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enlinea_curva_remanso_26:   Perfil de la superficie del agua S3



DATOS DE ENTRADA:

Seleccione:   

[Seleccione Unidades S.I. o Unidades EE.UU.

Descarga Q (m3/s) [pies cúbicos por segundo] :    

Ancho de fondo B (m) [pies] :    

Talud z (z H:1 V):    

Coeficiente de Manning:    

Pendiente de fondo So (m/m) [pies/pies] :    

Número n de intervalos de cálculo (rango sugerido 50-200):    

[Si se deja en blanco, se utilizará un valor de 100]

Número m de intervalos en la tabla de resultados (rango sugerido 10-50):    

[Si se deja en blanco, se utilizará un valor de 10]

Profundidad de flujo en la sección aguas arriba yd (m) [pies]:    

[Si se introduce, el programa comparará con la profundidad normal; si se deja en blanco, se utilizará profundidad normal]

Para el cálculo de la profundidad normal en el límite aguas arriba, el programa requiere los siguientes datos hidráulicos y geométricos para el canal aguas arriba:
[Hacer pendiente de fondo So,u/s >>  So. Deja cualquier otra *casilla* en blanco si el valor es el mismo que el valor correspondiente entró anterior].

Descarga u/s Qu/s (m3/s) [pies cúbicos por segundo] :    

Ancho de fondo u/s Bu/s (m) [pies] :    

Talud u/s zu/s (z H:1 V):    

Coeficiente de Manning nu/s:    

Pendiente de fondo u/s So,u/s (m/m) [pies/pies] [no dejar en blanco]:    


ECO DE LA ENTRADA:


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Descarga Q =                
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Ancho de fondo B =                
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Talud z =  


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Coeficiente de Manning n =                
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Pendiente de fondo So =  


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Número de intervalos computacionales n =                
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Número de intervalos en la tabla de salida m =   


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Profundidad de flujo normal en el límite aguas arriba   yn =  0   [ yn se calculó de forma predeterminada ]


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Descarga Qu/s =                
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Ancho de fondo Bu/s =                
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Talud zu/s =  


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Coeficiente de Manning nu/s =                
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Pendiente de fondo So,u/s =  


RESULTADOS:

Intervalo computacional de profundidad Δy =  
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0                    

Intervalo de profundidad en la tabla de resultados (Δy)t =  
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0

Profundidad normal [aguas abajo] yn =  
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0                    

Número de Froude a la profundidad normal [aguas abajo] Fn =  
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0


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Número de Froude de flujo aguas arriba Fn,u/s =  0 


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Profundidad crítica en el canal aguas abajo yc =  0                     


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Pendiente crítico en el canal aguas abajo Sc =  0 

kProfundidad

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()
Area

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Velocidad

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Carga de velocidad

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Carga específica

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Perímetro mojado

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Radio hidráulico

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Pendiente de fricción

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Pendiente media

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Diferencia en la carga específica

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Incremento de longitud

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Gradiente de profundidad
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Longitud total

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00000000000000


            

  Su solicitud fue procesada en  06:13:50 am on April 2nd, 2025   [ 250402  06:13:50 ].


Gracias por usar   enlinea_curva_remanso_26   [Version 1.0.1,   150701]

Count 

online calc
normal depth critical depth normal and critical depth discharge in channel critical slope
normal depth in culvert critical depth in culvert discharge in culvert discharge sluice discharge weir
M1 wsprofile M2 wsprofile M3 wsprofile S1 wsprofile S2 wsprofile S3 wsprofile
C1 wsprofile H2 wsprofile A2 wsprofile C3 wsprofile H3 wsprofile A3 wsprofile
sequent depth HJ energy loss HJ initial sequent HJ efficiency HJ critical width constriction
ogee spillway Hazen-Williams parallel pipes three reservoirs tractive force
V-notch weir V-notch partially contracted Cipolletti weir Rectangular weir Standard contracted rectangular weir Standard suppressed rectangular weir
Froude number Vedernikov number Limiting contracting ratio
Creager rational slope-area linear reservoir storage indication 1 storage indication 2
Muskingum Muskingum-Cunge time-area Clark UH Cascade of linear reservoirs
USGS Methods for magnitude of floods in California Kinematic wave applicability Diffusion wave applicability Clark's unit hydrography compared to Ponce's version Correlation coefficient of a joint probability distribution Storage volume of a detention basin
Blaney-Criddle Penman Penman-Monteith reference crop Thornthwaite Priestley-Taylor Penman-Monteith ecosystems
Gumbel Gumbel 2 Log Pearson Log Pearson 2 TR-55 graphical curve number
Overland flow using the diffusion wave method Dynamic hydraulic diffusivity convolution S-hydrograph time of concentration water balance
UH cascade dimensionless UH cascade general UH cascade series UH cascade all series UH cascade
one-predictor linear one-predictor nonlinear two-predictor linear two-predictor nonlinear hyperbolic regression
fall velocity Lane & Koelzer USLE USLE2 Dendy-Bolton Shields
Duboys Meyer-Peter Colby 1957 Colby reservoir design life Equilibrium channel top width using the Lane et al. theory
Modified Einstein Procedure bridge scour using Melville equation
DO sag DO sag analysis Oxygenation Salinity (EC to TDS)