPORTE
1,00
288,25
288,25
CAPÍTULO 13 GESTIÓN RESIDUOS
GR
PARTIDA ALZADA GESTIÓN RESIDUOS
TOTAL CAPÍTULO 13 GESTIÓN RESIDUOS........................................................................................................
TOTAL.........................................................................................................................................................................
29 de septiembre de 2015
288,25
60.639,78
Página
13
RESUMEN DE PRESUPUESTO
CAPITULO
RESUMEN
EUROS
%
01
ACONDICIONAMIENTO DEL TERRENO...........................................................................................................
4.139,00
6,83
02
RED DE SANEAMIENTO ................................................................................................................................
838,79
1,38
03
CIMENTACIONES .........................................................................................................................................
11.798,14
19,46
04
ESTRUCTURA .............................................................................................................................................
7.490,18
12,35
05
CERRAMIENTOS Y DIVISIONES .....................................................................................................................
7.457,96
12,30
06
CUBIERTAS .................................................................................................................................................
8.948,56
14,76
07
PAVIMENTOS ...............................................................................................................................................
4.710,40
7,77
08
CESPED.......................................................................................................................................................
9.320,28
15,37
09
ILUMINACIÓN ...............................................................................................................................................
3.448,22
5,69
10
ACESORIOS .................................................................................................................................................
400,00
0,66
11
SEGURIDAD Y SALUD ...................................................................................................................................
1.200,00
1,98
12
CONTROL DE CALIDAD .................................................................................................................................
600,00
0,99
13
GESTIÓN RESIDUOS.....................................................................................................................................
288,25
0,48
TOTAL EJECUCIÓN MATERIAL
13,00 % Gastos generales ..........................
7.883,17
6,00 % Beneficio industrial.........................
3.638,39
60.639,78
SUMA DE G.G. y B.I.
11.521,56
21,00 % I.V.A. ......................................................................
15.153,88
TOTAL PRESUPUESTO CONTRATA
87.315,22
TOTAL PRESUPUESTO GENERAL
87.315,22
Asciende el presupuesto general a la expresada cantidad de OCHENTA Y SIETE MIL TRESCIENTOS QUINCE EUROS con VEINTIDOS CÉNTIMOS
LA PROPIEDAD
29 de septiembre de 2015
LA DIRECCION FACULTATIVA
Página
1