diseño de viga
3
Diseño de viga Tipo 1 (para vigas interiores en la losa) (ACI 318-05) Datos Dimensiones de la Viga Dimensiones de la Columna Longitud de la Viga ≔ b 25 ≔ ϕ long 12 ≔ b c 25 ≔ L v 600 ≔ fy 4200 ―― 2 ≔ h 45 ≔ ϕ est 6 ≔ h c 25 ≔ fc 210 ―― 2 ≔ rec 2.5 ≔ ϕ 0.9 ≔ β. = − 0.85 ――――――― ⋅ 0.05 ⎛ ⎜ ⎝ − fc 280 ―― 2 ⎞ ⎟ ⎠ 70 ―― 2 0.9 ≔ β 0.85 Canto Util ≔ d = − − − h ―― ϕ long 2 rec ϕ est 41.3 ≔ d´ = + + rec ―― ϕ long ⋅ 2 10 ―― ϕ est 10 2.62 Cuantia Minima Cuantia Maxima a Traccion ≔ ρ min ――――― ⋅ 0.8 ‾‾‾‾‾‾‾ ⋅ fc ―― 2 fy ≔ c. = ⋅ ― 3 8 d 15.49 ≔ a t = ⋅ β c. 13.16 ≔ ρ max = ⋅ ⋅ ⋅ ― 3 8 0.85 β ― fc fy 0.01 ≔ As min = ⋅ ⋅ ρ min bd 2.85 2 ≔ As max = ⋅ ⋅ ρ max bd 13.99 2 Momentos Ultimos SAP2000 Cortante Ultimo SAP2000 ≔ Mu pos ⋅ 521389.96 ≔ Vu d 12528.85 ≔ Mu neg ⋅ 859640.41 Momento Ultimo que Resiste la Viga = Mu pos 521389.96 ⋅ ≔ M ut = ⋅ ⋅ ⋅ ϕ As max fy ⎛ ⎜ ⎜ ⎝ − d ―――― ―――― ⋅ As max fy ⋅ ⋅ 0.85 fc b 2 ⎞ ⎟ ⎟ ⎠ 1835580.08 ⋅ = Mu neg 859640.41 ⋅ ≔ As pos = ⋅ ―――― ⋅ ⋅ 0.85 fc b fy ⎛ ⎜ ⎝ − d ‾‾‾‾‾‾‾‾‾‾‾‾‾‾ − d 2 ――――― ⋅ 2 Mu pos ⋅ ⋅ ⋅ 0.85 ϕ fc b ⎞ ⎟ ⎠ 3.48 2 = As positivo 3.48 2 = As min 2.85 2 ≔ As neg = ⋅ ―――― ⋅ ⋅ 0.85 fc b fy ⎛ ⎜ ⎝ − d ‾‾‾‾‾‾‾‾‾‾‾‾‾‾ − d 2 ――――― ⋅ 2 Mu neg ⋅ ⋅ ⋅ 0.85 ϕ fc b ⎞ ⎟ ⎠ 5.9 2 = As negativo 5.9 2
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Transcript of diseño de viga
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Diseo de viga Tipo 1(para vigas interiores en la losa)
(ACI 318-05)Datos Dimensiones de la Viga Dimensiones de la Columna
Longitud de la Viga
b 25 long 12 bc 25 Lv 600fy 4200 2
h 45 est 6 hc 25
fc 210 2
rec 2.5
0.9 . =0.85
0.05
fc 280 2
70 2
0.9 0.85
Canto Util
d =h long2
rec est 41.3 d =++rec long2 10
est10
2.62
Cuantia Minima Cuantia Maxima a Traccion
min
0.8fc
2
fyc. =3
8d 15.49 at = c. 13.16 max =
3
80.85
fc
fy0.01
Asmin =min b d 2.852
Asmax =max b d 13.992
Momentos Ultimos SAP2000 Cortante Ultimo SAP2000
Mupos 521389.96 Vud 12528.85
Muneg 859640.41
Momento Ultimo que Resiste la Viga
=Mupos 521389.96
Mut = Asmax fy
d
Asmax fy
0.85 fc b
2
1835580.08
=Muneg 859640.41
Aspos =0.85 fc b
fy
d
d
2
2 Mupos0.85 fc b
3.482
=Aspositivo 3.482
=Asmin 2.852
Asneg =0.85 fc b
fy
d
d
2
2 Muneg0.85 fc b
5.92
=Asnegativo 5.92
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Acero Provisto Negativo
Diametro de barra Numero de Barras
d1b 12 n1b 2
d2b 16 n2b 2
d3b 10 n3b 0
i 1 3 ni
n1bn2bn3b
dbi
d1bd2bd3b
AsprovNeg =i 1
1
ni
dbi
2
4
=AsprovNeg 6.282 Usar 212 + 216
Acero Provisto Positivo
Diametro de barra Numero de Barras
d1b 12 n1b 3
d2b 16 n2b 0
d3b 10 n3b 1 n
AsprovPos =i 1
1
ni
dbi
2
4
=AsprovPos 4.182 Usar 312 + 110
Diseo a Cortante
c 0.75 =Vud 12528.85 =est 6
Resistencia del Hormigon a Corte Cantidad requerida para Corte
cVc =c 0.53fc
2b d 5947.533 cVs =Vud cVc 6581.317
Vcmax =0.93fc
2b d 13914.98
Vsmax =2.10fc
2b d 31420.93
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Cantidad de refuerzo a corte
=cVc 5947.533 =Vud 12528.85
=1.06fc
2b d 15860.087
Separacion.Max =d
220.65
=cVs 6581.317
=2.12fc
2b d 31720.175 Separacion =
d
410.33
Av =2 est
2
40.57
2Sep =
Av fy
Vud
c b d0.53
fc
2
b
11.18
Separacion de Estribos
S Round ,min ,||Sep|| Separacion.Max 1
=S 11 Usar: 6 c/11 cm
Longitud para estribos Separacion maxima
Vud
Lv2
cVcLvc
Lvc 145
