Diseño de Muros de Concreto Armado Actual

7/25/2019 Diseo de Muros de Concreto Armado Actual

1/64

URO DE CONTENCION ARGEN IZQUIERDA h=6.00m

INGRESAR DATOS:

RELLENO y C SUELOrecubrim. c = 10 cm S/C = 100 kg/m2 (sobrecarga) != 2."0

#y=$200 kg/cm2 "% (a&gu'o #ricci&) # = 0.%%#c= 210 kg/cm2 0 *&g. +ori,. -a'u C.S.= 1.%0

c = 2$00 kg/m" "% s = 100 kg/m" (3.e sue'o)

PREDIMENSIO

a S/C ( i&gresar so'o 4

B=

D=

D1=

t=

a=12.50% b1=2 min T1 m%=

!.00 Ea100 m 52 NOTA : E"

51 NOTA:

0.!5 0.5

5" t 0.&0 b

1.00 1.00 2.00

D b1 D1

'.00

= 6 =

(3.e c7) =


2/64

B


3/64

Estabilidad

( b Mb=()b1= $0%8.00 kg 1.$" %1".802= $"8.00 kg 1." 9:91.805"= 980.00 kg 2.00 1%"80.00

-= 1920.00 kg ".00 %8180.00s/c= 2"%.00 kg 2." 88".

* (+ = 505,.00 (#uer,as ;er!ica'es) Mb =M-= &5,!,.0&

6(ra) = 0.00 0.!1 = / =

= 0.2

Ea= 31/24))))324 (em3u


4/64

PRESIONES SOBRE EL SUELO Y ESFUERZOS EN LA PUNTA DE LA

PRESIONES S

EEN-R>C>*

e=

a S/C e=

ema@=

ma@=

mi&=12.50%

2 min T1 !.00 m Ea

100 m ma@=

mi&=

!0.!5 0.5

t 0.&0

eA/2 A/2

A/8 A/8

A/" A/" A/"

BUEEN *OB-*R L*S ORD*S? -ERC>O CEN-R*L..A/8 ES ECEN-R>C>* D*>D*

F

CG F


5/64


6/64

DES"I>AMIENTO

# = N @ #

* (? =Ea N= * (+ * (+ #= * (+ 3 @ 4

SE ESL>H* S> ?

C.S.D = (@ / *(? =*

(@ C.S. = 1.%0 SUELOC.S. = 2.00 SUELO

EN >SEJO ? C.S.D = (@ / *(? =*( +3 @ 4 / Ea

C.S.D = 2.18 7..NO DISEAR C;A

DISEO DE "A PANTA""AEa=

Ea=:$2.89 a S/C Ea=recubrim= 9.00 cm

!=0.0 =bF-

=b=

Iu=

+=


7/64

2 min +=

!.00 Ea +H=100 m

+H=

9Du=

t Du=Mma=


8/64

i- imi:max=

max= 0.218K#c/#ymax= 0.0100 * A C

min= 0.0010 (mo&!aOS EN "A P;NTA DE "A BASE (SE C*LCUL* UERH*S IER->C*LES Q DODEN-OS *C-OR>

*(+=1.$(51525"-) 1.90(S/C) M+=*(+=$:1%".1 MG M+=

M-= 1.$(5115225""-$)1.9(S/C.%) -=M-= 120%%%.9 k.m! -=

ma@u=

0.%b ecuaci& 3ara ca'cu'ar cua&!ia ?

(0.%"1(#y)2/2)^2 - 0.9 ! . "#$ =0

ACERO=

ACERO=

*.^2" %. "C=0 ACERO=

=

&=

.#y/#c 2=

=


9/64

mi&u=

ma@u=

mi&u=


10/64

ma@u= 1.%$% a S/Cmi&u= 0.:1" =

= 1.00 Q=1=2.00

b= 1.00 1u=A= $.00 2u=!= 0.0

I=

12.50% I=2 min T1

!.00Ea

100 m 52 ESUERHO D*

51

D D1

0.!5 0.5

5" tDome&!os co&

Du=

mi&uDu=

ma@u Q Duma@=2

1

b= 100 cm= !rec 90.00 cm

max= 0.%b ecuaci& 3ara ca'cu'ar cua&!ia ?


11/64

max= 0.218K#c/#ymax= 0.0100 * A C

min= 0.0010rep.t= 0.002%0A'min= 12.80 cm2 A

Du(ma@)= 0.18:#c.b.2 =Mu.b.2Mu= 0.18:#c

(0.%"1(#y)2/#c) ^2 - 0.9 ! . "#$ =0

ACERO=

*.^2" %. "C=0 ACERO=


12/64

*= $$80$.00

Du=Mu.b.2 A= "90.00

C= 1.%2

Mu= Du/b.2

(A / P A2 $*C)/2*

Mu= 0.:#c.5(10.%:5)

0.0$"$ NO ES CU*N->* D*

5= 0.000$0 ..OL ELEGIR

ELECCION DE CUANTIA:

0.0010

ES(;ER>OS EN E" TA"ON

1u= 1."9 = 90.00 cm t= 1.$((1m)K!Kc2u=1.22:

ma@u= 1.%$% a S/C !u= 1%:82.00mi&u= 0.:1"

= 1.00 cor!a&!e? cor!a&!e? Iu=1=2.00b=1.00 Iu=A= $.00

!= 0.0 ;u== 100 ;u=4= 8.00 12.50%

s/c= 100 2 min T1

!.00 Ea +H=100 m

+H=

V

D D1 5! Du= !u.12/2 ((Du= 11%8""8."2

=

&=

.#y/#c 2=

=


13/64

t Duma@=O

mi&

ma@ Q

2

1


14/64

b= 100 cm= !rec 90.00 cm

max=

max= 0.218K#c/#ymax= 0.0100 * A C

min= 0.0010rep.t= 0.002%0A'min= 12.80 cm2

Du(ma@)= 0.18:#c.b.2 =Mu.b.2Mu= 0.18:#c

*= $$80$.00

Du=Mu.b.2 A= "90.00

C= 2."8

Mu= Du/b.2

(A / P A2 $*C)/2*

Mu= 0.:#c.5(10.%:5)

0.0$12 NO ES CU*N->* D*

5= 0.0008" ..OL ELEGIR


0.0010


(0.%"1(#y)2/#c) ^2 - 0.9 ! . "#$ =0

ACERO=

*.^2" %. "C=0 ACERO=

=

&=

.#y/#c 2=

=


15/64

ARGEN IZQUIERDA h=6.00m

kg/cm2 (resi!. -erre&o)(coe#ic. ricci&)

sue'o gra&u'ar

(a&gu'o #ricci&)

AMIENTO PREVIO: = !.00

E"ECCION

2.$0 $.20 $.000.%% 0.2 1.00

2.00 2.000.%0 0.80 0.0

="0 0."%

0.%0 0.80 1.00

mi&imo (2) 12.%0

CCI#N SO"O "O DE RO$O.

CON *HUL REERENC>*St=b1


16/64


17/64

(Dome&!o es!abi'i,aor)

0.0! m

34324

.OL


18/64

BASE

BRE E" S;E"O

?

A/2(DeD;) / T;

0.08" 8.29 cm

. ema@ e..o

0.01T; / A 0.08T;(e) / A2

0.01T; /A 0.08T;(e) / A2

0.:%: ! [email protected]

0.9:$

m


19/64


20/64

N? UERH* NORD*L *L BL*NO ER>CC>ON#? COE>C>EN-E E R>CC>ON#? UERH* E R>CC>ONC.S.? COE>C. SEGUR>* *L

ESL>H*D>EN-O

* (? ( @

( +3 @ 4 / *(?

GR*NUL*RES CO+ES>IOS

1.9Ea

1%202.%$ kg

9".00 cm100.00 cmEau

Iu/100


21/64

2.0 kg/cm2

8.%" kg/cm2

+H+.OL

Eau.(Q!)

1%1:.$8 kgm1:128.21 kgm

0.%"KKP c


22/64

MmaM..OL*s=

AREAS DE ACEROA= 1.1' m2

1/2 Caa 25 m

.-J.tH3+-t4=1.1' m25/& Caa 25 m

.-J.tH3iK4=1&.25 m2

1/2 Caa 25 m

&o!a ? i&gresar acero co& ro


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0.01T;u /A 0.08T;u(eu) / A2

1.%$% ! [email protected]

0.:1"


24/64

(1 b) . (ma@u mi&u)/A1 . (ma@u mi&u)/A

1."91.22:

K(ma@u 1u)/21$8%:.9" MG

>DO EL C 7=#;=0.2:P c

#;.c= $.20 k/cm2

#;u= Iu/(100.!)#;u= 1."2$8%99k/cm2

@+:H @+OL

s3ec!o a o ?

(1u.2)/2 (ma@u 1u)..(2/")

9$8181.0$ MG. CD

19":0100 k.cm

MmaM..OL

*s=b


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AREAS DE ACEROA= 12.!0 m2

5/& Caa 1! m

.-J.tH3iK4=12.!0 m2

5/& Caa 1! m


26/64



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17390100.00 kg.cm

MmaM..OL

M3F4 3ACERO ABA$O4

M 3 4 3ACERO ARRIBA4


28/64

*s=

AREAS DE ACEROA= 12.!0 m2

1/2 Caa 25 m

.-J.tH3iK4= 12.!0 m2

1/2 Caa 25 m



29/64

URO DE CONTENCION ARGEN IZQUIERDA h=4.8m

INGRESAR DATOS:

RELLENO y C SUELOrecubrim. c = 9 cm S/C = 1%0 kg/m2 (sobrecarga) != 2."0

#y=$200 kg/cm2 "% (a&gu'o #ricci&) # = 0.%%#c= 210 kg/cm2 0 *&g. +ori,. -a'u C.S.= 1.%0

c = 2$00 kg/m" "% s = 100 kg/m" (3.e sue'o)

PREDIMENSIOa S/C ( i&gresar so'o 4)

B=

D=

D1=

t=

a=15.12% b1=2 min T1 m%=

'.&0 Ea100 m 52 NOTA : E"E

51 NOTA:

0.!5 0.5

5" t 0.50 b

0.50 1.00 2.00

= 6 =

(3.e c7) =


30/64

D b1 D1

.50

B


31/64

Estabilidad

( b Mb=()b1= ""%$.00 kg 0.:" "1"0.$02= "812.00 kg 1."" $9%.:05"= $200.00 kg 1.9% 9"%0.00

-= 1%$0.00 kg 2.%0 "900.00s/c= "%2.%0 kg 2."" 1:.%8

* (+ = 2!,,&.50 (#uer,as ;er!ica'es) Mb =M-= 5'&5.&!

6(ra) = 0.00 0.!1 = / =

= 0.2

Ea= 31/24))))324 (em3u


32/64

PRESIONES SOBRE EL SUELO Y ESFUERZOS EN LA PUNTA DE LA

PRESIONES S

EEN-R>C>*

e=

a S/C e=

ema@=

ma@=

mi&=15.12%

2 min T1 '.&0 m a

100 m ma@=

mi&=

!0.!5 0.5

t 0.50

e

A/2 A/2

A/8 A/8

A/" A/" A/"

BUEEN *OB-*R L*S ORD*S? -ERC>O CEN-R*L..A/8 ES ECEN-R>C>* D*>D*

F

CG F


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DES"I>AMIENTO

# = N @ #

* (? =Ea N= * (+ * (+ #= * (+ 3 @ 4

SE ESL>H* S> ?

C.S.D = (@ / *(? =*

(@ C.S. = 1.%0 SUELOC.S. = 2.00 SUELO

EN >SEJO ? C.S.D = (@ / *(? =*( +3 @ 4 / Ea

C.S.D = 2.%% 7..NO DISEAR C;A

DISEO DE "A PANTA""AEa=

Ea= %1$."8 a S/C Ea=recubrim= 9.00 cm

!= 0.%0 =bF-

=b=

Iu=

+=


35/64

2 min +=

'.&0 Ea +H=100 m

+H=

9Du=

t Du=Mma=


36/64

i- imi:max=

max= 0.218K#c/#ymax= 0.0100 * A C

min= 0.0010 (mo&!a* D*

5= 0.00182 ..OL ELEGIR


0.0010

ES(;ER>OS EN "A P;NTA DE "A BASE (SE C*LCUL* UERH*S IER->C*LES Q DODEN-OS *C-OR>

*(+= 1.$(51525"-) 1.90(S/C) M+=*(+= "9:0".8% MG M+=

M-= 1.$(5115225""-$)1.9(S/C.%) -=M-= 98:$8.0 k.m! -=

ma@u=


(0.%"1(#y)2/2) ^2 - 0.9 ! . "#$ =0

ACERO=

ACERO=

*.^2" %. "C=0 ACERO=

=

&=

.#y/#c 2=

=


37/64

mi&u=

ma@u=

mi&u=


38/64

ma@u= 1."%1 a S/Cmi&u= 0.1% =

= 0.%0 Q=1=2.00

b= 1.00 1u=A= ".%0 2u=!= 0.%0

I=15.12% I=2 min T1

'.&0 Ea100 m 52 ESUERHO D*

51

D D1

0.!5 0.5

5" tDome&!os co& r

Du=

mi&uDu=

ma@u Q Duma@=

2

1

b= 100 cm= !rec $".00 cm


39/64

max=

max= 0.218K#c/#y

max= 0.0100 * A C

min= 0.0010rep.t= 0.002%0

A'min= 9.9$ cm2 A

Du(ma@)= 0.18:#c.b.2 =Mu.b.2

Mu= 0.18:#c


(0.%"1(#y)2/#c) ^2 - 0.9 ! . "#$ =0

ACERO=

*.^2" %. "C=0 ACERO=


40/64

*= $$80$.00

Du= Mu.b.2 A= "90.00

C= 0.:0

Mu= Du/b.2

(A / P A2 $*C)/2*

Mu= 0.:#c.5(10.%:5)

0.0$%1 NO ES CU*N->* D*

5= 0.0002$ ..OL ELEGIR


0.0010


1u= 1.29$ = $".00 cm t= 1.$((1m)K!Kc2u=1.121

ma@u= 1."%1 a S/C !u= 12991.00mi&u= 0.1%

= 0.%0 cor!a&!e? cor!a&!e? Iu=1=2.00b=1.00 Iu=A= ".%0

!= 0.%0 ;u== 100 ;u=4= $.0 15.12%

s/c= 1%0 2 min T1

'.&0 Ea +H=100 m

+H=

V

D D1 5! Du= !u.12/2 ((Du= 91:928.92

=

&=

.#y/#c 2=

=


41/64

t Duma@=O

mi&

ma@ Q

21


42/64

b= 100 cm= !rec $".00 cm

max=

max= 0.218K#c/#ymax= 0.0100 * A C

min= 0.0010rep.t= 0.002%0

A'min= 9.9$ cm2Du(ma@)= 0.18:#c.b.2 =Mu.b.2

Mu= 0.18:#c

*= $$80$.00

Du=Mu.b.2 A= "90.00

C= ".:

Mu= Du/b.2

(A / P A2 $*C)/2*

Mu= 0.:#c.5(10.%:5)

0.0"90 NO ES CU*N->* D*

5= 0.0010$ ..OL ELEGIR


0.0010


(0.%"1(#y)2/#c) ^2 - 0.9 ! . "#$ =0

ACERO=

*.^2" %. "C=0 ACERO=

=

&=

.#y/#c 2=

=


43/64

ARGEN IZQUIERDA h=4.8m

kg/cm2 (resi!. -erre&o)(coe#ic. ricci&)

sue'o gra&u'ar

(a&gu'o #ricci&)

AMIENTO PREVIO: = '.&0

E"ECCION

1.:2 "."8 ".%00.$$ 0.22 0.%0

1.80 2.000.$0 0.$ 0.%0

="0 0."%

0.$0 0.$ 1.00

mi&imo (2) 1%.12

CCI#N SO"O "O DE RO$O.CON *HUL REERENC>*S

t=b1


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(Dome&!o es!abi'i,aor)

0.0& m

34324

.OL


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BASE

BRE E" S;E"O

?

A/2(DeD;) / T;

0.091 9.11 cm

. ema@ e..o

0.01T; / A 0.08T;(e) / A2

0.01T; /A 0.08T;(e) / A2

0.8% ! [email protected]

0.899

m


47/64


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N? UERH* NORD*L *L BL*NO ER>CC>ON#? COE>C>EN-E E R>CC>ON#? UERH* E R>CC>ONC.S.? COE>C. SEGUR>* *L

ESL>H*D>EN-O

* (? ( @

( +3 @ 4 / *(?

GR*NUL*RES CO+ES>IOS

1.9Ea

:$.$2 kg

$".00 cm100.00 cmEau

Iu/100


49/64

2."0 kg/cm2

8.%" kg/cm2

+H+.OL

Eau.(Q!)

111".21 kgm

8%821.01 kgm

0.%"KKP c


50/64

MmaM..OL*s=

AREAS DE ACEROA= .' m2

1/2 Caa 25 m

.-J.tH3+-t4= .' m25/& Caa 25 m

.-J.tH3iK4=10.5 m2

1/2 Caa 25 m



51/64

0.01T;u /A 0.08T;u(eu) / A2

1."%1 ! [email protected]

0.1%


52/64

(1 b) . (ma@u mi&u)/A1 . (ma@u mi&u)/A

1.29$1.121

K(ma@u 1u)/28%82.1" MG

>DO EL C 7=#;=0.2:P c

#;.c= $.20 k/cm2

#;u= Iu/(100.!)#;u= 1."12$28%2k/cm2

@+:H @+OL

s3ec!o a o ?

(1u.2)/2 (ma@u 1u)..(2/")

18%8$8.2 MG. CD

8%82101 k.cm

MmaM..OL


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*s= AREAS DE ACERO

A= .' m21/2 Caa 1! m

.-J.tH3iK4=.' m2

1/2 Caa 1! m

b


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6562101.00 kg.cm

MmaM..OL

M3F4 3ACERO ABA$O4

M 3 4 3ACERO ARRIBA4


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*s=

AREAS DE ACEROA= .' m2

1/2 Caa 25 m

.-J.tH3iK4= .' m2

1/2 Caa 25 m



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C*R*C-ER>S->C*S E -ERRENO

->BOS E SUELO BESO UN>-*R>O(Mg/m") *&g. ric.

1 *re&as o gra;as gruesas muy19801:20 ""$03ermeab'es

2 *re&as y gra;as co& 'ios 3oco1:20200 2%"%3ermeab'es

" *re&as co& 'imosare&as y gra;as19801:20 2""0co& a'!o co&!e&io e *rci''a.

$ *rci''a #uer!e com3ac!aa o muy18001820 2%"%resis!e&!e

% *rci''a b'a&a y 'imos1$$01980 202%

CL*SES E -ERRENOS E ESUERHO COE>C>EN-EC>DEN-*C>ON OERD>S>ALE E R>CCC>ON

E -ERRENO B*R* ! (Mg/cm2) ESL>H*D>EN-O

Roca ura u&i#orme10.00 0.90co& 3ocas grie!as

ROCOSO Roca ura co& 8.00 0.90muc4as #isuras ".00 0.90

8.00 0.80Roca A'a&a ".00 0.80

ES-R*-O e&sa 8.00 0.80E GR*I* No e&sa ".00 0.%0

-ERRENO e&sa ".00 0.80*RENOSO Deia 2.00 0.%0-ERRENO Duy ura 2.00 0.%0CO+ES>IO ura 1.00 0.$%

Deia 0.%0 0.$%ue&!e? U&i;ersia ? UN>.


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#coe#. es'i,.

0.%0 0.80

0.$00.%0

0."00.$0

0.2%0.$0

0.200."0


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TIPO DE TERRENOGa

P- -J-@iAn8. (i. L8/mQ

Com3ac!a bie& grauaa u&i#orme $0$% 1$$0

U&i#orme. gruesa are&a #i&a o sue'!a "%$0 1800*re&a sue'!a bie& grauaa "%$0 1$0

*re&a #i&a seca "0"% 1:20

ComV& mi@!a "%$0 1980

Gra;a $0 22$0

Com3ac!a are&osa $0$% 18$0

Sue'!a are&osa "%$0 1:20

Biera 3ar!ia o e& #ragme&!os "%$% 18002000

Qeso #ragme&!ao "%$% 198022$0

A'oWues e arci''a seca "0 1980

A'oWues e arci''a 4Vmea $0 1$0*rci''a com3ac!a '020 1:20

*rci''a b'a&a %9 1800

Da!eria' ca'cXreo e ,o&a e es'i,amie&!o 2029 1980

Da!eria' e #a''a 1$22 2000

Sue'o e cober!ura "0"% 1800

Gra&i!o "0%0 2810

Cuarci!a "0$% 2810

*re&isca "0$% 1:%0

Ca'i,a "0%0 "190

Br#io "0$0 2%0Qeso "0$0 1980


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COE>C>EN-ES E SEGUR>* *L IOL-EO

C.S.I = 1.% a 2

COE>C>EN-ES E SEGUR>* *L ESL>H*D>EN-O

C.S. = 1.% (B*R* SUELOS GR*NUL

C.S. = 2 (SUELOS CO+ES>IOS)

SI NO C;MP"E:

ES(;ER>OS EN "A P;NTA DE "A BASE

*UDEN-*R ? !


*UDEN-*R ? !

ES(;ER>OS EN E" ARRAN;E DE "A PANT

*UDEN-*R? b


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RES)

""A


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URO DE CONTENCION SIN UA

Cnain

Pantaa Paam-t Ata Int-i

Paam-t int-i

Aan-

im-ntaiUn

Pnta Ba- Tan- a Ba-


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URO DE CONTENCION CON UA

Cnain

Pantaa Paam-t Ata Int-i

Paam-t int-i

Aan-

im-ntaiUn

Pnta Tan

;A(B*R* -ERRENO DUQ D*LO)


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A

Diseño de Muros de Concreto Armado Actual

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