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