Altura del nivel de aguas normales

Curva altura-volumen-áreaAltura Cota Area Acu, Area Prom Vol Par. Vol Acu. Vol Acum. A. Acum.

(m) msnm m2 m2 m3 m3 hm3 ha0 453 5.50 ----- 0 0.00 0.00000 0.001 454 145.95 75.73 76 76 0.00008 0.012 455 1239.50 692.73 693 768 0.00077 0.123 456 4072.82 2656.16 2,656 3,425 0.00342 0.414 457 8008.10 6040.46 6,040 9,465 0.00947 0.805 458 14110.07 11059.09 11,059 20,524 0.02052 1.416 459 20348.80 17229.43 17,229 37,754 0.03775 2.037 460 26275.54 23312.17 23,312 61,066 0.06107 2.638 461 32863.67 29569.61 29,570 90,635 0.09064 3.299 462 38874.28 35868.98 35,869 126,504 0.12650 3.89

10 463 45689.78 42282.03 42,282 168,786 0.16879 4.5711 464 51821.00 48755.39 48,755 217,542 0.21754 5.1812 465 58404.98 55112.99 55,113 272,655 0.27265 5.8413 466 64791.08 61598.03 61,598 334,253 0.33425 6.4814 467 71216.07 68003.58 68,004 402,256 0.40226 7.1215 468 78513.37 74864.72 74,865 477,121 0.47712 7.8516 469 86201.43 82357.40 82,357 559,478 0.55948 8.6217 470 93787.44 89994.44 89,994 649,473 0.64947 9.3818 471 101299.16 97543.30 97,543 747,016 0.74702 10.1319 472 108600.15 104949.66 104,950 851,966 0.85197 10.8620 473 115514.32 112057.24 112,057 964,023 0.96402 11.5521 474 123073.02 119293.67 119,294 1,083,317 1.08332 12.3122 475 130373.39 126723.21 126,723 1,210,040 1.21004 13.0423 476 137405.56 133889.48 133,889 1,343,929 1.34393 13.7424 477 144252.10 140828.83 140,829 1,484,758 1.48476 14.4325 478 151019.40 147635.75 147,636 1,632,394 1.63239 15.1026 479 158537.38 154778.39 154,778 1,787,172 1.78717 15.8527 480 167238.65 162888.02 162,888 1,950,060 1.95006 16.7228 481 175590.52 171414.59 171,415 2,121,475 2.12148 17.5629 482 186354.99 180972.76 180,973 2,302,448 2.30245 18.6430 483 193893.45 190124.22 190,124 2,492,572 2.49257 19.3931 484 208229.52 201061.49 201,061 2,693,633 2.69363 20.8232 485 220081.49 214155.51 214,156 2,907,789 2.90779 22.0133 486 231746.18 225913.84 225,914 3,133,703 3.13370 23.1734 487 240438.13 236092.16 236,092 3,369,795 3.36979 24.0435 488 249874.45 245156.29 245,156 3,614,951 3.61495 24.9936 489 259133.73 254504.09 254,504 3,869,455 3.86946 25.9137 490 268373.02 263753.38 263,753 4,133,209 4.13321 26.84

LAMINACION "TRANSITO DE HIDROGRAMAS"

Relacion "Volumen almacenado vs Altura".

Para la laminacion empesaremos desde la cota 478.4 msnm ya que, hasta esa cota va el nivel del volumen util de la presa, siendo el puento de partida para el calculo de las dimensiones del vertedero de exedencias.

RELACION "VOLUMEN ALMACENADO VS ALTURA"

curva sup (m2) volum (m3) alt. salid (m)476.0 137405.56 0 0477.0 144252.10 28,166 1.0478.0 151019.40 175,802 2.0479.0 158537.38 330,580 3.0480.0 167238.65 493,468 4.0481.0 175590.52 664,883 5.0482.0 186354.99 845,855 6.0483.0 193893.45 1,035,979 7.0484.0 208229.52 1,237,041 8.0485.0 220081.49 1,451,196 9.0486.0 231746.18 1,677,110 10.0487.0 240438.13 1,913,202 11.0488.0 249874.45 2,158,359 12.0489.0 259133.73 2,412,863 13.0490.0 268373.02 2,676,616 14.0

Relacion "Caudal de salida vs Altura".

Q = 1.84 * (b - 0.2*H) * H^(3/2)

Sea sume b ( base o ancho del vertedero):5 m

7.5 m10 m

COTA H b = 5 m b = 7.5 m b = 10 m(msnm) (m) O (m3/s) O (m3/s) O (m3/s)476.0 0 0.00 0.00 0.00477.0 1.0 8.83 13.43 18.03478.0 2.0 23.94 36.95 49.96479.0 3.0 42.07 65.97 89.87480.0 4.0 61.82 98.62 135.42481.0 5.0 82.29 133.72 185.15482.0 6.0 102.76 170.37 237.97483.0 7.0 122.68 207.87 293.06484.0 8.0 141.56 245.64 349.73485.0 9.0 158.98 283.18 407.38486.0 10.0 174.56 320.02 465.49487.0 11.0 187.96 355.78 523.60488.0 12.0 198.87 390.09 581.30

para esta practica asumiremos los siguientes valores: b =

489.0 13.0 206.99 422.60 638.21490.0 14.0 212.05 453.01 693.97

Para b = 5 m.COTA H b = 5 m Volumen

(2Si/∆t)+Oi(msnm) (m) O (m3/s) (m3)476.0 0 0.00 0 0.00477.0 1 8.83 28,166 24.48478.0 2 23.94 175,802 121.61479.0 3 42.07 330,580 225.72480.0 4 61.82 493,468 335.97481.0 5 82.29 664,883 451.67482.0 6 102.76 845,855 572.68483.0 7 122.68 1,035,979 698.22484.0 8 141.56 1,237,041 828.80485.0 9 158.98 1,451,196 965.20486.0 10 174.56 1,677,110 1106.29487.0 11 187.96 1,913,202 1250.85488.0 12 198.87 2,158,359 1397.96489.0 13 206.99 2,412,863 1547.47490.0 14 212.05 2,676,616 1699.06

Para b = 7.5 m.COTA H b = 7.5 m Volumen

(2Si/∆t)+Oi(msnm) (m) O (m3/s) (m3)476.0 0 0.00 0 0.00477.0 1 13.43 28,166 29.08478.0 2 36.95 175,802 134.62479.0 3 65.97 330,580 249.63480.0 4 98.62 493,468 372.77481.0 5 133.72 664,883 503.10482.0 6 170.37 845,855 640.29483.0 7 207.87 1,035,979 783.42484.0 8 245.64 1,237,041 932.89485.0 9 283.18 1,451,196 1089.40486.0 10 320.02 1,677,110 1251.75487.0 11 355.78 1,913,202 1418.67488.0 12 390.09 2,158,359 1589.17489.0 13 422.60 2,412,863 1763.08490.0 14 453.01 2,676,616 1940.02

Para b = 10 m.COTA H b = 10 m Volumen

(2Si/∆t)+Oi(msnm) (m) O (m3/s) (m3)476.0 0 0.00 0 0.00477.0 1 18.03 28,166 33.68478.0 2 49.96 175,802 147.63479.0 3 89.87 330,580 273.53480.0 4 135.42 493,468 409.57481.0 5 185.15 664,883 554.53482.0 6 237.97 845,855 707.89483.0 7 293.06 1,035,979 868.61484.0 8 349.73 1,237,041 1036.97485.0 9 407.38 1,451,196 1213.60

Relacion "Caudal de salida (2Si/∆t)+Oi".

486.0 10 465.49 1,677,110 1397.22487.0 11 523.60 1,913,202 1586.49488.0 12 581.30 2,158,359 1780.39489.0 13 638.21 2,412,863 1978.69490.0 14 693.97 2,676,616 2180.98

Para b = 5 m.

Para b = 7.5 m.

Para b = 10 m.

0.00

200.00

400.00

600.00

800.00

1000.00

1200.00

1400.00

1600.00

1800.000.00

50.00

100.00

150.00

200.00

250.00

f(x) = − 5.0380118664954E-05 x² + 0.212455314038131 x − 0.848020547147287R² = 0.999171807053072

(2Si/∆t)+Oi

O (c

auda

l sal

ida)

0.00 500.00 1000.00 1500.00 2000.00 2500.000.00

50.00

100.00

150.00

200.00

250.00

300.00

350.00

400.00

450.00

500.00

f(x) = − 2.71306049677028E-05 x² + 0.288363276723965 x − 1.05655513650094R² = 0.999653955013105

(2Si/∆t)+Oi

O (c

auda

l sal

ida)

0.00 500.00 1000.00 1500.00 2000.00 2500.000.00

100.00

200.00

300.00

400.00

500.00

600.00

700.00

800.00

f(x) = − 1.43801784423276E-05 x² + 0.351932494491124 x − 1.34385884910423R² = 0.999775656759006

(2Si/∆t)+Oi

O (c

auda

l sal

ida)

Transito del Caudal:

para b = 5 mi tiempo horas I (m3/s) Ii-1 + Ii (2Si/∆t)+Oi O (m3/s) (2Si/∆t)-Oi0 0 0 0 0.00 0.00 0.001 1 120 120 120.00 23.93 72.142 2 310 430 502.14 93.25 315.643 3 160 470 785.64 135.24 515.164 4 70 230 745.16 129.74 485.695 5 20 90 575.69 104.92 365.866 6 5 25 390.86 74.57 241.727 7 0 5 246.72 48.54 149.658 8 0 0 149.65 29.83 89.989 9 0 0 89.98 17.87 54.25

10 10 0 0 54.25 10.53 33.1811 11 0 0 33.18 6.15 20.8912 12 0 0 20.89 3.57 13.75

para b = 7.5 mi tiempo horas I (m3/s) Ii-1 + Ii (2Si/∆t)+Oi O (m3/s) (2Si/∆t)+Oi0 0 0 0 0.00 0.00 0.001 1 120 120 120.00 33.12 53.762 2 310 430 483.76 131.44 220.883 3 160 470 690.88 183.87 323.134 4 70 230 553.13 149.29 254.565 5 20 90 344.56 94.75 155.056 6 5 25 180.05 49.90 80.267 7 0 5 85.26 23.31 38.638 8 0 0 38.63 10.04 18.559 9 0 0 18.55 4.28 9.98

10 10 0 0 9.98 1.82 6.3411 11 0 0 6.34 0.77 4.8012 12 0 0 4.80 0.33 4.15

para b = 10 mi tiempo horas I (m3/s) Ii-1 + Ii (2Si/∆t)+Oi O (m3/s) (2Si/∆t)+Oi0 0 0 0 0.00 0.00 0.001 1 120 120 120.00 40.74 38.522 2 310 430 468.52 161.33 145.853 3 160 470 615.85 211.58 192.694 4 70 230 422.69 145.61 131.465 5 20 90 221.46 76.10 69.276 6 5 25 94.27 31.74 30.79

0.00 500.00 1000.00 1500.00 2000.00 2500.000.00

100.00

200.00

300.00

400.00

500.00

600.00

700.00

800.00

f(x) = − 1.43801784423276E-05 x² + 0.351932494491124 x − 1.34385884910423R² = 0.999775656759006

(2Si/∆t)+Oi

O (c

auda

l sal

ida)

7 7 0 5 35.79 11.24 13.318 8 0 0 13.31 3.34 6.639 9 0 0 6.63 0.99 4.65

10 10 0 0 4.65 0.29 4.0711 11 0 0 4.07 0.09 3.8912 12 0 0 3.89 0.03 3.84

para b = 5 m

para b = 7.5 m

para b = 10 m

0 2 4 6 8 10 12 140

50

100

150

200

250

300

350

Qdiseño = [VALOR DE Y] m3/s

Tiempo (hrs)

Caud

ales

(m3/

s)

0 2 4 6 8 10 12 140

50

100

150

200

250

300

350

Qdiseño = [VALOR DE Y] m3/s

Tiempo (hrs)

Caud

ales

(m3/

s)

0 2 4 6 8 10 12 140

50

100

150

200

250

300

350

Qdiseño = [VALOR DE Y] m3/s

Tiempo (hrs)

Caud

ales

(m3/

s)

B.L. (bordo libre ymax+hola+hadic.) N.A.N. (nivel de aguas normales)

H util = 8.95 mN.A.M. (nivel de aguas minimas)

Hmin = 14.05 m

CALCULO DEL BORDO LIBRE ( BL= Ymax + hola + hadicional )

1) Ymaxima:

para b = 5 ; 7.5 ;10 m

asumire para elcoefiente C el valor de 2.5 ya que el vertedero sera de pared gruesa:

Para b = 5 m: y maximo = h vertedero= 4.89 m

Para b = 7.5 m: y maximo = h vertedero= 4.58 m

Para b = 10 m: y maximo = h vertedero= 4.15 m

0 2 4 6 8 10 12 140

50

100

150

200

250

300

350

Qdiseño = [VALOR DE Y] m3/s

Tiempo (hrs)

Caud

ales

(m3/

s)

32

max

* vertedero

salidaimovertedero LC

Qh

asumire la base, del vertedero, de 10 m ya que la altura sobre el vertedero es menor a las demas; pero seria mejor diseñar, si es viable topograficamente, un vertedero de una base mayor por ejemplo .15 m para que asi la altura (ymax) sea menor y no haya problemas por la turbulencia al pasar el agua por el vertedero

Ymax = 4.15 m

2) Altura de la Ola (hola):

Formula de Wolf:

hola = ( 0.005 * V - 0.068 ) * ( F ^0.5 )

100 Km/h (caso extremo)

almacenamiento) para presente practico asumiremos 1.75 km.

hola = 0.57 m

Formula de Stvenson:

hola = 0.75 + 0.01045 * ( F^0.5 ) - 0.046 * ( F^(1/4))

hola = 0.71 m

Tablas ( Chapingo - México (1980) )

Fetch (Km) ho (m)meor de 0.5 0.3

0.5-1 0.41-1.5 0.51.5-2 0.62-2.5 0.652.5-3 0.75

de tabla (fetch= 1.5 a 2 km) asumimos= 0.6 m

tambien puede ser :

hola = altura de la ola (m)V = velocidad del viento(Km/h) asumiremosF = Fetch (Km) (distancia desde el cuerpo de la presa hasta el punto mas lejano del baso de

ho = 1/2 + ( 1/3 * ( F ^0.5 ) )

ho = 0.94 m

de todos los metodos anteriores para el calculo de la altura de ola, asumiremos el promedio:

hola = 0.71 m

3) Altura libre adicional:

es recomendable asumir un valor porcentual de la altura de crecidas maximas o altura del vertedero (ymax) :

hadic.= 0.5 * Ymax

hadic. = 2.1 m

Chapingo recomienda una hadic.min de 0.6 m:

hadic.min = 0.6 m

asumiremos el promedio de ambas recomendaciones:

hadic. = 1.3 m

Entonces tenemos todos los valores necesarios para el calculo del borde libre (B.L.):

B.L. = Ymax + hola + hadic.

B.L.= 6.20 m

B.L.= 6.20 m N.A.N. (nivel de aguas normales)

pero seria mejor diseñar, si es viable topograficamente, un vertedero de una base mayor por ejemplo .

DETALLE DE ALTURAS DE LA PRESA

hadic.

holaBL= 6.20 m N.A.N. (nivel de aguas normales)

ymax

29.20 m Hutil = 8.95 m

N.A.M. (nivel de aguas minimas)

hmin'hmin

D/2

HmuertaHmin= 14.05 m

HT=

OPERACIÓN SIMULADA DEL EMBALSE

VOLUMEN MEDIO ANUAL ESCURRIDO: ### m3 VOLUMEN TOTAL ALMACENADO: 1,343,929

VOLUMEN MUERTO: 400,000 m³ VOLUMEN UTIL EMBALSE: 943,929

MES JUN JUL AGO SEP OCT NOV DIC ENE FEB MAR ABR MAY TOTAL

OFERTA DE AGUA

Quebrada Tampinta 81,439 65,453 52,985 45,244 59,219 132,715 283,628 741,796 881,147 804,132 337,820 137,139 3,622,716 TOTAL APORTE EN EL MES m3 81439 65453 52985 45244 59219 132715 283628 741796 881147 804132 337820 137139 3622716

RESTO MES ANTERIOR m3 927798 861881 738314 543741 311799 67291 2 102366 579188 943929 943929 943929

TOTAL VOLUMEN DISPONIBLE m3 1009237 927333 791299 588985 371018 200006 283630 844163 1460334 1748061 1281749 1081068 3,622,716 PERDIDAS

Evaporación (mm/mes) 74.74 99.98 130.90 154.22 194.49 169.68 181.12 156.88 150.24 142.34 104.08 86.54

Evaporación (m3/mes) 8847 11322 13663 13677 13277 8419 10784 16952 21495 22296 13961 10639 165,332

Infiltración (mm/día) 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3

Infiltración (m3/mes) 888 849 783 665 512 372 447 810 1073 1175 1006 922 9,502

TOTAL PERDIDAS m3 9735 12172 14446 14343 13789 8791 11231 17763 22568 23471 14967 11561 1,174,149

TOTAL APROVECHABLE MENSUAL (m3) 999,502 915,162 776,853 574,642 357,229 191,215 272,399 826,400 1,437,767 1,724,591 1,266,782 1,069,508

DEMANDA DE AGUA

AGUA POTABLE 77,760 80,352 80,352 77,760 80,352 77,760 80,352 80,352 72,576 80,352 77,760 80,352

RIEGO 47,009 86,167 144,398 177,944 200,241 92,509 44,921 49,798 13,582 8,622 25,880 39,716

CAUDAL ECOLÓGICO 12852 10329 8362 7140 9345 20944 44759 117063 139054 126900 53311 21642 571,701

TOTAL REQUERIDO m3 137621 176848 233112 262844 289939 191213 170033 247212 225212 215874 156951 141710 2,448,567

RESTO UTIL EMBALSE m3 861,881 738,314 543,741 311,799 67,291 2 102,366 579,188 943,929 943,929 943,929 927,798

REBALSE POR VERTEDOR EXCED. m3 0 0 0 0 0 0 0 0 268,626 564,787 165,901 0 999,315

AREA INUNDADA m2 118379 113250 104380 88689 68265 49616 59543 108057 143065 156638 134140 122931

0.158

Evap embalse diaria (mm) 4.17 4.12 4.29 4.48 4.92 4.53 4.57 4.31 4.04 3.75 3.73 3.82

Evap mensual embalse (mm) 125.17 127.64 132.87 134.46 152.59 136.00 141.65 133.54 113.25 116.37 112.01 118.40 1543.94

Días del mes 30.00 31.00 31.00 30.00 31.00 30.00 31.00 31.00 28.00 31.00 30.00 31.00

Demanda de Agua Potable [lit/seg] 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00

Demanda de Agua Potable [m3/seg] 77,760.0 80,352.0 80,352.0 77,760.0 80,352.0 77,760.0 80,352.0 80,352.0 72,576.0 80,352.0 77,760.0 80,352.0 946,080

m3

m3

CALCULO ALTURA DEL VOLUMEN MINIMO (Hmin = hmin + Hmuerta)

Q demanda 74.7615502 l/s

Despejando hmin:

0.6

asumiremos un diametro = 12 pulg 0.3048 m

A = 0.0730 m2

hmin' = 0.15 m

hmin' = 0.15Hmin= 14.05

D/2 = 0.15

H muerta= 13.75

hmin = 0.30 m

Calculamos acontinuacion la altura de aguas minimas para el buen funcionamiento del embalce.

Hmin = hmin + Hmuerta

Hmin = 14.05 m

hmin = Altura desde el centro de la tuberia hasta el nivel de aguas minimas del embalce (m).Q = caudal de demanda (m3/s)C = coeficiente de orificio =A = area de seccion de la tuberia (m2) = (∏/4)*D^2

g = aceleracion de la gravedad 9.81 m/s

N.A.M. (nivel de aguas minimas)

𝑸=𝑪∗𝑨∗√(𝟐∗𝒈∗𝒉𝒎𝒊𝒏′)

𝒉𝒎𝒊𝒏=(𝑸/(𝑪∗𝑨))^𝟐∗𝟏/(𝟐∗𝒈)

de la grafica 400,000 m3 Volumen minimo = Vmin =

0.00 1000000.00 2000000.00 3000000.00 4000000.00 5000000.000

5

10

15

20

25

30

35

40

Altura vs Volumen (m3)

Cota Area acumVol.Acumul altura

msnm m² m³ m453 5.50 0.00 0.00454 145.95 75.73 1.00455 1,239.50 768.45 2.00456 4,072.82 3,424.61 3.00

457 8,008.10 9,465.07 4.00458 14,110.07 20,524.16 5.00459 20,348.80 37,753.59 6.00460 26,275.54 61,065.76 7.00461 32,863.67 90,635.36 8.00462 38,874.28 126,504.34 9.00463 45,689.78 168,786.37 10.00464 51,821.00 217,541.76 11.00465 58,404.98 272,654.75 12.00466 64,791.08 334,252.78 13.00467 71,216.07 402,256.36 14.00468 78,513.37 477,121.08 15.00469 86,201.43 559,478.48 16.00470 93,787.44 649,472.91 17.00471 101,299.16 747,016.21 18.00472 108,600.15 851,965.87 19.00473 115,514.32 964,023.10 20.00474 123,073.02 1,083,316.77 21.00475 130,373.39 1,210,039.98 22.00476 137,405.56 1,343,929.45 23.00 nivel de aguas normales477 144,252.10 1,484,758.28 24.00478 151,019.40 1,632,394.03 25.00479 158,537.38 1,787,172.42 26.00480 167,238.65 1,950,060.44 27.00481 175,590.52 2,121,475.02 28.00482 186,354.99 2,302,447.78 29.00483 193,893.45 2,492,572.00 30.00484 208,229.52 2,693,633.48 31.00485 220,081.49 2,907,788.99 32.00486 231,746.18 3,133,702.82 33.00487 240,438.13 3,369,794.98 34.00488 249,874.45 3,614,951.27 35.00489 259,133.73 3,869,455.36 36.00490 268,373.02 4,133,208.73 37.00

PLANILLA DE INTERPOLACIÓN JUN JUL AGO SEP OCT NOV

1009237 927333 791299 588985 371018 200006ÁREA 118379.137 113250.49 104379.78 88688.6578 68264.644 49615.7354COTAS 473.38 473.38 473.38 473.38 473.38 473.38

ENE FEB MAR ABR MAY

844163 1460334 1748061 1281749 1081068108057.303 143064.708 156637.6574 134139.722 122930.548

473.38 473.38 473.38 473.38 473.38

PLANILLA DE INTERPOLACIÓN JUN JUL AGO SEP OCT NOV

1009237 927333 791299 588985 371018 200006ÁREA 118379.137 113250.49 104379.78 88688.6578 68264.644 49615.7354COTAS 473.38 473.38 473.38 473.38 473.38 473.38

Curva altura-volumen-áreaAltura Cota Area Acu, Area Prom Vol Par. Vol Acu.(m) msnm m2 m2 m3 m3

0 453 5.5 ----- 0 01 454 145.95 75.725 75.725 75.7252 455 1239.5 692.725 692.725 768.453 456 4072.82 2656.16 2656.16 3424.614 457 8008.1 6040.46 6040.46 9465.075 458 14110.07 11059.085 11059.085 20524.1556 459 20348.8 17229.435 17229.435 37753.597 460 26275.54 23312.17 23312.17 61065.76

nivel de aguas normales 8 461 32863.67 29569.605 29569.605 90635.3659 462 38874.28 35868.975 35868.975 126504.34

10 463 45689.78 42282.03 42282.03 168786.3711 464 51821 48755.39 48755.39 217541.7612 465 58404.98 55112.99 55112.99 272654.7513 466 64791.08 61598.03 61598.03 334252.7814 467 71216.07 68003.575 68003.575 402256.35515 468 78513.37 74864.72 74864.72 477121.07516 469 86201.43 82357.4 82357.4 559478.47517 470 93787.44 89994.435 89994.435 649472.9118 471 101299.16 97543.3 97543.3 747016.2119 472 108600.15 104949.655 104949.655 851965.86520 473 115514.32 112057.235 112057.235 964023.121 474 123073.02 119293.67 119293.67 1083316.7722 475 130373.39 126723.205 126723.205 121004023 476 137405.56 133889.475 133889.475 1343929.45

PLANILLA DE INTERPOLACIÓN 24 477 144252.1 140828.83 140828.83 1484758.28 DIC 25 478 151019.4 147635.75 147635.75 1632394.03

283630 26 479 158537.38 154778.39 154778.39 1787172.4259542.8381 27 480 167238.65 162888.015 162888.015 1950060.44

473.38 28 481 175590.52 171414.585 171414.585 2121475.0230 483 193893.45 190124.22 190124.22 249257231 484 208229.52 201061.485 201061.485 2693633.4832 485 220081.49 214155.505 214155.505 2907789

33 486 231746.18 225913.835 225913.835 3133702.8234 487 240438.13 236092.155 236092.155 336979535 488 249874.45 245156.29 245156.29 3614951.2736 489 259133.73 254504.09 254504.09 3869455.3637 490 268373.02 263753.375 263753.375 4133208.73

PLANILLA DE INTERPOLACIÓN DIC ENE FEB MAR ABR MAY

283630 844163 1460334 1748061 1281749 108106859542.838074 108057.303 143064.708 156637.657 134139.722 122930.548

473.38 473.38 473.38 473.38 473.38 473.38

Vol Acum. A. Acum.hm3 ha

0 0.000550.000075725 0.014595

0.00076845 0.123950.00342461 0.4072820.00946507 0.80081

0.020524155 1.4110070.03775359 2.034880.06106576 2.627554

0.090635365 3.2863670.12650434 3.8874280.16878637 4.5689780.21754176 5.18210.27265475 5.8404980.33425278 6.479108

0.402256355 7.1216070.477121075 7.8513370.559478475 8.620143

0.64947291 9.3787440.74701621 10.129916

0.851965865 10.8600150.9640231 11.551432

1.08331677 12.3073021.210039975 13.0373391.34392945 13.740556

1.48475828 14.425211.63239403 15.101941.78717242 15.853738

1.950060435 16.7238652.12147502 17.559052

2.492571995 19.3893452.69363348 20.822952

2.907788985 22.008149

3.13370282 23.1746183.369794975 24.0438133.614951265 24.9874453.869455355 25.913373

4.13320873 26.837302

DATOS MEDIDOS DE EVAPORACIÓN

ESTACIÓN ALTURA Unidad ENE. FEB. MAR. ABR. MAY. JUN. JUL. AGO. SEP. OCT. NOV. DIC. ANUAL

VILLAMONTES * 340 m.s.n.m. mm/dia 5.23 5.01 4.74 3.47 2.88 2.49 3.23 4.22 5.14 6.27 5.66 5.84 4.52CAMPANARIO 3,460 m.s.n.m. mm/dia 4.66 4.46 4.26 4.69 5.16 5.33 5.41 5.90 6.12 6.07 6.04 5.55 5.30CENAVIT 1,730 m.s.n.m. mm/dia 5.70 5.51 5.04 4.55 3.89 3.57 3.83 4.94 6.10 6.41 6.40 6.22 5.18CHOCLOCA 1,795 m.s.n.m. mm/dia 5.06 4.80 4.37 3.46 3.03 2.89 3.15 4.13 4.91 5.76 5.21 5.29 4.34COIMATA 2,027 m.s.n.m. mm/dia 4.04 4.17 3.90 3.30 2.82 2.86 2.84 3.78 4.34 4.85 4.75 4.88 3.88EL TEJAR 1,859 m.s.n.m. mm/dia 4.43 4.33 3.95 3.43 2.90 2.65 3.11 3.98 4.76 5.35 5.06 4.79 4.06EMBALSE SAN JACINTO 1,800 m.s.n.m. mm/dia 5.09 4.91 4.08 4.41 4.01 3.70 3.90 4.98 5.90 6.44 5.75 5.51 4.89ENTRE RÍOS [EL PAJONAL] 1,260 m.s.n.m. mm/dia 5.01 4.58 4.73 3.37 2.73 2.62 2.82 4.18 4.87 5.32 5.19 5.08 4.21JUNTAS 1,882 m.s.n.m. mm/dia 7.73 6.70 6.43 7.90 9.49 10.04 11.21 12.59 12.37 11.73 9.78 8.98 9.58SAN ANDRÉS 1,987 m.s.n.m. mm/dia 4.06 3.98 3.30 2.87 2.63 2.56 2.97 4.11 4.56 4.56 4.54 4.17 3.69SAN JACINTO SUD 1,820 m.s.n.m. mm/dia 4.98 5.15 4.71 4.43 3.80 3.46 4.32 5.03 6.04 6.91 6.28 5.83 5.08SELLA QDAS. 2,145 m.s.n.m. mm/dia 4.31 4.04 3.75 3.73 3.82 4.17 4.12 4.29 4.48 4.92 4.53 4.57 4.23TRANCAS 2,198 m.s.n.m. mm/dia 4.52 4.79 3.85 3.87 3.86 4.10 4.32 4.58 5.17 5.23 5.39 4.81 4.54TURUMAYO 1,978 m.s.n.m. mm/dia 3.88 3.37 2.99 2.56 2.15 2.13 2.38 3.30 3.95 4.14 4.61 3.95 3.28

* Datos hasta 1997