Placa entrepiso

DISEÑO DE PLACA DE ENTREPISO e = 0,18 mts
20
AVALÚO DE CARGAS
Placa 0,480 Ton / ML
Acabados 0,090 Ton / ML
Tabiques 0,150 Ton / ML
CARGAMUERTA 0,640 Ton / ML
CARGA VIVA 0,400 Ton / ML
CARGA TOTAL 1,04 Ton / ML
W = 1,5 x 1,04 = 1,56 Ton / ML
W= 1,56 Ton / ML
L = 3,43 mtsM = 2.30 Ton - ML
K = 0,010
ρ = 0,0030
As = 4,50 cm2
1 Ø ½ ´´ c / 20 cms
12. CÁLCULO DE VIGA DE CIMENTACION L = 3,83 metros
WTo t a l =1.0 Ton / m = W
M = w L2 / 12 = 1.0 ton x ( 3.83 )2 / 12 = 1.84 Ton – m
V = W L / 2 = 1.0 Ton / m x 3.83/ 2 = 1,92 Ton
υc= V / ( b x d ) d =V / (υc x b ) = 1920 Kg / (5.07 x 25) = 16 dmínimo = 27 cms
defectivo = 30 cms - 3 cms = 27 cms
Mrc = 0.5 x fc x J x K x B x d2 = 0.5 x 117.60x 0.88 x 0.38 x 30 x 729= 4,32 Ton - m
21
Mactuatne = 1.00 ton x (5.27/2) = 2.635 Ton – m
RA = RB = 5.27 / 2 = 2.635 Ton
Mactuante = 1.0ton/m x (5.27)2 / 12 = 2.31 Ton - m
Mactuante = 2.31 Ton - m ≤ Mrc = 4.32 Ton – m
0. K.
Ms = As x fs x J x d As = 2310 / ( Fs x j x d )
As =2310 /( 2100 x 0.88 x 0.27 )
As = 4.63 cms2
3ø 5/8” ( +) y 3ø 5/8” ( - )
ESTRIBOS:
υc = V / ( b x d ) = 2640 / ( 25 X 27 ) = 3.91 Kg / Cm2
Δυ= 5.48 – 3.91 = 1.57 Kg / Cm2
s = fs x Av / b (υ = 2100 x Av / ( 30 x 1.57 ) =
= 44.5 Av = 44.5 x 0.71 = 32 cms
s1 = (υ x X / υc = 1.57 Kg /cm2 x 100 cms / 4,44 Kg / Cms2
= 23 cms
S = s1 + d = 24 + 27 = 51 cms
No. de estribos = S / s1 = 51 / 23
= 4 estribos
1ø 3/8” cada 20 cm