1er Trabajo Elvis
56
DRENAJE DE CARRETERAS #CALCULO DE LOS CAUDALES POR TRAMOS ◊ Lado izquierdo 1.) DEL km 05+000-05+095 95.00 m 368.390 mm/h Corte Tipico de una Sección Transversal c=.90 c=.35 Eje de Via 3.3 *).- Area de Influencia: a).- Asfalto c= 0.9 Area= L x a A= 313.50 m2 Q= 0.03 m3/seg b).- Berma c= 0.75 Area= L x a A= 114.00 m2 Q= 0.01 m3/seg c).- Concreto c= 0.85 tenemos que drenar una longitud de: Para una Intens 1.00 m 1.2m 1 3 0.91 m C1 = 0.85 C2 = 0.70 0.5m ⇒ ⇒ Q= CIA 3600 Q= CIA 3600
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Transcript of 1er Trabajo Elvis
caudalesDRENAJE DE CARRETERAS#CALCULO DE LOS CAUDALES POR TRAMOS Lado izquierdo1.) DEL km 05+000-05+095tenemos que drenar una longitud de: L =95.00mPara una Intensidad: I =368.390mm/hCorte Tipico de una Seccin Transversalc=.90c=.35Eje de Via3.3*).- Area de Influencia:a).- Asfaltoc=0.9Area= L x aA=313.50m2Q=0.03m3/segb).- Bermac=0.75Area= L x aA=114.00m2Q=0.01m3/segc).- Concretoc=0.85Area= L x aA=111.15m2Q=0.01m3/segd).- Sueloc=0.35Area= L x aA=902.50m2Q=0.03m3/segQ1=0.08m3/seg2.) DEL km 05+200-05+330tenemos que drenar una longitud de: L =130.00mPara una Intensidad: I =368.390mm/hCorte Tipico de una Seccin Transversal*).- Area de Influencia:a).- Del Asfaltoc=0.9Area= L x aA=429.00m2Q=0.04m3/segb).- Bermac=0.75Area= L x aA=156.00m2Q=0.01m3/segc).- Concretoc=0.85Area= L x aA=130.00m2Q=0.01m3/segd).- Sueloc=0.35Area= L x aA=3868.10m2Q=0.14m3/segQ1=0.20m3/seg3.) DEL km 05+330-05+460tenemos que drenar una longitud de: L =130.00mPara una Intensidad: I =315.650mm/hCorte Tipico de una Seccin Transversal*).- Area de Influencia:a).- Del Asfaltoc=0.9Area= L x aA=357.50m2Q=0.03m3/seg28.21121875b).- Bermac=0.7Area= L x aA=130.00m2Q=0.01m3/seg7.9789305556c).- Concretoc=0.85Area= L x aA=195.00m2Q=0.01m3/seg14.5330520833d).- Sueloc=0.25Area= L x aA=910.00m2Q=0.02m3/seg19.9473263889Q1=0.07m3/seg70.67052777784.) DEL km 05+600-05+760tenemos que drenar una longitud de: L =160.00mPara una Intensidad: I =368.390mm/hCorte Tipico de una Seccin Transversalc=.90c=.35Eje de Via3.3*).- Area de Influencia:a).- Asfaltoc=0.9Area= L x aA=528.00m2Q=0.05m3/segb).- Bermac=0.75Area= L x aA=192.00m2Q=0.01m3/segc).- Concretoc=0.85Area= L x aA=187.20m2Q=0.02m3/segd).- Sueloc=0.35Area= L x aA=1520.00m2Q=0.05m3/segQ1=0.13m3/seg5.) DEL km 05+760-06+960tenemos que drenar una longitud de: L =200.00mPara una Intensidad: I =368.390mm/hCorte Tipico de una Seccin Transversalc=.90c=.35Eje de Via3.3*).- Area de Influencia:a).- Asfaltoc=0.9Area= L x aA=660.00m2Q=0.06m3/segb).- Bermac=0.75Area= L x aA=240.00m2Q=0.02m3/segc).- Concretoc=0.85Area= L x aA=234.00m2Q=0.02m3/segd).- Sueloc=0.35Area= L x aA=1900.00m2Q=0.07m3/segQ1=0.17m3/seg Lado derecho1.) DEL km 05+020-05+095tenemos que drenar una longitud de: L =75.00mPara una Intensidad: I =368.390mm/hCorte Tipico de una Seccin Transversalc=0.75Eje de Viac=0.9*).- Area de Influencia:a).- Asfaltoc=0.9Area= L x aA=247.50m2Q=0.023m3/segb).- Bermac=0.75Area= L x aA=90.00m2Q=0.007m3/segc).- Concretoc=0.85Area= L x aA=87.75m2Q=0.008m3/segd).- Sueloc=0.35Area= L x aA=712.50m2Q=0.026m3/segQ1=0.06m3/seg2.) DEL km 05+200-05+330tenemos que drenar una longitud de: L =130.00mPara una Intensidad: I =368.390mm/hCorte Tipico de una Seccin Transversal*).- Area de Influencia:a).- Del Asfaltoc=0.9Area= L x aA=429.00m2Q=0.04m3/segb).- Bermac=0.75Area= L x aA=156.00m2Q=0.012m3/segc).- Concretoc=0.85Area= L x aA=130.00m2Q=0.011m3/segd).- Sueloc=0.35Area= L x aA=1365.00m2Q=0.05m3/segQ1=0.11m3/seg3.) DEL km 05+330-05+460tenemos que drenar una longitud de: L =130.00mPara una Intensidad: I =368.390mm/hCorte Tipico de una Seccin Transversalc=0.75Eje de Viac=0.9*).- Area de Influencia:a).- Asfaltoc=0.9Area= L x aA=429.00m2Q=0.040m3/segb).- Bermac=0.75Area= L x aA=156.00m2Q=0.012m3/segc).- Concretoc=0.85Area= L x aA=152.10m2Q=0.013m3/segd).- Sueloc=0.35Area= L x aA=1235.00m2Q=0.044m3/segQ1=0.11m3/seg4.) DEL km 05+600-05+760tenemos que drenar una longitud de: L =160.00mPara una Intensidad: I =368.390mm/hCorte Tipico de una Seccin Transversal*).- Area de Influencia:a).- Del Asfaltoc=0.9Area= L x aA=528.00m2Q=0.05m3/segb).- Bermac=0.75Area= L x aA=192.00m2Q=0.015m3/segc).- Concretoc=0.85Area= L x aA=160.00m2Q=0.014m3/segd).- Sueloc=0.35Area= L x aA=1680.00m2Q=0.06m3/segQ1=0.14m3/seg5.) DEL km 05+760-06+880tenemos que drenar una longitud de: L =120.00mPara una Intensidad: I =368.390mm/hCorte Tipico de una Seccin Transversal*).- Area de Influencia:a).- Del Asfaltoc=0.9Area= L x aA=396.00m2Q=0.04m3/segb).- Bermac=0.75Area= L x aA=144.00m2Q=0.011m3/segc).- Concretoc=0.85Area= L x aA=120.00m2Q=0.010m3/segd).- Sueloc=0.35Area= L x aA=1260.00m2Q=0.05m3/segQ1=0.10m3/seg
1.00 m1.2m130.91 mC1 = 0.85C2 = 0.700.5m0.5m1.00m210.5m0.5m1.50m210.5m1.00 m1.2m130.91 mC1 = 0.85C2 = 0.700.5m1.00 m130.17m9mC3 = 0.35C1 = 0.850.50m0.5m1.00m120.5m1.00 m130.17m9mC3 = 0.35C1 = 0.850.50m0.5m1.00m120.5m1.00 m1.2m130.91 mC1 = 0.85C2 = 0.700.5m0.5m1.00m120.5m
diseo de cunetas Lado izquierdo1.) DEL km 05+000-05+095Q=0.08m3/segClculo del Gasto (Mtodo Manning) :Luego por la formula de MANNING, se puede determinar el caudal que soporta la seccin por el reglamento para zona lluviosa en nuestro paisVerificando que la seccin que nos da el reglamento cumple para las condiciones de trabajoReginProfundidad (m)Ancho (m)Lluviosa0..51.00Donde:Q = Gasto m3/segA = Area HidraulicaR = Radio HidraulicoS =Pendiente de la cunetan =Rugosidad de la Caja HidraulicaPENDIENTE ASUMIDA1.50%0.016(Para canales revestidos)H =0.5mb =1mY = 2/3H =2/3(0.30 ) =0.33mX21X11.000.3330.330.5X2 =0.33*1/3X1 =0.33*1.00/0.50X2 =0.11mX1 =0.66mLuego:L2=0.202+0.0520.35mL1=0.202+0.3320.74m*) .- PERIMETRO MOJADO :Pm =L1+L2 = .35+.74Pm =1.09m*) .- AREA HIDRAULICA :A = (X1+X2)*Y/2 = ( 0.66+0.11)*0.33/2A =0.13m2*) .- RADIO HIDRAULIC0 :R = A/Pm = 0.04/0.600R =0.12m*).- Por manning :Q =0.13*0.122/3*0.015/20.016Q =0.23598m3/segQ =0.23598m3/seg>Qdiseo =0.08m3/segokV =QV=1.84m/segA2.) DEL km 05+200-05+330Q=0.20m3/segClculo del Gasto (Mtodo Manning) :Luego por la formula de MANNING, se puede determinar el caudal que soporta la seccin por el reglamento para zona lluviosa en nuestro paisVerificando que la seccin que nos da el reglamento cumple para las condiciones de trabajoReginProfundidad (m)Ancho (m)Lluviosa0..51.00Donde:Q = Gasto m3/segA = Area HidraulicaR = Radio HidraulicoS =Pendiente de la cunetan =Rugosidad de la Caja HidraulicaPENDIENTE ASUMIDA1.50%0.016(Para canales revestidos)H =0.5mb =1mY = 2/3H =2/3(0.30 ) =0.33mX21X11.000.3330.330.5X2 =0.33*1/3X1 =0.33*1.00/0.50X2 =0.11mX1 =0.66mLuego:L2=0.202+0.0520.35mL1=0.202+0.3320.74m*) .- PERIMETRO MOJADO :Pm =L1+L2 = .35+.74Pm =1.09m*) .- AREA HIDRAULICA :A = (X1+X2)*Y/2 = ( 0.66+0.11)*0.33/2A =0.13m2*) .- RADIO HIDRAULIC0 :R = A/Pm = 0.04/0.600R =0.12m*).- Por manning :Q =0.13*0.122/3*0.015/20.016Q =0.23598m3/segQ =0.23598m3/seg>Qdiseo =0.20m3/segokV =QV=1.84m/segA Lado izquierdo3.) DEL km 05+330-05+460Q=0.07m3/segClculo del Gasto (Mtodo Manning) :Luego por la formula de MANNING, se puede determinar el caudal que soporta la seccin por el reglamento para zona lluviosa en nuestro paisVerificando que la seccin que nos da el reglamento cumple para las condiciones de trabajoReginProfundidad (m)Ancho (m)Lluviosa0..51.00Donde:Q = Gasto m3/segA = Area HidraulicaR = Radio HidraulicoS =Pendiente de la cunetan =Rugosidad de la Caja HidraulicaPENDIENTE ASUMIDA1.50%0.016(Para canales revestidos)H =0.5mb =1mY = 2/3H =2/3(0.30 ) =0.33mX21X11.000.3330.330.5X2 =0.33*1/3X1 =0.33*1.00/0.50X2 =0.11mX1 =0.66mLuego:L2=0.202+0.0520.35mL1=0.202+0.3320.74m*) .- PERIMETRO MOJADO :Pm =L1+L2 = .35+.74Pm =1.09m*) .- AREA HIDRAULICA :A = (X1+X2)*Y/2 = ( 0.66+0.11)*0.33/2A =0.13m2*) .- RADIO HIDRAULIC0 :R = A/Pm = 0.04/0.600R =0.12m*).- Por manning :Q =0.13*0.122/3*0.015/20.016Q =0.23598m3/segQ =0.23598m3/seg>Qdiseo =0.07m3/segokV =QV=1.84m/segA4.) DEL km 05+600-05+760Q=0.13m3/segDonde:Q = Gasto m3/segA = Area HidraulicaR = Radio HidraulicoS =Pendiente de la cunetan =Rugosidad de la Caja HidraulicaPENDIENTE ASUMIDA1.50%0.016(Para canales revestidos)H =0.5mb =1mY = 2/3H =2/3(0.30 ) =0.33mX21X11.000.3330.330.5X2 =0.33*1/3X1 =0.33*1.00/0.50X2 =0.11mX1 =0.66mLuego:L2=0.202+0.0520.35mL1=0.202+0.3320.74m*) .- PERIMETRO MOJADO :Pm =L1+L2 = .35+.74Pm =1.09m*) .- AREA HIDRAULICA :A = (X1+X2)*Y/2 = ( 0.66+0.11)*0.33/2A =0.13m2*) .- RADIO HIDRAULIC0 :R = A/Pm = 0.04/0.600R =0.12m*).- Por manning :Q =0.13*0.122/3*0.015/20.016Q =0.23598m3/segQ =0.23598m3/seg>Qdiseo =0.13m3/segokV =QV=1.84m/segA5.) DEL km 05+760-06+960Q=0.17m3/segDonde:Q = Gasto m3/segA = Area HidraulicaR = Radio HidraulicoS =Pendiente de la cunetan =Rugosidad de la Caja HidraulicaPENDIENTE ASUMIDA1.50%0.016(Para canales revestidos)H =0.5mb =1mY = 2/3H =2/3(0.30 ) =0.33mX21X11.000.3330.330.5X2 =0.33*1/3X1 =0.33*1.00/0.50X2 =0.11mX1 =0.66mLuego:L2=0.202+0.0520.35mL1=0.202+0.3320.74m*) .- PERIMETRO MOJADO :Pm =L1+L2 = .35+.74Pm =1.09m*) .- AREA HIDRAULICA :A = (X1+X2)*Y/2 = ( 0.66+0.11)*0.33/2A =0.13m2*) .- RADIO HIDRAULIC0 :R = A/Pm = 0.04/0.600R =0.12m*).- Por manning :Q =0.13*0.122/3*0.015/20.016Q =0.23598m3/segQ =0.23598m3/seg>Qdiseo =0.17m3/segokV =QV=1.84m/segA Lado derecho1.) DEL km 05+020-05+095Q=0.06m3/segsuma 1er + 2do + 3er tramo derechaDonde:Q = Gasto m3/segA = Area HidraulicaR = Radio HidraulicoS =Pendiente de la cunetan =Rugosidad de la Caja HidraulicaPENDIENTE ASUMIDA1.50%0.016(Para canales revestidos)H =0.5mb =1mY = 2/3H =2/3(0.30 ) =0.33mX21X11.000.3330.330.5X2 =0.33*1/3X1 =0.33*1.00/0.50X2 =0.11mX1 =0.66mLuego:L2=0.202+0.0520.35mL1=0.202+0.3320.74m*) .- PERIMETRO MOJADO :Pm =L1+L2 = .35+.74Pm =1.09m*) .- AREA HIDRAULICA :A = (X1+X2)*Y/2 = ( 0.66+0.11)*0.33/2A =0.13m2*) .- RADIO HIDRAULIC0 :R = A/Pm = 0.04/0.600R =0.12m*).- Por manning :Q =0.13*0.122/3*0.015/20.016Q =0.23598m3/segQ =0.23598m3/seg>Qdiseo =0.06m3/segokV =QV=1.84m/segA2.) DEL km 05+200-05+330Q=0.11m3/segsuma 1er + 2do + 3er tramo derechaDonde:Q = Gasto m3/segA = Area HidraulicaR = Radio HidraulicoS =Pendiente de la cunetan =Rugosidad de la Caja HidraulicaPENDIENTE ASUMIDA1.50%0.016(Para canales revestidos)H =0.5mb =1mY = 2/3H =2/3(0.30 ) =0.33mX21X11.000.3330.330.5X2 =0.33*1/3X1 =0.33*1.00/0.50X2 =0.11mX1 =0.66Luego:L2=0.202+0.0520.35mL1=0.202+0.3320.74*) .- PERIMETRO MOJADO :Pm =L1+L2 = .35+.74Pm =1.09m*) .- AREA HIDRAULICA :A = (X1+X2)*Y/2 = ( 0.66+0.11)*0.33/2A =0.13m2*) .- RADIO HIDRAULIC0 :R = A/Pm = 0.04/0.600R =0.12m*).- Por manning :Q =0.13*0.122/3*0.015/20.016Q =0.23598m3/segQ =0.23598m3/seg>Qdiseo =0.11m3/segokV =QV=1.84m/segA3.) DEL km 05+330-05+460Q=0.11m3/segDonde:Q = Gasto m3/segA = Area HidraulicaR = Radio HidraulicoS =Pendiente de la cunetan =Rugosidad de la Caja HidraulicaPENDIENTE ASUMIDA1.50%0.016(Para canales revestidos)H =0.5mb =1mY = 2/3H =2/3(0.30 ) =0.33mX21X11.000.3330.330.5X2 =0.33*1/3X1 =0.33*1.00/0.50X2 =0.11mX1 =0.66mLuego:L2=0.202+0.0520.35mL1=0.202+0.3320.74m*) .- PERIMETRO MOJADO :Pm =L1+L2 = .35+.74Pm =1.09m*) .- AREA HIDRAULICA :A = (X1+X2)*Y/2 = ( 0.66+0.11)*0.33/2A =0.13m2*) .- RADIO HIDRAULIC0 :R = A/Pm = 0.04/0.600R =0.12m*).- Por manning :Q =0.13*0.122/3*0.015/20.016Q =0.23598m3/segQ =0.23598m3/seg>Qdiseo =0.11m3/segokV =QV=1.84m/segA4.) DEL km 05+600-05+760Q=0.14m3/segDonde:Q = Gasto m3/segA = Area HidraulicaR = Radio HidraulicoS =Pendiente de la cunetan =Rugosidad de la Caja HidraulicaPENDIENTE ASUMIDA1.50%0.016(Para canales revestidos)H =0.6mb =1.2mY = 2/3H =2/3(0.30 ) =0.40mX21X11.200.4030.400.6X2 =0.47*1/3X1 =0.47*1.00/0.7X2 =0.13mX1 =0.80mLuego:L2=0.202+0.0520.42mL1=0.202+0.3320.89m*) .- PERIMETRO MOJADO :Pm =L1+L2 = .35+.74Pm =1.31m*) .- AREA HIDRAULICA :A = (X1+X2)*Y/2 = ( 0.66+0.11)*0.33/2A =0.19m2*) .- RADIO HIDRAULIC0 :R = A/Pm = 0.04/0.600R =0.14m*).- Por manning :Q =0.13*0.122/3*0.015/20.016Q =0.38981m3/segQ =0.38981m3/seg>Qdiseo =0.14m3/segokV =QV=2.09m/segAPor lo tanto se diseara o construira cunetas de dimensines estandares en todo el tramo tanto derecha como izquierda, desde el Km 05+000 - 06+000; como se detalla a continuacion:NOTA :Solo para el tramo 5 del lado derecho de la carretera se aumentara el tamao de la seccion de la sigte manera:5.) DEL km 05+760-06+880Q=0.10m3/segDonde:Q = Gasto m3/segA = Area HidraulicaR = Radio HidraulicoS =Pendiente de la cunetan =Rugosidad de la Caja HidraulicaPENDIENTE ASUMIDA1.50%0.016(Para canales revestidos)H =0.6mb =1.2mY = 2/3H =2/3(0.30 ) =0.40mX21X11.200.4030.400.6X2 =0.47*1/3X1 =0.47*1.00/0.7X2 =0.13mX1 =0.80mLuego:L2=0.202+0.0520.42mL1=0.202+0.3320.89m*) .- PERIMETRO MOJADO :Pm =L1+L2 = .35+.74Pm =1.31m*) .- AREA HIDRAULICA :A = (X1+X2)*Y/2 = ( 0.66+0.11)*0.33/2A =0.19m2*) .- RADIO HIDRAULIC0 :R = A/Pm = 0.04/0.600R =0.14m*).- Por manning :Q =0.13*0.122/3*0.015/20.016Q =0.38981m3/segQ =0.38981m3/seg>Qdiseo =0.10m3/segokV =QV=2.09m/segAPor lo tanto se diseara o construira cunetas de dimensines estandares en todo el tramo tanto derecha como izquierda, desde el Km 05+000 - 06+000; como se detalla a continuacion:NOTA :Solo para el tramo 5 del lado derecho de la carretera se aumentara el tamao de la seccion de la sigte manera:
H=0.50B=1.0001ZL1X2X1L22/3H=0.33 mL2X231L1X10.501.000.20 m0.33 mH=0.50B=1.0001ZL1X2X1L22/3H=0.33 mL2X231L1X10.501.000.20 m0.33 mH=0.50B=1.0001ZL1X2X1L22/3H=0.33 mL2X231L1X10.501.000.20 m0.33 mH=0.50B=1.0001ZL1X2X1L22/3H=0.33 mL2X231L1X10.501.000.20 m0.33 mH=0.60B=1.2001ZL1X2X1L22/3H=0.4 mL2X231L1X10.501.000.20 m0.33 mH=0.50B=1.0001ZL1X2X1L22/3H=0.33 mH=0.60B=1.20001ZL1X2X1L22/3H=0.40 mH=0.50B=1.0001ZL1X2X1L22/3H=0.33 mL2X231L1X10.501.000.20 m0.33 mH=0.50B=1.0001ZL1X2X1L22/3H=0.33 mL2X231L1X10.501.000.20 m0.33 mH=0.50B=1.001ZL1X2X1L22/3H=0.33 mL2X231L1X10.501.000.20 m0.33 mH=0.50B=1.0001ZL1X2X1L22/3H=0.33 mL2X231L1X10.501.000.20 m0.33 mH=0.60B=1.2001ZL1X2X1L22/3H=0.4 mL2X231L1X10.501.000.20 m0.33 mH=0.50B=1.0001ZL1X2X1L22/3H=0.33 mH=0.60B=1.20001ZL1X2X1L22/3H=0.40 m
diseo de canaletasCANALETAS DE ENCAUSAMIENTODisearemos canaletas de encausamineto para poder evacuar el acudal de las cunetas hacia la alcantarillaasi como para proteger el terraplenasumidoZ =2.00; Luego la seccin minima es la siguiente:Z =2b =0.5H =0.5mY=2/3*H=2/3*0.5=Y =0.33mClculo del Gasto (Mtodo Manning) :Luego por la formula de MANNING, se puede determinar el caudal que soporta la seccin planteada porlas "NORMAS PERUANAS PARA EL DISEO DE CARRETERAS.Verificando que la seccin cumple para las condiciones de trabajoDonde:Q = Gasto m3/segA = Area HidraulicaR = Radio HidraulicoS =Pendiente de la cunetan =Rugosidad de la Caja Hidraulicacomo sera revestido :0.016(Para canales revestidos)*) .- PERIMETRO MOJADO :Pm =0.5+2*0.33*5^0.5=1.98m*) .- AREA HIDRAULICA :A =(0.5+2*0.33)*0.33 =0.38m2*) .- RADIO HIDRAULIC0 :R = 0.38/1.98 =0.19mCapacidad Canaleta de encausamiento Lado izquierdo2.) DEL km 05+200-05+330Para el diseo de esta canaleta o zanja solo se utiliza del tramo izquierdo de la carreteraQ=0.20m3/seg*).- Por manning :n =0.016(Para canales revestidos)R =0.19A =0.38Z =2pendiente asumida(Cuneta de Defensa) =1.00%*) Luego :Q =0.38*0.192/3*0.011/20.016Q =0.78493m3/seg>Qdiseo =0.201m3/segOK*).- Verificacion por velocidad :V =QV =0.784932.07m /segA0.38V =2.07m /segV > 0.80 m/sg (Vmin por sedimentacionNOTA:Se trabajara con las minimas encontradaslas cuales especificaremos a l finalizar3.) DEL km 05+330-05+460Para el diseo de esta canaleta o zanja solo se utiliza del tramo izquierdo de la carreteraQ=0.07m3/seg*).- Por manning :n =0.016(Para canales revestidos)R =0.19A =0.38Z =2pendiente asumida(Cuneta de Defensa) =1.00%*) Luego :Q =0.38*0.192/3*0.011/20.016Q =0.78493m3/seg>Qdiseo =0.07m3/segOK*).- Verificacion por velocidad :V =QV =0.784932.07m /segA0.38V =2.07m /segV > 0.80 m/sg (Vmin por sedimentacionNOTA:Se trabajara con las minimas encontradaslas cuales especificaremos a l finalizar Lado derecho2.) DEL km 05+200-05+330|Q=0.11m3/seg*).- Por manning :n =0.016(Para canales revestidos)R =0.19A =0.38Z =2pendiente asumida(Cuneta de Defensa) =1.00%*) Luego :Q =0.38*0.192/3*0.011/20.016Q =0.78493m3/seg>Qdiseo =0.11m3/segOK*).- Verificacion por velocidad :V =QV =0.784932.07m /segA0.38V =2.07m /segV > 0.80 m/sg (Vmin por sedimentacionNOTA:Se trabajara con las minimas encontradaslas cuales especificaremos a l finalizar3.) DEL km 05+330-05+460Q=0.11m3/seg*).- Por manning :n =0.016(Para canales revestidos)R =0.19A =0.38Z =2pendiente asumida(Cuneta de Defensa) =1.00%*) Luego :Q =0.38*0.192/3*0.011/20.016Q =0.78493m3/seg>Qdiseo =0.11m3/segOK*).- Verificacion por velocidad :V =QV =0.784932.07m /segA0.38V =2.07m /segV > 0.80 m/sg (Vmin por sedimentacionNOTA:Se trabajara con las minimas encontradaslas cuales especificaremos a l finalizar4.) DEL km 05+600-05+760Q=0.14m3/seg*).- Por manning :n =0.016(Para canales revestidos)R =0.19A =0.38Z =2pendiente asumida(Cuneta de Defensa) =1.00%*) Luego :Q =0.38*0.192/3*0.011/20.016Q =0.78493m3/seg>Qdiseo =0.14m3/segOK*).- Verificacion por velocidad :V =QV =0.784932.07m /segA0.38V =2.07m /segV > 0.80 m/sg (Vmin por sedimentacionNOTA:Se trabajara con las minimas encontradaslas cuales especificaremos a l finalizar5.) DEL km 05+760-06+880Q=0.10m3/seg*).- Por manning :n =0.016(Para canales revestidos)R =0.19A =0.38Z =2pendiente asumida(Cuneta de Defensa) =1.00%*) Luego :Q =0.38*0.192/3*0.011/20.016Q =0.78493m3/seg>Qdiseo =0.10m3/segOK*).- Verificacion por velocidad :V =QV =0.784932.07m /segA0.38V =2.07m /segV > 0.80 m/sg (Vmin por sedimentacionNOTA:Se trabajara con las minimas encontradaslas cuales especificaremos a l finalizar
0.5m1.00m120.5m
diseo de alcantarillasDiseo de la AlcantarillasAlcantarilla N 01 - Km. 05+760Clculo del Caudal Total:Q1 =0.0707m3/seg (Canaleta de encausamientoKM 05+600 al KM 05+760 )Q2=0.1341m3/seg (Cuneta de encausamientoKM 05+760al KM 06+000 )Q3=1.0000m3/seg (caudal asumido que trae de partes altas de la quebrada)QT =1.2048m3/segClculo del Dimetro:Q=Ac*Vc.............(1)Donde :Ac=0.5768D^2Vc=2gHc; Hc=0.6887DReemplazando en (1) :Q=(0.5768D^2)* 2g*0.6887D(0.5768D^2)^2*(2*9.81*0.6887D)4.495516*D^5para Q=1.2048m3/segD =0.80m =31.5Diametro comercial de :36pulg.=0.91mCalculo de la pendiente por Manning :...........(2)Donde :Q=1.2048n=0.021(Para metal corrugado)Ac=0.6504Pm=1.7816R=0.6504=0.36511.7816R=0.37mReemplazando en (2) :S=0.580%Calculo de longitudes de transiciones:Lt = 4*D=3.64mCalculo de longitudes de transiciones:Lt = 3*D=2.73mCalculo de longitudes de tuberia:En la figura se muestran las cotas respectivas de la progresiva257.920.580%Longitudes:- Lado (AB) =2.57m- Lado (CD) =2.57m- Lado (BC) =9.00m- Lado (AD) =AB+BC+CD =14.14m- Lado (DE) =AD*S =0.082m- Lado (EF) =0.082mLongitud de la alcantarilla:Lt = AD+EF=14.22mCalculo Cota de salida:CE=258CF = CE-Lt*S =257.92m.s.n.mAlcantarilla N 01 - Km. 05+760Clculo del Caudal Total:Q1 =0.1341m3/seg (Canaleta de encausamientoKM 05+600 al KM 05+760 )Q2=0.1676m3/seg (Cuneta de encausamientoKM 05+760al KM 06+000 )Q3=1.0000m3/seg (caudal asumido que trae de partes altas de la quebrada)QT =1.3017m3/segClculo del Dimetro:Q=Ac*Vc.............(1)Donde :Ac=0.5768D^2Vc=2gHc; Hc=0.6887DReemplazando en (1) :Q=(0.5768D^2)* 2g*0.6887D(0.5768D^2)^2*(2*9.81*0.6887D)4.495516*D^5para Q=1.3017m3/segD =0.82m =32.28Diametro comercial de :36pulg.=0.91mCalculo de la pendiente por Manning :...........(2)Donde :Q=1.3017n=0.021(Para metal corrugado)Ac=0.6504Pm=1.7816R=0.6504=0.36511.7816R=0.37mReemplazando en (2) :S=0.677%Calculo de longitudes de transiciones:Lt = 4*D=3.64mCalculo de longitudes de transiciones:Lt = 3*D=2.73mCalculo de longitudes de tuberia:En la figura se muestran las cotas respectivas de la progresiva257.900.677%Longitudes:- Lado (AB) =2.57m- Lado (CD) =2.57m- Lado (BC) =9.00m- Lado (AD) =AB+BC+CD =14.14m- Lado (DE) =AD*S =0.0957m- Lado (EF) =0.0957mLongitud de la alcantarilla:Lt = AD+EF=14.24mCalculo Cota de salida:CE=258CF = CE-Lt*S =257.90m.s.n.m
260.57 m.s.n.m260.52 m.s.n.m.m.s.n.m
m.s.n.m258.00 m.s.n.mEje de la via2.57m2.57m11ABCDEF11260.57 m.s.n.m260.52 m.s.n.m.m.s.n.m
m.s.n.m258.00 m.s.n.mEje de la via2.57m2.57m11ABCDEF11
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MBD000F5FBB.unknown
MBD000F5FB9.unknown
MBD000F5FA8.unknown
MBD000F5FB0.unknown
MBD000F5FB4.unknown
MBD000F5FB6.unknown
MBD000F5FB7.unknown
MBD000F5FB5.unknown
MBD000F5FB2.unknown
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MBD000F5FAF.unknown
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MBD000F5FAA.unknown
MBD000F5FAB.unknown
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MBD000F5FA0.unknown
MBD000F5FA4.unknown
MBD000F5FA6.unknown
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MBD000F5FA5.unknown
MBD000F5FA2.unknown
MBD000F5FA3.unknown
MBD000F5FA1.unknown
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MBD000F5F9F.unknown
MBD000F5F9D.unknown
MBD000F5F9A.unknown
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MBD000F5F78.unknown
MBD000F5F88.unknown
MBD000F5F90.unknown
MBD000F5F94.unknown
MBD000F5F96.unknown
MBD000F5F97.unknown
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MBD000F5F92.unknown
MBD000F5F93.unknown
MBD000F5F91.unknown
MBD000F5F8C.unknown
MBD000F5F8E.unknown
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MBD000F5F8D.unknown
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MBD000F5F8B.unknown
MBD000F5F89.unknown
MBD000F5F80.unknown
MBD000F5F84.unknown
MBD000F5F86.unknown
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MBD000F5F85.unknown
MBD000F5F82.unknown
MBD000F5F83.unknown
MBD000F5F81.unknown
MBD000F5F7C.unknown
MBD000F5F7E.unknown
MBD000F5F7F.unknown
MBD000F5F7D.unknown
MBD000F5F7A.unknown
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MBD000E3787.unknown
MBD000F5F70.unknown
MBD000F5F74.unknown
MBD000F5F76.unknown
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MBD000F5F75.unknown
MBD000F5F72.unknown
MBD000F5F73.unknown
MBD000F5F71.unknown
MBD000F5F68.unknown
MBD000F5F6C.unknown
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MBD000F5F6D.unknown
MBD000F5F6A.unknown
MBD000F5F6B.unknown
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MBD000F5F64.unknown
MBD000F5F66.unknown
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MBD000F5F65.unknown
MBD000F5F60.unknown
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MBD000F5F63.unknown
MBD000F5F61.unknown
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MBD000F5F5C.unknown
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MBD000F5F5B.unknown
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MBD000E3786.unknown
MBD000E3784.unknown
MBD000E3781.unknown
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MBD000E3780.unknown
MBD000E377B.unknown
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MBD000E377C.unknown
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MBD000E377A.unknown
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MBD0000A72C.unknown
MBD00012853.unknown
MBD00048DB2.unknown
MBD000D8F2E.unknown
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MBD000E376F.unknown
MBD000E3773.unknown
MBD000E3775.unknown
MBD000E3776.unknown
MBD000E3774.unknown
MBD000E3771.unknown
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MBD000E376B.unknown
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MBD000E375F.unknown
MBD000E3763.unknown
MBD000E3765.unknown
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MBD000E375B.unknown
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MBD0005F19F.unknown
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MBD000D8F27.unknown
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MBD000D8F24.unknown
MBD000D8F25.unknown
MBD000D8F22.unknown
MBD000D6B3C.unknown
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MBD000D6B40.unknown
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MBD000D158E.unknown
MBD000D6B39.unknown
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MBD000D158C.unknown
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MBD000D158A.unknown
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MBD0005F1A0.unknown
MBD000D1589.unknown
MBD0004D839.unknown
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MBD0005F19C.unknown
MBD0005F19D.unknown
MBD0004D8DD.unknown
MBD0004D83D.unknown
MBD0004D8D9.unknown
MBD0004D83C.unknown
MBD0004996A.unknown
MBD0004A4A5.unknown
MBD0004A4A6.unknown
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MBD00049969.unknown
MBD00048DB3.unknown
MBD0003684B.unknown
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MBD0003F81D.unknown
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MBD0004710B.unknown
MBD00048DB1.unknown
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MBD000445E8.unknown
MBD000445E9.unknown
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MBD0003F819.unknown
MBD0003F81B.unknown
MBD0003F81C.unknown
MBD0003F81A.unknown
MBD000384AC.unknown
MBD0003F818.unknown
MBD000384AA.unknown
MBD00037604.unknown
MBD000384A3.unknown
MBD000384A7.unknown
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MBD000384A1.unknown
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MBD000375FE.unknown
MBD00037601.unknown
MBD00037603.unknown
MBD00037600.unknown
MBD0003684E.unknown
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MBD00017617.unknown
MBD00030AD5.unknown
MBD00036844.unknown
MBD00036848.unknown
MBD0003684A.unknown
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MBD00030AD7.unknown
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MBD00030AD6.unknown
MBD00030AD1.unknown
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MBD00030AD2.unknown
MBD000252C5.unknown
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MBD00017619.unknown
MBD000252C3.unknown
MBD000252C4.unknown
MBD000252C1.unknown
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MBD00017618.unknown
MBD0001465D.unknown
MBD00017613.unknown
MBD00017615.unknown
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MBD00017614.unknown
MBD0001465F.unknown
MBD00017612.unknown
MBD0001465E.unknown
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MBD0001465B.unknown
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MBD0001465A.unknown
MBD0001452C.unknown
MBD0001452E.unknown
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MBD0001452D.unknown
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MBD0001452A.unknown
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MBD00014529.unknown
MBD00014527.unknown
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MBD0000A775.unknown
MBD0000A79F.unknown
MBD0000A7B6.unknown
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MBD0001284F.unknown
MBD00012851.unknown
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MBD0001119C.unknown
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MBD0000A7B2.unknown
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MBD0000A7AE.unknown
MBD0000A7AC.unknown
MBD0000A7A5.unknown
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MBD0000A7A2.unknown
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MBD0000A794.unknown
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MBD0000A798.unknown
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MBD0000A78C.unknown
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MBD0000A785.unknown
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MBD0000A754.unknown
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MBD0000A6FF.unknown
MBD0000A6FD.unknown
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MBD0000A6F5.unknown
MBD0000A6F2.unknown
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MBD0000A6EE.unknown
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MBD0000A6ED.unknown
MBD0000A6EA.unknown
MBD0000A6EB.unknown
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MBD0000A6D5.unknown
MBD0000A6D2.unknown
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MBD0000A6CE.unknown
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MBD0000A6CD.unknown
MBD0000A6CA.unknown
MBD0000A6CB.unknown
MBD0000A6C9.unknown
MBD0000A6C4.unknown
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MBD0000A6C5.unknown
MBD0000A6C2.unknown
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MBD0000A6BE.unknown
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MBD0000A6BD.unknown
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MBD0000A6A5.unknown
MBD0000A6A2.unknown
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MBD0000A694.unknown
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MBD0000A630.unknown
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MBD00001ECB.unknown
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MBD0000A5C2.unknown
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MBD000068B4.unknown
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MBD00001F6A.unknown
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MBD00001F69.unknown
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MBD00001F64.unknown
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MBD00001F63.unknown
MBD00001F60.unknown
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MBD00001F59.unknown
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MBD00001F16.unknown
MBD00001F36.unknown
MBD00001F46.unknown
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MBD00001F54.unknown
MBD00001F55.unknown
MBD00001F53.unknown
MBD00001F50.unknown
MBD00001F51.unknown
MBD00001F4F.unknown
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MBD00001F4C.unknown
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MBD00001F48.unknown
MBD00001F49.unknown
MBD00001F47.unknown
MBD00001F3E.unknown
MBD00001F42.unknown
MBD00001F44.unknown
MBD00001F45.unknown
MBD00001F43.unknown
MBD00001F40.unknown
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MBD00001F3F.unknown
MBD00001F3A.unknown
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