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Diseñar por corte la viga que se muestra en la figura adjunta. La viga está sometida a una carga uniformemente repartida. (Refuerzo de flexión son varillas de 1”)
W D=4.1 t /m
W L=1.6 t /m
Utilice estribos de ∅38
de dos ramas verticales
f ' c=210kg /cm2
f y=4200k g /cm2
wu=1.4∗4.1+1.7∗1.6=8.46 t
18wuL
2=18∗8.46∗6.82=48.90 t−m
M=18wu L
2
V Au=wuL2−M
L=21.57 L→V A cara=V Aeje−wu∗0.15=20.30 t
V Bu=wuL2+ M
L=35.96 L→V Bcara=34.69t
x0
20.30= 6.5
20.30+34.69→x0=2.40
d=60−( 4+0.95+1.27 )=53.78
Cortantes en el apoyo B
V du=34.69−8.46∗0.5378=30.14 t
V c=0.53 √210 (10 )∗0.3∗0.54=12.44 t
V s=V n−V c=30.140.85
−12.44=23.02t
V s<1.06 √ f ' cbw d=24.88 t
∴ s≤d2=27 cm;60cm
s=Av f y d
V s
=1.42∗4.2∗53.7823.02
=13.9cm
Usar estribos ∅ 3 /8 @ 0.14
So=20cm→V s=16.04 t→V n=28.48 t→V u=24.21 t
24.21=34.69−8.46∗m0→m0=1.24 m
Avmin=3.5bwsf y
→s=1.42∗42003.5∗30
=56.8cm
s≤d2=27cm
V n=V c
2=6.22 t→V u=5.29 t
5.29=34.69−8.46m0→m0=3.48m
Estribos ∅ 3 /8 : 1 @ 0. 05, 9 @ 0. 14
0.05+9∗0.14=1.31m
So=27cm→V s=11.88 t→V n=2 4.32 t→V u=2 0.67 t
20.67=34.69−8.46∗m0→m0=1.66m
Ldisp=1.66−1.31=0.35m∴ 0.35So
=0.350.20
1.31+0.40=1.71m
3.48−1.71=1.77m∴ 1.77So
=1.770.27
Estribos ∅ 3 /8 1@ 0.05, [email protected] , [email protected] ,[email protected]
Cortantes en el apoyo A
V du=20.30−8.46∗0.5378=15.73 t→V n=18.51t
V s=6.08 t<1.06 √ f ' cbw d=24.88 t∴ s≤d2=27cm;60cm
s=Av f y d
V s
=1.42∗4.2∗53.786.08
=52.75cm
Usar estribos ∅ 3 /8 @ 0.27
V n=V c
2=6.22 t→V u=5.29 t
5.29=20.30−8.46m0→m0=1.77m
Estribos ∅ 3 /8 : 1 @ 0.05, 7 @ 0. 27
Estribo
∅ 3 /8 : 1 @ 0.05, 7 @ 0.27
Estribo
∅ 3 /8 : 1 @ 0.05, 9 @ 0. 14 m , 2 @ 0.2 0 m , 7 @ 0. 2
Estribo
∅ 3 /8 : 1 @ 0.05, 7 @ 0.27
