diseño de obras de arte

PENDIENTE MEDIA DEL CAUSE TIEMPO DE CONCENTRACIÓN

SEGÚN LA FÓRMULA DE HATAWAY

SUB CUENCA s % Sub Cuenca L (Km) S (m/m)Baden km 02+820 12.93 Baden km 02+820 3.87 0.13

Alcant. Km 04+130 19.78 Alcant. Km 04+130 1.26 0.20Alcant. Km 08+055 36.23 Alcant. Km 08+055 0.83 0.36Ponton Km 08+722 39.31 Ponton Km 08+722 1.45 0.39Alcant. Km 09+402 30.82 Alcant. Km 09+402 1.30 0.31Alcant. Km 10+239 28.57 Alcant. Km 10+239 1.16 0.29Alcant. Km 10+742 40.18 Alcant. Km 10+742 0.62 0.40Alcant. Km 11+010 24.01 Alcant. Km 11+010 1.21 0.24Alcant. Km 11+892 46.58 Alcant. Km 11+892 0.61 0.47Alcant. Km 12+179 50.28 Alcant. Km 12+179 0.56 0.50Ponton Km 12+560 5.19 Ponton Km 12+560 1.93 0.05Baden Km 12+880 10.12 Baden Km 12+880 1.78 0.10Alcant. Km 13+361 9.66 Alcant. Km 13+361 0.73 0.10Alcant. Km 13+442 9.24 Alcant. Km 13+442 0.73 0.09Alcant. Km 13+675 8.97 Alcant. Km 13+675 0.73 0.09Baden Km 13+890 26.44 Baden Km 13+890 0.87 0.26Baden Km15+280 15.45 Baden Km15+280 0.49 0.15Baden Km 15+761 4.34 Baden Km 15+761 0.58 0.04Baden Km 17+853 10.89 Baden Km 17+853 1.56 0.11

SUBCUENCATC PROMEDIO

HATAWAY PASSINI HRS MINBaden km 02+820 0.88 0.69 0.79 47.28

Alcant. Km 04+130 0.47 0.18 0.33 19.69Alcant. Km 08+055 0.33 0.11 0.22 13.41Ponton Km 08+722 0.43 0.19 0.31 18.50Alcant. Km 09+402 0.43 0.15 0.29 17.27Alcant. Km 10+239 0.41 0.15 0.28 16.95Alcant. Km 10+742 0.29 0.08 0.18 11.03Alcant. Km 11+010 0.44 0.20 0.32 19.19Alcant. Km 11+892 0.27 0.09 0.18 10.83Alcant. Km 12+179 0.26 0.08 0.17 10.06Ponton Km 12+560 0.80 0.72 0.76 45.62Baden Km 12+880 0.65 0.45 0.55 32.96Alcant. Km 13+361 0.43 0.14 0.28 17.08Alcant. Km 13+442 0.44 0.14 0.29 17.31Alcant. Km 13+675 0.44 0.14 0.29 17.47Baden Km 13+890 0.37 0.15 0.26 15.65Baden Km15+280 0.32 0.14 0.23 13.86Baden Km 15+761 0.47 0.34 0.41 24.30Baden Km 17+853 0.60 0.42 0.51 30.68

Tc=0 . 606* (L*n )0 . 467 *S−0 .243

TIEMPO DE CONCENTRACIÓN TIEMPO DE CONCENTRACIÓNSEGÚN LA FÓRMULA DE HATAWAY SEGÚN LA FÓRMULA DE PASSINI

n Tc (horas) Sub Cuenca L(Km) I(m/m) A(Km2)0.2 0.88 Baden km 02+820 3.87 0.13 1.950.2 0.47 Alcant. Km 04+130 1.26 0.20 0.210.2 0.33 Alcant. Km 08+055 0.83 0.36 0.130.2 0.43 Ponton Km 08+722 1.45 0.39 0.570.2 0.43 Alcant. Km 09+402 1.30 0.31 0.150.2 0.41 Alcant. Km 10+239 1.16 0.29 0.180.2 0.29 Alcant. Km 10+742 0.62 0.40 0.110.2 0.44 Alcant. Km 11+010 1.21 0.24 0.220.2 0.27 Alcant. Km 11+892 0.61 0.47 0.150.2 0.26 Alcant. Km 12+179 0.56 0.50 0.150.2 0.80 Ponton Km 12+560 1.93 0.05 1.140.2 0.65 Baden Km 12+880 1.78 0.10 0.790.2 0.43 Alcant. Km 13+361 0.73 0.10 0.050.2 0.44 Alcant. Km 13+442 0.73 0.09 0.050.2 0.44 Alcant. Km 13+675 0.73 0.09 0.050.2 0.37 Baden Km 13+890 0.87 0.26 0.270.2 0.32 Baden Km15+280 0.49 0.15 0.170.2 0.47 Baden Km 15+761 0.58 0.04 0.290.2 0.60 Baden Km 17+853 1.56 0.11 0.60

Tc=α∗3√S*L√I

TIEMPO DE CONCENTRACIÓNSEGÚN LA FÓRMULA DE PASSINI PROM

Tc (horas) HOR MIN0.69 0.79 47.280.18 0.33 19.690.10 0.22 13.060.19 0.31 18.500.13 0.28 16.870.14 0.28 16.660.08 0.18 11.030.17 0.30 18.250.08 0.18 10.730.08 0.17 10.060.72 0.76 45.620.45 0.55 32.960.14 0.28 17.080.14 0.29 17.310.14 0.29 17.470.15 0.26 15.650.14 0.23 13.860.34 0.41 24.300.38 0.49 29.39

Año

ESTACION PERAYOC

Registro de intensidades de 1965 a 1998

Precipitación media Anual :793.14 mmIntensidad (mm/hr)

5 ´ 10 ´ 15 ´ 30 ´ 60 ´ 120 ´1965 38.4 33.6 25.87 18.13 13.35 14.41966 31.2 31.2 25.2 16.1 11.22 7.731967 33.6 28.4 28.4 15.5 11.44 9.51968 38.4 22.8 22.8 22.8 11.5 7.981969 33 33 24.9 22.8 12.93 6.481970 82.8 26.4 25.5 20.6 19.27 10.081971 35.4 21 19.2 12.46 6.98 6.981972 49.2 49.2 49.2 14.77 14.77 8.721973 27 27 24.3 14.7 14.4 7.471974 25.5 25.5 25.5 25.2 8.3 5.81975 20.1 16.5 16.5 12.38 11.8 5.471976 26.16 26.16 26.16 26.16 10.97 5.51977 38.4 30 14.7 14.68 14.68 14.681978 42.9 42.9 42.9 19.8 15.4 10.91979 14.09 14.09 14.09 14.09 14.09 14.091980 26.4 18 18 18 10.24 7.951981 35.4 35.4 24.6 16.08 13.8 71982 48 34.08 34.08 28 25.57 17.81983 30.8 30.8 30.8 23.85 12.08 11.331984 29.4 29.4 29.4 16.2 10.8 8.711985 15.6 15.6 11.9 11.9 11.9 9.091986 16.35 16.35 16.35 16.35 11 7.071987 87.6 13.6 13.6 13.6 10.3 9.31988 30.4 30.4 30.4 19.44 14.25 13.251989 25.07 25.07 25.07 25.07 21.05 14.371990 42 42 42 42 27.89 16.51991 61.5 61.5 61.5 41.4 21.5 8.251992 48 48 48 36.34 11 7.271993 66.6 66.6 15 26 18 14.111994 48 48 30.4 30.4 21.43 16.7

1995 64.8 27 27 27 20 71996 66 66 51 20 15.59 6.841997 72 52 52 21.67 13.97 121998 66 40.8 40.8 21.6 11.5 9

Media 41.65 33.19 29.03 21.33 14.50 9.98Desv. Est. 19.20 14.30 12.59 7.71 4.78 3.53

ESTACION PERAYOC CUENCA EN ESTUDIO

Registro de intensidades de 1965 a 1998 Precipitación media Anual : 753.333 mm

Precipitación media Anual :793.14 mm Ir = (Prec.media del proyecto/Prec. Media Perayoc)*Intensidad PerayocIntensidad (mm/hr) Intensidad (mm/hr)

240 ´ 5 ´ 10 ´ 15 ´ 30 ´ 60 ´ 120 ´7.64 36.48 31.92 24.58 17.22 12.68 13.685.71 29.64 29.64 23.94 15.30 10.66 7.342.36 31.92 26.98 26.98 14.73 10.87 9.037.12 36.48 21.66 21.66 21.66 10.92 7.586.19 31.35 31.35 23.65 21.66 12.28 6.163.14 78.66 25.08 24.22 19.57 18.31 9.583.79 33.63 19.95 18.24 11.84 6.63 6.632.86 46.74 46.74 46.74 14.03 14.03 8.285.05 25.65 25.65 23.09 13.96 13.68 7.103.33 24.22 24.22 24.22 23.94 7.89 5.513.54 19.10 15.67 15.67 11.76 11.21 5.205.24 24.85 24.85 24.85 24.85 10.42 5.23

14.68 36.48 28.50 13.96 13.95 13.95 13.953.53 40.75 40.75 40.75 18.81 14.63 10.365.39 13.39 13.39 13.39 13.39 13.39 13.393.91 25.08 17.10 17.10 17.10 9.73 7.55

7 33.63 33.63 23.37 15.28 13.11 6.659.68 45.60 32.38 32.38 26.60 24.29 16.917.48 29.26 29.26 29.26 22.66 11.48 10.766.05 27.93 27.93 27.93 15.39 10.26 8.274.53 14.82 14.82 11.31 11.31 11.31 8.642.55 15.53 15.53 15.53 15.53 10.45 6.725.89 83.22 12.92 12.92 12.92 9.79 8.845.48 28.88 28.88 28.88 18.47 13.54 12.598.66 23.82 23.82 23.82 23.82 20.00 13.657.72 39.90 39.90 39.90 39.90 26.50 15.676.83 58.43 58.43 58.43 39.33 20.43 7.846.22 45.60 45.60 45.60 34.52 10.45 6.919.42 63.27 63.27 14.25 24.70 17.10 13.406.52 45.60 45.60 28.88 28.88 20.36 15.86

4.57 61.56 25.65 25.65 25.65 19.00 6.654.33 62.70 62.70 48.45 19.00 14.81 6.508.72 68.40 49.40 49.40 20.59 13.27 11.406.9 62.70 38.76 38.76 20.52 10.92 8.555.94 39.57 31.53 27.58 20.26 13.77 9.482.51 18.24 13.59 11.96 7.32 4.54 3.36

CUENCA EN ESTUDIO INTENSIDAD MÁXIMA ANUAL

Precipitación media Anual : 753.333 mm

Nº de Orden

Frecuencia Período de Duración (min)

Ir = (Prec.media del proyecto/Prec. Media Perayoc)*Intensidad Perayoc 10 30Intensidad (mm/hr) 1 1/30 30 63.27 39.90

240 ´ 2 1/15 15 62.70 39.337.26 3 1/10 10 58.43 34.525.42 4 2/15 7.5 49.40 28.882.24 5 1/6 6 46.74 26.606.76 6 1/5 5 45.60 25.655.88 7 7/30 4.29 45.60 24.852.98 8 4/15 3.75 40.76 24.703.60 9 3/10 3.33 39.90 23.942.72 10 1/3 3 38.76 23.824.80 11 11/30 2.73 33.63 22.663.16 12 2/5 2.5 32.38 21.663.36 13 13/30 2.31 31.92 21.664.98 14 7/15 2.14 31.35 20.59

13.95 15 1/2 2 29.64 20.523.35 16 8/15 1.88 29.26 19.575.12 17 17/30 1.76 28.88 19.003.71 18 3/5 1.67 28.50 18.816.65 19 19/30 1.58 27.93 18.479.20 20 2/3 1.5 26.98 17.227.11 21 7/10 1.43 25.65 17.105.75 22 11/15 1.36 25.65 15.534.30 23 23/30 1.3 25.08 15.392.42 24 4/5 1.25 24.85 15.305.60 25 5/6 1.2 24.23 15.285.21 26 13/15 1.15 23.82 14.738.23 27 9/10 1.11 21.66 14.037.33 28 14/15 1.07 19.95 13.976.49 29 29/30 1.03 17.10 13.955.91 30 1 1 15.68 13.398.95 DESV. STAND. 12.76 7.086.19 I MEDIA 33.84 21.37

4.34 K4.11 2 -0.152 -0.1528.28 5 0.863 0.8636.56 10 1.536 1.5365.64 20 2.184 2.1842.38 30 2.463 2.463

50 3.021 3.021100 3.64 3.64

Intensidad I (mm/h)2 31.90 20.295 44.85 27.4810 53.44 32.2520 61.70 36.8430 65.26 38.8150 72.38 42.76100 80.28 47.15

Periodo de retorno años

Periodo de Retorno

Periodo de Retorno

I=I +K∗σ x

0 50 100 150 200 250 3000.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

CURVAS INTENSIDAD - DURACION -FRECUENCIA

1/30.

1/15.

1/10.

P.D. min

mm

/h

INTENSIDAD MÁXIMA ANUAL

Período de Duración (min)

60 120 24026.50 16.91 13.95 1.80119783446 1.6009728956924.29 15.87 9.20 1.79726754083 1.5947239464120.43 15.68 8.95 1.76659872106 1.5381085282620.36 13.95 8.28 1.69372694892 1.460597188920.00 13.68 8.23 1.66968870806 1.4248816366319.00 13.65 7.33 1.65896484266 1.4090873694518.31 13.40 7.26 1.65896484266 1.3953613449417.10 13.39 7.11 1.61018089747 1.3926969532614.81 12.59 6.76 1.60097289569 1.3791241460714.63 11.40 6.65 1.58838376838 1.3768779392514.03 10.76 6.56 1.52672686731 1.3552119886613.95 10.36 6.49 1.51022319138 1.3356584522913.68 9.58 6.19 1.50406288268 1.3356584522913.54 9.03 5.91 1.49623754517 1.3135825166113.39 8.84 5.88 1.47187819931 1.3121773564413.27 8.64 5.75 1.46627432179 1.2915908256613.11 8.55 5.60 1.4605971889 1.2787536009512.68 8.28 5.42 1.45484486001 1.2743887955512.28 8.27 5.21 1.4460709357 1.2664198658811.48 7.84 5.12 1.43104194534 1.2361214093811.31 7.58 4.98 1.40908736945 1.2329961103911.21 7.55 4.80 1.40908736945 1.1912413622910.93 7.34 4.34 1.39932753216 1.1872386198310.93 7.10 4.30 1.39536134494 1.1845494813210.87 6.91 4.11 1.38426378572 1.184009649710.66 6.72 3.71 1.37687793925 1.1680553034610.45 6.65 3.60 1.33565845229 1.147104100610.45 6.65 3.36 1.29994290002 1.1450409400410.42 6.63 3.35 1.23299611039 1.1444496608710.26 6.50 3.16 1.1952075495 1.1266345984

4.34 3.22 2.24 LOG X (MEDIA) 1.50172384303 1.3094438346514.48 10.01 6.05

K-0.152 -0.152 -0.1520.863 0.863 0.8631.536 1.536 1.5362.184 2.184 2.1842.463 2.463 2.4633.021 3.021 3.0213.64 3.64 3.64

Intensidad I (mm/h)13.82 9.52 5.7118.22 12.78 7.9821.15 14.95 9.4923.96 17.03 10.9425.17 17.93 11.5627.60 19.73 12.8130.29 21.72 14.19

0 50 100 150 200 250 3000.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

CURVAS INTENSIDAD - DURACION -FRECUENCIA

1/30.

1/15.

1/10.

P.D. min

mm

/h

1.42317211955 1.2281436076 1.14444966087 0.08968467154 0.08498919343 0.077784020051.38545433332 1.20044007644 0.9635989626 0.08734607731 0.08138474217 0.058167831211.3101620652 1.1952075495 0.95177450808 0.07015870101 0.0522875421 0.02751876629

1.30874577633 1.14444966087 0.91824009022 0.03686519267 0.0228473365 0.027050882041.30097570546 1.13608609738 0.91524149731 0.02821219588 0.01332588613 0.024555345251.27875360095 1.13518037342 0.86534090562 0.02472473197 0.00992883403 0.018084695071.26260531994 1.12725061904 0.86081696386 0.02472473197 0.00738181857 0.014002241441.23299611039 1.1266345984 0.85162520315 0.01176293266 0.00693108176 0.007871568011.17056972048 1.09993948356 0.83020359893 0.00985037445 0.0048553458 0.000691451621.16524432613 1.05690485134 0.8228216453 0.00750994266 0.00454735846 0.000439743971.1471041006 1.03195351515 0.81657269603 0.00062515122 0.00209472392 8.0080383E-06

1.14444966087 1.01515010323 0.81214430897 7.2238922E-05 0.00068720618 3.0767973E-081.13608609738 0.9811841374 0.79197120102 5.4711065E-06 0.00068720618 6.704589E-051.13153846963 0.95544721058 0.77151398998 3.0099464E-05 1.7128688E-05 0.000162200171.1266345984 0.94620655384 0.76941425431 0.00089076245 7.4721414E-06 0.000311157411.1229200114 0.93628748851 0.75947897994 0.00125666856 0.00031872993 0.00045600363

1.11760269169 0.93196611473 0.74783890008 0.00169140168 0.00094189044 0.000711372171.10320487099 0.91824009022 0.73435971353 0.00219763905 0.00122885577 0.001686694131.08932213017 0.9177417603 0.71650416377 0.00309724609 0.00185106189 0.003019735791.05979053957 0.89417755384 0.70931237048 0.00499593066 0.00537617805 0.007137497811.05327056668 0.87972649664 0.69705489227 0.00858151624 0.00584425454 0.00828167091.04960561259 0.87809073395 0.68101498341 0.00858151624 0.01397182447 0.008962151451.03842144564 0.86590309921 0.63763980536 0.01048500448 0.01493411453 0.011204816791.03842144564 0.8510442071 0.6338218073 0.011312981 0.01559859949 0.011204816791.03614962975 0.83925801615 0.61421150164 0.01379686506 0.01573373475 0.011690934121.02771646221 0.82714301909 0.56990036268 0.01558649969 0.01999071675 0.013585718561.01911629045 0.8228216453 0.55636281526 0.027577714 0.02635418925 0.015664515551.01911629045 0.8228216453 0.52672686731 0.04071554896 0.02702831176 0.015664515551.01793023286 0.82157902791 0.52549831068 0.07221459429 0.02722307738 0.015962811391.01114736078 0.81277970701 0.5001678388 0.0939522382 0.03341921686 0.017722769391.14427425285 0.9799919681 0.75652075996 DESVEST 0.15630503329 0.131540951 0.11739573676

0.06157923619 0.15048883216 0.0268582265563323 0.02477681975893 0.021693797256240.04859736847 0.04288138201 0.0258145826760015 0.02321744834085 0.014028922212370.04631774648 0.03812402616 0.0185832773736351 0.0119563147951 0.004565027938120.02704633271 0.02615314178 0.00707823149233532 0.00345345154773 0.004449099779920.0243653772 0.02519227246 0.00473865767346504 0.00153831100391 0.00384785827002

0.02408344115 0.0118418241 0.00388774156989129 0.00098934411891 0.00243201800310.02168511028 0.01087769815 0.00388774156989129 0.00063422747338 0.001656900171240.02150406102 0.00904485512 0.0012757730276998 0.00057703417174 0.000698380135220.01438740647 0.00542916076 0.000977640332744016 0.00033832200739 1.818204363E-050.00591559161 0.0043958074 0.000650811070371175 0.00030664704624 9.221463339E-060.00270000237 0.00360623503 1.56306712161077E-05 9.5871647086E-05 2.2661529136E-080.00123609447 0.0030939792 6.13983766037304E-07 1.8014847197E-05 5.3969491482E-121.4212676E-06 0.00125673377 1.27971349432475E-08 1.8014847197E-05 -5.489821703E-070.00060244512 0.00022479695 -1.65134626542372E-07 7.0890193533E-08 -2.065746256E-060.00114145422 0.0001662422 -2.65853787061815E-05 2.0425261293E-08 -5.488709179E-060.00191008154 8.7510655E-06 -4.45482986825831E-05 -5.690288306E-06 -9.737611569E-060.00230648259 7.5374691E-05 -6.95616919071942E-05 -2.890683785E-05 -1.897340647E-050.00381329442 0.00049111198 -0.000103023083684087 -4.307758693E-05 -6.927148516E-050.00387508837 0.00160132797 -0.000172370749871675 -7.964002889E-05 -0.00016594089140.0073641137 0.00222863204 -0.00035312185994166 -0.000394194413 -0.0006030023184

0.01005316477 0.00353618942 -0.000794961402301438 -0.0004467799599 -0.00075366257920.01038386152 0.00570112229 -0.000794961402301438 -0.0016515041961 -0.00084843469130.01301627001 0.01413268137 -0.00107362577828715 -0.0018250266741 -0.00118606131190.01662752507 0.01505503298 -0.00120327692002717 -0.0019481769965 -0.00118606131190.01980604523 0.020251925 -0.00162058056099293 -0.001973548195 -0.00126407784560.02336280121 0.03482717268 -0.0019459106408719 -0.002826458079 -0.00158352133950.02470251037 0.04006320283 -0.00457970385161236 -0.004278332074 -0.00196053884870.02470251037 0.0528052331 -0.00821562186461861 -0.0044435326893 -0.00196053884870.02509465962 0.05337137207 -0.0194060641869723 -0.0044916491603 -0.00201680576090.02795994026 0.06571682019 -0.0287978918214807 -0.00610934151 -0.00235937720830.13340907249 0.14886269268 AG 0.237682859350626 0.60666997955678 0.85416473041111

DISTRIBUCIÓN LOG – PEARSON TIPO III(Procesamiento de Datos de Entrada)

Des. Estandar (s log Ii) 0.16 0.13Media de Log Ii 1.50 1.31n (Nº de datos) 30.00 30.00n-1 29.00 29.00n-2 28.00 28.00

Coeficiente Asimetría (g) 0.24 0.61Periodo de Retorno K

2 -0.04 -0.105 0.83 0.80

10 1.30 1.3320 1.65 1.7430 1.90 2.0250 2.18 2.26100 2.50 2.76

Periodo de Retorno LOG I2 1.50 1.305 1.63 1.41

10 1.71 1.4820 1.76 1.5430 1.80 1.5850 1.84 1.61100 1.89 1.67

Periodo de Retorno I (mm/h)2 31.30 19.795 42.80 25.98

10 50.76 30.4920 57.58 34.4930 62.91 37.6350 69.56 40.42100 78.07 46.97

0.01528098841839 0.058378967259580.01071319794912 0.008879799512860.00996830073761 0.00744385900050.00444797747547 0.004229468573020.00380329233822 0.003998536060960.00373747082624 0.001288629023810.00319332008502 0.001134502624190.00315341207017 0.000860205909520.00172573365946 0.000400035977870.0004549852066 0.000291445922250.0001402963003 0.000216561395194.345877626E-05 0.00017209810393

1.6943916395E-09 4.4551766497E-05-1.478686944E-05 3.3704323262E-06-3.856450356E-05 2.1434428221E-06-8.347911951E-05 2.5887576727E-08-0.0001107707948 -6.543925062E-07-0.0002354780914 -1.088355536E-05-0.0002412250564 -6.407969475E-05-0.0006319471033 -0.0001052101292-0.0010079853051 -0.0002102825721-0.0010581283044 -0.0004304676659-0.0014850115221 -0.0016801066519-0.0021440821281 -0.0018472367793-0.0027873830181 -0.0028820364266-0.0035709796117 -0.0064994608012-0.0038825015285 -0.0080189683361-0.0038825015285 -0.0121343200652-0.0039753188133 -0.0123299850977-0.0046752448307 -0.01684669882510.41758401387668 0.27197215265234

DISTRIBUCIÓN LOG – PEARSON TIPO III(Procesamiento de Datos de Entrada)

0.12 0.13 0.151.14 0.98 0.76

30.00 30.00 30.0029.00 29.00 29.0028.00 28.00 28.00

0.85 0.42 0.27K

-0.14 -0.07 -0.040.77 0.81 0.831.34 1.32 1.041.78 1.70 1.662.10 1.96 1.912.48 2.27 2.192.92 2.63 2.52

LOG I1.13 0.97 0.751.24 1.09 0.881.30 1.16 0.911.35 1.21 1.001.39 1.24 1.041.43 1.28 1.081.49 1.33 1.13

I (mm/h)13.42 9.35 5.6217.18 12.26 7.5720.01 14.32 8.1422.57 16.10 10.0924.59 17.45 10.9927.22 19.18 12.1130.73 21.42 13.55

CÁLCULO DE LAS INTENSIDADES (mm/h)ANÁLISIS DE FRECUENCIA DE TORMENTAS

Período de Duración10’ 30’ 60’ 120’ 240’

2 29.64 20.52 13.39 8.84 5.885 45.6 25.65 19 13.65 7.33

10 58.43 34.52 20.43 15.68 8.9520 62.89 39.52 25.03 16.22 10.7830 63.27 39.9 26.5 16.91 13.9550 --- ---- --- --- ---100 --- --- --- --- ---

CÁLCULO DE LAS INTENSIDADES (mm/h)DISTRIBUCIÓN DE VALOR EXTREMO TIPO I


2 31.90 20.29 13.82 9.52 5.715 44.85 27.48 18.22 12.78 7.98

10 53.44 32.25 21.15 14.95 9.4920 61.70 36.84 23.96 17.03 10.9430 65.26 38.81 25.17 17.93 11.5650 72.38 42.76 27.60 19.73 12.81100 80.28 47.15 30.29 21.72 14.19

CÁLCULO DE LAS INTENSIDADES (mm/h)DISTRIBUCIÓN DE LOG - PEARSON TIPO III


2 31.3 19.79 13.42 9.35 5.625 42.8 25.98 17.18 12.26 7.57

10 50.76 30.49 20.01 14.32 8.1420 57.58 34.49 22.57 16.10 10.0930 62.91 37.63 24.59 17.45 10.9950 69.56 40.42 27.22 19.18 12.11100 78.07 46.97 30.73 21.42 13.55

INTENSIDAD - DURACIÓN - PERIODO DE RETORNOPeríodo de duración (min.)

10 30 60 120 240

2 30.95 20.20 13.54 9.24 5.745 44.42 26.37 18.14 12.90 7.63

10 54.21 32.42 20.53 14.98 8.8620 60.72 36.95 23.86 16.45 10.6030 63.81 38.78 25.42 17.43 12.1750 70.97 41.59 27.41 19.45 12.46100 79.18 47.06 30.51 21.57 13.87

Período de Retorno

Período de Retorno

Período de Retorno

Periodo de retorno (años)

0 50 100 150 200 250 3000.005.00

10.0015.0020.0025.0030.0035.0040.0045.0050.0055.0060.0065.0070.0075.0080.0085.00

CURVA INTENSIDAD - DURACION - FRECUENCIA

10 años

20 años

30 años

50 años

100 años

P.D. (min)

INTE

NSID

AD (m

m/h

)

VARIACION DE LA TEMPERATURA CON LA ALTITUD

Nº ESTACION CUENCA COTA (msnm)TEMPERATURA ºC

MAX MED MIN X-XM1 URCOS VILCANOTA 3149 23.8 13.4 2 -698.6252 KAYRA VILCANOTA 3219 22.8 12.6 -0.5 -628.6253 COMBAPATA VILCANOTA 3474 22.5 11.9 0.2 -373.6254 SICUANI VILCANOTA 3574 21.8 11.7 -0.3 -273.6255 ANGOSTURA APURIMAC 4155 17.3 5.8 -10 307.3756 MACUSANI INAMBARI 4250 16.7 5.1 -7.5 402.3757 IMATA CHILI 4436 14.8 2.5 -12.7 588.3758 PAÑE COLCA 4524 13.4 3.1 -7.5 676.375

MED 3847.625 19.1375 8.2625 -4.5375

b=a=y=x=

2500 3000 3500 4000 4500 5000-15

-10

-5

0

5

10

15

20

25

30

f(x) = − 0.00913551962628939 x + 30.6125537021017

f(x) = − 0.00812285183627719 x + 39.516187796556

f(x) = − 0.00719396282972544 x + 46.8171712327224

VARIACION DE LA TEMPERATURA CON LA ALTURA

Temp. MaxLinear (Temp. Max)Temp. MediaLinear (Temp. Media)

m.s.n.m.

ºC

(X-XM)Y (X-XM)^2 (X-XM)Y (X-XM)Y-16627.275 488076.890625 -9361.575 -1397.25-14332.65 395169.390625 -7920.675 314.3125

-8406.5625 139595.640625 -4446.1375 -74.725-5965.025 74870.640625 -3201.4125 82.08755317.5875 94479.390625 1782.775 -3073.756719.6625 161905.640625 2052.1125 -3017.8125

8707.95 346185.140625 1470.9375 -7472.36259063.425 457483.140625 2096.7625 -5072.8125

-15522.8875 2157765.875 -17527.2125 -19712.3125

-0.0071939628 -0.0081228518 -0.009135519619.1375 8.2625 -4.5375

18.580867126 7.63399433917 -5.24436083113925 3925 3925

y'=a+b ( x−x )

a= y

b=∑ ( x−x ) y

∑ ( x−x )2

2500 3000 3500 4000 4500 5000-15

-10

-5

0

5

10

15

20

25

30

f(x) = − 0.00913551962628939 x + 30.6125537021017

f(x) = − 0.00812285183627719 x + 39.516187796556

f(x) = − 0.00719396282972544 x + 46.8171712327224

VARIACION DE LA TEMPERATURA CON LA ALTURA

Temp. MaxLinear (Temp. Max)Temp. MediaLinear (Temp. Media)

m.s.n.m.

ºC

CÁLCULO DEL COEFICIENTE DE ESCORRENTÍASEGÚN LA FÓRMULA DE JUSTIN

Sub Cuenca S (m/m) P (mm) T (ºC) Fs (mm) Ce (%)Baden km 02+820 0.13 753.33 8.26 322.74 42.84Alcant. Km 04+130 0.20 753.33 8.26 344.74 45.76Alcant. Km 08+055 0.36 753.33 8.26 378.64 50.26Ponton Km 08+722 0.39 753.33 8.26 383.47 50.90Alcant. Km 09+402 0.31 753.33 8.26 369.27 49.02Alcant. Km 10+239 0.29 753.33 8.26 364.96 48.45Alcant. Km 10+742 0.40 753.33 8.26 384.77 51.08Alcant. Km 11+010 0.24 753.33 8.26 355.26 47.16Alcant. Km 11+892 0.47 753.33 8.26 393.68 52.26Alcant. Km 12+179 0.50 753.33 8.26 398.38 52.88Ponton Km 12+560 0.05 753.33 8.26 280.19 37.19Baden Km 12+880 0.10 753.33 8.26 310.74 41.25Alcant. Km 13+361 0.10 753.33 8.26 308.47 40.95Alcant. Km 13+442 0.09 753.33 8.26 306.39 40.67Alcant. Km 13+675 0.09 753.33 8.26 304.95 40.48Baden Km 13+890 0.26 753.33 8.26 360.60 47.87Baden Km15+280 0.15 753.33 8.26 331.78 44.04Baden Km 15+761 0.04 753.33 8.26 272.47 36.17Baden Km 17+853 0.11 753.33 8.26 314.28 41.72

INTENSIDADES DE DISEÑO

Sub Cuenca

Tiempo de Período de Intensidad de

retorno (años) diseño (mm/h)

Baden km 02+820 47.28 100.00 36.00Alcant. Km 04+130 19.69 50.00 55.00Alcant. Km 08+055 13.41 50.00 69.00Ponton Km 08+722 18.50 100.00 62.00Alcant. Km 09+402 17.27 50.00 63.00Alcant. Km 10+239 16.95 50.00 63.00Alcant. Km 10+742 11.03 50.00 71.00Alcant. Km 11+010 19.19 50.00 54.00Alcant. Km 11+892 10.83 50.00 70.00Alcant. Km 12+179 10.06 50.00 71.00Ponton Km 12+560 45.62 100.00 36.00Baden Km 12+880 32.96 100.00 42.00Alcant. Km 13+361 17.08 50.00 63.00Alcant. Km 13+442 17.31 50.00 63.00Alcant. Km 13+675 17.47 50.00 63.00Baden Km 13+890 15.65 100.00 71.00Baden Km15+280 13.86 100.00 72.00

concentración (min.)

Fs=0 .183*S0 .155∗(P2

160+9T )Ce=100*Fs

P

Baden Km 15+761 24.30 100.00 55.00Baden Km 17+853 30.68 100.00 44.00

CÁLCULO DEL COEFICIENTE DE ESCORRENTÍASEGÚN LA FÓRMULA DE L. TURC

Cuenca T (ºC) P (mm) LBaden km 02+820 8.26 753.33 534.68Alcant. Km 04+130 8.26 753.33 534.68Alcant. Km 08+055 8.26 753.33 534.68Ponton Km 08+722 8.26 753.33 534.68Alcant. Km 09+402 8.26 753.33 534.68Alcant. Km 10+239 8.26 753.33 534.68Alcant. Km 10+742 8.26 753.33 534.68Alcant. Km 11+010 8.26 753.33 534.68Alcant. Km 11+892 8.26 753.33 534.68Alcant. Km 12+179 8.26 753.33 534.68Ponton Km 12+560 8.26 753.33 534.68Baden Km 12+880 8.26 753.33 534.68Alcant. Km 13+361 8.26 753.33 534.68Alcant. Km 13+442 8.26 753.33 534.68Alcant. Km 13+675 8.26 753.33 534.68Baden Km 13+890 8.26 753.33 534.68Baden Km15+280 8.26 753.33 534.68Baden Km 15+761 8.26 753.33 534.68Baden Km 17+853 8.26 753.33 534.68

GENERACION DE CAUDALES

MAC-MATH

Sub Cuenca Ce I (mm/h) A (Ha)Baden km 02+820 41.98 36.00 195.00Alcant. Km 04+130 43.44 55.00 21.00Alcant. Km 08+055 45.69 69.00 13.00Ponton Km 08+722 46.01 62.00 57.00Alcant. Km 09+402 45.07 63.00 15.00Alcant. Km 10+239 44.79 63.00 18.00Alcant. Km 10+742 46.10 71.00 11.00Alcant. Km 11+010 44.14 54.00 22.00Alcant. Km 11+892 46.69 70.00 15.00Alcant. Km 12+179 47.00 71.00 15.00Ponton Km 12+560 39.16 36.00 114.00Baden Km 12+880 41.19 42.00 78.60Alcant. Km 13+361 41.04 63.00 5.00Alcant. Km 13+442 40.90 63.00 5.00Alcant. Km 13+675 40.80 63.00 5.00Baden Km 13+890 44.50 71.00 26.50Baden Km15+280 42.58 72.00 17.00

D=P (0 . 9+P2

L2 )−1/2

L=300+25*T+0 . 05*T3

C=( P−D )P

Baden Km 15+761 38.65 55.00 29.00Baden Km 17+853 41.42 44.00 60.00

MAC MATHBURKI -ZIEGERRACIONAL Q = C * I * A / 360

Q=C*I*A0 .58 *S0 .42

Q=0 .022*C*I*A* 4√ SA

CÁLCULO DEL COEFICIENTE DE ESCORRENTÍA COEFICIENTES DE ESCORRENTIA PROMEDIOSEGÚN LA FÓRMULA DE L. TURC

Sub CuencaMétodo

Ce (%)D (mm) Ce (%) Justin L. Turc443.51 41.13 Baden km 02+820 42.84 41.13 41.98443.51 41.13 Alcant. Km 04+130 45.76 41.13 43.44443.51 41.13 Alcant. Km 08+055 50.26 41.13 45.69443.51 41.13 Ponton Km 08+722 50.90 41.13 46.01443.51 41.13 Alcant. Km 09+402 49.02 41.13 45.07443.51 41.13 Alcant. Km 10+239 48.45 41.13 44.79443.51 41.13 Alcant. Km 10+742 51.08 41.13 46.10443.51 41.13 Alcant. Km 11+010 47.16 41.13 44.14443.51 41.13 Alcant. Km 11+892 52.26 41.13 46.69443.51 41.13 Alcant. Km 12+179 52.88 41.13 47.00443.51 41.13 Ponton Km 12+560 37.19 41.13 39.16443.51 41.13 Baden Km 12+880 41.25 41.13 41.19443.51 41.13 Alcant. Km 13+361 40.95 41.13 41.04443.51 41.13 Alcant. Km 13+442 40.67 41.13 40.90443.51 41.13 Alcant. Km 13+675 40.48 41.13 40.80443.51 41.13 Baden Km 13+890 47.87 41.13 44.50443.51 41.13 Baden Km15+280 44.04 41.13 42.58443.51 41.13 Baden Km 15+761 36.17 41.13 38.65443.51 41.13 Baden Km 17+853 41.72 41.13 41.42

GENERACION DE CAUDALES

MAC-MATH BURKI - ZIEGER RACIONAL PROMEDIO

S (m/km) Q (m3/s) c Q (m3/s) C Q (m3/s) Q (m3/s)129.27 2.48 0.25 3.48 0.42 8.19 2.98197.78 1.29 0.25 1.11 0.42 1.35 1.25362.28 1.66 0.25 1.13 0.42 1.05 1.28393.10 3.66 0.25 3.15 0.42 4.12 3.64308.17 1.52 0.25 1.11 0.42 1.10 1.24285.71 1.62 0.25 1.24 0.42 1.32 1.40401.80 1.63 0.25 1.06 0.42 0.91 1.20240.11 1.43 0.25 1.19 0.42 1.39 1.33465.76 2.08 0.25 1.36 0.42 1.23 1.55502.78 2.19 0.25 1.41 0.42 1.24 1.6151.92 1.15 0.25 1.85 0.42 4.79 2.60

101.22 1.51 0.25 1.93 0.42 3.85 2.4396.55 0.45 0.25 0.36 0.42 0.37 0.3992.41 0.44 0.25 0.36 0.42 0.37 0.3989.66 0.43 0.25 0.36 0.42 0.37 0.39

264.37 2.20 0.25 1.84 0.42 2.20 2.08154.48 1.32 0.25 1.17 0.42 1.43 1.30

43.35 0.73 0.25 0.97 0.42 1.86 1.19108.90 1.40 0.25 1.69 0.42 3.08 2.06

Tabla III.2. VALORES DE C PARA LA FÓRMULA DEBURKLI - ZIEGER

Tipo de s CCalles pa 0.75Calles co 0.625Poblado c 0.3Campos d 0.25

Q=0 .022*C*I*A* 4√ SA

CALCULO DEL AREA DE LOS BADENESNro. UBIC. Q. Calculado Q. Cuneta Q. TOTAL Coef Rug. L1 h A P R S Q L2

(km) m3/seg m3/seg m3/seg n (m) (m) (m2) (m) (m3) (m)1 02+820 2.98 0.15 3.132 0.020 7.00 0.18 1.23 7.35 0.17 0.03 3.21 9.002 12+880 2.43 0.25 2.683 0.020 8.50 0.21 1.81 8.93 0.20 0.03 5.39 10.503 13+880 2.08 0.25 2.328 0.020 6.50 0.16 1.06 6.83 0.15 0.03 2.64 8.504 15+280 1.30 0.25 1.555 0.020 5.50 0.14 0.76 5.78 0.13 0.03 1.69 7.505 15+765 1.19 0.25 1.437 0.020 5.50 0.14 0.76 5.78 0.13 0.03 1.69 7.506 17+853 2.06 0.20 2.257 0.020 6.00 0.15 0.90 6.30 0.14 0.03 2.13 8.00

*L2=L1+2 (0.05m de bordo libre)

* Q=A*R^(2/3)*S^(1/2)/n #NAME?

CALCULO DEL DIAMETROS DE LAS ALCANTARILLAS ARMCO TMC

Nro. UBIC. Area Q. Calculado Q. Cuneta Q. TOTAL Coef Rug. S DIAMETRO (Pulg) Ø DIAMETRO VELOC.(km) Has m3/seg m3/seg m3/seg TMC "n" % TALBOT COOK MANNING DEF(pulg) m/seg

1 04+130 21 1.25 0.11 1.359 0.021 3 34.19 38.63 32.09 35 36 2.072 08+055 13 1.28 0.16 1.439 0.021 3 28.56 39.53 32.79 34 36 2.193 09+402 15 1.24 0.23 1.472 0.021 3 30.14 39.88 33.07 34 36 2.244 10+239 18 1.40 0.18 1.577 0.021 3 32.27 40.99 33.93 36 36 2.405 10+742 11 1.20 0.13 1.330 0.021 3 26.83 38.29 31.83 32 36 2.026 11+010 22 1.33 0.14 1.475 0.021 3 34.79 39.92 33.09 36 36 2.257 11+892 15 1.55 0.23 1.785 0.021 3 30.14 43.08 35.54 36 36 2.728 12+179 15 1.61 0.21 1.823 0.021 3 30.14 43.45 35.83 36 36 2.789 13+361 5 0.39 0.12 0.513 0.021 3 19.96 26.16 22.27 23 24 1.7610 13+442 5 0.39 0.15 0.538 0.021 3 19.96 26.67 22.68 23 24 1.8411 13+675 5 0.39 0.15 0.535 0.021 3 19.96 26.61 22.63 23 24 1.83

Resumen de formulas para AlcantarillasFormula de TALBOT : D = 39,37 * 2 *RAIZ ((0,183*C*A^3/4)/PI()) Pulg.

C = 0,33 (Para terrenos onduladas con 3 a 4 veces el ancho)Formula de COOK : D = 39,37 * ( Q / 1,425 ) ^ (2/5) Pulg.Formula de MANNING : D = 39,37 * ( Q / 13,53 * S^0,5 ) ^3/8 Pulg.

observacion

okokokokokok

CALCULO DEL DIAMETROS DE LAS ALCANTARILLAS ARMCO TMC

AREAm2

0.660.660.660.660.660.660.660.660.290.290.29

DISEÑO DE PONTON LOSA ELEMENTO : LOSA KM 08+522 Y 12+560

DATOS OBSEVACIONESL (m) 3.00 Luz libre4P(kg) 7258.00 Sobrecargaf'c (kg/cm2) 210.00 Resistencia a la compresionf'y (kg/cm2) 4200.00 Resistencia a la fluenciaEc (kg/cm2) 217370.65 Mod Elas. ConcretoEs (kg/cm2) 2100000.00 Mod Elas. Acerob(cm) 100.00 Longitud de Analisis

PROCESOh (m) 0.25h adoptado (m) 0.40 Ingresar Valorwd (tn/m) 0.96 Peso propioMd (tn - m) 2.13 Momento Peso propioML (tn - m) 5.44 Momento Carga VivaE (m) 1.40 Ancho de influenciaMdmax (tn-m) 3.89 Momento MaximoI 0.30 Factor de ImpactoMI (tn/m) 1.63 Momento de ImpactoM (tn/m) 9.20 Momento de Diseñofc (kg/cm2) 84.00 Esfuerzo de compresion permisiblefs (kg/cm2) 1680.00 Esfuerzo de traccion permisibler 20.00 Relacion entre tensionesn 10.00 Relacion de modulos de elasticidadk 0.33 Factor adimensionalj 0.89 Factor adimensionald (verificacion)(m) 0.27 okAs (cm2) 17.12 PplAs (var) 6.03%Areparto 31.75 okAsr (cm2) 5.44 RepartoAsr (var) 4.21Ast (cm2) 7.20 TemperaturaAst (var) 2.79

ELEMENTO : VIGA SARDINELDATOS OBSERVACIONES

d (cm) 70 Peralte b(cm) 20 Ancho

PROCESOWd (tn/m) 0.51Md (tn-m) 0.57E (m) 1.40x (m) 0.30a (m) 0.39p' (tn) 4.10ML (tn - m) 3.07MI (tn - m) 0.92M (tn - m) 4.57d (m) 30.29 okAs ( cm2) 5.10As (var) 1.79 2Ø3/4

Ø3/[email protected]

Ø1/[email protected]

Ø1/[email protected] malla

mailto:%C3%983/[email protected]

mailto:%C3%981/[email protected]

mailto:%C3%981/[email protected]%20malla

1.47 6.615

VERIFICACION DE ESTABILIDAD DE MURO ELEMENTO: MUROS DE CONTENCION km05+440

DATOS

Ø(rad) 0.52 ANGULO DE FRICCION INTERNAα(rad) 0.35 ANGULO DE INCLINACION DEL RELLENOγ (tn/m3) 1.70 DENSIDAD NATURAL DEL RELLENOH (m) 6.00 ALTURA DE MUROh (m) 0.00 ALTURA POR SOBRECARGAB (m) 3.00 BASED (m) 1.00 ALTURA DE CIMENTACIONγn conc.(tn/m3) 2.30 P.E. CONCRETO CICLOPEO

PROCESOKa 0.41 COEFICIENTE DE EMPUJE ACTIVOKp 3.00 COEFICIENTE DE EMPUJE PASIVO

VERIFICACION AL VOLTEOFUERZAS RESISTENTES

SECCION AREA((m2) PESO (tn) BRAZO(m) MOMENTO(tn-m)1 1.4 3.3 0.7 2.32 1.5 3.4 1.1 3.73 3.8 8.7 1.8 15.34 3.0 6.9 1.5 10.45 0.7 1.2 2.4 2.96 3.8 6.5 2.2 14.47 1.5 2.6 2.9 7.3

R*senα 4.3 3.0 13.036.9 69.2

FUERZAS ACTUANTESRANKING 11.91 2.00 23.82FRENADO 0.00FRICCION 0.00SISMO 0.00

11.91 23.82

F.S. 2.90 OK

VERIFICACION AL DESLIZAMIENTOFUERZAS RESISTENTES

F.V.(tn) ANGULO FRICCION LOZA- SUELO (rad) F136.90 0.35 13.43

B(m) C (tn/m2) K2 F23.0 1.5 0.7 3.0

Kp 3.00Empuje Pa 2.55 F3

SUMA 18.98 tnFUERZAS ACTUANTES

RANKING 11.91OTRAS 0.00SUMA 11.91 tn

F.S. 1.60 OK

VERIFICACION CAPACIDAD PORTANTEE 0.27B/6 0.50Q MAX 18.97 tn/mQMIN 5.63 tn/mqu 64.86 tn/m

F.S. 3.42 OK

CAPACIDAD DE CARGA CAPACIDAD DE CARGA ESTRIBO km 08+722 ESTRIBO km 12+560

DATOS DATOSc (tn/m2) 1.90 c (tn/m2) 1.50Ø º 37.00 Ø º 30.00Nc 50.59 Nc 30.14Nq 37.75 Nq 18.40Nγ 56.31 Nγ 22.40D(m) natural 0.00 D(m) natural 0.00D(m) saturado 0.50 D(m) saturado 0.50Base (m) 2.00 Base (m) 2.00Exentricidad e (m) 0.19 exentricidad e (m) 0.17γn (tn /m3) 1.58 γn (tn /m3) 1.60γs (tn /m3) 1.65 γs (tn /m3) 1.73Empuje activo (tn) 3.80 empuje activo (tn) 4.71Inclinacion talud º 0.00 Inclinacion talud º 0.00Fuerzas verticales (tn) 17.49 fuerzas verticales (tn) 17.49

PROCESO PROCESOq 0.03 q 0.06B' 1.63 B' 1.66Fcd 1.00 Fcd 1.00Fqd 1.00 Fqd 1.00landa 12.25 landa 15.07Fci = Fqi 0.75 Fci = Fqi 0.69Fyi 0.45 Fyi 0.25qu (tn/m2) 105.14 qu (tn/m2) 39.55f.s. 3.00 f.s. 3.00qadm (tn/m2) 35.05 qadm (tn/m2) 13.18

CAPACIDAD DE CARGA CAPACIDAD DE CARGA MURO DE RETENCION km 02+430 MURO DE RETENCION 03+470

DATOS DATOSc (tn/m2) 1.50 c (tn/m2) 0.50Ø º 35.00 Ø º 40.00Nc 46.12 Nc 75.31Nq 33.30 Nq 64.20Ngama 48.03 Ngama 109.41D(m) natural 0.00 D(m) 0.00D(m) saturado 0.40 D(m) saturado 0.40Base (m) 1.25 Base (m) 1.25exentricidad e (m) 0.18 exentricidad e (m) 0.13γn (tn /m3) 1.65 γn (tn /m3) 1.78γs (tn /m3) 1.80 γs (tn /m3) 1.90empuje activo (tn) 2.01 empuje activo (tn) 1.74Inclinacion talud º 0.00 Inclinacion talud º 0.00fuerzas verticales (tn) 5.52 fuerzas verticales (tn) 5.64


CAPACIDAD DE CARGA CAPACIDAD DE CARGA MURO DE RETENCION 02+770 MURO DE CONTENCION KM 05+440

DATOS DATOSc (tn/m2) 0.50 c (tn/m2) 1.50Ø º 40.00 Ø º 30.00Nc 75.31 Nc 30.14Nq 64.20 Nq 18.40Ngama 109.41 Ngama 22.40D(m) 0.00 D(m) 1.00D(m) saturado 0.40 D(m) saturadoBase (m) 1.50 Base (m) 3.00exentricidad e (m) 0.13 exentricidad e (m) 0.27γn (tn /m3) 1.72 γn (tn /m3) 1.60γs (tn /m3) 1.85 γs (tn /m3)empuje activo (tn) 2.29 empuje activo (tn) 11.91Inclinacion talud º 0.00 Inclinacion talud º 20.00fuerzas verticales (tn) 7.92 fuerzas verticales (tn) 36.90


CAPACIDAD DE CARGA CAPACIDAD DE CARGA MURO DE CONTENCION KM 09+400 MURO DE CONTENCION KM 10+940

DATOS DATOSc (tn/m2) 1.00 c (tn/m2) 0.80Ø º 35.00 Ø º 35.00Nc 46.12 Nc 46.12Nq 33.30 Nq 33.30Ngama 48.03 Ngama 48.03D(m) 1.00 D(m) 1.00D(m) saturado D(m) saturadoBase (m) 3.00 Base (m) 3.00exentricidad e (m) 0.17 exentricidad e (m) 0.17γn (tn /m3) 1.75 γn (tn /m3) 1.64γs (tn /m3) γs (tn /m3)empuje activo (tn) 9.96 empuje activo (tn) 9.79Inclinacion talud º 20.00 Inclinacion talud º 20.00fuerzas verticales (tn) 36.97 fuerzas verticales (tn) 36.73


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