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Calcular el tirante para un canal rectangular con un ancho de plantilla de 3m. y un gasto de 1.5 mᶟs.

Y (m) | AH (m2) | V (m/s) | V2/2g | Ec (m) |
0.2 | 0.6 | 0.9 | 0.0413 | 0.2413 |
0.4 | 1.2 | 1.8 | 0.1651 | 0.5651 |
0.6 | 1.8 | 2.7 | 0.3716 | 0.9716 |
0.8 | 2.4 | 3.6 | 0.6606 | 1.4606 |
1 | 3 | 4.5 | 1.0321 | 2.0321 |
1.2 | 3.6 | 5.4 | 1.4862 | 2.6862 |
1.4 | 4.2 | 6.3 |2.0229 | 3.4229 |
1.6 | 4.8 | 7.2 | 2.6422 | 4.2422 |
1.8 | 5.4 | 8.1 | 3.3440 | 5.1440 |
2 | 6 | 9 | 4.1284 | 6.1284 |

Calcular el tirante crítico del canal con base en la curva de energía específica.
Verificar el Yc mediante la fórmula general del flujo crítico.
Q = | 2.5 |
b = | 3 |
z = | 2 |
g= | 9.81 |
Q²/g=0.6371050


y | AH | AH3 | B | AH3/B |
0.5000 | 2.0000 |8.00000 | 5.000 | 1.6000 |
0.4500 | 1.7550 | 5.40544 | 4.800 | 1.1261 |
0.4000 | 1.5200 | 3.51181 | 4.600 | 0.7634 |
0.3900 | 1.4742 | 3.20383 | 4.560 | 0.7026 |
0.3800 | 1.4288 | 2.91685 | 4.520 | 0.6453 |
0.3785 | 1.4220 | 2.87555 | 4.514 | 0.6370 |

* Encontrar tirante normal que corresponde a la condición de flujo uniforme.
* Encontrar tirante crítico.
* Verificar lasolución gráfica del tirante crítico y tirante normal en el libro de V. T. Chow.
* Calcular la pendiente critica del canal con el yc.

Calculando Y normal |
Y (m) | AH (m2) | Pm ( m) | RH (m) | RH 2/3 | (AH)*(RH2/3) |
0.826 | 3.986276 | 6.33628081 | 0.62911921 | 0.73421282 | 2.92677496 |
0.827 | 3.991929 | 6.33910923 | 0.62973027 | 0.73468817 | 2.93282302 |
0.826 | 3.986276 | 6.33628081 |0.62911921 | 0.73421282 | 2.92677496 |
0.825 | 3.980625 | 6.33345238 | 0.62850792 | 0.73373714 | 2.92073242 |
0.82444 | 3.97746131 | 6.33186846 | 0.6281655 | 0.73347062 | 2.917351 |
Q2/g = | 7.365 |
Q(n)/So1/2 = | 2.91738 |
b = | 4 |
z= | 1 |
Q= | 8.5 |
So= | 0.00191 |
n= | 0.015 |


Calculando Y critica | | | |
Y (m) | AH (m2) | AH3 (m) | B | AH3/B | Pm ( m) | RH (m) |RH 2/3 |
0.74000 | 3.5076 | 43.15491 | 5.480 | 7.8750 | 6.09303607 | 0.5756736 | 0.69201824 |
0.74000 | 3.5076 | 43.15491 | 5.480 | 7.8750 | 6.09303607 | 0.5756736 | 0.69201824 |
0.73580 | 3.4846 | 42.31160 | 5.472 | 7.7329 | 6.08115668 | 0.57301626 | 0.689887 |
0.72800 | 3.4420 | 40.77806 | 5.456 | 7.4740 | 6.05909495 | 0.568069 | 0.68591041 |
0.72466 | 3.4238 | 40.13419 | 5.449 |7.3650 | 6.049648 | 0.56594567 | 0.68420015 |


yn= | 0.82444 |
yc= | 0.72466 |
Vc = | 2.48264187 |
Sc = | 0.0029624 |

Conclusión |
El flujo es Suscritico dado que Sc > So y por lo tanto Yn > Yc |

Completar la tabla |
Q1= | 10.33 | b= | 5 |
Q2= | 20.92 | n= | 0.03 |
Q3= | 25.77 | Taludes | 2 |
d50= | 7.5 | | |
d75= | 31 | | |
d90= | 55 | | |
Tramo del rio |Cadenamiento | Longitud de tramo | Pendiente | Tirante (m) | Área | V | Pm | RH (m) | SL | Δs | Zo | ZL | Dg | Lg |
| De | A | | | | | | | | | | | | | |
1.1 | 2980 | 2840 | 140 | 0.0515 | 0.43 | 2.5198 | 4.0995 | 6.9230 | 0.3640 | 0.0019 | 0.0496 | 7.2100 | 0.2702 | 6.9398 | 227.5 |
1.2 | 2840 | 2700 | 140 | 0.0804 | 0.37 | 2.1238 | 4.8639 | 6.6547 | 0.3191 | 0.0022 | 0.0782 |11.2560 | 0.3141 | 10.9419 | 227.5 |
1.3 | 2700 | 2420 | 280 | 0.1122 | 0.34 | 1.9312 | 5.3490 | 6.5205 | 0.2962 | 0.0024 | 0.1098 | 31.4160 | 0.6835 | 30.7325 | 455.0 |
1.4 | 2420 | 2120 | 300 | 0.1193 | 0.33 | 1.8678 | 5.5306 | 6.4758 | 0.2884 | 0.0025 | 0.1168 | 35.7900 | 0.7545 | 35.0355 | 487.5 |
1.5 | 2120 | 2060 | 60 | 0.0904 | 0.36 | 2.0592 | 5.0165 | 6.6100 | 0.3115 | 0.0023 | 0.0881 |5.4240 | 0.1383 | 5.2857 | 97.5 |
1.6 | 2060 | 2000 | 60 | 0.0858 | 0.37 | 2.1238 | 4.8639 | 6.6547 | 0.3191 | 0.0022 | 0.0836 | 5.1480 | 0.1346 | 5.0134 | 97.5 |
1.7 | 2000 | 1940 | 60 | 0.1272 | 0.32 | 1.8048 | 5.7236 | 6.4311 | 0.2806 | 0.0026 | 0.1246 | 7.6320 | 0.1556 | 7.4764 | 97.5 |
1.8 | 1940 | 1640 | 300 | 0.1025 | 0.35 | 1.995 | 5.1779 | 6.5652 | 0.3039 | 0.0024 | 0.1001 |...
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