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Coef . Descarga orif icio v entana captacin Coef . Des

Tabla Tabla

MKS = Cd = 1.00 Si la v entana est libre

Cd = 0.648 Si la v entana est sumergida

A

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VERTEDERO DE CRESTA ANCHA O AZUD

Determinar la elevacin de la cresta y la forma de una seccin de vertedero dedesborde teniendo una cara vertical aguas arriba y una longitud de cresta de

30 m La descarga de diseo es 200 m3/segLa superficie del agua aguas arriba para el caudal de diseo est en: 12.36 m

Y el piso medio del canal esta en: 8.2 m

Cd = 2.2 12.49He = Hd + Ha Ha Elev 12.36Donde: He Hd 10.40He = Carga totalHa = Carga velocidad

h 2.2

Elev 8.2

Clculo de HeQ = Cd L He^(3/2)

He = (Q/(Cd L))^(2/3)He = 2.09 mLa velocidad de llegada

1er tanteo para calcular Hd 2do tanteo para perfeccionar Hd 3er tanteo para perfeccionar Hd 4to tanteo para perfeccionar HV = =Q/(L x (h+He)) 1.55 =Q/(L x (h+Hd)) 1.60 m/s 1.60 m/s 1.60

Ha = 0.123 0.130 0.131 0.131Hd = 1.97 1.96 1.96 1.96h= 2.20 2.20 2.20 2.20Efecto de la velocidad

2.20 m > < 1.33 Hd2.20 m > < 2.62 Alt Vel Apreciable

La elevacin de la cresta est en : 10.40

TablaPendiente de la cara

aguas arriba K nVertical 2.000 1.850

3 1 1.936 1.8363 2 1.939 1.8103 3 1.873 1.776

X ^n = K Hd ^(n-1) YPara un vertedero de pared recta:Pared VerticalK 2n 1.85

Y = X 1.853.55

Coordenadas para azud aguas abajoX Y

0.00 -0.50 0.081.00 0.281.50 0.60

2.00 1.022.50 1.533.00 2.153.50 2.864.00 3.664 50 4 55

-

1.00

0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50

X

AZUD

R=0.5 Hd

0.282Hd

0.175Hd

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CALCULO DEL PERFIL DEL FLUJO METODO DIRECTO EN ETAPAS

Canal

Alfa = 1n = 0.025 Rugosidad rob = 30 m El ancho del ro arriba es 32.5mZ = 0So = 0.002 Pendiente longitudinalQmax = 200 m3/seg

CALCULO DEL TIRANTE NORMALCalado Yn = 2.33 m Por tanteo 2.33 RedondeadoQn/S^(1/2) ((b+ZY)Y)^(5/3)

(b+2y(1+Z^2)^0.5)^(2/3)Qn / S^0.5 = 111.803((b+zy)y)^(5/3) 1188.651554(b+2y(1+z^2)^0.5)^(2/3) 10.63168734

((b+ZY)Y)^(5/3) 111.803 Tantear cambiando Calado Y(b+2y(1+Z^2)^0.5)^(2/3)

CALCULO DEL TIRANTE CRITICOYc = 1.65 m Para tanteoQ^2 / g = A^3 / T

Q^2 / g = 4,077.472A^3/T=[(b+zy)y]^3/(b+2zy) 4,077.472 Tantear cambiando YcAc = 49.641 m2Vc = Q/Ac 4.029 m/seghvc = 0.827 mEc = 2.482 m

V = (1/n) x R^(2/3) Sf^(1/2)De manning

Decremento 0.1Y A P R R^(2/3) V Alfa V^2/2g E DE Sf Sf prom So-Sf prom DX X

4.16 124.90 38.33 3.26 2.20 1.60 0.1307 4.294 - 0.000334.06 121.90 38.13 3.20 2.17 1.64 0.1372 4.201 0.093 0.00036 0.00034 0.001656 56.469 56.4693.96 118.90 37.93 3.14 2.14 1.68 0.1442 4.108 0.093 0.00039 0.00037 0.001629 57.094 113.5623.86 115.90 37.73 3.07 2.11 1.73 0.1518 4.015 0.092 0.00042 0.00040 0.001599 57.812 171.3743.76 112.90 37.53 3.01 2.08 1.77 0.1599 3.923 0.092 0.00045 0.00043 0.001566 58.643 230.0183.66 109.90 37.33 2.94 2.05 1.82 0.1688 3.832 0.091 0.00049 0.00047 0.001529 59.614 289.6323.56 106.90 37.13 2.88 2.02 1.87 0.1784 3.742 0.090 0.00053 0.00051 0.001488 60.759 350.3903.46 103.90 36.93 2.81 1.99 1.92 0.1888 3.652 0.090 0.00058 0.00056 0.001442 62.122 412.5133.36 100.90 36.73 2.75 1.96 1.98 0.2002 3.564 0.089 0.00064 0.00061 0.001389 63.769 476.2823.26 97.90 36.53 2.68 1.93 2.04 0.2127 3.476 0.088 0.00070 0.00067 0.001331 65.787 542.0693.16 94.90 36.33 2.61 1.90 2.11 0.2264 3.390 0.086 0.00077 0.00074 0.001264 68.308 610.376

3.06 91.90 36.13 2.54 1.86 2.18 0.2414 3.305 0.085 0.00085 0.00081 0.001188 71.527 681.9032.96 88.90 35.93 2.47 1.83 2.25 0.2579 3.221 0.083 0.00095 0.00090 0.001101 75.760 757.6642.86 85.90 35.73 2.40 1.79 2.33 0.2763 3.140 0.082 0.00105 0.00100 0.001002 81.538 839.2022.76 82.90 35.53 2.33 1.76 2.41 0.2966 3.060 0.080 0.00118 0.00111 0.000887 89.839 929.0412.66 79.90 35.33 2.26 1.72 2.50 0.3193 2.983 0.077 0.00132 0.00125 0.000753 102.675 1,031.7152.56 76.90 35.13 2.19 1.69 2.60 0.3447 2.908 0.075 0.00149 0.00140 0.000597 124.953 1,156.6682.46 73.90 34.93 2.12 1.65 2.71 0.3733 2.837 0.071 0.00169 0.00159 0.000414 172.599 1,329.2672.36 70.90 34.73 2.04 1.61 2.82 0.4055 2.769 0.068 0.00192 0.00180 0.000197 343.040 1,672.3072.33 69.90 34.66 2.02 1.60 2.86 0.4173 2.747 0.022 0.00201 0.00196 0.000036 603.255 2,275.5622.26 67.90 34.53 1.97 1.57 2.95 0.4422 2.706 0.042 0.00220 0.00210 (0.000104) (399.449) 1,876.1132.16 64.90 34.33 1.89 1.53 3.08 0.4840 2.647 0.058 0.00254 0.00237 (0.000370) (157.433) 1,718.6802.06 61.90 34.13 1.81 1.49 3.23 0.5320 2.595 0.052 0.00295 0.00274 (0.000744) (69.838) 1,648.8421.96 58.90 33.93 1.74 1.44 3.40 0.5876 2.551 0.044 0.00345 0.00320 (0.001201) (36.983) 1,611.8591.86 55.90 33.73 1.66 1.40 3.58 0.6524 2.516 0.035 0.00408 0.00377 (0.001766) (19.957) 1,591.9021.76 52.90 33.53 1.58 1.36 3.78 0.7285 2.492 0.024 0.00486 0.00447 (0.002470) (9.679) 1,582.2231.66 49.90 33.33 1.50 1.31 4.01 0.8187 2.482 0.010 0.00586 0.00536 (0.003362) (2.909) 1,579.314

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POZA DE DISIPASI NL = 30 mQ = 200 m3/seg

C = 2.2He = 2.09 mh = 2.20 Altura crestaHd = 1.96 mH = h +Hd 4.16 mVa = Q /(LH) 1.60 m/segHa = 0.13 mHd = He - Ha 1.96 m

h 2.20 < 1.33 Hd 2.61 Efecto importante Velocidad

n = 0.025 Rugosidad riob = 30 mZ = 0 Linea de energia toralS = 0.002 Pendiente longitudinalQmax = 200 m3/seg

Ha 0.13CALCULO DEL TIRANTE NORMAL Hj = (Y2-Y1)^3/ (4Y1Y2))Calado Yn = 2.33 m Por tanteo 2.33 RedondeadoQmax xn /S^(1/2) ((b+ZY)Y)^(5/3) Hd 1.96

(b+2y(1+Z^2)^0.5)^(2/3)Qn / S^0.5 = 111.8 V1^2 / (2g) V2^2 / (2g)

((b+zy)y) (5/3) 1188.6228(b+2y(1+z^2)^0.5) 10.631673h 2.20

((b+ZY)Y)^(5/3) 111.8 Tantear cambiando Calado Y Y2 3.233 Yn 2.33(b+2y(1+Z^2)^0.5)^(2/3)

0.00

r 0.903Yn = 2.33 m Y1 0.711

V1^2/2g = r + h + He - Y1

Y1 cal = =Q/(V1 x L) Lp = 14.40 m

N rasumido Y1 V1^2/2g V1 Y1 cal Eo E1 Y2 rcal Hj V2 V2^2/2g E21 2.000 1.000 5.294 10.192 0.654 6.294 5.948 3.409 1.079 2.344 1.956 0.195 5.9482 1.079 0.654 4.719 9.622 0.693 5.373 5.412 3.287 0.957 1.916 2.028 0.210 5.4123 0.957 0.693 4.558 9.456 0.705 5.251 5.263 3.250 0.920 1.798 2.051 0.214 5.2634 0.920 0.705 4.509 9.406 0.709 5.214 5.218 3.239 0.909 1.763 2.059 0.216 5.2185 0.909 0.709 4.494 9.390 0.710 5.203 5.204 3.235 0.905 1.752 2.061 0.216 5.2046 0.905 0.710 4.489 9.385 0.710 5.199 5.199 3.234 0.904 1.749 2.061 0.217 5.1997 0.904 0.710 4.488 9.383 0.710 5.198 5.198 3.234 0.904 1.748 2.062 0.217 5.198

8 0.904 0.710 4.487 9.383 0.711 5.198 5.198 3.233 0.903 1.748 2.062 0.217 5.1989 0.903 0.711 4.487 9.383 0.711 5.198 5.198 3.233 0.903 1.747 2.062 0.217 5.198

L = 2.5 x (1.9 x Y2 - Y1) 13.58L =6*(Y2 -Y1) 15.14L promedio = 14.36 m

14.40 m Redondeado