HIDROLOGIA1. HIDROLOGIA.-

Usaremos las descargas maximas anuales (medias diarias mximas, m3/s), los mnimos y los medios.

Considerando un rango de registros de 20 aos hasta el 2010

Los caudales de Mximas Avenidas sern calculados con los Mtodos Estadsticos-probabilsticos.REGISTRO DE CAUDALES EN EL RIO ZAA

RIO ZAARIO ZAAAOQ maxAO Q max195016.810197933.610195111.947198012.010195228.920198150.480195364.260198217.010195424.2701983250.000195524.900198463.750195634.320198513.000195742.810198640.630195830.600198740.000195939.670198813.710196019.530198970.830196117.850199035.795196230.870199143.020196313.800199256.922196424.540199390.630196548.670199499.342196616.090199556.440196746.550199665.42019688.390199759.080196929.5401998326.500197029.1801999128.174197166.9402000110.2001972144.890200168.900197365.800200290.925197416.480200318.9381975123.770200414.850197687.310200528.960197762.440200661.612197856.250200725.090PROMEDIO =55.40MINIMO =8.39

2. Anlisis de la Informacin Hidrolgica:Para la determinacin del Caudal de Diseo se han empleado los siguientes mtodos

(a)GAMMA(b)NASH(c)LOG PEARSON III(d)GUMBEL

Se hizo uso del software HIDROESTA del Ing Mximo Villn, para la aplicacin del Mtodo de Gamma y Gumbel, y para el caso de los mtodos de Nash, Log Pearson III se utilizo hojas de calculo en excel.

El Perodo de Retorno en el Diseo ser de 50 aos.

Resumen de los resultados de los Mtodos Estadsticos :

MtodoTiempo de Retorno Estadstico50 aosRo ZaaGAMMA172.18 m/sLOG GUMBELERROR:#REF!LOG PEARSON III227.00 m/sLOG NORMAL II200.69 m/s

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&"-,Negrita"DISEO DE OBRAS HIDRAULICAS&"-,Negrita"GRUPO I

GAMMAMETODO GAMMA

Utilizando el Programa HidroEsta obtenemos los caudales de diseo para los diferentes periodos de retorno, en el Ro Zaa

LUGAR :RIO ZAAAjuste de una serie de datos de la Distribucion Gamma de 2 parmetros

GAMMARo Zaa

T (aos)Qd (m/s)584.4910111.8925127.4250172.18100197.29200221.981000277.58

&"-,Negrita"Universidad Nacional Pedro Ruiz Gallo&"-,Negrita"Escuela Profesional de Ingeniera Civil

&"-,Negrita"Diseo de Obras Hidraulicas&"-,Negrita"GRUPO 1

LOG PEARSON IIIMETODO DE LOGARITMO PEARSON III326.5250LUGAR :RIO ZAAN =58 aos144.89128.174UTILIZANDO LOS CAUDALES MAXIMOS110.2AOCAUDALES (m/s)Log Q(Log Q)(Log Q)(Log Q - Log Qp)99.342MxDescendentes90.925195016.81326.502.5146.32015.8870.82890.63195111.95250.002.3985.75013.7880.63087.31195228.92144.892.1614.67010.0920.31070.83195364.26128.172.1084.4439.3650.25468.9195424.27123.772.0934.3799.1640.23966.94195524.90110.202.0424.1718.5170.19265.8195634.3299.341.9973.9897.9660.15465.42195742.8190.931.9593.8367.5140.12664.26195830.6090.631.9573.8317.4980.12563.75195939.6787.311.9413.7687.3130.11462.44196019.5370.831.8503.4236.3340.06161.612196117.8568.901.8383.3796.2110.05559.08196230.8766.941.8263.3336.0850.04956.922196313.8065.801.8183.3066.0110.04656.44196424.5465.421.8163.2975.9860.04556.25196548.6764.261.8083.2695.9100.04250.48196616.0963.751.8043.2565.8760.04048.67196746.5562.441.7953.2245.7880.03746.5519688.3961.611.7903.2035.7320.03443.02196929.5459.081.7713.1385.5590.02842.81197029.1856.921.7553.0815.4080.02340.63197166.9456.441.7523.0685.3740.022401972144.8956.251.7503.0635.3610.02139.67197365.8050.481.7032.9014.9400.01035.795197416.4848.671.6872.8474.8030.00734.321975123.7746.551.6682.7824.6400.00433.61197687.3143.021.6342.6694.3600.00130.87197762.4442.811.6322.6624.3430.00130.6197856.2540.631.6092.5884.1640.00029.54197933.6140.001.6022.5674.1120.00029.18198012.0139.671.5982.5554.0840.00028.96198150.4835.801.5542.4143.7510.00328.92198217.0134.321.5362.3583.6210.00525.091983250.0033.611.5262.3303.5570.00624.9198463.7530.871.4902.2193.3050.01324.54198513.0030.601.4862.2073.2800.01424.27198640.6329.541.4702.1623.1790.01819.53198740.0029.181.4652.1463.1450.01918.938198813.7128.961.4622.1373.1240.02017.85198970.8328.921.4612.1353.1200.02017.01199035.8025.091.4001.9592.7410.04216.81199143.0224.901.3961.9492.7220.04316.48199256.9224.541.3901.9322.6850.04616.09199390.6324.271.3851.9182.6570.04814.85199499.3419.531.2911.6662.1500.09813.8199556.4418.941.2771.6322.0840.10713.71199665.4217.851.2521.5671.9610.12413199759.0817.011.2311.5151.8640.13912.011998326.5016.811.2261.5021.8410.14311.9471999128.1716.481.2171.4811.8020.1508.392000110.2016.091.2071.4561.7560.158200168.9014.851.1721.3731.6090.187200290.9313.801.1401.2991.4810.216200318.9413.711.1371.2931.4700.218200414.8513.001.1141.2411.3820.240200528.9612.011.0801.1651.2580.275200661.6111.951.0771.1601.2500.278200725.098.390.9240.8530.7880.463 =3213.2393.04155.84271.776.589

Log Qp =1.604 m/s

Desviacin Estandar : =0.340

TPWZCK50.2001.7940.8410.0500.823100.1002.1461.2810.0501.309250.0402.5371.7510.0501.850500.0202.7972.0540.0502.2121000.0103.0352.3260.0502.5462000.0053.2552.5760.0502.85910000.0013.7173.0900.0503.526

1. Clculo del Coeficiente de Sesgo (Csy) :

n =58 aosCsy =0.301

2. Clculo de la Variable Intermedia "W" :

T =100 aosP =0.01(0 < P < 0.5)W =3.035

3. Clculo de la variable Estandarizada "Z" :

Z =2.326

4. Clculo del Factor de Frecuencia "K" :

C =0.050K =2.546

5. Clculo del Caudal Mximo (Qmx) :

Log(Qmx) =2.470

Qmx =294.861 m/s

T (aos)P (%)KLog QQ (m3/s)580.000.8231.88476.5421090.001.3092.049111.9742596.001.8502.233170.9895098.002.2122.356226.99510099.002.5462.470294.86120099.502.8592.576376.741100099.903.5262.803635.363

&"-,Negrita"Universidad Nacional Pedro Ruiz Gallo&"-,Negrita"Escuela Profesional de Ingeniera Civil

&"-,Negrita"Diseo de Obras Hidraulicas&"-,Negrita"Grupo 1

LOG NORMAL

METODO LOG NORMAL DE 2 PARMETROS

Utilizando el Programa HidroEsta obtenemos los caudales de diseo para los diferentes periodos de retorno, en el Ro Zaa

Lugar :RIO ZAAN =58 aos

T (aos)Qmax(m/s)577.66010109.62025158.29050200.690100248.430200302.0001000451.710

&"-,Negrita"Universidad Nacional Pedro Ruiz Gallo&"-,Negrita"Escuela Profesional de Ingeniera Civil

&"-,Negrita"Diseo de Obras Hidraulicas&"-,Negrita"Msc. Ing. Jos Arbulu Ramos

Caudal de DiseoDeterminacin Caudal de Diseo

Lugar :RIO CHINIAMA

N =58 aos

m T (aos)Q (m3/s)159.00326.50GAMMA229.50250.00T (aos)Qd (m3/s)319.67144.89584.49414.75128.1710111.89511.80123.7725127.4269.83110.2050172.1878.4399.34100197.2987.3890.93200221.9896.5690.631000277.58105.9087.31115.3670.83124.9268.90134.5466.94144.2165.80153.9365.42163.6964.26173.4763.75183.2862.44193.1161.61202.9559.08212.8156.92222.6856.44232.5756.25LOG PEARSON III242.4650.48T (aos)Qd (m3/s)252.3648.67576.542262.2746.5510111.974272.1943.0225170.989282.1142.8150226.995292.0340.63100294.861301.9740.00200376.741311.9039.671000635.363321.8435.80331.7934.32341.7433.61LOG NORMAL 2351.6930.87T (aos)Qd (m3/s)361.6430.60577.660371.5929.5410109.620381.5529.1825158.290391.5128.9650200.690401.4828.92100248.430411.4425.09200302.000421.4024.901000451.710431.3724.54441.3424.27451.3119.53461.2818.94471.2617.85481.2317.01491.2016.81501.1816.48511.1616.09521.1314.85531.1113.80541.0913.71551.0713.00561.0512.01571.0411.95581.028.39

En el grfico T vs Q, se observa que la distribucin que ms se acerca a la distribucin registrada, es la distribucin por el Mtodo de Log Pearson III, por lo cual asumiremos esta distribucin para calcular el Qd:

LOG PEARSON IIIT (aos)Qd (m3/s)T =50 aos576.542Q'd =226.995 m/s10111.97425170.98950226.995100294.861200376.7411000635.363

A este caudal se le considerar aportes y prdidas:

Prdidas:Prdida por infiltracin-15%

Aportes:Quebradas10%Aguas Subterrneas10%rea de influencia (precip.)30%

Q diseo =306.444 m/s

&"-,Negrita"Universidad Nacional Pedro Ruiz Gallo&"-,Negrita"Escuela Profesional de Ingeniera Civil

&"-,Negrita"Diseo de Obras HidraulicasGRUPO 1

DEMANDA DE AGUADEMANDA DE AGUA Y CAUDAL DE DISEO DEL CANAL ALIMENTADOR

El rea a irrigar (cultivada y a incorporar) se encuentra en la margen derecha aguas debajo de la confluencia de el Ro Zaa

La cantidad (has.) y Tipo de Cultivo Predominante se muestra en el siguiente cuadro:

GRUPO : N : 1FACTOR DE AJUSTE:2.2

1. MARGEN DERECHA:

Especie reaMdulo rea a Mdulo Q1Q2Cultivadade riegoIncorporarde riegode Cultivo (has) (lts/seg-ha) (has) (lts/seg-ha) (has)(m3/s)Maz5351.504621.600.80250.7392Algodn6701.505711.601.0050.9136Pastos1670.601500.700.10020.105Maracuya370.60350.700.02220.0245Limn1200.601050.700.0720.0735Mango30.6050.700.00180.0035Total15323.863

Se asume que el parmetro de mdulo de riego contiene las diferentes prdidas por infiltracin, operacin, hurto, entre otros

Caudal Total:8.50 m/s

&"-,Negrita"Universidad Nacional Pedro Ruiz Gallo&"-,Negrita"Escuela Profesional de Ingeniera Civil

&"-,Negrita"Diseo de Obras Hidraulicas&"-,Negrita"GRUPO 1