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Universidad Nacional “San Luis Gonzaga” de ICA
Facultad:
Ingeniería Civil
Tema:
VERIFICACION DE LA ESTABILIDAD DE TALUD Curso:
Obras hidráulicas Profesor:
Ing. Freddy Franco Alvarado Estudiantes:
Coello Flores katerin Quispe Cuadros José Luis Mendoza Pasache Omar Reymundo Sotelo Miguel Ángel Saavedra Medina Daniela Ciclo- Grupo:
X CICLO - “A” ICA - PERÚ 2018
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INTRODUCCION Una de las formas más eficiente de controlar el cauce de un río son los diques revestidos longitudinales a lo largo de la corriente, siguiendo los patrones de curvatura curvatura típicos de la corriente. Estos diques pueden construirse dentro del cauce disminuyendo la sección para facilitar la navegación o separar las corrientes de la orilla o pueden construirse con medidas de protección a lo largo de las ori llas actuales actuales La construcción de estructuras estructuras longitudinales favorec favorece e la formación de un canal más estable y uniforme. Generalmente se diseña para un ancho permanente normal y se pueden dejar espacios entre el muro y la orilla para que sean sedimentados posteriormente. Desde el el punto de vista hidráulico las estructuras estructuras longitudinales ayudan a aumentar la velocidad y disminuir dismin uir la resistencia, al movimiento y la erosión. Por ello en el presente presente trabajo se realizarán realizarán los cálculos de cálculo de encauzamiento, socavación y protección de taludes, mediante el uso de software software y programas tales com o el river, AutoCAD AutoC AD etc.
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PUENTE PUE NTE LO MAESTROS MAEST ROS - RI RIO O ICA 1. UBICACIÓN GEOGRÁFICA Y POLÍTICA UBICACIÓN POLÍTICA REGIÓN
: ICA
DEPARTAMENTO: ICA PROVINCIA
: ICA
DISTRITO
: ICA
SECTOR
: SANTO DOMINGO - PANAMERICANA PANA MERICANA SUR
UBICACIÓN GEOGRÁFICA LATITUD SUR : 14º 05’ 24” LONGITUD LONGITUD OES TE ALTITUD
: 75º 43’ 9.20"
: Puente a 404 msnm
UBICACIÓN HIDROGRÁFICA CUENCA
: RIO ICA
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EROSION Y SOCAVACION: M ARC ARCO O T EORICO retroceso de las ori as, como consecu consecuencia encia EROSION: Es el descenso del fondo del cauce o retroceso de fenómenos fenómenos de dinámica dinámica fluvi uvial al natural naturales es o suscitados suscitados por por obras obras del hombre. hombre. socavación es un fenómeno fenómeno natural natural cau causado sado por la acción de la erosión erosión del agua agua SOCAVACION: La socavación que fluye fluye en los los cau cauces ces de ríos ríos y canales. es.
ORIGEN DE EROSION EN CA CAUCES FLUVIA FLUVIALES: LES:
Cuando ocurre una avenid avenida, a, también aumentan aumentan la velocidad ocidad medi media Aum umento ento de Caudal. Caudal. - Cuando de la corriente, la fuerza tractiva y la capacidad de transporte.
Interrupción Interru pción del Transp Transporte orte Sólido. Sólido. - Un cauce fluvial tiene una tendencia hacia el estado deequili deequilibrio. brio. Si por alguna guna circunstancia circunstancia sein se interru terrumpe, mpe, o se disminuye disminuye el aport aporte e sólido, sólido, el río conserva conserva su su capacidad capacidad de transporte, transporte, pero como comoposee posee menos menos sólido ido obtiene obtiene estos del lecho lecho fluvial.
Muchas veces por diversas diversas circunstancias, se s e presenta Estrechamiento del Cauce. - Muchas el estrechamiento estrechamiento del ancho de un tramo fluvial fluvial. Esto ocurre cuando cuando se ha ejecutado ejecutado un encauzamiento encauzamiento del río en el que se ha exagera exagerado do la la disminución del ancho del río. Otras veces los estrechamientos excesivos excesivos tienen que ver con con la construcción construcción de puentes. Cualquiera que sea el origen del estrechamiento, estrechamiento, implica aumento de la la velocid velocidad ad y de la capacidad de transporte de la corriente. corriente. El resultado resultado es la profundi profundización zación del cauce por por el estrechamiento estrechamiento..
exteriorr de una curva fluvial al hay tendencia a la erosión. erosión. Flujo en curva. - En el margen exterio Por elcontrario, elcontrario, en en la curva interi nterior or hay tendencia a la sedimentación. sedimentación. Estos Estos son fenómenos fenómenos propios de la dinámica fluvial.
Cuando en un cauce fluvial al hay elementos elementos extraños, extraños, como comoun un pilar de Pilares y Estribos. Estribos. - Cuando puente o un estribo, aparece la tendencia de erosión local o socavación.
TIPOS DE EROSIÓN: Los tipos tipos de erosión puede pueden n ser espacial (Tran (Transitoria sitoria)) o temporal temporal (Permanen (Permanente). te). CLASIFICACIONTEMPORAL
Erosión transitoria: Es una erosión momentánea. Normalmente se da durante la faseascend fase ascenden ente te de una avenida. avenida. Se dispone de suficientes entes indicios cios para suponer suponer que el fondo
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erosión a largo plazo azo que se mantiene ene en el tiempo. tiempo. Erosión permanente: Es una erosión Esta profundizaci profundización ón del nivel del del fondo del cauce ocurre en longitudes tudes importantes importantes de la corriente, en un proceso proceso que obedece a fenómenos geomorfológicos, los cuales pueden ser acelerados acelerados por la la interve intervención nción antrópi antrópica ca del del cauce. cauce. La obra humana humana causauna causauna erosión erosión permanen permanente te a largo largo plazo. azo.
CLA CLASIF SIFICAC CACION ION T E M P O R A L
tipo de erosión afecta afecta a tramos largos largos del del cauce cauce y está relacion relacionada ada Erosión general: Este tipo con la energía que adquiere el el agua al aumentar su velocidad. velocidad. Al aumentar la velocidad de de la corriente aumenta también su capacidad erosiva, superando superando la resistencia al movimiento movimiento de las partículas del suelo causando causando su desprendimiento. miento.
ocal afecta afecta a una una pequeña pequeña extensió extensión n del caucey cauce y seorig se origin ina a por por la Erosión local: La erosión local acción de un flujo más complejo que el que se presenta presenta en la erosión erosión general general. Elfluj El flujo local local tiene tiene una una fuerte turbul turbulencia encia y desarro desarro a remolinos nos o vórti vórtices, ces, que que son los os principal principales es causantes causantes del fenómeno.
MANIFEST MA NIFESTA ACIONES CIONES DE DE LA LA DEGRADA DEGRADACIÓN CIÓN FLUVIAL:
Socavación por variación del perfil longitudinal tudinal debido al comportamiento comportamiento fluvial (Erosión generalizada: degradación).
Socavación Socavación (eventua (eventual)l) por contracción de la sección sección transversal transversal (debida da al estrechamiento estrechamiento creado, precisamente para construir el puente). puente).
Erosión local debi debida da a los pilares pilares y estribos.
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FORMULAS FORMULAS EMPLEADAS EMPLEADAS PARA EL EL CÁLCULO DE LA SOCAVACION SOCAVACION
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Tabla para la obtención del coeficiente de frecuencia , que está en función función del Periodode Retorno.
PERIODO DE RETORNO (Años)
COEFICIENTE
1.00
0.77
2.00
0.82
5.00
0.86
10.00
0.90
20.00
0.94
50.00
0.97
100.00
1.00
300.00
1.03
500.00
1.05
1000.00
1.07
Diametro medio dm(en mm) de los granos del fondo, obtenido por medio del ensayo de granulometria
DIAMETRO DE PARTICULA TAMIZ
PARTICULA D (mm)
1 1/2"
38.100
1"
25.400
3/4"
19.050
1/2"
12.700
3/8"
9.525
N°4
4.750
N°8
2.360
N°16
1.180
N°30
0.600
N°50
0.300
N°100
0.150
N°200
0.075
DIAMETRO MEDIO MATERIAL
D (mm)
VELOCIDAD (m/s)
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Coeficiente de contracción , que toma toma en cuenta el efecto ef ecto de la presencia de pilares y estribos, este dato está en función de la Velocidad Media (m/seg) y la Longitud libre entre dos pilas (m).
COEFICIENTE DE CONTRACCION LONGITUD LIBRE ENTRE DOS PILAS (CLARO), EN M
ELOCIDAD MEDIA (m/s)
10.00 1.00 0.96 0.94 0.93 0.90 0.89 0.87 0.85
< 1.00 1.00 1.50 2.00 2.50 3.00 3.50 > 4.00
()
13.00 1.00 0.97 0.96 0.94 0.93 0.91 0.90 0.89
16.00 1.00 0.98 0.97 0.95 0.94 0.93 0.92 0.91
18.00 1.00 0.98 0.97 0.96 0.95 0.94 0.93 0.92
21.00 1.00 0.99 0.97 0.97 0.96 0.95 0.94 0.93
25.00 1.00 0.99 0.98 0.97 0.96 0.96 0.95 0.94
30.00 1.00 0.99 0.99 0.98 0.97 0.96 0.96 0.95
42.00 1.00 1.00 0.99 0.98 0.98 0.97 0.97 0.96
52.00 63.00 106.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 1.00 0.99 0.99 0.99 0.98 0.99 0.99 0.98 0.98 0.99 0.98 0.98 0.99 0.97 0.98 0.99
124.00 1.00 1.00 1.00 0.99 0.99 0.99 0.99 0.99
X Exponente variable que depende del diámetro del material (dato de granulometría).
Tabla de valores de “X” – “1/(1+x)” TABLA DE VALORES DE "X" - "1/(1+X)" SUELOS COHESIVOS (1) PESO ESPECIFICO Tn/m3
x
SUELOS NO COHESIVOS (2) 1/(x +1)
D (mm)
x
2 1/(x +1)
0.80
0.52
0.66
0.05
0.43
0.70
0.83
0.51
0.66
0.15
0.42
0.70
0.86
0.50
0.67
0.50
0.41
0.71
0.88
0.49
0.67
1.00
0.40
0.71
0.90
0.48
0.68
1.50
0.39
0.72
0.93
0.47
0.68
2.50
0.38
0.72
0.96
0.46
0.68
4.00
0.37
0.73
0.98
0.45
0.69
6.00
0.36
0.74
1.00
0.44
0.69
8.00
0.35
0.74
1.04
0.43
0.70
10.00
0.34
0.75
1.08
0.42
0.70
15.00
0.33
0.75
1.12
0.41
0.71
20.00
0.32
0.76
1.16
0.40
0.71
25.00
0.31
0.76
1.20
0.39
0.72
40.00
0.30
0.77
1.24
0.38
0.72
60.00
0.29
0.78
1.28
0.37
0.73
90.00
0.28
0.78
1.34
0.36
0.74
140.00
0.27
0.79
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Coeficiente de Sección o de Distribución Dis tribución de gasto, dado por la siguiente ecuación:
Qd : Caudal de diseño.
: Profundidad media en el cauce ( = / ). : Ancho efectivo del cauce sin contar pilas o estribos. : Área hidráulica. SOCAVACIÓN EN CURVAS
ECUACION DE ALTUNIN:
Hmáx = ε ∗ Hr Hmáx : Profundidad máxima del agua (m) Hr
: Profundidad máx. en tramo recto antes de la curva (m)
ε
: Coef. Depende Depende de la relación relación (r / B).
r
: Radio de curvatura B
B
: Ancho de la superficie libre r/B
6 1.27
5 1.48
4 1.84
3 2.2
2 2.57
3.00
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K1, Coeficiente que depende de la relación tirante de agua entre ancho del pilar (H/b) (ver
gráfico).
Coeficiente K2
Coeficiente K3
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SOCAVACIÓN LOCAL AL PIE DE ESTRIBOS
MÉTODO DE CALCULO DE ALTAMONOV
ST = Pα ∗ Pq ∗ Pr ∗ Ho ST
: Profundidad máx. de socavación.
Pα
: Coeficiente que depende de α (desviaje).
Pq
: Coeficiente que depend depende e de Q1/Qd Q1/ Qd
Q1
: Gasto teórico a través del estribo
Qd
: Gasto total del rio.
Pr
: Coeficiente que depende del talud.
Ho
: Tirante aguas arriba del estribo, sin socavación. socavación .
VALORES DEL COEFICIENTE EN FUNCION DE .
P
30°
60°
90°
120°
150°
0.84
0.94
1.00
1.07
1.19
VALORES DEL COEFICIENTE EN FUNCION DE Q1/QD.
Q1/Q Pq
0.1 2
0.2 2.65
0.3 3.22
0.4
0.5
3.45
3.67
0.6 3.87
0.7 4.06
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REVEST IMIENTO IMIENTO DE ENROCADO: M ARC ARCO O T EORIO CLASIFICACION DE LAS OLAS DE VIENTO Se consideran Olas profundas profundas cuando: H> λ /2 Se consideran Olas poco profundas profundas si: H < λ /2 Las Olas se rompen cuando: V Propagación cresta > V Propagación Ola
LONGITUD Y ALTURA DE OLA Según el Método de LABZOVSKIY, h y λ se calculan por la expresión:
= . ∗ ∗ ∗ √ ∗ = = . ∗ ∗ √/ Donde:
ℎ y λ : Altura y longitud ,metros : Velocidad del Viento, en m/s. D: Longitud el FETCH, en Km.
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ELEMENTOS DEL ENROCADO DE PROTECCIÓN La Protección se compone de los siguientes elementos: a) Capa de protección protección de enrocado, enrocado, la cual debe ser dimensionada contra los esfuerzos de corte y contralas olas que puedan impactar. b) Filtro, el cual protege al suelo de la erosión debido a la corriente de agua, ataque de las olas y los flujos subterráneos. Evita el movimiento de partículas finas. c) Enrocado al pie del talud o enrocado de fondo.
FALTA COMPLETAR
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DATOS HISTO HISTORR ICO ICOSS DE CA UDALE S DE L RIO RIO ICA El software software iver nos permite realizar una si mulación mulaci ón hidráulica en cauces, a partir partir de sistemas de información geográficas geográficas y para periodos peri odos de retorno de 2, 10, 50 y 100 años, determinando de esta esta manera el comportamiento hidráulico hidráulico del cauce. La simulación hidrológica pretende sintetizar la investigación en el manejo de sistemas de información geográfica (SIG), el fenómeno hidrológico se asemeja asem eja al balance de agua en la cuenca donde la entrada entrada son volúmenes de agua precipitados y la salida son los volúmenes del escurrimiento directo directo en el sitio de la descarga; La simulación hidráulica analiza el cauce para la identificación del peligro obteniendo planos de inundación para para los gastos máximos máxim os de diferentes periodos de retorno retorno ejecutados. En el cual tenemos los datos siguientes para para la verificación.
PROYECTO: DISEÑO DE OBRAS DE ENCAUZAMIENTO EN EL PUENTE LOS MAESTROS TIEMPO DE RETORNO: 50 AÑOS REGISTRO DE AÑO INICIO: INI CIO: 1949 REGISTRO DE AÑO FINAL: 1998
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CA LCULO DEL C AUDAL DISE ÑO POR E L M ETO ETODO DO ESTADISTICO
Introducción de los caudales
Modelos probabilís ticos : L og Norma Nor mall
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Modelos probabilísticos: Gumbel
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CA LCULODE DI DISE SE ÑO POR EL ME T ODO ODOIN INSS TANT TANTANE ANE O DATOS: PROYECTO: DISEÑO DE OBRAS DE ENCAUZAMIENTO DEL PUENTE PUENTE LOS MAESTROS MAESTRO S
área de la cuenca húmeda (km2): 2234 Caudal medio Q=193.85m3/seg Q=193.85m3/seg
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E NCAUZ NCAUZAMI AMIEE NT NTO: O: CAUCE E S TAB LEY ALTU ALTURR A DE DIQ DIQU UE .
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