planilla Pluvial
-
Upload
oscar-monroy -
Category
Documents
-
view
225 -
download
3
description
Transcript of planilla Pluvial
n = 0.013 Frecuencia = 5 AÑOS
g = 1000 Kg/m3
Tramo Longitudes ( mt ) Área (Ha) TIEMPO (min) I Coef. Q diseño Pendiente Diametro REGIMEN HIDRAULICO
Sup. Inf. Propio Tribut. Acum. Propia Acum. Entrada Flujo Concen mm/hr Escorr [l/s] % [mm] Rh (m) Q [l/s] V [m/s] q / Q v / V d/D
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21
5 4 76 76 0.91 0.91 10 0.638 10.638 45.7 0.6 69.309 2.18 250 0.0625 87.89 1.790 ok 0.79 1.108 0.670
4 3 48 76 124 0.74 1.65 10.638 0.359 10.998 44.4 0.6 122.223 2.08 300 0.075 139.58 1.975 ok 0.88 1.128 0.728
3 2 66 124 190 0.61 2.26 10.998 0.544 11.542 42.7 0.6 160.777 1.29 400 0.1 236.34 1.881 ok 0.68 1.075 0.605
2 1 88 190 278 0.34 2.6 11.542 0.790 12.332 40.3 0.6 174.990 1.00 400 0.1 208.26 1.657 ok 0.84 1.120 0.702
1 E 150 190 340 0.54 2.8 11.542 1.141 12.683 39.4 0.6 184.077 1.47 400 0.1 252.21 2.007 ok 0.73 1.092 0.634
Tabla 5.5 Planilla de cálculo para redes de Alcantarillado Pluvial
HIDRAULICO Cota terreno (m) Profundidad de excav. (m) Cota solera Ancho Volumenes (m3.) Obs.
rh/Rh v [m/s] d [mm] r h [m] Ft[kg/m2] Superior Inferior Sup. Inf. Medio Superior Inferior zanja (m) Excav. Arena Relleno
22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38
1.167 1.985 167.6 ok 0.073 1.593 ok 2732.61 2730.95 1.50 1.50 1.50 2731.11 2729.45 0.70 79.80 5.32 70.75
1.199 2.228 218.4 ok 0.090 1.873 ok 2730.95 2730.40 1.50 2.00 1.75 2729.40 2728.40 0.75 63.00 3.60 56.01
1.115 2.022 241.9 ok 0.111 1.436 ok 2730.40 2729.55 2.00 2.00 2.00 2728.40 2727.55 0.90 118.80 5.94 104.57
1.186 1.857 280.7 ok 0.119 1.186 ok 2729.55 2728.67 2.00 2.00 2.00 2727.55 2726.67 0.90 158.40 7.92 139.42
1.140 2.191 253.7 ok 0.114 1.673 ok 2728.67 2726.47 2.00 2.00 2.00 2726.67 2724.47 0.90 270.00 13.50 237.65
Asumir velocidadq/Q
qd/D rh/Rh v/V
real v(m/s) ( grados )
1.984 0.79 219.861 0.79 0.670 1.167 1.108
2.226 0.88 234.272 0.88 0.728 1.199 1.128
2.022 0.68 204.192 0.68 0.605 1.115 1.075
1.856 0.84 227.606 0.84 0.702 1.186 1.120
2.191 0.73 211.144 0.73 0.634 1.140 1.092
q/Q f ( q )
SUMIDERO DE REJAS NORMALIZADO
Sumidero de rejas Sumidero de rejas
Normalizado en Calzada ( CA ) Normalizado en Cuneta ( CU )
Datos:
Pendiente transversal Sx = 2 %
Coeficiente de rugosidad n = 0.016
Relación = Z = 1 / Sx = 50
Coef de escorrentía C = 0.6
Tiempo de entrada Te = 10 min.
Frecuencia de lluvia F = 5 años
Y
0.72
Sx
1.50
0.90
T
Y
0.61
Sx
0.96
0.66
T
Intensida de lluvia I = 48.1 mm/h
DATOS DE LA CALLE Q de CAPAC. HIDRAULICA DE LA CALLE SUMIDERO
Nombre De la calle A la calle Ancho Longitud Q unitario Capacid
( m ) ( m ) ( m ) ( m ) SL ( % ) ( Ha ) ( L/s ) ( L/s / m) T ( m ) Y ( cm ) Q ( L/s ) Yp ( cm ) Qi ( L/s ) Qi / Q (%)
[ 1 ] [ 2 ] [ 3 ] [ 4 ] [ 5 ] [ 6 ] [ 7 ] [ 8 ] [ 9 ] [ 10 ] [ 11 ] [ 12 ] [ 13 ] [ 14 ] [ 15 ] [ 16 ] [ 17 ] [ 18 ]
L. Cabrera M. Sanchez San Andrés 2732.7 2732.61 9 60 0.15 0.16 12.83 0.21 1 2 1.34 CA 1.10 0.94 70
San Andrés Ayacucho L. Cabrera 2733.5 2732.61 10 70 1.27 0.16 12.83 0.18 1 2 3.92 CA 1.10 2.72 70
L. Cabrera Grau San Andrés 2733 2732.61 9 75 0.52 0.14 11.23 0.15 1 2 2.50 CA 1.10 1.74 70
San Andrés L. Cabrera SN 2732.61 2730.95 10 70 2.37 0.14 11.23 0.16 1 2 5.35 CA 1.10 3.72 70
Cota terreno superior
Cota terreno inferior
Pend. Longit.
Area de influen.
aporte del area
Ancho de inundac.
Altura de inundac
Sumidero de rejas
Profund.media
Capac. Del sumidero
Relación de
intercept.
Y
0.72
Sx
1.50
0.90
T
Y
0.61
Sx
0.96
0.66
T
SN M. Sanchez San Andrés 2731 2730.95 9 60 0.08 0.16 12.83 0.21 1.5 3 2.96 CA 2.10 1.84 62
SN Grau San Andrés 2732 2730.95 9 75 1.40 0.14 11.23 0.15 1 2 4.11 CA 1.10 2.86 70
San Andrés SN SN 2730.95 2730.4 10 45 1.22 0.08 6.42 0.14 1 2 3.84 CA 1.10 2.67 70
SN M. Sanchez San Andrés 2730.6 2730.4 9 60 0.33 0.18 14.44 0.24 1.5 3 5.91 CA 2.10 3.68 62
SN Grau San Andrés 2731.4 2730.4 9 80 1.25 0.16 12.83 0.16 1.5 3 11.45 CA 2.10 7.12 62
San Andrés SN SN 2730.4 2728.67 10 120 1.44 0.375 30.08 0.25 1.5 3 12.29 CA 2.10 7.65 62
SUMIDERO
Qr ( L/s )
[ 19 ]
0.41
1.19
0.76
1.63
Caudal remanen.
1.12
1.25
1.17
2.23
4.32
4.64