Azud Perfil Tipo Creager y Wess _Alexis Lopez y Darwin Pinzón

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UNIVERSIDAD TÉ La Universi TITULACIÓN

DISEÑO DE

DATOS H= V= K= n= L= Qmax= h=

0 .8 1 2 1.85 10 m 11.05 m3/seg 2 .6 m Calculo de Hd

Hd=

0.71180817 m

Pendiente Horizontal del Paramento Pendiente Vertical del Paramento Coefiente dependiente de la pendiente Coefiente dependiente de la pendiente Longitud de la cresta del vertdero Caudal Máximo Altura del dique









-0.5

Ha=

0

0.12282863 m/s -1

He= PERFIL

0.8346368 m/s

-2

Y=

0.58303832 x^1.85

x

y 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.4 1.6 1.8 2 2.2 2.4 2.6 2.8 3 3.2 3.4

0 -0.0296 -0.02968948 8948 -0.1070 -0.10703063 3063 -0.2266 -0.22660888 0888 -0.3858 -0.38584562 4562 -0.5830 -0.58303832 3832 -0.8169 -0.81692542 2542 -1.0 -1.086 8651 5106 06 -1.3909 -1.39097419 7419 -1.7296 -1.72962215 2215 -2.1018 -2.10185424 5424 -2.5071 -2.50714275 4275 -2.9450 -2.94501764 1764 -3.4150 -3.41505574 5574 -3.9168 -3.91687273 7273 -4.4501 -4.45011694 1694 -5.0144 -5.01446452 6452 -5.6096 -5.60961556 1556

e l t i T s i x A

-3

-4

-5

-6

0











-0.23536758 - 2 .6 PUNTO DE TANGENCIA XT YT 0.73774037 0.73774037 -0.33213808 -0.33213808 Rac= Rac=

12.5032382 m 1.2319177 m

TALUD AGUAS ABAJO H 1 V 1 ang= 0 .7 8 5 3 9 8 Rsen ø = Rcos ø = R(1-c R(1-cos os ø)= ø)= 4.-

0.87109736 0 .8 7 1 0 9 7 3 6 0.360 0.360820 82034 34 VELOCIDAD AL PIE DE LA PRESA









y2=

4.1179

y3=

2 .7 7 3 9 8 9 8 3

Lpo=

14.3007965

ESPESOR DEL ZAMPEADO h=

0.43737347 m

CALCULO DE LA SUBPRESION METODO DE LANE h1= h2=

2m 1.5 m

h3=

2.5 m

h4= b1=

2.8 m 1.2 m









he= y= qs= L= w= w=

0.8346368 1.25195521 1.89223206 5.83966431

m m m3/s.m m

- 1 .7 2 4 4 8 8 3 6 -10.0704331 ton









NICA PARTICULAR DE LOJA ad Católica de Loja DE INGENIERIA CIVIL IDRAULICA I

ZUD PERFIL TIPO WES









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Azud Perfil Tipo Creager y Wess _Alexis Lopez y Darwin Pinzón

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