Hoja1ABASTECIMIENTO DE AGUA Y ALCANTARILLADOSECCION Y DIMENSIONAMIENTO DEL BARRAJEPERFIL DE CREAGUERDISEO DEL CANAL DISEO DE UNA BOCATOMASECCION :RectangularTABLA DE VALORESCOORDENADAS DEL COORDENADAS DEL ACABADO:RectangularPERFIL DE CREAGUERPERFIL DEL AZUDDATOS:CONDICION:Max eficien hidraulicaSEGMENTOP = H = 1P = H = 2P = H = 3XYXYRIODEMANDAh = 0h = 5h = 0h = 5h = 0h = 50-0.1260.00-0.2646Qmax55 m3/sPoblacion27269hab5453.8m3/diaA51091413180.1-0.0360.14-0.0756Qmin6m3/sDotacion200lit/diaAREA (A) =2Y2E4.25.27.48.410.611.60.2-0.0070.28-0.0147RADIO HIDRA (R)Y/2C0.84.71.55.52.46.40.300.420Ancho rio(b)15mconsumo industrial124.5m3/diaAncho (b) =2*YD1.82.83.54.55.26.20.4-0.0070.56-0.0147pendiente(m)0.02%consumo publico1264.545m3/diaPerimetro(p)04*YF111.51.51.91.90.5-0.0270.70-0.0567B0.70.70.90.91.21.20.6-0.0630.84-0.1323G0.250.50.40.60.50.70.7-0.1030.98-0.2163J0.50.50.60.60.70.70.8-0.1531.12-0.3213Qmaxd =8858.35m3/diaK0.40.40.50.50.60.60.9-0.2061.26-0.4326=0.103m3/seg1-0.2671.40-0.5667De lo anterior tenemos que :hmax =1.401.2-0.411.68-0.861DISEO HIDRAULICOP = 0.7381.3-0.4971.82-1.0497CALCULAMOS "A"1.4-0.5911.96-1.2411n=0.013concretoPARA P = 1PARA P = 21.5-0.6932.10-1.4553s=0.0021.7-0.872.38-1.82705092-1.962.80-2.5621.40X1.40X2.5-2.823.50-4.116para el diseo de toda la bocatoma se ha realizado el calculo TIRANTE DE CANAL5105143-3.824.20-5.42y analisis segn diferentes autores, y ademas se hecho el analisisReemplazando:0.103=(1/0.013)*(2y2)*(y/2)^2/3*(0.02)^0.50.103por lo tanto Y =0.2463.5-3.824.91-8.022mediante un programa llamado DISEO DE BOCATOMASX=6.40X=10.404-4.935.61-10.353Con el valor del tirante hallamos la seccion del canal4.5-6.226.31-13.062ANCHO DE ENCAUZAMIENTO0.738XAREA (A)2(0.246)2 =0.121m216.40Segn las formulas esatblecidas por:RADIO HIDRALICA (R)(0.246)/2 =0.123m210.40Ancho (b)2*(0.246) =0.492mA =5.35Perimetro(p)4*(0.246) =0.984mALTURA DE CRESTACALCULAMOS "E"CURVAS DE REMANSOPARA P = 1PARA P = 2Son curvas para disear los muros de encauzamientola altura de cresta PSegn nuestro caudal de demanda tenemos que :04.207.4A =b*y15*Y1.40X1.40XP = 3* Y0.73855.258.4R=A/P15*Y/(15+2*Y)

CALCULO DE HX=4.48X=7.68(55*0.013)/(0.02)^0.5 = 15*y*(15*y/(15+2*Y)^(2/3)0.738X15.9915.83hmax =(55/(2.21*15))^(2/3)1.40m14.48|cresta27.68Y =1.12hmin =(6/(2.21*15))^(2/3)0.32mE =3.64CALCULAMOS LAS DIMENSIONES DE LA CURVA DE REMANSO

Hmax = p + hmax - z0.72+1.32-0.5=1.64mPUNTOSYARhVMimi---SiSi-1SmAXbocalCALCULAMOS "C"Hmin= p + hmin - z0.72+0.24-0.5=0.56mPARA P = 1PARA P = 211.1216.81.213.271.870.000.00950.010.00975-1.866270580921.2181.243.061.801.870.00920.00950.009350.070408208200.801.531.319.51.282.821.731.800.00860.00920.00890.0703938421CALACULO DE d1.40X1.40X41.4211.312.621.671.730.00810.00860.008350.055855358854.755.551.522.51.342.441.621.670.00780.00810.00795-0.045061253361.6241.372.291.591.620.00740.00780.0076-0.0368793339X=1.89X=2.6271.725.51.392.161.561.590.00710.00740.00725-0.0305646896Qd=0.62*0.50*d*V(2*9.81*(0.49-0.62*d)) =0.1030.103d0.11m81.8271.422.041.531.560.00690.00710.007-0.02561350720.738X91.928.51.451.931.511.530.00670.00690.0068-0.0216767101CALCULO DEL CAUDAL QUE SALDRA CON LA CARGA MAXIMA(Qmax)11.89102301.471.831.491.510.00640.00670.00655-0.018507223622.62112.131.51.501.751.481.490.00580.00640.006100.0159268223122.1432.11.511.711.471.480.00520363640.00616666670.0056851515-0.0057544467C =1.700.277CALCULAMOS "D"CALCULO DEL CAUDAL A ELIMINAR POR EL VERTEDEROPARA P = 1PARA P = 2=0.277-0.109=0.17m3/s01.803.51.40X1.40X52.854.5

CALCULO DEL TIRANTE EN EL CANAL CON LA CARGA MAXIMAX=2.08X=3.78POR LA EC. DE MANING0.277(1/0.013)*(0.734y)*(0.734*y/(0.734+2y))^2/3*0.02^0.50.738X12.080.180.1823.78

A=b*y 0.734*yD =1.63Rh=(0.734*y/(0.734+2y))y=0.38por lo tantoCALCULAMOS "F"PARA P = 1PARA P = 2A=b*y 0.734*y =0.18696Rh=(0.734*y/(0.734+2y)) =0.1490101.5Bord libre0.131.40X1.40XDISEO DEL COLCHON DE AGUA5151.5DISEO DEL VERTEDEROCalculo del Y contraidoX=1.00X=1.50q = Q/A3.67=0.9Calculo de Froud para condiciones normalesVo= Q/A55/(15*2.14)1.75m/s0.738X3.39= Ycont + (3.67^2)/(0.9*2*9.81*Ycont)3.390.103/(0.121*V(9.81*0.234)=0.439Ma =6015.2 kgX=0.40X=0.50por lo tanto la estructura no falla por volteo0.738X10.4020.50

K =0.37CHEQUEO POR APLASTAMIENTOL max = 0.642*C*h*QmaxC= 12arena gruesaCalculo de la Subpresionc'=1 gravah = hmax1.40Qmax =55h= 0.28L=10.80mL= 0.88+0.38+0.40+4.69+0.28+0.487.11SECCION Y DIMENSIONES DEL BARRAJEENTONCESSB= 2827.14SC = 2425.36SD=1652.10SE = 4.12=752.322.95*752.32 = max*3.6*3.6/2( max+ min)/2de lo cual obtenemos :max= 0.0232 kg/cm2min= 0.015 kg/cm2

como max= 0.0232 kg/cm2 < t = 0.5la estructura no falla por aplaxtamiento

BRANDYPROYECTO DE IRRIGACIONSECCION Y DIMENSIONAMIENTO DEL BARRAJEPERFIL DE CREAGUERDISEO DEL CANAL DISEO DE UNA BOCATOMATABLA DE VALORESCOORDENADAS DEL COORDENADAS DEL SECCION :RectangularPERFIL DE CREAGUERPERFIL DEL AZUDDATOS DEL RIO:ACABADO:RectangularSEGMENTOP = H = 1P = H = 2P = H = 3XYXYCONDICION:Max eficien hidraulicah = 0h = 5h = 0h = 5h = 0h = 50-0.1260.00-0.2646Qmax55 m3/sCAUDAL PARA IRRIGARA51091413180.1-0.0360.16-0.0756Qmin6m3/sE4.25.27.48.410.611.60.2-0.0070.33-0.0147AREA (A) =2Y2C0.84.71.55.52.46.40.300.490Ancho rio(b)12mQmaxd =14146.72m3/diaRADIO HIDRA (R)Y/2D1.82.83.54.55.26.20.4-0.0070.65-0.0147pendiente(m)0.02%=0.164m3/segAncho (b) =2*YF111.51.51.91.90.5-0.0270.81-0.0567Perimetro(p)04*YB0.70.70.90.91.21.20.6-0.0630.98-0.1323G0.250.50.40.60.50.70.7-0.1031.14-0.2163J0.50.50.60.60.70.70.8-0.1531.30-0.3213n=0.013concretoK0.40.40.50.50.60.60.9-0.2061.46-0.4326s=0.0021-0.2671.63-0.5667De lo anterior tenemos que :hmax =1.631.2-0.411.95-0.861DISEO HIDRAULICOReemplazando:0,164=(1/0.013)*(2y2)*(y/2)^2/3*(0.02)^0.5=0.164P = 0.591.3-0.4972.11-1.0497CALCULAMOS "A"1.4-0.5912.28-1.2411por lo tanto :TIRANTE DE CANALPARA P = 2PARA P = 31.5-0.6932.44-1.4553Y =0.2931.7-0.872.76-1.827Con el valor del tirante hallamos la seccion del canal090132-1.963.25-2.5621.63X1.63X2.5-2.824.07-4.116para el diseo de toda la bocatoma se ha realizado el calculo AREA (A)2Y20.17m25145183-3.824.88-5.42y analisis segn diferentes autores, y ademas se hecho el analisisRADIO HIDRALICA (R)Y/20.15m3.5-3.825.69-8.022mediante un programa llamado DISEO DE BOCATOMASAncho (b)2*Y0.59mX=10.63X=14.634-4.936.51-10.353Perimetro(p)4*Y1.17m4.5-6.227.32-13.062ANCHO DE ENCAUZAMIENTO0.59XALTURA DE CRESTA110.63Segn las formulas esatblecidas por:214.63la altura de cresta PA =8.97Segn nuestro caudal de demanda tenemos que :P =2* Y0.59CALCULAMOS "E"CURVAS DE REMANSOPARA P = 1PARA P = 2Son curvas para disear los muros de encauzamientoCALCULO DE H07.4010.6A =b*y12*Y1.63X1.63Xhmax =(55/(2.21*12))^(2/3)1.63m58.4511.6R=A/P12*Y/(12+2*Y)|crestahmin =(6/(2.21*12))^(2/3)0.37mX=7.73X=10.93(55*0.013)/(0.02)^0.5 = 12*y*(12*y/(12+2*Y)^(2/3)0.59X15.9915.99Hmax = p + hmax - z0.97+1.32-0.8=1.41m17.73bocal210.93Y =0.99Hmin= p + hmin - z0.97+0.24-0.8=0.16mE =6.40CALCULAMOS LAS DIMENSIONES DE LA CURVA DE REMANSO

CALACULO DE dPUNTOSYARhVMimi---SiSi-1SmAXCALCULAMOS "C"PARA P = 1PARA P = 211.1213.441.684.462.340.000.00950.010.00975-2.335792402621.2014.401.724.172.202.340.00920.00950.009350.1309243541Qd=0.62*0.50*d*V(2*9.81*(0.49-0.62*d)) =0.16=0.1d = 0.1900m01.506.431.3015.601.773.852.072.200.00860.00920.00890.13089764031.63X1.63X41.4016.801.813.571.972.070.00810.00860.008350.1038632705CALCULO DEL CAUDAL QUE SALDRA CON LA CARGA MAXIMA(Qmax)55.556.451.5018.001.863.331.891.970.00780.00810.00795-0.083791586661.6019.201.903.131.821.890.00740.00780.0076-0.0685772738X=2.80X=6.4071.7020.401.932.941.761.820.00710.00740.00725-0.056835166681.8021.601.972.781.711.760.00690.00710.007-0.04762842240.3480.59X91.9022.802.012.631.671.710.00670.00690.0068-0.04030793212.80102.0024.002.042.501.641.670.00640.00670.00655-0.034414258726.40112.1025.202.082.381.611.640.00580.00640.006100.0296159918CALCULO DEL CAUDAL A ELIMINAR POR EL VERTEDERO122.2126.552.112.261.581.610.00520363640.00616666670.0056851515-0.0285823251C =1.31=0.287m3/sCALCULAMOS "D"PARA P = 1PARA P = 2CALCULO DEL TIRANTE EN EL CANAL CON LA CARGA MAXIMA03.505.2POR LA EC. DE MANING0.348(1/0.013)*(0.647y)*(0.647*y/(0.647+2y))^2/3*0.02^0.51.63X1.63X53.556.20.3480.348X=3.50X=5.53A=b*y y=0.526Rh=(0.734*y/(0.734+2y))0.59X13.50por lo tanto25.53

A= b*y 0.308236D =2.66Rh=(2.23*y/(2.23+2y)) =0.188Bord libre0.18CALCULAMOS "F"DISEO DEL VERTEDEROPARA P = 1PARA P = 2Calculo de Froud para condiciones normales01.501.51.63X1.63XDISEO DEL COLCHON DE AGUA0.164/(0.17*V(9.81*0.526) = 0.420< 1regimen tranquilo51.551.5Calculo del Y contraidoX=1.50X=1.50q = Q/A4.58=0.9Vo= Q/A55/(12*2.10)2.18m/s0.738X3.39= Ycont + (3.67^2)/(0.9*2*9.81*Ycont)3.3911.50V^2/(2*g)0.24ho= Ymax- Yn=0.23321.50Y cont=2.99M=V^2/(2*g) + h max1.87mAsumiendo b=1.5mF =1.50Eo =2.872.87y2 =0.42CALCULAMOS "B"0.287(4/15)*(0.62)*raiz(2*9.81)*(1.5)*((h1^5/2-0.233^5/2)/(h1-0.233))PARA P = 1PARA P = 2COMO Y cont = 2.99Y2 = 0.42 Qv = 0.28700.700.91.63X1.63XALTURA DEL MUROHm= Y2 +b*l0.66por lo tantoh10.21150.750.9PROFUNDIDADe = Yn + Y20.70X=0.70X=0.90DISEO DEL DESARENADORLONGITUD DEL COLCHON DE AGUAL = 5*e =3.500.738XML =5%MT = 2%10.7020.90VERIFICACION DE LA ESTABILIDADpara que el desarenador cumpla su funcion la velocidad del agua debe ser V< 0.3 m/sB =0.65diametro de particulas =0.30mmmCALCULAMOS "G"L=(VHT)CC= 1.5 a 2.00PARA P = 1PARA P = 2L= longitud del desarenadorv= velocidad (m/s)t = 2500.2500.4H = profundididad maximaseg1.63X1.63XT = tiempo de sedimentacion50.550.6

Para B= 1mH= 0.55X=0.33X=0.47mV = Q/ AV =0.2977< 0.3 ok0.738X10.33L = (0.29)*(2.5)*(25)*(2)8.1920.47

G =0.30CALCULAMOS "J"PARA P = 1PARA P = 2Los calculos se efectuaran por metro lineal:00.500.6CHEQUEO POR CORTE:1.63X1.63XCalculo de la fuerza horizontal50.550.6FH=*h*Ap =1000*(0.59+1.63)*(0.59*1)=1296HORIZONTALX=0.50X=0.60W1 =0.66*1*0.738*2400=1151.28kg0.738X4103.28 VERTICAL10.50W2 =2.2*(1*0.738/2)*2400=2952kg20.60F = A * =0.15*140*1500*131500kgJ =0.47De los resultados obtenido verificamos si cumple

CALCULAMOS "K"F =31500 Kg-f > 1527 kg-fok..La estructura no falla por cortePARA P = 1PARA P = 200.400.5CHEQUEO POR VOLTEO1.63X1.63XMr = 1.2* Ma50.450.5Mr = (4122*1.20+ 1579*0.69 +dxdy)Mr= 7218.25>Ma =6015.2 kgX=0.40X=0.50por lo tanto la estructura no falla por volteo0.738X10.4020.50

K =0.37CHEQUEO POR APLASTAMIENTOL max = 0.642*C*h*QmaxC= 12arena gruesaCalculo de la Subpresionc'=1 gravah = hmax1.63Qmax =55h= 0.28L=12.53mL= 0.88+0.38+0.40+4.69+0.28+0.487.11SECCION Y DIMENSIONES DEL BARRAJEENTONCESSB= 2827.14SC = 2425.36SD=1652.10SE = 4.12A8.97E6.40=752.32C1.31D2.66F1.50B0.65G0.30J0.472.95*752.32 = max*3.6*3.6/2( max+ min)/2K0.37pde lo cual obtenemos :max= 0.0232 kg/cm2min= 0.015 kg/cm2

como max= 0.0232 kg/cm2 < t = 0.5la estructura no falla por aplaxtamiento

Hoja3ABASTECIMIENTO DE AGUA Y ALCANTARILLADOSECCION Y DIMENSIONAMIENTO DEL BARRAJEPERFIL DE CREAGUERDISEO DEL CANAL DISEO DE UNA BOCATOMASECCION :RectangularTABLA DE VALORESCOORDENADAS DEL COORDENADAS DEL ACABADO:RectangularPERFIL DE CREAGUERPERFIL DEL AZUDDATOS:CONDICION:Max eficien hidraulicaSEGMENTOP = H = 1P = H = 2P = H = 3XYXYRIODEMANDAh = 0h = 5h = 0h = 5h = 0h = 50-0.1260.00-0.2646Qmax150 m3/sPoblacion30717hab6143.4m3/diaA51091413180.1-0.0360.36-0.0756Qmin2m3/sDotacion200lit/diaAREA (A) =2Y2E4.25.27.48.410.611.60.2-0.0070.72-0.0147RADIO HIDRA (R)Y/2C0.84.71.55.52.46.40.301.080Ancho rio(b)10mconsumo industrial152m3/diaAncho (b) =2*YD1.82.83.54.55.26.20.4-0.0071.43-0.0147pendiente(m)0.02%consumo publico7963m3/diaPerimetro(p)04*YF111.51.51.91.90.5-0.0271.79-0.0567B0.70.70.90.91.21.20.6-0.0632.15-0.1323G0.250.50.40.60.50.70.7-0.1032.51-0.2163J0.50.50.60.60.70.70.8-0.1532.87-0.3213Qmaxd =18490.32m3/diaK0.40.40.50.50.60.60.9-0.2063.23-0.4326=1.000m3/seg1-0.2673.58-0.5667De lo anterior tenemos que :hmax =3.581.2-0.414.30-0.861DISEO HIDRAULICOP = 1.731.3-0.4974.66-1.0497CALCULAMOS "A"1.4-0.5915.02-1.2411n=0.013concretoPARA P = 1PARA P = 21.5-0.6935.38-1.4553s=0.0021.7-0.876.09-1.82705092-1.967.17-2.5623.58X3.58X2.5-2.828.96-4.116para el diseo de toda la bocatoma se ha realizado el calculo TIRANTE DE CANAL5105143-3.8210.75-5.42y analisis segn diferentes autores, y ademas se hecho el analisisReemplazando:1=(1/0.013)*(2y2)*(y/2)^2/3*(0.02)^0.51.000por lo tanto Y =0.583.5-3.8212.55-8.022mediante un programa llamado DISEO DE BOCATOMASX=8.58X=12.584-4.9314.34-10.353Con el valor del tirante hallamos la seccion del canal4.5-6.2216.13-13.062ANCHO DE ENCAUZAMIENTO0.738XAREA (A)2(0.32)2 =0.666m218.58Segn las formulas esatblecidas por:RADIO HIDRALICA (R)(0.32)/2 =0.288m212.58Ancho (b)2*(0.32) =1.154mA =7.54Perimetro(p)4*(0.32) =2.308mALTURA DE CRESTACALCULAMOS "E"CURVAS DE REMANSOPARA P = 1PARA P = 2Son curvas para disear los muros de encauzamientola altura de cresta PSegn nuestro caudal de demanda tenemos que :04.207.4A =b*y18*Y3.58X3.58XP = 3* Y1.7355.258.4R=A/P18*Y/(15+2*Y)

CALCULO DE HX=4.92X=8.12(60*0.013)/(0.02)^0.5 = 18*y*(18*y/(18+2*Y)^(2/3)0.738X43.6017.44hmax =(60/(2.21*18))^(2/3)3.58m14.92|cresta28.12Y =1.05hmin =(7/(2.21*18))^(2/3)0.20mE =4.08CALCULAMOS LAS DIMENSIONES DE LA CURVA DE REMANSO

Hmax = p + hmax - z0.97+1.32-0.5=4.52mPUNTOSYARhVMimi---SiSi-1SmAXbocalCALCULAMOS "C"Hmin= p + hmin - z0.97+0.24-0.5=1.13mPARA P = 1PARA P = 211.1211.201.895.362.780.000.00950.010.00975-2.782741059721.2012.001.945.002.592.780.00920.00950.009350.188531069900.801.531.3013.001.994.622.412.590.00860.00920.00890.188492602CALACULO DE d3.58X3.58X41.4014.002.044.292.262.410.00810.00860.008350.149563109554.755.551.5015.002.094.002.142.260.00780.00810.00795-0.120659884761.6016.002.133.752.042.140.00740.00780.0076-0.0987512742X=3.60X=4.3771.7017.002.183.531.952.040.00710.00740.00725-0.0818426399Qd=0.62*0.50*d*V(2*9.81*(0.49-0.62*d)) =0.2140.468d0.145m81.8018.002.223.331.891.950.00690.00710.007-0.06858492830.738X91.9019.002.263.161.831.890.00670.00690.0068-0.0580434221CALCULO DEL CAUDAL QUE SALDRA CON LA CARGA MAXIMA(Qmax)13.60102.0020.002.303.001.781.830.00640.00670.00655-0.049556532624.37112.1021.002.342.861.741.780.00580.00640.006100.0426470282125.3253.163.181.131.381.740.00520363640.00616666670.0056851515-0.3511283379C =3.391.445CALCULAMOS "D"CALCULO DEL CAUDAL A ELIMINAR POR EL VERTEDEROPARA P = 1PARA P = 2=0.502-0.145=1.300m3/s01.803.53.58X3.58X52.854.5

CALCULO DEL TIRANTE EN EL CANAL CON LA CARGA MAXIMAX=2.52X=4.22POR LA EC. DE MANING0.502 =(1/0.013)*(0.647y)*(0.647*y/(0.647+2y))^2/3*0.02^0.50.738X12.520.502 =1.12624.22

A=b*y 0.647*yD =2.07Rh=(0.734*y/(0.734+2y))y=0.631por lo tantoCALCULAMOS "F"PARA P = 1PARA P = 2A=b*y 0.647*y =0.7280478Rh=(0.647*y/(0.734+2y)) =0.3010101.5Bord libre0.213.58X3.58XDISEO DEL COLCHON DE AGUA5151.5DISEO DEL VERTEDEROCalculo del Y contraidoX=1.00X=1.50q = Q/A15.00=0.9Calculo de Froud para condiciones normalesVo= Q/A60/(18*2.14)7.14m/s0.738X3.39= Ycont + (3.67^2)/(0.9*2*9.81*Ycont)7.180.214/(0.209*V(9.81*0.631)=0.604 1527 kg-fok..La estructura no falla por cortePARA P = 1PARA P = 200.400.5CHEQUEO POR VOLTEO3.58X3.58XMr = 1.2* Ma50.450.5Mr = (4122*1.20+ 1579*0.69 +dxdy)Mr= 7218.25>Ma =6015.2 kgX=0.40X=0.50por lo tanto la estructura no falla por volteo0.738X10.4020.50

K =0.37CHEQUEO POR APLASTAMIENTOL max = 0.642*C*h*QmaxC= 12arena gruesaCalculo de la Subpresionc'=1 gravah = hmax3.58Qmax =150h= 0.28L=27.62mL= 0.88+0.38+0.40+4.69+0.28+0.487.11SECCION Y DIMENSIONES DEL BARRAJEENTONCESSB= 2827.14SC = 2425.36SD=1652.10SE = 4.12A7.54E4.08=752.32C3.39D2.07F0.87B0.65G0.40J0.472.95*752.32 = max*3.6*3.6/2( max+ min)/2K0.37pde lo cual obtenemos :max= 0.0232 kg/cm2min= 0.015 kg/cm2

como max= 0.0232 kg/cm2 < t = 0.5la estructura no falla por aplaxtamiento