Coordenadas en cad Coordenas con (0,0) en (350350.743, 280987.478)x= 350356.89 y= 280963.74

X Y x y n D84 (mm)

350356.89 280963.74 0.00 0.00 0.056350358.02 280962.87 1.13 -0.87 0.056

350359 280962.12 2.11 -1.62 0.056350361.63 280962 4.74 -1.74 0.056350362.81 280961.95 5.92 -1.79 0.056350362.93 280961.96 6.04 -1.78 0.056350363.46 280962.01 6.57 -1.73 0.056350363.48 280962.02 6.59 -1.72 0.056350363.55 280962.02 6.66 -1.72 0.056350368.78 280962.38 11.89 -1.36 25350372.44 280960.22 15.55 -3.52 25350372.86 280960.05 15.97 -3.69 25350373.34 280960.03 16.45 -3.71 17350375.47 280959.68 18.58 -4.06 17350378.13 280959.82 21.24 -3.92 17350378.6 280960.2 21.71 -3.54 25

350381.82 280961.86 24.93 -1.88 0.06350382.74 280961.76 25.85 -1.98 0.06350387.23 280962.68 30.34 -1.06350390.1 280964.64 33.21 0.90

at point X=350356.8917 Y=280963.7453 Z= 0.0000X=350358.0230X=350359.0016X=350361.6257X=350362.8131X=350362.9311X=350363.4624X=350363.4809X=350363.5501X=350368.7851X=350372.4468X=350372.8607

X=350373.3456X=350375.4729X=350378.1267X=350378.6048X=350381.8217X=350382.7430X=350387.2337X=350390.1001

Según eje de referencia

Diferencia

x y-18.58 21.53-17.45 20.66-16.47 19.91-13.84 19.79-12.66 19.74-12.54 19.75-12.01 19.80-11.99 19.81-11.92 19.81-6.69 20.17-3.03 18.01-2.61 17.84-2.13 17.820.00 17.472.66 17.613.13 17.996.35 19.657.27 19.55

11.76 20.4714.63 22.43

Y=280962.8743Y=280962.1272Y=280962.0056Y=280961.9529Y=280961.9687Y=280962.0190Y=280962.0213Y=280962.0273Y=280962.3834Y=280960.2273Y=280960.0455

-25.00 -20.00 -15.00 -10.00 -5.00 0.00 5.00 10.00 15.00 20.0015.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

Seccion transversal

Column K

Axis Title

Axis Title

Y=280960.0309Y=280959.6803Y=280959.8172Y=280960.1979Y=280961.8642Y=280961.7588Y=280962.6821Y=280964.6355

-25.00 -20.00 -15.00 -10.00 -5.00 0.00 5.00 10.00 15.00 20.0015.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

23.00

Seccion transversal

Column K

Axis Title

Axis Title

PUNTO 1Pendiente media de fondo (So)= 0.0025 (en flujo uniforme So=Sf)

Area (A1) Area (A2) Area (A3) P.mojado (P1)

Elevaciones Altura del agua (m)= prof.maxima m2 m2 m2 (m)

z (m):

18.00 0.54 0.12 2.10 0.00 0.9118.50 1.04 0.77 4.73 0.26 1.919.00 1.54 1.84 7.36 1.00 2.8819.50 2.04 3.35 9.99 2.22 3.8720.00 2.54 0.00 21.69 0.88 020.50 3.04 6.06 28.19 3.05 10.7721.00 3.54 11.39 34.63 5.96 11.5921.50 4.04 17.23 41.21 9.24 12.41

AREA TOTAL P.mojado (P) Radio Hidraulico ( R ) Espejo de agua (T)

Elevaciones Altura del agua (m)= prof.maxima m2 (m) (m)

z (m):

18.00 0.54 2.22 6.38 0.35 6.1618.50 1.04 5.76 8.45 0.68 7.9819.00 1.54 10.20 10.52 0.97 9.8019.50 2.04 15.56 12.60 1.23 11.6120.00 2.54 22.57 17.12 1.32 15.8920.50 3.04 37.30 30.56 1.22 29.0521.00 3.54 51.98 32.28 1.61 30.4321.50 4.04 67.68 33.99 1.99 31.82

x yValores en el punto mas bajo del cauce: 0.00 17.46

PUNTO 2Calculo de la n de Manning apartir de los D84 del cauce

D84 (m) = 0.025

Strickler Limerinos Heyz (m) RH (m) n C f n C f n C0.54 0.35 0.032 26.561 0.111 0.027 30.507 0.084 0.028 30.0051.04 0.68 0.032 29.711 0.089 0.026 35.675 0.062 0.027 35.1061.54 0.97 0.032 31.506 0.079 0.026 38.381 0.053 0.026 37.8952.04 1.23 0.032 32.804 0.073 0.026 40.242 0.048 0.026 39.8402.54 1.32 0.032 33.163 0.071 0.026 40.745 0.047 0.026 40.7093.04 1.22 0.032 32.740 0.073 0.026 40.152 0.049 0.025 40.7373.54 1.61 0.032 34.287 0.067 0.026 42.283 0.044 0.025 42.5564.04 1.99 0.032 35.522 0.062 0.026 43.914 0.041 0.025 43.986

D84 (m) = 0.017

Strickler Limerinos Heyz(m) RH (m) n C f n C f n C0.54 0.35 0.030 28.325 0.098 0.025 33.472 0.070 0.025 32.953

1.04 0.68 0.030 31.683 0.078 0.024 38.639 0.053 0.025 38.0541.54 0.97 0.030 33.598 0.070 0.024 41.346 0.046 0.024 40.8432.04 1.23 0.030 34.981 0.064 0.024 43.207 0.042 0.024 42.7882.54 1.32 0.030 35.365 0.063 0.024 43.709 0.041 0.024 43.6583.04 1.22 0.030 34.913 0.064 0.024 43.117 0.042 0.024 43.6853.54 1.61 0.030 36.564 0.059 0.024 45.247 0.038 0.024 45.5044.04 1.99 0.030 37.881 0.055 0.024 46.879 0.036 0.024 46.934

Se utilizaran los siguientes valores para obtener el valor de la n compuesta del cauce:

D84 (m) = 0.025 n= 0.000D84 (m) = 0.017 n= 0.000 z (m) Elevacion P

0.54 18.00 6.381.04 18.50 8.451.54 19.00 10.522.04 19.50 12.602.54 20.00 17.123.04 20.50 30.563.54 21.00 32.284.04 21.50 33.99

Coordenadas donde varia la nx y

-6.69 20.17-3.03 18.01-2.61 17.84-2.13 17.820.00 17.472.66 17.613.13 17.99

Radio Hidraulico ( R ) Coriolis Veloc. Media (V) Caudal (Q)

Elevaciones Altura del agua (m)= prof.maxima (m) α m/s

z (m):

18.00 0.54 0.35 1.00 1.0 2.3018.50 1.04 0.68 1.00 1.6 9.4219.00 1.54 0.97 1.00 2.1 21.0519.50 2.04 1.23 1.00 2.4 37.6420.00 2.54 1.32 1.07 2.7 61.6420.50 3.04 1.22 1.48 2.7 98.8521.00 3.54 1.61 1.65 2.8 146.4421.50 4.04 1.99 1.75 3.0 204.09

Cortante de fondo Veloc. De corte Froude Froude

Elevaciones Altura del agua (m)= prof.maxima u*

z (m):

18.00 1.54 0.87 0.09 0.55 0.5518.50 2.04 1.70 0.13 0.61 0.6119.00 2.54 2.42 0.15 0.65 0.6519.50 3.04 3.09 0.17 0.67 0.67

m3/s

Tb (kg/m2) F con α sin α

D84=25mm D84=17mm D84=25mm n=0.060

n= 0.025 n= 0.023 n= 0.025

z (m):20.00 3.54 3.30 0.18 0.76 0.7320.50 4.04 3.05 0.17 0.91 0.7521.00 0.00 4.03 0.20 0.88 0.6921.50 0.00 4.98 0.22 0.87 0.66

z=2.54 z=3.04 z=3.54 z=4.04A1 0.00 A1 6.06 A1 11.39 A1 17.23A2 21.69 A2 28.19 A2 34.63 A2 41.21A3 0.88 A3 3.05 A3 5.96 A3 9.24P1 0.00 P1 10.77 P1 11.59 P1 12.41P2 13.90 P2 14.23 P2 14.23 P2 14.23P3 3.22 P3 5.56 P3 6.46 P3 7.35

RH1 0.00 RH1 0.56 RH1 0.98 RH1 1.39RH2 1.56 RH2 1.98 RH2 2.43 RH2 2.90RH3 0.27 RH3 0.55 RH3 0.92 RH3 1.26n1 0.056 n1 0.056 n1 0.056 n1 0.056n2 0.024 n2 0.024 n2 0.024 n2 0.024n3 0.060 n3 0.060 n3 0.060 n3 0.060V1 0.00 V1 0.61 V1 0.88 V1 1.11V2 2.83 V2 3.32 V2 3.80 V2 4.27V3 0.35 V3 0.56 V3 0.79 V3 0.97Q1 0.00 Q1 3.69 Q1 10.05 Q1 19.15Q2 61.33 Q2 93.46 Q2 131.68 Q2 175.97Q3 0.31 Q3 1.70 Q3 4.71 Q3 8.97A 22.57 A 37.30 A 51.98 A 67.68Q 61.6 Q 98.8 Q 146.4 Q 204.1V 2.73 V 2.65 V 2.82 V 3.02

K1 0 K1 74 K1 201 K1 383K2 1227 K2 1869 K2 2634 K2 3519K3 6 K3 34 K3 94 K3 179α1 1 α1 1 α1 1 α1 1α2 1 α2 1 α2 1 α2 1α3 1 α3 1 α3 1 α3 1α 1.07 α 1.48 α 1.65 α 1.75

^

Elevaciones que ocupan un α

0.0236 0.0238 0.024016.00

17.00

18.00

19.00

20.00

21.00

22.00

n manning

z (m

)

1.0 1.2 1.4 1.6 1.8 2.0 2.2 2.4 2.6 2.8 3.017.50

18.00

18.50

19.00

19.50

20.00

20.50

21.00

21.50

22.00

Velocidad media

z (m

)

(Para z= 18, 19, 20, 21)Verificar que regimen es turbulento

u*= 0.09 n 0.0239ks yo Esfuerzo cortante

Elevaciones Altura (m) u(y) τxy D84 (m)

z (m):

18.00 0.54

0.0635 0.00212

1.28 0.00

0.01813

17.91 0.45 1.24 0.14 A0.09 17.82 0.36 1.19 0.29 Ecu

17.73 0.27 1.12 0.4317.64 0.18 1.03 0.58 0.6 y=17.55 0.09 0.87 0.72 u(17.67)=17.46 0.00 0.00 0.87

u*= 0.15 n 0.0237ks yo Esfuerzo cortante

Elevaciones Altura (m) u(y) τxy D84

z (m):

19.00 1.54

0.0634 0.00211

2.54 0.00

0.01812

0.256666667 18.74 1.28 2.47 0.40

Perfiles de velocidad u(h) y de esfuerzo cortante Ƭ(h)

0.0236 0.0238 0.024016.00

17.00

18.00

19.00

20.00

21.00

22.00

n manning

z (m

)

2.00 52.00 102.00 152.00 202.0016.00

17.00

18.00

19.00

20.00

21.00

22.00

Caudal

z (m

)

1.0 1.2 1.4 1.6 1.8 2.0 2.2 2.4 2.6 2.8 3.017.50

18.00

18.50

19.00

19.50

20.00

20.50

21.00

21.50

22.00

Velocidad media

z (m

)

0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.0016.00

17.00

18.00

19.00

20.00

21.00

22.00

Cortante de fondo

z (m

)

0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.5016.50

17.00

17.50

18.00

18.50

19.00

19.50

20.00

20.50

21.00

21.50

Energia especifica

z (m

)

0.09 0.11 0.13 0.15 0.17 0.19 0.2116.50

17.00

17.50

18.00

18.50

19.00

19.50

20.00

20.50

21.00

21.50

Velocidad de corte

z (m

)

z (m):18.49 1.03

0.0634 0.002112.38 0.81

0.01812B

18.23 0.77 2.27 1.21 Ecu17.97 0.51 2.12 1.6217.72 0.26 1.85 2.02 0.6 y=17.46 0.00 0.00 2.42 u(18.23)=

u*= 0.18 n 0.0238ks yo Esfuerzo cortante

Elevaciones Altura (m) u(y) τxy D84

z (m):

20.00 2.54

0.0634 0.00211

3.19 0.00

0.01812

19.58 2.12 3.11 0.55 D0.423333333 19.15 1.69 3.01 1.10 Ecu

18.73 1.27 2.88 1.6518.31 0.85 2.69 2.2017.88 0.42 2.38 2.75 0.6 y=17.46 0.00 0.00 3.30 u(18.73)=

u*= 0.20 n 0.0238ks yo Esfuerzo cortante

Elevaciones Altura (m) u(y) τxy D84

z (m):

21.00 3.54

0.0634 0.00211

3.69 0.00

0.01812

20.41 2.95 3.60 0.670.59 19.82 2.36 3.49 1.34 E

19.23 1.77 3.34 2.01 Ecu18.64 1.18 3.14 2.6818.05 0.59 2.80 3.35 0.6 y=17.46 0.00 0.00 4.03 u(19.23)=

z(m) 0.6 y u(y) V media18 17.68 1.2 1.019 18.23 2.3 2.120 18.73 2.9 2.721 19.23 3.5 2.8

P.mojado (P2) P.mojado (P3)

(m) (m)

5.43 0.045.43 1.125.43 2.215.43 3.313.9 3.22

14.23 5.5614.23 6.4614.23 7.35

Prof. Hidraulica (D) Factor seccion (Z)

0.36 1.330.72 4.891.04 10.401.34 18.011.42 26.901.28 42.271.71 67.942.13 98.71

Hey Bathurstf a n C f

0.087 12.735 0.026 32.659 0.0740.064 12.671 0.025 37.799 0.0550.055 12.834 0.025 40.490 0.0480.049 12.993 0.024 42.341 0.0440.047 13.637 0.024 42.841 0.0430.047 14.782 0.024 42.252 0.0440.043 14.214 0.024 44.370 0.0400.041 13.860 0.024 45.993 0.037

Hey Bathurstf a n C f

0.072 12.735 0.024 35.608 0.062

0.054 12.671 0.023 40.747 0.0470.047 12.834 0.023 43.439 0.0420.043 12.993 0.023 45.290 0.0380.041 13.637 0.023 45.789 0.0370.041 14.782 0.023 45.200 0.0380.038 14.214 0.023 47.319 0.0350.036 13.860 0.023 48.942 0.033

P1 n1 P2 n2 P3 n3 n COMPUESTA0.91 0.026 5.43 0.024 0.04 0.026 0.02391.90 0.025 5.43 0.023 1.12 0.025 0.02372.88 0.025 5.43 0.023 2.21 0.025 0.02373.87 0.024 5.43 0.023 3.30 0.024 0.0238

- - - - 0.0238- - - - 0.0238- - - - 0.0238- - - - 0.0238

Energia específica

E0.591.181.762.342.943.574.214.85

Re201724623824

11197631671818

2014764181001425386983360042

0.0010030.000001787

Von Karman constante 0.4

18.00 0.0017.46 0.87

0.01812900381447690.000514786907327647

17.681.16

19.00 0.00

Viscosidad dinamica (μ), kg/(m*s)Viscosidad cinematica (ν), m2/s

0.50 0.60 0.70 0.80 0.90 1.0016.00

17.00

18.00

19.00

20.00

21.00

22.00

Froude sin alfaFroude con alfa

Froude

z (m

)

0 1 117.00

17.20

17.40

17.60

17.80

18.00

18.20

f(x) = − 0.621083722085735 x + 18

z=18

Esfuerzo cortante

Elev

acio

n

0 1 2 316.50

17.00

17.50

18.00

18.50

19.00

19.50

f(x) = − 0.635590422230147 x + 19

z=19

Esfuerzo cortante

Elev

acio

n

17 18 190.00

0.20

0.40

0.60

0.80

1.00

f(x) = − 1.6100888888889 x + 28.9816000000001

z=18

Esfuerzo cortante

Elev

acio

n

16 18 200.00

0.50

1.00

1.50

2.00

2.50

3.00

f(x) = − 1.57334025974026 x + 29.8934649350649

z=19

Esfuerzo cortante

Elev

acio

n

0.0181201469524022 17.46 2.42-0.000677917094016323

18.232.27

0.0181201469524022-0.000677917094016323

18.732.88

20.00 0.0017.46 3.30

0.0181201469524022-0.000677917094016323

19.233.47

21.00 0.0017.46 4.03

0 1 2 316.50

17.00

17.50

18.00

18.50

19.00

19.50

f(x) = − 0.635590422230147 x + 19

z=19

Esfuerzo cortante

Elev

acio

n

0 1 2 3 416.00

16.50

17.00

17.50

18.00

18.50

19.00

19.50

20.00

20.50

f(x) = − 0.770653514180024 x + 20

z=20

Esfuerzo cortante

Elev

acio

n

0 1 2 3 4 517.0017.5018.0018.5019.0019.5020.0020.5021.0021.50

f(x) = − 0.879396485593796 x + 21

z=21

Esfuerzo cortante

Elev

acio

n16 18 20

0.00

0.50

1.00

1.50

2.00

2.50

3.00

f(x) = − 1.57334025974026 x + 29.8934649350649

z=19

Esfuerzo cortante

Elev

acio

n

17 18 19 20 210.000.501.001.502.002.503.003.50

f(x) = − 1.2976 x + 25.952

z=20

Esfuerzo cortante

Elev

acio

n

17 18 19 20 21 220.000.501.001.502.002.503.003.504.004.50

f(x) = − 1.13714350282486 x + 23.880013559322

z=20

Esfuerzo cortante

Elev

acio

n

0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.4017.00

17.20

17.40

17.60

17.80

18.00

18.20

z=18

Velocidad

Elev

acio

n

0.00 0.50 1.00 1.50 2.00 2.50 3.0016.50

17.00

17.50

18.00

18.50

19.00

19.50

z=19

Velocidad

Elev

acio

n

17 18 190.00

0.20

0.40

0.60

0.80

1.00

f(x) = − 1.6100888888889 x + 28.9816000000001

z=18

Esfuerzo cortante

Elev

acio

n

16 18 200.00

0.50

1.00

1.50

2.00

2.50

3.00

f(x) = − 1.57334025974026 x + 29.8934649350649

z=19

Esfuerzo cortante

Elev

acio

n

0.00 0.50 1.00 1.50 2.00 2.50 3.0016.50

17.00

17.50

18.00

18.50

19.00

19.50

z=19

Velocidad

Elev

acio

n

0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.5016.00

16.50

17.00

17.50

18.00

18.50

19.00

19.50

20.00

20.50

z=20

Velocidad

Elev

acio

n

0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.0017.0017.5018.0018.5019.0019.5020.0020.5021.0021.50

z=21

Velocidad

Elev

acio

n

16 18 200.00

0.50

1.00

1.50

2.00

2.50

3.00

f(x) = − 1.57334025974026 x + 29.8934649350649

z=19

Esfuerzo cortante

Elev

acio

n

17 18 19 20 210.000.501.001.502.002.503.003.50

f(x) = − 1.2976 x + 25.952

z=20

Esfuerzo cortante

Elev

acio

n

17 18 19 20 21 220.000.501.001.502.002.503.003.504.004.50

f(x) = − 1.13714350282486 x + 23.880013559322

z=20

Esfuerzo cortante

Elev

acio

n

Altura del agua Veloc. Media (V) CoriolisElevaciones (m) m/s α

18.00 0.539 1.04 1.018.50 1.039 1.64 1.019.00 1.539 2.06 1.019.50 2.039 2.42 1.020.00 2.539 2.73 1.120.50 3.039 2.65 1.521.00 3.539 2.82 1.621.50 4.039 3.02 1.7

PARA : 2.3 PARA :Fr h (m) E A Fr

0.5 0.01 4 4.000 67.68 0.150.5 0.01 3.5 3.500 51.98 0.210.5 0.01 3.0 3.000 37.30 0.310.5 0.02 2.5 2.501 22.57 0.570.5 0.03 2.0 2.001 15.56 0.920.5 0.06 1.5 1.503 10.20 1.630.5 0.13 1.0 1.008 5.76 3.530.5 1.00 0.1 0.165 2.22 12.95

PARA : 9.4 PARA :Fr h (m) E A Fr

1.0 0.02 4 4.001 67.68 0.281.0 0.03 3.5 3.502 51.98 0.401.0 0.05 3.0 3.003 37.30 0.591.0 0.08 2.5 2.509 22.57 1.081.0 0.14 2.0 2.019 15.56 1.751.0 0.24 1.5 1.543 10.20 3.081.0 0.52 1.0 1.136 5.76 6.671.0 1.92 0.5 1.417 2.22 24.47

PARA : 21.1 PARA :Fr h (m) E A Fr

1.5 0.05 4 4.005 67.68 0.441.5 0.07 3.5 3.508 51.98 0.621.5 0.10 3.0 3.016 37.30 0.931.5 0.19 2.5 2.544 22.57 1.681.5 0.31 2.0 2.093 15.56 2.731.5 0.54 1.5 1.717 10.20 4.811.5 1.17 1.0 1.681 5.76 10.421.5 4.28 0.5 5.082 2.22 38.22

PARA : 37.6 PARA :

Q (m3/s)=

Q (m3/s)=

Q (m3/s)=

Q (m3/s)=

Fr h (m) E A Fr2.0 0.09 4 4.016 67.68 0.642.0 0.12 3.5 3.527 51.98 0.892.0 0.19 3.0 3.052 37.30 1.332.0 0.34 2.5 2.642 22.57 2.412.0 0.55 2.0 2.298 15.56 3.912.0 0.96 1.5 2.195 10.20 6.892.0 2.09 1.0 3.177 5.76 14.952.0 7.66 0.5 15.150 2.22 54.85

Q (m3/s) Ycr (m)2.3 0.119.4 0.73

21.1 1.0737.6 1.4061.6 1.7898.8 2.39

146.4 2.94204.1 3.48

GRAFICOS DE FROUDE

ycr= 0.73Fr 1

0.0 0.5 1.0 1.5 2.0 2.50.00.51.01.52.02.53.03.54.04.5

f(x) = 0.734575824926212 x -̂0.463565129477267R² = 0.991373467178489

Q= 9.4 m3/s, ycr= 0.73 m

FROUDE

y (m

)

ycr= 0.11Fr 1

ycr= 1.78Fr 1

0.0 0.2 0.4 0.6 0.8 1.0 1.20.00.51.01.52.02.53.03.54.04.5

f(x) = 0.173608317324945 x -̂0.655935603632073R² = 0.931708314465464

Q= 2.3 m3/s, ycr= 0.11 m

FROUDE

y (m

)

0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.00.00.51.01.52.02.53.03.54.04.5

f(x) = 1.78120968928739 x -̂0.463565129477267R² = 0.991373467178489

Q= 61.6 m3/s, ycr= 1.78 m

FROUDE

y (m

)

Q (m3/s) Ycr (m) z (m) Vm (m/s) Emin2.3 0.11 17.57 14.94 11.499.4 0.73 18.19 2.70 1.11

21.1 1.07 18.53 3.49 1.6937.6 1.40 18.86 4.26 2.3261.6 1.78 19.24 4.85 2.9898.8 2.39 19.85 4.86 3.60

146.4 2.94 20.40 4.24 3.86204.1 3.48 20.94 3.60 4.14

Pendiente media de fondo (So)= 0.0025

Elevaciones Altura del agua (m)= prof.maxima

z (m):

17.57 0.5418.19 1.0418.53 1.5418.86 2.0419.24 2.5419.85 3.0420.40 3.5420.94 4.04

Valores en el punto mas bajo del cauce:

2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.0015.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

Velocidad media

z

Comparacion de graficos z vs Q

Elev. Flujo crítico Elev. Flujo uniforme Q (m3/s)17.6 18.0 2.318.2 18.5 9.418.5 19.0 21.118.9 19.5 37.619.2 20.0 61.619.9 20.5 98.8

2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.0015.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

Velocidad media

z

0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.0015.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

Energía específica

z

0.0 50.0 100.0 150.0 200.0 250.015.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

Caudales

z

20.4 21.0 146.420.9 21.5 204.1

Area Caudal (Q)m2 m3/s

2.22 2.35.76 9.4

10.20 21.115.56 37.622.57 61.637.30 98.851.98 146.467.68 204.1

61.6h (m) E A

4 4.042 67.68 2.53.5 3.572 51.98 2.53.0 3.139 37.30 2.52.5 2.880 22.57 2.52.0 2.800 15.56 2.51.5 3.362 10.20 2.51.0 6.837 5.76 2.50.5 39.781 2.22 2.5

98.8 3.0h (m) E A 3.0

4 4.109 67.68 3.03.5 3.684 51.98 3.03.0 3.358 37.30 3.02.5 3.478 22.57 3.02.0 4.057 15.56 3.01.5 6.289 10.20 3.01.0 16.010 5.76 3.00.5 101.518 2.22 3.0

146.4h (m) E A

4 4.239 67.68 3.53.5 3.905 51.98 3.53.0 3.786 37.30 3.52.5 4.646 22.57 3.52.0 6.515 15.56 3.51.5 12.011 10.20 3.51.0 33.945 5.76 3.50.5 222.226 2.22 3.5

204.1

Q (m3/s)=

Q (m3/s)=

Q (m3/s)=

Q (m3/s)=

h (m) E A4 4.463 67.68 4.0

3.5 4.286 51.98 4.03.0 4.526 37.30 4.02.5 6.668 22.57 4.02.0 10.768 15.56 4.01.5 21.916 10.20 4.01.0 64.988 5.76 4.00.5 431.144 2.22 4.0

ycr=Fr

0.0 0.5 1.0 1.5 2.0 2.50.00.51.01.52.02.53.03.54.04.5

f(x) = 0.734575824926212 x -̂0.463565129477267R² = 0.991373467178489

Q= 9.4 m3/s, ycr= 0.73 m

FROUDE

y (m

)

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.50.00.51.01.52.02.53.03.54.04.5

f(x) = 1.06641047747326 x -̂0.463565129477267R² = 0.991373467178489

Q= 21.1 m3/s, ycr= 1.07 m

FROUDE

y (m

)

ycr=Fr

ycr=Fr

0.0 0.2 0.4 0.6 0.8 1.0 1.20.00.51.01.52.02.53.03.54.04.5

f(x) = 0.173608317324945 x -̂0.655935603632073R² = 0.931708314465464

Q= 2.3 m3/s, ycr= 0.11 m

FROUDE

y (m

)

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.00.00.51.01.52.02.53.03.54.04.5

f(x) = 1.39616366931743 x -̂0.463565129477267R² = 0.991373467178489

Q= 37.6 m3/s, ycr= 1.40 m

FROUDE

y (m

)

0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.00.00.51.01.52.02.53.03.54.04.5

f(x) = 1.78120968928739 x -̂0.463565129477267R² = 0.991373467178489

Q= 61.6 m3/s, ycr= 1.78 m

FROUDE

y (m

)

0.0 5.0 10.0 15.0 20.0 25.0 30.00.00.51.01.52.02.53.03.54.04.5

f(x) = 2.39289441473198 x -̂0.463565129477267R² = 0.991373467178489

Q=98.8 m3/s, ycr= 2.39 m

FROUDE

y (m

)

(en flujo uniforme So=Sf)

AREA TOTAL P.mojado (P) Radio Hidraulico ( R ) Espejo de agua (T)

m2 (m) (m)

0.15 2.81 0.05 2.803.49 7.18 0.49 6.886.04 8.61 0.70 8.118.84 9.95 0.89 9.31

12.72 11.53 1.10 10.6920.33 16.09 1.26 14.9434.57 30.05 1.15 28.5856.69 32.09 1.77 30.28

x y0.00 17.46

2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.0015.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

Velocidad media

z

0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.0015.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

Profundidad critica

z

2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.0015.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

Velocidad media

z

0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.0015.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

Profundidad critica

z 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00

15.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

Energía específica

z

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.0015.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

Factor de seccion

z

0.0 50.0 100.0 150.0 200.0 250.015.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

Caudales

z

0 50 100 150 200 25017.0

17.5

18.0

18.5

19.0

19.5

20.0

20.5

21.0

21.5

22.0

z vs Q

Flujo uniformeFlujo critico

Caudales m3/s

z (m

snm

)

0 50 100 150 200 25017.0

17.5

18.0

18.5

19.0

19.5

20.0

20.5

21.0

21.5

22.0

z vs Q

Flujo uniformeFlujo critico

Caudales m3/sz (

msn

m)

AREA TOTALAltura del agua (m)= prof.maxima m2

0.5390999999828631.039099999982861.539099999982862.039099999982862.539099999982863.039099999982863.539099999982864.03909999998286

FUERZA ESPECIFICA

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.50

1

2

3

4

5

Q= 2.3 m3/s, y= 0.5 m

Energía

y (m

)

0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.50

1

2

3

4

5

Q= 9.4 m3/s, y= 1.0 m

Energía

y (m

)

1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.50

1

2

3

4

5

Q= 21.1 m3/s, y=1.5 m

Energía

y (m

)

1.07 ycr=1 Fr

1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.50

1

2

3

4

5

Q= 21.1 m3/s, y=1.5 m

Energíay

(m)

0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.00

0.51

1.52

2.53

3.54

4.5

Q= 37.6 m3/s, y=2.0 m

Energía

y (m

)

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.50.00.51.01.52.02.53.03.54.04.5

f(x) = 1.06641047747326 x -̂0.463565129477267R² = 0.991373467178489

Q= 21.1 m3/s, ycr= 1.07 m

FROUDE

y (m

)

0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.00.00.51.01.52.02.53.03.54.04.5

f(x) = 2.94228574871896 x -̂0.463565129477267R² = 0.991373467178489

Q=146.4 m3/s, ycr= 2.94 m

FROUDE

y (m

)

1.40 ycr=1 Fr

2.391

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.00.00.51.01.52.02.53.03.54.04.5

f(x) = 1.39616366931743 x -̂0.463565129477267R² = 0.991373467178489

Q= 37.6 m3/s, ycr= 1.40 m

FROUDE

y (m

)

0.0 5.0 10.0 15.0 20.0 25.0 30.00.00.51.01.52.02.53.03.54.04.5

f(x) = 2.39289441473198 x -̂0.463565129477267R² = 0.991373467178489

Q=98.8 m3/s, ycr= 2.39 m

FROUDE

y (m

)

0.0 10.0 20.0 30.0 40.0 50.0 60.00.00.51.01.52.02.53.03.54.04.5

f(x) = 3.47837663885651 x -̂0.463565129477267R² = 0.991373467178489

Q=204.1 m3/s, ycr= 3.48 m

FROUDE

y (m

)

Prof. Hidraulica (D) Factor seccion (Z)

0.05 0.040.51 2.490.74 5.210.95 8.611.19 13.881.36 23.721.21 38.021.87 77.57

0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.0015.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

Profundidad critica

z

0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.0015.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

Profundidad critica

z

0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.0015.00

16.00

17.00

18.00

19.00

20.00

21.00

22.00

Factor de seccion

z

0 50 100 150 200 25017.0

17.5

18.0

18.5

19.0

19.5

20.0

20.5

21.0

21.5

22.0

z vs Q

Flujo uniformeFlujo critico

Caudales m3/s

z (m

snm

)

0 50 100 150 200 25017.0

17.5

18.0

18.5

19.0

19.5

20.0

20.5

21.0

21.5

22.0

z vs Q

Flujo uniformeFlujo critico

Caudales m3/s

z (m

snm

)

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.50

1

2

3

4

5

Q= 2.3 m3/s, y= 0.5 m

Energía

y (m

)

0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.50

1

2

3

4

5

Q= 9.4 m3/s, y= 1.0 m

Energía

y (m

)

1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.50

1

2

3

4

5

Q= 21.1 m3/s, y=1.5 m

Energía

y (m

)

0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.00

1

2

3

4

5

Q= 61.6 m3/s, y= 2.5 m

Energía

y (m

)

0.0 20.0 40.0 60.0 80.0 100.0 120.00

1

2

3

4

5

Q= 98.8 m3/s, y=3.0 m

Energía

y (m

)

0.0 50.0 100.0 150.0 200.0 250.00

1

2

3

4

5

Q= 146.4 m3/s, y=3.5 m

Energía

y (m

)

2.941

1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.50

1

2

3

4

5

Q= 21.1 m3/s, y=1.5 m

Energía

y (m

)

0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.00

0.51

1.52

2.53

3.54

4.5

Q= 37.6 m3/s, y=2.0 m

Energía

y (m

)

0.0 50.0 100.0 150.0 200.0 250.00

1

2

3

4

5

Q= 146.4 m3/s, y=3.5 m

Energía

y (m

)

0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 500.00

0.51

1.52

2.53

3.54

4.5

Q= 204.1 m3/s, y=4.0 m

Energía

y (m

)

0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.00.00.51.01.52.02.53.03.54.04.5

f(x) = 2.94228574871896 x -̂0.463565129477267R² = 0.991373467178489

Q=146.4 m3/s, ycr= 2.94 m

FROUDE

y (m

)

3.481

0.0 10.0 20.0 30.0 40.0 50.0 60.00.00.51.01.52.02.53.03.54.04.5

f(x) = 3.47837663885651 x -̂0.463565129477267R² = 0.991373467178489

Q=204.1 m3/s, ycr= 3.48 m

FROUDE

y (m

)