UNIVERSIDAD NACIONAL DE TRUJILLOINGENIERIA AGRICOLA
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Caida inclinada-RapidaDATAQ25.0000CAIDA INCLINADAQ=25
m^/segB5.0000n0.0140Q=25m^3/segVc=3.66B=5.0
mS10.0005Vo=1.89H16=5.05DH1-2=6.35Zc7.5000ho=2.65hc=1.37H32=7.55L148.000P=0.50H48=10.05H2=3.70p0.5000Q=25m^3/segS2=
(1/Z)0.1667Zo=7.50Zc=7.50V2=2.53V3=1.89Calculoshc1.366Fo=0.370Fc=1.001V1=13.82h2=3.35h3=2.65Vc3.6616h1=0.32n
=
0.87Vc^2/2g0.683L1=48L2=18.22q*n/S1^0.515.6521.0706Ho=10.33so=0.0005Hc=10.05S1=0.167H1=10.05S2=0.00H2=3.68S3=0.0005q*n/S2^0.50.85730.0586SOLUCIONITERACION
PARA HALLAR " ho y Vo "Interpolacion calculo de h48 (Tabla
1)hih1^(5/3)/(5+2*h1)^(2/3)VoVo^2/2gFo(F3)H48/hcH2/hcDH/hch48/hcq*n
/
(S^0.5)*B^(5/3)2.000.73387.31402.68374.63030.22632.200.83557.35692.68804.66890.23502.400.93947.49412.70184.79230.26292.601.0453ho=h3(Vo=V3)2.651.07201.0711.8870.1810.370-0.0429XXX2.801.1527-0.1801-0.0181-0.162-0.03663.001.261710.053.6726.3780.321Calculos
para estimar parametros de la
RapidaParametroshcH48/hch48/hcH32/hch32/hcH16/hch16/hcDH1-2/yc7.35690.23505.52740.30963.69720.38884.6492Interpolacion
calculada para H32 y H16 (Tabla
1)hc1.366H32/hch32/hcH16/hch16/hcHi10.057.555.05hi0.3210.4230.5315.42360.31283.58650.3959Vi13.8211.839.425.52740.30963.69720.3888Vi^2/2g9.737.134.525.58810.30773.72870.3868Es10.057.555.05Fi7.755.784.10-0.1038X-0.1107XDH1-26.35-0.16450.0051-0.14220.0091Calculos
para estimar parametros del salto
hidraulico7.550.4235.050.531h10.321h23.38h3(ho)2.65V113.82V22.51V3(Vo)1.89F17.79F20.44F3(Fo)0.37V1^2/2g9.728V2^2/2g0.321V3^2/2g0.181DH1-26.350n0.87L218.34Hi10.0510.0510.053.698NOTA:
Tabla 1 : DIMENSIONELESS QUANTITIES. DELFT HYDRAULICS
LABORATORY.AFTER WATER RESOURCES BOARD (1966).ILRI-HOLAND
h=0.531h=0.423
Caida verticalCAIDA VERTICALCAIDAS VERTICALES por el numero de
caida "D"Q=25 m^/segDHo-1DATAQ25.0000ParametrosValoresQhcB=5.0
mB5.0000Vcq5.000h1 / Z = 0.54*D^0.4250.10325DH1-2n0.0140h2 / Z =
1.66*D^0.2700.58028S10.0005hp / Z = 1.00*D^0.220.42468Z5.0000L1/Z =
4.30*D^0.2701.50313ZL1hph2h3Qh1V2V3Calculoshc1.366h10.516V1steepnVc3.661h22.901Vc^2/2g0.683hp2.123Hc=7.05H1=5.298H2=3.053H3=2.83Hc2.049L17.516L1L2Ho7.049L214.311q*n/(S1^0.5*B^5/3)1.0706V19.686Calculo
de perdidas con grafico A.4.2-Delft Hydraulics LaboratoryNumero de
CaidaD=q^2/g*Z^30.0204V21.723Publcacion N 161 - mayo
1976V1^2/2g4.781Z/hcHo/hcH1/hcH2/hcV2^2/2g0.1513.75.163.82.30H15.2985.0007.0495.1903.1421.8582.049H23.053ZHoH1H2DH0-1DH1-2Metodo.Bal.EnergDH0-11.751Metodo.Bal.EnergDH1-22.2453.996H32.831n0.221ITERACION
PARA HALLAR " ho y Vo
"SOLUCIONhih1^(5/3)/(5+2*h1)^(2/3)VoVo^2/2gFo(F3)q*n /
(S^0.5)*B^(5/3)2.000.73382.200.83552.400.93942.601.0453ho=h3(Vo=V3)2.651.07201.07061.8870.1810.3702.801.15273.001.2617
CompuertaEQUACIONES BASICASAPLICACINENERGIA
ESPECIFICAQ=Cd*Cv*A*[2g*(yo - y1)]yVo/2gA=B*yyo (m)4.00Es = h +
(1/2g)*(q/A)Cd=0.61(1-0.15*r)Bw (m)1.00qu = q / Br=Ac/Atb (m)4.00Es
= h + (1/2g)*(qu/ h)y1=*wCALCULOSCALCULOSH1yo
(vo)=yo/w4.00qu4.916=y1/w0.624qu24.1641/2g0.0510Q=Cd*Cv*b*w^1.5*(2g(-))Es
= h + 0.051*(24.164/ h)y2 ( v2)Cd0.604wCv1.000ENERGIA ESPECIFICA
COMPUERTAy1 (v1)Q (m3/s)19.663h (m)Es
(m)0.505.43y10.6240.752.94v17.881.002.23Si:=yo/wCoeficiente de
contraccion de a cargaF13.181.252.04=y1/wCoeficiente de contraccion
de la
venaEs13.791.502.051.752.15Luego:Q=Cd*Cv*b*w^1.5*(2g(-))Coeficiente
de flujo descarga libre. Compuertas
S/Cy2=(y1/2)*[(1+8*F1)^0.5-1]2.002.31Cv=1.0=yo/w=y1/wCdK(1+8*F1)^0.59.062.252.49Q=Cd*b*w^1.5*(2g(-))1.500.6480.6000.614[(1+8*F1)^0.5-18.062.502.701.700.6370.5980.665y2
(m)2.522.752.91TambienQ=b*w^1.5*K2g1.900.6320.5970.7133.003.142.000.6300.5960.735=
(y2-y1)^2/(4*y1*y2)0.5703.253.37NOTA:Para estructuiras de
campo3.000.6250.5990.944Es23.2173.503.604.000.6240.6041.124V2^2/2g0.7023.753.84=yo/w=y1/wV23.7124.004.082.000.630F20.7473.000.6255.000.62410.000.620=yo/wCd1.53.50.6003.55.00.605>5.00.610=yo/wK1.500.6142.000.7353.000.9444.001.124
Compuerta
=y1/wCdKVALORES DE =yo/wCOEFICIENTE "k"COEFICIENTES "" y
"Cd"Coeficientes de flujo a descarga libre. Compuertas sin
Contracciones (S/C) laterales
