DISEO DE RAPIDAEJERCICIO 1CANALRAPIDAz=2Cota aguas
arribaS1=0.11b=1Cota aguas abajoL=70n=0.014
=12.5Z=0s=0.001g9.81n=0.014Q=5.000 m/sy=1.5V=4.1671-.DISEO DEL
CANAL AGUAS ARRIBAQ x n / (s 1/2) = A x (R2/3) = [A5/3] /
[P2/3]Sabiendo que:A =(b x Yn) + (Z x Yn)P =b + [2 x Yn x (1 +
Z)1/2]Utilizando SOLVE SYSYn*=1Area3P=6Rh=1T=5V =1.552 m/shv =0E.
CINETICAE=Yn+hv=12-CALCULO ANCHO DE SOLERA EN LA RAPIDA Y DEL
TIRANTE CRITICO EN LA SECCION DE
CONTROLL=70z=0S10.11Yc=2Emin=2b=1Ac =1.268 mVc =3.943
m/shvc=0.793E.cinetica criticaEc =23-.DISEO DE LA TRANSICION DE
ENTRADAT1=5 =12.5T2=1tan
=0.2217L=9.788245989b=1L=9.7882459894-.CALCULO HIDRAULICO EN EL
CANAL DE LA RAPIDA4.1-.CALCULO DE TIRANTES Y DISTANCIASA la
longitud horizontal70se le ha dividido en10tramos, cada una de7Las
longitudes inclinadas sern:a) Para pendientes S1=0.110L
=(h1^2+L^2)h =0.110h1 =0.770L =77YAPRR^(2/3)VV^2/2gEhf1E +
hf10.1000.081.0000.0800.18662.500199.095199.195156.413355.6080.1100.0881.0200.0860.19556.818164.542164.652116.886281.5380.1200.0961.0400.0920.20452.083138.261138.38189.752228.1330.1300.1041.0600.0980.21348.077117.808117.93870.502188.4400.1400.1121.0800.1040.22144.643101.579101.71956.460158.1800.1500.121.1000.1090.22841.66788.48788.63745.972134.6090.1600.1281.1200.1140.23639.06377.77277.93237.975115.9070.1700.1361.1400.1190.24236.76568.89169.06131.767100.8290.1800.1441.1600.1240.24934.72261.44961.62926.87388.5020.1900.1521.1800.1290.25532.89555.15155.34122.95878.2990.2000.161.2000.1330.26131.25049.77449.97419.78969.7620.2100.1681.2200.1380.26729.76245.14645.35617.19362.5490.2200.1761.2400.1420.27228.40941.13541.35515.04656.4020.2300.1841.2600.1460.27727.17437.63637.86613.25451.1200.2400.1921.2800.1500.28226.04234.56534.80511.74546.5500.2500.21.3000.1540.28725.00031.85532.10510.46542.5700.2600.2081.3200.1580.29224.03829.45229.7129.37139.0830.2700.2161.3400.1610.29623.14827.31127.5818.43136.0110.2800.2241.3600.1650.30022.32125.39525.6757.61733.2920.2900.2321.3800.1680.30521.55223.67423.9646.91030.8730.3000.241.4000.1710.30920.83322.12222.4226.29128.7120.3500.281.5000.1870.32717.85716.25316.6034.12620.7280.4000.321.6000.2000.34215.62512.44312.8432.88115.7250.5000.41.8000.2220.36712.5007.9648.4641.60210.0660.6000.482.0000.2400.38610.4175.5306.1301.0047.1350.7000.562.2000.2550.4028.9294.0634.7630.6825.4450.8000.642.4000.2670.4147.8133.1113.9110.4914.4020.9000.722.6000.2770.4256.9442.4583.3580.3693.7271.0000.82.8000.2860.4346.2501.9912.9910.2873.277iterandoy1.268Por
lo tanto el Bernoulli debe cumplirse para la igualdad:h1 + E1 = E2
+ hf(1-2)0.77 +1.585 +0.123 =1.240 +1.240 +0.0032.48 =2.48SECCION
DEL CANAL AGUAS ABAJOy =1b =0.80z =2Q =5.000 m/sA =4.230048V
=1.182hf =0.0713P=6.4707R =0.654A =V =hf =P=R =
DISEO DE RAPIDA00
E + hf2ETirante (m)Energia (m)FIG 1.1 ENERGIA Vs TIRANTE PARA
S2
