Diseño de Muros de Contencion Mario.xls

8/17/2019 Diseño de Muros de Contencion Mario.xls

1/50

DISE O DE MURO DE CONTENCION

PROYECTO : MEJORAMIENTO DEL SISTEMA DE RIEGO QUERORCONA

EXPEDIENTE :

DATOS (MTS.)B = 1.40

T = 0.20h´= 0.60H = 2.00E = -G = -D = 2.00 = -M = 0.!0N = 0."0SD= 1.#0S$= 1.%0

&' '*'+,,+ '/ ++' (3) = 2.40 T5". = 47200.00

&' '*'+,,+ '/ 89:8 :'/ (;) = 1.#0 T5". ´C = 210.00 A9:/ ' ,++,. >8' = #.00

&', A5,,>/' '/ T'' (?) = 1.2@ 9+52. R'+:>. 5: = ".00C',+,'' ' ,++,) = 100.00

P PESOS(Ton) Brazo Giro(m) P*X

&1 - 0.!0 -&2 0.!6 1.00 0.!6&" - 1.10 -&4 2.02 0.@0 1.41 0.!0 1.2# 1.1"&6 - 1.10 -&@ - 1.2# -

TOTAL !"" #!$ !%$

N Mr

8=92(4#-2) = 0."61

H8=12C;H*2 = 1.%"0 M8= 1.#! T-5

&ERI'ICACION AL DESLIAMIENTO Y AL &OLTEO

SD = HH8 = NH8 = 2.11% 1.#0 CON'ORME

S$ = MM8 = 2.204 1.%0 CON'ORME

&ERI'ICACION DE PRESIONES EN EL TERRENO

= (M-M8)N 0.4! 5

' = B2- 0.21 5B6 = 0.2" 5

S, +:5*/' ?:' 'FB6 0.21 F 0.2" CON'ORME

?58 = N(16'B) #.2" T52.

?5, = N(1-6'B) 0."1 T52.

?58 F ? 85,,>/' 0.#2 F 1.2@ CON'ORME

N,'/ ' A9:8 ''

MURO DE CONTENSION

N

D

'

B

M E T G N


2/50

CALCULO DE 'UERAS CORTANTES Y MOMENTOS 'LECTORES ACTUANTES EN EL MURO DE CONTEN

A!+ &ERI'ICACION DE CORTE Y TRACCION POR PRESION EN LA PUNTA

CALCULO DE LA PRESION ACTUANTE EN LA PUNTA (,-)

E,' " +8 *88 '/ +8/+:/ ' ?1

C8 1.- (?5,0)

?1=((?58-?5,)(B-M)B)?5, 2.0@ T52.

C8 2.- (?5,F0)

?1=?58-(M?58B1) B1=B-(B?5,(?58?5,)) - T52.

H8//8 B1 = 1.40 5.

C8 ".- (?5,=0)

?1=?58-(M?58B) - T52.

&ARA CUALQUIERA DE LOS " CASOS

?1 = 2.0@ T52.

S. /.0. /. 12m34ir ,2. .4 1or5an5.(&):

".2% T. = 0.## 9.+52

6.#" 9.+52

= 0.## F 6.#" CON'ORME

CALCULO DEL MOMENTO 'LECTOR ACTUANTE EN LA PUNTA!+

M58 8+.=(?1M22)((?58-?1)M2") 1.6! T-5

B!+CALCULO DE CORTANTE Y MOMENTO 'LECTOR EN EL TALON

E,' " +8 *88 '/ +8/+:/ ' ?2

C8 1.- (?5,0)

?2=(((?58-?5,)N)B)?5, 1."6 T52.

C8 2.- (?5,F0)

?2=(?58(N-B1))(B-B1) B1=B?5,(?58?5,)) - T52.

H8//8 B1 = 1.40 5.

C8 ".- (?5,=0)

?2=(?58N)B - T52.

&ARA CUALQUIERA DE LOS " CASOS

?2 = 1."6 T52.

CALCULO DE LA 'UERA CORTANTE Y MOMENTO ACTUANTE EN EL TALON

0.2# T = 0.04

0.0" T-5

6.#" 9.+52

= 0.04 F 6.#" CON'ORME

&8+:8' = ?1.M (?58-?1).M2 =

&85,,>/' = 0.#"..´+K =0.%# =

&8+:8' F &85,,>/'

&8+:8' = (?5,N)(?2-?5,)(N2)

M8+:8' = (?5,)(N22)(?2-?5,)(N26)

&85,,>/' = 0.#"..´+K =0.%# =

&8+:8' F &85,,>/'

B

,ma6

M

,-

B

,ma6 ,7


3/50

C!+ CALCULO DE LA 'UERA CORTANTE Y MOMENTO 'LECTOR EN LA PANTALLA

1.0% T = 0.1%

0.@2 T-5

6.#" 9.+52

= 0.1% F 6.#" CON'ORME

D!+ DISEÑO DE ACERO EN LA PUNTA (METODO ELASTICO)!+

E8 9 2100000

´+ = 210 9+52.E1 9 21@7"@0.6#

n 9 E8E1 9 !.66 n 9 ;! 9 $!$

? 9 $!;$

0 9 -$$!$$ +5.

R''5*/88 8/' ' /8 . - D,85.2 / 9 %@!%7 +5.

DETERMINANDO SI ES O NO DOBLEMENTE RE'ORADA!+

Mom!r.8i85.n5. (Mr) Mr 9 "!7< T-5

Con/i1in9 Mr Ma15! "!7< -!)

Mr 9 0.#+P>2

A8 9 M58.. P

A8min 1om3!90.001%>


4/50

Mr.8i/! 9 Ma15! + Mr Mr.8i/! 9 R.,!8im34. R.=! T-5


5/50

Ca4124o /. 4a Arma/2ra a/i1iona4 .n Com3r.8in(A8) F .n Tra11in(A87) ,2. .,2i4i0r. a4 mom.n5o r.8i/2

´ = (( - ´ ))2+ S,´F85.'+' A´=M',.(´(-´ )) A2=M',.(85.(-´ ))S,´=85. E+' A´ = A2 = M',.(85.(-´ ))

=8 9 R.,!8im34. =8a/m! 9 7H-$$!$$ 9+52.

Por 4o 5an5o: A8 9 R.,!8im34. A87 9 R.,!8im34. R.=! +52.

Con1428ion: Ar.a /. a1.ro .n 5ra11in 9 (A8- A87) 9 R.,!8im34. R.=! +52.

Ar.a /. a1.ro .n 1om3r.8in 9 (A8) 9 R.,!8im34. R.=! +52.

'i.rro /. 1on85r211in 1orr2a/o!+

Nro Diam!(P24) Diam! (1m!) Ar.a (1m7!) Pi.za8(Com3!) Pi.za8(Tra11!)- 14 0.6"# 0."1# 24 #7 "% 0.!#" 0.@1" 11 2 12 1.2@0 1.26@ 6 1@ #% 1.#%% 1.!@! 4 1% "4 1.!0# 2.%#0 " 1< @% 2.22" ".%@! 2 0# 1 2.#40 #.06@ 2 0

Di85ri021in /.4 a1.ro a 28ar:E/,9,' : ,5' ' ,' ''5' '+5,'8 ?:' '/ '*8+,85,' '/ ,' '8 20 < 2# +5.

Nro Diam!(P24) Diam! (1m!) Ar.a (1m7!) Pi.za8(Com3!) Pi.za8(Tra11!) E83!(Com3!)7 "J $!;% $!#- -- ;!$;7 "J $!;% $!#- 7

-- ,' ' D,85. "J + '*. C88 ;* +88 5./. E C5*', 9 ()

? 9 8+ A,5',8/

? 9 1 - "

/ 9 2M(+ P >)


6/50

= h - R'+:>. - D,85.2 / 9 %@!%7 +5.


Mom!r.8i85.n5. (Mr) Mr 9 "!7< T-5

Con/i1in9 Mr Ma15! "!7< $!$ NO REUIERE ACERO EN COMP

CALCULO DEL AREA DE ACERO CUANDO NO REUIERE ACERO EN COMPRESION!+

A8 9 $!$ +52.

A8min 9 #!

+52! Y

NOTA S' :88


7/50

D!+ DISEÑO DE ACERO EN LA PANTALLA (METODO ELASTICO)!+

E8 9 2100000 9+52.

´+ = 210 9+52.E1 9 21@7"@0.6# 9+52.

n 9 E8E1 9 !.66 n 9 ;! 9 $!$

? 9 $!;$

0 9 -$$!$$ +5.

R''5*/88 8/' ' /8 . - D,85.2 / 9 -


Mom!r.8i85.n5. (Mr) Mr 9 !%# T-5

Con/i1in9 Mr Ma15! !%# $!#7 NO REUIERE ACERO EN COMP


A8 9 7!$ +52.

A8min 9 !$$ +52.

E8 9 M:/ ' '/8,+,8 '/ 8+' ' ':'

E1 9 M:/ ' '/8,+,8 '/ ++'E1 = 1#000´+12

n 9 R'/8+, 9 ()

? 9 8+ A,5',8/

? 9 1 - "

/ 9 2M(+ P >)

Mr 9 0.#+P>2

A8 9 M58.. P

A8min 1om3!90.001%>


8/50

CALCULO DEL AREA DE ACERO CUANDO REUIERE ACERO EN COMPRESION!+

Ar.a /. a1.ro .n 5ra11in 9 (A8- A87) Ar.a /. a1.ro .n 1om3r.8in 9 (A8)

Ca4124o /. A8-!+

A8- 9 Mr(=8 6 ? 6 /) A8- 9 R.,!8im34. r.=! +52.

Ca4124o /.4 Mom.n5o R.8i/2a4!+


Ca4124o /. 4a Arma/2ra a/i1iona4 .n Com3r.8in(A8) F .n Tra11in(A87) ,2. .,2i4i0r. a4 mom.n5o r.8i/2

´ = (( - ´ ))2+ S,´F85.'+' A´=M',.(´(-´ )) A2=M',.(85.(-´ ))S,´=85. E+' A´ = A2 = M',.(85.(-´ ))

=8 9 R.,!8im34. =8a/m! 9 7H-$$!$$ 9+52.

Por 4o 5an5o: A8 9 R.,!8im34. A87 9 R.,!8im34. R.=! +52.



'i.rro /. 1on85r211in 1orr2a/o!+

Nro Diam!(P24) Diam! (1m!) Ar.a (1m7!) Pi.za8(Com3!) Pi.za8(Tra11!)- 14 0.6"# 0."1# 10 @7 "% 0.!#" 0.@1" 4 " 12 1.2@0 1.26@ 2 2@ #% 1.#%% 1.!@! 2 1% "4 1.!0# 2.%#0 1 1< @% 2.22" ".%@! 1 1# 1 2.#40 #.06@ 1 0

Di85ri021in /.4 a1.ro a 28ar:

E/,9,' : ,5' ' ,' ''5' '+5,'8 ?:' '/ '*8+,85,' '/ ,' '8 20 < 2# +5.

Nro Diam!(P24) Diam! (1m!) Ar.a (1m7!) Pi.za8(Com3!) Pi.za8(Tra11!) E83!(Com3!)7 "J $!;% $!#- @ 7%!$$7 "J $!;% $!#-

@ ,' ' D,85. "J + '*. C88 7%* +88 5./. E C5*',


9/50


10/50

9.+52

9.+52+5.+5.+5.


11/50

ION

9.+52

,min

,min

N


12/50

9.+52

RESION


13/50


14/50

4!+

E83!(Tra11!)

%$!$$

+5.

+5.


15/50

RESION

4!+

E83!(Tra11!)

KDI&$

+5.

+5.


16/50

RESION


17/50

4!+

E83!(Tra11!)

!

+5.

+5.


18/50


19/50


20/50


21/50


22/50


23/50


24/50


25/50


26/50


27/50


28/50

DISEÑO DE MURO DE CONTENCION

PROYECTO : CONSTRUCCION DE MURO DE CONTENCION EN BARRIO UNION

MURO TIPO : II + A F II + B

DATOS UND!Inr.8ar /a5o8 .n 12a/ro8 /. 1o4or

A/:8 ( h ) 1.#4 5.

S>' +898 ( SC ) 400.00 952 A+h ( '1 ) 0.1@ 5.R'+:>,5,' ( '4 ) 0.00 5.

26.00 G8

17%00.00 95" A9:/ ' '/,85,' ( ) 26.00 G8

0."#

1.00 9+52R','+,8 '/ ++' (+) 1@#.00 9+52&' '*'+,,+ '/ C 27400.00 95"Pan5a44a

A+h >8' ( '2 ) 0.1@ 5.a3a5a

A/:8 '*' ( '" ) 0.20 5.

&,' ' /8 8*88 ( >2 ) 0."# 5.T8/ ' /8 8*88 ( >1 ) 0.%0 5.Ua

A/:8 ' :8 ( :" ) 0.00 5.

A+h 5' ( :1 ) 0.00 5. B(Hh) A+h 58 ( :2 ) 0.00 5. 0."0 204

0."# 26!= 4200.00 9+52 0.40 "4"

0.4# 42"8=92(4#-2) = 0."!0 0.#0 #12

@02.%"1 95" 0.## 60#I'*/8 B(Hh) = 0.#!0 0.60 @1#

0.222 0.6# %"0H= h'" = 1.@40

H h = 1.!62B= D"#(Hh) = 1.16 1."2B" = 0."!= '"100-6 = 14.00 +5&ERI'ICACION DE LA ESTABILIDAD DEL MURO

E'ECTO

1706".!# 0.#%0 [email protected]!S>'+898 H=8(+) 1#6.1% 0.%@ 1"#.%%

-H77$!- #%7!;#

ELEMENTO

V(1) M. C '*'+ 8/ *: M 6"".60 0.000 -V(2) M. C '*'+ 8/ *: M - 0."#0 -V(") M. C '*'+ 8/ *: M 62%."2 0.4"# 2@"."2V(4) M. C '*'+ 8/ *: M [email protected] 0.!20 27040.1!V(#) M. C '*'+ 8/ *: M - 0."#0 -S>'+898 8 = (+)>1h = @1.11 0.!20 6#.42

H%%$!/' 0.#2 F 1.00 CON'ORME

I+/,8+, '/ '' ( β )

&' '*'+,,+ '. ( g )

C',+,'' ' ,++, ( m )

R','+,8 '/ '' ( s )

8g

8g =

h= +g =

'UERA(G)

Brazo /.Pa4an1a

Mom.n5o(>+m)

E5*:P' 8+, H8= 0.#8gH^2

Σ' 9 ΣMa 9

'UERA(G)

Brazo /.Pa4an1a

Mom.n5o(>+m)

Σ' 9 ΣMr 9

S = ΣMΣM8

S = ΣFv/ΣFh =

= (ΣM-ΣM8)ΣFv

?58 = ΣFv(100B)(16'B)

?5, = ΣFv(100B)(1- 6'B)

N,'/ ' T'' ''

MURO DE CONTENSION

N

.

.@

B

M

.7 0-07

2

β

2-

27

23

1

5

4


29/50


30/50

CALCULO DE 'UERAS CORTANTES Y MOMENTOS 'LECTORES ACTUANTES EN EL MURO DE CONTENSION


C8/+:/ ' ?1

?1=((?58-?5,)(B->1-'2)B)?5, 0."! 9+52

0."2 9+52

DISEÑO DE LA PANTALLA

Ca4124o /.4 mom.n5o F .4 a1.ro A8

%"".42 9

7 9 a*(81)* 9 240.#2 9

M2 9 -!#*(-*7*7) !"@.1! 9.-5

R2 9 M2(-$$*/7) 9 4.@%

Con .4 a4or /. R2 /. 4a 5a04a Q 9 0.126 W S' h8//8 ' 8>/8 ,'*/8

1."%% +52

A 5,= 0.0012>h= 0.0012100'2 2.040 +52 M,,5 ',+8/ *88 8,//8 F= N # = 100'"-6= 11

Q9 0.00211222 A 5,= 0.0020>h=0.0020100'2 ".400 +52 M,,5 h,8/ *88 8,//. F= N # A=100= 2."2"44"2@#4 +52

E4 1or5. .n 4a 0a8. /. 4a 3an5a44a .8:

$:= 1.@(H1 H2) = 17%2#.@0 9

67###.#1 9

X$+ $: 67###.#1 17%2#.@0 CON'ORME

DISEÑO DEL TALON POSTERIOR

Ca4124o /.4 mom.n5o F .4 a1.ro A8

#72"2.%0 9

M2 9 24*$!%*0-+-!#*(,7*(0-7)h= 0.001%100'" = ".600 +52 # 1 #.06@ 1 100

La =2.rza 1or5an5. .n 4a 1ara /.4 5a4on 3o85.rior :

$:= Y:/>1-1.@(?2?5,)(>1)2 471%6.01 9

%7"4"."% 9

X$+ $: %7"4"."% 471%6.01 CON'ORME

DISEÑO DEL TALON ANTERIOR

Ca4124o /.4 mom.n5o F .4 a1.ro A8

M2 9 -!#*(-*,ma6*(07)7-('2-6)

24 9 -!@*(g*7@$$*.)-!#*(81) 9

E+' A= Z100('"100-6)100 =

X$+= 0.%#0.#"[\+>('"-6)

E+' A= Z100('"100-6)100 =

1 -=

O

\+

1.1%

G \+ G > G J2

2."6 G M:1 -


31/50

%7"4"."% 9

X$+ $: %7"4"."% 0.2@ CON'ORME

X$+= 0.%#0.#"[\+>('"-6)


32/50

CALCULO DE LOS ACEROS REUERIDO PARA CADA ELEMENTO

E8 9 2100000

´+ = 1@# 9+52.E1 9 1!%74"1."#

n 9 E8E1 9 10.#% n 9 -$!%"

r 9 =8=1=8 9 27100.00=1 9 @%.@#r 9 7

> 9 $!7"@

? 9 $!;-

0 9 -$$!$$ +5.

R''5*/88 8/' ' /8 )

Mr 9 0.#+P>2

A8 9 M58.. P

A8min 1om3!90.001%>

+52! Y


33/50

% "4 1.!0# 2.%#0 1 1 100# 1 2.#40 #.06@ 0 1 100


34/50



MURO TIPO : I + A F I + B


A/:8 ( h ) 1.%# 5.

S>' +898 ( SC ) 400.00 952 A+h ( '1 ) 0.1@ 5.R'+:>,5,' ( '4 ) 0.00 5.

26.00 G8

17%00.00 95" A9:/ ' '/,85,' ( ) 26.00 G8

0."#

1.00 9+52R','+,8 '/ ++' (+) 1@#.00 9+52&' '*'+,,+ '/ C 27400.00 95"Pan5a44a

A+h >8' ( '2 ) 0.1@ 5.a3a5a

A/:8 '*' ( '" ) 0.20 5.&,' ' /8 8*88 ( >2 ) 0."# 5.T8/ ' /8 8*88 ( >1 ) 0.!0 5.Ua

A/:8 ' :8 ( :" ) 0.00 5.

A+h 5' ( :1 ) 0.00 5. B(Hh) A+h 58 ( :2 ) 0.00 5. 0."0 204

0."# 26!= 4200.00 9+52 0.40 "4"

0.4# 42"8=92(4#-2) = 0."!0 0.#0 #12

@02.%"1 95" 0.## 60#I'*/8 B(Hh) = 0.#!0 0.60 @1#

0.222 0.6# %"0H= h'" = 2.0#0H h = 2.2@2

B= D"#(Hh) = 1."4 1.42B" = 0.4#= '"100-6 = 14.00 +5&ERI'ICACION DE LA ESTABILIDAD DEL MURO

E'ECTO

174@6.%2 0.6%" 1700!.16S>'+898 H=8(+) 1#6.1% 1.02# 160.0!

-H/' 0.6" F 1.00 CON'ORME

I+/,8+, '/ '' ( β )

&' '*'+,,+ '. ( g )

C',+,'' ' ,++, ( m )

R','+,8 '/ '' ( s )

8g

8g =

h= +g =

'UERA(G)

Brazo /.Pa4an1a

Mom.n5o(>+m)

E5*:P' 8+, H8= 0.#8gH^2

Σ' 9 ΣMa 9

'UERA(G)

Brazo /.Pa4an1a

Mom.n5o(>+m)

Σ' 9 ΣMr 9

S = ΣMΣM8

S = ΣFv/ΣFh =

= (ΣM-ΣM8)ΣFv

?58 = ΣFv(100B)(16'B)

?5, = ΣFv(100B)(1- 6'B)

N,'/ ' T'' ''

MURO DE CONTENSION

N

.

.@

B

M

.7 0-07

2

β

2-

27

23

1

5

4


35/50



C8/+:/ ' ?1

?1=((?58-?5,)(B->1-'2)B)?5, 0.4% 9+52

0.40 9+52


Ca4124o /.4 mom.n5o F .4 a1.ro A8

17202.@2 9

7 9 a*(81)* 9 2%%.!4 9

M2 9 -!#*(-*7*7) 17#6".@6 9.-5

R2 9 M2(-$$*/7) 9 @.!%

Con .4 a4or /. R2 /. 4a 5a04a Q 9 0.211 W S' h8//8 ' 8>/8 ,'*/8

2."16 +52

A 5,= 0.0012>h= 0.0012100'2 2.040 +52 M,,5 ',+8/ *88 8,//8 F= N # = 100'"-6= 11

Q9 0.00"602@4 A 5,= 0.0020>h=0.0020100'2 ".400 +52 M,,5 h,8/ *88 8,//. F= N # A=100= ".!6"014!2%@ +52

E4 1or5. .n 4a 0a8. /. 4a 3an5a44a .8:

$:= 1.@(H1 H2) = 27#"#.%2 9

67###.#1 9

X$+ $: 67###.#1 27#"#.%2 CON'ORME


Ca4124o /.4 mom.n5o F .4 a1.ro A8

67014.00 9

M2 9 24*$!%*0-+-!#*(,7*(0-7)('"-6)

1 -=

O\+

1.1%

G \+ G > G J22."6 G M:1 -


36/50

X$+ $: %7"4"."% 0."" CON'ORME


37/50


E8 9 2100000

´+ = 1@# 9+52.E1 9 1!%74"1."#

n 9 E8E1 9 10.#% n 9 -$!%"

r 9 =8=1=8 9 27100.00=1 9 @%.@#r 9 7

> 9 $!7"@

? 9 $!;-

0 9 -$$!$$ +5.

R''5*/88 8/' ' /8 . - D,85.2 / 9 --!$$ +5.


Mom!r.8i85.n5. (Mr) Mr 9 -!7 T-5

Con/i1in9 Mr Ma15! -!7 $!;7 NO REUIERE ACERO EN COMPRESION


A8 9 @!@$ +52.

A8min 9 -!%@ +52. A+' 5,,5 * '5*'8:8



Ca4124o /. A8-!+

A8- 9 Mr(=8 6 ? 6 /) A8- 9 R.,!8im34. r.=! +52.

Ca4124o /.4 Mom.n5o R.8i/2a4!+


Ca4124o /. 4a Arma/2ra a/i1iona4 .n Com3r.8in(A8) F .n Tra11in(A87) ,2. .,2i4i0r. a4 mom.n5o r.8i/2a4!+

´ = (( - ´ ))2+ S,´F85.'+' A´=M',.(´(-´ )) A2=M',.(85.(-´ ))S,´=85. E+' A´ = A2 = M',.(85.(-´ ))

=8 9 R.,!8im34. =8a/m! 9 7H-$$!$$ 9+52.

Por 4o 5an5o: A8 9 R.,!8im34. R A87 9 R.,!8im34. R.=! +52.



'i.rro /. 1on85r211in 1orr2a/o!+Nro Diam!(P24) Diam! (1m!) Ar.a (1m7!) Pi.za8(Com3!) Pi.za8(Tra11!) E83!(Tra11!)

- 14 0.6"# 0."1# # 14 @7 "% 0.!#" 0.@1" 2 6 1@ 12 1.2@0 1.26@ 1 " ""@ #% 1.#%% 1.!@! 1 2 #0% "4 1.!0# 2.%#0 1 2 #0

E8 9 M:/ ' '/8,+,8 '/ 8+' ' ':'

E1 9 M:/ ' '/8,+,8 '/ ++'E1 = 1#000´+12

n 9 R'/8+, 9 ()

? 9 8+ A,5',8/

? 9 1 - "

/ 9 2M(+ P >)

Mr 9 0.#+P>2

A8 9 M58.. P

A8min 1om3!90.001%>

+52! Y


38/50

# 1 2.#40 #.06@ 0 1 100


39/50



MURO TIPO : I&


A/:8 ( h ) 2.2# 5.

S>' +898 ( SC ) 400.00 952 A+h ( '1 ) 0.20 5.R'+:>,5,' ( '4 ) 0.00 5.

26.00 G8

17%00.00 95" A9:/ ' '/,85,' ( ) 26.00 G8

0."#

1.00 9+52R','+,8 '/ ++' (+) 1@#.00 9+52&' '*'+,,+ '/ C 27400.00 95"Pan5a44a

A+h >8' ( '2 ) 0.20 5.a3a5a

A/:8 '*' ( '" ) 0.20 5.

&,' ' /8 8*88 ( >2 ) 0.4# 5.T8/ ' /8 8*88 ( >1 ) 0.!# 5.Ua

A/:8 ' :8 ( :" ) 0.00 5.

A+h 5' ( :1 ) 0.00 5. B(Hh) A+h 58 ( :2 ) 0.00 5. 0."0 204

0."# 26!= 4200.00 9+52 0.40 "4"

0.4# 42"8=92(4#-2) = 0."!0 0.#0 #12

@02.%"1 95" 0.## 60#I'*/8 B(Hh) = 0.#!0 0.60 @1#

0.222 0.6# %"0H= h'" = 2.4#0H h = 2.6@2B= D"#(Hh) = 1.#% 1.60B" = 0.#"= '"100-6 = 14.00 +5&ERI'ICACION DE LA ESTABILIDAD DEL MURO

E'ECTO

2710!."@ 0.%1@ [email protected]#S>'+898 H=8(+) 1#6.1% 1.22# 1!1.""

7H7'+898 8 = (+)>1h = %4.44 1.12# !#.00

%H##;!;@ %H$-#!@@

&ERI'ICACION AL AL &OLTEO Y AL DESLIAMIENTO

2.621 2.00 CON'ORME

2.##1 1.#0 CON'ORME

&ERI'ICACION DE PRESIONES EN EL TERRENO&: ' *8 ' /8 ':/8'

0.#4 5

' = B2- 0.26"06 5B6 = 0.2@ 5

S, +:5*/' ?:' 'FB6 0.26"06 F 0.26666@ CON'ORME

0.@2 9+52

0.00 9+52

?58 F ? 85,,>/' 0.@2 F 1.00 CON'ORME

I+/,8+, '/ '' ( β )

&' '*'+,,+ '. ( g )

C',+,'' ' ,++, ( m )

R','+,8 '/ '' ( s )

8g

8g =

h= +g =

'UERA(G)

Brazo /.Pa4an1a

Mom.n5o(>+m)

E5*:P' 8+, H8= 0.#8gH^2

Σ' 9 ΣMa 9

'UERA(G)

Brazo /.Pa4an1a

Mom.n5o(>+m)

Σ' 9 ΣMr 9

S = ΣMΣM8

S = ΣFv/ΣFh =

= (ΣM-ΣM8)ΣFv

?58 = ΣFv(100B)(16'B)

?5, = ΣFv(100B)(1- 6'B)

N,'/ ' T'' ''

MURO DE CONTENSION

N

.

.@

B

M

.7 0-07

2

β

2-

27

23

1

5

4


40/50


41/50



C8/+:/ ' ?1

?1=((?58-?5,)(B->1-'2)B)?5, 0.#2 9+52

0.4" 9+52


Ca4124o /.4 mom.n5o F .4 a1.ro A8

17@@!.04 9

7 9 a*(81)* 9 "#1.42 9

M2 9 -!#*(-*7*7) 27@16."" 9.-5

R2 9 M2(-$$*/7) 9 1".%6

Con .4 a4or /. R2 /. 4a 5a04a Q 9 0."66 W S' h8//8 ' 8>/8 ,'*/8

#.11! +52

A 5,= 0.0012>h= 0.0012100'2 2.400 +52 M,,5 ',+8/ *88 8,//8 F= N # = 100'"-6= 14

Q9 0.00"%@!4@ A 5,= 0.0020>h=0.0020100'2 4.000 +52 M,,5 h,8/ *88 8,//. F= N # A=100= #.4"12601##4 +52

E4 1or5. .n 4a 0a8. /. 4a 3an5a44a .8:

$:= 1.@(H1 H2) = "7621.@% 9

%7"4"."% 9

X$+ $: %7"4"."% "7621.@% CON'ORME


Ca4124o /.4 mom.n5o F .4 a1.ro A8

@7022.00 9

M2 9 24*$!%*0-+-!#*(,7*(0-7)('2-6)

24 9 -!@*(g*7@$$*.)-!#*(81) 9

E+' A= Z100('"100-6)100 =

X$+= 0.%#0.#"[\+>('"-6)

E+' A= Z100('"100-6)100 =

1 -=

O\+

1.1%

G \+ G > G J22."6 G M:1 -


42/50

%7"4"."% 9

X$+ $: %7"4"."% 0.4@ CON'ORME

X$+= 0.%#0.#"[\+>('"-6)


43/50


E8 9 2100000

´+ = 1@# 9+52.E1 9 1!%74"1."#

n 9 E8E1 9 10.#% n 9 -$!%"

r 9 =8=1=8 9 27100.00=1 9 @%.@#r 9 7

> 9 $!7"@

? 9 $!;-

0 9 -$$!$$ +5.

R''5*/88 8/' ' /8 . - D,85.2 / 9 -@!$$ +5.


Mom!r.8i85.n5. (Mr) Mr 9 -!;" T-5

Con/i1in9 Mr Ma15! -!;" -!A8min 9 -!;< +52. A+' 5,,5 * '5*'8:8



Ca4124o /. A8-!+

A8- 9 Mr(=8 6 ? 6 /) A8- 9 R.,!8im34. r.=! +52.

Ca4124o /.4 Mom.n5o R.8i/2a4!+



´ = (( - ́ ))2+ S,´F85.'+' A´=M',.(´(-́ )) A2=M',.(85.(-´ ))S,´=85. E+' A´ = A2 = M',.(85.(-´ ))

=8 9 R.,!8im34. =8a/m! 9 7H-$$!$$ 9+52.

Por 4o 5an5o: A8 9 R.,!8im34. R A87 9 R.,!8im34. R.=! +52.



'i.rro /. 1on85r211in 1orr2a/o!+Nro Diam!(P24) Diam! (1m!) Ar.a (1m7!) Pi.za8(Com3!) Pi.za8(Tra11!) E83!(Tra11!)

- 14 0.6"# 0."1# 6 1! #

7 "% 0.!#" 0.@1" " % 1" 12 1.2@0 1.26@ 2 # 20@ #% 1.#%% 1.!@! 1 " ""

E8 9 M:/ ' '/8,+,8 '/ 8+' ' ':'

E1 9 M:/ ' '/8,+,8 '/ ++'E1 = 1#000´+12

n 9 R'/8+, 9 ()

? 9 8+ A,5',8/

? 9 1 - "

/ 9 2M(+ P >)

Mr 9 0.#+P>2

A8 9 M58.. P

A8min 1om3!90.001%>

+52! Y


44/50

% "4 1.!0# 2.%#0 1 2 #0# 1 2.#40 #.06@ 0 1 100


45/50



MURO TIPO : III


A/:8 ( h ) #.00 5.

S>' +898 ( SC ) 400.00 952 A+h ( '1 ) 0.20 5.R'+:>,5,' ( '4 ) 0.00 5.

0.00 G8

17%00.00 95" A9:/ ' '/,85,' ( ) 2!.%0 G8

0."#

1.1" 9+52R','+,8 '/ ++' (+) 210.00 9+52&' '*'+,,+ '/ C 27400.00 95"Pan5a44a

A+h >8' ( '2 ) 0.40 5.a3a5a

A/:8 '*' ( '" ) 0.40 5.

&,' ' /8 8*88 ( >2 ) 1.4# 5.T8/ ' /8 8*88 ( >1 ) 1.4# 5.Ua

A/:8 ' :8 ( :" ) 0.00 5.

A+h 5' ( :1 ) 0.00 5. B(Hh) A+h 58 ( :2 ) 0.00 5. 0."0 204

0."# 26!= 4200.00 9+52 0.40 "4"

0.4# 42"8=92(4#-2) = 0.""6 0.#0 #12

604.%#1 95" 0.## 60#I'*/8 B(Hh) = 0.#0% 0.60 @1#

0.222 0.6# %"0H= h'" = #.400H h = #.622B= D"#(Hh) = 2.%# "."0B" = 0.!#= '"100-6 = "4.00 +5&ERI'ICACION DE LA ESTABILIDAD DEL MURO

E'ECTO

%7%1%.@" 1.%00 1#7%@".@2S>'+898 H=8(+) 1"4.41 2.@ "62.!1

"H;%!-% -ELEMENTO

V(1) M. C '*'+ 8/ *: M "716%.00 0.000 -V(2) M. C '*'+ 8/ *: M 17200.00 1.#%" 17!00.00V(") M. C '*'+ 8/ *: M 27400.00 1.@#0 47200.00V(4) M. C '*'+ 8/ *: M 1"70#0.00 2.#@# ""760".@#V(#) M. C '*'+ 8/ *: M - 1.6#0 -S>'+898 8 = (+)>1h = 12%.%! 2.#@# ""1.%!

-;H;@

&' '*'+,,+ '. ( g )

C',+,'' ' ,++, ( m )

R','+,8 '/ '' ( s )

8g

8g =

h= +g =

'UERA(G)

Brazo /.Pa4an1a

Mom.n5o(>+m)

E5*:P' 8+, H8= 0.#8gH^2

Σ' 9 ΣMa 9

'UERA(G)

Brazo /.Pa4an1a

Mom.n5o(>+m)

Σ' 9 ΣMr 9

S = ΣMΣM8

S = ΣFv/ΣFh =

= (ΣM-ΣM8)ΣFv

?58 = ΣFv(100B)(16'B)

?5, = ΣFv(100B)(1- 6'B)

N,'/ ' T'' ''

MURO DE CONTENSION

N

.

.@

B

M

.7 0-07

2

β

2-

27

23

1

5

4


46/50


47/50



C8/+:/ ' ?1

?1=((?58-?5,)(B->1-'2)B)?5, 0.6@ 9+52

0.#4 9+52


Ca4124o /.4 mom.n5o F .4 a1.ro A8

@7#60.64 9

7 9 a*(81)* 9 [email protected] 9

M2 9 -!#*(-*7*7) 2"7"2#.!% 9.-5

R2 9 M2(-$$*/7) 9 20.1%

Con .4 a4or /. R2 /. 4a 5a04a Q 9 0.#"2 W S' h8//8 ' 8>/8 ,'*/8

1%.102 +52

A 5,= 0.0012>h= 0.0012100'2 4.%00 +52 M,,5 ',+8/ *88 8,//8 F= N # = 100'"-6= "4

Q9 0.00#@24%% A 5,= 0.0020>h=0.0020100'2 %.000 +52 M,,5 h,8/ *88 8,//. F= N # A=100= 1!.464#!#"!# +52

E4 1or5. .n 4a 0a8. /. 4a 3an5a44a .8:

$:= 1.@(H1 H2) = 1"7!!#.#! 9

2271!6.44 9

X$+ $: 2271!6.44 1"7!!#.#! CON'ORME


Ca4124o /.4 mom.n5o F .4 a1.ro A8

147624.00 9

M2 9 24*$!%*0-+-!#*(,7*(0-7)1-1.@(?2?5,)(>1)2 217204.00 9

2271!6.44 9

X$+ $: 2271!6.44 217204.00 CON'ORME

DISEÑO DEL TALON ANTERIOR

Ca4124o /.4 mom.n5o F .4 a1.ro A8

M2 9 -!#*(-*,ma6*(07)7-h= 0.001%100'" = @.200 +52 # 1 #.06@ @ 14

La =2.rza 1or5an5. .n 4a 1ara /.4 5a4on an5.rior :

$:= 1.@(>2)2(?58?1) 2.1% 9

CALCULO DE LA PRESION ACTUANTE EN LA PUNTA (,-) F (,7)

C8/+:/ ' ?2

?2=((?58-?5,)(B->1)B)?5,

- 9 -7*a*gh2 =

Z +:8,8 ' 8+' ' /8 5:/8

E+' A= Z100('2100-6)100 &ER CELDA E 7-; (m.5o/o .4a85i1o)

X$+= 0.%#0.#"[\+>('2-6)

24 9 -!@*(g*7@$$*.)-!#*(81) 9

E+' A= Z100('"100-6)100 =

X$+= 0.%#0.#"[\+>('"-6)

E+' A= Z100('"100-6)100 =

1 -=

O\+

1.1%

G \+ G > G J22."6 G M:1 -


48/50

2271!6.44 9

X$+ $: 2271!6.44 2.1% CON'ORME

X$+= 0.%#0.#"[\+>('"-6)


49/50


E8 9 2100000

´+ = 210 9+52.E1 9 21@7"@0.6#

n 9 E8E1 9 !.66 n 9 ;! 9 $!$

? 9 $!;$

0 9 -$$!$$ +5.

R''5*/88 8/' ' /8 . - D,85.2 / 9 -@!$$ +5.


Mom!r.8i85.n5. (Mr) Mr 9 7!%7 T-5

Con/i1in9 Mr Ma15! 7!%7 -!#7 REUIERE ACERO EN COMPRESION


A8 9 R.,!/o04. R.=! +52.

A8min 9 R.,!/o04. R.=! +52. A+' 5,,5 * '5*'8:8



Ca4124o /. A8-!+

A8- 9 Mr(=8 6 ? 6 /) A8- 9 ;!%@ +52.

Ca4124o /.4 Mom.n5o R.8i/2a4!+

Mr.8i/! 9 Ma15! + Mr Mr.8i/! 9 --!7$ T-5


´ = (( - ´ ))2+ S,´F85.'+' A´=M',.(´(-́ )) A2=M',.(85.(-´ ))S,´=85. E+' A´ = A2 = M',.(85.(-´ ))

=8 9 %@!)

Mr 9 0.#+P>2

A8 9 M58.. P

A8min 1om3!90.001%>

+52! Y


50/50

% "4 1.!0# 2.%#0 6@ 20 ## 1 2.#40 #.06@ "% 11 !

Documents

Diseño de Muros de Contencion Mario.xls