DISEÑO DE CANALES - Planilla para trazado de curvas.xls
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Cálculo del Tirante Uniforme Yo Área Yo So n Q b P A Aprox. Q-F(y Fr Pe R So m m/s m m² m m 4.56 ### 0.02 900 60 10 481.19 8.3985E-08 0.27986 151.609 3.17 0 Cálculo del Tirante Crítico Yc Área Yc Sc n Q b P A Aprox Fr=1 Fr Pe R Sc m m/s m m² m m 2.29 ### 0.02 900 60 10 189.94 1.000000375 1 106.048 1.79 ### Se observa que Yo>Yc y So<Sc ------> Tendremos una curva tipo D1 Curva de Remanso Yi So n Q b P Pi Ai Vi Ri Sfi Sfmedio Ei m m/s m m m² m/s m 10.00 ### 0.02 900 60 10 261.00 1600.00 0.56 6.13 1.1E-05 - - - 10.02 9.70 ### 0.02 900 60 10 254.97 1522.90 0.59 5.97 1.3E-05 1.2086E-05 9.72 9.40 ### 0.02 900 60 10 248.94 1447.60 0.62 5.82 1.5E-05 1.3838E-05 9.42 9.10 ### 0.02 900 60 10 242.91 1374.10 0.65 5.66 1.7E-05 1.5905E-05 9.12 8.80 ### 0.02 900 60 10 236.88 1302.40 0.69 5.50 2E-05 1.8354E-05 8.82 8.50 ### 0.02 900 60 10 230.85 1232.50 0.73 5.34 2.3E-05 2.127E-05 8.53 8.20 ### 0.02 900 60 10 224.82 1164.40 0.77 5.18 2.7E-05 2.4762E-05 8.23 7.90 ### 0.02 900 60 10 218.79 1098.10 0.82 5.02 3.1E-05 2.8968E-05 7.93 7.60 ### 0.02 900 60 10 212.76 1033.60 0.87 4.86 3.7E-05 3.4064E-05 7.64 7.30 ### 0.02 900 60 10 206.73 970.90 0.93 4.70 4.4E-05 4.0281E-05 7.34 7.00 ### 0.02 900 60 10 200.70 910.00 0.99 4.53 5.2E-05 4.7918E-05 7.05 6.70 ### 0.02 900 60 10 194.67 850.90 1.06 4.37 6.3E-05 5.7375E-05 6.76 6.40 ### 0.02 900 60 10 188.64 793.60 1.13 4.21 7.6E-05 6.9182E-05 6.47 6.10 ### 0.02 900 60 10 182.61 738.10 1.22 4.04 9.2E-05 8.4059E-05 6.18 5.80 ### 0.02 900 60 10 176.58 684.40 1.32 3.88 0.00011 0.00010299 5.89 5.50 ### 0.02 900 60 10 170.55 632.50 1.42 3.71 0.00014 0.00012735 5.60 5.20 ### 0.02 900 60 10 164.52 582.40 1.55 3.54 0.00018 0.00015907 5.32 4.90 ### 0.02 900 60 10 158.49 534.10 1.69 3.37 0.00022 0.00020093 5.04 4.60 ### 0.02 900 60 10 152.46 487.60 1.85 3.20 0.00029 0.000257 4.77 4.56 ### 0.02 900 60 10 151.65 481.54 1.87 3.18 0.0003 0.0002943 4.74 Tirante Uniforme Pendiente tirante uniforme Coef. De Rugos idad Caudal Ancho del canal Pendien te Número de Froude para Yo Perímetr o Radio Hidráuli co Verifi cación Tirante Crítico Pendiente tirante crítico Coef. De Rugos idad Caudal Ancho del canal Pendien te Número de Froude para Yc Perímetr o Radio Hidráuli co Altura perfil Pendiente tirante uniforme Coef. De Rugos idad Caudal Ancho del canal Pendien te Perímetro mojado para canal trapez. Área transversal Velocida d Radio Hidráuli co Pendient e línea de energía Promedio Pendiente Energí a total 2000 3000 4000 5000 6000 7000 8000 9000 10000 11000 12000 13000 14000 15000 16000 17000 18000 19000 20000 21000 22000 23000 24000 25000 26000 27000 28000 29000 30000 31000 32000 33000 34000 35000 36000 37000 Curva de Remanso Fondo del Canal Curva de Remanso Longitud (m)
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Transcript of DISEÑO DE CANALES - Planilla para trazado de curvas.xls
Ejerc 13Clculo del Tirante Uniforme YoTirante UniformePendiente tirante uniformeCoef. De RugosidadCaudalAncho del canalPendientereaNmero de Froude para YoPermetroRadio HidrulicoVerificacinYoSonQbPAAprox. Q-F(y)=0FrPeRSomm/smmmm4.563.00E-040.02899.99999966236010481.190.0000000840.2798587385151.60892878213.170.0003Clculo del Tirante Crtico YcTirante CrticoPendiente tirante crticoCoef. De RugosidadCaudalAncho del canalPendientereaNmero de Froude para YcPermetroRadio HidrulicoYcScnQbPAAprox Fr=1FrPeRScmm/smmmm2.294.13E-030.02899.99999966236010189.941.00000037470.9999996253106.04763982451.790.0041Se observa que Yo>Yc y So Tendremos una curva tipo D1Curva de RemansoAltura perfilPendiente tirante uniformeCoef. De RugosidadCaudalAncho del canalPendientePermetro mojado para canal trapez.rea transversalVelocidadRadio HidrulicoPendiente lnea de energaPromedio PendienteEnerga totalYiSonQbPPiAiViRiSfiSfmedioEiDxxmm/smmmm/smmm10.003.00E-040.02899.99999966236010261.001600.000.566.130.0000112805- - -10.02- - -00.00E+0010.009.703.00E-040.02899.99999966236010254.971522.900.595.970.0000128910.00001208579.72103610363.11E-0110.019.403.00E-040.02899.99999966236010248.941447.600.625.820.00001478550.00001383839.42104220786.23E-0110.029.103.00E-040.02899.99999966236010242.911374.100.655.660.00001702440.0000159059.12104831269.38E-0110.048.803.00E-040.02899.99999966236010236.881302.400.695.500.00001968320.00001835388.82105641831.25E+0010.058.503.00E-040.02899.99999966236010230.851232.500.735.340.00002285720.00002127028.53106652491.57E+0010.078.203.00E-040.02899.99999966236010224.821164.400.775.180.00002666730.00002476238.23107863271.90E+0010.107.903.00E-040.02899.99999966236010218.791098.100.825.020.00003126820.00002896787.93109374202.23E+0010.137.603.00E-040.02899.99999966236010212.761033.600.874.860.00003685970.0000340647.64111285312.56E+0010.167.303.00E-040.02899.99999966236010206.73970.900.934.700.00004370150.00004028067.34113596662.90E+0010.207.003.00E-040.02899.99999966236010200.70910.000.994.530.00005213530.00004791847.051166108323.25E+0010.256.703.00E-040.02899.99999966236010194.67850.901.064.370.00006261480.0000573756.761207120393.61E+0010.316.403.00E-040.02899.99999966236010188.64793.601.134.210.00007574950.00006918216.471263133023.99E+0010.396.103.00E-040.02899.99999966236010182.61738.101.224.040.00009236820.00008405886.181342146444.39E+0010.495.803.00E-040.02899.99999966236010176.58684.401.323.880.00011361320.00010299075.891460161044.83E+0010.635.503.00E-040.02899.99999966236010170.55632.501.423.710.00014108290.0001273485.601650177545.33E+0010.835.203.00E-040.02899.99999966236010164.52582.401.553.540.00017704930.00015906615.321997197515.93E+0011.134.903.00E-040.02899.99999966236010158.49534.101.693.370.00022480250.00020092595.042796225476.76E+0011.664.603.00E-040.02899.99999966236010152.46487.601.853.200.00028920310.00025700284.776304288518.66E+0013.264.563.00E-040.02899.99999966236010151.65481.541.873.180.0002994040.00029430354.746249350991.05E+0115.09
Ejerc 13
Fondo del CanalCurva de RemansoLongitud (m)Altura (m)Curva de Remanso
Ejemplo Teoria (pag40)Clculo del tirante uniforme y0Datos a ingresarCaractersticas GeomtricasCaractersticas HidrulicasPendiente tirante uniformeCoef. de RugosidadCaudalAncho del canalPendientereaPermetroRadio HidrulicoAncho SuperficialEcuacin de ManningTirante UniformeNmero de Froude para YoSonQbzAPRTYoFrA/Pm3/smmmmmm0.000300.029006010481.19151.613.17151.150.004.560.2798587385Para secciones rectangulares, utilizar z=0Ir a: Herramientas, Buscar Objetivo, Definir la Celda J7 con el valor 0 para cambiar la celda K7Clculo del tirante crtico ycDatos a ingresarCaractersticas GeomtricasCaractersticas HidrulicasCoef. de RugosidadCaudalAncho del canalPendientereaPermetroRadio HidrulicoAncho SuperficialNmero de Froude para YcTirante CrticoPendiente crticanQbzAPeRTYcScA/Pm3/smmmmmm0.029006010208.10109.441.90109.201.002.460.00318Ir a: Herramientas, Buscar Objetivo, Definir la Celda J15 con el valor 1 para cambiar la celda K15Se observa que Yo>Yc y So Tendremos una curva tipo D1Curva de RemansoCotas para el grficoAltura perfilPendiente tirante uniformeCoef. De RugosidadCaudalAncho del canalPendientePermetro mojado para canal trapez.rea transversalVelocidadRadio HidrulicoPendiente lnea de energaPromedio PendienteEnerga totalAltura a nivel de referenciayiSonQbzPiAiViRiSiSmedioEiDxxzz+yz+Eiz+ycmm/smmmm/smmmmmmmm4.703.00E-040.02899.99999966236010154.47502.901.793.260.0002654977- - -4.86- - -00.004.704.862.464.803.00E-040.02899.99999966236010156.48518.401.743.310.00024411950.0002554.9520002000-0.604.204.351.860.00025480864.903.00E-040.02899.99999966236010158.49534.101.693.370.00022480250.0002345.0413903390-1.023.884.031.445.003.00E-040.02899.99999966236010160.50550.001.643.430.00020731540.0002165.1410934483-1.343.663.791.125.103.00E-040.02899.99999966236010162.51566.101.593.480.00019145650.0001995.239185400-1.623.483.610.845.203.00E-040.02899.99999966236010164.52582.401.553.540.00017704930.0001845.328026203-1.863.343.460.605.303.00E-040.02899.99999966236010166.53598.901.503.600.00016393920.0001705.427216924-2.083.223.340.385.403.00E-040.02899.99999966236010168.54615.601.463.650.00015199020.0001585.516617585-2.283.123.230.185.503.00E-040.02899.99999966236010170.55632.501.423.710.00014108290.0001475.606148199-2.463.043.140.005.603.00E-040.02899.99999966236010172.56649.601.393.760.00013111140.0001365.705778776-2.632.973.07-0.175.703.00E-040.02899.99999966236010174.57666.901.353.820.00012198250.0001275.795489324-2.802.903.00-0.345.803.00E-040.02899.99999966236010176.58684.401.323.880.00011361320.0001185.895239847-2.952.852.93-0.495.903.00E-040.02899.99999966236010178.59702.101.283.930.00010593020.0001105.9850310349-3.102.802.88-0.646.003.00E-040.02899.99999966236010180.60720.001.253.990.0000988680.0001026.0848510835-3.252.752.83-0.79
Ejemplo Teoria (pag40)
Fondo del canalAltura del tiranteTirante crticolongitud (m)altura del tirante y (m)Curva de Remanso
MBD000A91C7.bin
MBD000AB970.unknown
MBD000B1E75.unknown
MBD000A94FC.unknown
MBD000A4C17.unknown
MBD000A6895.bin
MBD000A9066.bin
MBD000A61F5.bin
MBD0009F52E.bin
MBD0009F8DE.bin
