Cálculos aforador parshall, Diseño de Parshall

MEDIDOR PARSHALL ( W = 1" - 50' ) Ha

2/3 A W D

C A

M

H

B

Transición entrada

F

Convergent

G

Garganta

Divergente

E

Pc Ha

Yarriba

Hb Yabajo

4

N

1

X = Yab - Hb Ancho de garganta: W W (pies) pulg. cm. 1" 2" 3" 6"

1 2 3 6

2.5 5.1 7.6 15.2

A 36.3 41.4 46.7 62.1

2/3A 24.2 27.6 31.1 41.4

B 35.6 40.6 45.7 61.0

C 9.3 13.5 17.8 39.4

K

X

(Desnivel topográfico entre la cresta y el canal de salida)

D E F G H K CUADRO VALIDO PARA DIMENSIONAMIENTO (cms.) 16.7 22.9 7.6 20.3 20.6 1.9 21.4 25.4 11.4 25.4 25.8 2.2 25.9 45.7 15.2 30.5 30.9 2.5 39.7 61.0 30.5 61.0 61.9 7.6

M

30.5 30.5

N 2.9 4.3 5.7 11.4

P

76.8 90.2

R

40.6 40.6

9" 1' 1.5' 2' 2.73" 3'

9 12 18 24 32.796 36

22.9 30.5 45.7 61.0 83.3 91.4

87.9 137.2 144.8 152.4 152.7 167.6

58.6 91.5 96.5 101.6 101.8 111.7

3.15'

37.84

96.1

176.2

117.5

4' 5' 6' 7' 8' 10' 12' 15' 20' 25' 30' 40' 50'

48 60 72 84 96 120 144 180 240 300 360 480 600

121.9 152.4 182.9 213.4 243.8 304.8 365.8 457.2 609.6 762.0 914.4 1,219.2 1,524.0

182.9 198.1 213.4 228.6 243.8 274.4 304.8 350.6 426.8 503.0 579.2 731.6 884.0

121.9 132.1 142.3 152.4 162.5 182.9 203.2 233.7 284.5 335.3 386.1 487.7 589.3

86.4 134.3 141.9 149.5 149.9 164.5

50.0 61.0 76.2 91.4 111.1 121.9

57.5 84.5 102.6 120.6 143.2 157.2

76.2 91.4 91.4 91.4 91.4 91.4

30.5 61.0 61.0 61.0 61.0 61.0

76.2 91.4 91.4 91.4 91.4 91.4

77.3 92.7 92.7 92.7 92.7 92.7

7.6 7.6 7.6 7.6 7.6 7.6

30.5 38.1 38.1 38.1 38.1 38.1

11.4 22.9 22.9 22.9 22.9 22.9

108.0 149.2 167.6 185.4 202.4 222.2

40.6 50.8 50.8 50.8 50.8 50.8

172.8

128.1

165.2

91.4

61.0

91.4

92.7

7.6

40.0

22.9

223.6

53.4

179.4 152.4 193.7 194.3 182.9 230.2 209.2 213.4 266.7 224.2 243.8 303.2 239.1 274.3 339.7 269.1 365.8 475.6 298.9 447.0 560.7 343.8 558.8 762.0 418.5 731.5 914.4 493.2 894.1 1,066.8 568.0 1,056.6 1,231.3 717.4 1,381.8 1,548.1 866.8 1,727.2 1,852.9

91.4 91.4 91.4 91.4 91.4 121.9 152.4 182.9 213.4 213.4 213.4 213.4 213.4

61.0 61.0 61.0 61.0 61.0 91.4 91.4 121.9 182.9 182.9 182.9 182.9 182.9

91.4 91.4 91.4 91.4 91.4 182.9 243.8 304.8 365.8 396.2 426.7 487.7 609.6

92.7 92.7 92.7 92.7 92.7 185.5 247.2 309.1 370.9 401.7 432.7 494.5 618.1

7.6 7.6 7.6 7.6 7.6 15.2 15.2 22.9 30.5 30.5 30.5 30.5 30.5

45.7 45.7 45.7 45.7 45.7

22.9 22.9 22.9 22.9 22.9 34.3 34.3 45.7 68.6 68.6 68.6 68.6 68.6

271.1 308.0 344.2 381.0 417.2

61.0 61.0 61.0 61.0 61.0

x

Caudal (m3/seg) Qmax Qmin

y 0.8 1.6 2.5 5.1

1.3 2.5 3.8 7.6

0.005 0.013 0.032 0.111

0.000 0.000 0.001 0.002

Q promedio 0.003 0.007 0.016 0.056

5.1 5.1 5.1 5.1 5.1 5.1

7.6 7.6 7.6 7.6 7.6 7.6

0.251 0.457 0.695 0.937 1.300 1.427

0.003 0.003 0.005 0.012 0.017 0.018

5.1

7.6

1.500

0.019

5.1 5.1 5.1 5.1 5.1 30.5 30.5 30.5 30.5 30.5 30.5 30.5 30.5

7.6 7.6 7.6 7.6 7.6 22.9 22.9 22.9 22.9 22.9 22.9 22.9 22.9

1.923 2.424 2.929 3.438 3.949 8.280 14.680 25.040 37.970 47.140 56.330 74.700 93.040

0.036 0.044 0.074 0.086 0.097 0.160 0.190 0.230 0.310 0.380 0.460 0.600 0.750

0.127 0.230 0.350 0.475 0.658 0.722 0.759 0.979 1.234 1.502 1.762 2.023 4.220 7.435 12.635 19.140 23.760 28.395 37.650 46.895

HOJA DE CALCULO HIDRAULICO Valle:

UTCUBAMBA

CAJARURO

Distrito:

Proyecto: MEJ. CANAL EL TIGRE

Obra:

MEDIDOR PARSHALL

Canal : MEJORAMIENTO SISTEMA DE RIEGO NARANJOS-CANAL EL TIGRE Progresiva : 0+050 N° : 1.00 Datos del Canal Aguas arriba Qmáx (m3/s) 1.500

b (m) 1.000

z 0.000

S (m/m) 0.00580

n 0.014

Y (m) 0.63

T (m) 1.00

V (m/s) 2.37

Datos del Canal Aguas Abajo Qmáx (m3/s) b (m) z 1.500 1.000 0.000

S (m/m) 0.00580

n 0.014

Y (m) 0.63

T (m) 1.00

V (m/s) 2.37

Elección Ancho de Garganta Canal Rectangular o trapec. 1/3 a 1/2 T

0.33

0.50 Se asume

Tabla de Parshall

W en pies=

3.15 pies

0.96 m

Condiciones de Sumergencia Flujo Libre S = Ha / Hb =< 70%

se asume

Formula de Calibración 1.568 Q=

2.304 Ha

S=

Determinación de Ha: Ha = Hb = Perdida de Carga Altura de Cresta sobre el fondo

0.76 m 0.53 m Pc =

0.23 m

X=

0.11 m

Determinación del nuevo tirante aguas arriba del Parshall :

0.86 m

Altura del piso del Aforador sobre la rasante del canal (P): P=

0.10

m

( Y - Hb )

Dimensión Normalizada del Aforador Parshall (m.) W 0.961

A 1.7617

2/3 A 1.175

B 1.7281

C 1.2814

D 1.65242

E 0.914

F 0.61

ver hoja 1

Calculo de transiciones Entrada Lte Salida Lts

M=

1.35 0.58 LT

=

asumido= asumido=

5.85 m

Ha

2/3 A W D A

H

M

B

Transición entrada

F

Convergente

G

Garganta

Divergente

Ha Yar

Hb

4

N

1

Ancho Garganta

W

=

3.15 pies

=

0.961 m

Q : Dato

Q

Ha

(m3/s) 0.059 0.176 0.332 0.520 0.738 0.982 1.250 1.300 1.500 1.541 1.853 2.185

(m) 0.10 0.19 0.29 0.39 0.48 0.58 0.68 0.69 0.76 0.77 0.87 0.97

CURVA DE CALIBRACION Ha (m)

1.2 1 0.8 0.6 0.4 0.2 0 0

0.5

1

1.5

2

DETALLE DE REGLA LIMNIMETRICA PARA SU CONSTRUCCION 25 cm

10 cm

Q

Ha

( lt/s )

( cm ) 80

82 cm

1,500.00

76

1,249.90

70

981.83

60

737.97

50

520.33

40

331.61

30

175.74

20

59.35

10

0

0

11 cm

7 cm

7 cm

DE CALCULO HIDRAULICO

E1 (m) 0.83

E2 (m) 0.83

BL (m) 0.20

HT (m)

BL (m) 0.20

HT (m)

0.85

0.85

0.961

0.70

Q=

1.556 2.185 Ha

Ha = Hb =

G 0.914

1.60 1.00

M inicial 0.40

0.79 m 0.55

N 0.23

C

Pc Yab 3" X

CURVA DE CALIBRACION

0

0.5

1

1.5

2

Q

Ha

(m3/s) 0.059 0.176 0.332 0.520 0.738 0.982 1.250 1.300 1.500 1.541 1.853 2.187

(m) 0.10 0.19 0.29 0.39 0.48 0.58 0.68 0.69 0.76 0.77 0.87 0.97

2.5 Q (m3/s) Ha = Q=

0.69 1.300