diseño de una rapida caida transicion aamp fii

TRANSICION ALABEADAENUNCIADO:Disear la transicin de entrada que conecte un canal de tierra de seccion trapezoidal y una canaleta rectangular de hormigonEl caudal de diseo es de 10m3/segCANAL DE TIERRACANALETAAREA=12.63m2b=2.00mb=4.00mz=0z=1.5y2=2my1=1.86mv2=2.5m/sv1=0.79m/sn=0.014n=0.025Q=0.139m3/sQ=0.139m3/sBL=0.64m=22.5T2=2mT1=9.58mAREA=4m2X1X2Ci0.1Ci=Coefciente que toma en cuenta la perdida de energia debido a la velocidad de ingreso.13.79Co0.2Co=Coefciente que toma en cuenta la perdida de energia debido a la velocidad de salida.1.-CALCULO DE LAS LONGITUDES DE TRANSICIONX1 =1.00X2 =3.79SI : X1>X2SI : X2>X1L=9.15mL=10.00mAdoptado2.-CALCULO DE PERDIDAS DE CARGAZe=0.3154174312mZs=0.3440917431mDonde:Ze :Variacion del nivel del agua en la transicion de entradaZs :Variacion del nivel del agua en la transicion de salidaCi :Coeficiente que toma en cuenta la perdida de energia debido a la velocidad de entradaCo :Coeficiente que toma en cuenta la perdida de energia debido a la velocidad de salidaVariacion de la carga de velocidad entre la entrada y la salida de transicion.h =0.2867431193m3.-CALCULO DEL ABATIMIENTO DE LA NAPA DE LA SUPERFICIE DE AGUAPara ello empleamos la siguiente ecuacion:V1 =0.79m/segV2=2.5m/seghv=0.2867431193mk=0.0031541743xy00.00010.00320.01330.02840.05050.07960.11470.15580.20290.255100.3154.-CALCULO DE LA VARIACION DEL ANCHO DE LA TRANSICIONPara ello calculamos la siguiente ecuacion:k0.0200xyxy0050.510.0260.6820.0870.8230.1880.9240.3290.9850.51013) CALCULO DE LA RASANTE DE FONDO DE LA TRANSICION.Para ello calculamos la siguiente ecuacion:El valor de k'' se toma el valor obtenido en laboratoriok''0.00505xy0010.0050520.020230.0454540.080850.1262560.181870.2474580.323290.40905100.5054) RESUMEN DE LOS CALCULOS DE LA TRANSICION ALABEADASECCIONYDhvHvnvAY'BY''DMB/2+mdHB/2+Mh0.00000.00000.00000.03180.79000.17590.00001.50000.00000.7900-1.6168-0.52732.7900-3.76091.00000.00320.00290.03470.82480.16850.02001.46000.00510.7919-1.5750-0.51722.7919-3.66712.00000.01260.01150.04330.92150.15080.08001.34000.02020.7976-1.4430-0.48092.7976-3.36683.00000.02840.02580.05761.06320.13070.18001.14000.04550.8071-1.2118-0.40802.8071-2.83164.00000.05050.04590.07771.23460.11260.32000.86000.08080.8203-0.8811-0.29282.8203-2.05495.00000.07890.07170.10351.42500.09750.50000.50000.12630.8374-0.4580-0.13352.8374-1.04956.00000.11360.10320.13501.62770.08540.9800-0.46000.18180.85820.65190.32952.85821.63337.00000.15460.14050.17231.83870.07560.9200-0.34000.24750.88290.48210.25562.88291.21988.00000.20190.18350.21532.05540.06760.8200-0.14000.32320.91130.23500.14422.91130.61439.00000.25550.23230.26412.27620.06110.68000.14000.40910.9436-0.0798-0.00532.9436-0.164810.00000.31540.28670.31862.50000.05560.50000.50000.50500.97960.00000.25002.97960.2500

TRANSICION ALABEADA

ABATIMIENTO DE LA NAPA DE LA SUPERFICIE DEL AGUA

TRANSICION RECTA

RASANTE DEL FONDO DE TRANCICION

DISEO DE RAPIDA TIPO ADISEO DE TRANSICION RECTAT = Espejos de aguab = Ancho de soleras = Angulo que forman los espejos de agua.Segn las experiencias de Hinds y Bureau of Reclamation, para =1230' la perdida de carga es minimaSI : X1>X2SI : X2>X1ENUNCIADO:Disear la transicin de entrada que conecte un canal de tierra de seccion trapezoidal y una canaleta rectangular de hormigonEl caudal de diseo es de 10m3/segCANAL DE TIERRACANALETAAREA=12.63m2b=2.00mb=4.00mz=0z=1.5y2=2my1=1.86mv2=2.5m/sv1=0.79m/sn=0.014n=0.025Q=0.139m3/sQ=0.139m3/sBL=0.64m=22.5T2=2mT1=9.58mAREA=4m2X1=1.00mX2=3.79mX2>X1L=9mCACULO DE LA PERDIDA DE CARGA EN LA TRANSICIONPara k=0.15h=0.0430114679m

DISEO HIDRAULICO DE UNA TRANSICIONVARIACION DEL ANCHO DE LA TRANSICION

Hoja2DISEO HIDRAULICO DE RAPIDACANAL DE INGRESOCANAL DE SALIDAQ =0.500m3/segQ=0.500m3/segS =0.002S=0.005f =0.40mf0.40mZ =1Z=1n =0.015n=0.015Angulo conver=27.5El3=3348.5Angulo Diverg=25Elv0=3350.5msnm1.-Diseo de canales aguas arriba y aguas abajoAGUAS ARRIBA:AGUAS ABAJOA= by+zy^2P= b+2y(1+z^2)^(1/2)T = b+2Zyb/y = 2((1+Z^2)(^1/2)-Z)0.83m0.83mQ = A^(5/3) x S^(1/2)/n. (P)^(2/3)Resolviendo por tanteosy=0.485my=0.4089m0.00470.004680.00120.00119Geometria del canal ingresoGeometria del canal saliday =0.485y =0.4089b =0.4017871555b =0.3387438513A =0.43A =0.31P =1.773574311P =1.4952877026T =1.3717871555T =1.1565438513f =0.4f =0.4v =1.16v =1.64RESUMENB=0.402m0.300mADOPTADOT=1.27mf=0.40mY=0.485mA=m2V=m/segAGUAS ABAJO:Por tanteo:y=0.388m0.00120.0008RESUMENB=0.321m0.250mADOPTADOT=1.03mf=0.40mY=0.388mA=0.25m2V=2.02m/segF =0.66FSC OK!F =1.02FSC OK!2.-Determinacin de la diferencia de energia aguas arriba y aguas abajoEc1=3351.054mEnergia aguas arribaEc3=3349.045mEnergia aguas arriba3.-Diferencia de los niveles de energia:F=2.01m4.-Determinacion del gasto unitario:q=0.705m3/seg*m5.-Ancho de la caidaB=0.71m0.70mAdoptado6.-Calculo de la profundidad criticaq=0.714m3/seg*mdc=0.373m7.-Calculo de las profundidades antes y despues del Resalto (Tabla 1):F/dc =5.381F/dc01d2/d1 =10.750d2/d1d1/dc9.76d1/dc =0.251510.250.2590.2675.38110.7040.252611.440.241d1=0.094mNo FROUDEDESCRIPCIONF X1L0.229m5.-Calculo de tirantes y distancias ( Para una longitud de 215m )Considerando tramos de 15 mZ0.04514.3333333333yARVv^2/(2g)ESESEHfHfE+Hf10.330.170.171.810.170.500.00770.500.040.5420.320.160.171.860.180.500.00840.00800.040.540.040.5430.310.160.171.920.190.500.00910.00870.040.540.050.5540.300.150.161.980.200.500.01000.00950.050.550.050.5550.290.150.162.050.210.510.01090.01040.050.560.050.5660.280.140.162.130.230.510.01200.01150.060.570.060.5770.270.140.152.200.250.520.01330.01260.060.580.070.5980.260.130.152.290.270.530.01470.01400.070.600.070.6090.250.130.152.380.290.540.01640.01550.080.620.080.62100.240.120.142.480.310.550.01830.01730.090.640.090.65110.230.120.142.580.340.570.02060.01950.100.670.100.68120.220.110.142.700.370.590.02330.02200.110.700.120.71130.210.110.132.830.410.620.02660.02490.120.740.130.75140.200.100.132.970.450.650.03050.02850.140.790.150.80150.190.100.123.120.500.690.03520.03280.160.850.180.86160.180.090.123.290.550.730.04100.03810.190.920.210.94170.170.090.123.480.620.790.04830.04470.221.010.241.03180.160.080.113.700.700.860.05750.05290.261.120.291.15190.150.080.113.940.790.940.06920.06330.321.260.351.29200.140.070.104.220.911.050.08450.07690.381.430.421.47210.130.070.104.531.051.180.10490.09470.471.650.521.70220.120.060.094.911.231.350.13250.11870.591.940.662.01230.110.060.095.341.451.570.17120.15190.762.330.862.42240.100.050.085.861.751.860.22690.19911.002.851.132.99250.090.050.076.502.152.250.31040.26871.343.591.553.80260.080.040.077.292.712.790.44140.37591.884.672.215.00270.070.040.068.303.513.580.65900.55022.756.333.306.88280.060.030.059.634.734.791.04860.85384.279.065.2410.03290.050.030.0511.476.716.761.81861.43367.1713.939.0915.85300.040.020.0414.1810.2510.293.56812.693413.4723.7617.8428.13310.030.020.0318.5717.5817.618.47166.019830.1047.7142.3659.976.-Calculo del borde libre en la seccion de controlBL0.63668499557.-Calculo de la profundidad del tanque amortiguadorV^2/(2g)0.512038091Y0.1893Cota fondo2897A0.09465Eesp0.701338091V3.1695721078Elv linea de energia2897.701338091Calculo de la curva de elevacion-tirantesyAVV^2/(2g)EElv-E0.120.0651.27420998981.39420998982896.30712810120.130.0654.61538461541.08571738781.21571738782896.48562070330.140.074.28571428570.93615427821.07615427822896.62518381280.150.07540.81549439350.96549439352896.73584369760.160.083.750.71674311930.87674311932896.82459497180.170.0853.52941176470.63490047930.80490047932896.89643761170.180.093.33333333330.5663155510.7463155512896.95502254Curva Elevacion-tirante conjugado menorEiv lineadeenergia2897.2032670656y1y2v2V2^2/(2g)EElevacion del fondo del tanque - E0.10.80816371060.74242383340.02809343260.83625714322896.57374285680.20.51398084421.16735868030.0694559780.58343682222896.82656317780.30.3668639261.63548377860.13633064170.50319456772896.90680543230.40.27274331152.19987062850.24665804190.51940135342896.8905986466y10.145y20.6426399757, Calculo de la longitud del colchonL2.4881998751m

3.51489245742.15363677291.36125568452.82720256811.80722047350.112.3313534721.54613664790.121.96349432611.34516968810.131.68412293841.18777386370.141.46779270261.06272745460.151.2975397910.96220186440.161.16171770290.88060095950.171.05212384290.81383851020.180.96285061850.75887445230.190.88955859960.71340919320.20.82900390240.67567727280.210.77872329970.64430511840.220.73681979530.61821111020.230.70181372260.5965341620.240.67253749270.57858188370.250.64805999190.5637924220.260.62763146980.55170600450.270.61064282270.54194346590.280.5965951360.5341898660.290.58507664020.52818186370.30.55471888320.52835229830.40.59694255210.58214547090.50.66638641490.65704546590.60.74829335060.74191095450.7

TiranteEnergiaENERGIA VS TIRANTE

0.120.10.130.20.140.30.150.40.160.170.18

MBD0007A677.unknown

MBD001C81C9.unknown

MBD001D6927.unknown

MBD001F4EF9.unknown

MBD001C81CA.unknown

MBD000B8025.unknown

MBD001B0F52.unknown

MBD001C81C8.unknown

MBD001AF827.unknown

MBD000A836C.unknown

MBD000A9527.unknown

MBD000A71CD.unknown

MBD000A5D35.unknown

MBD000762D0.unknown

MBD00079CE3.unknown

MBD00079CE5.unknown

MBD00079CE2.unknown

MBD0006D825.unknown

MBD000724DD.unknown

MBD000724DE.unknown

MBD0006EDE2.unknown

MBD000724DC.unknown

MBD0001FAF8.unknown

MBD00069907.unknown

MBD0001905A.unknown

MBD0001C82C.unknown