DISEÑO DE ENROCADO-DEFENSAS RIBEREÑAS
8
PRO Y ECTO ESPECIA L TA CNA DIRECCIO N DE ESTUDIO S A REA DE HIDRO LO G IA D ESCARG AS M AXIM AS M EN S U A LE S (m 3 /s) CO DIG O DE ESTA CIO N :19121123 NO M BRE DE ESTA CIO N :BO CA TO M A CA LIENTES LONG ITUD :70º 07' CA TEG .DE ESTA CIO N :LIMNIGRAFICA DPTO . :TA CNA LA TITUD :17º 51' CUENCA :CA PLINA PROV. :TA CNA ALTITUD :1300 m .s.n.m. RIO :CA PLINA DIST. :PA CHIA FUENTE : DISRA G T. AÑO ENE FEB MAR ABR MAY JU N JU L AGO SET OCT NOV DIC 1959 1.561 1.344 2.595 1.096 0.703 0.561 0.698 0.671 0.672 0.675 0.703 1.017 1960 4.966 2.349 1.436 0.985 0.760 0.547 0.675 0.690 0.680 0.684 0.708 1.057 1961 4.770 5.596 2.299 0.859 0.724 0.581 0.634 0.579 0.610 0.604 0.604 1.117 1962 2.832 3.218 1.497 1.042 0.599 0.460 0.749 0.535 0.614 0.617 0.641 0.829 1963 1.796 4.759 5.136 1.044 0.703 0.540 0.628 0.662 0.707 0.663 0.685 0.902 1964 0.979 1.969 2.310 1.361 0.895 0.706 0.915 0.840 0.721 0.725 0.763 0.780 1965 1.160 2.443 1.303 0.752 0.768 0.582 0.684 0.700 0.734 0.695 0.683 0.859 1966 0.898 1.634 1.353 0.000 0.618 0.484 0.561 0.596 0.598 0.626 0.624 0.698 1967 0.710 1.716 2.221 0.666 0.565 0.623 0.720 0.841 0.798 0.763 0.790 1.037 1968 2.416 3.976 4.019 1.417 1.064 0.833 0.868 0.595 0.688 0.641 0.736 0.949 1969 5.871 10.100 3.225 1.040 0.782 0.685 0.857 0.870 0.677 0.669 0.639 0.880 1970 1.700 1.899 1.381 0.715 0.597 0.481 0.612 0.613 0.622 0.654 0.645 0.798 1971 1.784 4.097 1.826 0.703 0.613 0.515 0.609 0.553 0.587 0.550 0.500 0.602 1972 2.500 1.164 1.069 1.069 0.898 0.481 0.673 0.626 0.611 0.626 0.658 0.861 1973 3.369 6.604 7.274 1.230 0.850 0.556 0.767 0.767 0.641 0.603 0.578 0.603 1974 4.549 1.854 2.594 1.137 0.800 0.622 0.795 1.008 0.827 0.664 0.723 0.737 1975 5.086 5.071 5.530 1.654 0.917 0.614 0.796 0.680 0.653 0.692 0.667 1.562 1976 4.684 7.993 5.597 1.352 0.917 0.811 0.774 0.749 0.826 0.750 0.677 0.796 1977 3.759 8.257 10.842 1.171 0.929 0.851 0.842 0.815 0.727 0.688 0.679 0.805 1978 2.714 4.224 0.919 0.728 0.665 0.719 0.669 0.625 0.588 0.589 0.673 0.614 1979 1.255 0.715 2.691 0.806 0.643 0.655 0.652 0.639 0.584 0.621 0.504 1.088 1980 0.856 0.636 2.013 0.694 0.592 0.572 0.615 0.561 0.544 0.650 0.525 0.513 1981 1.056 4.831 4.429 0.988 0.701 0.686 0.613 0.605 0.635 0.533 0.560 0.757 1982 1.041 1.728 1.264 0.681 0.670 0.704 0.586 0.561 0.630 0.670 0.581 0.886 1983 0.491 0.472 0.631 0.487 0.538 0.517 0.591 0.487 0.538 0.514 0.405 0.452 1984 1.866 7.382 2.804 1.709 0.610 0.645 0.623 0.631 0.495 0.673 0.759 0.622 1985 0.752 10.542 5.521 2.338 0.832 0.724 0.696 0.614 0.620 0.520 0.620 0.900 1986 4.775 9.940 2.327 1.697 0.881 0.803 0.763 0.783 0.635 0.602 0.622 1.004 1987 5.363 2.579 1.050 0.739 0.712 0.787 0.856 0.691 0.617 0.708 0.580 0.545 1988 3.563 2.243 1.978 1.185 0.744 0.700 0.677 0.658 0.576 0.528 0.476 0.656 1989 0.982 21.942 1.326 1.001 0.816 0.697 0.659 0.601 0.628 0.547 0.488 0.454 1990 0.581 0.829 0.837 0.537 0.551 0.643 0.557 0.533 0.471 0.424 0.505 1.732 1991 3.465 1.561 2.635 1.086 0.835 0.792 0.734 0.675 0.544 0.484 0.489 0.512 1992 0.694 0.441 0.388 0.440 0.465 0.565 0.606 0.508 0.448 0.399 0.516 1.534 1993 3.535 1.731 3.030 0.649 0.562 0.508 0.539 0.628 0.425 0.421 0.390 0.751 1994 4.863 4.167 0.915 0.930 0.544 0.576 0.552 0.538 0.497 0.459 0.411 0.721 1995 1.352 0.494 7.136 0.711 0.558 0.506 0.479 0.438 0.400 0.377 0.357 0.474 1996 2.179 2.388 1.195 0.624 0.558 0.452 0.732 0.418 0.462 0.354 0.413 0.394 1997 3.597 13.060 0.770 1.477 0.633 0.585 0.586 0.632 0.700 0.483 0.460 0.635 1998 16.499 3.367 0.748 0.500 0.502 0.518 0.513 0.472 0.421 0.446 0.421 0.649 1999 1.248 5.595 6.350 5.188 1.023 0.696 0.674 0.592 0.533 0.602 0.496 0.613 2000 5.640 6.755 6.886 1.770 0.838 0.813 0.770 0.682 0.582 0.560 0.545 0.635 2001 10.046 33.216 15.822 4-023 1.160 1.415 1.213 1.220 1.005 0.897 0.922 0.969 2002 1.545 5.204 3.650 1.370 1.145 0.910 1.140 0.890 0.780 0.765 0.720 0.800 2003 0.820 0.830 1.490 0.860 0.750 0.700 0.730 0.730 0.600 0.570 0.530 0.550 2004 1.370 3.210 0.870 0.620 0.580 0.590 0.690 0.600 0.530 0.490 0.470 0.530 2005 1.460 2.940 1.780 0.810 0.600 0.620 0.620 0.580 0.840 0.515 0.485 0.785 2006 2.120 3.495 4.070 2.505 0.862 0.805 0.700 0.660 0.630 0.715 0.615 0.585 2007 1.475 2.405 2.020 0.925 0.610 0.635 0.610 0.605 0.570 0.510 0.470 0.595 2008 4.570 1.750 2.310 0.705 0.620 0.650 0.695 0.595 0.540 0.510 0.460 0.695 2009 2.485 3.610 3.645 0.685 0.560 0.570 0.590 0.545 0.485 0.470 0.455 0.465 2010 0.645 2.705 0.855 0.465 0.545 0.530 0.545 0.500 0.470 0.450 0.400 0.580 PROM 2.890 4.674 3.036 1.062 0.723 0.650 0.695 0.652 0.616 0.589 0.577 0.780 D .S TD 2.710 5.563 2.809 0.749 0.167 0.156 0.138 0.142 0.119 0.114 0.123 0.276 MAX 16.499 33.216 15.822 5.188 1.160 1.415 1.213 1.220 1.005 0.897 0.922 1.732 MIN 0.491 0.441 0.388 0.000 0.465 0.452 0.479 0.418 0.400 0.354 0.357 0.394
-
Upload
rayan-salazar -
Category
Documents
-
view
617 -
download
3
Transcript of DISEÑO DE ENROCADO-DEFENSAS RIBEREÑAS
PROYECTO ESPECIAL TACNA
DIRECCION DE ESTUDIOS
AREA DE HIDROLOGIA
DESCARGAS MAXIMAS MENSUALES (m3/s)CODIGO DE ESTACION : 19121123
NOMBRE DE ESTACION : BOCATOMA CALIENTES LONGITUD : 70º 07'
CATEG. DE ESTACION : LIMNIGRAFICA DPTO. : TACNA LATITUD : 17º 51'
CUENCA : CAPLINA PROV. : TACNA ALTITUD : 1300 m.s.n.m.
RIO : CAPLINA DIST. : PACHIA FUENTE : DISRAGT.
AÑO ENE FEB MAR ABR MAY JUN JUL AGO SET OCT NOV DIC1959 1.561 1.344 2.595 1.096 0.703 0.561 0.698 0.671 0.672 0.675 0.703 1.0171960 4.966 2.349 1.436 0.985 0.760 0.547 0.675 0.690 0.680 0.684 0.708 1.0571961 4.770 5.596 2.299 0.859 0.724 0.581 0.634 0.579 0.610 0.604 0.604 1.1171962 2.832 3.218 1.497 1.042 0.599 0.460 0.749 0.535 0.614 0.617 0.641 0.8291963 1.796 4.759 5.136 1.044 0.703 0.540 0.628 0.662 0.707 0.663 0.685 0.9021964 0.979 1.969 2.310 1.361 0.895 0.706 0.915 0.840 0.721 0.725 0.763 0.7801965 1.160 2.443 1.303 0.752 0.768 0.582 0.684 0.700 0.734 0.695 0.683 0.8591966 0.898 1.634 1.353 0.000 0.618 0.484 0.561 0.596 0.598 0.626 0.624 0.6981967 0.710 1.716 2.221 0.666 0.565 0.623 0.720 0.841 0.798 0.763 0.790 1.0371968 2.416 3.976 4.019 1.417 1.064 0.833 0.868 0.595 0.688 0.641 0.736 0.9491969 5.871 10.100 3.225 1.040 0.782 0.685 0.857 0.870 0.677 0.669 0.639 0.8801970 1.700 1.899 1.381 0.715 0.597 0.481 0.612 0.613 0.622 0.654 0.645 0.7981971 1.784 4.097 1.826 0.703 0.613 0.515 0.609 0.553 0.587 0.550 0.500 0.6021972 2.500 1.164 1.069 1.069 0.898 0.481 0.673 0.626 0.611 0.626 0.658 0.8611973 3.369 6.604 7.274 1.230 0.850 0.556 0.767 0.767 0.641 0.603 0.578 0.6031974 4.549 1.854 2.594 1.137 0.800 0.622 0.795 1.008 0.827 0.664 0.723 0.7371975 5.086 5.071 5.530 1.654 0.917 0.614 0.796 0.680 0.653 0.692 0.667 1.5621976 4.684 7.993 5.597 1.352 0.917 0.811 0.774 0.749 0.826 0.750 0.677 0.7961977 3.759 8.257 10.842 1.171 0.929 0.851 0.842 0.815 0.727 0.688 0.679 0.8051978 2.714 4.224 0.919 0.728 0.665 0.719 0.669 0.625 0.588 0.589 0.673 0.6141979 1.255 0.715 2.691 0.806 0.643 0.655 0.652 0.639 0.584 0.621 0.504 1.0881980 0.856 0.636 2.013 0.694 0.592 0.572 0.615 0.561 0.544 0.650 0.525 0.5131981 1.056 4.831 4.429 0.988 0.701 0.686 0.613 0.605 0.635 0.533 0.560 0.7571982 1.041 1.728 1.264 0.681 0.670 0.704 0.586 0.561 0.630 0.670 0.581 0.8861983 0.491 0.472 0.631 0.487 0.538 0.517 0.591 0.487 0.538 0.514 0.405 0.4521984 1.866 7.382 2.804 1.709 0.610 0.645 0.623 0.631 0.495 0.673 0.759 0.6221985 0.752 10.542 5.521 2.338 0.832 0.724 0.696 0.614 0.620 0.520 0.620 0.9001986 4.775 9.940 2.327 1.697 0.881 0.803 0.763 0.783 0.635 0.602 0.622 1.0041987 5.363 2.579 1.050 0.739 0.712 0.787 0.856 0.691 0.617 0.708 0.580 0.5451988 3.563 2.243 1.978 1.185 0.744 0.700 0.677 0.658 0.576 0.528 0.476 0.6561989 0.982 21.942 1.326 1.001 0.816 0.697 0.659 0.601 0.628 0.547 0.488 0.4541990 0.581 0.829 0.837 0.537 0.551 0.643 0.557 0.533 0.471 0.424 0.505 1.7321991 3.465 1.561 2.635 1.086 0.835 0.792 0.734 0.675 0.544 0.484 0.489 0.5121992 0.694 0.441 0.388 0.440 0.465 0.565 0.606 0.508 0.448 0.399 0.516 1.5341993 3.535 1.731 3.030 0.649 0.562 0.508 0.539 0.628 0.425 0.421 0.390 0.7511994 4.863 4.167 0.915 0.930 0.544 0.576 0.552 0.538 0.497 0.459 0.411 0.7211995 1.352 0.494 7.136 0.711 0.558 0.506 0.479 0.438 0.400 0.377 0.357 0.4741996 2.179 2.388 1.195 0.624 0.558 0.452 0.732 0.418 0.462 0.354 0.413 0.3941997 3.597 13.060 0.770 1.477 0.633 0.585 0.586 0.632 0.700 0.483 0.460 0.6351998 16.499 3.367 0.748 0.500 0.502 0.518 0.513 0.472 0.421 0.446 0.421 0.6491999 1.248 5.595 6.350 5.188 1.023 0.696 0.674 0.592 0.533 0.602 0.496 0.6132000 5.640 6.755 6.886 1.770 0.838 0.813 0.770 0.682 0.582 0.560 0.545 0.6352001 10.046 33.216 15.822 4-023 1.160 1.415 1.213 1.220 1.005 0.897 0.922 0.9692002 1.545 5.204 3.650 1.370 1.145 0.910 1.140 0.890 0.780 0.765 0.720 0.8002003 0.820 0.830 1.490 0.860 0.750 0.700 0.730 0.730 0.600 0.570 0.530 0.5502004 1.370 3.210 0.870 0.620 0.580 0.590 0.690 0.600 0.530 0.490 0.470 0.5302005 1.460 2.940 1.780 0.810 0.600 0.620 0.620 0.580 0.840 0.515 0.485 0.7852006 2.120 3.495 4.070 2.505 0.862 0.805 0.700 0.660 0.630 0.715 0.615 0.5852007 1.475 2.405 2.020 0.925 0.610 0.635 0.610 0.605 0.570 0.510 0.470 0.5952008 4.570 1.750 2.310 0.705 0.620 0.650 0.695 0.595 0.540 0.510 0.460 0.6952009 2.485 3.610 3.645 0.685 0.560 0.570 0.590 0.545 0.485 0.470 0.455 0.4652010 0.645 2.705 0.855 0.465 0.545 0.530 0.545 0.500 0.470 0.450 0.400 0.580PROM 2.890 4.674 3.036 1.062 0.723 0.650 0.695 0.652 0.616 0.589 0.577 0.780D.STD 2.710 5.563 2.809 0.749 0.167 0.156 0.138 0.142 0.119 0.114 0.123 0.276MAX 16.499 33.216 15.822 5.188 1.160 1.415 1.213 1.220 1.005 0.897 0.922 1.732MIN 0.491 0.441 0.388 0.000 0.465 0.452 0.479 0.418 0.400 0.354 0.357 0.394
PASO 1: Hallamos el caudal de Diseño con una Hoja de cálculo
AÑO Q MAX ANUAL 1.4*QMAX1959 3.63 5.091960 6.95 9.731961 7.83 10.971962 4.51 6.311963 7.19 10.071964 3.23 4.531965 3.42 4.791966 2.29 3.201967 3.11 4.351968 5.63 7.881969 14.14 19.801970 2.66 3.721971 5.74 8.031972 3.50 4.901973 10.18 14.261974 6.37 8.921975 7.74 10.841976 11.19 15.671977 15.18 21.251978 5.91 8.281979 3.77 5.271980 2.82 3.951981 6.76 9.471982 2.42 3.391983 0.88 1.241984 10.33 14.471985 14.76 20.661986 13.92 19.481987 7.51 10.511988 4.99 6.981989 30.72 43.011990 2.42 3.391991 4.85 6.791992 2.15 3.011993 4.95 6.931994 6.81 9.531995 9.99 13.991996 3.34 4.681997 18.28 25.601998 23.10 32.341999 8.89 12.452000 9.64 13.502001 46.50 65.102002 7.29 10.202003 2.09 2.922004 4.49 6.292005 4.12 5.762006 5.70 7.982007 3.37 4.712008 6.40 8.962009 5.10 7.142010 3.79 5.30
Qmax)= 412.55
Qmax)=
6366.11
PASO 2 CALCULO DEL PROMEDIO DE CAUDALESQm = 7.93356
PASO 3CALCULO DE LA DESVIACION ESTANDART DE LOS CAUDALES
Q 7.78782
PASO 4 COEFICIENTES RO(N) Y Yprom (N)valores extraidos de tabla
Para N = 52años se tiene:Yprom (N) = 0.5493RO (N) = 1.1638
PASO 5CALCULO DEL CAUDAL MAXIMO PARA DIFERENTES TAsumimos el periodo de retorno para:T = 50años 50T = 100años 100debido a que este es el recomendable para puentes cuya via es principal
Para T = 50años Qmax = 30.436 m3/sPara T = 100años Qmax = 35.0743 m3/s
PASO 6 CALCULO DE FIPara T = 50años = 0.98Para T = 100años = 0.99
PASO 7 CALCULO DEL INTERVALO DE CONFIANZATenemos que en ambos casos FI > 0.9
Q = +/- 7.62856 m3/s
PASO 8 CALCULO DEL CAUDAL DE DISEÑOPara T = 50años Qd = 38.065 m3/s
Comparando el resultado con el programa HIDROESTA
Q diseño = 38.14 m3/s
Vamos a trabajar con Q d= 38.14 m3/s
DISEÑO DE ENROCADO
1°APLICANDO EL SOFTWARE RIVER
DISEÑO DE ENROCADO - RÍO CAPLINA
