DISEÑO MURO DE CONCRETO ARMADO
0.50
S/C P1 =
0.00
β
Ea = Hp = 8.00 m.
Hp-d =
Tn/m²
16.51
Tn/m
7.30
DATOS: S/C = 8.00 = Hp
Tn/m3
. c = σt =
2.40
Tn/m3 Kg/cm²
Ø! =
2
Tn/m2
1.855
H = 8.85 8.85
T2
0.00
. s =
3.04
Yc = 2.67 m d=
0.70
34.3"#
$%c =
210
Kg/cm²
$& =
4'200
Kg/cm²
()c =
7.50
cm
β=
0.00#
0.30
P2 =
4.13
Tn/m²
0.80
F) MOMENTO MOMENTO ULTIMO ULTIMO *+m)n+ ,
* = Yc Ea
H = 0.85
*=
1
44.02
Tn-m
* = α *
*+m)n+ m+ ,
* =
α = 1.60
70.43
Tn-m
d)ma! ,
= 0."0 ²
A) CALCULO CALCULO DE "Ka" Ka =
7'043'415.""
C+! β
Ka = 0.278
;C+! β<√(Cos² β-Cos²
)]
;C+! β-√(Cos² β-Cos²
)]
$=
6"."2
= 0.004
cm.
0.60
p+ d) !)+ ?)( )!d+ d) !)+!9
T2 = d < ()c < Ø acero/2
====@
2=
P1 = Ka ! A!/c
A!/c = S/C / . !
P1 =
A!/c = 0.00 m
Tn/m²
: : :: .
c+)$. >) $(cc+n p/d)!am)n+
B) PRESION PRESION DE LA SOBRECARGA SOBRECARGA 0.000
%
1'440.63 d² d=
ga a p(+p)!+ )n ) )!d+ d) !)+!9
- .
78.22
cm cm
!a( ,
2=
80.00
cm
d2 =
6"."7
cm
II ) VERIFICACION VERIFICACION POR CORTE C) PRESION PRESION DEL SUELO
Bd = P1< Ka ! Hp - d < A!/c 99 Hp - d9/ 2
C+(an) ,
P2 = P1
4.127
Bd =
13.75
Tn .
Bd =
α Bd
Bd =
21.""
Tn .
Bd / =
25.88
Tn .
Tn/m²
= 0.85 C+(an) m+,
D) CALCULO CALCULO DEL EMPUJE ACTIVO ACTIVO
= 100 cm
Ea = P1< P29 Hp/ 2 Ea =
16.51
Tn/m
E) PUNTO DE DE APLICACIÓN APLICACIÓN
Bc = 0.53√ %cd
C+(an) ! !md+ p+( ) C+nc()+, p
c =
c=
3 2.67 m
Yc =
.
n.
35.82
Tn Tn.
P1 < P2 P2 9 S a !) (a!apa )n a a!) ,
Bc) = 2/3Bc =
< Vc/ Ø OK CUMPLE
[email protected] Celular: (01) 995441533 995441533
III ) DIMENSIONAMIENTO DE LA !APATA H = T2 < 5 cm. H = ==@@
85.00
cm.
S ,
H =
0.85 m
H = Hp < H < H!/c H =
m.
8.85
!and+ a! EDp()!+n)! T)n)m+! , 1
Ka !
≥ S>
P-.. T* )
( ,)
8.26
2.025
16.73
".60
1.450
13."2
2.88
1.800
5.18
1.48
1."00
2.82
30.42
3.025
"2.03
0.00
3.025
∑
1%231
∑ acan)!
1 G
1."8
1 =
1."8 < T2-T19/2
1 =
2.13
2
m. S> = S ,
1 =
3 S>
2 G
20.20
m.
H=
0 .85
m.
2 m n9 = H /1 0 =
0 .8 "
m.
2 mn 9 =
OK 6 SI CUMPLE
1.56
B) VERIFICACION POR VOLTEO ∑ * ()!!)n)! SB = ∑ * acan)!
2H
-1.43
0.600 D 52.65
2.85 m
1
$ SB
≥
H
0.00
$&4235
VERIFICACION POR DESLI!AMIENTO
SB = 1.50
S> =
₪ )
'( T*+, )
A)
S> = 1.25
₪ )
# $ % & 0 1 S/C
S ,
2 =
1.20 m
130.68
SB =
2."5
IV ) VERIFICACION DE ESTABILIDAD
SB =
D 20.20
OK 6 SI CUMPLE
2.1"
C) 0.50
S/C =
0.00
E(CENTRICIDAD DE LA ESTRUCTURA ₪ 9 J *( - ∑ *a I+ = ∑ F
Tn/m2 P1 =
0.00
Tn/m²
I+ =
130.68
F4
I+ = a= Hp = 8.00
.
₪ 9
Yc = 2."5 m
H = 0.80
/ 2 - I+
) =
2.03
) =
0.67 m
PRESIONES SOBRE EL SUELO ∑F
0.85
M1 =
A 1.20
0.68 m
- 1.35
< B / 36 SI CUMPLE
D
F1
2.05
P2% =
4.05 M2 = 0.003Tn/m2 M1 = 26.00Tn/m2
/6 =
₪ 9 ) =
H = 8.85
F3
1.35 m
n
F5
F2
- 5".60
52.65
4.57
1 <
6)
9 =
26.00 Tn/m²
9 =
0.003 Tn/m²
Tn/m²
L = M2 =
∑F
1 -
6)
30.40 Tn/m²
OK6 SI CUMPLE
III ) DIMENSIONAMIENTO DE LA !APATA H = T2 < 5 cm. H = ==@@
85.00
cm.
S ,
H =
0.85 m
H = Hp < H < H!/c H =
m.
8.85
!and+ a! EDp()!+n)! T)n)m+! , 1
Ka !
≥ S>
P-.. T* )
( ,)
8.26
2.025
16.73
".60
1.450
13."2
2.88
1.800
5.18
1.48
1."00
2.82
30.42
3.025
"2.03
0.00
3.025
∑
1%231
VERIFICACION POR DESLI!AMIENTO
SB = 1.50
∑ acan)!
1 G
1."8
1 =
1."8 < T2-T19/2
1 =
2.13
2
m.
0.600 D 52.65
S> = S ,
1 =
2.85 m
20.20
H
1
$ SB
≥
3 S>
2 G
m.
H=
0 .85
m.
2 m n9 = H /1 0 =
0 .8 "
m.
OK 6 SI CUMPLE
1.56
B) VERIFICACION POR VOLTEO ∑ * ()!!)n)! SB = ∑ * acan)!
2H
-1.43
2 mn 9 =
0.00
$&4235
S> =
₪ )
'( T*+, )
A)
S> = 1.25
₪ )
# $ % & 0 1 S/C
S ,
2 =
1.20 m
130.68
SB =
2."5
IV ) VERIFICACION DE ESTABILIDAD
SB =
D 20.20
OK 6 SI CUMPLE
2.1"
C) 0.50
S/C =
0.00
E(CENTRICIDAD DE LA ESTRUCTURA ₪ 9 J *( - ∑ *a I+ = ∑ F
Tn/m2 P1 =
0.00
Tn/m²
130.68
I+ = F4
1.35 m
I+ = a= Hp = 8.00
.
n
₪ 9
F5
F2
/6 =
₪ 9 ) =
H = 8.85 Yc = 2."5 m F3
0.68 m / 2 - I+
) =
2.03
) =
0.67 m
- 1.35
< B / 36 SI CUMPLE
D
F1
H =
PRESIONES SOBRE EL SUELO ∑F
0.85
M1 =
A 1.20
- 5".60
52.65
0.80
2.05
P2% =
4.57
6)
1 <
9 =
26.00 Tn/m²
Tn/m²
L =
4.05
∑F
M2 =
M2 = 0.003Tn/m2
6)
1 -
9 =
30.40 Tn/m²
OK6 SI CUMPLE
0.003 Tn/m²
M1 = 26.00Tn/m2
[email protected] Celular: (01) 995441533
V ) DISEÑO DE LA PANTALLA
D ) DISTRIBUCION DE PUNTO DE CORTE
A ) AREA DE ACERO : Mu =
En la Base
7'043'415.""
d2 =
0.70
m
=
1.00
m
Kg-m
! = * / $& d-a/2 9 9 a = ! $& / 0.85 $%c 9
Tan)and+ !cm²9
1N
2N
3N
4N
2".5"
28.03
27."5
27."5
acm.9
6."6
6.5"
6.58
6.58
0.180
0.180
0.180
0.180
0.180
0.180 Oc= 2.35 m
.
₪)
! mn. =
.
.
²
6.07
cm²/cm
0.0018 d1 =
U.a7: A. Ca8c98aa E ) REFUER!O ;ORI!ONTAL
27."5 cm²
! a !a(9 =
! =
ρ B ) DISTRIBUCION DE ACERO a a(9 =
*)
S )p . = / ! S)p. = 0.18 m. R 0.18 m.
ρ ,
1%%
=
5 .0 7
cm²
=
2.54
cm.
Φ ≤ 5/8 %%
$)
0.0020
2)
0.0025
& > 4200 Qg/cm2 →
otros casos
S T2 ≥ 1
USAR:
1/1%%
0.18 m.
0.25
m.
!a( )$)(+ H+(+na )n 2 capa!
₪ )
C ) LONGUITUD DE CORTE * ma D./ 2 =
8.00 - Ac 9 ³
0.1376
Ac =
1.65
! =
m.
2.35
m cm
T1 =
50.00
cm
12.50
cm²
2/3 ! =
8.33
cm²
1/3 ! =
4.17
cm²
→ →
5/8%% 0.24 m. 1/2%% 0.30 m.
₪ )
Oc = Ac < d2 Oc =
1.00 80.00
! = ρ 1
3 5. 22 =
= T2 =
m.
S ,
Oc =
2.35 m
TE*E>
! = ρ n ! =
.
.
n-m
16.25
cm²
! = 1/3 ! =
. 5.42
cm²
→ →
1/2%% 0.23 m.
²
%%
.
m.
₪ ) ! = ρ 2
U !/2 0 0 . 8
! = mn
!
= p A
cm²
2/3 ! =
13.33
cm²
→
5/8%% 0.15 m.
1/3 ! =
6.67
cm²
→
1/2%% 0.1" m.
₪ )
* = 0.13757 AW
! m+naV) = ! m+naV) =
d = 0.70 . Ac = 1.65
20.00
Oc = 2.35 m S
S=369 1/2%% 45.7m. C EITE ,
5/8%%
, 1 0.05 '
20
0.15m. '
( 0.25
C TE,
1/2%%
, 1 0.05 '
20
0.20m. '
( 0.25
V ) DISEÑO DE LA PANTALLA
D ) DISTRIBUCION DE PUNTO DE CORTE
A ) AREA DE ACERO : Mu =
En la Base
7'043'415.""
d2 =
0.70
m
=
1.00
m
Kg-m
! = * / $& d-a/2 9 9 a = ! $& / 0.85 $%c 9
Tan)and+ !cm²9
1N
2N
3N
4N
2".5"
28.03
27."5
27."5
acm.9
6."6
6.5"
6.58
6.58
0.180
0.180
0.180
0.180
0.180
0.180 Oc= 2.35 m
.
₪)
! mn. =
.
.
²
6.07
cm²/cm
0.0018 d1 =
U.a7: A. Ca8c98aa E ) REFUER!O ;ORI!ONTAL
27."5 cm²
! a !a(9 =
! =
ρ B ) DISTRIBUCION DE ACERO a a(9 =
*)
S )p . = / ! S)p. = 0.18 m. R 0.18 m.
ρ ,
1%%
=
5 .0 7
cm²
=
2.54
cm.
Φ ≤ 5/8 %%
$)
0.0020
2)
0.0025
& > 4200 Qg/cm2 →
otros casos
S T2 ≥ 1
USAR:
1/1%%
0.18 m.
0.25
m.
!a( )$)(+ H+(+na )n 2 capa!
₪ )
C ) LONGUITUD DE CORTE * ma D./ 2 =
8.00 - Ac 9 ³
0.1376
Ac =
1.65
! =
m.
2.35
m cm
T1 =
50.00
cm
cm²
12.50 2/3 ! =
8.33
cm²
1/3 ! =
4.17
cm²
→ →
5/8%% 0.24 m. 1/2%% 0.30 m.
₪ )
Oc = Ac < d2 Oc =
1.00 80.00
! = ρ 1
3 5. 22 =
= T2 =
m.
S ,
Oc =
2.35 m
! = ρ n
TE*E>
! = .
.
cm²
16.25
n-m
cm²
→ →
1/2%% 0.23 m.
13.33
cm²
→
5/8%% 0.15 m.
6.67
cm²
→
1/2%% 0.1" m.
! =
²
.
1/3 ! =
5.42
%%
.
m.
₪ ) ! = ρ 2
U !/2
! =
0 0 . 8
mn
!
cm²
20.00 2/3 ! =
=
1/3 ! =
p A
₪ )
* = 0.13757 AW
! m+naV) = ! m+naV) =
d = 0.70
S=369 1/2%% 45.7m.
Oc = 2.35 m
. Ac = 1.65
C EITE ,
5/8%%
, 1 0.05 '
20
0.15m. '
( 0.25
C TE,
1/2%%
, 1 0.05 '
20
0.20m. '
( 0.25
S 35.22
70.43
Tn-m
! m+naV) =
1 1/2%% 0.45 m.
[email protected] Celular: (01) 995441533
VI ) DISEÑO DE LA !APATA
B ) !APATA POSTERIOR S/C = 0.00Tn/m
=
1.00 m.
()c =
0.075 m.
a = 1.20
F! = 14.84Tn/m
Carga Muerta :
F =
2.04
Fpp =
14.84
Tn/m
16.88
Tn/m
0.00
Tn/m
F = 2.04 Tn/m
A = 0.85 m.
S/C =
Carga Viva : M2 =
Tn/m
0.003Tn/m2
M1 = 26.00Tn/m2
*<9 = F maD p²/2
Momento Positivo :
= M% = 13.16Tn/m2
F maD = 1.4 > <1.7 O F maD = 2 3. 63 2 T n/m
.
n-m
p = 2.05 Momento e!ativo : 4.05
! = M2 < M% 9 p/2
Fuerza Suelo:
A ) !APATA ANTERIOR
! =
Presion "ltimo
M1 maD =
α M1
M1 maD =
41.5"
13.4"
3 M2 < M%9
α = 1.60
Y! =
n/m
*+m)n+ ma&+(ad+ ,
* =
20.82
* =
2 082 234 Kg -m
Calculo %e &cero:
Peralte e$ectivo : d = A - ()c < Ø acero/2
Tn-m
d =
0.765
Tan)and+ !cm²9
1N
2N
3N
4N
8.00
7.2"
7.28
7.28
acm.9
1.88
1.71
1.71
1.71
! mn. = 018 d =
13.78
cm
- 12 ." 11 T n- m
36.75
Calculo %e &cero:
cm Tan)and+ !cm²9 acm.9
1N
2N
3N
4N
14.11
12."8
12."6
12."6
3.32
3.05
3.05
3.05
! mn. = 018 d =
13.78
cm²/cm A. Ca8c98aa
A. Ca8c98aa == U.a7: A. ,#* ! a !a(9 =
Tn-m
* = 3674581 Kg-m
₪) ₪
m.
* = *<9 < *-9
Momento #otal:
* = * = F maD a² /2
0.68
*-9 = 1.4! Y! * - 9 =
F maD = M1 maD - 0."0 F F maD = 40.83 Tn/m Momento "ltimo :
Y! = p 2M2 < M%9
Posicion:
Tn
13.78
! a !a (9 =
== U.a7: A. ,#* 1 3.7 8
cm
cm² 'istriucion %e &cero a a(9 =
'istriucion %e &cero
₪)
S)p. = / ! S)p. = 0.21 m. USAR:
1
R 0.20 m. 3/4%%
e$uer*o #ransversal: ₪ ) ! )mp = 0.0018A =
₪)
USAR:
1
3/4%%
=
2.85
cm²
=
1."1 .
cm..
S )p . = / ! S)p. = 0.21 m.
0.200 m.
USAR:
R 0.20 m. 1
3/4%% 0.20 m.
e$uer*o #ransversal: 15.30
S )p . = / ! S)p. = 0.1" m.
₪)
a a(9 =
R 0.180 m. 3/4%%
0.180 m.
cm²
a a(9 =
3/4%%
=
2 .8 5
cm²
=
1."1
cm.
₪ )
! m+naV) = ! m+naV) = USAR:
S=369 1/2%% 45.7m. 1
1/2%% 0.45 m.
R 0.45 m.
3/4%%
=
2.8 5
cm²
=
1."1
cm.
VI ) DISEÑO DE LA !APATA
B ) !APATA POSTERIOR S/C = 0.00Tn/m
=
1.00 m.
()c =
0.075 m.
a = 1.20
F! = 14.84Tn/m
Carga Muerta :
F =
2.04
Fpp =
14.84
Tn/m
16.88
Tn/m
0.00
Tn/m
F = 2.04 Tn/m
A = 0.85 m.
S/C =
Carga Viva : M2 =
Tn/m
0.003Tn/m2
M1 = 26.00Tn/m2
*<9 = F maD p²/2
Momento Positivo :
= M% = 13.16Tn/m2
F maD = 1.4 > <1.7 O F maD = 2 3. 63 2 T n/m
.
n-m
p = 2.05 Momento e!ativo : 4.05
! = M2 < M% 9 p/2
Fuerza Suelo:
A ) !APATA ANTERIOR
! =
Presion "ltimo
M1 maD =
α M1
M1 maD =
41.5"
13.4"
3 M2 < M%9
α = 1.60
Y! =
n/m
*+m)n+ ma&+(ad+ ,
* =
20.82
* =
2 082 234 Kg -m
Calculo %e &cero:
d =
0.765
Tan)and+ !cm²9
1N
2N
3N
4N
8.00
7.2"
7.28
7.28
acm.9
1.88
1.71
1.71
1.71
! mn. = 018 d =
13.78
cm
36.75
Tn-m
Calculo %e &cero:
cm Tan)and+ !cm²9 acm.9
₪) ₪
- 12 ." 11 T n- m
* = 3674581 Kg-m
Peralte e$ectivo : d = A - ()c < Ø acero/2
Tn-m
m.
* = *<9 < *-9
Momento #otal:
* = * = F maD a² /2
0.68
*-9 = 1.4! Y! * - 9 =
F maD = M1 maD - 0."0 F F maD = 40.83 Tn/m Momento "ltimo :
Y! = p 2M2 < M%9
Posicion:
Tn
1N
2N
3N
4N
14.11
12."8
12."6
12."6
3.32
3.05
3.05
3.05
! mn. = 018 d =
13.78
cm²/cm A. Ca8c98aa
A. Ca8c98aa == U.a7: A. ,#* ! a !a(9 =
13.78
! a !a (9 =
== U.a7: A. ,#* 1 3.7 8
cm
cm² 'istriucion %e &cero a a(9 =
'istriucion %e &cero
₪)
S)p. = / ! S)p. = 0.21 m. USAR:
1
e$uer*o #ransversal: ₪ ) ! )mp = 0.0018A =
₪)
3/4%%
=
2.85
cm²
=
1."1 .
cm..
R 0.20 m. 3/4%%
USAR:
1
S )p . = / ! S)p. = 0.21 m.
0.200 m.
USAR:
cm²
a a(9 =
R 0.180 m. 3/4%%
=
2 .8 5
cm²
=
1."1
cm.
₪ )
! m+naV) = ! m+naV) =
0.180 m.
USAR:
DISTRIBUCION DE ACERO
LONGUITUD DEL MURO =
B
»
10.00 m.
RECUBRIMIENTO =
0.0750 m.
H Muro =
8.00 m.
0.50
28 Ø
-1 Ø 58'' de . m.
8.00
1
3/4%% 0.20 m.
3/4%%
[email protected] Celular: (01) 995441533
"#ero Hor$%o&(),
R 0.20 m.
e$uer*o #ransversal: 15.30
S )p . = / ! S)p. = 0.1" m.
₪)
a a(9 =
5 2 . 0 ! r + r o r $ e 5 1 . E 0 ( r ( ! C 0 * 2 ) ( & o % 5 $ 0 . r o 0 H ! o r 1 e # , " ' ' 8 5 Ø
5 2 . 0 ! + r r o $ r e 0 & 2 . I 0 ( r ( C ! * 0 ) 2 ( & o % 5 $ r 0 o . H 0 o r ! e # 1 " , ' 2 1 Ø
1'' de
.10 m.
"#ero Hor$%o&(), /7 Ø
12'' de
. m.
S=369 1/2%% 45.7m. 1
1/2%% 0.45 m.
R 0.45 m.
3/4%%
=
2.8 5
cm²
=
1."1
cm.
DISTRIBUCION DE ACERO
LONGUITUD DEL MURO =
B
»
10.00 m.
RECUBRIMIENTO =
0.0750 m.
H Muro =
8.00 m.
0.50
28 Ø
5 2 . 0 ! r + r o r $ e 5 1 . E 0 ( r ( ! C 0 * 2 ) ( & o % 5 $ 0 . r o 0 H ! o r 1 e # , " ' ' 8 5 Ø
"#ero Hor$%o&(), -1 Ø 58'' de . m.
8.00
22 Ø
12'' de
5 2 . 0 ! + r r o $ r e 0 & 2 . I 0 ( r ( C ! * 0 ) 2 ( & o % 5 $ r 0 o . H 0 o ! r e # 1 " , ' 2 1 Ø
1'' de
.10 m.
"#ero Hor$%o&(), /7 Ø
12'' de
. m.
.0 m. 28 Ø
1'' de
/.- m.
7Ø
12'' de
. m.
2./5
0./0
A 0.85
A
»
»
0./0
0./0 50 Ø
1.20
0.80
/-'' de
2.05
-.05
B
» 50 Ø
11 Ø
/-'' de
/-'' de
1.0 m.
. m.
CORTE A-A
Ing. Jorge Luis Liza Chancafe
[email protected]
/.1 m.
CORTE B-B
PLANILLA DE ACERO ELEMENTO
Nº
H=
8.00 m.
Ø
LONG
3/8"
1/2"
5/8"
3/4"
1"
Sub Total
TOTAL
PANTALLA CARA INTERIOR
28
1 ''
9.10 m.
1,012.32
1,012.32
28
1 ''
3.40 m.
378.23
378.23
37
1/2 ''
9.90 m.
363.74
363.74
22
1/2 ''
9.00 m.
196.61
196.61
41
5/8 ''
9.90 m.
CARA EXTERIOR
629.96
629.96
258!8#
&APATA ANTERIOR 50
3/4 ''
1.90 m.
212.33
212.33
11
3/4 ''
9.90 m.
243.39
243.39
50
3/4 ''
3.10 m.
346.43
346.43
7
1/2 ''
9.90 m.
POSTERIOR
68.81
68.81
TOTAL
8$!%#
345181
