Download - Diseño Alcant. y Cunetas 1
alcantarilla (1)AlcantarillaClculo del escurrimiento :Tipo de superficieValor de CPavimento asfltico0.80 ~ 0.90Pavimento de Concreto0.70 ~ 0.90Afirmado0.35 ~ 0.70Suelo impermeable0.40 ~ 0.65Suelo impermeable con vegetacin0.30 ~ 0.55Suelo semi permeable0.15 ~ 0.40Suelo semi permeable con vegetacin0.00 ~ 0.10Suelo permeable0.05 ~ 0.20Suelo semi impermeable con vegetacin0.10 ~ 0.30reas residuales urbanas0.50 ~ 0.80Alcantarilla N 01 -00+437.01Suelo semi impermeable con vegetacin el valor de C0.25Clculo del Gasto (Mtodo Racional) :0.9144Q = Gasto lt/segC = Coeficiente de escorrentaI = Intensidad=23.00cm/hA = Area Tributaria=2.07HQ = 27.520.2523.0002.07=0.328m3/seg1000Clculo del Dimetro de la alcantarilla.(para mxima eficiencia hidrulica)1.-Considerando una seccin para mxima eficiencia hidrulica tomamos la siguiente relacin.Y=0.94DY=0.94D2.-Con este valor ingresamos a la tabla 3.12b - Frmula de Manning en Conductos Cerradosy obtenemos :R=0.2895D=3.4542RDA=0.7662A=0.7662D2D2A = 0.7662(0.76623.4542R2=9.1420798769R2A =9.1421R2S=2.50.025n=0.015Q =9.1421R2 R2/3 * S1/2nR =Q n3/89.1421S1/2R =0.3280.0159.14210.025R=0.119mReemplazando en :D=3.4542RD=0.410mD=16.135Pulg< >f =36( mnimo comercial )Con el dimetro comercial obtenemos :R =0.2895fR =0.265mA=9.1421R2A =0.641m2Y=0.94DY =0.860mVerificando la velocidad :0.86660.328=0.51m/seg>0.25 m/segOK0.6406407832Verificando el gasto por Manning :0.64060.2650.0251/20.015Q =2.78m3/seg>0.328m3/segOKd =0.055D=0.91Y=0.860Alcantarilla N 02 - 00+596.86Suelo semi permeable con vegetacin el valor de C0.25Clculo del Gasto (Mtodo Racional) :Q = Gasto lt/segC = Coeficiente de escorrentaI = Intensidad=23.00cm/hA = Area Tributaria=3.38HQ = 27.520.2523.0003.38=0.535m3/seg1000Clculo del Dimetro de la alcantarilla.(para mxima eficiencia hidrulica)1.-Considerando una seccin para mxima eficiencia hidrulica tomamos la siguiente relacin.Y=0.94DY=0.94D2.-Con este valor ingresamos a la tabla 3.12b - Frmula de Manning en Conductos Cerradosy obtenemos :R=0.2895D=3.4542RDA=0.7662A=0.7662D2D2A = 0.7662(0.76623.4542R2=9.1420798769R2A =9.1421R2S=2.000.02n=0.015Q =9.1421R2 R2/3 * S1/2nR =Q n3/89.1421S1/2R =0.5350.0159.14210.02R=0.149mReemplazando en :D=3.4542RD=0.514mD=20.221Pulg< >f =36( mnimo comercial )Con el dimetro comercial obtenemos :R =0.2895fR =0.265mA=9.1421R2A =0.641m2Y=0.94DY =0.860mVerificando la velocidad :0.535=0.83m/seg>0.25 m/segOK0.6406407832Verificando el gasto por Manning :0.64060.2650.021/20.015Q =2.49m3/seg>0.535m3/segOKd =0.055D=0.91Y=0.860Alcantarilla N 03 - 00+913.61Suelo semi permeable con vegetacin el valor de C0.25Clculo del Gasto (Mtodo Racional) :Q = Gasto lt/segC = Coeficiente de escorrentaI = Intensidad=23.00cm/hA = Area Tributaria=4.76HQ = 27.520.2523.0004.76=0.753m3/seg1000Clculo del Dimetro de la alcantarilla.(para mxima eficiencia hidrulica)1.-Considerando una seccin para mxima eficiencia hidrulica tomamos la siguiente relacin.Y=0.94DY=0.94D2.-Con este valor ingresamos a la tabla 3.12b - Frmula de Manning en Conductos Cerradosy obtenemos :R=0.2895D=3.4542RDA=0.7662A=0.7662D2D2A = 0.7662(0.76623.4542R2=9.1420798769R2A =9.1421R2S=20.02n=0.015Q =9.1421R2 R2/3 * S1/2nR =Q n3/89.1421S1/2R =0.7530.0159.14210.02R=0.169mReemplazando en :D=3.4542RD=0.584mD=22.991Pulg< >f =36Con el dimetro comercial obtenemos :R =0.2895fR =0.265mA=9.1421R2A =0.641m2Y=0.94DY =0.860mVerificando la velocidad :0.753=1.18m/seg>0.25 m/segOK0.6406407832Verificando el gasto por Manning :0.64060.2650.021/20.015Q =2.49m3/seg>0.753m3/segOKd =0.055D=0.91Y=0.860Alcantarilla N 04 - Km. 1+220Suelo semi permeable con vegetacin el valor de C0.25Clculo del Gasto (Mtodo Racional) :Q = Gasto lt/segC = Coeficiente de escorrentaI = Intensidad=23.00cm/hA = Area Tributaria=1.56HQ = 27.520.2523.0001.56=0.247m3/seg1000Clculo del Dimetro de la alcantarilla.(para mxima eficiencia hidrulica)1.-Considerando una seccin para mxima eficiencia hidrulica tomamos la siguiente relacin.Y=0.94DY=0.94D2.-Con este valor ingresamos a la tabla 3.12b - Frmula de Manning en Conductos Cerradosy obtenemos :R=0.2895D=3.4542RDA=0.7662A=0.7662D2D2A = 0.7662(0.76623.4542R2=9.1420798769R2A =9.1421R2S=2.000.02n=0.015Q =9.1421R2 R2/3 * S1/2nR =Q n3/89.1421S1/2R =0.2470.0159.14210.02R=0.111mReemplazando en :D=3.4542RD=0.384mD=15.132Pulg< >f =36( mnimo comercial )Con el dimetro comercial obtenemos :R =0.2895fR =0.265mA=9.1421R2A =0.641m2Y=0.94DY =0.860mVerificando la velocidad :0.247=0.39m/seg>0.25 m/segOK0.6406407832Verificando el gasto por Manning :0.64060.2650.021/20.015Q =2.49m3/seg>0.247m3/segOKd =0.055D=0.91Y=0.860Alcantarilla N 05 - Km. 1+641.61Suelo semi permeable con vegetacin el valor de C0.25Clculo del Gasto (Mtodo Racional) :Q = Gasto lt/segC = Coeficiente de escorrentaI = Intensidad=23.00cm/hA = Area Tributaria=1.03HQ = 27.520.2523.0001.03=0.163m3/seg1000Clculo del Dimetro de la alcantarilla.(para mxima eficiencia hidrulica)1.-Considerando una seccin para mxima eficiencia hidrulica tomamos la siguiente relacin.Y=0.94DY=0.94D2.-Con este valor ingresamos a la tabla 3.12b - Frmula de Manning en Conductos Cerradosy obtenemos :R=0.2895D=3.4542RDA=0.7662A=0.7662D2D2A = 0.7662(0.76623.4542R2=9.1420798769R2A =9.1421R2S=2.000.02n=0.015Q =9.1421R2 R2/3 * S1/2nR =Q n3/89.1421S1/2R =0.1630.0159.14210.02R=0.095mReemplazando en :D=3.4542RD=0.329mD=12.950Pulg< >f =36Con el dimetro comercial obtenemos :R =0.2895fR =0.265mA=9.1421R2A =0.641m2Y=0.94DY =0.860mVerificando la velocidad :0.163=0.25m/seg>0.25 m/segOK0.6406407832Verificando el gasto por Manning :0.64060.2650.021/20.015Q =2.49m3/seg>0.163m3/segOKd =0.055D=0.91Y=0.860Alcantarilla N 06 - Km. 1+810.13Suelo semi permeable con vegetacin el valor de C0.25Clculo del Gasto (Mtodo Racional) :Q = Gasto lt/segC = Coeficiente de escorrentaI = Intensidad=23.00cm/hA = Area Tributaria=1.39HQ = 27.520.2523.0001.39=0.220m3/seg1000Clculo del Dimetro de la alcantarilla.(para mxima eficiencia hidrulica)1.-Considerando una seccin para mxima eficiencia hidrulica tomamos la siguiente relacin.Y=0.94DY=0.94D2.-Con este valor ingresamos a la tabla 3.12b - Frmula de Manning en Conductos Cerradosy obtenemos :R=0.2895D=3.4542RDA=0.7662A=0.7662D2D2A = 0.7662(0.76623.4542R2=9.1420798769R2A =9.1421R2S=2.000.02n=0.015Q =9.1421R2 R2/3 * S1/2nR =Q n3/89.1421S1/2R =0.2200.0159.14210.02R=0.107mReemplazando en :D=3.4542RD=0.368mD=14.491Pulg< >f =36Con el dimetro comercial obtenemos :R =0.2895fR =0.265mA=9.1421R2A =0.641m2Y=0.94DY =0.860mVerificando la velocidad :0.220=0.34m/seg>0.25 m/segOK0.6406407832Verificando el gasto por Manning :0.64060.2650.021/20.015Q =2.49m3/seg>0.220m3/segOKd =0.055D=0.91Y=0.860Alcantarilla N 07 - Km. 2+140Suelo semi permeable con vegetacin el valor de C0.25Clculo del Gasto (Mtodo Racional) :Q = Gasto lt/segC = Coeficiente de escorrentaI = Intensidad=23.00cm/hA = Area Tributaria=1.06HQ = 27.520.2523.0001.06=0.168m3/seg1000Clculo del Dimetro de la alcantarilla.(para mxima eficiencia hidrulica)1.-Considerando una seccin para mxima eficiencia hidrulica tomamos la siguiente relacin.Y=0.94DY=0.94D2.-Con este valor ingresamos a la tabla 3.12b - Frmula de Manning en Conductos Cerradosy obtenemos :R=0.2895D=3.4542RDA=0.7662A=0.7662D2D2A = 0.7662(0.76623.4542R2=9.1420798769R2A =9.1421R2S=2.000.02n=0.015Q =9.1421R2 R2/3 * S1/2nR =Q n3/89.1421S1/2R =0.1680.0159.14210.02R=0.096mReemplazando en :D=3.4542RD=0.332mD=13.090Pulg< >f =36( mnimo comercial )Con el dimetro comercial obtenemos :R =0.2895fR =0.265mA=9.1421R2A =0.641m2Y=0.94DY =0.860mVerificando la velocidad :0.168=0.26m/seg>0.25 m/segOK0.6406407832Verificando el gasto por Manning :0.64060.2650.021/20.015Q =2.49m3/seg>0.168m3/segOKd =0.055D=0.91Y=0.860Alcantarilla N 08 - Km. 2+340.48Suelo semi permeable con vegetacin el valor de C0.25Clculo del Gasto (Mtodo Racional) :Q = Gasto lt/segC = Coeficiente de escorrentaI = Intensidad=23.00cm/hA = Area Tributaria=1.16HQ = 27.520.2523.0001.16=0.184m3/seg1000Clculo del Dimetro de la alcantarilla.(para mxima eficiencia hidrulica)1.-Considerando una seccin para mxima eficiencia hidrulica tomamos la siguiente relacin.Y=0.94DY=0.94D2.-Con este valor ingresamos a la tabla 3.12b - Frmula de Manning en Conductos Cerradosy obtenemos :R=0.2895D=3.4542RDA=0.7662A=0.7662D2D2A = 0.7662(0.76623.4542R2=9.1420798769R2A =9.1421R2S=2.000.02n=0.015Q =9.1421R2 R2/3 * S1/2nR =Q n3/89.1421S1/2R =0.1840.0159.14210.02R=0.100mReemplazando en :D=3.4542RD=0.344mD=13.540Pulg< >f =36( mnimo comercial )Con el dimetro comercial obtenemos :R =0.2895fR =0.265mA=9.1421R2A =0.641m2Y=0.94DY =0.860mVerificando la velocidad :0.184=0.29m/seg>0.25 m/segOK0.6406407832Verificando el gasto por Manning :0.64060.2650.021/20.015Q =2.49m3/seg>0.184m3/segOKd =0.055D=0.91Y=0.860Alcantarilla N 09 - Km. 2+340.48Suelo semi permeable con vegetacin el valor de C0.25Clculo del Gasto (Mtodo Racional) :Q = Gasto lt/segC = Coeficiente de escorrentaI = Intensidad=23.00cm/hA = Area Tributaria=2.89HQ = 27.520.2523.0002.89=0.457m3/seg1000Clculo del Dimetro de la alcantarilla.(para mxima eficiencia hidrulica)1.-Considerando una seccin para mxima eficiencia hidrulica tomamos la siguiente relacin.Y=0.94DY=0.94D2.-Con este valor ingresamos a la tabla 3.12b - Frmula de Manning en Conductos Cerradosy obtenemos :R=0.2895D=3.4542RDA=0.7662A=0.7662D2D2A = 0.7662(0.76623.4542R2=9.1420798769R2A =9.1421R2S=2.000.02n=0.015Q =9.1421R2 R2/3 * S1/2nR =Q n3/89.1421S1/2R =0.4570.0159.14210.02R=0.140mReemplazando en :D=3.4542RD=0.484mD=19.068Pulg< >f =36( mnimo comercial )Con el dimetro comercial obtenemos :R =0.2895fR =0.265mA=9.1421R2A =0.641m2Y=0.94DY =0.860mVerificando la velocidad :0.457=0.71m/seg>0.25 m/segOK0.6406407832Verificando el gasto por Manning :0.64060.2650.021/20.015Q =2.49m3/seg>0.457m3/segOKd =0.055D=0.91Y=0.860Alcantarilla N 10 - Km. 2+965.50Suelo semi permeable con vegetacin el valor de C0.25Clculo del Gasto (Mtodo Racional) :Q = Gasto lt/segC = Coeficiente de escorrentaI = Intensidad=23.00cm/hA = Area Tributaria=2.08HQ = 27.520.2523.0002.08=0.329m3/seg1000Clculo del Dimetro de la alcantarilla.(para mxima eficiencia hidrulica)1.-Considerando una seccin para mxima eficiencia hidrulica tomamos la siguiente relacin.Y=0.94DY=0.94D2.-Con este valor ingresamos a la tabla 3.12b - Frmula de Manning en Conductos Cerradosy obtenemos :R=0.2895D=3.4542RDA=0.7662A=0.7662D2D2A = 0.7662(0.76623.4542R2=9.1420798769R2A =9.1421R2S=2.000.02n=0.015Q =9.1421R2 R2/3 * S1/2nR =Q n3/89.1421S1/2R =0.3290.0159.14210.02R=0.124mReemplazando en :D=3.4542RD=0.428mD=16.855Pulg< >f =36( mnimo comercial )Con el dimetro comercial obtenemos :R =0.2895fR =0.265mA=9.1421R2A =0.641m2Y=0.94DY =0.860mVerificando la velocidad :0.329=0.51m/seg>0.25 m/segOK0.6406407832Verificando el gasto por Manning :0.64060.2650.021/20.015Q =2.49m3/seg>0.329m3/segOKd =0.055D=0.91Y=0.860Alcantarilla N 11 - Km. 3+080Suelo semi permeable con vegetacin el valor de C0.25Clculo del Gasto (Mtodo Racional) :Q = Gasto lt/segC = Coeficiente de escorrentaI = Intensidad=23.00cm/hA = Area Tributaria=1.46HQ = 27.520.2523.0001.46=0.231m3/seg1000Clculo del Dimetro de la alcantarilla.(para mxima eficiencia hidrulica)1.-Considerando una seccin para mxima eficiencia hidrulica tomamos la siguiente relacin.Y=0.94DY=0.94D2.-Con este valor ingresamos a la tabla 3.12b - Frmula de Manning en Conductos Cerradosy obtenemos :R=0.2895D=3.4542RDA=0.7662A=0.7662D2D2A = 0.7662(0.76623.4542R2=9.1420798769R2A =9.1421R2S=2.000.02n=0.015Q =9.1421R2 R2/3 * S1/2nR =Q n3/89.1421S1/2R =0.2310.0159.14210.02R=0.109mReemplazando en :D=3.4542RD=0.375mD=14.760Pulg< >f =36( mnimo comercial )Con el dimetro comercial obtenemos :R =0.2895fR =0.265mA=9.1421R2A =0.641m2Y=0.94DY =0.860mVerificando la velocidad :0.231=0.36m/seg>0.25 m/segOK0.6406407832Verificando el gasto por Manning :0.64060.2650.021/20.015Q =2.49m3/seg>0.231m3/segOKd =0.055D=0.91Y=0.860Alcantarilla N 12 - Km. 3+180Suelo semi permeable con vegetacin el valor de C0.25Clculo del Gasto (Mtodo Racional) :Q = Gasto lt/segC = Coeficiente de escorrentaI = Intensidad=23.00cm/hA = Area Tributaria=4.02HQ = 27.520.2523.0004.02=0.636m3/seg1000Clculo del Dimetro de la alcantarilla.(para mxima eficiencia hidrulica)1.-Considerando una seccin para mxima eficiencia hidrulica tomamos la siguiente relacin.Y=0.94DY=0.94D2.-Con este valor ingresamos a la tabla 3.12b - Frmula de Manning en Conductos Cerradosy obtenemos :R=0.2895D=3.4542RDA=0.7662A=0.7662D2D2A = 0.7662(0.76623.4542R2=9.1420798769R2A =9.1421R2S=2.000.02n=0.015Q =9.1421R2 R2/3 * S1/2nR =Q n3/89.1421S1/2R =0.6360.0159.14210.02R=0.159mReemplazando en :D=3.4542RD=0.548mD=21.580Pulg< >f =36( mnimo comercial )Con el dimetro comercial obtenemos :R =0.2895fR =0.265mA=9.1421R2A =0.641m2Y=0.94DY =0.860mVerificando la velocidad :0.636=0.99m/seg>0.25 m/segOK0.6406407832Verificando el gasto por Manning :0.64060.2650.021/20.015Q =2.49m3/seg>0.636m3/segOKd =0.055D=0.91Y=0.860Alcantarilla N 13 - Km. 3+512Suelo semi permeable con vegetacin el valor de C0.25Clculo del Gasto (Mtodo Racional) :Q = Gasto lt/segC = Coeficiente de escorrentaI = Intensidad=23.00cm/hA = Area Tributaria=4.62HQ = 27.520.2523.0004.62=0.731m3/seg1000Clculo del Dimetro de la alcantarilla.(para mxima eficiencia hidrulica)1.-Considerando una seccin para mxima eficiencia hidrulica tomamos la siguiente relacin.Y=0.94DY=0.94D2.-Con este valor ingresamos a la tabla 3.12b - Frmula de Manning en Conductos Cerradosy obtenemos :R=0.2895D=3.4542RDA=0.7662A=0.7662D2D2A = 0.7662(0.76623.4542R2=9.1420798769R2A =9.1421R2S=2.000.02n=0.015Q =9.1421R2 R2/3 * S1/2nR =Q n3/89.1421S1/2R =0.7310.0159.14210.02R=0.167mReemplazando en :D=3.4542RD=0.577mD=22.735Pulg< >f =36( mnimo comercial )Con el dimetro comercial obtenemos :R =0.2895fR =0.265mA=9.1421R2A =0.641m2Y=0.94DY =0.860mVerificando la velocidad :0.731=1.14m/seg>0.25 m/segOK0.6406407832Verificando el gasto por Manning :0.64060.2650.021/20.015Q =2.49m3/seg>0.731m3/segOKd =0.055D=0.91Y=0.860Alcantarilla N 14 - Km. 3+600Suelo semi permeable con vegetacin el valor de C0.25Clculo del Gasto (Mtodo Racional) :Q = Gasto lt/segC = Coeficiente de escorrentaI = Intensidad=23.00cm/hA = Area Tributaria=2.83HQ = 27.520.2523.0002.83=0.448m3/seg1000Clculo del Dimetro de la alcantarilla.(para mxima eficiencia hidrulica)1.-Considerando una seccin para mxima eficiencia hidrulica tomamos la siguiente relacin.Y=0.94DY=0.94D2.-Con este valor ingresamos a la tabla 3.12b - Frmula de Manning en Conductos Cerradosy obtenemos :R=0.2895D=3.4542RDA=0.7662A=0.7662D2D2A = 0.7662(0.76623.4542R2=9.1420798769R2A =9.1421R2S=2.000.02n=0.015Q =9.1421R2 R2/3 * S1/2nR =Q n3/89.1421S1/2R =0.4480.0159.14210.02R=0.139mReemplazando en :D=3.4542RD=0.481mD=18.918Pulg< >f =36( mnimo comercial )Con el dimetro comercial obtenemos :R =0.2895fR =0.265mA=9.1421R2A =0.641m2Y=0.94DY =0.860mVerificando la velocidad :0.448=0.7m/seg>0.25 m/segOK0.6406407832Verificando el gasto por Manning :0.64060.2650.021/20.015Q =2.49m3/seg>0.448m3/segOKd =0.055D=0.91Y=0.860Alcantarilla N 15 - Km. 3+707Suelo semi permeable con vegetacin el valor de C0.25Clculo del Gasto (Mtodo Racional) :Q = Gasto lt/segC = Coeficiente de escorrentaI = Intensidad=23.00cm/hA = Area Tributaria=3.69HQ = 27.520.2523.0003.69=0.584m3/seg1000Clculo del Dimetro de la alcantarilla.(para mxima eficiencia hidrulica)1.-Considerando una seccin para mxima eficiencia hidrulica tomamos la siguiente relacin.Y=0.94DY=0.94D2.-Con este valor ingresamos a la tabla 3.12b - Frmula de Manning en Conductos Cerradosy obtenemos :R=0.2895D=3.4542RDA=0.7662A=0.7662D2D2A = 0.7662(0.76623.4542R2=9.1420798769R2A =9.1421R2S=2.000.02n=0.015Q =9.1421R2 R2/3 * S1/2nR =Q n3/89.1421S1/2R =0.5840.0159.14210.02R=0.154mReemplazando en :D=3.4542RD=0.531mD=20.898Pulg< >f =36( mnimo comercial )Con el dimetro comercial obtenemos :R =0.2895fR =0.265mA=9.1421R2A =0.641m2Y=0.94DY =0.860mVerificando la velocidad :0.584=0.91m/seg>0.25 m/segOK0.6406407832Verificando el gasto por Manning :0.64060.2650.021/20.015Q =2.49m3/seg>0.584m3/segOKd =0.055D=0.91Y=0.860Alcantarilla N 16 - Km. 3+996Suelo semi permeable con vegetacin el valor de C0.25Clculo del Gasto (Mtodo Racional) :Q = Gasto lt/segC = Coeficiente de escorrentaI = Intensidad=23.00cm/hA = Area Tributaria=1.33HQ = 27.520.2523.0001.33=0.210m3/seg1000Clculo del Dimetro de la alcantarilla.(para mxima eficiencia hidrulica)1.-Considerando una seccin para mxima eficiencia hidrulica tomamos la siguiente relacin.Y=0.94DY=0.94D2.-Con este valor ingresamos a la tabla 3.12b - Frmula de Manning en Conductos Cerradosy obtenemos :R=0.2895D=3.4542RDA=0.7662A=0.7662D2D2A = 0.7662(0.76623.4542R2=9.1420798769R2A =9.1421R2S=2.000.02n=0.015Q =9.1421R2 R2/3 * S1/2nR =Q n3/89.1421S1/2R =0.2100.0159.14210.02R=0.105mReemplazando en :D=3.4542RD=0.362mD=14.253Pulg< >f =36( mnimo comercial )Con el dimetro comercial obtenemos :R =0.2895fR =0.265mA=9.1421R2A =0.641m2Y=0.94DY =0.860mVerificando la velocidad :0.210=0.33m/seg>0.25 m/segOK0.6406407832Verificando el gasto por Manning :0.64060.2650.021/20.015Q =2.49m3/seg>0.210m3/segOKd =0.055D=0.91Y=0.860Alcantarilla N 17 - Km. 4+480Suelo semi permeable con vegetacin el valor de C0.25Clculo del Gasto (Mtodo Racional) :Q = Gasto lt/segC = Coeficiente de escorrentaI = Intensidad=23.00cm/hA = Area Tributaria=2.23HQ = 27.520.2523.0002.23=0.353m3/seg1000Clculo del Dimetro de la alcantarilla.(para mxima eficiencia hidrulica)1.-Considerando una seccin para mxima eficiencia hidrulica tomamos la siguiente relacin.Y=0.94DY=0.94D2.-Con este valor ingresamos a la tabla 3.12b - Frmula de Manning en Conductos Cerradosy obtenemos :R=0.2895D=3.4542RDA=0.7662A=0.7662D2D2A = 0.7662(0.76623.4542R2=9.1420798769R2A =9.1421R2S=2.000.02n=0.015Q =9.1421R2 R2/3 * S1/2nR =Q n3/89.1421S1/2R =0.3530.0159.14210.02R=0.127mReemplazando en :D=3.4542RD=0.439mD=17.301Pulg< >f =36( mnimo comercial )Con el dimetro comercial obtenemos :R =0.2895fR =0.265mA=9.1421R2A =0.641m2Y=0.94DY =0.860mVerificando la velocidad :0.353=0.55m/seg>0.25 m/segOK0.6406407832Verificando el gasto por Manning :0.64060.2650.021/20.015Q =2.49m3/seg>0.353m3/segOKd =0.055D=0.91Y=0.860Alcantarilla N 18 - Km. 4+720Suelo semi permeable con vegetacin el valor de C0.25Clculo del Gasto (Mtodo Racional) :Q = Gasto lt/segC = Coeficiente de escorrentaI = Intensidad=23.00cm/hA = Area Tributaria=1.65HQ = 27.520.2523.0001.65=0.261m3/seg1000Clculo del Dimetro de la alcantarilla.(para mxima eficiencia hidrulica)1.-Considerando una seccin para mxima eficiencia hidrulica tomamos la siguiente relacin.Y=0.94DY=0.94D2.-Con este valor ingresamos a la tabla 3.12b - Frmula de Manning en Conductos Cerradosy obtenemos :R=0.2895D=3.4542RDA=0.7662A=0.7662D2D2A = 0.7662(0.76623.4542R2=9.1420798769R2A =9.1421R2S=2.000.02n=0.015Q =9.1421R2 R2/3 * S1/2nR =Q n3/89.1421S1/2R =0.2610.0159.14210.02R=0.114mReemplazando en :D=3.4542RD=0.393mD=15.453Pulg< >f =36( mnimo comercial )Con el dimetro comercial obtenemos :R =0.2895fR =0.265mA=9.1421R2A =0.641m2Y=0.94DY =0.860mVerificando la velocidad :0.261=0.41m/seg>0.25 m/segOK0.6406407832Verificando el gasto por Manning :0.64060.2650.021/20.015Q =2.49m3/seg>0.261m3/segOKd =0.055D=0.91Y=0.860Alcantarilla N 19 - Km. 4+720Suelo semi permeable con vegetacin el valor de C0.25Clculo del Gasto (Mtodo Racional) :Q = Gasto lt/segC = Coeficiente de escorrentaI = Intensidad=23.00cm/hA = Area Tributaria=1.06HQ = 27.520.2523.0001.06=0.168m3/seg1000Clculo del Dimetro de la alcantarilla.(para mxima eficiencia hidrulica)1.-Considerando una seccin para mxima eficiencia hidrulica tomamos la siguiente relacin.Y=0.94DY=0.94D2.-Con este valor ingresamos a la tabla 3.12b - Frmula de Manning en Conductos Cerradosy obtenemos :R=0.2895D=3.4542RDA=0.7662A=0.7662D2D2A = 0.7662(0.76623.4542R2=9.1420798769R2A =9.1421R2S=2.000.02n=0.015Q =9.1421R2 R2/3 * S1/2nR =Q n3/89.1421S1/2R =0.1680.0159.14210.02R=0.096mReemplazando en :D=3.4542RD=0.332mD=13.090Pulg< >f =36( mnimo comercial )Con el dimetro comercial obtenemos :R =0.2895fR =0.265mA=9.1421R2A =0.641m2Y=0.94DY =0.860mVerificando la velocidad :0.168=0.26m/seg>0.25 m/segOK0.6406407832Verificando el gasto por Manning :0.64060.2650.021/20.015Q =2.49m3/seg>0.168m3/segOKd =0.055D=0.91Y=0.860Alcantarilla N 20 - Km. 4+965Suelo semi permeable con vegetacin el valor de C0.25Clculo del Gasto (Mtodo Racional) :Q = Gasto lt/segC = Coeficiente de escorrentaI = Intensidad=23.00cm/hA = Area Tributaria=1.10HQ = 27.520.2523.0001.10=0.174m3/seg1000Clculo del Dimetro de la alcantarilla.(para mxima eficiencia hidrulica)1.-Considerando una seccin para mxima eficiencia hidrulica tomamos la siguiente relacin.Y=0.94DY=0.94D2.-Con este valor ingresamos a la tabla 3.12b - Frmula de Manning en Conductos Cerradosy obtenemos :R=0.2895D=3.4542RDA=0.7662A=0.7662D2D2A = 0.7662(0.76623.4542R2=9.1420798769R2A =9.1421R2S=2.000.02n=0.015Q =9.1421R2 R2/3 * S1/2nR =Q n3/89.1421S1/2R =0.1740.0159.14210.02R=0.098mReemplazando en :D=3.4542RD=0.337mD=13.273Pulg< >f =36( mnimo comercial )Con el dimetro comercial obtenemos :R =0.2895fR =0.265mA=9.1421R2A =0.641m2Y=0.94DY =0.860mVerificando la velocidad :0.174=0.27m/seg>0.25 m/segOK0.6406407832Verificando el gasto por Manning :0.64060.2650.021/20.015Q =2.49m3/seg>0.174m3/segOKd =0.055D=0.91Y=0.860
% =1/23/82/3% =1/23/82/3% =1/23/82/3% =1/23/82/32/3==% =1/23/82/3=% =1/23/82/3===="*% =1/23/82/3=="*% =1/23/82/3% =1/23/82/3% =1/23/82/32/3=% =1/23/82/3=% =1/23/82/3===% =1/23/82/3=="*% =1/23/82/3% =1/23/82/3% =1/23/82/32/3=% =1/23/82/3=% =1/23/82/3===% =1/23/82/3=="*% =1/23/82/3% =1/23/82/3% =1/23/82/32/3=% =1/23/82/3=% =1/23/82/3===% =1/23/82/3=="*% =1/23/82/3% =1/23/82/3% =1/23/82/32/3=% =1/23/82/3=% =1/23/82/3===% =1/23/82/3=="*% =1/23/82/3% =1/23/82/3% =1/23/82/32/3=% =1/23/82/3=% =1/23/82/3===% =1/23/82/3=="********% =1/23/82/3% =1/23/82/3% =1/23/82/32/3=% =1/23/82/3=% =1/23/82/3===% =1/23/82/3=="**% =1/23/82/3% =1/23/82/3% =1/23/82/32/3=% =1/23/82/3=% =1/23/82/3===% =1/23/82/3=="**% =1/23/82/3% =1/23/82/3% =1/23/82/32/3=% =1/23/82/3=% =1/23/82/3===% =1/23/82/3=="**% =1/23/82/3% =1/23/82/3% =1/23/82/32/3=% =1/23/82/3=% =1/23/82/3===% =1/23/82/3=="**% =1/23/82/3% =1/23/82/3% =1/23/82/32/3=% =1/23/82/3=% =1/23/82/3===% =1/23/82/3=="**% =1/23/82/3% =1/23/82/3% =1/23/82/32/3=% =1/23/82/3=% =1/23/82/3===% =1/23/82/3=="**% =1/23/82/3% =1/23/82/3% =1/23/82/32/3=% =1/23/82/3=% =1/23/82/3===% =1/23/82/3=="**% =1/23/82/3% =1/23/82/3% =1/23/82/32/3=% =1/23/82/3=% =1/23/82/3===% =1/23/82/3=="**% =1/23/82/3% =1/23/82/3% =1/23/82/32/3=% =1/23/82/3=% =1/23/82/3===% =1/23/82/3=="**% =1/23/82/3% =1/23/82/3% =1/23/82/32/3=% =1/23/82/3=% =1/23/82/3===% =1/23/82/3=="**% =1/23/82/3% =1/23/82/32/3=% =1/23/82/3=% =1/23/82/3===% =1/23/82/3=="**% =1/23/82/3% =1/23/82/3% =1/23/82/32/3=% =1/23/82/3=% =1/23/82/3===% =1/23/82/3=="**% =1/23/82/3% =1/23/82/3% =1/23/82/32/3=% =1/23/82/3=% =1/23/82/3===% =1/23/82/3=="**% =1/23/82/3
cunetasDiseo de CunetasUBICACIN : Km. 23 + 440 - Km. 23 + 740 ( Tramo ms crtico = 300 m )Clculo del Gasto (Mtodo Racional) :Q = Gasto lt/segC = Coeficiente de escorrenta C=0.25(Suelo semi impermeable con vegetacin)I = Intensidad I =17.900cm/HA = Area Tributaria de la cuenca =0.352Ha.Ap = Area de media plataforma =3.50*300.00.105Ha.0.1229Az = Area del talud=4.00*300.00.120Ha.AT= Area tributaria total=0.577Ha.Q =27.520.2517.9000.58=71.06lt/seg1000Q =0.071m3/segDiseo Geomtrico e HidrulicoQ=0.071m3/segn=0.025S=0.46%Z=1axAfirmadofHZY1L2L1LAsumiendo una seccin de cuneta :H=0.50mY=0.38mf=0.13mL=1.00mPor relacin de tringulos :xLYHx1.000.380.50x =0.750ma10.381a =0.375mPor pitagoras :L1 =YxL1 =0.380.750L1 =0.839mL2 =YaL2 =0.380.375L2 =0.530mArea Hidrulica:A = (x + a)*Y2A =0.7500.3750.382A =0.211m2Permetro Mojado :P =L1 + L2P =0.8390.530P =1.369mRadio Hidrulico :R =APR =0.2111.369R =0.154mPor manning :Q =0.2110.1540.00460.025Q =0.16m3/seg>Qdiseo0.071m3/segOKVelocidad :V =QAV =0.0710.211V =0.34m /seg>0.25 m/seg (Vmn-por sedimentacin)OKSECCION TIPICA DE CUNETAS0.3750.750Afirmado0.1250.50Z0.37510.530.8391.00
===22+22+22+22++*+2/31/2===22+22+22+22++*+2/31/2===22+22+22+22++*+2/31/2===22+22+22+22++*+2/31/2===22+22+22+22++*+2/31/2===22+22+22+22++*+2/31/2===22+22+22+22++*+2/31/2===22+22+22+22++*+2/31/2***==*
Form.Talbot. DISEO HIDRAULICO DE ALCANTARILLASA =Area libre del tubo en m2.M =Area tributaria de la cuenca en hectreas.C =Coeficiente que depende de la topografia del suelo, tambindel contorno del terreno drenado para nuestro caso.f =Dimetro de la alcantarilla.fmin =36" Normas de diseo de carreteras.DISEO HIDRAULICO : ALCANTARILLA N 01Datos :C =0.25Coeficiente de escorrenta ( Suelo semi impermeable con vegetacin)M =5.0Dato de campo aproximado, tomado segn inspeccin ocularS =1.00%Pendiente de la alcantarilla.a esviaje.=0.00Angulo de esviaje de la alcantarilla.CR =617.55Cota de la Rasante.CT =616.00Cota del terreno.n =0.015Coeficiente rugosidad de Manning ( Tubo corrugado TMC )1.-Clculo del dimetro de la alcantarilla.f =0.255.00.441f =361"0.02540.9144A=0.255.00.1532.-Clculo del gasto hidrulico por Manning :* Para mxima eficiencia hidrulica.R0.2895R =0.2895fR =0.2647m.Y0.94Y =0.94fY =0.860m.Q0.1530.26470.010.420m3/seg.0.015Q0.420m3/seg.3.-Verificando la velocidad por continuidad.0.4202.75m/seg>0.25m/seg0.153SECCION FINAL DE ALCANTARILLA.0.055m36.00"0.860mDISEO HIDRAULICO : ALCANTARILLA N 02Datos :C =0.25Coeficiente de escorrenta ( Suelo semi impermeable con vegetacin)M =7.0Dato de campo aproximado, tomado segn inspeccin ocularS =1.00%Pendiente de la alcantarilla.a esviaje.=0.00Angulo de esviaje de la alcantarilla.CR =617.55Cota de la Rasante.CT =616.00Cota del terreno.n =0.015Coeficiente rugosidad de Manning ( Tubo corrugado TMC )1.-Clculo del dimetro de la alcantarilla.f =0.257.00.501f =36A=0.257.00.1972.-Clculo del gasto hidrulico por Manning :* Para mxima eficiencia hidrulica.R0.2895R =0.2895fR =0.2647m.Y0.94Y =0.94fY =0.860m.Q0.1970.26470.010.541m3/seg.0.015Q0.541m3/seg.3.-Verificando la velocidad por continuidad.0.5412.75m/seg>0.25m/seg0.197SECCION FINAL DE ALCANTARILLA.0.055m36.00"0.91440.860m
A =0.183*C*M3/4f = (0.233*C*M3/4)0.5ha0.233*=m2"=* f*2/3*1/2====y =f ==* ff ==*3/40.50.183**3/4=ha0.233*=m2"=* f*2/3*1/2====y =f ==* ff ==*3/40.50.183**3/4=V = Q/A=
MBD000B27B5.unknown
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MBD000B2775.unknown
MBD000B2795.unknown
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MBD000B27B1.unknown
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MBD000B279D.unknown
MBD000B27A1.unknown
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MBD000B2783.unknown
MBD000B2784.unknown
MBD000B2782.unknown
MBD000B277F.unknown
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MBD000B277E.unknown
MBD000B2779.unknown
MBD000B277B.unknown
MBD000B277C.unknown
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MBD000B2778.unknown
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MBD000B2735.unknown
MBD000B2755.unknown
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MBD000B276D.unknown
MBD000B2771.unknown
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MBD000B2772.unknown
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MBD000B2770.unknown
MBD000B276E.unknown
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MBD000B276C.unknown
MBD000B276A.unknown
MBD000B2767.unknown
MBD000B2768.unknown
MBD000B2766.unknown
MBD000B275D.unknown
MBD000B2761.unknown
MBD000B2763.unknown
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MBD000B275F.unknown
MBD000B2760.unknown
MBD000B275E.unknown
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MBD000B275B.unknown
MBD000B275C.unknown
MBD000B275A.unknown
MBD000B2757.unknown
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MBD000B2756.unknown
MBD000B2745.unknown
MBD000B274D.unknown
MBD000B2751.unknown
MBD000B2753.unknown
MBD000B2754.unknown
MBD000B2752.unknown
MBD000B274F.unknown
MBD000B2750.unknown
MBD000B274E.unknown
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MBD000B274C.unknown
MBD000B274A.unknown
MBD000B2747.unknown
MBD000B2748.unknown
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MBD000B273D.unknown
MBD000B2741.unknown
MBD000B2743.unknown
MBD000B2744.unknown
MBD000B2742.unknown
MBD000B273F.unknown
MBD000B2740.unknown
MBD000B273E.unknown
MBD000B2739.unknown
MBD000B273B.unknown
MBD000B273C.unknown
MBD000B273A.unknown
MBD000B2737.unknown
MBD000B2738.unknown
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MBD000B2715.unknown
MBD000B2725.unknown
MBD000B272D.unknown
MBD000B2731.unknown
MBD000B2733.unknown
MBD000B2734.unknown
MBD000B2732.unknown
MBD000B272F.unknown
MBD000B2730.unknown
MBD000B272E.unknown
MBD000B2729.unknown
MBD000B272B.unknown
MBD000B272C.unknown
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MBD000B2727.unknown
MBD000B2728.unknown
MBD000B2726.unknown
MBD000B271D.unknown
MBD000B2721.unknown
MBD000B2723.unknown
MBD000B2724.unknown
MBD000B2722.unknown
MBD000B271F.unknown
MBD000B2720.unknown
MBD000B271E.unknown
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MBD000B271B.unknown
MBD000B271C.unknown
MBD000B271A.unknown
MBD000B2717.unknown
MBD000B2718.unknown
MBD000B2716.unknown
MBD000B26F5.unknown
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MBD000B270D.unknown
MBD000B2711.unknown
MBD000B2713.unknown
MBD000B2714.unknown
MBD000B2712.unknown
MBD000B270F.unknown
MBD000B2710.unknown
MBD000B270E.unknown
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MBD000B270B.unknown
MBD000B270C.unknown
MBD000B270A.unknown
MBD000B2707.unknown
MBD000B2708.unknown
MBD000B2706.unknown
MBD000B26FD.unknown
MBD000B2701.unknown
MBD000B2703.unknown
MBD000B2704.unknown
MBD000B2702.unknown
MBD000B26FF.unknown
MBD000B2700.unknown
MBD000B26FE.unknown
MBD000B26F9.unknown
MBD000B26FB.unknown
MBD000B26FC.unknown
MBD000B26FA.unknown
MBD000B26F7.unknown
MBD000B26F8.unknown
MBD000B26F6.unknown
MBD000B26E5.unknown
MBD000B26ED.unknown
MBD000B26F1.unknown
MBD000B26F3.unknown
MBD000B26F4.unknown
MBD000B26F2.unknown
MBD000B26EF.unknown
MBD000B26F0.unknown
MBD000B26EE.unknown
MBD000B26E9.unknown
MBD000B26EB.unknown
MBD000B26EC.unknown
MBD000B26EA.unknown
MBD000B26E7.unknown
MBD000B26E8.unknown
MBD000B26E6.unknown
MBD000B26D5.unknown
MBD000B26DD.unknown
MBD000B26E1.unknown
MBD000B26E3.unknown
MBD000B26E4.unknown
MBD000B26E2.unknown
MBD000B26DF.unknown
MBD000B26E0.unknown
MBD000B26DE.unknown
MBD000B26D9.unknown
MBD000B26DB.unknown
MBD000B26DC.unknown
MBD000B26DA.unknown
MBD000B26D7.unknown
MBD000B26D8.unknown
MBD000B26D6.unknown
MBD000B26C5.unknown
MBD000B26CD.unknown
MBD000B26D1.unknown
MBD000B26D3.unknown
MBD000B26D4.unknown
MBD000B26D2.unknown
MBD000B26CF.unknown
MBD000B26D0.unknown
MBD000B26CE.unknown
MBD000B26C9.unknown
MBD000B26CB.unknown
MBD000B26CC.unknown
MBD000B26CA.unknown
MBD000B26C7.unknown
MBD000B26C8.unknown
MBD000B26C6.unknown
MBD000B26BD.unknown
MBD000B26C1.unknown
MBD000B26C3.unknown
MBD000B26C4.unknown
MBD000B26C2.unknown
MBD000B26BF.unknown
MBD000B26C0.unknown
MBD000B26BE.unknown
MBD00052901.unknown
MBD000B26BB.unknown
MBD000B26BC.unknown
MBD000B26B9.unknown
MBD000B26BA.unknown
MBD00052904.unknown
MBD0000B479.unknown
MBD0001C83E.unknown
MBD0000B474.unknown