Viga Tipo Plana
3
Diseño de viga Plana (para vigas interiores en la losa) (ACI 318-05) Datos Dimensiones de la Viga Dimensiones de la Columna Longitud de la Viga ≔ b 45 ≔ ϕ long 12 ≔ b c 25 ≔ L v 600 ≔ fy 4200 ―― 2 ≔ h 20 ≔ ϕ est 8 ≔ 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 16.1 ≔ d´ = + + rec ―― ϕ long ⋅ 2 10 ―― ϕ est 10 2.64 Cuantia Minima Cuantia Maxima a Traccion ≔ ρ min ――――― ⋅ 0.8 ‾‾‾‾‾‾‾ ⋅ fc ―― 2 fy ≔ c. = ⋅ ― 3 8 d 6.04 ≔ a t = ⋅ β c. 5.13 ≔ ρ max = ⋅ ⋅ ⋅ ― 3 8 0.85 β ― fc fy 0.01 ≔ As min = ⋅ ⋅ ρ min bd 2 2 ≔ As max = ⋅ ⋅ ρ max bd 9.81 2 Momentos Ultimos SAP2000 Cortante Ultimo SAP2000 ≔ Mu pos ⋅ 178734.09 ≔ Vu d 6015.04 ≔ Mu neg ⋅ 384687.16 Momento Ultimo que Resiste la Viga = Mu pos 178734.09 ⋅ ≔ M ut = ⋅ ⋅ ⋅ ϕ As max fy ⎛ ⎜ ⎜ ⎝ − d ―――― ―――― ⋅ As max fy ⋅ ⋅ 0.85 fc b 2 ⎞ ⎟ ⎟ ⎠ 502108.4 ⋅ = Mu neg 384687.16 ⋅ ≔ As pos = ⋅ ―――― ⋅ ⋅ 0.85 fc b fy ⎛ ⎜ ⎝ − d ‾‾‾‾‾‾‾‾‾‾‾‾‾‾ − d 2 ――――― ⋅ 2 Mu pos ⋅ ⋅ ⋅ 0.85 ϕ fc b ⎞ ⎟ ⎠ 3.09 2 = As positivo 3.09 2 = As min 2 2 ≔ As neg = ⋅ ―――― ⋅ ⋅ 0.85 fc b fy ⎛ ⎜ ⎝ − d ‾‾‾‾‾‾‾‾‾‾‾‾‾‾ − d 2 ――――― ⋅ 2 Mu neg ⋅ ⋅ ⋅ 0.85 ϕ fc b ⎞ ⎟ ⎠ 7.15 2 = As negativo 7.15 2
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Transcript of Viga Tipo Plana
Diseño de viga Plana(para vigas interiores en la losa)
(ACI 318-05)Datos Dimensiones de la Viga Dimensiones de la Columna
Longitud de la Viga
≔b 45 ≔ϕlong 12 ≔bc 25 ≔Lv 600≔fy 4200 ――
2
≔h 20 ≔ϕest 8 ≔hc 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 ――ϕlong
2rec ϕest 16.1 ≔d´ =++rec ――
ϕlong
⋅2 10――ϕest
102.64
Cuantia Minima Cuantia Maxima a Traccion
≔ρmin ―――――
⋅0.8‾‾‾‾‾‾‾
⋅fc ――2
fy≔c. =⋅―
3
8d 6.04 ≔at =⋅β c. 5.13 ≔ρmax =⋅⋅⋅―
3
80.85 β ―
fc
fy0.01
≔Asmin =⋅⋅ρmin b d 22
≔Asmax =⋅⋅ρmax b d 9.812
Momentos Ultimos SAP2000 Cortante Ultimo SAP2000
≔Mupos ⋅178734.09 ≔Vud 6015.04
≔Muneg ⋅384687.16
Momento Ultimo que Resiste la Viga
=Mupos 178734.09 ⋅
≔Mut =⋅⋅⋅ϕ Asmax fy
⎛⎜⎜⎝
−d ――――
――――⋅Asmax fy
⋅⋅0.85 fc b
2
⎞⎟⎟⎠
502108.4 ⋅
=Muneg 384687.16 ⋅
≔Aspos =⋅――――⋅⋅0.85 fc b
fy
⎛⎜⎝
−d‾‾‾‾‾‾‾‾‾‾‾‾‾‾
−d2
―――――⋅2 Mupos
⋅⋅⋅0.85 ϕ fc b
⎞⎟⎠
3.092
=Aspositivo 3.092
=Asmin 22
≔Asneg =⋅――――⋅⋅0.85 fc b
fy
⎛⎜⎝
−d‾‾‾‾‾‾‾‾‾‾‾‾‾‾
−d2
―――――⋅2 Muneg
⋅⋅⋅0.85 ϕ fc b
⎞⎟⎠
7.152
=Asnegativo 7.152
Acero Provisto Negativo
Diametro de barra Numero de Barras
≔d1b 12 ≔n1b 3
≔d2b 16 ≔n2b 2
≔d3b 10 ≔n3b 0
≔i ‥1 3 ≔ni
n1b
n2b
n3b
⎡⎢⎢⎣
⎤⎥⎥⎦
≔dbi
d1b
d2b
d3b
⎡⎢⎢⎣
⎤⎥⎥⎦
≔AsprovNeg ∑=i 1
1⎛⎜⎜⎝――――
⋅⋅ni
⎛⎝dbi
⎞⎠
2
4
⎞⎟⎟⎠
=AsprovNeg 7.412 Usar 3ϕ12 + 2ϕ16
Acero Provisto Positivo
Diametro de barra Numero de Barras
≔d1b 12 ≔n1b 3
≔d2b 16 ≔n2b 1
≔d3b 10 ≔n3b 0n
≔AsprovPos ∑=i 1
1⎛⎜⎜⎝――――
⋅⋅ni
⎛⎝dbi
⎞⎠
2
4
⎞⎟⎟⎠
=AsprovPos 5.42 Usar 3ϕ12 + 1ϕ16
Diseño a Cortante
≔ϕc 0.75 =Vud 6015.04 =ϕest 8
Resistencia del Hormigon a Corte Cantidad requerida para Corte
≔ϕcVc =⋅⋅⋅⋅ϕc 0.53‾‾‾‾‾‾fc ――
2b d 4173.353 ≔ϕcVs =−Vud ϕcVc 1841.687
≔Vcmax =⋅⋅⋅0.93‾‾‾‾‾‾‾
⋅fc ――2
b d 9764.07
≔Vsmax =⋅⋅⋅2.10‾‾‾‾‾‾‾
⋅fc ――2
b d 22047.91
Cantidad de refuerzo a corte
=ϕcVc 4173.353 =Vud 6015.04
=⋅⋅⋅1.06‾‾‾‾‾‾‾
⋅fc ――2
b d 11128.943≔Separacion.Max =―
d
28.05
=ϕcVs 1841.687
=⋅⋅⋅2.12‾‾‾‾‾‾‾
⋅fc ――2
b d 22257.885 ≔Separacion =―d
44.03
≔Av =⋅2 ――――⋅ ⎛⎝ϕest⎞⎠
2
41.01
2≔Sep =――――――――――
⋅Av fy
⋅⎛⎜⎝
−―――Vud
⋅⋅ϕc b d⋅0.53
‾‾‾‾‾‾‾⋅fc ――
2
⎞⎟⎠
b
27.68
Separacion de Estribos
≔S Round ⎛⎝ ,min ⎛⎝ ,||Sep|| Separacion.Max⎞⎠ 1 ⎞⎠
=S 8 Usar: ϕ 8 c/8 cm
Longitud para estribos Separacion maxima
＝――Vud
―Lv
2
――ϕcVc
Lvc
≔Lvc 210
