• Author / Uploaded
• Erick Omar Sanchez Vasquez

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Un canal trapecial con ancho de plantilla de 10 m y talud igual a 2, transporta un gasto de 65 m3/s, con pendiente 0.0015 y revestido de concreto con n = 0.018. Determinar la longitud de la curva de remanso, si al instalarse una re sobreeleva 2 m sobre el tirante normal. Considérese la longitud de la curva hasta donde el tirante es 1% m Datos b (m) = 10 n = 0.018 k =2 3 Q (m /s) = 65 So = 0.0015

27568.980 yn (m) = 1.8071 326.947 9013594.097 qt = 0.4060

y2 = 1.825 m

9013594.1 0.00 ho = 0.3124

430.6830 yc (m) = 1.4672 A (m2) = 18.977 B (m) = 15.869 430.6830

yc/b = 0.15 N = 3.58 M = 3.32

gh = 1.5192

ycr (m) = 1.6270

h = 0.3633

yc (m) = 1.4748

0.0000

J = 2.8413

y1 (m) = 3.8071 u1 = 2.107 v1 = 2.557 0.059 = 0.100

L (m) = -1924.4168

y2 (m) = 1.8252 u2 = 1.010 v2 = 1.013 = 1.098 = 1.456

65 m3/s, con pendiente de plantilla de anso, si al instalarse una represa, el agua se donde el tirante es 1% mayor al normal.

y2 = 1.825 m

y1 = 3.807 m

yn = 1.807 m

yn (m) = 1.8167

yc (m) = 1.4748

2.1 2.11 2.2 1.01

3.4 0.073

3.6 0.058

0.065

3.58 0.060 0.059 0.052

1.182

1.098

1.089

2.8 0.11

2.5 2.557 2.6

0.102

2.84 0.104 0.100 0.097

1.01

1.572

1.541

0.051

3 0.082

1.419

0.076

1.013 1.015

1.428

1.456 1.399

1.286

Un canal trapecial con ancho de plantilla de 10 m y talud igual a 2, transporta un gasto de 65 m3/s, con pendiente 0.0015 y revestido de concreto con n = 0.018. Determinar la longitud de la curva de remanso, si al instalarse una re se sobreeleva 2 m sobre el tirante normal. Considérese la longitud de la curva hasta donde el tirante es 1% normal. Datos b (m) = 10 n = 0.018 k =2 3 Q (m /s) = 65 So = 0.0015

y2 = 1.825 m

27568.980 yn (m) = 1.8071 326.947 9013594.097 qt = 0.4060

9013594.1 0.00 ho = 0.3124

430.6830 yc (m) = 1.4672 A (m2) = 18.977 B (m) = 15.869 430.6830

gh = 1.5192

ycr (m) = 1.6270

h = 0.3633

yc (m) = 1.4748

0.0000

J = 3.0575 N = 3.791 M = 3.551 2.816 2 0.282

y1 (m) = 3.8071 u1 = 2.107 v1 = 2.519 0.046 = 0.075

L (m) = -1902.0866

y2 (m) = 1.8252 u2 = 1.010 v2 = 1.012 = 1.011 = 1.330

Valores de M

de 65 m3/s, con pendiente de plantilla de manso, si al instalarse una represa, el agua sta donde el tirante es 1% mayor al

y2 = 1.825 m

yn = 1.807 m

y1 = 3.807 m

yn (m) = 1.8167

yc (m) = 1.4748

2.1 2.107 2.2 1.01

2.5 2.519 2.6 1.01

3.6 0.058

3.8 0.046

0.051

3.791 0.047 0.046 0.040

1.089

1.011

1.007

3 0.082

0.04

3.2 0.062

0.076

3.058 0.076 0.075 0.071

1.419

1.382

1.291

0.057

y2 = 1.825 m

yn = 1.807 m

y1 = 3.807 m

1.012 1.015

Valores de N

1.286

1.330 1.252

1.166

y1 = 3.807 m

Un canal trapecial con ancho de plantilla de 10 m y talud igual a 2, transporta un gasto de 65 m3/s, con pendiente de 0.0015 y revestido de concreto con n = 0.018. Determinar la longitud de la curva de remanso, si al instalarse un agua se sobreeleva 2 m sobre el tirante normal. Considérese la longitud de la curva hasta donde el tirante e al normal. Datos b (m) = 10 n = 0.018 k =2 3 Q (m /s) = 65 So = 0.0015 y1 (m) = 3.8071 y2 (m) = 1.8252 y (m) 1 3.81 2 3.80 3.70 3.60 3.50 3.40 3.30 3.20 3.10 3.00 2.80 2.60 2.40 2.20 2.00 1.825

0 -13.5582 -27.1239 -40.7021 -54.2896 -67.8858 -81.4913 -95.1064 -108.7316

yn (m) = 1.8071 yc (m) = 1.4672 A (m2) P (m) 67.059 27.026 66.880 26.994 64.380 26.547 61.920 26.100 59.500 25.652 57.120 25.205 54.780 24.758 52.480 24.311 50.220 23.864 48.000 23.416 43.680 22.522 39.520 21.628 35.520 20.733 31.680 19.839 28.000 18.944 24.915 18.162

3.8071 3.7873 3.7675 3.7476 3.7278 3.708 3.6882 3.6684 3.6485

y2 = 1.825 m

MÉTODO ESTÁNDAR Rh2/3 1.833 1.831 1.805 1.779 1.752 1.725 1.698 1.670 1.642 1.614 1.555 1.495 1.432 1.366 1.298 1.235

V (m/s) 0.969 0.972 1.010 1.050 1.092 1.138 1.187 1.239 1.294 1.354 1.488 1.645 1.830 2.052 2.321 2.609

V2/2g 0.048 0.048 0.052 0.056 0.061 0.066 0.072 0.078 0.085 0.093 0.113 0.138 0.171 0.215 0.275 0.347

E 3.8550 3.8481 3.7520 3.6562 3.5608 3.4660 3.3718 3.2782 3.1854 3.0935 2.9129 2.7379 2.5707 2.4146 2.2747 2.1721

-122.3674 -136.0143 -149.6719 -163.3366 -177.014 -190.7048 -204.4095 -218.1235 -231.8517 -245.5959 -259.3513 -273.123 -286.9119 -300.7141 -314.5352 -328.3713 -342.2232 -356.0956 -369.9856 -383.8944 -397.8217 -411.7736 -425.7463 -439.7409 -453.7586 -467.8008 -481.8688 -495.9642 -510.0826 -524.2315 -538.411 -552.6169 -566.857 -581.1333 -595.4416 -609.784 -624.1691 -638.5911 -653.0525 -667.5558 -682.1037 -696.6992 -711.3452

3.6287 3.6089 3.5891 3.5693 3.5495 3.5296 3.5098 3.49 3.4702 3.4504 3.4305 3.4107 3.3909 3.3711 3.3513 3.3314 3.3116 3.2918 3.272 3.2522 3.2323 3.2125 3.1927 3.1729 3.1531 3.1333 3.1134 3.0936 3.0738 3.054 3.0342 3.0143 2.9945 2.9747 2.9549 2.9351 2.9152 2.8954 2.8756 2.8558 2.836 2.8161 2.7963

-726.0452 -740.8026 -755.6195 -770.4918 -785.4317 -800.4355 -815.5079 -830.6602 -845.8895 -861.2013 -876.602 -892.0982 -907.6878 -923.3854 -939.1897 -955.1198 -971.1727 -987.3587 -1003.6896 -1020.178 -1036.8381 -1053.6701 -1070.7034 -1087.944 -1105.4091 -1123.122 -1141.1089 -1159.3957 -1178.0163 -1196.9926 -1216.3638 -1236.1801 -1256.5005 -1277.3899 -1298.91 -1321.1583 -1344.2426 -1368.3111 -1393.5209 -1420.1405 -1448.443 -1478.8036 -1511.8475

2.7765 2.7567 2.7369 2.7171 2.6972 2.6774 2.6576 2.6378 2.618 2.5981 2.5783 2.5585 2.5387 2.5189 2.499 2.4792 2.4594 2.4396 2.4198 2.4 2.3801 2.3603 2.3405 2.3207 2.3009 2.281 2.2612 2.2414 2.2216 2.2018 2.1819 2.1621 2.1423 2.1225 2.1027 2.0828 2.063 2.0432 2.0234 2.0036 1.9838 1.9639 1.9441

-1548.3823 -1589.7435 -1638.1149 -1697.8064 -1778.4104

1.9243 1.9045 1.8847 1.8648 1.845

sto de 65 m3/s, con pendiente de plantilla va de remanso, si al instalarse una represa, el curva hasta donde el tirante es 1% mayor

yn = 1.807 m

Sf 0.00009 0.00009 0.00010 0.00011 0.00013 0.00014 0.00016 0.00018 0.00020 0.00023 0.00030 0.00039 0.00053 0.00073 0.00104 0.00145

y1 = 3.807 m

(Sf1+Sf2)/2 0.0001 0.0001 0.0001 0.0001 0.0001 0.0001 0.0002 0.0002 0.0002 0.0003 0.0003 0.0005 0.0006 0.0009 0.0012

Dx (m) -4.87 -68.53 -68.77 -69.06 -69.39 -69.79 -70.26 -70.83 -71.52 -145.93 -151.44 -160.89 -179.45 -227.07 -397.52 -1825.29

0.000 -4.869 -73.395 -142.165 -211.220 -280.610 -350.397 -420.656 -491.483 -563.000 -708.927 -860.365 -1021.257 -1200.704 -1427.775 -1825.292

Un canal trapecial con ancho de plantilla de 10 m y talud igual a 2, transporta un gasto de 65 m3/s, con pendiente plantilla de 0.0015 y revestido de concreto con n = 0.018. Determinar la longitud de la curva de remanso, si al inst represa, el agua se sobreeleva 2 m sobre el tirante normal. Considérese la longitud de la curva hasta donde es 1% mayor al normal. Datos b (m) = 10 n = 0.018 k =2 3 Q (m /s) = 65 So = 0.0015 y1 (m) = 3.8071 y2 (m) = 1.8252 CADEN. 2900 4000.00 3995.00 3995.00 3985.00 3985.00 3965.00 3965.00 3940.00 3940.00 3900.00 3900.00 3850.00 3850.00 3800.00 3800.00 3700.00 3700.00 3600.00 3600.00 3500.00 3500.00 3400.00 3400.00 3300.00 3300.00 3200.00 3200.00 3100.00 3100.00 3000.00 3000.00

y2 = 1.825 m

yn (m) = 1.8071 yc (m) = 1.4672 y A (m2) 3.807 67.059 3.801 66.893 3.801 66.893 3.786 66.527 3.786 66.527 3.757 65.794 3.757 65.794 3.721 64.894 3.721 64.894 3.663 63.474 3.663 63.474 3.591 61.696 3.591 61.696 3.518 59.942 3.518 59.942 3.375 56.524 3.375 56.524 3.232 53.213 3.232 53.213 3.091 50.022 3.091 50.022 2.952 46.944 2.952 46.944 2.815 43.998 2.815 43.998 2.681 41.192 2.681 41.192 2.552 38.547 2.552 38.547 2.428 36.067 2.428 36.067

MÉTODO DE PASOS P R 27.026 2.481 26.996 2.478 26.996 2.478 26.931 2.470 26.931 2.470 26.801 2.455 26.801 2.455 26.639 2.436 26.639 2.436 26.383 2.406 26.383 2.406 26.059 2.368 26.059 2.368 25.735 2.329 25.735 2.329 25.092 2.253 25.092 2.253 24.454 2.176 24.454 2.176 23.824 2.100 23.824 2.100 23.201 2.023 23.201 2.023 22.589 1.948 22.589 1.948 21.991 1.873 21.991 1.873 21.413 1.800 21.413 1.800 20.858 1.729 20.858 1.729

V 0.969 0.972 0.972 0.977 0.977 0.988 0.988 1.002 1.002 1.024 1.024 1.054 1.054 1.084 1.084 1.150 1.150 1.221 1.221 1.299 1.299 1.385 1.385 1.477 1.477 1.578 1.578 1.686 1.686 1.802 1.802

V2/2g 0.0479 0.0481 0.0481 0.0487 0.0487 0.0497 0.0497 0.0511 0.0511 0.0534 0.0534 0.0566 0.0566 0.0599 0.0599 0.0674 0.0674 0.0760 0.0760 0.0861 0.0861 0.0977 0.0977 0.1112 0.1112 0.1269 0.1269 0.1449 0.1449 0.1655 0.1655

E 3.855 3.849 3.849 3.835 3.835 3.806 3.806 3.772 3.772 3.717 3.717 3.647 3.647 3.578 3.578 3.442 3.442 3.308 3.308 3.177 3.177 3.050 3.050 2.926 2.926 2.808 2.808 2.697 2.697 2.593 2.593

2900.00 1.82 2900.00 2800.00 2800.00 2700.00 2700.00 2600.00 2600.00 2500.00 2500.00 2400.00 2400.00 2300.00 2300.00 2200.00 2200.00 2100.00 1900.00

2.311 2.311 2.202 2.202 2.105 2.105 2.022 2.022 1.954 1.954 1.903 1.903 1.866 1.866 1.843 1.843 1.828

33.783 33.783 31.720 31.720 29.916 29.916 28.403 28.403 27.175 27.175 26.264 26.264 25.630 25.630 25.219 25.219 24.968

20.333 20.333 19.848 19.848 19.415 19.415 19.044 19.044 18.738 18.738 18.508 18.508 18.347 18.347 18.241 18.241 18.176

1.661 1.661 1.598 1.598 1.541 1.541 1.491 1.491 1.450 1.450 1.419 1.419 1.397 1.397 1.383 1.383 1.374

1.924 1.924 2.049 2.049 2.173 2.173 2.288 2.288 2.392 2.392 2.475 2.475 2.536 2.536 2.577 2.577 2.603

0.1887 0.1887 0.2140 0.2140 0.2406 0.2406 0.2669 0.2669 0.2916 0.2916 0.3122 0.3122 0.3278 0.3278 0.3386 0.3386 0.3454

2.499 2.499 2.416 2.416 2.346 2.346 2.289 2.289 2.246 2.246 2.215 2.215 2.194 2.194 2.181 2.181 2.174

5 m3/s, con pendiente de va de remanso, si al instalarse una e la curva hasta donde el tirante

yn = 1.807 m

Sf 0.000091 0.000091 0.000091 0.000093 0.000093 0.000095 0.000095 0.000099 0.000099 0.000105 0.000105 0.000114 0.000114 0.000123 0.000123 0.000145 0.000145 0.000171 0.000171 0.000203 0.000203 0.000243 0.000243 0.000291 0.000291 0.000349 0.000349 0.000421 0.000421 0.000507 0.000507

y1 = 3.807 m

SfDx/2 0.000227 0.000228 0.000456 0.000463 0.000926 0.000955 0.001194 0.001240 0.001983 0.002108 0.002635 0.002849 0.002849 0.003085 0.006170 0.007255 0.007255 0.008572 0.008572 0.010174 0.010174 0.012136 0.012136 0.014536 0.014536 0.017470 0.017470 0.021036 0.021036 0.025350 0.025350

H1 H2 3.848 3.848 3.834 3.834 3.806 3.806 3.770 3.771 3.714 3.715 3.644 3.645 3.575 3.575 3.434 3.435 3.299 3.300 3.167 3.167 3.037 3.037 2.912 2.912 2.791 2.791 2.676 2.676 2.568 2.568 2.469

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.000610 0.000610 0.000728 0.000728 0.000859 0.000859 0.000996 0.000996 0.001129 0.001129 0.001244 0.001244 0.001334 0.001334 0.001397 0.001397 0.001438

0.030476 0.030476 0.036407 0.036407 0.042973 0.042973 0.049788 0.049788 0.056459 0.056459 0.062222 0.062222 0.066718 0.066718 0.069874 0.069874 0.071901

2.469 0.00 2.380 2.380 0.00 2.303 2.303 0.00 2.239 2.239 0.00 2.189 2.189 0.00 2.152 2.152 0.00 2.127 2.127 0.00 2.111 2.111 0.00 2.101 2.102 0.00