DISEÑO DE LOSAS ARMADAS EN DOS DIRECCIONES CON EL METODO DIRECTO
Metodo Diseño Directo
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Viga Interior
110 cm. 3.6667
30 cm.hf = 10 cm. t/h = 0.2h = 50 cm.
6 m.Yc = 31.95652 cm.
527862.3
50000
10.55725
Viga de Borde
70 cm. 2.3333
30 cm.hf = 10 cm. t/h = 0.2h = 50 cm.
6 m
6 m
bE = b
E/b
W =
bW
=
l2 =
Ib = cm4
Is = cm4
f1
=
bE = b
E/b
W =
bW
=
l2 =
l1 =
bE
hf
h
bE
bW
k = 1.414877
442149.1
26250
16.84378
Valores Promedios
Para paneles Interiores 10.557Para panles exteriores 12.129Para paneles de esquina 13.701
Ib = cm4
Is = cm4
f2
=
fmi =fmi =fmq =
bW
h
x y30 50
279900.0013 37
C = 21098.52 30099930.0 37.0
C = 162900.0013.00 67.00
C = 43068.52 205969
h (cm)6 13
109850
C = 300999
1.370
Constante Torsional C y 1
C = (1 - 0.63 x/y)(x3y/3) =
= C
C l
2 (m)
Is = l
2 h3/12 = cm4
cm4
t = C/2I
s =
Losa Dos Direcciones
300 6
ancho, cm 150 100 100 100 150 6
15
15hf = 15
30h = 50
21
Momento en el vano Exterior (KN.m) Vano Interior (KN.m) 420
16.00 57.00 70.00 65.0 35.0 4
Momento Total nudos KN.m 51.15 182.23 223.79 207.81 111.90 5.6
Momento en la franja de Columna 44.14 136.67 167.84 155.85 83.92 10.56
Porcion de viga 37.52 116.17 142.67 132.48 71.33 1.37
Losa de la Franja de columnas 6.62 20.50 25.18 23.38 12.59 12Momento Franja Central 7.01 45.56 55.95 51.95 27.97 Ῡ = 5.6
1.79 cm 1.66 cm 7.26 cm 6.70 cm 1.01 cm 10.78285
2.28 7.05 9.26 8.54 4.30 2.889997
Losa de la franja de columnas a = 0.17 cm 0.55 cm 0.68 cm 0.63 cm 0.33 cm 13.12
1.48 4.67 5.76 5.34 2.84
100Losa en la Franja central a = 0.12 0.82 1.02 0.94 0.50 y = 32.20588
1.566 10.491 12.994 12.026 6.3521050974
168750
5.70
319.7
1.00
Vano Exterior
l1 =
l2 =
c1 =
c2 =
bw =
f'c =
fy =
% de Mo de la Tabla 16.2 w
L =
wD =
f1
=
t =
var =
viga a=d-sqr(d2-2Mu/f´cb) a
lim =
s =0.85f´c.ba/fy
, cm2 a
lim =
wu =
s -
cm2 la mitad a cada lado de la viga en la losa de la franja de
columnas be =
s -
cm2 (mitad en cada franja central) I
g =
Is =
ln =
Mol =
f1l2/l
1 =
28.529 263.5 15
20
6
15 6
15
15hf = 6
15h = 20
Momento en el vano Exterior (KN.m) Vano Interior (KN.m) 21
26.00 52.00 70.00 65.0 35.0 420
Momento Total KN.m 0.03 0.07 0.09 0.08 0.04 5.12
Momento en la franja de Columna 0.03 0.05 0.07 0.06 0.03 4
Porcion de viga 0.02 0.04 0.06 0.05 0.03 1.62
Losa de la Franja de columnas 0.00 0.01 0.01 0.01 0.01 3.32
Momento Fraja Central 0.01 0.02 0.02 0.02 0.01 12.544
0.07 0.06 0.17 0.15 0.04 29 0.00000 0.00000 0.00000 0.00000 0.00000 y = 8.46875
0.00 0.00 0.00 0.00 0.00 13467.63
Franja columna losa a= 0.01 0.02 0.02 0.02 0.01
0.00000 0.00000 0.00000 0.00000 0.00000 0.12.846 2.846 2.846 2.846 2.846 4.75
4.75
0.21 0.66 0.88 0.82 0.44 1.0000
0.00000 0.00000 0.00000 0.00000 0.00000 T & S % 0.0018
0.16 0.16 0.16 0.16 0.16
l1 =
l2 =
c1 =
c2 =
bw =
f'c =
% de Mo de la Tabla 16.2 f
y =
wD =
wL =
t =
f1
=
wu =
Viga Rn=
Mu/bd2 b
ef =
s =bd
, in2 I
g =
Is =
Mol =
s -
cm2 la mitad a cada lado de la viga en la losa de la franja de
columna
ds =
ln =
Losa en la Franja central Rn =
f1l2/l
1 =
s -
in2 (mitad en cada franja central)
m. (vano central) 11.9 cm ("d" de la losa)
m. (vano transversal) 44.4 cm ("d" de la viga)
cm
cmcm (espesor losa.)
cm. (ancho viga)cm. (altura viga)
Mpa
Mpa
KN/m^2
KN/m^2
no mas de 2.5
mmcm.
cm. Viga
cm. Losa
KN/m^2
cmcm
m. (luz libre)
KN.m
ds =
dv =
dimensiones columna
cm4
cm4