Calculo de estructuras

Peralte de la losa
500/28= 17.85 = 20

No. De paquetes
16 x 60 = 960 15 x 60 = 900
17 x 11 = 187 1 x 30 = 30
1147 1117

14 x 6 = 840
15 x 10 = 150
990

Peso Propio de la losa
A rec. = (11.50 x 5) = 57.5 m2
VT = (.20) (57.5) = 11.5 m3VA= (16 x 30) = 480 piezas de (.15 x .30 x.30) = 6.48 m3
VC = 11.5- 6.48 = 5.02 m3
P.P.C. = 5.02 x 2400= 209.53 = 210 kg/ m2
P.P.A. = (480) (4.5) / 57.5 = 37.56 = 38 kg/ m2
P.P.L. = 210 + 38 = 248 kg/m2

Carga Viva= 100 kg/ m2

P.p. impermeable……………………………………………………….. 12 kg/m2
P.p. Empastado/ relleno pluvial…………………….… (.035) (2000) = 70 kg/m2
P.p. Relleno pluvial……………………………………(.084) (1600) = 134.4 kg/m2
P.p. Losa de concreto……………………………………………………248 kg/m2
P.p. Zarpeo cerrado …………………………………….(.035)(2000) = 70 kg/m2
P.p. Yeso………………………………………………….. (.02) (1800) = 36 kg/m2
P.p. Ductos…………………………………………………………………30 kg/m2
Carga Muerta: 600.4 kg/m2

Pendiente de Relleno Pluvial:
(0.02) (4.20) = .084
Carga ultima dediseño:
Wu: 1.2 (600.4) + 1.6 (100) = 880.48

VC -1
Carga ultima de diseño
Wu: 880.48 ( 2.50) + 1.4 (.35)(.50)(2400) = 2789.2 kg/m2






Tabla de diseño por flexion
M Max b h Q
(1.695-√2.873-4(m.max)/(1.062)(b)(d)2/2)= >0.32 p
(q/21)=
< 0.0033 As
(p)(b)(d) # Vrs diam.
(As/ a.v.)
-14,578 35 50 0.123 0.0058 9.13 2#8
+24,991 35 50 0.226 0.0107 16.85 3#8-31,044 35 50 0.294 0.014 22.05 4#8
+17,086 35 50 0.146 0.0069 10.86 2#8
-31,934 35 50 0.305 0.0145 22.83 5#8
+26,348 35 50 0.240 0.0114 17.95 3#8
-15,370 35 50 0.130 0.0061 9.60 2#8
1/3 As (+)
3#8
2#8
3#8
8#8 / 3
3#8

Longitud de desarrollo para el acero positivo
Ld = L/2 + L/ 16
Ld1 = 11.20/2 + 11.20 /16= 5.6+.07= 5.67cm
Ld2= 9.90/2 + 9.90/16=4.95 + 0.61= 5.56cm
Ld3=11.50/2+11.50/16=5.75 + .071= 5.82cm

Longitud de traslape
LT= 40(diam. Varilla)
LT= 40 (2.54) = 101.6 cm

Revisión de corte por flexión
Vud= Vud/diam(b)(d)≤1/2 √f1c = 7.07 kg/cm2
Vud= 1.15 (2789.2)(11.50)/2- (2789.2)(.45) = 17188.445
Vud= 17188.445/ (.85) (35)(45) = 12.83 > 7.07 kg/cm2
Falla por corte, requiere acero por corte. (estribos)

Calculo de Área de acero por corte.
A.V.= (VU-VC)(S)(b)/ 2y
A.V.= (12.83 – 7.07)(20)(35) / 2 (4200) = 0.48
Estribos de 5/6” a cada 20cms

VC -2 (A compresión)

Carga ultima de diseño
Wu: 880.48 (4.60) + 1.4 (.40)(.60)(2400) = 4856.60 kg/m2






MR = .46725125 (40) (50)2
MR= 46725

M Max b h q
(1.695-√2.873-4(m.max)/(1.062)(b)(d)2/2)= >0.32 p
(q/21)=
< 0.0033 As
(p)(b)(d) # Vrs diam.
(As/ a.v.)M’e
(m.max-MR) A’s
(M’e/diam.fy(d-d’)
As max
0.016(b)
(d) AST
A’s+As mx ASC
A’s/0.75β #Vrs diam
(Asc/ a.v.)
-25384 40 55 .155 .0073 14.6 3#8


+43515 40 55 .292
.0139 27.8 6#8

-54055 40 55 36.3 7#8
7330 4.30 32 36.3 5.73 1#8
+24750 40 55 .185
.0088 17.6 4#8
-55603 40 55 37.21 7#8 8878 5.21 32 37.21 6.94 2#8
+45878 40 55 .312 .0148 29.6 6#8

-26762 40 55.164 .0078 15.6 3#8
TABLA DE DISEÑO POR COMPRESION

M’e = 54055-46725 = 7330 Asmax. 0.016(40)(50) =32
55603-46725= 88 AST= (A’s +Asmax) = 430 + 32 = 36.3
A’s= M’e 7330x100/ (.90)(4200)(50-5) = 4.30ASC = A’s/.75 = 4.30/.75= 5.73
1/3 As (+)
6#8
4#8
6#8
16#8 / 3
5#8

Longitud de desarrollo para el acero positivo
Ld = L/2 + L/ 16
Ld1 = 11.20/2 + 11.20 /16= 5.6+.07= 5.67cm
Ld2= 9.90/2 + 9.90/16=4.95 + 0.61= 5.56cm
Ld3=11.50/2+ 11.50/16=5.75 + .071= 5.82cm

Longitud de traslape
LT= 40(diam. Varilla)
LT= 40 (2.54) = 101.6 cm...