Pc2 Vasquez Gutierrez

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Pc2 Vasquez Gutierrez

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problema 3Pregunta 03 ( puntos) (trabajar con redondeo a 06 decimales)Aguas abajo de una represa y en un canal triangular de talud z=1 con coeficiente de rugosidad 0,013 se presenta un resalto hidrulico cuyos tirantes conjugados son 0,5 m y 3.1 m respectivamente.Calculea) El caudal que circula por el canal triangularb) La prdida de energa que se origina en el resalto.c) La pendiente del canal de seccin triangular con z=1 y n= 0,013 aguas abajo del resalto perfecto (uno de los tirantes conjugados coincide con el tirante normal) FORMULAFORMULAFORMULAFORMULAFORMULAFORMULAFroudeFORMULAFORMULAFORMULAbyzTpARnSQ(m^3/s)V(m/s)V/(g*A/T)^0.5Q2/9.82A3/T(Q^2/9.81)-(A3/T)energianormal 100.5111.41421356240.250.17677669530.0130.6784484.989285076219.957140304612.743649super20.8000738603normal 203.116.28.76812408679.611.09601551080.0130.0000404.98900267440.51914700050.133134sub3.1137366773critico00.4718910.94377937991.33470559890.22267987950.16683819994.98922.4043591712.53721926610.01169963862.5255

Tirantes conjugadosbyzTpARYc=(1/3)*yQQ^2/9.81*AYcg*AFediferenciaFROUDEEnerg Especy100.5111.4142140.2500000.1767770.1666674.98993110.1526670.04166710.194333-0.00001912.74530020.805333y203.116.28.7681249.6100001.0960161.0333334.9890000.2640199.93033310.194352-0.0000190.1331343.113737CERO17.6915973.1137energia (tirante normal mayor o igual al y2)perdida de energa (es la diferencia)RESALTORESALTOONDULADOAHOGADOsolucion a4.989000solucion b17.691597solucion c0.0000403068

Problema 2

Canal rectangular b=5m n= 0.014 Q= 15 m3/sMuestre mediante una grfica el perfil del flujo indique el tipo de curva

TRAMO 1TRAMO 2 TRAMO 3pendiente0.080.00040.01rugosidad0.0140.0140.014longitud2002500300

Indique donde ocurre el resalto y muestre el perfil delflujo

Q (m3/s)=15So=0.0800b=5z=0n=0.014L=200

PARA HALLAR TIRANTE CRITICOFORMULAFORMULAFORMULAFORMULAFORMULAFORMULAFORMULADATODATOFORMULAEnergia especifica (m-kg/kg)byzTpARnSQ(m^3/s)V(m/s)Q(m^3/s)V(m/s)A(m^2)Q^2/gA^3/TQ^2/g -A^3/Tnormal150.8597660615-56.7195321234.29883030760.63975143340.01400.0864.482436378314.9999957581151.4803248219critico50.9716827312-56.94336546244.85841365590.6997202844151522.935779816522.93577724920.0000025673Yn mayor q Yc es F. subcritico Yn menor q Yc es F. supercritico

1234567891011121314yAPRh=A/PRh2/3V=Q/AV2/2gE=y+ V/2gX LY0.97174.85846.94340.69970.78823.08740.48581.45750.00300760400.9717n=200.96614.83046.93220.69680.78603.10530.49151.45760.00000.0030594780.00300.07700.00060.00060.96610.96054.80246.92100.69390.78383.12340.49721.45770.00010.0031125840.00310.07690.00190.00260.9605delta y =-0.0055956950.95494.77456.90980.69100.78163.14170.50311.45800.00020.0031669590.00310.07690.00320.00580.95490.94934.74656.89860.68800.77943.16020.50901.45830.00040.0032226420.00320.07680.00460.01040.94930.94374.71856.88740.68510.77713.17900.51511.45880.00050.0032796720.00330.07670.00600.01640.94370.93814.69056.87620.68210.77493.19790.52121.45930.00060.0033380910.00330.07670.00740.02380.93810.93254.66266.86500.67920.77273.21710.52751.46000.00070.0033979410.00340.07660.00890.03260.93250.92694.63466.85380.67620.77043.23650.53391.46080.00080.0034592670.00340.07660.01040.04300.92690.92134.60666.84260.67320.76813.25620.54041.46170.00090.0035221160.00350.07650.01190.05490.92130.91574.57866.83140.67020.76593.27610.54701.46280.00100.0035865340.00360.07640.01350.06830.91570.91014.55066.82030.66720.76363.29620.55381.46390.00120.0036525720.00360.07640.01510.08340.91010.90454.52276.80910.66420.76133.31660.56071.46520.00130.0037202820.00370.07630.01670.10010.90450.89894.49476.79790.66120.75903.33730.56771.46660.00140.0037897160.00380.07620.01840.11860.89890.89334.46676.78670.65820.75663.35820.57481.46810.00150.0038609310.00380.07620.02020.13880.89330.88774.43876.77550.65510.75433.37940.58211.46980.00170.0039339850.00390.07610.02200.16070.88770.88214.41076.76430.65210.75203.40080.58951.47160.00180.0040089370.00400.07600.02380.18460.88210.87664.38286.75310.64900.74963.42250.59701.47360.00200.0040858500.00400.07600.02570.21030.87660.87104.35486.74190.64590.74723.44450.60471.47570.00210.0041647900.00410.07590.02770.23800.87100.86544.32686.73070.64280.74493.46680.61261.47790.00230.0042458230.00420.07580.02970.26770.86540.85984.29886.71950.63980.74253.48930.62061.48030.00240.0043290200.00430.07570.03170.29940.8598TRAMO 2Q (m3/s)=15So=0.0004b=5z=0n=0.014L=2500PARA HALLAR TIRANTE CRITICOFORMULAFORMULAFORMULAFORMULAFORMULAFORMULAFORMULADATODATOFORMULAEnergia especifica (m-kg/kg)byzTpARnSQ(m^3/s)V(m/s)Q(m^3/s)V(m/s)A(m^2)Q^2/gA^3/TQ^2/g -A^3/Tnormal151.9689667735058.93793354699.84483386731.10146644250.01400.000414.99999791461.5236415481152.0872891085critico50.9716816986056.94336339724.85840849310.6997197489151522.935779816522.9357041310.0000756856

1234567891011121314yAPRh=A/PRh2/3V=Q/AV2/2gE=y+ V/2gX LY0.97174.85846.94340.69970.78823.08740.48581.45750.00300760400.9717n=201.02155.10777.04310.72520.80722.93670.43961.46110.00360.0025943710.00280.07720.04650.04651.02151.07145.35707.14280.75000.82552.80010.39961.47100.00990.0022551780.00240.07760.12760.17411.0714delta y =0.049864341.12135.60647.24250.77410.84312.67550.36491.48610.01510.0019740390.00210.07790.19400.36821.12131.17115.85577.34230.79750.86002.56160.33441.50560.01950.0017389480.00190.07810.24900.61721.17111.22106.10507.44200.82030.87632.45700.30771.52870.02310.0015407690.00160.07840.29490.91201.22101.27096.35437.54170.84260.89212.36060.28401.55490.02620.0013724630.00150.07850.33351.24551.27091.32076.60377.64150.86420.90732.27150.26301.58370.02880.0012285510.00130.07870.36621.61171.32071.37066.85307.74120.88530.92202.18880.24421.61480.03110.0011047190.00120.07880.39422.00601.37061.42057.10237.84090.90580.93622.11200.22731.64780.03300.0009975440.00110.07890.41832.42421.42051.47037.35167.94060.92580.94992.04040.21221.68250.03470.0009042810.00100.07900.43902.86331.47031.52027.60098.04040.94530.96321.97340.19851.71870.03620.0008227150.00090.07910.45713.32031.52021.57017.85038.14010.96440.97611.91080.18611.75610.03750.0007510430.00080.07920.47293.79321.57011.61998.09968.23980.98300.98861.85190.17481.79470.03860.0006877880.00070.07930.48674.27991.61991.66988.34898.33961.00111.00071.79660.16451.83430.03960.0006317300.00070.07930.49894.77871.66981.71968.59828.43931.01881.01251.74450.15511.87480.04050.0005818580.00060.07940.50965.28841.71961.76958.84758.53901.03611.02391.69540.14651.91600.04120.0005373280.00060.07940.51925.80761.76951.81949.09698.63871.05301.03501.64890.13861.95800.04190.0004974310.00050.07950.52776.33531.81941.86929.34628.73851.06951.04581.60490.13132.00050.04260.0004615700.00050.07950.53536.87061.86921.91919.59558.83821.08571.05631.56320.12462.04370.04310.0004292370.00040.07960.54227.41281.91911.96909.84488.93791.10151.06651.52360.11832.08730.04360.0004000000.00040.07960.54837.96111.9690

TRAMO 3

Q (m3/s)=15So=0.0004b=5z=0n=0.014L=300

PARA HALLAR TIRANTE CRITICOFORMULAFORMULAFORMULAFORMULAFORMULAFORMULAFORMULADATODATOFORMULAEnergia especifica (m-kg/kg)byzTpARnSQ(m^3/s)V(m/s)Q(m^3/s)V(m/s)A(m^2)Q^2/gA^3/TQ^2/g -A^3/Tnormal150.6519379542056.30387590833.25968977080.5170929470.01400.0115.00009386484.6016936946151.7312101174critico50.9716816986056.94336339724.85840849310.6997197489151522.935779816522.9357041310.0000756856

1234567891011121314yAPRh=A/PRh2/3V=Q/AV2/2gE=y+ V/2gX LY0.97174.85846.94340.69970.78823.08740.48581.45750.00300760400.9717n=200.95574.77856.91140.69140.78193.13910.50221.45790.00040.0031591060.00310.07690.00520.00520.95570.93974.69856.87940.68300.77553.19250.51951.45920.00120.0033212430.00320.07680.01620.02150.9397delta y =-0.01598710.92374.61866.84740.67450.76913.24770.53761.46130.00210.0034949710.00340.07660.02810.04960.92370.90774.53876.81550.66590.76263.30490.55671.46440.00310.0036813540.00360.07640.04080.09030.90770.89174.45876.78350.65730.75603.36420.57681.46860.00420.0038815750.00380.07620.05450.14480.89170.87584.37886.75150.64860.74933.42560.59811.47390.00530.0040969510.00400.07600.06930.21410.87580.85984.29896.71950.63980.74253.48930.62061.48030.00650.0043289570.00420.07580.08530.29940.85980.84384.21896.68760.63090.73563.55540.64431.48810.00780.0045792370.00450.07550.10260.40200.84380.82784.13906.65560.62190.72863.62410.66941.49720.00910.0048496410.00470.07530.12140.52340.82780.81184.05906.62360.61280.72153.69550.69601.50790.01060.0051422450.00500.07500.14180.66520.81180.79583.97916.59160.60370.71433.76970.72431.52010.01230.0054593880.00530.07470.16410.82930.79580.77983.89926.55970.59440.70703.84700.75431.53410.01400.0058037120.00560.07440.18841.01780.77980.76383.81926.52770.58510.69953.92750.78621.55000.01590.0061782080.00600.07400.21511.23290.76380.74793.73936.49570.57570.69204.01140.82021.56800.01800.0065862710.00640.07360.24431.47720.74790.73193.65946.46370.56610.68444.09910.85641.58830.02020.0070317640.00680.07320.27651.75360.73190.71593.57946.43180.55650.67664.19060.89511.61100.02270.0075190990.00730.07270.31202.06560.71590.69993.49956.39980.54680.66874.28630.93641.63630.02540.0080533230.00780.07220.35132.41700.69990.68393.41966.36780.53700.66074.38650.98071.66460.02830.0086402340.00830.07170.39502.81200.68390.66793.33966.33590.52710.65254.49151.02821.69610.03150.0092865110.00900.07100.44373.25570.66790.65193.25976.30390.51710.64424.60171.07931.73120.03510.0099998730.00960.07040.49833.75400.6519

Problema 1

Por un canal rectangular de base b = 2.9 m y coeficiente de Chezy C = 50 m1/2/s , fluye un caudal de 11.5 m3/s. (

el canal cambia de un tramo con pendiente longitudinal S01 = 0.040 a otro tramo con pendiente longitudinal S02 = 0.001.a) En qu tramo se produce el salto hidrulico?b) Calcule el perfil del flujo en el tramo aguas arriba desde el quiebre hasta una seccin cuyo tirante sea el conjugado mayor del resalto hidrulico.c) Calcule el perfil del flujo en el tramo aguas abajo, desde el quiebre hasta una seccin donde la profundidad sea 0,98 el tirante