Diseño Del Canal
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CARACTERISTICAS HIDRAULICAS DE SECCION RECTANGULAR DEL CANAL PROYECTO : MEJORAMIENTO DEL CANAL DE RIEGO MAYUCANCHA-CHANCHALLIN EN EL DISTRITO DE CAJACAY Q = Caudal n = Coeficiente de rugosidad s = Pendiente del fondo del canal FORMULA DE MANNING b = Ancho de plantilla o solera BL Y = Tirante del agua h Y BL = Borde libre h = Altura total del canal A = Area hidráulica = b*Y b P = Perímetro mojado =b+2Y R = Radio hidráulico = A/P T = Espejo del agua =b V = F = E = TRAMO 1 SECCION DE MAXIMA EFICIENCIA HIDRAULICA DATOS INGRESADOS RESULTADO DE CALCULOS TRAMO s Q n Y b P A R h F V E TIPO (%) m/m (m3/s) (m) (m) (m) (m2) (m) (m) (m/s) (m-kg/kg) DE FLUJO 0+000 0+020 5.67% 0.057 0.090 0.014 0.086 0.400 0.572 0.034 0.060 0.30 2.848 2.616 0.435 SUPERCRITICO I 0+020 0+040 5.67% 0.057 0.090 0.014 0.096 0.350 0.542 0.034 0.062 0.30 2.760 2.679 0.462 SUPERCRITICO II 0+040 0+060 5.67% 0.057 0.090 0.014 0.096 0.350 0.542 0.034 0.062 0.30 2.760 2.679 0.462 SUPERCRITICO II 0+060 0+140 4.88% 0.049 0.090 0.014 0.101 0.350 0.553 0.035 0.064 0.30 2.543 2.536 0.429 SUPERCRITICO II 0+140 0+170 2.73% 0.027 0.090 0.014 0.125 0.350 0.601 0.044 0.073 0.30 1.849 2.051 0.340 SUPERCRITICO II 0+170 0+380 1.21% 0.012 0.090 0.014 0.169 0.350 0.688 0.059 0.086 0.30 1.184 1.523 0.287 SUPERCRITICO II 0+380 0+500 1.21% 0.012 0.090 0.014 0.169 0.350 0.688 0.059 0.086 0.30 1.184 1.523 0.287 SUPERCRITICO II 0+500 0+600 1.21% 0.012 0.090 0.014 0.169 0.350 0.688 0.059 0.086 0.30 1.184 1.523 0.287 SUPERCRITICO II 0+600 0+700 1.20% 0.012 0.090 0.014 0.169 0.350 0.688 0.059 0.086 0.30 1.184 1.523 0.287 SUPERCRITICO II 0+700 0+800 1.20% 0.012 0.090 0.014 0.169 0.350 0.688 0.059 0.086 0.30 1.184 1.523 0.287 SUPERCRITICO II 0+800 0+840 1.20% 0.012 0.090 0.014 0.169 0.350 0.688 0.059 0.086 0.30 1.184 1.523 0.287 SUPERCRITICO II 0+840 0+880 5.15% 0.052 0.090 0.014 0.099 0.350 0.548 0.035 0.063 0.30 2.636 2.597 0.443 SUPERCRITICO II 0+880 1+040 1.03% 0.010 0.090 0.014 0.181 0.350 0.711 0.063 0.089 0.30 1.069 1.423 0.284 SUPERCRITICO II 1+040 1+080 4.76% 0.048 0.090 0.014 0.102 0.350 0.554 0.036 0.065 0.30 2.513 2.516 0.425 SUPERCRITICO II 1+080 1+120 2.98% 0.030 0.090 0.014 0.121 0.350 0.591 0.042 0.071 0.30 1.958 2.130 0.352 SUPERCRITICO II 1+120 1+260 2.98% 0.030 0.090 0.014 0.121 0.350 0.591 0.042 0.071 0.30 1.958 2.130 0.352 SUPERCRITICO II 1+260 1+300 6.29% 0.063 0.090 0.014 0.093 0.350 0.536 0.033 0.061 0.30 2.899 2.768 0.483 SUPERCRITICO II 1+300 1+450 2.21% 0.022 0.090 0.014 0.135 0.350 0.620 0.047 0.076 0.30 1.655 1.905 0.320 SUPERCRITICO II 1+450 1+560 0.83% 0.008 0.090 0.014 0.197 0.350 0.743 0.069 0.093 0.30 0.942 1.308 0.284 SUBCRITICO II 1+560 1+680 0.83% 0.008 0.090 0.014 0.197 0.350 0.743 0.069 0.093 0.30 0.942 1.308 0.284 SUBCRITICO II 1+680 1+720 0.83% 0.008 0.090 0.014 0.197 0.350 0.743 0.069 0.093 0.30 0.942 1.308 0.284 SUBCRITICO II 1+720 1+760 0.83% 0.008 0.090 0.014 0.197 0.350 0.743 0.069 0.093 0.30 0.942 1.308 0.284 SUBCRITICO II 1+760 1+820 0.39% 0.004 0.090 0.014 0.223 0.400 0.846 0.089 0.105 0.30 0.682 1.009 0.275 SUBCRITICO I 1+820 1+900 0.39% 0.004 0.090 0.014 0.223 0.400 0.846 0.089 0.105 0.30 0.682 1.009 0.275 SUBCRITICO I Velocidad media de la sección = R 2/3 *S 1/2 / n Número de Froude = V / (gA/T)^ 1/2 Energía específica = Y + V 2 /(2g) SECCION TIPO Q = 1 . A . R 2/3 . S 1/2 n
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Diseño Del Canal
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canalCARACTERISTICAS HIDRAULICAS DE SECCION RECTANGULAR DEL CANALPROYECTO :MEJORAMIENTO DEL CANAL DE RIEGO MAYUCANCHA-CHANCHALLIN EN EL DISTRITO DE CAJACAYQ =Caudaln =Coeficiente de rugosidads =Pendiente del fondo del canalFORMULA DE MANNINGb =Ancho de plantilla o soleraBLY =Tirante del aguahYBL =Borde libreh =Altura total del canalA =Area hidrulica = b*YbP =Permetro mojado =b+2YR =Radio hidrulico = A/PT =Espejo del agua =bV =Velocidad media de la seccin = R2/3*S1/2 / nF =Nmero de Froude = V / (gA/T)^1/2E =Energa especfica = Y + V2/(2g)TRAMO 1SECCION DE MAXIMA EFICIENCIA HIDRAULICADATOS INGRESADOSRESULTADO DE CALCULOSSECCION TIPOTRAMOsQnYbPARhFVETIPO(%)m/m(m3/s)(m)(m)(m)(m2)(m)(m)(m/s)(m-kg/kg)DE FLUJO0+0000+0205.67%0.0570.0900.0140.0860.4000.5720.0340.0600.302.8482.6160.435SUPERCRITICOI0+0200+0405.67%0.0570.0900.0140.0960.3500.5420.0340.0620.302.7602.6790.462SUPERCRITICOII0+0400+0605.67%0.0570.0900.0140.0960.3500.5420.0340.0620.302.7602.6790.462SUPERCRITICOII0+0600+1404.88%0.0490.0900.0140.1010.3500.5530.0350.0640.302.5432.5360.429SUPERCRITICOII0+1400+1702.73%0.0270.0900.0140.1250.3500.6010.0440.0730.301.8492.0510.340SUPERCRITICOII0+1700+3801.21%0.0120.0900.0140.1690.3500.6880.0590.0860.301.1841.5230.287SUPERCRITICOII0+3800+5001.21%0.0120.0900.0140.1690.3500.6880.0590.0860.301.1841.5230.287SUPERCRITICOII0+5000+6001.21%0.0120.0900.0140.1690.3500.6880.0590.0860.301.1841.5230.287SUPERCRITICOII0+6000+7001.20%0.0120.0900.0140.1690.3500.6880.0590.0860.301.1841.5230.287SUPERCRITICOII0+7000+8001.20%0.0120.0900.0140.1690.3500.6880.0590.0860.301.1841.5230.287SUPERCRITICOII0+8000+8401.20%0.0120.0900.0140.1690.3500.6880.0590.0860.301.1841.5230.287SUPERCRITICOII0+8400+8805.15%0.0520.0900.0140.0990.3500.5480.0350.0630.302.6362.5970.443SUPERCRITICOII0+8801+0401.03%0.0100.0900.0140.1810.3500.7110.0630.0890.301.0691.4230.284SUPERCRITICOII1+0401+0804.76%0.0480.0900.0140.1020.3500.5540.0360.0650.302.5132.5160.425SUPERCRITICOII1+0801+1202.98%0.0300.0900.0140.1210.3500.5910.0420.0710.301.9582.1300.352SUPERCRITICOII1+1201+2602.98%0.0300.0900.0140.1210.3500.5910.0420.0710.301.9582.1300.352SUPERCRITICOII1+2601+3006.29%0.0630.0900.0140.0930.3500.5360.0330.0610.302.8992.7680.483SUPERCRITICOII1+3001+4502.21%0.0220.0900.0140.1350.3500.6200.0470.0760.301.6551.9050.320SUPERCRITICOII1+4501+5600.83%0.0080.0900.0140.1970.3500.7430.0690.0930.300.9421.3080.284SUBCRITICOII1+5601+6800.83%0.0080.0900.0140.1970.3500.7430.0690.0930.300.9421.3080.284SUBCRITICOII1+6801+7200.83%0.0080.0900.0140.1970.3500.7430.0690.0930.300.9421.3080.284SUBCRITICOII1+7201+7600.83%0.0080.0900.0140.1970.3500.7430.0690.0930.300.9421.3080.284SUBCRITICOII1+7601+8200.39%0.0040.0900.0140.2230.4000.8460.0890.1050.300.6821.0090.275SUBCRITICOI1+8201+9000.39%0.0040.0900.0140.2230.4000.8460.0890.1050.300.6821.0090.275SUBCRITICOI1+9002+0000.39%0.0040.0900.0140.2230.4000.8460.0890.1050.300.6821.0090.275SUBCRITICOI2+0002+1400.39%0.0040.0900.0140.2230.4000.8460.0890.1050.300.6821.0090.275SUBCRITICOI2+1402+2800.39%0.0040.0900.0140.2230.4000.8460.0890.1050.300.6821.0090.275SUBCRITICOI2+2802+3400.39%0.0040.0900.0140.2230.4000.8460.0890.1050.300.6821.0090.275SUBCRITICOI2+3402+407.722.44%0.0240.0900.0140.1310.3500.6120.0460.0750.301.7361.9660.328SUPERCRITICOIITRAMO 2DATOS INGRESADOSRESULTADO DE CALCULOSSECCION TIPOTRAMOsQnYbPARhFVETIPO(%)m/m(m3/s)(m)(m)(m)(m2)(m)(m)(m/s)(m-kg/kg)DE FLUJO0+000+0302.55%0.0250.0800.0140.1240.3000.5480.0370.0680.301.9472.1490.359SUPERCRITICOIII0+0300+1601.10%0.0110.0800.0140.1690.3000.6370.0510.0790.301.2301.5820.296SUPERCRITICOIII0+1600+2002.40%0.0240.0800.0140.1260.3000.5520.0380.0680.301.9042.1160.354SUPERCRITICOIII0+2000+3801.42%0.0140.0800.0140.1540.3000.6080.0460.0760.301.4101.7330.307SUPERCRITICOIII0+3800+4902.84%0.0280.0800.0140.1190.3000.5380.0360.0660.302.0712.2390.375SUPERCRITICOIII0+4900+54011.26%0.1130.0800.0140.0710.3000.4420.0210.0480.304.5003.7560.790SUPERCRITICOIII0+5400+6005.67%0.0570.0800.0140.0930.3000.4860.0280.0570.303.0022.8670.512SUPERCRITICOIII0+6000+63023.24%0.2320.0800.0140.0560.3000.4120.0170.0410.306.4254.7621.212SUPERCRITICOIII0+6300+66013.38%0.1340.0800.0140.0690.3000.4370.0210.0470.304.7493.8930.841SUPERCRITICOIII0+6600+72013.00%0.1300.0800.0140.0690.3000.4380.0210.0470.304.6973.8650.830SUPERCRITICOIII0+7200+7807.30%0.0730.0800.0140.0850.3000.4690.0250.0540.303.4603.1520.591SUPERCRITICOIII0+7800+25.8411.00%0.1100.0800.0140.0730.3000.4470.0220.0490.304.2903.6380.748SUPERCRITICOIII
Q = 1 . A . R2/3 . S1/2 n
