Diseño Muro Jr

7/23/2019 Diseño Muro Jr

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α

5.50

0.00 0.10 0.50 2.85 0.00 L= 5.00

0 60

7



0 60

MURO DE CO!EC"O #$5.00 M "n%re&'r d'to& del Muro( )*ul

D'to& del +uelo de l' ,'&e( 35.00

Φ = 32.2 Angulo de r!""!#n !n$ern% del &uelo 'Angulo (e)o*o = +%lud ,%$ur%l- 112 de / m%or % 35 "m 0

0.5620 ' %ngulo Φ en r%d!%ne*- 0.42 α

1.80 $nm3 Pe*o *)e"!. del &uelo ord".).*. = 1.67 g"m2 %)%"!d. Por$%n$e del &uelo

= 0.00 $nm2 ohe*!#n

4.00D'to& del Relleno(

Φ = 32.2 Angulo de r!""!#n de &uelo 1.00

0.5620 0.50

0.00 n"l!n%"!on del $%lud o t-ene !'lud 5.00 12 % 1

0.0000 '&! e!*$e ; h< = 0- Pun$% +%lon

1.80 $nm3 Pe*o *)e"!. del (elleno 0.20 0.00 0.50 2.10 0.20

= 0.00 $nm2 ohe*!#n

1.00

D'to& del Concreto( 0.83 2.602.00 $nm3 Pe*o *)e"!. P%n$%ll% = 16 / % 18 / 3.002.20 $nm3 Pe*o *)e"!. !men$%"!#n 0.63 2.00 = 25 / % 23 / 3.33

<"= 100 g"m2 (e*!*$en"!% del on"re$o

Re&ult'do&(En l' +ecc-on , ,(

&V = 1.50 %"$or &egur!d%d Vol$eo '1.50- oe!"!en$e de m)u>e A"$!o ?% = 0.3

& = 1.25 %"$or &egur!d%d e*l!@%m!en$o '1.25- oe!"!en$e de m)u>e P%*!o ?) = 3.2

= 0.63 0.84 oe!". de r!""!#n m)u>e A"$!o M!mo % = 7. eu- &/c Ve- o Pe't Bb!"%"!#n del m)u>e A"$!o dh = 1

h< = 0.56 &obre"%rg% ' & # C -= 1000 gm2 m)u>e P%*!o ) = 4.0.56 &obre"%rg% Veh!"ul%r

h< = D P.e.relleno %"$o* de &egur!d%d %l Vol$eo &V = 3.33 ED'to& de +orec'r%' +uer-or( %"$o* de &egur!d%d %l e*l!@%m!en$o & = 2.76 E

F = 0.00 $nm2 'Ver ho>%: & F $nm2-

%< = 0.00 m. 61.1000 2.5393 Bb!"%"!#n de l% (e*ul$%n$e: 1

he =

P.e. $err. =

h$err"on

α =

P.e. rell. =

P.e. muro =P.e. !men$=

$%ng'Φ-

o =

1

2

4

3

5

6

7

Al$ur%G%)%$%HH

Al$ur%P%n$%ll%

Al$ur%+o$%l H/H

An"ho de %e HH

b1

2.0 $m3m%m)o*$er!%; 2.4$m3 on"re$o!"lo)eo

6



b< = 0.00 m. 1.0664 e=2 I o J 6 e l% "en$r!"!d%d: om)rob%"!#n % hund!m!en$o 0.426 J 0.500F1 = J ".).*. = l"ulo de Pre*!one*: 1.62 J 1.67

1.00 m. Pround!d%d de e*)l%n$e g"m2 !%gr%m%

En l' +ecc-on ) )(

%"$o* de &egur !d%d %l Vol$eo &V 3.68 E 1.50%"$o* de &egur!d%d %l e*l!@%m!en$o & 2.98 E 1.25

D'to& de +orec'r%'( P%r% l% &e"". P%r% l% &e"".F = 0.00 $nm2 , , ) )

/$1 = 4.60 m. P'r' l' &ecc-on ,, %ng 1 = %r"$%ng '1h- 12.26 15.52/$2 = 3.60 m. P'r' l' &ecc-on )) %ng 2 = %r"$%ng ''%<Kb<-h- 0.00 0.00%< = 0.00 m. I12.26 I15.52b< = 0.00 m. P = F 90 / '%ng2 I %ng1- 0.00 $nm 0.00

=



Pround-d'd de De&l'

Clculo del Emue )ct-o( 1.0000 1.20 m

1.0000 45

0.7160 0.7854

oe!"!en$e de m)u>e A"$!o 9' $ 0.3047 9 $ 3.2816 o0.3047 ) = 4.25 $n

D'to& 'r' l' +ecc-on , ,( D'

m). +erreno "on*!n $%lud . Veh!IPe%$ m)u>e Muro &u)er!or

% =7.2051732

E' $ 7.2052 tn. Emue )ct-o M=-mo

U-c'c->n del Emue )ct-o % =1.68 m. 5.80 Pe (elleno?%/$erre2

0.00 1.40 : *" /$erreno ?%= % *en'%ng.- 0.0000 0.00 : F 90 /$er '%ng2 I %ng1-

= 0.000 $n.0.00

0.00 : 2h?%7.21 E'

h = % "o*'%ng.- h = 7.205 $n.

E+!UD"O E ?) +ECC"O ) )(

r%@o de Momen$o

Ver--c'c->n de E&t'-l-d'd(%*e Al$ur% P.e.

P1 0.50 4.00 2.00 1.00 4.000 0.25 1.000P2 0.00 4.00 2.00 0.50 0.000 0.00 0.000 P%P3 2.10 3.60 2.00 0.50 7.560 1.20 9.072 4.P5 2.10 3.60 1.80 0.50 6.804 1.<0 12.<28P7 2.10 0.00 1.80 0.50 0.000 1.90 0.000

0 000 2 60 0 000

o*'-= D $

?% = o*'- o*'- I o*2'- I o*2'Φ- o*2'-=

o*'- K o*2'- I o*2'Φ- o*2'Φ-=

?% =

A = P.e. Relleno = 9' = #terreno2 K *" / ?% K / <0 = # = :'n%2 'n%1; I 2h?%

dh = N h O'h K 3 h<- 'h K 2 h<- dh =

oe!"!en. !g:(e"$%n=1+r!%ng=0.5

Pe*o*'APoe-

Momen$o de lo*Pe*o*

d $ B

E'

Al$ur%+o$%l H/H

&/c

terreno

$

$



%- Por Vol$eo AIA: QM ' h dh - &V = 3.68 E 1.50 Conorme1.00

b- Por e*l!@%m!en$o AIA: O QP +%ng Φ & = 2.98 E 1.25 Conorme

E+!UD"O E ?) +ECC"O , ,(

r%@o de Momen$o


P1 0.50 4.00 2.00 1.00 4.000 0.45 1.800P2 0.00 4.00 2.00 0.50 0.000 0.20 0.000P3 2.10 3.60 2.00 0.50 7.560 1.40 10.584P4 3.00 1.00 2.20 1.00 6.600 1.50 <.<00

P5 2.10 3.60 1.80 0.50 6.804 2.10 14.288P6 0.20 3.60 1.80 1.00 1.296 2.90 3.758P7 2.30 0.00 1.80 0.50 0.000 2.23 0.000 0.000 3.00 0.000

@P $ 26.260 @M $ 40.331

%- Por Vol$eo I: +V $ 3.33 E 1.50 ConormeEl Momento de los Pesos debe ser mayor en 1.5 veces el Momento del Empuje Horizontal

b- Por e*l!@%m!en$o I:

+D $ 2.76 E 1.25 Conorme2.22 E 1.25 Conorme "ncluBe Pre

La Fuera Resistente debe ser mayor en 1.25 veces el Empuje Horizontal

oe!"!en. !g:(e"$%n=1+r!%ng=0.5

Pe*o*'APoe-

Momen$o de lo*Pe*o*

QM ' h dh -

= 0.9 +%ng Φ r = uer@% (e*!*$en$e = QP

QP 0.90 +%n Φ h = r h

r = ue

QM = Mome



U-c'c->n de l' Re&ult'nte( e veri!ica "ue la Resultante de la #ase est$ dentro del 1%& central de la cimentaci'n

en$ro de Rr%ed%d de l% (e*ul$%n$e de%l

1.074 m.

e=

0.426 J 0.500 Conorme

Clculo de Pre&-one&(

16.21 $nm2D-'%r'm'

1.29 $nm2 !r'e*o-d'l

1.621 J 1.67 Conorme

Clculo de l' C''c-d'd de C'r%' Ult-m' c $ %"$ore* de %)%"!d%d de %rg%

D'to& del +uelo de l' ,'&e( -n%re&'r $0.56 32.2 '32.2- B $

Pe*o *)e"!!"o del &uelo: P.e.= 1.80 tn/m3 '1.80- +c $ 1 :/c;=:,/?; %"$ore* de orm%

0.00180 g"m3 + $ 1 :t%F;=:,/?;+B $1 0.4=:,/?;Pround!d%d de e*)l%n$e: = 1.20 m. '1.20-

120.00 "m. cd $1 0.4=:D/,G; %"$ore* de Pround!d%d

d $ An"ho de G%)%$%: <= 2.15 m. '2.15- Bd $ 1.00

215.00 "m.0.27

Long!$ud del Muro: L= 1.00 m. 15.35c- $ %"$ore* de n"l!n%"!#n

h ! 0 00 t / 2 ' 00- -

o =

o = QP . So = QMomen$o* I ' h dh -

So = QMomen$o* I ' h dh - QP .

Clculo de l' E=centr-c-d'd(Comro'c->n ' und-m-ento Para evitar la inclinaci'n del muro por asentamientos di!erenciales de la cimentaci'n( es deseable"ue la resultante de las presiones en el suelo act)en en el n)cleo central de la super!icie resistente

*1%& central de la #ase+

2 I o J 6

e debe veri!icar "ue la m,-ima presi'n sobre el terreno( "ue ocurre al !ilo de la zapata delantera(no sobrepase la capacidad admisible del suelo

F1 = QP O 1 K '6 e-

F2 = QP O 1 I '6 e-

: 1;/t%:Φ;

eπ=t%:Φ; = t%2:45Φ /2;Φ = : 1;= 2 = t%:Φ;

1 2=t%F=:1&enF;2=:D/,G;

H = 'rct'n:E'=co&/IP;

:1H /<0;2

:1 /<0;2

S

QM = Momen$o* de lo* Pe*o

u!d%do Fue So *e%,eg%$!o



0 Mod--c'r 0 > 1

," = 36.09 &" = 2.41 "d = 1.00 "! =,F = 23.73 &F = 2.35 Fd = 1.00 F! =, = 31.15 & = 0.14 d = 1.00 ! =

c c cd c- P.e. D d - 1/2 P.e. ,G B Bd B-8.52 g"m2 85.17 tn/m2 %)%"!d%d Bl$!m%

&V = 5.253 E 3.00 Conorme.+.

2.84 g"m2 %)%"!d%d Adm!*!ble

Clculo de )&ent'm-ento&(F* = 8.75 g"m2 '8.75-

T 'Po!**on- 0.30 (el%"!on de Po!**onD = 100.00 "m"m %"$or de nluen"!% = 2.15 m. '2.15- An"ho de l% !men$%"!on* = 800.00 tn/m2 Modulo de l%*$!"!d%d 1 J%/cm 1/10 tn/m2

80.00g"m2

)&ent'm-ento $ 2.14 cm. J 2.54 Conorme A* =

))?"+"+ POR +"+MOm). +erreno "on*!n $%lud . Veh!IPe%$ m)u>e Muro &u)er!or

% =% = 7.21dh 1.68

40.33

4.50 U%e=0.20

- P V l$ +V 1 49 1 20 C

ult $

ult $

ult /unt'

'dm

$

*uer@o +r%n*m!$!do IP / :,=?;

F* '1IT2- D *


QM .

n"remen$o )or *!*mo'e-

'12 'h< -U%e-

QM ' h dh - ' 2 /3-



3.60 +ecc ,, $ # e ,orde $ 4.60+ecc. )) +ecc )) $ 'nt'll' e ,orde $ 3.60

4.60 3.60+ecc. ,, +ecc. ))

OJ

OJ

l$ur% Fu!%len$e )or !n"l!n%"!#n del $erreno

h$erreno*!nhe

Lo* Pred!men*!on%m!en$o*:

&on r%ngo* de d%$o* Fue no*

%ud%n % de$erm!n%r l%*

long!$ude* $en$%$!%* de lo*

muro* "on lo* "u%le* *e

!n!"!%r el d!*eWo



Conorme

Conorme

!r'e*o-d'l

Conorme

Conorme



Pround-d'd de l' Kr-et' de !en&->n(

2" 0.00 m.

' ,'&e; Emue )ct-o de&ue& de l' ocurrenc-' de l' %r-et' de ten&->n(

E' $ % = 7.21 $n. )%r% *e""!#n I

% =

3.55 Pe (elleno?%/$erre2 % = 4.65 $n. )%r% *e""!#n A I A

1.10 : *" /$erreno ?%0.00 : F 90 /$er '%ng2 I %ng1- Emue )ct-o con el clculo de 9'G(

0.00 : 2/)%n$%ll?% $ 9'G $ 2.524.65 F = 2.52 $nm2 γH 8.28

0.00 9'G $ 0.30470.0000

% =% = 7.20517 $n. )%r% *e""!#n I

% = 4.6514< $n. )%r% *e""!#n A I A

% =

% = 7.20517 $n. )%r% *e""!#n I

@" =

γ?%

1/2:#*c;:γHK ' 2cL9'; &/c = # = 9' / <0 = # = :'n%2 'n%1;

γHK ' 2cL9'

A = g = 9' = 2 K *" / ?% K / <0 = # = :'n%2 'n%1;

A = g = 9' = 2 K *" / ?% K / <0 = # = :'n%2 'n%1; I h?%7

6

5



2.10 0.20

> / ! $ l

Momen$o del m)u>e hor!@on$%l



'7.21-'26.26-

dh

%*e Muro

2 2

3 3 3

o

e $ E=centr-c-d'd






0.5620 ' %ngulo Φ en r%d!%ne*- 0.33 α


= 0.00 $nm2 ohe*!#n



0.5620 0.50


0.0000 '&! e!*$e ; h< = 0- Pun$% +%lon


= 0.00 $nm2 ohe*!#n1.00


<"= 100 g"m2 (e*!*$en"!% del on"re$o







F = 0.00 $nm2 'Ver ho>%: & F $nm2-

%< = 0.00 m. 61.1000 1.9873 Bb!"%"!#n de l% (e*ul$%n$e: 0

he =

P.e. $err. =h$err"on

α =

P.e. rell. =


$%ng'Φ-

o =

1

2

4

3

5

6

7

Al$ur%G%)%$%HH

Al$ur%P%n$%ll%

Al$ur%+o$%l H/H

An"ho de %e HH

b1


6





En l' +ecc-on ) )(




=



Pround-d'd de De&l'


1.0000 45

0.7160 0.7854

oe!"!en$e de m)u>e A"$!o 9' $ 0.3047 9 $ 3.2816 o0.3047 ) = 4.25 $n

D'to& 'r' l' +ecc-on , ,( D'


% =4.6514872




= 0.000 $n.0.00

0.00 : 2h?%4.65 E'

h = % "o*'%ng.- h = 4.651 $n.

E+!UD"O E ?) +ECC"O ) )(

r%@o de Momen$o


P1 0.50 3.00 2.00 1.00 3.000 0.25 0.750P2 0.00 3.00 2.00 0.50 0.000 0.00 0.000 P%P3 1.40 2.60 2.00 0.50 3.640 0.97 3.519 3.P5 1.40 2.60 1.80 0.50 3.276 1.43 4.6<6P7 1.40 0.00 1.80 0.50 0.000 1.43 0.000

o*'-= D $

?% = o*'- o*'- I o*2'- I o*2'Φ- o*2'-=

o*'- K o*2'- I o*2'Φ- o*2'Φ-=

?% =


dh = N h O'h K 3 h<- 'h K 2 h<- dh =

oe!"!en. !g:(e"$%n=1+r!%ng=0.5

Pe*o*'APoe-

Momen$o de lo*Pe*o*

d $ B

E'

Al$ur%+o$%l H/H

&/c terreno

$

$





E+!UD"O E ?) +ECC"O , ,(

r%@o de Momen$o


P1 0.50 3.00 2.00 1.00 3.000 0.45 1.350P2 0.00 3.00 2.00 0.50 0.000 0.20 0.000P3 1.40 2.60 2.00 0.50 3.640 1.17 4.247P4 2.30 1.00 2.20 1.00 5.060 1.15 5.81<

P5 1.40 2.60 1.80 0.50 3.276 1.63 5.351P6 0.20 2.60 1.80 1.00 0.936 2.20 2.059P7 1.60 0.00 1.80 0.50 0.000 1.77 0.000 0.000 2.30 0.000

@P $ 15.<12 @M $ 18.826





oe!"!en. !g:(e"$%n=1+r!%ng=0.5

Pe*o*'APoe-

Momen$o de lo*Pe*o*

QM ' h dh -

= 0.9 +%ng Φ r = uer@% (e*!*$en$e = QP

QP 0.90 +%n Φ h = r h

r = ue

QM = Mome





0.791 m.

e=

0.359 J 0.383 Conorme


13.40 $nm2D-'%r'm'

0.43 $nm2 !r'e*o-d'l





0.00180 g"m3 + $ 1 :t%F;=:,/?;+B $1 0.4=:,/?;Pround!d%d de e*)l%n$e: = 1.20 m. '1.20-


d $ An"ho de G%)%$%: <= 1.58 m. '1.58- Bd $ 1.00

158.00 "m.0.28


o =



Clculo de l' E=centr-c-d'd(

Comro'c->n ' und-m-entoPara evitar la inclinaci'n del muro por asentamientos di!erenciales de la cimentaci'n( es deseable"ue la resultante de las presiones en el suelo act)en en el n)cleo central de la super!icie resistente*1%& central de la #ase+

2 I o J 6


F1 = QP O 1 K '6 e-

F2 = QP O 1 I '6 e-

: 1;/t%:Φ;

eπ=t%:Φ; = t%2:45Φ /2;Φ = : 1;= 2 = t%:Φ;

1 2=t%F=:1&enF;2=:D/,G;


:1H /<0;2

2

S





0 Mod--c'r 0 > 1

," = 36.09 &" = 2.04 "d = 1.00 "! =,F = 23.73 &F = 1.<< Fd = 1.00 F! =, = 31.15 & = 0.37 d = 1.00 ! =


&V = 5.403 E 3.00 Conorme.+.

2.41 g"m2 %)%"!d%d Adm!*!ble

Clculo de )&ent'm-ento&(F* = 6.<2 g"m2 '6.92-


80.00g"m2


))?"+"+ POR +"+MO


% =% = 4.65dh 1.34

18.83

2.88 U%e=0.20

ult

$

ult

$

ult /unt'

'dm

$

*uer@o +r%n*m!$!do IP / :,=?;

F* '1IT2- D *


QM .


'12 'h< -U%e-

QM ' h d -K' e 2 /3-




3.60 2.60+ecc. ,, +ecc. ))

OJ

OJ


h$erreno*!nhe






!n!"!%r el d!*eWo



Conorme

Conorme

!r'e*o-d'l

Conorme

Conorme




2" 0.00 m.

' ,'&e; Emue )ct-o de&ue& de l' ocurrenc-' de l' %r-et' de ten&->n(

E' $ % = 4.65 $n. )%r% *e""!#n I

% =



0.00 : 2/)%n$%ll?% $ 9'G $ 1.972.65 F = 1.<7 $nm2 γH 6.48

0.00 9'G $ 0.30470.0000

% =% = 4.6514< $n. )%r% *e""!#n I

% = 2.64633 $n. )%r% *e""!#n A I A

% =

% = 4.6514< $n. )%r% *e""!#n I

@" =

γ?%

1/2:#*c;:γHK ' 2cL9'; &/c = # = 9' / <0 = # = :'n%2 'n%1;

γHK ' 2cL9'

A = g = 9' = 2 K *" / ?% K / <0 = # = :'n%2 'n%1;

A = g = 9' = 2 K *" / ?% K / <0 = # = :'n%2 'n%1; I h?%7

6

5



1.40 0.20

)u>e /or!@on$%l




'4.65-'15.91-

dh

%*e Muro

2 2

3 3 3

o

e $ E=centr-c-d'd






0.5620 ' %ngulo Φ en r%d!%ne*- 0.29 α


= 0.00 $nm2 ohe*!#n



0.5620 0.50


0.0000 '&! e!*$e ; h< = 0- Pun$% +%lon


= 0.00 $nm2 ohe*!#n1.00


<"= 100 g"m2 (e*!*$en"!% del on"re$o







F = 0.00 $nm2 'Ver ho>%: & F $nm2-

%< = 0.00 m. 61.1000 1.7113 Bb!"%"!#n de l% (e*ul$%n$e: 0

he =


α =

P.e. rell. =


$%ng'Φ-

o =

1

2

4

3

5

6

7

Al$ur%

G%)%$%HH

Al$ur%P%n$%ll%

Al$ur%+o$%l H/H

An"ho de %e HH

b1


6





En l' +ecc-on ) )(




=



Pround-d'd de De&l'


1.0000 45

0.7160 0.7854oe!"!en$e de m)u>e A"$!o 9' $ 0.3047 9 $ 3.2816 o

0.3047 ) = 4.25 $n

D'to& 'r' l' +ecc-on , ,( D'


% =3.580340<




= 0.000 $n.0.00

0.00 : 2h?%3.58 E'

h = % "o*'%ng.- h = 3.580 $n.

E+!UD"O E ?) +ECC"O ) )(

r%@o de Momen$o


P1 0.50 2.50 2.00 1.00 2.500 0.25 0.625P2 0.00 2.50 2.00 0.50 0.000 0.00 0.000 P%P3 1.10 2.10 2.00 0.50 2.310 0.87 2.002 2.P5 1.10 2.10 1.80 0.50 2.07< 1.23 2.564P7 1.10 0.00 1.80 0.50 0.000 1.23 0.000

o*'-= D $

?% = o*'- o*'- I o*2'- I o*2'Φ- o*2'-=

o*'- K o*2'- I o*2'Φ- o*2'Φ-=

?% =


dh = N h O'h K 3 h<- 'h K 2 h<- dh =

oe!"!en. !g:(e"$%n=1+r!%ng=0.5

Pe*o*'APoe-

Momen$o de lo*Pe*o*

d $ B

E'

Al$ur%+o$%l H/H

&/c terreno

$

$





E+!UD"O E ?) +ECC"O , ,(

r%@o de Momen$o


P1 0.50 2.50 2.00 1.00 2.500 0.45 1.125P2 0.00 2.50 2.00 0.50 0.000 0.20 0.000P3 1.10 2.10 2.00 0.50 2.310 1.07 2.464P4 2.00 1.00 2.20 1.00 4.400 1.00 4.400

P5 1.10 2.10 1.80 0.50 2.079 1.43 2.980P6 0.20 2.10 1.80 1.00 0.756 1.90 1.436P7 1.30 0.00 1.80 0.50 0.000 1.57 0.000 0.000 2.00 0.000

@P $ 12.045 @M $ 12.405





oe!"!en. !g:(e"$%n=1+r!%ng=0.5

Pe*o*'APoe-

Momen$o de lo*Pe*o*

QM ' h dh -

= 0.9 +%ng Φ r = uer@% (e*!*$en$e = QP

QP 0.90 +%n Φ h = r h

r = ue

QM = Mome





0.682 m.

e=

0.318 J 0.333 Conorme


11.77 $nm2D-'%r'm'

0.28 $nm2 !r'e*o-d'l





0.00180 g"m3 + $ 1 :t%F;=:,/?;+B $1 0.4=:,/?;

Pround!d%d de e*)l%n$e: = 1.20 m. '1.20-120.00 "m. cd $1 0.4=:D/,G; %"$ore* de Pround!d%d

d $ An"ho de G%)%$%: <= 1.36 m. '1.36- Bd $ 1.00

136.00 "m.0.29


o =




Comro'c->n ' und-m-entoPara evitar la inclinaci'n del muro por asentamientos di!erenciales de la cimentaci'n( es deseable

"ue la resultante de las presiones en el suelo act)en en el n)cleo central de la super!icie resistente*1%& central de la #ase+

2 I o J 6


F1 = QP O 1 K '6 e-

F2 = QP O 1 I '6 e-

: 1;/t%:Φ;

eπ=t%:Φ; = t%2:45Φ /2;Φ = : 1;= 2 = t%:Φ;

1 2=t%F=:1&enF;2=:D/,G;


:1H /<0;2

/<0;2

S





0 Mod--c'r 0 > 1

," = 36.09 &" = 1.8< "d = 1.00 "! =,F = 23.73 &F = 1.86 Fd = 1.00 F! =, = 31.15 & = 0.46 d = 1.00 ! =


&V = 5.749 E 3.00 Conorme.+.

2.25 g"m2 %)%"!d%d Adm!*!ble



80.00g"m2

)&ent'm-ento $ 0.<3 cm. J 2.54 Conorme A* =

))?"+"+ POR +"+MO

m). +erreno "on*!n $%lud . Veh!IPe%$ m)u>e Muro &u)er!or % =

% = 3.58dh 1.17

12.41

2.21 U%e=0.20

ult

$

ult

$

ult /unt'

'dm

$

*uer@o +r%n*m!$!do IP / :,=?;

F* '1IT2- D *


QM .


'12 'h< -U%e-

QM ' h d -K' e 2 /3-




3.10 2.10+ecc. ,, +ecc. ))

OJ

OJ


h$erreno*!nhe






!n!"!%r el d!*eWo



Conorme

Conorme

!r'e*o-d'l

Conorme

Conorme




2" 0.00 m.

' ,'&e; Emue )ct-o de&ue& de l' ocurrenc-' de l' %r-et' de ten&->n(E' $

% = 3.58 $n. )%r% *e""!#n I

% =



0.00 : 2/)%n$%ll?% $ 9'G $ 1.701.85 F = 1.70 $nm2 γH 5.58

0.00 9'G $ 0.30470.0000

% =% = 3.58034 $n. )%r% *e""!#n I

% = 1.84<44 $n. )%r% *e""!#n A I A

% =

% = 3.58034 $n. )%r% *e""!#n I

@" =

γ?%

1/2:#*c;:γHK ' 2cL9'; &/c = # = 9' / <0 = # = :'n%2 'n%1;

γHK ' 2cL9'

A = g = 9' = 2 K *" / ?% K / <0 = # = :'n%2 'n%1;

A = g = 9' = 2 K *" / ?% K / <0 = # = :'n%2 'n%1; I h?%7

6

5



1.10 0.20

)u>e /or!@on$%l




'3.58-'12.05-

dh

%*e Muro

2 2

3 3 3o

e $ E=centr-c-d'd






0.5620 ' %ngulo Φ en r%d!%ne*- 0.25 α


= 0.00 $nm2 ohe*!#n



0.5620 0.50


0.0000 '&! e!*$e ; h< = 0- Pun$% +%lon


= 0.00 $nm2 ohe*!#n1.00


<"= 100 g"m2 (e*!*$en"!% del on"re$o


&V = 1.50 %"$or &egur!d%d Vol$eo '1.50- oe!"!en$e de m)u>e A"$!o ?% = 0.3& = 1.25 %"$or &egur!d%d e*l!@%m!en$o '1.25- oe!"!en$e de m)u>e P%*!o ?) = 3.2




F = 0.00 $nm2 'Ver ho>%: & F $nm2-

%< = 0.00 m. 61.1000 1.4353 Bb!"%"!#n de l% (e*ul$%n$e: 0

he =


α =

P.e. rell. =


$%ng'Φ-

o =

1

2

4

3

5

6

7

Al$ur%

G%)%$%HH

Al$ur%P%n$%ll%

Al$ur%+o$%l H/H

An"ho de %e HH

b1


6





En l' +ecc-on ) )(




=



Pround-d'd de De&l'


1.0000 45

0.7160 0.7854oe!"!en$e de m)u>e A"$!o 9' $ 0.3047 9 $ 3.2816 o

0.3047 ) = 4.25 $n

D'to& 'r' l' +ecc-on , ,( D'


% =2.6463257




= 0.000 $n.0.00

0.00 : 2h?%2.65 E'

h = % "o*'%ng.- h = 2.646 $n.

E+!UD"O E ?) +ECC"O ) )(

r%@o de Momen$o


P1 0.50 2.00 2.00 1.00 2.000 0.25 0.500P2 0.00 2.00 2.00 0.50 0.000 0.00 0.000 P%P3 0.80 1.60 2.00 0.50 1.280 0.77 0.981 2.P5 0.80 1.60 1.80 0.50 1.152 1.03 1.1<0P7 0.80 0.00 1.80 0.50 0.000 1.03 0.000

o*'-= D $

?% = o*'- o*'- I o*2'- I o*2'Φ- o*2'-=

o*'- K o*2'- I o*2'Φ- o*2'Φ-=

?% =


dh = N h O'h K 3 h<- 'h K 2 h<- dh =

oe!"!en. !g:(e"$%n=1+r!%ng=0.5

Pe*o*'APoe-

Momen$o de lo*Pe*o*

d $ B

E'

Al$ur%+o$%l H/H

&/c terreno

$

$





E+!UD"O E ?) +ECC"O , ,(

r%@o de Momen$o


P1 0.50 2.00 2.00 1.00 2.000 0.45 0.900P2 0.00 2.00 2.00 0.50 0.000 0.20 0.000P3 0.80 1.60 2.00 0.50 1.280 0.97 1.237P4 1.70 1.00 2.20 1.00 3.740 0.85 3.17<

P5 0.80 1.60 1.80 0.50 1.152 1.23 1.421P6 0.20 1.60 1.80 1.00 0.576 1.60 0.922P7 1.00 0.00 1.80 0.50 0.000 1.37 0.000 0.000 1.70 0.000

@P $ 8.748 @M $ 7.65<





oe!"!en. !g:(e"$%n=1+r!%ng=0.5

Pe*o*'APoe-

Momen$o de lo*Pe*o*

QM ' h dh -

= 0.9 +%ng Φ r = uer@% (e*!*$en$e = QP

QP 0.90 +%n Φ h = r h

r = ue

QM = Mome





0.574 m.

e=

0.276 J 0.283 Conorme


10.16 $nm2D-'%r'm'

0.13 $nm2 !r'e*o-d'l





0.00180 g"m3 + $ 1 :t%F;=:,/?;+B $1 0.4=:,/?;

Pround!d%d de e*)l%n$e: = 1.20 m. '1.20-120.00 "m. cd $1 0.4=:D/,G; %"$ore* de Pround!d%d

d $ An"ho de G%)%$%: <= 1.15 m. '1.15- Bd $ 1.00

115.00 "m.0.29


ohe*!on: = 0.00 tn/m2 '.00- - $

o =




Comro'c->n ' und-m-ento

Para evitar la inclinaci'n del muro por asentamientos di!erenciales de la cimentaci'n( es deseable


2 I o J 6


F1 = QP O 1 K '6 e-

F2 = QP O 1 I '6 e-

: 1;/t%:Φ;

eπ=t%:Φ; = t%2:45Φ /2;Φ = : 1;= 2 = t%:Φ;

1 2=t%F=:1&enF;2=:D/,G;


:1H /<0;2

:1H /<0;2

S





0 Mod--c'r 0 > 1

," = 36.09 &" = 1.76 "d = 1.00 "! =,F = 23.73 &F = 1.72 Fd = 1.00 F! =, = 31.15 & = 0.54 d = 1.00 ! =

c c cd c- P.e. D d - 1/2 P.e. ,G B Bd B-

6.22 g"m2 62.20tn/m2 %)%"!d%d Bl$!m%

&V = 6.121 E 3.00 Conorme.+.

2.07 g"m2 %)%"!d%d Adm!*!ble



80.00g"m2


))?"+"+ POR +"+MO


% = 2.65dh 1.00

7.66

1.62 U%e=0.20

%- Por Vol$eo I: +V $ 1.30 E 1.20 Conorme

ult

$

ult

$

ult /unt'

'dm

$

*uer@o +r%n*m!$!do IP / :,=?;

F* '1IT2- D *


QM .


'12 'h< -U%e-

QM ' h dh -K' e 2 /3-




2.60 1.60+ecc. ,, +ecc. ))

OJ

OJ


h$erreno*!nhe






!n!"!%r el d!*eWo



Conorme

Conorme

!r'e*o-d'l

Conorme

Conorme




2" 0.00 m.


% = 2.65 $n. )%r% *e""!#n I

% =

0.70 Pe (elleno?%/$erre2 % = 1.1< $n. )%r% *e""!#n A I A


0.00 : 2/)%n$%ll?% $ 9'G $ 1.431.1< F = 1.43 $nm2 γH 4.68

0.00 9'G $ 0.30470.0000

% =% = 2.64633 $n. )%r% *e""!#n I

% = 1.18<6< $n. )%r% *e""!#n A I A

% =

% = 2.64633 $n. )%r% *e""!#n I

@" =

γ?%

1/2:#*c;:γHK ' 2cL9'; &/c = # = 9' / <0 = # = :'n%2 'n%1;

γHK ' 2cL9'

A = g = 9' = 2 K *" / ?% K / <0 = # = :'n%2 'n%1;

A = g = 9' = 2 K *" / ?% K / <0 = # = :'n%2 'n%1; I h?%7

6

5



0.80 0.20

)u>e /or!@on$%l




'2.65-'8.75-

dh

%*e Muro

2 2

3 3 3o

e $ E=centr-c-d'd






0.5620 ' %ngulo Φ en r%d!%ne*- 0.21 α


= 0.00 $nm2 ohe*!#n



0.5620 0.50


0.0000 '&! e!*$e ; h< = 0- Pun$% +%lon


= 0.00 $nm2 ohe*!#n 1.00


<"= 100 g"m2 (e*!*$en"!% del on"re$o


&V = 1.50 %"$or &egur!d%d Vol$eo '1.50- oe!"!en$e de m)u>e A"$!o ?% = 0.3& = 1.25 %"$or &egur!d%d e*l!@%m!en$o '1.25- oe!"!en$e de m)u>e P%*!o ?) = 3.2




F = 0.00 $nm2 'Ver ho>%: & F $nm2-

%< = 0.00 m. 61.1000 1.1593 Bb!"%"!#n de l% (e*ul$%n$e: 0

he =


α =

P.e. rell. =


$%ng'Φ-

o =

1

2

4

3

5

6

7

Al$ur%

G%)%$%HH

Al$ur%P%n$%ll%

Al$ur%+o$%l H/H

An"ho de %e HH

b1


6





En l' +ecc-on ) )(




=



Pround-d'd de De&l'


1.0000 45

0.7160 0.7854oe!"!en$e de m)u>e A"$!o 9' $ 0.3047 9 $ 3.2816 o

0.3047 ) = 4.25 $n

D'to& 'r' l' +ecc-on , ,( D'


% =1.84<4415

E' $ 1.84<4 tn. Emue )ct-o M=-mo



= 0.000 $n.0.00

0.00 : 2h?%1.85 E'

h = % "o*'%ng.- h = 1.849 $n.

E+!UD"O E ?) +ECC"O ) )(

r%@o de Momen$o


P1 0.50 1.50 2.00 1.00 1.500 0.25 0.375P2 0.00 1.50 2.00 0.50 0.000 0.00 0.000 P%P3 0.50 1.10 2.00 0.50 0.550 0.67 0.367 1.P5 0.50 1.10 1.80 0.50 0.4<5 0.83 0.413P7 0.50 0.00 1.80 0.50 0.000 0.83 0.000

0.000 1 00 0.000

o*'-= D $

?% = o*'- o*'- I o*2'- I o*2'Φ- o*2'-=

o*'- K o*2'- I o*2'Φ- o*2'Φ-=

?% =


dh = N h O'h K 3 h<- 'h K 2 h<- dh =

oe!"!en. !g:(e"$%n=1+r!%ng=0.5

Pe*o*'APoe-

Momen$o de lo*Pe*o*

d $ B

E'

Al$ur%+o$%l H/H

&/c terreno

$

$





E+!UD"O E ?) +ECC"O , ,(

r%@o de Momen$o


P1 0.50 1.50 2.00 1.00 1.500 0.45 0.675P2 0.00 1.50 2.00 0.50 0.000 0.20 0.000P3 0.50 1.10 2.00 0.50 0.550 0.87 0.477P4 1.40 1.00 2.20 1.00 3.080 0.70 2.156P5 0.50 1.10 1.80 0.50 0.495 1.03 0.512P6 0.20 1.10 1.80 1.00 0.396 1.30 0.515P7 0.70 0.00 1.80 0.50 0.000 1.17 0.000 0.000 1.40 0.000

@P $ 6.021 @M $ 4.334





oe!"!en. !g:(e"$%n=1+r!%ng=0.5

Pe*o*'APoe-

Momen$o de lo*Pe*o*

QM ' h dh -

= 0.9 +%ng Φ r = uer@% (e*!*$en$e = QP

QP 0.90 +%n Φ h = r h

r = ue

QM = Mome





0.467 m.

e=

0.233 J 0.233 Conorme


8.59 $nm2D-'%r'm'

0.01 $nm2 !r'e*o-d'l





0.00180 g"m3 + $ 1 :t%F;=:,/?;

+B $1 0.4=:,/?;Pround!d%d de e*)l%n$e: = 1.20 m. '1.20-


d $ An"ho de G%)%$%: <= 0.<3 m. '.93- Bd $ 1.00

93.00 "m.0.30


ohe*!on: = 0.00 tn/m2 '.00- - $

o =




Comro'c->n ' und-m-ento

Para evitar la inclinaci'n del muro por asentamientos di!erenciales de la cimentaci'n( es deseable


2 I o J 6


F1 = QP O 1 K '6 e-

F2 = QP O 1 I '6 e-

: 1;/t%:Φ;

eπ=t%:Φ; = t%2:45Φ /2;Φ = : 1;= 2 = t%:Φ;

1 2=t%F=:1&enF;2=:D/,G;


:1H /<0;2

:1H /<0;2

S





0 Mod--c'r 0 > 1

," = 36.09 &" = 1.61 "d = 1.00 "! =,F = 23.73 &F = 1.5< Fd = 1.00 F! =, = 31.15 & = 0.63 d = 1.00 ! =

c c cd c- P.e. D d - 1/2 P.e. ,G B Bd B-

5.71 g"m2 57.12 tn/m2 %)%"!d%d Bl$!m%

&V = 6.651 E 3.00 Conorme.+.

1.<0 g"m2 %)%"!d%d Adm!*!ble


T 'Po!**on- 0.30 (el%"!on de Po!**onD = 100.00 "m"m %"$or de nluen"!% = 0.<3 m. '.93- An"ho de l% !men$%"!on* = 800.00 tn/m2 Modulo de l%*$!"!d%d 1 J%/cm 1/10 tn/m2

80.00g"m2


))?"+"+ POR +"+MO


% = 1.85dh 0.82

4.33

1.13 U%e=0.20

%- Por Vol$eo I: +V $ 1.28 E 1.20 Conorme

ult

$

ult

$

ult /unt'

'dm

$

*uer@o +r%n*m!$!do IP / :,=?;

F* '1IT2- D *


QM .


'12 'h< -U%e-

QM ' h dh -K' e 2 /3-




2.10 1.10+ecc. ,, +ecc. ))

OJ

OJ


h$erreno*!nhe






!n!"!%r el d!*eWo



Conorme

Conorme

!r'e*o-d'l

Conorme

Conorme




2" 0.00 m.


% = 1.85 $n. )%r% *e""!#n I

% =



0.00 : 2/)%n$%ll?% $ 9'G $ 1.15

0.67 F = 1.15 $nm2 γH 3.78

0.00 9'G $ 0.30470.0000

% =% = 1.84<44 $n. )%r% *e""!#n I

% = 0.66707 $n. )%r% *e""!#n A I A

% =% = 1.84<44 $n. )%r% *e""!#n I

@" =

γ?%

1/2:#*c;:γHK ' 2cL9'; &/c = # = 9' / <0 = # = :'n%2 'n%1;

γHK ' 2cL9'

A = g = 9' = 2 K *" / ?% K / <0 = # = :'n%2 'n%1;

A = g = 9' = 2 K *" / ?% K / <0 = # = :'n%2 'n%1; I h?%7

6

5



0.50 0.20

)u>e /or!@on$%l




'1.85-'6.02-

dh

%*e Muro

2 2

33 3

o

e $ E=centr-c-d'd

Diseño Muro Jr

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Transcript of Diseño Muro Jr