Diseño Muros de Contención

7/18/2019 Diseño Muros de Contención

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CALCULO ESTRUCTURAL MURO DE CONTENCION TIPO 1

a = 0.20 m

h = 1.80 m

d = 0.40 m

M = 0.60 mN = 0.40 m

PESO ESPECIFICO, CONCRETO 2.40 Tn/m3

PESO ESPECIFICO, RELLENO 1.60 Tn/m3

0.00 °hs = 0.60 m

29.12 °1.20 kg/cm2

E = 0.20 m

B =Ancho Tota d! "a#ata 1.20 m

$ =At%&a Tota d! M%&o 2.20 m

A- ANALISIS AL VOLTEO Y AL DESLIZAMIENTO.-SECCION A-A

1-Empu! "! #!$$!%&'

h = 2'2(

0.()

0.2*6 TN

E)*=E+S!n -/2.= ('(0

Eh*=E+Cos -/2.= 1('2

P%nto d! a#cac4n d! !m#%5! Eh

6)*=h/3 ('33

1.((* TN

E)2=E+S!n -/2.= ('33

Eh2=E+Cos -/2.= *'207


6)2=h/3 ('3

+u!$, /!$#! #u%#!

Ptn. 8m. MTn1m.

P* ('97 ('( ('(:

P2 *'*:2 ('( ('0*

Ps* (': ('3( ('*3

Ps2 *'*:2 *'(( *'*:2

E)* ('(0 ('( ('(72

E)2 ('33 ('9( ('20

Tota 7'*:( 2'2

8)=Mt/P ('72 m

+u!$, 3&$,&%#! #u%#!

Ptn. ;m. Mtn1m.

Eh* 1('2 ('33 1('(90

Eh2 *'207 ('3 ('070

TOTAL *'(2 ('9(

C3!u!& "! &mp$!&%! 5 #$&%!C<c%o d! a !c!nt&cdad

1-V!$7% "! &mp$!7% 5 #$7%

! = B/21M)1Mh./F 0.1* mσ m< = F)+*>+!/B./B. = 0.6(

σ m< ?= σ t!&&!no IEN :

σ m@n = F)+*1+!+/B./B. = 0.06σ m@n ?= σ t!&&!no IEN :

C3!u!& /&#!&

FS=M)/Mh (.10 2 CON+ORME

C3!u!& D!,m!%#&

FS6=('+F)+/Fh 2.8( 2 CON+ORME

- CALCULO DE ACERO-ANALISIS DE LA SECCION -

1-Empu! "! #!$$!%&'

γ2 ) ; γ

1 < ;δ = ta%d d! &!!no so&! aas, d!! )!&Dca&s! %! δ?=-

φ = co!Dc!nt! d! D&cc4n d! s%!o

σ = ca#acdad #o&tant! d! s%!o

C = Cosδ.+Cosδ1&aCosGδ1cosG-./Cosδ>&aCosGδ1cosG-. =

E*= (,:+H+h2+C

E2= (,:+H+h2+C

δ

3

"

AA

3

M NE

C D



h = *'9(

0.()

0.099 TN

E)*=E+S!n -/2.= ('(2:

Eh*=E+Cos -/2.= 1('(0


6)*=h/3 ('2(

0.89) TN

E)2=E+S!n -/2.= ('22:

Eh2=E+Cos -/2.= ('9


6)2=h/3 ('(

+u!$, /!$#! #u%#!Ptn. 8m. MTn1m.

P* ('97 ('*( ('(9

Tota ('97 ('(9

8)=Mt/P ('*(( m

+u!$, 3&$,&%#! #u%#!Ptn. ;m. Mtn1m.

Eh* 1('(0 ('2( 1('(*0

Eh2 ('9 ('( (':2(

TOTAL ('( (':(*

1.- DISE=O POR SERVICIO

!&Dcac4n d! #!&at!

M = 0.)01 tn1m

D = J 4'200 kg/cmG

DKc = J 210 kg/cmG d = RAI"2+M+*(((((/DKc+k+5+*((..

F = ('7+D *,9( kg/cmG Fc = ('7+DKc 97 kg/cmG d = 7'(:

& = F/Fc 2(

n = 2*(((((/*:(((+RAI"DKc.. *( d ? $ IEN : k = n/n>&. ('33

5 = * 1 k/3 ('90

$ = *('(( cm

2.- DISE=O POR ROTURA

E !#$>& ! "!?$@ &m& u% !!m!%#& !&-&mp$!7% & &mp$!7% !B% $B $!u#%#! Bu!$ & "!%#$& "! #!$& m!"& "! !7% $!p!#/m!%#!

!&Dcando s a &!s%tant! ca! D%!&a o d!nt&o d! t!&co m!do d! a s!cc4n

Ec!nt&cdad ! = B/21M)1Mh./F) = 0.)8 m

Ec!nt&cdad d! &!D!&!nca B/ = 0.0( m

C&m& 6 F ! sgnDca %! a &!s%tant! ca! D%!&a d! t!&co m!do d! a s!cc4n #o& o tanto ! !st&o s! ds!a&< a D!ocom#&!s4n

ACERO VERTICAL

M% = *'+Md 0.8)1 T%-m d = *('(( cm

As = 2'3* cm2

As m@n = ('((*2++d =#a&a )a&as d! d<m!t&o m!no& o g%a a :/9= *'2( cm2

COMO A mG% F A SE COLOCARA EL ACERO CALCULADO Entonc!s consd!&a&!mos, As = 2.(1 cm2

VARILLA N& ( H ; (8 J (0 m E !s#acam!nto d!! s!& m!no& o g%a d! 7: cm'

A!$& "! m&%#! /!$#

VARILLA N& ( H ; (8 J (0 m

A!$& 3&$,&%# Ash = ('((2(++d = 2'(( cm2

omo !s#!so& d! m%&o = ('2( F ('2: ! ac!&o s! dst&%! !n dos ca#as

*&a ca#a 2KA3( ; *'33 cm2


E*= (,:+H+h2+C

E2= (,:+H+h2+C



VARILLA N& ( H ; (8 J 46 m

2da ca#a A3( ; (' cm2

VARILLA N& ( H ; (8 J 4( m

- CALCULO DE LA PUNTA DE LA ZAPATA - ANALISIS DE LA SECCION C-C

+u!$, /!$#! #u%#!

Ptn. 8m. Mtn1m.

Pdd* ('3: ('3( ('*(

Pdd2 2': ('33 ('9:0

TOTAL 2'037 ('0


!&Dcac4n d! #!&at!

M = 0.966 Tn1m

$ #!&at! a#ata. = 3('(( cm

d = RAI"2+M+*(((((/DKc+k+5+*((..

d = :'3

d ? $ IEN :


M% = *':+Md 1.449 T%-m d = 3('(( cm

As = *'29 cm2

As m@n = *7++d/D *('(( cm2

COMO A mG% A SE COLOCARA EL ACERO MINIMO Entonc!s consd!&a&!mos, As = 10.00 cm2


C- CALCULO DEL TALON DE LA ZAPATA - ANALISIS DE LA SECCION D - D

+u!$, /!$#! #u%#!Ptn. 8m. Mtn1m.

Ps2 *'*:2 ('2( ('23(

P ('397 ('2( ('(

TOTAL *':3 ('3(


!&Dcac4n d! #!&at!

M = 0.(0* Tn1m

$ #!&at! a#ata. = 3('(( cm

d = RAI"2+M+*(((((/DKc+k+5+*((..

d = 3'*

d ? $ IEN :


M% = *':+Md 0.461 T%-m d = 3('(( cm

As = ('7* cm2

As m@n = *7++d/D *('(( cm2



COMO A mG% A SE COLOCARA EL ACERO MINIMO Entonc!s consd!&a&!mos, As = 10.00 cm2


ACERO TRANSVERSAL As = ('((2++d = 2'7 cm2

As = 6 m2


CROUIS DE DISTRIUCION DE ACERO('2(

1 H ; (8 J 0.(0

*'9(H ; (8 1 0.0) ' $!#& J 0.4(

1 H ; (8 J 0.20

('7(

('( ('2( ('7(

1 H ; (8 J 0.20 *'2(

UICACIN N& "! /$ "@m!#$& &%B. "! "!$$&& &%B. "! #$p!

#$7% &mp$!7% #$7% &mp$!7%

Pantaa )!&tca. 3 - = 3/9KK ('3( ('22 ('7( ('3(

Monta5! 3 - = 3/9KK ('3( ('22 ('7( ('3(

Pantaa ho&. 3 - = 3/9KK ('3( ('22 ('7( ('3(

3 - = 3/9KK ('3( ('22 ('7( ('3(

"a#ata #&nc'. 3 - = 3/9KK ('3( ('22 ('7( ('3(

3 - = 3/9KK ('3( ('22 ('7( ('3(

"a#ata t&ans)'. 3 - = 3/9KK ('3( ('22 ('7( ('3(

VERI+ICACIONESE% p%# E% ,p#

Po& co&t! 1 P%ntaac = (' kg/cm2 ac = ('(0 kg/cm2 ('37:9

ad = ':3 kg/cm2 ad = ':3 kg/cm2

V F V" V F V" C U M P L E : C U M P L E : 1 Ta4n

ac = (':* kg/cm2

ad = ':3 kg/cm2

V F V" C U M P L E :



CALCULO ESTRUCTURAL MURO DE CONTENCION TIPO 2

a = 0.2) m

h = 2.40 m

d = 0.60 m

M = 0.)) mN = 0.80 m

PESO ESPECIFICO, CONCRETO 2.40 Tn/m3

PESO ESPECIFICO, RELLENO 1.60 Tn/m3

0.00 °hs = 0.60 m

29.12 °1.20 kg/cm2

E = 0.2) m

B =Ancho Tota d! "a#ata 1.60 m

$ =At%&a Tota d! M%&o (.00 m

A- ANALISIS AL VOLTEO Y AL DESLIZAMIENTO.-SECCION A-A

1-Empu! "! #!$$!%&'

h = 3'((

0.()

0.(98 TN

E)*=E+S!n -/2.= ('*((

Eh*=E+Cos -/2.= 1('39:


6)*=h/3 ('7(

2.48* TN

E)2=E+S!n -/2.= ('2:

Eh2=E+Cos -/2.= 2'7(


6)2=h/3 *'((

+u!$, /!$#! #u%#!

Ptn. 8m. MTn1m.

P* *'77( ('9 ('02

P2 2'3(7 ('9( *'973

Ps* (':29 ('29 ('*7:

Ps2 3'(2 *'2( 3'9

E)* ('*(( (':: ('(::

E)2 ('2: ('9( (':((

Tota 9'(0 '(2

8)=Mt/P ('93* m

+u!$, 3&$,&%#! #u%#!

Ptn. ;m. Mtn1m.

Eh* 1('39: ('7( 1('*:7

Eh2 2'7( *'(( 2'7(

TOTAL 2'(22 2'2:3

C3!u!& "! &mp$!&%! 5 #$&%!C<c%o d! a !c!nt&cdad

1-V!$7% "! &mp$!7% 5 #$7%

! = B/21M)1Mh./F 0.2) mσ m< = F)+*>+!/B./B. = 0.9*

σ m< ?= σ t!&&!no IEN :

σ m@n = F)+*1+!+/B./B. = 0.0(σ m@n ?= σ t!&&!no IEN :

C3!u!& /&#!&

FS=M)/Mh 2.9* 2 CON+ORME

C3!u!& D!,m!%#&

FS6=('+F)+/Fh 2.*9 2 CON+ORME

- CALCULO DE ACERO-ANALISIS DE LA SECCION -

1-Empu! "! #!$$!%&'

γ2 ) ; γ

1 < ;δ = ta%d d! &!!no so&! aas, d!! )!&Dca&s! %! δ?=-

φ = co!Dc!nt! d! D&cc4n d! s%!o

σ = ca#acdad #o&tant! d! s%!o


E*= (,:+H+h2+C

E2= (,:+H+h2+C

δ

3

"

AA

3

M NE

C D



h = 2'7(

0.()

0.099 TN

E)*=E+S!n -/2.= ('(2:

Eh*=E+Cos -/2.= 1('(0


6)*=h/3 ('2(

1.)91 TN

E)2=E+S!n -/2.= ('7((

Eh2=E+Cos -/2.= *':7(


6)2=h/3 ('9(

+u!$, /!$#! #u%#!Ptn. 8m. MTn1m.

P* *'77( ('*3 ('*9(

Tota *'77( ('*9(

8)=Mt/P ('*2: m

+u!$, 3&$,&%#! #u%#!Ptn. ;m. Mtn1m.

Eh* 1('(0 ('2( 1('(*0

Eh2 *':7( ('9( *'232

TOTAL *'777 *'2*3


!&Dcac4n d! #!&at!

M = 1.21( tn1m

D = J 4'200 kg/cmG

DKc = J 210 kg/cmG d = RAI"2+M+*(((((/DKc+k+5+*((..

F = ('7+D *,9( kg/cmG Fc = ('7+DKc 97 kg/cmG d = '3*

& = F/Fc 2(

n = 2*(((((/*:(((+RAI"DKc.. *( d ? $ IEN : k = n/n>&. ('33

5 = * 1 k/3 ('90

$ = *:'(( cm


E !#$>& ! "!?$@ &m& u% !!m!%#& !&-&mp$!7% & &mp$!7% !B% $B $!u#%#! Bu!$ & "!%#$& "! #!$& m!"& "! !7% $!p!#/m!%#!

!&Dcando s a &!s%tant! ca! D%!&a o d!nt&o d! t!&co m!do d! a s!cc4n

Ec!nt&cdad ! = B/21M)1Mh./F) = 0.84 m

Ec!nt&cdad d! &!D!&!nca B/ = 0.04 m

C&m& 6 F ! sgnDca %! a &!s%tant! ca! D%!&a d! t!&co m!do d! a s!cc4n #o& o tanto ! !st&o s! ds!a&< a D!ocom#&!s4n

ACERO VERTICAL

M% = *'+Md 2.062 T%-m d = *:'(( cm

As = 3': cm2

As m@n = ('((*2++d =#a&a )a&as d! d<m!t&o m!no& o g%a a :/9= *'9( cm2

COMO A mG% F A SE COLOCARA EL ACERO CALCULADO Entonc!s consd!&a&!mos, As = (.*) cm2

VARILLA N& ( H ; (8 J 20 m E !s#acam!nto d!! s!& m!no& o g%a d! 7: cm'

A!$& "! m&%#! /!$#


A!$& 3&$,&%# Ash = ('((2(++d = 3'(( cm2

omo !s#!so& d! m%&o = ('2: ('2: ! ac!&o s! dst&%! !n dos ca#as

*&a ca#a 2KA3( ; 2'(( cm2


E*= (,:+H+h2+C

E2= (,:+H+h2+C



VARILLA N& ( H ; (8 J (* m

2da ca#a A3( ; *'(( cm2

VARILLA N& ( H ; (8 J 4( m

- CALCULO DE LA PUNTA DE LA ZAPATA - ANALISIS DE LA SECCION C-C

+u!$, /!$#! #u%#!

Ptn. 8m. Mtn1m.

Pdd* ('*99 ('29 ('(:2

Pdd2 7'293 ('20 *'2:0

TOTAL 7'7* *'3**


!&Dcac4n d! #!&at!

M = 1.(11 Tn1m

$ #!&at! a#ata. = :('(( cm

d = RAI"2+M+*(((((/DKc+k+5+*((..

d = ':

d ? $ IEN :


M% = *':+Md 1.966 T%-m d = :('(( cm

As = *'(7 cm2

As m@n = *7++d/D *' cm2

COMO A mG% A SE COLOCARA EL ACERO MINIMO Entonc!s consd!&a&!mos, As = 16.6* cm2


C- CALCULO DEL TALON DE LA ZAPATA - ANALISIS DE LA SECCION D - D

+u!$, /!$#! #u%#!Ptn. 8m. Mtn1m.

Ps2 3'(2 ('7( *'220

P *'*:2 ('7( ('7*

TOTAL 7'227 *'0(


!&Dcac4n d! #!&at!

M = 1.690 Tn1m

$ #!&at! a#ata. = :('(( cm

d = RAI"2+M+*(((((/DKc+k+5+*((..

d = '77

d ? $ IEN :


M% = *':+Md 2.)(4 T%-m d = :('(( cm

As = *'3: cm2

As m@n = *7++d/D *' cm2



COMO A mG% A SE COLOCARA EL ACERO MINIMO Entonc!s consd!&a&!mos, As = 16.6* cm2


ACERO TRANSVERSAL As = ('((2++d = 2'7 cm2

As = 10 m2


CROUIS DE DISTRIUCION DE ACERO('2:

1 H ; (8 J 0.20

2'7(H ; (8 1 0.0) ' $!#& J 0.4(

1 H ; (8 J 0.20

('(

(':: ('2: ('9(

1 H ; (8 J 0.20 *'(

UICACIN N& "! /$ "@m!#$& &%B. "! "!$$&& &%B. "! #$p!

#$7% &mp$!7% #$7% &mp$!7%

Pantaa )!&tca. 3 - = 3/9KK ('3( ('22 ('7( ('3(

Monta5! 3 - = 3/9KK ('3( ('22 ('7( ('3(

Pantaa ho&. 3 - = 3/9KK ('3( ('22 ('7( ('3(

3 - = 3/9KK ('3( ('22 ('7( ('3(

"a#ata #&nc'. 3 - = 3/9KK ('3( ('22 ('7( ('3(

3 - = 3/9KK ('3( ('22 ('7( ('3(

"a#ata t&ans)'. 3 - = 3/9KK ('3( ('22 ('7( ('3(

VERI+ICACIONESE% p%# E% ,p#

Po& co&t! 1 P%ntaac = ('0 kg/cm2 ac = ('( kg/cm2 (':*2:

ad = ':3 kg/cm2 ad = ':3 kg/cm2

V F V" V F V" C U M P L E : C U M P L E : 1 Ta4n

ac = ('97 kg/cm2

ad = ':3 kg/cm2

V F V" C U M P L E :

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