Post on 07-Mar-2016
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HIDRAULICA II
ACTIVIDAD 1 - EJERCICIO 2
PRESENTADO POR:CEDIEL PAOLA
GIRALDO MARTHA VARGAS MILTON
PRESENTADO A:ING. JOSE ANDRES PACHECO BERNAL
ESCUELA DE INGENIEROS MILITARESMAYO DE 2015
NAltura de lamina Area mojada Perimetro mojado
1 1.6 18.88 17.122 1.58 18.55 16.993 1.56 18.22 16.874 1.54 17.89 16.745 1.52 17.57 16.616 1.5 17.25 16.497 1.48 16.93 16.368 1.46 16.61 16.239 1.44 16.30 16.11
10 1.42 15.99 15.9811 1.4 15.68 15.8512 1.38 15.37 15.7313 1.36 15.07 15.6014 1.34 14.77 15.47
15 1.32 14.47 15.3516 1.3 14.17 15.2217 1.1 11.33 13.9618 0.9 8.73 12.6919 0.12 0.88 7.76
Base del canal (b) 7Talud, Horizontal (Z) 3Caudal (Q) 30Coeficiente de rugosidad de Manning ( 0.02Pendiente de fondo S 0.001
HIDRAULICA II
ACTIVIDAD 1 - EJERCICIO 2
PRESENTADO POR:CEDIEL PAOLA
GIRALDO MARTHA VARGAS MILTON
PRESENTADO A:ING. JOSE ANDRES PACHECO BERNAL
ESCUELA DE INGENIEROS MILITARESMAYO DE 2015
Radio Hidraulico Velocidad Energia especifica
1.10 1.14 1.59 0.13 1.731.09 1.12 1.62 0.13 1.711.08 1.11 1.65 0.14 1.701.07 1.09 1.68 0.14 1.681.06 1.08 1.71 0.15 1.671.05 1.06 1.74 0.15 1.651.03 1.05 1.77 0.16 1.641.02 1.03 1.81 0.17 1.631.01 1.02 1.84 0.17 1.611.00 1.00 1.88 0.18 1.600.99 0.99 1.91 0.19 1.590.98 0.97 1.95 0.19 1.570.97 0.95 1.99 0.20 1.560.95 0.94 2.03 0.21 1.55
cabeza de velocidad
0.94 0.92 2.07 0.22 1.540.93 0.91 2.12 0.23 1.530.81 0.76 2.65 0.36 1.460.69 0.61 3.44 0.60 1.500.11 0.06 33.97 58.87 58.99
metros
adimensionalmetros cubicos/segundo
adimensionaladimensional
ACTIVIDAD 1 - EJERCICIO 2
PRESENTADO POR:
ING. JOSE ANDRES PACHECO BERNAL
ESCUELA DE INGENIEROS MILITARES
Gradiente de energia
0.000891.5.E-02 0.00093 0.00091
0.015 0.00098 0.000950.015 0.00103 0.001000.015 0.00108 0.001060.014 0.00114 0.001110.014 0.00120 0.001170.014 0.00126 0.001230.014 0.00133 0.001300.013 0.00141 0.001370.013 0.00149 0.001450.012 0.00157 0.001530.012 0.00166 0.001620.012 0.00176 0.00171
Cambio en la energia especifica
Gradiente de energia promedio
0.011 0.00186 0.001810.011 0.00197 0.001920.071 0.00370 0.00284
-0.045 0.00778 0.00574-57.484 8.36584 4.18681
Longitud del tramo
X
x0.00 0.00
0.00009 168.1596 168.16 168.160.00005 333.3445 501.50 501.500.00000 -4422.2945 -3920.79 -3920.79
-0.00006 -265.3855 -4186.18 -4186.18-0.00011 -130.3902 -4316.57 -4316.57-0.00017 -83.4660 -4400.03 -4400.03-0.00023 -59.6509 -4459.68 -4459.68-0.00030 -45.2638 -4504.95 -4504.95-0.00037 -35.6434 -4540.59 -4540.59-0.00045 -28.7665 -4569.36 -4569.36-0.00053 -23.6133 -4592.97 -4592.97-0.00062 -19.6137 -4612.58 -4612.58-0.00071 -16.4243 -4629.01 -4629.01
Diferencia entre la pendiente de
fondo con la pendiente de
friccin promedio
-0.00081 -13.8257 -4642.83 -4642.83-0.00092 -11.6712 -4654.51 -4654.51-0.00184 -38.6211 -4693.13 -4693.13-0.00474 9.4473 -4683.68 -4683.68-4.18581 13.7331 -4669.95 -4669.95
y1.6
1.581.561.541.52
1.51.481.461.441.42
1.41.381.361.34 0.00 2.00 4.00 6.00 8.00 10.00 12.00
0
2
4
6
8
10
12
Column S
1.321.31.10.9
0.12
0.00 2.00 4.00 6.00 8.00 10.00 12.000
2
4
6
8
10
12
Column S
0.00 2.00 4.00 6.00 8.00 10.00 12.000
2
4
6
8
10
12
Column S
0.00 2.00 4.00 6.00 8.00 10.00 12.000
2
4
6
8
10
12
Column S
0.00 2.00 4.00 6.00 8.00 10.00 12.000
2
4
6
8
10
12
y
y
0.00 2.00 4.00 6.00 8.00 10.00 12.000
2
4
6
8
10
12
y
y
EJERCICIO 2TABLASGrfica