diseño de rapidas

52
DISEÑO DE UNA RAPIDA datos canal lateral Q = 2 m3/s n = 0.02 z = 1.5 1m s= 1 0/00 PROCEDIMIENTO PARA EL DISEÑO DE UNA RAPIDA 1. Diseño del canal, aguas arriba y aguas debajo de la rapida. según H canales Tirante Normal (y) 0.8791 m Espejo de agua (T) 3.6373 m2 Area Hidraulica (A) 2.0383 m Numero de Froude (F) 0.4185 Perimetro (p) 4.1697 m Radio Hidraulico® 0.4889 m Velocidad(v) 0.9812 m/s Energia Especifica € 0.9282 m-kg/kg 2. Calculo del ancho de la solera en la rapida y el tirante n la seccion …… (1) Yc = 0.6188 b = 1.31180727 …… (2) igualando (1) y (2) Se puede asumir que Emin=En ´=====> (energia especifica en el canal para inicio de los calculos y realizar la verificacion. Para el ancho de la Rapida existen dos formulas empiricas. según Dadenkov b= 1.00942355 Otra formula Empririca b= 2.19314044 3. Diseño de la transicion de entrada Para el caso de una transicion recta la ecuacion utilizada es: T2=b= b= ancho de so _ =2/3 _ _= √(3& ^2/ )= √(3& ^2/( ^2 )) =√(( 27 ^2)/(8 ^3 _ )) =0.765 ^(2 5 ) =(18.78 )/(10.11+ )

Upload: juan-wilberth-t-perez

Post on 14-Nov-2015

45 views

Category:

Documents


7 download

DESCRIPTION

HOJA DE CALCULO

TRANSCRIPT

Hoja1DISEO DE UNA RAPIDAdatoscanallateralQ =2m3/sn =0.02z =1.5b= ancho de solera1ms= 10/00PROCEDIMIENTO PARA EL DISEO DE UNA RAPIDAcanal de la rapida1061. Diseo del canal, aguas arriba y aguas debajo de la rapida.h115.4segn H canalesh213.4h312.9Tirante Normal (y)0.8791mEspejo de agua (T)3.6373m2Area Hidraulica (A)2.0383mNumero de Froude (F)0.4185Perimetro (p)4.1697mRadio Hidraulico0.4889mVelocidad(v)0.9812m/sEnergia Especifica 0.9282m-kg/kg

2. Calculo del ancho de la solera en la rapida y el tirante n la seccion de control (1)Yc =0.6188

b =1.3118072731ancho de solera (2) igualando (1) y (2)Se puede asumir que Emin=En=====> (energia especifica en el canalpara inicio de los calculos y realizar la verificacion.Para el ancho de la Rapida existen dos formulas empiricas.segn Dadenkovb=1.0094235517okOtra formula Empririca

b=2.1931404378okoptamos por este b3. Diseo de la transicion de entradaPara el caso de una transicion recta la ecuacion utilizada es:T2=b=2.19T1 = Espejo de agua en el canalT1 =3.6373T2 = b = ancho de la Solera en la rapidaL =1.29720846774. Calculo Hidraulico en el canal de la rapida4.1 Calculo de tirantes y distanciasLa ecuacion utilizada es de la Energia.(3)5. calculo de la profundidad (elevacion ) del tanque amortiguador5.1 Calculo de la curva elevacion (trayectoria de la rapida tirante)calcula la elevacion de la gradiente de energia en la seccion donde se inicia la trayectoria

15.40 ======>

s= 0.0005 13.40 12.90 106 s = 0.0005

Hoja21caracteristicas de la rapida segn graficopendiente S1 =0.25pendiente S2 =0.2Tramo Sup.L1=50Tramo Sup.L1=35Long TotalL1+L285n=0.015concretob=1mz=1.5Seccion de rapida TrapezoidalQ=2m3/segHallamos el tirante critico de la seccion de contro. K-Lsegn Hcanales:segn calculo de tirante criticoYc =0.56mVc=1.94m/segEc=0.75m2Calculo de los tirantes de escurrimiento en la Rapidase dividio en tramos de 5.00m que hacen un total a 17 tramoslas longitudes inclinadas seran:Pendientes1=0.25x5y1.25L5.1539Pendientes1=0.2x5y1L5.099se aplica el teorema de bernoulli, mediante el metodo de incrementos finitos 3CALCULO DEL COLCHON AMORTIGUADOR3.1CALCULO DE LA CURVA IDONDE SE PRODUCE EL TIRANTE Y17 = 0.1893Q=2m3/sY170.1893m z=1.5Estacion0+085b=1A0.243051735m2A=by+y2z0.243051735m2V8.2287007743m/sv=Q/A8.2287007743m/s v2/2g=3.4511476266cota de fondo =1525 - 0.25(50) - 0.20(35)1505.5Energia especifica =y17 + v2/2g =0.1893+3.453.640Elevacion de linea de energia de estacion 0+085cota de fondo + energia especifica1505.5+3.640=1509.140m3.2CALCULO DE LA CURVA IIElaborar tabla 4.7 TIRANTES - FUERZA ESPECIFICAy= tirante aguas abajo en canalCota de fondo + Y + v2/2g ynAA1503+0.88+0.04891elevacion de la linea de energia 1503.92894COMPROBACION DEL FUNCIONAMIENTO DEL COLCHONSe comprueba 2 cosas4.1Se aplica la ecuacion de la cantidad de movimiento, debiendo cumplirse que yATQ2/AgAVE10.1450.17653751.4350.068182.309690.01211.3296.5426.68721.3734.20069355.1190.532460.097072.2370.4760.0121.385n0.882.04163.640.356550.199720.7280.9800.0490.929170.18930.2430517351.56790.087671.677610.0218.2293.4513.640.Para Y1 =0.145m(tirante con regimen supercritico)2.32173=2.33377Para Y2 =1.373(tirante conjugado regimen subcritico)-0.01204Se obtiene2.3333777 = 2.321704.2se debe cumplir tambien la siguiente relacionPara Y2 =1.373 ====>A =4.2006935V =0.4761118611altura del colchon =1503-1502.5250.475mYn =0.88Vn =0.9801.373 + 0.012 0.475 + 0.88 + 0.0491.3851.404okcumplepor lo que se comprueba el funcionamiento del colchon pero para un mejor funcionamiento consideraremos un 40% de ahogamientola profundidad del colchon seraE2 =1.3850.4 E2 =1.9383751022cota del colchon : 1503.9289 - 1.9383751501.9905248978===>profundidad : 1503.0 - 1501.991.0094751022m0.4005Longitud del salto hidraulicoPara un colchon sin obstaculos, comunmente se toma y10.145y21.373 Lr = 6 (1.373 - 0.145)Lr = 7.368Lr 7.56Calculo de la trayectoriaesta dada por la formula = < formado por la horizontal y el fondo del canalVmax = 1.5 veces la velocidad media del principio de la trayectoriatg = pendiente del canal SS=0.2v=8.229m/sg=9.81m/sy17=0.1893m por lo que se elabora la tabla 4.9.

tabla 4.5 bernoulliZ=1.5L15.15395.099B=1n0.0150.015q=2s0.250.2123456789101112YAPRV0.10.115001.360560.084520.1926017.391315.415815.51589.4552724.97109.354624.87030.110.128151.396610.091760.2034415.606712.414312.52436.8247019.34906.752019.27630.120.141601.432670.098840.2137714.124310.168010.28805.0624515.35045.008515.29650.130.155351.468720.105770.2236612.87428.44778.57773.8423212.42003.801412.37910.140.169401.504780.112570.2331511.80647.10457.24452.9737010.21822.942010.18650.150.183751.540830.119250.2422810.88446.03826.18822.340428.52862.31558.5037Eh1h1+E0.160.198401.576890.125820.2510910.08065.17945.33941.869147.20851.84927.18860.170.213351.612940.132270.259619.37434.47894.64891.512046.16101.49596.14490.560.75201.252.00200.77031.03970.19200.25990.26850.180.228601.649000.138630.267868.74893.90134.08131.237145.31841.22405.30530.25991.82241.253.07242.15610.91631.56250.22910.190.244151.685050.144890.275868.19173.42023.61021.022534.63271.01164.62180.22912.38061.253.63062.90620.72442.15150.18110.20.260001.721110.151070.283657.69233.01593.21590.852864.06870.84384.05971.250.210.276151.757170.157160.291227.24242.67342.88340.717213.60070.70963.59301.250.220.292601.793220.163170.298606.83532.38132.60130.607633.20890.60123.20251.250.22910.307831.826030.168580.305176.49712.15152.38060.525642.90620.52002.90061.250.230.309351.829280.169110.305816.46522.13042.36040.518302.87870.51282.87321.250.240.326401.865330.174980.312856.12751.91362.15360.444862.59850.44012.59381.250.250.343751.901390.180790.319735.81821.72531.97530.384002.35930.37992.35531.250.260.361401.937440.186530.326475.53401.56091.82090.333212.15410.32972.15061.250.25990.361221.937080.186480.326405.53681.56251.82240.333682.15610.33012.15251.250.270.379351.973500.192220.333075.27221.41671.68670.290551.97730.28751.97421.250.280.397602.009550.197850.339555.03021.28961.56960.254501.82410.25181.82140.290.416152.045610.203440.345904.80601.17721.46720.223861.69110.22151.68870.30.435002.081670.208970.352144.59771.07741.37740.197681.57510.19561.57300.350.533752.261940.235970.381863.74710.71561.06560.111661.17730.11051.17610.40.640002.442220.262060.409513.12500.49770.89770.067530.96530.06680.96450.50.875002.802780.312190.460202.28570.26630.76630.028610.79490.02830.79460.561.030403.019110.341290.488371.94100.19200.75200.018320.77030.01810.77011.81000.77030.259926.850.61.140003.163330.360380.506421.75440.15690.75690.013920.77080.01380.77063.06002.15410.226522.700.71.435003.523890.407220.549401.39370.09900.79900.007460.80650.00740.80644.31002.906220.350920.700.000019.70s10.25s20.20.000019.00y126.85y10.180.000018.60y222.7y1118.30.000018.35y320.7y1218.520.000018.20y419.7y1318.680.000018.10y519y1418.790.000018.00y618.6y1518.850.0000y718.35y1618.90.0000y8.18.2y1718.930.0000y918.10.0000y10180.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.0000

E + hf1E + hf2E + hf1

4.6ELEVACIONES - TIRANTES EN EL CANAL DE LA RAPIDA123456789101112YAPRV0.130.1551.468720.105770.2236612.874168.44778.57773.839412.41713.801412.37910.140.1691.504780.112570.2331511.806387.10457.24452.971410.21602.942010.18650.150.1841.540830.119250.2422810.884356.03826.18822.33878.52682.31558.50370.160.1981.576890.125820.2510910.080655.17945.33941.86777.20711.84927.18860.170.2131.612940.132270.259619.374274.47894.64891.51096.15981.49596.14490.180.2291.649000.138630.267868.748913.90134.08131.23625.31751.22405.30530.190.2441.685050.144890.275868.191693.42023.61021.02184.63191.01164.62180.20.2601.721110.151070.283657.692313.01593.21590.85224.06810.84384.0597TABLA 4.6 ELEVACIONES - TIRANTES EN EL CANAL DE LA RAPIDA123456YA V=Q/A 1509.14-(y+v2/2g)(m)(m2)(m/s)(m)(m)ELEVACION130.130.15512.9038.4868.6161500.524140.140.16911.8347.1387.2781501.862150.150.18410.8706.0226.1721502.968160.160.19810.1015.2005.3601503.780170.170.2139.3904.4944.6641504.476180.180.2298.7343.8884.0681505.072190.190.2448.1973.4243.6141505.526

E + hf1E + hf2

4.7Q2m3/sb1mz1.54.7 TIRANTES - FUERZA ESPECIFICA12345678YAV = Q/AQVQV/gTA(m)(m2)(m/s)(m4/s2)(m3)(m)(m3)(m3)(m3)2.209.460000.211420.422830.043107.600000.818607.744007.787107.787100.050.0537537.2093074.418607.585991.150000.024420.001317.587317.587310.100.1150017.3913034.782613.545631.300000.047830.005503.551133.551130.200.260007.6923115.384621.568261.600000.092310.024001.592261.592260.300.435004.597709.195400.937351.900000.134480.058500.995850.995850.400.640003.125006.250000.637102.200000.175000.112000.749100.749100.500.875002.285714.571430.466002.500000.214290.187500.653500.653500.561.030401.940993.881990.395722.680000.237390.244610.640330.640330.601.140001.754393.508770.357672.800000.252630.288000.645670.645670.701.435001.393732.787460.284143.100000.290240.416500.700640.700640.801.760001.136362.272730.231673.400000.327270.576000.807670.807670.902.115000.945631.891250.192793.700000.363830.769500.962290.962291.002.500000.800001.600000.163104.000000.400001.000001.163101.163101.203.360000.595241.190480.121354.600000.471431.584001.705351.705351.303.835000.521511.043020.106324.900000.506781.943502.049822.049821.404.340000.460830.921660.093955.200000.541942.352002.445952.445951.605.440000.367650.735290.074955.800000.611763.328003.402953.402951.806.660000.300300.600600.061226.400000.681084.536004.597224.597222.008.000000.250000.500000.050977.000000.750006.000006.050976.050970.882.041600.979621.959250.199723.640000.356550.727940.927660.92766

4.8Q2b1z1.5TABLA 4.8 : ELEVACION TIRANTES CONJUGADOS1234567y1y2A2elevacion del fondo del tanque 1503.9289-(6)(m)(m)(m2)(m2/s)(m3)(m)0.101.640005.674400.352460.006331.646331502.282570.201.160003.178400.629250.020181.180181502.748720.300.900002.115000.945630.045580.945581502.983320.400.750001.593751.254900.080260.830261503.098640.500.660001.313401.522770.118190.778191503.15071

Hoja3123456xx20.20x0.03347x2Elevacion00001505.500.50.250.10.0084-0.10841505.39110.20.0335-0.23351505.271.52.250.30.0753-0.37531505.12390.60.3012-0.90121504.604.520.250.90.6778-1.57781503.926361.21.2049-2.40491503.107.556.251.51.8827-3.38271502.127.2953.14411.4581.7787-3.23671502.26