diseÑo hidrÁulico alcantarillado sanitario

8/13/2019 DISEO HIDRULICO ALCANTARILLADO SANITARIO

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TABLA DE CALCULO HIDRAULICO PARA ALCANTARILLADO SANITARIO

Proyecto: ALCANTARILLADO SAQUISILI 1 Autor: GEOVANNY A. HARO Fecha: 1/9/2014

HABITACIONAL Coef. Previsin = 1.20

POBLACION =3960 Hab Coef. Harmon =3.34

DENSIDAD POBLACION =0.58 Hab/m Long. total red = 6805.61m

DOTACION =150 l/Hab/Da

APORTACION =120 l/Hab/Da

Qmin =2.75 lps GASTO MINIMO = 2.75 lps

Qmed =5.50 lps GASTO MEDIO = 5.50 lps

Qmax inst =18.35 lps GASTO MAX. INST. = 18.35 lps

Qmax prev =22.03 lps GASTO MAX. PREV. = 22.03 lps

LONGITUD(m) GASTOS(lps) COTAS TE

Tramo Tributaria Total Qmed Qmin QMax Prev Inicial

CALLE B1 21-13 617 0 617 359 3.800 1.500 1.500 6.840 2929.527

CALLE A-2 30-31 72 0 72 42 3.800 1.500 1.500 6.840 2930.000

AV. ELOY ALFARO 31-11 93 72 165 96 3.800 1.500 1.500 6.840 2929.197

CALLE SIMON BOLIVAR 30-10 88 0 88 51 3.800 1.500 1.500 6.840 2930.000

CALLE A-1 9-10 83 0 83 48 3.800 1.500 1.500 6.840 2930.000

CALLE A-1 10-11 102 171 273 159 3.800 1.500 1.500 6.840 2928.273

11-12 9 438 447 260 3.800 1.500 1.500 6.840 2924.772

CALLE A-1 12-13 120 447 567 330 3.800 1.500 1.500 6.840 2924.340

CALLE A-1 13-14 22 1183 1206 702 3.800 1.500 1.500 6.840 2920.000

VIA A POALO 14-15 85 1206 1291 751 3.800 1.500 1.500 6.840 2919.624

VIA A POALO 15-16 94 1291 1385 806 3.800 1.500 1.500 6.840 2919.269

VIA A POALO 16-17 158 1385 1543 898 3.800 1.500 1.500 6.840 2918.876

VIA A POALO 17-18 124 1543 1667 970 3.800 1.500 1.500 6.840 2918.217

VIA A POALO 18-19 131 1667 1798 1046 3.787 1.500 1.500 6.817 2917.700

VIA A POALO 19-20 98 1798 1896 1103 3.772 1.532 1.500 6.935 2917.154

CALLE S 21-20 387 0 387 225 3.800 1.500 1.500 6.840 2929.527CALLE A-1 14-1 290 1206 1495 870 3.800 1.500 1.500 6.840 2919.624

1-2 5 1495 1500 873 3.800 1.500 1.500 6.840 2914.063

AV. ELOY ALFARO 12-2 326 447 773 450 3.800 1.500 1.500 6.840 2924.340

CALLE SIMON BOLIVAR 10-4 289 171 460 268 3.800 1.500 1.500 6.840 2928.273

AV. 5 DE JUNIO 2-3 112 2273 2385 1388 3.704 1.928 1.500 8.567 2914.060

AV. 5 DE JUNIO 3-4 104 2385 2489 1448 3.691 2.011 1.500 8.907 2914.038

CALLE B-3 9-6 275 0 275 160 3.800 1.500 1.500 6.840 2930.000

AV. 5 DE JUNIO 4-5 53 2949 3002 1747 3.631 2.426 1.500 10.569 2914.017

AV. 5 DE JUNIO 5-6 43 3002 3044 1771 3.626 2.460 1.500 10.706 2913.686

NOMBRE DE LA CALLE TRAMO POBLACION

COEF.

HARMON


2/10



RRENO(m)

Final

2920.000

2929.197

2924.772

2928.273

2928.273

2924.772

2924.340

2920.000

2919.624

2919.2692918.876

2918.217

2917.700

2917.154

2916.746

2916.746

2914.063

2914.060

2914.060

2914.017

2914.038

2914.017

2913.416

2913.686

2913.416

Pgina 2


3/10



PENDIENTE(m/km) DIAMETRO TUBO LLENO RELACION DE GASTOS

Terreno Propuesta Clculo (cm) Comercial (cm) Pulg. Qll (lps) Vll (m/s) Qmin/Qll Qmax/Qll

15.444 15 8.971 20 8" 0.009 60.532 1.867 0.025 0.113

11.156 11 9.508 20 8" 0.009 51.836 1.598 0.029 0.132

47.609 48 7.213 20 8" 0.009 108.282 3.339 0.014 0.063

19.558 20 8.500 20 8" 0.009 69.896 2.155 0.021 0.098

20.808 21 8.422 20 8" 0.009 71.622 2.209 0.021 0.096

34.454 34 7.695 20 8" 0.009 91.133 2.810 0.016 0.075

47.175 47 7.241 20 8" 0.009 107.149 3.304 0.014 0.064

36.274 36 7.613 20 8" 0.009 93.775 2.892 0.016 0.07316.992 17 8.763 20 8" 0.009 64.441 1.987 0.023 0.106

4.171 4 11.494 20 8" 0.009 31.258 0.964 0.048 0.219

4.171 4 11.494 20 8" 0.009 31.258 0.964 0.048 0.219

4.171 4 11.494 20 8" 0.009 31.258 0.964 0.048 0.219

4.171 4 11.494 20 8" 0.009 31.258 0.964 0.048 0.219

4.171 4 11.479 20 8" 0.009 31.258 0.964 0.048 0.218

4.171 4 11.553 20 8" 0.009 31.258 0.964 0.048 0.222

33.018 33 7.738 20 8" 0.009 89.783 2.769 0.017 0.076

19.196 19 8.582 20 8" 0.009 68.126 2.101 0.022 0.100

0.614 3 12.131 20 8" 0.009 27.071 0.835 0.055 0.253

31.509 31 7.829 20 8" 0.009 87.020 2.683 0.017 0.079

49.325 49 7.185 20 8" 0.009 109.405 3.374 0.014 0.063

0.199 4 12.506 20 8" 0.009 31.258 0.964 0.048 0.274

0.199 4 12.690 20 8" 0.009 31.258 0.964 0.048 0.285

60.366 60 6.917 20 8" 0.009 121.063 3.733 0.012 0.056

6.295 4 13.531 25 10" 0.009 56.675 1.119 0.026 0.186

6.295 4 13.596 25 10" 0.009 56.675 1.119 0.026 0.189

Coef. Rug.

Manning

Pgina 3


4/10


5/10



COTA BATEA (m)

Inicial Final

2927.850 2918.597

2928.586 2927.794

2927.794 2923.333

2928.597 2926.831

2928.597 2926.854

2926.824 2923.369

2923.368 2922.937

2922.904 2918.597

2918.597 2918.2212918.206 2917.866

2917.850 2917.473

2917.446 2916.813

2916.792 2916.297

2916.274 2915.750

2915.734 2915.343

2928.117 2915.343

2918.164 2912.660

2912.660 2912.645

2922.771 2912.657

2926.776 2912.614

2912.657 2912.210

2912.322 2911.908

2928.496 2912.013

2911.960 2911.750

2911.802 2911.631

OBSERVACIONES

Pgina 5


6/10


7/10



2909.297

2898.683

2898.683

2928.520

2927.705

2927.221

2928.850

2928.411

2928.089

2927.622

2927.221

2930.000

2930.000

2930.0002930.000

2890.681

2890.681

2830.031

2830.031

Pgina 7


8/10



26.923 25 10.084 20 8" 0.009 78.146 2.410 0.019 0.154

109.487 109 6.185 20 8" 0.009 163.174 5.032 0.009 0.042

40.441 40 9.464 20 8" 0.009 98.848 3.048 0.015 0.1307.083 7 10.349 20 8" 0.009 41.351 1.275 0.036 0.165

7.083 7 10.349 20 8" 0.009 41.351 1.275 0.036 0.165

7.083 7 10.349 20 8" 0.009 41.351 1.275 0.036 0.165

4.084 4 11.494 20 8" 0.009 31.258 0.964 0.048 0.219

4.084 4 11.494 20 8" 0.009 31.258 0.964 0.048 0.219

4.084 4 11.494 20 8" 0.009 31.258 0.964 0.048 0.219

4.084 4 11.494 20 8" 0.009 31.258 0.964 0.048 0.219

4.084 4 11.494 20 8" 0.009 31.258 0.964 0.048 0.219

0.000 4 11.494 20 8" 0.009 31.258 0.964 0.048 0.2190.000 4 11.494 20 8" 0.009 31.258 0.964 0.048 0.219

0.000 4 11.494 20 8" 0.009 31.258 0.964 0.048 0.219

0.000 4 11.494 20 8" 0.009 31.258 0.964 0.048 0.219

118.971 118 6.093 20 8" 0.009 169.777 5.235 0.009 0.040

73.748 74 8.724 20 8" 0.009 134.448 4.146 0.012 0.105

172.048 172 5.678 20 8" 0.009 204.975 6.321 0.007 0.033

190.064 190 5.573 20 8" 0.009 215.434 6.643 0.007 0.032

Pgina 8


9/10



0.391 0.725 0.096 0.266 0.942 1.748 1.952 5.397 2911.922 2908.097

0.313 0.494 0.068 0.140 1.575 2.488 1.378 2.837 2928.661 2897.483

0.365 0.691 0.086 0.244 1.113 2.105 1.751 4.954 2907.981 2897.4830.474 0.740 0.130 0.275 0.604 0.943 2.647 5.590 2928.315 2927.320

0.474 0.740 0.130 0.275 0.604 0.943 2.647 5.590 2927.311 2926.505

0.474 0.740 0.130 0.275 0.604 0.943 2.647 5.590 2926.499 2926.021

0.515 0.801 0.149 0.318 0.496 0.772 3.029 6.457 2927.990 2927.650

0.515 0.801 0.149 0.318 0.496 0.772 3.029 6.457 2927.641 2927.211

0.515 0.801 0.149 0.318 0.496 0.772 3.029 6.457 2927.204 2926.889

0.515 0.801 0.149 0.318 0.496 0.772 3.029 6.457 2926.880 2926.422

0.515 0.801 0.149 0.318 0.496 0.772 3.029 6.457 2926.414 2926.021

0.515 0.801 0.149 0.318 0.496 0.772 3.029 6.457 2928.800 2928.598

0.515 0.801 0.149 0.318 0.496 0.772 3.029 6.457 2928.648 2928.440

0.515 0.801 0.149 0.318 0.496 0.772 3.029 6.457 2928.800 2928.607

0.515 0.801 0.149 0.318 0.496 0.772 3.029 6.457 2928.655 2928.484

0.309 0.489 0.067 0.137 1.619 2.558 1.353 2.784 2928.479 2889.481

0.343 0.648 0.078 0.219 1.421 2.688 1.588 4.445 2897.483 2889.454

0.292 0.462 0.061 0.125 1.846 2.919 1.238 2.542 2925.994 2828.831

0.288 0.455 0.060 0.122 1.911 3.023 1.209 2.482 2889.461 2828.831

Pgina 9


10/10



2911.719 2907.894

2928.458 2897.280

2907.778 2897.280

2928.112 2927.117

2927.108 2926.301

2926.296 2925.818

2927.787 2927.447

2927.438 2927.008

2927.001 2926.686

2926.677 2926.219

2926.211 2925.818

2928.597 2928.395

2928.445 2928.2372928.597 2928.404

2928.452 2928.281

2928.276 2889.278

2897.280 2889.251

2925.791 2828.628

2889.258 2828.628

Pgina 10

diseÑo hidrÁulico alcantarillado sanitario

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