Diseño de Zanjas, Cunetas, Alcantarilla 1111111111

8/16/2019 Diseño de Zanjas, Cunetas, Alcantarilla 1111111111

1/45

ZANJAS DE DRENAJE

TRAMO : PRIMER TRAMO (LADO IZQUIERDO)KILOMETRAJE : KM. 5 + 000 AL KM 5 + 160 DISTANCIA :160.00 m

INTENSIDAD : 206.09 mm/h : . +

Z = 2.0b = 0.5H = 0.5

Y = 0.33

CÁLCULO DEL CAUDAL (Método Racional)

Q = !"#$ M#"/"%&' = '$% * %+#% ,% %"*- m %+#$ A = A %! ,% I+ -%+* !I = I+#%+" ,!, ,% - ! %+ mm/h

TIPO: CALZADAD!#$"

' = 0.90 (A" ! #$)

L$+& #-, = 160.00 m A+*h$ = 6.60 mI+#%+" ,!, = 206.09 mm/h

' *- $" A %! = 1056.00

= 0.9 206.09 10563600 1000

= 0.054

TIPO: BERMA (A m!,$)D!#$"

' = 0. 0L$+& #-, = 160.00 m A+*h$ = 0. 5 mI+#%+" ,!, = 206.09 mm/h

'! *- $" A %! = 120.00

= 0. 206.09 120

3600 1000= 0.0048

m2

Q1

Q1 m !S"#

m2

Q2

Q$ m !S"#

0.5m

1.00m

1

21

0.5m 1.0m

3600

CIAQ =

3600

CIAQ =

Y =2

3∗ H


2/45


3/45


4/45

'alculo de endiente5! '(u7'(i '(i 256. 9

%t '(u 25 . 7! 829*9: 7 826*9; %r 160.00

60

S 0*006 :9

< ara todas las cunetas de defensa se consideraran5

n 0.016 (P! ! *!+! %" % %"# ,$")

Pm =

Pm = 1.98 m

A (0.5 ; 2 < 0.33) < 0.33

A = 0.3828

R = 0.3727 / 1.97R = 0.19 m

*).- GASTO

Q =0.016

Q = 0.6$$0

E+#$+*%" Q > Q, ??.. O@

*).- Verificacion por e!ocidad :V = = = V = 0.62198 m /"%&

A 0.3828 % = 1.6$48 m!)"# 0.7 m B 3.60 m =>C O@

*) .- PERIMETRO MOJADO :

0*2 > 8< 0*33< >.8/8

*) .- AREA HIDRAULICA :

m 2

*) .- RADIO HIDRAULIC0 :

0.2 39 (0.19)2/3 (0.00617 )1/2

m !)

⇒ A=(b+Z ∗Y )∗Y

⇒ P= b+2∗Y ∗√ 1 +Z 2

⇒ R = A Pm


5/45


6/45

ZANJAS DE DRENAJE

TRAMO : E U DO TRAMO (LADO IZQUIERDO)KILOMETRAJE : KM. 5 + 160 AL KM 5 + 600 DISTANCIA : 0.00 m

INTENSIDAD : 206.09 mm/hSECCIÓN CRITICA: KM. 5 + 540

Z = 2.0b = 0.5H = 0.5

Y = 0.33


Q = !"#$ M#"/"%&' = '$% * %+#% ,% %"*- m %+#$ A = A %! ,% I+ -%+* !I = I+#%+" ,!, ,% - ! %+ mm/h

TIPO: CALZADAD!#$"

' = 0.90 (A" ! #$)L$+& #-, = 0.00 m A+*h$ = 3.30 mI+#%+" ,!, = 206.09 mm/h

' *- $" A %! = 1 52.00

= 0.9 206.09 1 523600 1000

= 0.0'5

TIPO: BERMAD!#$"

' = 0. 0 (A m!,$)L$+& #-, = 0.00 m A+*h$ = 0. 5 mI+#%+" ,!, = 206.09 mm/h

'! *- $" A %! = 330.00

= 0. 206.09 3303600 1000

= 0.01 $

m2

Q1

Q1 m !S"#

m2

Q2

Q$ m !S"#

0.5m

1.00m

1

21

0.5m 1.0m

3600

CIAQ =

3600

CIAQ =

Y =2

3∗ H


7/45

TIPO RE%ESTIMIENTO EN ZANJAS DE DRENAJED!#$"

' = 0.90 ('$+* %#$)L$+& #-, = 0.00 m A+*h$ = 1.00 mI+#%+" ,!, = 206.09 mm/h

'! *- $" A %! = 0.00

= 0.9 206.09 03600 1000

= 0.0$

TIPO S&ELOD!#$"

' = 0.25 (4$" -%")L$+& #-, = 0.00 m A+*h$ = 3.00 mI+#%+" ,!, = 206.09 mm/h

'! *- $" A %! = 1320.00

= 0.25 206.09 13203600 1000

= 0.01

CA&DAL TOTALQT =

QT = 0.1 0 L()!S"# '!-,! ,% , "%8$

C*LC&LO DEL ASTO ,M-( / M 2 #3

Luego por la formula de MANNING, se puede determinar el caudal que soporta la sección

planteada por las "NO MA! # $ANA! A A #L %I!#&O %# 'A #(# A!)*+erificando que la sección cumple para las condiciones de tra a-o

Donde: A = A %! H , !- *!R = R!, $ H , !- *$

= P%+, %+#% ,% ! *-+%#!+ = R-&$" ,!, ,% ! '!:! H , !- *!

egión rofundidad .m/ Anc o .m/Mu1

0*20 *00Llu4iosa

m2

Q3

Q m !S"#

m2

Q

Q4 m !S"#

Q1;Q 2;Q 3;Q

Q = !"#$ m3/"%&

Q= AR2 / 3 S1/2

n


8/45

'alculo de endiente5! '(u7'(i '(i 25 . 7

%t '(u 259.5! 82;*29 7 829*9: %r 0.00

??0

S 0*00?06:< ara todas las cunetas de defensa se consideraran5

n 0.016 (P! ! *!+! %" % %"# ,$")

Pm =

Pm = 1.98 m

A (0.5 ; 2 < 0.33) < 0.33

A = 0.3828

R = 0.3727 / 1.97R = 0.19 m

*).- GASTO

Q =0.016

Q = 0.504

E+#$+*%" Q > Q, ??.. O@


A 0.3828 % = 1. 1'5 m!)"# 0.7 m B 3.60 m =>C O@


0*2 > 8< 0*33< >.8/8


m 2


0.2 39 (0.19)2/3 (0.00 067)1/2

m !)

⇒ A=( b+Z ∗Y )∗Y

⇒ P= b+2∗Y ∗√ 1 +Z 2

⇒ R = A Pm


9/45

ZANJAS DE DRENAJE

TRAMO : TER'ER TRAMO (LADO IZQUIERDO)KILOMETRAJE : KM. 5 + 600 AL KM 5 + '60 DISTANCIA :160.00 m


Z = 2.0b = 0.5H = 0.5

Y = 0.33


Q = !"#$ M#"/"%&' = '$% * %+#% ,% %"*- m %+#$ A = A %! ,% I+ -%+* !I = I+#%+" ,!, ,% - ! %+ mm/h

TIPO: CALZADAD!#$"

' = 0.90 (A" ! #$)L$+& #-, = 160.00 m

A+*h$ = 3.30 mI+#%+" ,!, = 206.09 mm/h

' *- $" A %! = 527.00

= 0.9 206.09 5273600 1000

= 0.0$'

TIPO: BERMAD!#$"

' = 0. 0 (A m!,$)L$+& #-, = 160.00 m

A+*h$ = 0. 5 mI+#%+" ,!, = 206.09 mm/h

'! *- $" A %! = 120.00

= 0. 206.09 1203600 1000

= 0.0048

m2

Q1

Q1 m !S"#

m2

Q2

Q$ m !S"#

0.5m

1.00m

1

0.5m 1.0m

3600

CIAQ =

3600

CIAQ =

0.5m

1.00m

1

2

0.5m 1.0m

3600

CIAQ =

3600

CIAQ =

1.00m

1

0.5m 1.0m

3600

CIAQ =

3600

CIAQ =

Y =2

3∗ H


10/45


' = 0.90 ('$+* %#$)L$+& #-, = 160.00 m

A+*h$ = 1.00 mI+#%+" ,!, = 206.09 mm/h

'! *- $" A %! = 160.00

= 0.9 206.09 1603600 1000

= 0.008

TIPO S&ELOD!#$"

' = 0.25 (4$" -%")L$+& #-, = 160.00 m

A+*h$ = 3.00 mI+#%+" ,!, = 206.09 mm/h

'! *- $" A %! = 70.00

= 0.25 206.09 703600 1000

= 0.00'

CA&DAL TOTAL

QT =

QT = 0.04' L()!S"# '!-,! ,% , "%8$


Luego por la formula de MANNING, se puede determinar el caudal que soporta la sección planteada por las "NO MA! # $ANA! A A #L %I!#&O %# 'A #(# A!)*+erificando que la sección cumple para las condiciones de tra a-o

Donde:

A = A %! H , !- *!R = R!, $ H , !- *$

= P%+, %+#% ,% ! *-+%#!+ = R-&$" ,!, ,% ! '!:! H , !- *!


0*20 *00Llu4iosa

m2

Q3

Q m !S"#

m2

Q

Q4 m !S"#

Q1;Q 2;Q 3;Q

Q = !"#$ m3/"%&

Q= AR2 / 3

S1/2

n


11/45

'alculo de endiente5! '(u7'(i '(i 25 .62

%t '(u 259.5! 82;*29 7 829*68 %r 160.00

60

S 0*0 8 ::< ara todas las cunetas de defensa se consideraran5

n 0.016 (P! ! *!+! %" % %"# ,$")

Pm =

Pm = 1.98 m

A (0.5 ; 2 < 0.33) < 0.33

A = 0.3828

R = 0.3727 / 1.97R = 0.19 m

*).- GASTO

Q =0.016

Q = 0.8'$

E+#$+*%" Q > Q, ??.. O@


A 0.3828 % = $.$804 m!)"# 0.7 m B 3.60 m =>C O@


0*2 > 8< 0*33< >.8/8


m 2


0.2 39 (0.19)2/3 (0.01217 )1/2

m !)

⇒ A=( b+Z ∗Y )∗Y

⇒ P= b+2∗Y ∗√ 1 +Z 2

⇒ R = A Pm


12/45

CUNETAS

TRAMO : QUI TO TRAMO (LADO IZQUIERDO)KILOMETRAJE : KM. 5 + 00AL KM 6 + 000 DISTANCIA :100.00 m


T = 1.25Z = 1.00b = 1.00H = 0.50

= 0.25

Y = 0.33


Q = !"#$ M#"/"%&' = '$% * %+#% ,% %"*- m %+#$

A = A %! ,% I+ -%+* !I = I+#%+" ,!, ,% - ! %+ mm/h

TIPO: CALZADAD!#$"

' = 0.90 (A" ! #$)L$+& #-, = 100.00 m

A+*h$ = 3.30 mI+#%+" ,!, = 206.09 mm/h

' *- $" A %! = 330.00

= 0.9 206.09 3303600 1000

= 0.01'

TIPO: BERMAD!#$"

' = 0. 0 (A m!,$)L$+& #-, = 100.00 m

A+*h$ = 0. 5 mI+#%+" ,!, = 206.09 mm/h

'! *- $" A %! = 5.00

= 0. 206.09 53600 1000

b1

m2

Q1

Q1 m !S"#

m2

Q2

3600

CIAQ =

3600

CIAQ =

3600

CIAQ =

3600

CIAQ =

2

1O.5 m

1.25m

1.00m 3.00 m0.25m

1

2

Y =2

3∗ H


13/45

= 0.00 0

TIPO RE%ESTIMIENTO EN C&NETASD!#$"

' = 0.90 ('$+* %#$)L$+& #-, = 100.00 m

A+*h$ = 1.25 mI+#%+" ,!, = 206.09 mm/h

'! *- $" A %! = 125.00

= 0.9 206.09 1253600 1000

= 0.006

TIPO S&ELOD!#$"

' = 0.25 (4$" -%")L$+& #-, = 100.00 m A+*h$ = 3.00 mI+#%+" ,!, = 206.09 mm/h

'! *- $" A %! = 300.00

= 0.25 206.09 3003600 1000

= 0.004

CA&DAL TOTAL

QT =

QT = 0.0 1 L()!S"# '!-,! ,% , "%8$


L-%&$ F$ ! $ m- ! ,% MA I G "% F-%,% ,%#% m +! % *!-,! -% "$F$ #! ! "%** + F !+#%!,! F$ !" ORMA PERUA A PARA EL DI EJO DE 'ARRETERA K.B% *!+,$ -% ! "%** + *-mF % F! ! !" *$+, * $+%" ,% # !b!:$

Donde: A = A %! H , !- *!R = R!, $ H , !- *$

= P%+, %+#% ,% ! *-+%#!+ = R-&$" ,!, ,% ! '!:! H , !- *!

R%& + P $ -+, ,!, (m) A+*h$ (m)M-

Q$ m !S"#

m2

Q3

Q m !S"#

m2

Q

Q4 m !S"#

Q1;Q 2;Q 3;Q

Q = !"#$ m3/"%&

Q= AR2 / 3 S

1 /2

n


14/45

L - $"! . .

'! *- $ ,% P%+, %+#%= CTu-CTi CTi = 260.25

Dt CTu = 262.00= 262 - 260.25 Dt = 100.00

100

S = 0.017500

< P! ! #$,!" !" *-+%#!" ,% ,% %+"! "% *$+" ,% ! !+

+= 0.017 (P! ! *!+! %" % %"# ,$")

= 0.

= 0.3

Pm = 0. ; 0.3

Pm = 1.11 m

A = ( 0.66 ; 0.165 ) < 0.33

2 A = 0."#

R = 0.1 / 1.11R = 0.1 m

*).- GASTO

Q =0.01

Q = 0.$8

E+#$+*%" Q > Q, ??.. O@

*).- Verificacion por e!ocidad :V = = Q V = 0.28 m /"%&

A 0.14

*) .- P$R%&$TRO &O'ADO :

L1

L2

*) .- AR$A (%DRA %+A :

m 2

*) .- RAD%O (%DRA %+0 :

0.1 (0.13)2/3 (0.01 5)1/2

m !)

⇒ A = 12

( x 1 + x 2 )∗ y

⇒ P = L 1 + L 2

⇒ R = A Pm


15/45

% = $.00 m!)"# . 0.7 m B 3.60 m =>C O@


16/45

CUNETAS

TRAMO : 'UARTO TRAMO (LADO IZQUIERDO)KILOMETRAJE : KM. 5 + '60AL KM 5 + 00 DISTANCIA :1 0.00 m


T = 1.25Z = 1.00b = 1.00H = 0.50

= 0.25

Y = 0.33


Q = !"#$ M#"/"%&' = '$% * %+#% ,% %"*- m %+#$

A = A %! ,% I+ -%+* !I = I+#%+" ,!, ,% - ! %+ mm/h

TIPO: CALZADAD!#$"

' = 0.90 (A" ! #$)L$+& #-, = 1 0.00 m

A+*h$ = 3.30 mI+#%+" ,!, = 206.09 mm/h

' *- $" A %! = 62.00

= 0.9 206.09 623600 1000

= 0.0$4

TIPO: BERMAD!#$"' = 0. 0 (A m!,$)

L$+& #-, = 1 0.00 m A+*h$ = 0. 5 mI+#%+" ,!, = 206.09 mm/h

'! *- $" A %! = 105.00

b1

m2

Q1

Q1 m !S"#

m2

3600

CIAQ =

3600

CIAQ =

3600

CIAQ =

3600

CIAQ =

2

1O.5 m

1.25m

1.00m 3.00 m0.25m

1

2

Y =2

3∗ H


17/45

= 0. 206.09 1053600 1000

= 0.004$


' = 0.90 ('$+* %#$)L$+& #-, = 1 0.00 m A+*h$ = 1.25 mI+#%+" ,!, = 206.09 mm/h

'! *- $" A %! = 1 5.00

= 0.9 206.09 1 53600 1000

= 0.00

TIPO S&ELOD!#$"

' = 0.25 (4$" -%")L$+& #-, = 1 0.00 m

A+*h$ = 3.00 mI+#%+" ,!, = 206.09 mm/h

'! *- $" A %! = 20.00

= 0.25 206.09 203600 1000

= 0.006

CA&DAL TOTALQT =

QT = 0.04 L()!S"# '!-,! ,% , "%8$



Donde: A = A %! H , !- *!R = R!, $ H , !- *$

= P%+, %+#% ,% ! *-+%#!+ = R-&$" ,!, ,% ! '!:! H , !- *!

Q2

Q$ m !S"#

m2

Q3

Q m !S"#

m2

Q

Q4 m !S"#

Q1;Q 2;Q 3;Q

Q = !"#$ m3/"%&

Q= AR2 / 3 S

1 /2

n


18/45

R%& + P $ -+, ,!, (m) A+*h$ (m)M-

0.50 1.00L - $"!

'! *- $ ,% P%+, %+#%= CTu-CTi CTi = 25 .62

Dt CTu = 260.25= 260.25 - 257.62 Dt = 1 0.00

140

S = 0.018786 < P! ! #$,!" !" *-+%#!" ,% ,% %+"! "% *$+" ,% ! !+

+= 0.017 (P! ! *!+! %" % %"# ,$")

= 0.= 0.3

Pm = 0. ; 0.3

Pm = 1.11 m

A = ( 0.66 ; 0.165 ) < 0.332

A = 0."#

R = 0.1 / 1.11R = 0.1 m

*).- GASTO

Q = 0.01

Q = 0.$

E+#$+*%" Q > Q, ??.. O@


A 0.14

*) .- P$R%&$TRO &O'ADO :

L1L2

*) .- AR$A (%DRA %+A :

m 2

*) .- RAD%O (%DRA %+0 :

0.1 (0.13)2/3

(0.017 76)1/2

m !)

⇒ A =1

2( x 1 + x 2 )∗ y

⇒ P = L 1 + L 2

⇒ R = A Pm


19/45

% = $.0' m!)"# . 0.7 m B 3.60 m =>C O@


20/45

ZANJAS DE DRENAJE

TRAMO : PRIMER TRAMO (LADO DERE'HO)KILOMETRAJE : KM. 5 + 000 AL KM 5 + 100 DISTANCIA :100.00 m


Z = 2.0b = 0.5H = 0.5

Y = 0.33


Q = !"#$ M#"/"%&' = '$% * %+#% ,% %"*- m %+#$ A = A %! ,% I+ -%+* !I = I+#%+" ,!, ,% - ! %+ mm/h

TIPO: CALZADAD!#$"

' = 0.90 (A" ! #$)L$+& #-, = 100.00 m A+*h$ = 3.30 mI+#%+" ,!, = 206.09 mm/h

' *- $" A %! = 330.00

= 0.9 206.09 3303600 1000

= 0.01'

TIPO: BERMAD!#$"

' = 0. 0 (A m!,$)L$+& #-, = 100.00 m A+*h$ = 0. 5 mI+#%+" ,!, = 206.09 mm/h

'! *- $" A %! = 5.00

= 0. 206.09 53600 1000

= 0.00 0

m2

Q1

Q1 m !S"#

m2

Q2

Q$ m !S"#

0.5m

1.00m

1

2

0.5m 1.0m

3600

CIAQ =

3600

CIAQ =

Y =2

3∗ H


21/45


' = 0.90 ('$+* %#$)L$+& #-, = 100.00 m A+*h$ = 1.00 mI+#%+" ,!, = 206.09 mm/h

'! *- $" A %! = 100.00

= 0.9 206.09 1003600 1000

= 0.005

TIPO S&ELOD!#$"

' = 0.25 (4$" -%")L$+& #-, = 100.00 m A+*h$ = 3.00 mI+#%+" ,!, = 206.09 mm/h

'! *- $" A %! = 300.00

= 0.25 206.09 3003600 1000

= 0.004

CA&DAL TOTALQT =

QT = 0.0$ L()!S"# '!-,! ,% , "%8$




Donde: A = A %! H , !- *!R = R!, $ H , !- *$

= P%+, %+#% ,% ! *-+%#!+ = R-&$" ,!, ,% ! '!:! H , !- *!


0*20 *00Llu4iosa

m2

Q3

Q m !S"#

m2

Q

Q4 m !S"#

Q1;Q 2;Q 3;Q

Q = !"#$ m3/"%&

Q= AR2 / 3 S1/2

n


22/45

'alculo de endiente5! '(u7'(i '(i 256. 9

%t '(u 25 .50! 829*2 7 826*9; %r 100.00

00

S 0*009 00< ara todas las cunetas de defensa se consideraran5

n 0.016 (P! ! *!+! %" % %"# ,$")

Pm =

Pm = 1.98 m

A (0.5 ; 2 < 0.33) < 0.33

A = 0.3828

R = 0.3727 / 1.97R = 0.19 m

*).- GASTO

Q =0.016

Q = 0.666

E+#$+*%" Q > Q, ??.. O@


A 0.3828 % = 1.'405 m!)"# 0.7 m B 3.60 m =>C O@


0*2 > 8< 0*33< >.8/8


m 2


0.2 39 (0.19)2/3 (0.00 100)1/2

m !)

⇒ A=( b+Z ∗Y )∗Y

⇒ P= b+2∗Y ∗√ 1 +Z 2

⇒ R = A Pm


23/45

ZANJAS DE DRENAJE

TRAMO : E U DO TRAMO (LADO DERE'HO)KILOMETRAJE : KM. 5 + 100 AL KM 5 + 600 DISTANCIA :500.00

INTENSIDAD : 206.09SECCIÓN CRITICA: KM. 5 + 480

Z = 2.0b = 0.5H = 0.5

Y = 0.33


Q = !"#$ M#"/"%&' = '$% * %+#% ,% %"*- m %+#$ A = A %! ,% I+ -%+* !I = I+#%+" ,!, ,% - ! %+ mm/h

TIPO: CALZADAD!#$"

' = 0.90 (A" ! #$)L$+& #-, = 500.00 m A+*h$ = 6.60 mI+#%+" ,!, = 206.09 mm/h

' *- $" A %! = 3300.00

= 0.9 206.09 33003600 1000

= 0.1'0

TIPO: BERMAD!#$"

' = 0. 0 (A m!,$)L$+& #-, = 500.00 m A+*h$ = 0. 5 mI+#%+" ,!, = 206.09 mm/h

'! *- $" A %! = 3 5.00

= 0. 206.09 3 53600 1000

= 0.0150

m2

Q1

Q1 m !S"#

m2

Q2

Q$ m !S"#

0.5m

1.00m

1

2

0.5m 1.0m

3600

CIAQ =

3600

CIAQ =

Y =2

3∗ H


24/45


' = 0.90 ('$+* %#$)L$+& #-, = 500.00 m A+*h$ = 1.00 mI+#%+" ,!, = 206.09 mm/h

'! *- $" A %! = 500.00

= 0.9 206.09 5003600 1000

= 0.0$6

TIPO S&ELOD!#$"

' = 0.25 (4$" -%")L$+& #-, = 500.00 m A+*h$ = 3.00 mI+#%+" ,!, = 206.09 mm/h

'! *- $" A %! = 1500.00

= 0.25 206.09 15003600 1000

= 0.0$1

CA&DAL TOTALQT =

QT = 0.$ $ L()!S"# '!-,! ,% , "%8$




Donde: A = A %! H , !- *!R = R!, $ H , !- *$

= P%+, %+#% ,% ! *-+%#!+ = R-&$" ,!, ,% ! '!:! H , !- *!


0*20 *00Llu4iosa

m2

Q3

Q m !S"#

m2

Q

Q4 m !S"#

Q1;Q 2;Q 3;Q

Q = !"#$ m3/"%&

Q= AR2 / 3 S1/2

n


25/45


%t '(u 259.5! 82;*29 7 829*2 %r 500.00

200

S 0*00? ?0< ara todas las cunetas de defensa se consideraran5

n 0.016 (P! ! *!+! %" % %"# ,$")

Pm =

Pm = 1.98 m

A (0.5 ; 2 < 0.33) < 0.33

A = 0.3828

R = 0.3727 / 1.97R = 0.19 m

*).- GASTO

Q =0.016

Q = 0.5088

E+#$+*%" Q > Q, ??.. O@


A 0.3828 % = 1. $ 1 m!)"# 0.7 m B 3.60 m =>C O@


0*2 > 8< 0*33< >.8/8


m 2


0.2 39 (0.19)2/3 (0.00 1 0)1/2

m !)

⇒ A=( b+Z ∗Y )∗Y

⇒ P= b+2∗Y ∗√ 1+Z 2

⇒ R = A Pm


26/45

mmm/h


27/45


28/45


29/45


30/45


' = 0.90 ('$+* %#$)L$+& #-, = 160.00 m A+*h$ = 1.00 mI+#%+" ,!, = 206.09 mm/h

'! *- $" A %! = 160.00

= 0.9 206.09 1603600 1000

= 0.008

TIPO S&ELOD!#$"

' = 0.25 (4$" -%")L$+& #-, = 160.00 m A+*h$ = 3.00 mI+#%+" ,!, = 206.09 mm/h

'! *- $" A %! = 70.00

= 0.25 206.09 703600 1000

= 0.00'

CA&DAL TOTALQT =

QT = 0.04' L()!S"# '!-,! ,% , "%8$




Donde: A = A %! H , !- *!R = R!, $ H , !- *$

= P%+, %+#% ,% ! *-+%#!+ = R-&$" ,!, ,% ! '!:! H , !- *!


0*20 *00Llu4iosa

m2

Q3

Q m !S"#

m2

Q

Q4 m !S"#

Q1;Q 2;Q 3;Q

Q = !"#$ m3/"%&

Q= AR2 / 3 S1/2

n


31/45


%t '(u 259.5! 82;*29 7 829*68 %r 160.00

60

S 0*0 8 ::< ara todas las cunetas de defensa se consideraran5

n 0.016 (P! ! *!+! %" % %"# ,$")

Pm =

Pm = 1.98 m

A (0.5 ; 2 < 0.33) < 0.33

A = 0.3828

R = 0.3727 / 1.97R = 0.19 m

*).- GASTO

Q =0.016

Q = 0.8'$

E+#$+*%" Q > Q, ??.. O@


A 0.3828 % = $.$804 m!)"# 0.7 m B 3.60 m =>C O@


0*2 > 8< 0*33< >.8/8


m 2


0.2 39 (0.19)2/3 (0.01217 )1/2

m !)

⇒ A=( b+Z ∗Y )∗Y

⇒ P= b+2∗Y ∗√ 1 +Z 2

⇒ R = A Pm


32/45

CUNETAS

TRAMO : 'UARTO TRAMO (LADO DERE'HO)KILOMETRAJE : KM. 5 + '60AL KM 5 + 00 DISTANCIA :1 0.00 m


T = 1.25Z = 1.00b = 1.00H = 0.50

= 0.25

Y = 0.33


Q = !"#$ M#"/"%&' = '$% * %+#% ,% %"*- m %+#$

A = A %! ,% I+ -%+* !I = I+#%+" ,!, ,% - ! %+ mm/h

TIPO: CALZADAD!#$"

' = 0.90 (A" ! #$)L$+& #-, = 1 0.00 m

A+*h$ = 3.30 mI+#%+" ,!, = 206.09 mm/h

' *- $" A %! = 62.00

= 0.9 206.09 623600 1000

= 0.0$4

TIPO: BERMAD!#$"' = 0. 0 (A m!,$)

L$+& #-, = 1 0.00 m A+*h$ = 0. 5 mI+#%+" ,!, = 206.09 mm/h

'! *- $" A %! = 105.00

b1

m2

Q1

Q1 m !S"#

m2

3600

CIAQ =

3600

CIAQ =

3600

CIAQ =

3600

CIAQ =

2

1O.5 m

1.25m

1.00m 3.00 m0.25m

1

2

Y =2

3∗ H


33/45

= 0. 206.09 1053600 1000

= 0.004$


' = 0.90 ('$+* %#$)L$+& #-, = 1 0.00 m A+*h$ = 1.25 mI+#%+" ,!, = 206.09 mm/h

'! *- $" A %! = 1 5.00

= 0.9 206.09 1 53600 1000

= 0.00

TIPO S&ELOD!#$"

' = 0.25 (4$" -%")L$+& #-, = 1 0.00 m

A+*h$ = 3.00 mI+#%+" ,!, = 206.09 mm/h

'! *- $" A %! = 20.00

= 0.25 206.09 203600 1000

= 0.006

CA&DAL TOTALQT =

QT = 0.04 L()!S"# '!-,! ,% , "%8$



Donde: A = A %! H , !- *!R = R!, $ H , !- *$

= P%+, %+#% ,% ! *-+%#!+ = R-&$" ,!, ,% ! '!:! H , !- *!

Q2

Q$ m !S"#

m2

Q3

Q m !S"#

m2

Q

Q4 m !S"#

Q1;Q 2;Q 3;Q

Q = !"#$ m3/"%&

Q= AR2 / 3 S

1 /2

n


34/45

R%& + P $ -+, ,!, (m) A+*h$ (m)M-

0.50 1.00L - $"!

'! *- $ ,% P%+, %+#%= CTu-CTi CTi = 25 .62

Dt CTu = 260.25= 260.25 - 257.62 Dt = 1 0.00

140

S = 0.018786 < P! ! #$,!" !" *-+%#!" ,% ,% %+"! "% *$+" ,% ! !+

+= 0.017 (P! ! *!+! %" % %"# ,$")

= 0.= 0.3

Pm = 0. ; 0.3

Pm = 1.11 m

A = ( 0.66 ; 0.165 ) < 0.332

A = 0."#

R = 0.1 / 1.11R = 0.1 m

*).- GASTO

Q = 0.01

Q = 0.$

E+#$+*%" Q > Q, ??.. O@


A 0.14

*) .- P$R%&$TRO &O'ADO :

L1L2

*) .- AR$A (%DRA %+A :

m 2

*) .- RAD%O (%DRA %+0 :

0.1 (0.13)2/3

(0.017 76)1/2

m !)

⇒ A =1

2( x 1 + x 2 )∗ y

⇒ P = L 1 + L 2

⇒ R = A Pm


35/45

% = $.0' m!)"# . 0.7 m B 3.60 m =>C O@


36/45

CUNETAS

TRAMO : QUI TO TRAMO (LADO DERE'HO)KILOMETRAJE : KM. 5 + 00AL KM 6 + 000 DISTANCIA :100.00 m


T = 1.25Z = 1.00b = 1.00H = 0.50

= 0.25

Y = 0.33


Q = !"#$ M#"/"%&' = '$% * %+#% ,% %"*- m %+#$

A = A %! ,% I+ -%+* !I = I+#%+" ,!, ,% - ! %+ mm/h

TIPO: CALZADAD!#$"

' = 0.90 (A" ! #$)L$+& #-, = 100.00 m

A+*h$ = 3.30 mI+#%+" ,!, = 206.09 mm/h

' *- $" A %! = 330.00

= 0.9 206.09 3303600 1000

= 0.01'

TIPO: BERMAD!#$"' = 0. 0 (A m!,$)

L$+& #-, = 100.00 m A+*h$ = 0. 5 mI+#%+" ,!, = 206.09 mm/h

'! *- $" A %! = 5.00

b1

m2

Q1

Q1 m !S"#

m2

3600

CIAQ =

3600

CIAQ =

3600

CIAQ =

3600

CIAQ =

2

1O.5 m

1.25m

1.00m 3.00 m0.25m

1

2

Y =2

3∗ H


37/45


38/45

R%& + P $ -+, ,!, (m) A+*h$ (m)M-

0.50 1.00L - $"!

'! *- $ ,% P%+, %+#%= CTu-CTi CTi = 260.25

Dt CTu = 262.00= 262 - 260.25 Dt = 100.00

100

S = 0.017500 < P! ! #$,!" !" *-+%#!" ,% ,% %+"! "% *$+" ,% ! !+

+= 0.017 (P! ! *!+! %" % %"# ,$")

= 0.= 0.3

Pm = 0. ; 0.3

Pm = 1.11 m

A = ( 0.66 ; 0.165 ) < 0.332

A = 0."#

R = 0.1 / 1.11R = 0.1 m

*).- GASTO

Q = 0.01

Q = 0.$8

E+#$+*%" Q > Q, ??.. O@


A 0.14

*) .- P$R%&$TRO &O'ADO :

L1L2

*) .- AR$A (%DRA %+A :

m 2

*) .- RAD%O (%DRA %+0 :

0.1 (0.13)2/3

(0.01 5)1/2

m !)

⇒ A =1

2( x 1 + x 2 )∗ y

⇒ P = L 1 + L 2

⇒ R = A Pm


39/45

% = $.00 m!)"# . 0.7 m B 3.60 m =>C O@


40/45

ALCANTARILLA

&BICAC

73. C 9 ;9 /"9 ;/ 9 /"9 ; "

E *!-,! "% ,%#% m +! ! F! # ,% $" ,!#$" $b#%+ ,$" %+ F !+#!.

773. C 9 ;9 /"9 (2"m< /" " ( 2>

D$+,%

L= 120 m?= 2.37 m

TC=0.01 5@,1$0 !$. 83 0. 85

T'= 3.52 m +

'$+ %"#% %"- #!,$ "% ! ! ! &- ! ,% *- ! ,% +#%+" ,!, m m!

Im! = 503.120 mm/h

773. C 9 ;9 /" 9


41/45

773. C 9 ;9 /"9 " /" 2 9;" 2 /"9 ; "

A= 1650 m$

73 C 9 ;9 /"9 C ;/ 9 E)(2m / /"9 ; " :

P ; TC= .5$ m2 9 2 (" )2/ / m @2m )" Im @=50 .1$mm! T" " /" ;9(2 ) C=0.$5

0.25< 503.120 1650 5 .653600

73 C 9 ;9 /"9 C ;/ 9 T ( 9

0.00.0 3

0.060 m3/"%& (*!-,! %"# m!,$ ,% *!-*%)

0.150

P C (2 ;2/ / :

D /" : G

R%%mF ! !+,$ %+ 0.1500.0225

0.0225 0.01. 9 70.35 13. 7

E9 /2 m"( m" 2 9 )" /": 18 0.46 m

73. C 9 ;9 /" 9


42/45

0.075 m

R%%mF ! !+,$ %+

= 0.15 0.021 0.009630 0.9630

0. 6 2 0.075 2/3

73. C 9 ;9 /" 9 #2(;/") /" ( )2 2 "):L# = D = < 0. 6

73. C 9 ;9 /" 9 #2(;/") /" < (" 2 "):LF = 3D = 3< 0. 6

73. C 9 ;9 /" 9 #2(;/") /" (;F" 2 :E+ ! &- ! "% m-%"# !+ !" *$#!" %"F%*# !" ,% ! F $& %" ! @m 5 ; 60

73. C 9 ;9 /" 9 #2(;/")

D1= 2.19 mD2= .2 m L= D1;D2;P !#! $ m!

AF !#! .= .5 m L= 13.96 m

L #2(;/ /" 9 9 ( 299C2= $58.4' m"+mC = $56. m"+m

L= 13.96 2;(257. 256.39) 2L= 1 .11 m L$+& #-, F$ ! -b *!* + -% # %+%

⇒ R=

(! )

(' /4 )[ ]2

= ⇒ S =

=

=

11

= D 1 H

1

1

1=

D2

H 2

L= √ L2 +(C$− C( )2


43/45

IÓN KM: 5+'60


44/45

0.06

)

/ eg= m3/ eg

. . . (! )


45/45

1.84 m

1. 8 m

.".+.m

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