CALCULO DEL NUMERO DE LOTES

MANZANA LOTE/MANZANA # MANZANA LOTES

A 10 1 10B 9 1 9C 9 1 9D 11 1 11E 7 1 7F 8 1 8G 8 1 8H 18 1 18I 18 1 18

LOTES TOTALES 98

CALCULO DE LA DENSIDAD

consumo = dotacion

dotacion= 250.00 l/hab/dia densidad= 2000 l/conex/diaconsumo= 60.00 m3/conex/mes 250.00 l/hab/diaconsumo= 60000.00 l/conex/mesconsumo= 2000.00 l/conex/dia

densidad= 8.00 Hab/Conexion

CALCULO DE LA POBLACION INICIAL, CAUDAL PROMEDIO Y CAUDAL MAXIMO HORARIO

784 HABTASA DE CRECIMIENTO= 0.009

F.R= 0.80

1.96

P0=

K2=

DESAGUE

AÑO POBLACION DENSIDAD # LOTES DOTACION

0 784 8.00 Hab/Conexion 98 250.00 l/hab/dia 2.27 l/s 4.446 l/s 3.56 l/s1 792 8.00 Hab/Conexion 99 250.00 l/hab/dia 2.29 l/s 4.49 l/s 3.59 l/s2 799 8.00 Hab/Conexion 100 250.00 l/hab/dia 2.31 l/s 4.53 l/s 3.63 l/s3 806 8.00 Hab/Conexion 101 250.00 l/hab/dia 2.33 l/s 4.57 l/s 3.66 l/s4 813 8.00 Hab/Conexion 102 250.00 l/hab/dia 2.35 l/s 4.61 l/s 3.69 l/s5 820 8.00 Hab/Conexion 103 250.00 l/hab/dia 2.37 l/s 4.65 l/s 3.72 l/s6 828 8.00 Hab/Conexion 104 250.00 l/hab/dia 2.40 l/s 4.70 l/s 3.76 l/s7 835 8.00 Hab/Conexion 105 250.00 l/hab/dia 2.42 l/s 4.74 l/s 3.79 l/s8 843 8.00 Hab/Conexion 106 250.00 l/hab/dia 2.44 l/s 4.78 l/s 3.82 l/s9 850 8.00 Hab/Conexion 107 250.00 l/hab/dia 2.46 l/s 4.82 l/s 3.86 l/s

10 858 8.00 Hab/Conexion 108 250.00 l/hab/dia 2.48 l/s 4.87 l/s 3.89 l/s11 866 8.00 Hab/Conexion 109 250.00 l/hab/dia 2.51 l/s 4.91 l/s 3.93 l/s12 873 8.00 Hab/Conexion 110 250.00 l/hab/dia 2.53 l/s 4.95 l/s 3.96 l/s13 881 8.00 Hab/Conexion 111 250.00 l/hab/dia 2.55 l/s 5.00 l/s 4.00 l/s14 889 8.00 Hab/Conexion 112 250.00 l/hab/dia 2.57 l/s 5.04 l/s 4.03 l/s15 897 8.00 Hab/Conexion 113 250.00 l/hab/dia 2.60 l/s 5.09 l/s 4.07 l/s16 905 8.00 Hab/Conexion 114 250.00 l/hab/dia 2.62 l/s 5.13 l/s 4.11 l/s17 913 8.00 Hab/Conexion 115 250.00 l/hab/dia 2.64 l/s 5.18 l/s 4.14 l/s18 922 8.00 Hab/Conexion 116 250.00 l/hab/dia 2.67 l/s 5.23 l/s 4.18 l/s19 930 8.00 Hab/Conexion 117 250.00 l/hab/dia 2.69 l/s 5.27 l/s 4.22 l/s20 938 8.00 Hab/Conexion 118 250.00 l/hab/dia 2.71 l/s 5.32 l/s 4.25574 l/s

CONSUMO PROMEDIO POR AÑO

CONSUMO MAX HOR

SUJETO DE CONSUMO

(DOMESTICO)

CALCULO DEL CAUDAL DE DISEÑO intensidad= 85.00 l/s/haCONEXIÓN EQUIVALENTE POR LOTE = 1.2040816326531 coeficiente de impermeabilidad= 0.43CAUDAL POR CONEXIÓN AL AÑO 20 = 0.04343 L/S CI= 20000.00 L/KM/DIA = 0.23148 L/KM/SEG AREA DE INFLUENCIA= 32408.18 m2 = 3.24 Ha

TRAMO SUJETO DE CONSUMO% C I A

BZ BZ DOMESTICO INSDUSTRIAL1 2 9 11 0.39083 L/S 76.44 0.000231 l/seg/m 0.01769 L/S 2% 0.43 85.00 l/s/ha 3293.2898 0.24074 L/S2 3 15 18 0.65139 L/S 70.29 0.000231 l/seg/m 0.01627 L/S 2% 0.43 85.00 l/s/ha 4086.6558 0.29873 L/S3 4 0 0 0.00000 L/S 17.25 0.000231 l/seg/m 0.00399 L/S 2% 0.43 85.00 l/s/ha 1206.3648 0.08819 L/S4 5 14 17 0.60796 L/S 68.80 0.000231 l/seg/m 0.01593 L/S 2% 0.43 85.00 l/s/ha 4215.9197 0.30818 L/S5 6 17 20 0.73824 L/S 69.23 0.000231 l/seg/m 0.01603 L/S 2% 0.43 85.00 l/s/ha 3353.4180 0.24513 L/S1 7 11 13 0.47769 L/S 95.570 0.000231 l/seg/m 0.02212 L/S 2% 0.43 85.00 l/s/ha 4034.566 0.29493 L/S7 8 11 13 0.47769 L/S 70 L/S 65.117 0.000231 l/seg/m 0.01507 L/S 2% 0.43 85.00 l/s/ha 3639.829 0.26607 L/S8 9 0 0 0.00000 L/S 30.000 0.000231 l/seg/m 0.00694 L/S 2% 0.43 85.00 l/s/ha 1891.2441 0.13825 L/S9 6 13 16 0.56454 L/S 63.625 0.000231 l/seg/m 0.01473 L/S 2% 0.43 85.00 l/s/ha 3292.7084 0.24070 L/S2 7 8 10 0.34741 L/S 69.142 0.000231 l/seg/m 0.01601 L/S 2% 0.43 85.00 l/s/ha 2018.3149 0.14754 L/S6 DESCARGA 0 0.00000 L/S 21.370 0.000231 l/seg/m 0.00495 L/S 2% 0.43 85.00 l/s/ha 1375.8681 0.10058 L/S

CONEXIOMES= 98 118 4.25574 L/S 0.14973 L/S 32408.18 2.36904 L/S

SIFON

SIFON 01 0.00256 0.00120 0.00067SIFON 02 0.13120 0.10757 0.08891

Nº CONEXIONESAÑO "0"

Nº CONEXIONESAÑO "20"

LONGITUD(m)

COEFICIENTE DE INFILTRACION

CAUDAL DE INFILTRACION

CAUDAL DECOEXIONES ERRADAS

Q MAXm3/s

Q PROMm3/s

Q MINm3/s

CAUDAL DE DISEÑO

0.649 L/S0.966 L/S0.092 L/S0.932 L/S0.999 L/S0.795 L/S

70.759 L/S0.145 L/S0.820 L/S0.511 L/S0.106 L/S

76.77451 L/S

CALCULO HIDRÁULICO PARA EL SISTEMA DE ALCANTARILLADO SANITARIO POR EL CRITERIO DE TENSIÓN TRACTIVA MEDIA

Proyecto: SOLUCIONARIO DE PTRACTICA CALIFICADA Nº01

200 mm 5 m/s 0.75

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 23 24 25 26 27 28 29 30

Col

ecto

r

Tra

mo

Nom

bre Cota de Terreno Profundidad Cota de Fondo

n

Arr

iba

Aba

jo

N°

1 VI 1 2 76.44 - 0.0000 0.00 0.0015 0.00150 1 V 185.00 185.50 1.00 2.00 184.00 183.50 0.50 0.0065 0.009 59 200 0.0384 0.0314 1.2209 0.6283 0.05001 V 2 3 70.29 - 0.0000 0.00150 0.000966 0.00247 1 IV 185.50 184.10 2.00 1.20 183.50 182.90 0.60 0.0085 0.009 68 200 0.0438 0.0314 1.3947 0.6283 0.05001 IV 3 4 17.25 - 0.0000 0.00247 0.000092 0.00256 1 III 184.10 184.00 1.20 1.80 182.90 182.20 0.70 0.0406 0.0091 III 4 5 68.80 - 0.0000 0.00256 0.000932 0.00349 1 II 184.00 184.15 1.80 2.65 182.20 181.50 0.70 0.0102 0.009 75 200 0.0479 0.0314 1.5232 0.6283 0.05001 II 5 6 69.23 - 0.0000 0.00349 0.000999 0.00449 1 I 184.15 183.70 2.65 2.45 181.50 181.25 0.25 0.0036 0.009 100 200 0.0285 0.0314 0.9071 0.6283 0.051 I 6 Des 21.37 - 0.1320 0.00449 0.000106 0.13661 183.70 184.00 2.45 2.85 181.25 181.15 0.10 0.0047 0.009 342 400 0.206 0.1257 1.6392 1.2566 0.12 IV 1 7 95.57 - 0.0580 0.00000 0.000795 0.05879 2 III 185.00 185.80 1.50 2.70 183.50 183.10 0.40 0.0042 0.009 254 315 0.103 0.0779 1.322 0.9896 0.07882 III 7 8 65.12 - 0.0015 0.05879 0.070759 0.13105 2 II 185.80 184.20 2.70 1.35 183.10 182.85 0.25 0.0038 0.009 349 400 0.1866 0.1257 1.4847 1.2566 0.12 II 8 9 30.00 - 0.0000 0.13105 0.000145 0.13120 2 I 184.20 184.10 1.35 1.62 182.85 182.48 0.37 0.0125 0.0092 I 9 6 63.63 - 0.0000 0.13120 0.000820 0.13202 1 I 184.10 183.70 1.62 1.45 182.48 182.25 0.23 0.0036 0.009 355 400 0.1796 0.1257 1.4291 1.2566 0.13 I 2 7 69.14 - 0.0000 0.0000 0.0015 0.00150 2 III 185.50 185.80 1.00 1.70 184.50 184.1 0.40 0.0058 0.009 60 200 0.0361 0.0314 1.1482 0.6283 0.05

X I W 1 83.50 - 0.0000 0.0000 0.0580 0.05800 2 IV 184.80 185.00 1.20 1.50 183.60 183.5 0.10 0.0012 0.009 320 355 0.0758 0.099 0.7658 1.1153 0.0888

sMin=1.00 Pa DMin= VMax= y/D Max=

N° DE BUZON

Long.(m)

COLECTOR CONTRIBUYENTE Q. de

Aguas Arriba(m3/s)

Q. Del

Tramo(m3/s)

Q. de Aguas Abajo(m3/s)

Descargaen el

ColectorN°

Dh(m)

S(m/m)

D Teo

(mm)D Com

(mm)Q0

(m3/s)A0

(m2)V0

(m/s)P0

(m)R0

(m)m3/s

A. Arriba(m)

A. Abajo(m)

A. Arriba(m)

A. Abajo(m)

A. Arriba(m)

A. Abajo(m)

CALCULO HIDRÁULICO PARA EL SISTEMA DE ALCANTARILLADO SANITARIO POR EL CRITERIO DE TENSIÓN TRACTIVA MEDIA

Proyecto: SOLUCIONARIO DE PTRACTICA CALIFICADA Nº01

31 32 33 34 35 36 37 38 39 40

TABLA

y/D

Condiciones para que el calculo Hidraulico sea CORRECTO

0.04 0.4270 0.1650 0.4100 0.033 0.16500 0.5213 1.315 0.021 2.69 Correcto Correcto Correcto Correcto No Analizar y -0.06 0.4730 0.1960 0.4810 0.039 0.19600 0.6597 2.014 0.024 2.91 Correcto Correcto Correcto Correcto No Analizar y -

0.07 0.492 0.21 0.51 0.042 0.21000 0.7494 2.547 0.026 3.00 Correcto Correcto Correcto Correcto No Analizar y -0.16 0.613 0.308 0.704 0.0616 0.308 0.5561 1.247 0.035 3.5258 Correcto Correcto Correcto Correcto No Analizar y -0.66 0.927 0.666 1.16 0.2664 0.666 1.5195 5.325 0.116 6.4005 Correcto Correcto Correcto Correcto No Analizar y -0.57 0.885 0.608 1.125 0.19152 0.608 1.17 3.6376 0.089 5.5935 Correcto Correcto Correcto Correcto No Analizar y -0.70 0.945 0.692 1.175 0.2768 0.692 1.4031 4.4254 0.118 6.4418 Correcto Correcto Correcto Correcto No Analizar y -

0.74 0.961 0.719 1.188 0.2876 0.719 1.3734 4.1453 0.119 6.4773 Correcto Correcto Correcto Correcto No Analizar y -0.04 0.427 0.165 0.41 0.033 0.165 0.4903 1.1634 0.021 2.6907 Correcto Correcto Correcto Correcto No Analizar y -

0.77 0.972 0.738 1.195 0.26199 0.738 0.7444 1.246 0.106 6.12 Correcto Correcto Correcto Correcto No Analizar y -

y (m)

Vf (m/s)

s (Pa)

RH

(m)VCritica

(m/s)Qr/Q0 Vr/V0 yr/D0 Rr/R0

Verificacion deD>160mm

Verificacion dey < 0.75D

Verificacion deVf < 5.0

Verificacion des>1.0Pa

Analisis de la "y" cuando Vf > VCritica

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19

SIFON

TABLA

y/D

1CAUDAL MAXIMO 0.00256 200 0.0438 0.0314 1.3947 0.6283 0.0500 0.06 0.4730 0.1960 0.4810 0.039 0.19600 0.660 0.061 0.024 2.91

CAUDAL PROMEDIO 0.00120 200 0.0438 0.0314 1.3947 0.6283 0.0500 0.03 0.4000 0.1480 0.3700 0.030 0.14800 0.558 0.045 0.019 2.56CAUDAL MINIMO 0.00067 200 0.0438 0.0314 1.3947 0.6283 0.0500 0.02 0.3620 0.1240 0.3150 0.025 0.12400 0.505 0.038 0.016 2.36

0.00067

0.00053

0.00136

1 2 3 4 5 6 7 8 9 10

SIFON nEQUIVALENCIAS DE Ø

EN mm. A PULGADAS

1

0.00067 1.20 0.027 0.032 0.83 0.009 18.26 0.70 Ø 20 mm 1/2″

0.00053 1.20 0.024 0.032 0.66 0.009 18.26 0.45 Ø 25mm 3/4″

0.00136 1.20 0.038 0.050 0.69 0.009 18.26 0.29 Ø 32 mm 1″

Ø 40 mm 1 1/4″

0.70 Ø 50 mm 1 1/2″

cota de batea entrada 182.70 Ø 63 mm 2″

cota de bateasalida 182.00 Ø 75 mm 2 1/2″

Ø 90 mm 3″

Ø 110 mm 4″

CAUDAL(m3/s)

D Com

(mm)Q0

(m3/s)A0

(m2)V0

(m/s)P0

(m)R0

(m)y

(m)Vf

(m/s)E

(m)RH

(m)VCritica

(m/s)Qr/Q0 Vr/V0 yr/D0 Rr/R0

Q1=

Q2=

Q3=

CAUDAL(m3/s)

V (m/s)

D Teo

(m)D Com

(m)Vf

(m/s)L

(m)hi

(m)

Q1=

Q2=

Q3=

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19

SIFON

TABLA

y/D

2CAUDAL MAXIMO 0.13120 400 0.1866 0.1257 1.4847 1.2566 0.1000 0.70 0.98 0.75 1.2 0.300 0.75000 1.4551 0.408 0.120 6.51

CAUDAL PROMEDIO 0.10757 400 0.1866 0.1257 1.4847 1.2566 0.1000 0.58 0.9180 0.6510 1.1510 0.260 0.65100 1.363 0.355 0.115 6.38CAUDAL MINIMO 0.08891 400 0.1866 0.1257 1.4847 1.2566 0.1000 0.48 0.8650 0.5820 1.1000 0.233 0.58200 1.2843 0.317 0.110 6.23

0.089

0.019

0.024

1 2 3 4 5 6 7 8 9 10

SIFON n

2

0.08891 1.20 0.31 0.315 1.14 0.009 29.348 0.22

0.01866 1.20 0.14 0.160 0.93 0.009 29.348 0.23

0.02363 1.20 0.16 0.160 1.18 0.009 29.348 0.37

0.37cota de batea entrada 182.45

cota de bateasalida 182.08

CAUDAL(m3/s)

D Com

(mm)Q0

(m3/s)A0

(m2)V0

(m/s)P0

(m)R0

(m)y

(m)Vf

(m/s)E

(m)RH

(m)VCritica

(m/s)Qr/Q0 Vr/V0 yr/D0 Rr/R0

Q1=

Q2=

Q3=

CAUDAL(m3/s)

V (m/s)

D Teo

(m)D Com

(m)Vf

(m/s)L

(m)hi

(m)

Q1=

Q2=

Q3=