Ø 1/4" 1/4
Ø 3/8" 3/8
Ø 1/2" 1/2
Ø 5/8" 5/8
Ø 3/4" 3/4
columna Ø 1" #
b 1 Ø 1 1/8" ###
2 Ø 1 1/4" ###
h m 3 Ø 1 3/8" ###
4
m 5
6 12 cm
7 15 cm
8 20 cm
Aligerado 9 25 cm
Maciza 10
Nervada
5
B =
x x DATOS:
= Kg/m2
= Kg/m2
= Kg/m2
= Kg/cm2
= Kg/cm2
> METRADO DE CARGAS.
Peso propio : kg/m2
Peso de acabado : kg/m2
Peso de tabiqueria : kg/m2
= kg/m2
Carga viva. (L)
S/C = x = kg/m2
= kg/m2
Calculo de la Carga Ultima Ampificada.
WU = x + x
WU = kg/m2
WU = Tn/m2
CALCULO DE LOS MOMENTOS MAXIMOS USANDO METODO SIMPLIFICADO DE LOS COEFICIENTES.
Calculo del peralte efectivo
r = Considerando D =
estribos D =
d =
= d = - +
h
d = cm
b =
C = x x x
K = 366 Kgf
0.9996 0.09
20 cm 4 cm 1.27cm
2 15.365
10 cm
0.85 cm 280 10 cm 15 cm
1 x 0.37 x 5.00^2 = 0.383 Tn.m 24
4 cm Ø 1/2" 1.27cm
20 cm Ø 3/8" 0.95cm
0.575 Tn.m x 5.00^2 = x 5.00^2 = x 0.37 x 0.37 16
1 16 1 0.64 0.95 1.27 1.59 1.91 2.54
2.10m
0.30 3.49
VS (30 x 30) VS (30 x 30) VS (30 x 30) 2.86
VP (30 x 30) VP (30 x 30) VP (30 x 30) 3.18
2.10m
VP (30 x 30)
3.10m
VS (30 x 30) VS (30 x 30) VS (30 x 30)
VP (30 x 30) VP (30 x 30) VP (30 x 30) VP (30 x 30)
2 4.00m
VS (30 x 30) VS (30 x 30) VS (30 x 30)
VP (30 x 30) VP (30 x 30) VP (30 x 30) VP (30 x 30) 2.10m
4.00 m
4.00 m 2.10m
0.30
4.00
b h
AREA DE VP = 0.30 0.30
VS (30 x 30) VS (30 x 30) VS (30 x 30)
5.00m 5.00m 5.00m
Aligerado
P. Aca 120 h = 20 cm
P. Tabi 100
AREA DE VS = 0.30 0.30
S/C 300 LOSA:
100
( D ) 200
100
f´c 280
Fy 4200
20 cm 300
368 0.37
0.37 Tn/m
1 x 0.37
200 0.40 m 80
( L ) 80
1.2 200 1.6 80
x 5.00^2 = 0.836 Tn.m 11
1 x 0.37 x 5.00^2 = 0.920 Tn.m x 5.00^2 = 0.383 Tn.m 24
1 x 0.37 x 5.00^2 = 0.920 Tn.m 10
5.00 m 5.00 m 5.00m
10
0.92 Tn.m 0.84 Tn.m
1 1 x 0.37
x 0.37 5.00m
0.38 Tn.m 1 x 0.37
24
x 5.00^2 = 0.383 Tn.m 24
0.38 Tn.m
0.92 Tn.m
x 5.00^2 = 0.383 Tn.m
0.38 Tn.m 0.58 Tn.m 0.58 Tn.m 0.38 Tn.m 0.575 Tn.m
C D B
A
1 2 3 4
𝑃𝐿𝐴𝑁𝑇𝐴 𝑇𝐼𝑃𝐼𝐶𝐴 𝑃𝐼𝑆𝑂𝑆
𝑾𝑼 = 𝟏. 𝟒 ∗ 𝑾𝑫 + 𝟏. 𝟕 ∗ 𝑾𝑳 S/C X B
𝑉𝑃 𝑉𝑃
A B C
𝑽𝑰𝑮𝑼𝑬𝑻𝑨
𝐷. 𝑀. 𝐹. = − − − −
+
+
𝑉𝑃 𝑇. 𝐸𝑥𝑡. 𝑇. 𝐸𝑥𝑡.
𝐴 𝑒𝑥𝑡. 𝐴 𝑖𝑛𝑡. 𝐴 𝑒𝑥𝑡.
𝑉𝑃 D 𝐴 𝑖𝑛𝑡.
− +
−
𝑴𝑩 =𝟏 𝟏𝟎∗ 𝑾𝑼 ∗ 𝑳𝟐 𝑴𝑪 =𝟏
𝟏𝟏∗ 𝑾𝑼 ∗ 𝑳𝟐 𝑴𝑫 =𝟏
𝟏𝟎∗ 𝑾𝑼 ∗ 𝑳𝟐
𝑴𝑨𝑩 =𝟏 𝟐𝟒∗ 𝑾𝑼 ∗ 𝑳𝟐 𝑴𝑩𝑪 =𝟏
𝟏𝟔∗ 𝑾𝑼 ∗ 𝑳𝟐 𝑴𝑪𝑫 =𝟏
𝟏𝟔∗ 𝑾𝑼 ∗ 𝑳𝟐 𝑴𝑨 =𝟏
𝟐𝟒∗ 𝑾𝑼 ∗ 𝑳𝟐
E
+
− − 𝑴𝑬 =𝟏
𝟐𝟒∗ 𝑾𝑼 ∗ 𝑳𝟐
𝑴𝑫𝑬 =𝟏 𝟐𝟒∗ 𝑾𝑼 ∗ 𝑳𝟐
As =
Metodo iterativo Acero negativo central
a = =
Asi = x
0.9 x x - = cm2
2º iteracion
a = x = x =
0.9 x fc x b x x
Asi = x
0.9 x x - = cm2
3º iteracion
a = x = =
0.9 x fc x b x x
Asi = x
0.9 x x - = cm2
= cm2
= cm2
USAR:### " @ m
Acero negativo extremo
a = =
Asi = x
0.9 x x - = cm2
2º iteracion
a = x = x = cm2
0.9 x fc x b x x
Asi = x
0.9 x x - =
3º iteracion
a = x = x =
0.9 x fc x b x x
Asi = x
0.9 x x - =
= cm2
= cm2
USAR:### " @ m
Acero positivo
a = =
Asi = x
0.9 x x - =
2º iteracion
a = As x fs = x =
0.9 x fc x b x x
Asi = x
0.9 x x - =
3º iteracion
a = As x fs = x =
0.9 x fc x b x x
Asi = x
0.9 x x - =
= cm2
= cm2
USAR:### " @ m
area cm2
0.95 1.91 Ø 3/8"
Ø 3/4"
1 3/4
Ø 3/8" 0.95
0.38 100000
4200 15.37 1.29 0.69
2
4200 15.37 3.07 0.73
2
area cm2
Ø 3/8" 0.95 Ø 3/4" 1.91
1 3/4
2
area
0.90 100000
4200 15.37 1.86 1.65
2 cm2
Ø 3/4" 1.91
4200 15.37 1.94 1.06
2
1.06 4200 1.86
0.85 280 10 cm
2
1.10 4200 1.94
0.85 280 10 cm
0.58 100000
15.365 3.073 5
0.58 10^5
4200 15.37 3.07
1.22
0.85 280 10 cm
0.90 100000
4200 15.37 1.22 1.61
0.69 4200
1.10
0.73 4200 1.29
0.85 280 10 cm
4200 15.37 3.11 1.72
2
15.365 3.073 5
0.38 10^5
15.365 3.073 5 0.92
4200
0.92 4200
0.90 100000
10^5
2
4200 0.85
100000
3.11
280 10 cm
15.37 3.07 1.76
2
1.76 4200
0.85 280 10 cm
1.58 cm
fy As
fy
As 1.76 x
Fy As
As Fy
0.23
0.17
1 3/4 0.42
3.11
15.37 3.11 1.76
𝑨𝒔 =𝑲 𝑭𝒚𝟏 − 𝟏 −𝟐𝑴𝑼
𝑲 𝒙 𝒅
VERIFICANDO ACERO MINIMO
= cm2
0.7 x x x = cm2
VERIFICANDO ACERO MAXIMO
=
Asmax = x x Cuantia balanceada
Asmax = cm2 =
DISTRIBUCION DE ACERO
1 " 1 " 1 "
1 " 1 "
3.27
0.021
0.028 4200
10 cm 15.365 0.429
0.021 10 cm 15.365
0.429
16.733
3/4 3/4
3/4 3/4
3/4 𝑨𝒔𝒎𝒊𝒏 =𝟎. 𝟕 𝒙 𝑭`𝑪
𝑭𝒚 𝒙 𝒃 𝒙 𝒅
𝑨𝒔𝒎𝒂𝒙 = 𝑪 𝒙 𝒃 𝒙 𝒅 𝑪 = 𝟎. 𝟕𝟓 𝒙 𝑷𝒃
Pb = 0.85 x B1 x 𝒇`𝒄𝑭𝒚𝒙𝟔𝟎𝟎𝟎+𝑭𝒚𝟔𝟎𝟎𝟎