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

MBD000B27F5.unknown

MBD000B2815.unknown

MBD000B2825.unknown

MBD000B282D.unknown

MBD000B2831.unknown

MBD000B2833.unknown

MBD000B2834.unknown

MBD000B2832.unknown

MBD000B282F.unknown

MBD000B2830.unknown

MBD000B282E.unknown

MBD000B2829.unknown

MBD000B282B.unknown

MBD000B282C.unknown

MBD000B282A.unknown

MBD000B2827.unknown

MBD000B2828.unknown

MBD000B2826.unknown

MBD000B281D.unknown

MBD000B2821.unknown

MBD000B2823.unknown

MBD000B2824.unknown

MBD000B2822.unknown

MBD000B281F.unknown

MBD000B2820.unknown

MBD000B281E.unknown

MBD000B2819.unknown

MBD000B281B.unknown

MBD000B281C.unknown

MBD000B281A.unknown

MBD000B2817.unknown

MBD000B2818.unknown

MBD000B2816.unknown

MBD000B2805.unknown

MBD000B280D.unknown

MBD000B2811.unknown

MBD000B2813.unknown

MBD000B2814.unknown

MBD000B2812.unknown

MBD000B280F.unknown

MBD000B2810.unknown

MBD000B280E.unknown

MBD000B2809.unknown

MBD000B280B.unknown

MBD000B280C.unknown

MBD000B280A.unknown

MBD000B2807.unknown

MBD000B2808.unknown

MBD000B2806.unknown

MBD000B27FD.unknown

MBD000B2801.unknown

MBD000B2803.unknown

MBD000B2804.unknown

MBD000B2802.unknown

MBD000B27FF.unknown

MBD000B2800.unknown

MBD000B27FE.unknown

MBD000B27F9.unknown

MBD000B27FB.unknown

MBD000B27FC.unknown

MBD000B27FA.unknown

MBD000B27F7.unknown

MBD000B27F8.unknown

MBD000B27F6.unknown

MBD000B27D5.unknown

MBD000B27E5.unknown

MBD000B27ED.unknown

MBD000B27F1.unknown

MBD000B27F3.unknown

MBD000B27F4.unknown

MBD000B27F2.unknown

MBD000B27EF.unknown

MBD000B27F0.unknown

MBD000B27EE.unknown

MBD000B27E9.unknown

MBD000B27EB.unknown

MBD000B27EC.unknown

MBD000B27EA.unknown

MBD000B27E7.unknown

MBD000B27E8.unknown

MBD000B27E6.unknown

MBD000B27DD.unknown

MBD000B27E1.unknown

MBD000B27E3.unknown

MBD000B27E4.unknown

MBD000B27E2.unknown

MBD000B27DF.unknown

MBD000B27E0.unknown

MBD000B27DE.unknown

MBD000B27D9.unknown

MBD000B27DB.unknown

MBD000B27DC.unknown

MBD000B27DA.unknown

MBD000B27D7.unknown

MBD000B27D8.unknown

MBD000B27D6.unknown

MBD000B27C5.unknown

MBD000B27CD.unknown

MBD000B27D1.unknown

MBD000B27D3.unknown

MBD000B27D4.unknown

MBD000B27D2.unknown

MBD000B27CF.unknown

MBD000B27D0.unknown

MBD000B27CE.unknown

MBD000B27C9.unknown

MBD000B27CB.unknown

MBD000B27CC.unknown

MBD000B27CA.unknown

MBD000B27C7.unknown

MBD000B27C8.unknown

MBD000B27C6.unknown

MBD000B27BD.unknown

MBD000B27C1.unknown

MBD000B27C3.unknown

MBD000B27C4.unknown

MBD000B27C2.unknown

MBD000B27BF.unknown

MBD000B27C0.unknown

MBD000B27BE.unknown

MBD000B27B9.unknown

MBD000B27BB.unknown

MBD000B27BC.unknown

MBD000B27BA.unknown

MBD000B27B7.unknown

MBD000B27B8.unknown

MBD000B27B6.unknown

MBD000B2775.unknown

MBD000B2795.unknown

MBD000B27A5.unknown

MBD000B27AD.unknown

MBD000B27B1.unknown

MBD000B27B3.unknown

MBD000B27B4.unknown

MBD000B27B2.unknown

MBD000B27AF.unknown

MBD000B27B0.unknown

MBD000B27AE.unknown

MBD000B27A9.unknown

MBD000B27AB.unknown

MBD000B27AC.unknown

MBD000B27AA.unknown

MBD000B27A7.unknown

MBD000B27A8.unknown

MBD000B27A6.unknown

MBD000B279D.unknown

MBD000B27A1.unknown

MBD000B27A3.unknown

MBD000B27A4.unknown

MBD000B27A2.unknown

MBD000B279F.unknown

MBD000B27A0.unknown

MBD000B279E.unknown

MBD000B2799.unknown

MBD000B279B.unknown

MBD000B279C.unknown

MBD000B279A.unknown

MBD000B2797.unknown

MBD000B2798.unknown

MBD000B2796.unknown

MBD000B2785.unknown

MBD000B278D.unknown

MBD000B2791.unknown

MBD000B2793.unknown

MBD000B2794.unknown

MBD000B2792.unknown

MBD000B278F.unknown

MBD000B2790.unknown

MBD000B278E.unknown

MBD000B2789.unknown

MBD000B278B.unknown

MBD000B278C.unknown

MBD000B278A.unknown

MBD000B2787.unknown

MBD000B2788.unknown

MBD000B2786.unknown

MBD000B277D.unknown

MBD000B2781.unknown

MBD000B2783.unknown

MBD000B2784.unknown

MBD000B2782.unknown

MBD000B277F.unknown

MBD000B2780.unknown

MBD000B277E.unknown

MBD000B2779.unknown

MBD000B277B.unknown

MBD000B277C.unknown

MBD000B277A.unknown

MBD000B2777.unknown

MBD000B2778.unknown

MBD000B2776.unknown

MBD000B2735.unknown

MBD000B2755.unknown

MBD000B2765.unknown

MBD000B276D.unknown

MBD000B2771.unknown

MBD000B2773.unknown

MBD000B2774.unknown

MBD000B2772.unknown

MBD000B276F.unknown

MBD000B2770.unknown

MBD000B276E.unknown

MBD000B2769.unknown

MBD000B276B.unknown

MBD000B276C.unknown

MBD000B276A.unknown

MBD000B2767.unknown

MBD000B2768.unknown

MBD000B2766.unknown

MBD000B275D.unknown

MBD000B2761.unknown

MBD000B2763.unknown

MBD000B2764.unknown

MBD000B2762.unknown

MBD000B275F.unknown

MBD000B2760.unknown

MBD000B275E.unknown

MBD000B2759.unknown

MBD000B275B.unknown

MBD000B275C.unknown

MBD000B275A.unknown

MBD000B2757.unknown

MBD000B2758.unknown

MBD000B2756.unknown

MBD000B2745.unknown

MBD000B274D.unknown

MBD000B2751.unknown

MBD000B2753.unknown

MBD000B2754.unknown

MBD000B2752.unknown

MBD000B274F.unknown

MBD000B2750.unknown

MBD000B274E.unknown

MBD000B2749.unknown

MBD000B274B.unknown

MBD000B274C.unknown

MBD000B274A.unknown

MBD000B2747.unknown

MBD000B2748.unknown

MBD000B2746.unknown

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

MBD000B2736.unknown

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

MBD000B272A.unknown

MBD000B2727.unknown

MBD000B2728.unknown

MBD000B2726.unknown

MBD000B271D.unknown

MBD000B2721.unknown

MBD000B2723.unknown

MBD000B2724.unknown

MBD000B2722.unknown

MBD000B271F.unknown

MBD000B2720.unknown

MBD000B271E.unknown

MBD000B2719.unknown

MBD000B271B.unknown

MBD000B271C.unknown

MBD000B271A.unknown

MBD000B2717.unknown

MBD000B2718.unknown

MBD000B2716.unknown

MBD000B26F5.unknown

MBD000B2705.unknown

MBD000B270D.unknown

MBD000B2711.unknown

MBD000B2713.unknown

MBD000B2714.unknown

MBD000B2712.unknown

MBD000B270F.unknown

MBD000B2710.unknown

MBD000B270E.unknown

MBD000B2709.unknown

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