Diseño de Qmax

8/17/2019 Diseño de Qmax

1/23

DATOS EST PUERTO MALDONADO

DATOS COMPLETADOS

AÑO PPMAX 24 H pp ord

1978 127 70.6

1979 103 7

1980 103 86

1981 92 90

1982 366 92

1983 130 921984 182 92198 167 971986 123 99.891987 86 1011988 90 102.41989 92 1031990 11 1031991 99.89 103.11992 103.1 107.1993 102.4 109.31994 97 113199 101 111996 109.3 120.31997 170.117 1231998 139.936 1271999 7 1302000 107. 139.9362001 18.9 142002 13.8 13.82003 92 18.92004 113 167200 120.3 170.1172006 70.6 1822007 14 366


2/23

Parámetros

M!d"#$

%#r"#&'#$

D!()"#*"+& E(,-&d#r$

Co!*"!&,! %#r"#*"+&$

Co!*"!&,! d! S!(/o$

Co!*"!&,! d! Cr,o("($

1970

0

100

10

200

20

300

30

400HIDROGRAMA DE PREC

PRECIPITACION MAXIMA EN 24 HORAS


3/23

Muestraes

124.4981

2896.3092

3.8174

0.4323

3.307

14.089

1980 198 1990

PTACION MAXIMA EN 24 H - ESTACION

AÑO


4/23

T## p!r"odo( d! r!,or&o p#r# or#( d! dr!!

Tipo de obra Periodo de retorno en años

Puentes y pontones 100 (mínimo)

Alcantarillas de paso y badenes 50

Alcantarilla de alivio 10 a 20

Drenaje de la plataforma 10

Fuente: Manual para el diseño de carreteras pavimentadas de Bajo Volumen de Tránsito

199 2000 200 2010

PU ERTO MALDONADO

PPMAX 2


5/23

H


6/23

d"(,r"*"o& &or#

*#*o d! #(,! S5

X PX !" :; ORD DELTA

1 70.6 0.0323 0.183 0.12602 7 0.064


7/23

50 100 150 200 250 300

0.0000

0.1000

0.2000

0.3000

0.4000

0.5000

0.6000

0.7000

0.8000

1-Prob[x>Xi]


8/23


9/23

350 400

Xi

50 1000.0000

0.1000

0.2000

0.3000

0.4000

0.5000

0.6000

0.7000

.

1-Prob[x>Xi]


10/23

X DELTA

70.6 0.0323 0.1683 0.13607 0.064 0.196 0.1319

86 0.0968 0.273 0.1768

90 0.1290 0.3032 0.174192 0.1613 0.3182 0.16992 0.193 0.3182 0.124692 0.228 0.3182 0.092497 0.281 0.360 0.0980

99.89 0.2903 0.3780 0.0877101 0.3226 0.3864 0.0639

102.4 0.348 0.397 0.0426103 0.3871 0.4016 0.014103 0.4194 0.4016 0.0177

103.1 0.416 0.4024 0.0492107. 0.4839 0.43 0.0484

109.3 0.161 0.4493 0.0668113 0.484 0.4762 0.072211 0.806 0.4907 0.0899

120.3 0.6129 0.284 0.0846123 0.642 0.470 0.0982

127 0.6774 0.738 0.1036130 0.7097 0.933 0.1164

139.936 0.7419 0.637 0.088314 0.7742 0.6819 0.0923

13.8 0.806 0.7267 0.079718.9 0.8387 0.703 0.0884167 0.8710 0.7843 0.0867

170.117 0.9032 0.7963 0.1070182 0.93 0.8368 0.0987366 0.9677 0.9960 0.0283

#?"o )#or @ D& 0.1768

! 0.0 d @ 1.36& 12 0.224699

"( SE ACEPTA

:a(Xi) P

G(Xi)

Fa(Xi) PG(Xi)


11/23

150 200 250 300 350 400

Xi


12/23

STAD>ST>CA DE LA MUESTR X" PARAMETROS

MED>A @ 124. !DES%>AC>ON ESTANDAR @ 3.8 98.6

COE: DE SESO @ 3.3 0.362

& @ 30 1.1124

Xf =

n =

Sn =


13/23


14/23

TIEMPOS DE RETORO ESTIM!DOS

Tr "#$b%& or$'&

10 0.9000 2.204 207.4 193.46783420 0.900 2.9702 242.3 213.01979

2 0.9600 3.198 23.3 218.71419

0 0.9800 3.9019 287.3 23.02463100 0.9900 4.6001 321.1 249.69602300 0.9980 6.2136 399.2 279.3931931000 0.9990 6.9073 432.7 290.806273

10000 0.9999 9.2103 44.1 324.64783

Prob(x)X

i*

+i


15/23


16/23

DISEÑO HIDRAULICO

P#r# d!,!r"r o( p#r-!,ro( d! #( *!&*#( (! pro*!d"+ # d!"&!#r#(!d"#&,! # #d# d! o# M#pp!r )1F Ar* "( 10.2F >-/!&!( S#,!",#!( # #(! d! *#r,#( *"o!(F G! !/o !?por,-&do(! (p!r*"!( (! d!,!r"

p#r-!,ro( d! r!#F Lo&/",d d! *#*!F p!&d"!&,!F o&/",d *r","*# d! *#*!F#,",d!( -?"#( I&"#(.

DISEÑO HIDRAULICO

C-*o H"dr-"*o A*#&,#r"#( d! Dr!! d! A/#( P)"#!(F C#d# M-?"o

HIDRAULICA DE LA ALCANTA

PROKECTO

CAUDALES MAX>MOS PARA ALCAN

SUCUENCA N 1.00 ESTAC>ON

AREA DE LA CUENCA A @ 769040.000A @ 0.769

LON. DE LA CUENCA L @ 1282.000COTA MAX>MA @ 27.000

COTA M>N>MA @ 22.64031.360

COERTURA K T>PO DE SUELO @ SEM> PERMEPEND>ENTE DE TERRENO @ PRONUNC>AD

L @ 1282.000H @ 31.360

C @ 0.4

T* @ 1.3USAR TC

TC 79

A! #ue$ra%a &'

PARAMETROSEOMOR:OLO>

COS DE LACUENCA DATOS

DE CAMPO D>:ERENC>A DE COTAS H @

COE:>C>ENTESDE

ESCORRENT>ACN

T>EMPO DECONSENTRAC>O

1. = ∗ &/


17/23

,"!po d! *o&*!&,r#*"o& 87 "&

CUR%AS >D:PER>ODO DE RETORNO @ 20 AÑOS

> @ 79.89 B

Do&d!$Q @ *#d# -?"oF !& 3(!/.C @ *o!*"!&,! d! !(*orr!&,I#> @ "&,!&("d#d d! pr!*"p",#*"o& !&A @ -r!# d! # *!&*# !& 2.

Q @ 7.686 3(

POR SE UN PUENTE DE MADERA SE LO D>SEÑARA COMO S> SE TRATASE DE UN

CANALES RECTNULARE

DATOS

C#d# 3( 7.686 3(

#(! d! *# r!*,#&/#r 9.6

T#d ' 0R/o("d#d & 0.02

P!&d"!&,! ( 0.001

RESULTADOS

A,r# d! T"r#&,! 0.702

r!# S!**"+& Tr#&()!r(# 6.740 2

P!r"!,ro o#do 11.004

R#d"o B"dr#"*o 0.612

E&!r/"# !(p!*"*# 0.768 5 //

E(p!o d! #/# 9.6

%!o*"d#d 1.140 (

N!ro d! :rod! 0.43

T"po d! o :LUO SUCR>T>CO

:>NALMETE TENEMOS

N RANSEK 5>LL>AMS

CAUDAL DED>SEÑOMETODORAC>ONAL

CAUDALMAX>MO

>NSTANTANEO

36=

@0.278∗∗∗


18/23


19/23

+ o(

ro#! !& P!r"odo d! R!,or&o T @ 10 #Jo(.

RILLA

AR>LLAS

0V62.84

22.(.&.

.(.&.

LE S @ 2.4WA

D+&d!$

Hr T@ ,"!po d! *o&*!&,r#*"+& Bor#( L@ d"(,#&*"# -?"# # # (#"d#

"


20/23

!G")#!&,! # # (p!r*"! d! # *!&*# 2

M@ -r!# d! # *!&*# 2

:@ p!&d"!&,! !d"# d! *#*! pr"&*"p# W

PUENTES DE MADERA

Br.

ANAL RECTANULAR


21/23


22/23

,!ORES "M/E

M%i' r%#i'

0 1 2 3 4 5 6 710 0.492 0.4996 0.03 0.070 0.100 0.128 0.17 0.181

20 0.230 0.22 0.268 0.283 0.296 0.309 0.320 0.33230 0.362 0.371 0.380 0.388 0.396 0.402 0.410 0.41840 0.436 0.442 0.448 0.43 0.48 0.463 0.468 0.47350 0.48 0.489 0.493 0.497 0.01 0.04 0.08 0.1160 0.21 0.24 0.27 0.30 0.33 0.3 0.38 0.4070 0.48 0.0 0.2 0. 0.7 0.9 0.61 0.6380 0.69 0.70 0.72 0.74 0.76 0.78 0.80 0.8190 0.86 0.87 0.89 0.91 0.92 0.93 0.9 0.96

100 0.600

D%i'i ii' r%#i' S

0 1 2 3 4 5 6 710 0.9496 0.9676 0.9833 0.9971 1.009 1.0206 1.0316 1.041120 1.0628 1.0696 1.074 1.0811 1.0864 1.091 1.0961 1.100430 1.1124 1.119 1.1193 1.2260 1.12 1.128 1.1313 1.133940 1.1413 1.1430 1.148 1.1480 1.1499 1.119 1.138 1.1750 1.1607 1.1623 1.1638 1.168 1.1667 1.1681 1.1696 1.170860 1.1747 1.179 1.1770 1.1782 1.1793 1.1803 1.1814 1.1824

70 1.184 1.1863 1.1873 1.1881 1.1890 1.1898 1.1906 1.19180 1.1938 1.194 1.193 1.199 1.1967 1.1973 1.1980 1.198790 1.2007 1.2013 1.2020 1.2026 1.2032 1.2038 1.2044 1.2049

100 1.206


23/23

8 9

0.202 0.220

0.343 0.330.424 0.4300.477 0.4810.1 0.180.43 0.40.6 0.670.83 0.80.98 0.99

8 9

1.0493 1.061.1047 1.10861.1363 1.38801.174 1.1901.1721 1.17341.1834 1.1844

1.1923 1.19301.1994 1.20011.20 1.2060

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Diseño de Qmax