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Calculo de acero en vigas ok
1. CALCULO DE REFUERZO EN VIGAS
PRIMER PISO
VIGA VP-101
Fy = 4200 kg/cm
2
h = 70 cm
F´c = 210 kg/cm
2
b = 30 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 64.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-)
25.40 11.40 26.30 OK
19.54 11.40 20.10 OK
29.34 11.40 29.45 OK
17.03 11.40 18.55 OK
27.08 11.40 29.10 OK
Qu (Etabs)= 15.76 L = 4.75 W = 6.64
11.51 13.54 s = (Av xFy x d)/Vs -310
0.85 12.55 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 69
Vc = 0.53*(f´c)^(1/2)xbxd 14.769 -1.23 s max = d/2 Ø3/8"=0.953 32
m = -0.16 m Vsx = OK s max = 45 45
x = 0.73 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 57
Y = 1.43 Estribos
si :Vn <= Vc , entonces un refuerzo minimo. Estribos
4Ø3/4"
Apoyo C
2Ø5/8"
2Ø5/8"
2Ø5/8"
CORTANTE
Apoyo A
Tramo A-B
Apoyo B
Apoyo B-C
4Ø3/4"
2Ø3/4"
Acero a usar Sup.
4Ø3/4"
2Ø3/4"
-310
2Ø5/8"
Acero a usar Inf.
2Ø5/8"
Ø =
Vud (Etabs) = Vn =
ØVc =
Vs=Vn - Vc =
5.72 Tn
-0.25 m
ø 3/8" 1@5, 3@10,R@20
ø 3/8" 1@5, 3@10, 3@15, R@30
2. VIGA VP-102
Fy = 4200 kg/cm
2
h = 70 cm
F´c = 210 kg/cm
2
b = 30 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 64.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-) Acero a usar Sup. Acero a usar Inf.
23.59 11.40 24.50 OK
14.72 7.60 15.82 OK
37.71 17.10 38.01 OK
25.11 10.53 26.10 OK
30.98 16.62 31.12 OK
Qu (Etabs)= 17.82 L = 4.75 W = 7.50
13.01 15.31 s = (Av xFy x d)/Vs 712
0.85 12.55 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 69
Vc = 0.53*(f´c)^(1/2)xbxd 14.769 0.54 s max = d/2 Ø3/8"=0.953 32
m = 0.06 m Vsx = OK s max = 45 45
x = 0.65 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 57
Y = 1.54 Estribos
si :Vn <= Vc , entonces un refuerzo minimo. Estribos
2Ø3/4"
Apoyo C
6Ø3/4"
2Ø3/4"
Apoyo A
Tramo A-B
Apoyo B
Apoyo B-C
2Ø3/4''+1Ø5/8"
3Ø3/4''+1Ø5/8"
Ø = ØVc =
0.05 m
2Ø3/4''+1Ø5/8"
32
3Ø3/4"+1Ø1"
4Ø3/4"
2Ø3/4''+1Ø5/8"
2Ø3/4''+1Ø5/8"
Vs=Vn - Vc =
5.72 Tn
CORTANTE
Vud (Etabs) = Vn =
ø 3/8" 1@5, 3@10,R@20
ø 3/8" 1@5, 3@10, 3@15, R@30
3. VIGA VP-103
Fy = 4200 kg/cm
2
h = 70 cm
F´c = 210 kg/cm
2
b = 30 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 64.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-) Acero a usar Sup. Acero a usar Inf.
14.46 7.60 15.52 OK
11.02 7.60 12.31 OK
33.55 13.62 35.10 OK
23.68 10.53 24.10 OK
23.59 10.53 24.93 OK
Qu (Etabs)= 15.61 L = 3.55 W = 8.79
9.97 11.73 s = (Av xFy x d)/Vs -126
0.85 12.55 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 69
Vc = 0.53*(f´c)^(1/2)xbxd 14.769 -3.04 s max = d/2 Ø3/8"=0.953 32
m = -0.29 m Vsx = OK s max = 45 45
x = 0.55 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 57
Y = 1.06 Estribos
si :Vn <= Vc , entonces un refuerzo minimo. Estribos
2Ø3/4''+1Ø5/8"
Tramo A-B 2Ø3/4" 2Ø3/4''+1Ø5/8"
Apoyo A 2Ø3/4+1Ø5/8"
Apoyo B 3Ø3/4"+1Ø1" 2Ø3/4''+1Ø5/8"
Apoyo B-C 2Ø3/4" 3Ø3/4''+1Ø5/8"
Apoyo C 3Ø3/4"+1Ø5/8" 2Ø3/4''+1Ø5/8"
CORTANTE
Vud (Etabs) = Vn =
-126
Ø = ØVc =
Vs=Vn - Vc =
5.72 Tn
-0.21 m
ø 3/8" 1@5, 3@10,R@20
ø 3/8" 1@5, 3@10, 3@15, R@30
4. VIGA VP-104
Fy = 4200 kg/cm
2
h = 50 cm
F´c = 210 kg/cm
2
b = 25 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 44.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-) Acero a usar Sup. Acero a usar Inf.
5.02 3.96 6.90 OK
3.22 3.96 4.25 OK
6.39 3.96 6.90 OK
2.21 3.96 4.25 OK
5.70 3.96 6.90 OK
10.18 5.94 11.01 OK
13.10 6.81 14.20 OK
Qu (Etabs)= 15.61 L = 3.55 W = 8.79
11.73 13.80 s = (Av xFy x d)/Vs 49
0.85 7.20 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 82
Vc = 0.53*(f´c)^(1/2)xbxd 8.468 5.33 s max = d/2 Ø3/8"=0.953 22
m = 0.52 m Vsx = OK s max = 45 45
x = 0.32 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 68
Y = 1.37 Estribos
si :Vn <= Vc , entonces un refuerzo minimo.
Apoyo B' 2Ø5/8" 2Ø5/8"
2Ø5/8"
Tramo A-B
2Ø5/8"
2Ø5/8" 2Ø5/8"
2Ø5/8"
2Ø5/8"
Tramo B-B'
2Ø5/8"
2Ø5/8"
Apoyo B
Vn =
Vud (Etabs) =
Vs=Vn - Vc =
ØVc =
2Ø5/8"
2Ø5/8"
Apoyo A
Apoyo B'
ø 3/8" 1@5, 3@15,R@25
0.64 m
3.28 Tn
CORTANTE
3Ø5/8"
1Ø3/4"+2Ø5/8"
Apoyo C
Ø =
22
5. VIGA VP-105
Fy = 4200 kg/cm
2
h = 40 cm
F´c = 210 kg/cm
2
b = 30 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 34.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-)
9.10 6.81 9.85 OK
6.62 5.23 7.12 OK
8.89 6.81 9.85 OK
Qu (Etabs)= 12.12 L = 5.25 W = 4.62
10.55 12.41 s = (Av xFy x d)/Vs 45
0.85 6.68 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 69
Vc = 0.53*(f´c)^(1/2)xbxd 7.857 4.55 s max = d/2 Ø3/8"=0.953 17
m = 0.84 m Vsx = OK s max = 45 45
x = 0.56 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 57
Y = 1.90 Estribos ø 3/8" 1@5, 3@10, 3@15, R@20
si :Vn <= Vc , entonces un refuerzo minimo.
Acero a usar Sup.
Apoyo E' 1Ø3/4" + 2Ø5/8"
Apoyo C
CORTANTE
Tramo C-E'
Acero a usar Inf.
2Ø5/8"
1Ø3/4" + 2Ø5/8" 2Ø5/8" + 1Ø1/2"
2Ø5/8" + 1Ø1/2"
Vud (Etabs) = Vn =
17
Ø = ØVc =
Vs=Vn - Vc =
3.04 Tn
0.62 m
2Ø5/8" + 1Ø1/2"
6. VIGA VP-106
Fy = 4200 kg/cm
2
h = 45 cm
F´c = 210 kg/cm
2
b = 30 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 39.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-)
9.21 7.50 9.90 OK
7.61 6.10 8.10 OK
9.42 7.69 10.10 OK
5.34 4.18 7.20 OK
6.59 3.96 7.13 OK
5.65 3.96 6.23 OK
5.59 3.96 6.42 OK
Qu (Etabs)= 13.77 L = 5.25 W = 5.25
11.72 13.79 s = (Av xFy x d)/Vs 49
0.85 7.66 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 69
Vc = 0.53*(f´c)^(1/2)xbxd 9.009 4.78 s max = d/2 Ø3/8"=0.953 20
m = 0.77 m Vsx = OK s max = 45 45
x = 0.57 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 57
Y = 1.90 Estribos ø 3/8" 1@5, 3@10, R@20
si :Vn <= Vc , entonces un refuerzo minimo.
Ø = ØVc =
Vs=Vn - Vc =
3.49 Tn
0.60 m
Tramo E-H 2Ø5/8"
Apoyo H 2Ø5/8"
CORTANTE
Vud (Etabs) = Vn =
Apoyo C-E 2Ø5/8" 2Ø5/8"
Apoyo E 2Ø5/8" 2Ø5/8"
Tramo A-C 2Ø5/8" 2Ø5/8" + 1Ø1/2"
Apoyo C 2Ø5/8" + 1Ø3/4" 2Ø5/8" + 1Ø1/2"
Apoyo A 2Ø5/8" + 1Ø3/4" 2Ø5/8" + 1Ø1/2"
Acero a usar Sup. Acero a usar Inf.
2Ø5/8"
2Ø5/8"
20
7. VIGA VP-107
Fy = 4200 kg/cm
2
h = 30 cm
F´c = 210 kg/cm
2
b = 30 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 24.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-)
3.59 3.81 3.69 OK
1.90 3.81 3.37 OK
2.45 3.81 3.37 OK
2.10 3.81 3.00 OK
2.47 3.81 3.37 OK
1.85 3.81 3.37 OK
2.80 3.81 3.37 OK
Qu (Etabs)= 13.77 L = 5.25 W = 5.25
12.51 14.71 s = (Av xFy x d)/Vs 16
0.85 4.72 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 69
Vc = 0.53*(f´c)^(1/2)xbxd 5.553 9.16 s max = d/2 Ø3/8"=0.953 12
m = 1.48 m Vsx = OK s max = 45 45
x = 0.35 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 57
Y = 2.18 Estribos ø 3/8" 1@5, 3@15, R@20
si :Vn <= Vc , entonces un refuerzo minimo.
3Ø1/2"
Apoyo F
Acero a usar Sup.
Apoyo C
Acero a usar Inf.
3Ø1/2"
Apoyo E-F 3Ø1/2" 3Ø1/2"
3Ø1/2"
Tramo C-E 3Ø1/2" 3Ø1/2"
3Ø1/2"
Apoyo E
Apoyo G 3Ø1/2" 3Ø1/2"
3Ø1/2" 3Ø1/2"
Tramo F-G 3Ø1/2" 3Ø1/2"
CORTANTE
Vud (Etabs) = Vn =
12
Ø = ØVc =
Vs=Vn - Vc =
2.15 Tn
1.38 m
8. VIGA VP-108
Fy = 4200 kg/cm
2
h = 40 cm
F´c = 210 kg/cm
2
b = 30 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 34.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-) Acero a usar Sup. Acero a usar Inf.
10.14 8.35 12.23 OK
6.37 5.04 7.12 OK
10.33 8.52 12.33 OK
6.37 5.04 7.12 OK
2.99 3.92 3.95 OK
Qu (Etabs)= 10.8 L = 3.55 W = 6.08
8.73 10.26 s = (Av xFy x d)/Vs 84
0.85 6.68 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 69
Vc = 0.53*(f´c)^(1/2)xbxd 7.857 2.41 s max = d/2 Ø3/8"=0.953 17
m = 0.34 m Vsx = OK s max = 45 45
x = 0.43 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 57
Y = 1.23 Estribos ø 3/8" 1@05, 3@10, 3@15, R@20
si :Vn <= Vc , entonces un refuerzo minimo.
Apoyo A 1Ø1/2" + 3Ø5/8" 3Ø1/2"
Tramo A-C 2Ø5/8" 3Ø1/2"
Apoyo C 1Ø1/2" + 3Ø5/8" 3Ø1/2"
Tramo C-D 2Ø5/8" 3Ø1/2"
3.04 Tn
0.25 m
Apoyo D 2Ø5/8" 3Ø1/2"
CORTANTE
Vud (Etabs) = Vn =
17
Ø = ØVc =
Vs=Vn - Vc =
9. VIGA VP-109
Fy = 4200 kg/cm
2
h = 40 cm
F´c = 210 kg/cm
2
b = 30 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 34.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-) Acero a usar Sup. Acero a usar Inf.
9.65 7.80 10.23 OK
6.84 5.44 7.25 OK
5.84 4.60 6.85 OK
Qu (Etabs)= 10.8 L = 3.55 W = 6.08
8.73 10.26 s = (Av xFy x d)/Vs 84
0.85 6.68 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 69
Vc = 0.53*(f´c)^(1/2)xbxd 7.857 2.41 s max = d/2 Ø3/8"=0.953 17
m = 0.34 m Vsx = OK s max = 45 45
x = 0.43 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 57
Y = 1.23 Estribos ø 3/8" 1@05, 3@10, 3@15, R@20
si :Vn <= Vc , entonces un refuerzo minimo.
Apoyo A 2Ø5/8" + 1Ø3/4" 2Ø5/8" + 1Ø1/2"
Tramo A-C 2Ø5/8" 2Ø5/8" + 1Ø1/2"
Apoyo C 2Ø5/8" 2Ø5/8" + 1Ø1/2"
CORTANTE
Vud (Etabs) = Vn =
17
Ø = ØVc =
Vs=Vn - Vc =
3.04 Tn
0.25 m
10. VIGA VP-110
Fy = 4200 kg/cm
2
h = 40 cm
F´c = 210 kg/cm
2
b = 25 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 34.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-) Acero a usar Sup. Acero a usar Inf.
5.73 4.51 5.95 OK
5.66 4.45 6.01 OK
5.16 4.51 5.95 OK
4.00 3.09 4.50 OK
4.22 3.27 5.01 OK
6.02 4.75 6.89 OK
6.91 5.50 7.56 OK
Qu (Etabs)= 10.8 L = 3.55 W = 6.08
8.73 10.26 s = (Av xFy x d)/Vs 55
0.85 5.57 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 82
Vc = 0.53*(f´c)^(1/2)xbxd 6.548 3.72 s max = d/2 Ø3/8"=0.953 17
m = 0.52 m Vsx = OK s max = 45 45
x = 0.35 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 68
Y = 1.32 Estribos ø 3/8" 1@05, 3@10, 3@15, R@20
si :Vn <= Vc , entonces un refuerzo minimo. Estribos ø 3/8" 1@05, 3@15 R@20
Estribos ø 3/8" 1@05, 3@10, R@20
Apoyo A-B 2Ø5/8" 2Ø5/8"
Apoyo A 2Ø5/8" 2Ø5/8"
2Ø5/8"
Tramo B-C 2Ø5/8" 2Ø5/8"
2Ø5/8" + 1Ø1/2"
CORTANTE
Apoyo C 2Ø5/8" + 1Ø1/2" 2Ø5/8" + 1Ø1/2"
Tramo C-D 2Ø5/8" + 1Ø1/2" 2Ø5/8" + 1Ø1/2"
17
Ø = ØVc =
Vs=Vn - Vc =
2.54 Tn
0.51 m
Vud (Etabs) = Vn =
Apoyo D 2Ø5/8" + 1Ø1/2"
Apoyo B 2Ø5/8"
11. VIGA VS-101
Fy = 4200 kg/cm
2
h = 40 cm
F´c = 210 kg/cm
2
b = 30 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 34.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-) Acero a usar Sup. Acero a usar Inf.
5.43 4.52 6.95 OK
3.22 3.81 6.01 OK
6.61 4.52 6.95 OK
5.51 3.81 6.01 OK
5.27 3.81 5.85 OK
2.29 3.81 6.01
5.20 3.81 5.85
Qu (Etabs)= 10.8 L = 3.55 W = 7.56
8.22 9.67 s = (Av xFy x d)/Vs 112
0.85 6.68 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 69
Vc = 0.53*(f´c)^(1/2)xbxd 7.857 1.82 s max = d/2 Ø3/8"=0.953 17
m = 0.20 m Vsx = OK s max = 45 45
x = 0.34 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 57
Y = 1.23 Estribos ø 3/8" 1@05, 3@15, R@20
si :Vn <= Vc , entonces un refuerzo minimo.
Tramo 1-1' 2Ø1/2"
2Ø1/2"+1Ø5/8"
Apoyo 0 2Ø1/2"+1Ø5/8" 3Ø1/2"
Tramo 0-1 3Ø1/2"
2Ø1/2"
Apoyo 1'
Tramo 1'-2
Apoyo 2 3Ø1/2"
CORTANTE
3Ø1/2"
3Ø1/2"
3Ø5/8" 3Ø1/2"
Apoyo 1
2Ø1/2" 3Ø1/2"
3Ø5/8"
Vud (Etabs) = Vn =
17
Ø = ØVc =
Vs=Vn - Vc =
3.04 Tn
0.20 m
12. VIGA VS-102
Fy = 4200 kg/cm
2
h = 40 cm
F´c = 210 kg/cm
2
b = 25 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 34.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-) Acero a usar Sup. Acero a usar Inf.
4.22 3.96 5.70 OK
2.74 3.81 4.25 OK
3.91 3.96 5.70 OK
1.63 3.81 4.25 OK
4.17 3.96 5.70 OK
1.82 3.81 4.25 OK
3.96 3.96 5.70 OK
1.41 3.10 4.25 OK
9.92 5.94 10.10 OK
14.87 7.92 15.78 OK
14.97 7.92 15.67 OK
Qu (Etabs)= 10.8 L = 3.55 W = 9.56
7.54 8.87 s = (Av xFy x d)/Vs 88
0.85 5.57 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 82
Vc = 0.53*(f´c)^(1/2)xbxd 6.548 2.32 s max = d/2 Ø3/8"=0.953 17
m = 0.21 m Vsx = OK s max = 45 45
x = 0.23 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 68
Y = 1.32 Estribos ø 3/8" 1@05, 3@15, R@20
si :Vn <= Vc , entonces un refuerzo minimo.
Apoyo 8 4Ø5/8" 4Ø5/8"
Tramo 5-6 2Ø5/8" 3Ø1/2"
Apoyo 6 2Ø5/8"
Tramo 6-7 2Ø5/8"
3Ø5/8" 3Ø1/2"
2Ø5/8"
Apoyo 4-5 2Ø5/8" 3Ø1/2"
Apoyo 3 2Ø5/8" 3Ø1/2"
Tramo 3-4 2Ø5/8" 3Ø1/2"
3Ø1/2"
17
Tramo 7-8 2Ø5/8"
3Ø1/2"
Apoyo 7
Ø = ØVc =
3Ø1/2"
3Ø5/8"
Vs=Vn - Vc =
CORTANTE
Vud (Etabs) = Vn =
Apoyo 5 2Ø5/8"
Apoyo 4 2Ø5/8"
2.54 Tn
0.32 m
13. VIGA VS-103
Fy = 4200 kg/cm
2
h = 40 cm
F´c = 210 kg/cm
2
b = 25 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 34.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-) Acero a usar Sup. Acero a usar Inf.
6.72 5.23 7.53 OK
5.37 3.96 6.11 OK
6.10 5.23 7.53 OK
2.56 3.96 6.11 OK
5.67 3.96 6.10 OK
2.90 3.96 6.11 OK
6.89 5.23 7.25 OK
6.88 5.23 7.25 OK
8.86 5.94 9.15 OK
Qu (Etabs)= 10.8 L = 3.55 W = 5.89
8.79 10.34 s = (Av xFy x d)/Vs 54
0.85 5.57 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 82
Vc = 0.53*(f´c)^(1/2)xbxd 6.548 3.80 s max = d/2 Ø3/8"=0.953 17
m = 0.55 m Vsx = OK s max = 45 45
x = 0.37 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 68
Y = 1.32 Estribos ø 3/8" 1@05, 3@15, R@20
si :Vn <= Vc , entonces un refuerzo minimo.
0.52 m
Apoyo 7
Vn =
3Ø5/8" 2Ø5/8"
Apoyo 6 2Ø5/8" + 1Ø1/2" 2Ø5/8"
Tramo 6-7 2Ø5/8"
2Ø5/8" 2Ø5/8"
Tramo 5-6 2Ø5/8" 2Ø5/8"
17
Ø = ØVc =
Vs=Vn - Vc =
2.54 Tn
2Ø5/8"
2Ø5/8"
Apoyo 4 2Ø5/8" + 1Ø1/2" 2Ø5/8"
Apoyo 4-5
Apoyo 3
Apoyo 5
CORTANTE
Vud (Etabs) =
2Ø5/8"
2Ø5/8" + 1Ø1/2"
Tramo 3-4 2Ø5/8"
2Ø5/8"
2Ø5/8" + 1Ø1/2"
14. VIGA VS-104
Fy = 4200 kg/cm
2
h = 40 cm
F´c = 210 kg/cm
2
b = 25 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 34.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-)
10.13 8.34 10.95 OK
7.61 6.10 8.25 OK
8.98 7.30 9.15 OK
6.84 5.44 7.56 OK
9.66 7.91 10.15 OK
10.18 8.38 11.32 OK
11.50 9.65 12.55 OK
Qu (Etabs)= 17.91 L = 3.95 W = 9.07
14.82 17.43 s = (Av xFy x d)/Vs 19
0.85 5.57 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 82
Vc = 0.53*(f´c)^(1/2)xbxd 6.548 10.89 s max = d/2 Ø3/8"=0.953 17
m = 1.02 m Vsx = OK s max = 45 45
x = 0.24 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 68
si :Vn <= Vc , entonces un refuerzo minimo. Y = 1.67 Estribos ø 3/8" 1@05, 3@15, R@20
2Ø5/8"
CORTANTE
Vud (Etabs) = Vn =
Tramo 8-9
17
Ø = ØVc =
Vs=Vn - Vc =
2.54 Tn
1.12 m
Apoyo 8 3Ø5/8" + 1Ø1/2" 3Ø5/8"
3Ø5/8"
Apoyo 9 3Ø5/8" + 1Ø1/2" 3Ø5/8" + 1Ø1/2"
Apoyo 6 3Ø5/8" + 1Ø1/2" 3Ø5/8"
Apoyo 6-83 2Ø5/8" 3Ø5/8"
Apoyo 3 3Ø5/8" + 1Ø1/2" 3Ø5/8"
Acero a usar Sup.
Tramo 3-6 2Ø5/8" 3Ø5/8"
Acero a usar Inf.
15. VIGA VS-105
Fy = 4200 kg/cm
2
h = 30 cm
F´c = 210 kg/cm
2
b = 25 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 24.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-)
4.32 3.81 4.42 OK
3.95 3.81 4.42 OK
4.32 3.81 4.42 OK
3.95 3.81 4.42 OK
3.32 3.81 4.42 OK
3.95 3.81 4.42 OK
3.87 3.81 4.42 OK
3.95 3.81 4.42 OK
4.00 3.81 4.42 OK
Qu (Etabs)= 17.91 L = 3.95 W = 9.07
15.72 18.50 s = (Av xFy x d)/Vs 10
0.85 3.93 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 82
Vc = 0.53*(f´c)^(1/2)xbxd 4.627 13.87 s max = d/2 Ø3/8"=0.953 12
m = 1.30 m Vsx = R@d/4 s max = 45 45
x = 0.17 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 68
si :Vn <= Vc , entonces un refuerzo minimo. Y = 1.76 Estribos ø 3/8" 1@05, 3@15, R@20
CORTANTE
Vud (Etabs) = Vn =
10
Ø = ØVc =
Vs=Vn - Vc =
1.79 Tn
1.37 m
Tramo 6-8 3Ø1/2" 3Ø1/2"
Apoyo 8 3Ø1/2" 3Ø1/2"
3Ø1/2"
Tramo 4-6
Apoyo 4 3Ø1/2" 3Ø1/2"
Apoyo 6 3Ø1/2" 3Ø1/2"
Apoyo 3 3Ø1/2" 3Ø1/2"
Apoyo 3-4 3Ø1/2" 3Ø1/2"
3Ø1/2" 3Ø1/2"
Tramo 1-3 3Ø1/2" 3Ø1/2"
3Ø1/2"
Acero a usar Sup. Acero a usar Inf.
Apoyo 1
16. VIGA VS-106
Fy = 4200 kg/cm
2
h = 20 cm
F´c = 210 kg/cm
2
b = 25 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 14.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-)
1.98 3.25 2.27 OK
1.58 3.25 2.27 OK
1.75 3.25 2.27 REVISAR OK
Qu (Etabs)= 17.91 L = 3.95 W = 9.07
16.63 19.57 s = (Av xFy x d)/Vs 5
0.85 2.30 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 82
Vc = 0.53*(f´c)^(1/2)xbxd 2.707 16.86 s max = d/2 Ø3/8"=0.953 7
m = 1.58 m Vsx = R@d/4 s max = 45 45
x = 0.10 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 68
si :Vn <= Vc , entonces un refuerzo minimo. Y = 1.85 Estribos ø 3/8" 1@05, 3@15, R@20
1.05 Tn
1.62 m
ØVc =
Vs=Vn - Vc =
CORTANTE
Vud (Etabs) = Vn =
5
Ø =
Apoyo
Apoyo 2Ø1/" + 1Ø3/8" 2Ø1/" + 1Ø3/8"
Tramo I 2Ø1/" + 1Ø3/8" 2Ø1/" + 1Ø3/8"
Acero a usar Sup. Acero a usar Inf.
2Ø1/" + 1Ø3/8" 2Ø1/" + 1Ø3/8"
17. VIGA V-01
Fy = 4200 kg/cm
2
h = 50 cm
F´c = 210 kg/cm
2
b = 30 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 44.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-) Acero a usar Sup. Acero a usar Inf.
6.02 4.52 7.84 OK
5.72 3.81 6.02 OK
7.09 4.52 7.84 OK
Qu (Etabs)= 10.06 L = 3.55 W = 9.23
5.99 7.05 s = (Av xFy x d)/Vs -84
0.85 8.64 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 69
Vc = 0.53*(f´c)^(1/2)xbxd 10.161 -3.11 s max = d/2 Ø3/8"=0.953 22
m = -0.29 m Vsx = OK s max = 45 45
x = 0.36 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 57
Y = 1.01 Estribos ø 3/8" 1@05, 3@15, R@25
si :Vn <= Vc , entonces un refuerzo minimo.
2Ø1/2" + 1Ø5/8" 3Ø1/2"
2Ø1/2" + 1Ø5/8" 3Ø1/2"
ØVc =
Vs=Vn - Vc =
3.94 Tn
-0.21 m
Tramo
Vud (Etabs) =
CORTANTE
Apoyo
-84
2Ø1/2" + 1Ø5/8" 3Ø1/2"
Ø =
Vn =
Apoyo
18. VIGA V-02
Fy = 4200 kg/cm
2
h = 50 cm
F´c = 210 kg/cm
2
b = 30 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 44.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-) Acero a usar Sup. Acero a usar Inf.
10.35 5.94 10.97 OK
8.48 4.52 8.90 OK
8.84 5.94 10.97 OK
Qu (Etabs)= 10.06 L = 3.55 W = 10.23
5.55 6.53 s = (Av xFy x d)/Vs -72
0.85 8.64 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 69
Vc = 0.53*(f´c)^(1/2)xbxd 10.161 -3.63 s max = d/2 Ø3/8"=0.953 22
m = -0.30 m Vsx = OK s max = 45 45
x = 0.33 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 57
Y = 1.01 Estribos ø 3/8" 1@05, 3@15, R@25
si :Vn <= Vc , entonces un refuerzo minimo.
CORTANTE
Vud (Etabs) =
Apoyo 3Ø5/8" 2Ø1/2" + 1Ø5/8"
Tramo 3Ø5/8"
Apoyo 3Ø5/8" 2Ø1/2" + 1Ø5/8"
-72
Ø = ØVc =
3.94 Tn
-0.19 m
Vs=Vn - Vc =
Vn =
2Ø1/2" + 1Ø5/8"
19. VIGA V-03
Fy = 4200 kg/cm
2
h = 30 cm
F´c = 210 kg/cm
2
b = 30 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 24.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-) Acero a usar Sup. Acero a usar Inf.
4.10 4.52 5.04 OK
3.45 3.81 4.27 OK
3.99 4.52 5.04 OK
Qu (Etabs)= 10.06 L = 3.55 W = 8.65
7.98 9.38 s = (Av xFy x d)/Vs 38
0.85 4.72 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 69
Vc = 0.53*(f´c)^(1/2)xbxd 5.553 3.83 s max = d/2 Ø3/8"=0.953 12
m = 0.38 m Vsx = OK s max = 45 45
x = 0.21 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 57
Y = 1.36 Estribos ø 3/8" 1@05, 3@15, R@25
si :Vn <= Vc , entonces un refuerzo minimo.
3Ø1/2"
12
3Ø1/2"
1Ø1/2" + 1Ø5/8" 3Ø1/2"
1Ø1/2" + 1Ø5/8"
1Ø1/2" + 1Ø5/8"
Apoyo
CORTANTE
Vud (Etabs) =
Tramo
Apoyo
Vn =
Ø = ØVc =
Vs=Vn - Vc =
2.15 Tn
0.41 m
20. VIGA V-04
Fy = 4200 kg/cm
2
h = 40 cm
F´c = 210 kg/cm
2
b = 25 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 34.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-) Acero a usar Sup. Acero a usar Inf.
5.14 3.81 5.64 OK
4.33 3.81 5.64 OK
5.02 3.81 5.64 OK
Qu (Etabs)= 10.8 L = 3.55 W = 8.23
7.99 9.40 s = (Av xFy x d)/Vs 71
0.85 5.57 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 82
Vc = 0.53*(f´c)^(1/2)xbxd 6.548 2.86 s max = d/2 Ø3/8"=0.953 17
m = 0.30 m Vsx = OK s max = 45 45
x = 0.26 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 68
Y = 1.32 Estribos ø 3/8" 1@05, 3@15, R@25
si :Vn <= Vc , entonces un refuerzo minimo.
CORTANTE
Vud (Etabs) =
17
Ø =
Apoyo 3Ø1/2"
Tramo 3Ø1/2"
Apoyo 3Ø1/2"
0.37 m
Vn =
ØVc =
Vs=Vn - Vc =
2.54 Tn
3Ø1/2"
3Ø1/2"
3Ø1/2"
21. SEGUNDO PISO
VIGA VP-201
Fy = 4200 kg/cm
2
h = 70 cm
F´c = 210 kg/cm
2
b = 30 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 64.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-)
16.03 6.97 17.45 OK
9.59 3.96 10.85 OK
22.45 8.55 23.14 OK
16.19 6.81 17.11 OK
20.21 8.55 23.14 OK
Qu (Etabs)= 15.76 L = 4.75 W = 7.56
10.91 12.84 s = (Av xFy x d)/Vs -198
0.85 12.55 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 69
Vc = 0.53*(f´c)^(1/2)xbxd 14.769 -1.93 s max = d/2 Ø3/8"=0.953 32
m = -0.22 m Vsx = OK s max = 45 45
x = 0.64 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 57
Y = 1.43 Estribos
si :Vn <= Vc , entonces un refuerzo minimo.
2Ø5/8"
2Ø5/8"
3Ø3/4''
ø 3/8" 1@5, 3@10,3@15, R@30
2Ø3/4"+1Ø1/2"
Acero a usar Inf.
3Ø3/4'' 2Ø5/8"
2Ø5/8"
Acero a usar Sup.
Apoyo B-C 2Ø3/4"
Apoyo A
Tramo A-B
Apoyo C
Ø = ØVc =
Vs=Vn - Vc =
5.72 Tn
Apoyo B 3Ø3/4''
CORTANTE
Vud (Etabs) = Vn =
-198
-0.22 m
2Ø3/4"
22. VIGA VP-202
Fy = 4200 kg/cm
2
h = 70 cm
F´c = 210 kg/cm
2
b = 30 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 64.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-)
16.87 6.97 17.55 OK
10.31 3.96 10.85 OK
38.33 15.84 39.10 OK
26.50 11.64 27.52 OK
26.16 11.40 27.12 OK
Qu (Etabs)= 15.76 L = 4.75 W = 7.45
10.98 12.92 s = (Av xFy x d)/Vs -207
0.85 12.55 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 69
Vc = 0.53*(f´c)^(1/2)xbxd 14.769 -1.85 s max = d/2 Ø3/8"=0.953 32
m = -0.21 m Vsx = OK s max = 45 45
x = 0.65 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 57
Y = 1.43 Estribos
si :Vn <= Vc , entonces un refuerzo minimo.
2Ø5/8"
2Ø3/4"+2Ø2" 2Ø5/8"
Tramo A-B 2Ø3/4"
Apoyo B-C
Apoyo A 2Ø3/4"+1Ø1/2"
2Ø3/4" 3Ø5/8"+2Ø3/4"
Acero a usar Sup. Acero a usar Inf.
Apoyo C 4Ø3/4'' 2Ø5/8"
2Ø5/8"
Apoyo B
CORTANTE
Vud (Etabs) = Vn =
-207
Ø = ØVc =
Vs=Vn - Vc =
5.72 Tn
-0.22 m
ø 3/8" 1@5, 3@10,3@15, R@30
23. VIGA VP-203
Fy = 4200 kg/cm
2
h = 70 cm
F´c = 210 kg/cm
2
b = 30 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 64.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-)
14.80 5.70 15.37 OK
11.44 5.70 12.05 OK
44.04 18.69 44.95 OK
31.35 12.67 32.08 OK
28.32 11.40 29.05 OK
Qu (Etabs)= 15.76 L = 4.75 W = 9.60
9.61 11.30 s = (Av xFy x d)/Vs -110
0.85 12.55 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 69
Vc = 0.53*(f´c)^(1/2)xbxd 14.769 -3.47 s max = d/2 Ø3/8"=0.953 32
m = -0.31 m Vsx = OK s max = 45 45
x = 0.51 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 57
Y = 1.43 Estribos
si :Vn <= Vc , entonces un refuerzo minimo.
3Ø3/4"+2Ø1" 2Ø3/4"
Apoyo B-C
Apoyo C 4Ø3/4'' 2Ø3/4"
Apoyo B
CORTANTE
Vud (Etabs) = Vn =
-110
2Ø3/4" 3Ø1/2"+4Ø3/4"
Ø =
-0.17 m
Vs=Vn - Vc =
5.72 Tn
ØVc =
Acero a usar Sup. Acero a usar Inf.
Apoyo A 2Ø3/4" 2Ø3/4"
Tramo A-B 2Ø3/4" 2Ø3/4"
ø 3/8" 1@5, 3@10,3@15, R@30
24. VIGA VP-204
Fy = 4200 kg/cm
2
h = 70 cm
F´c = 210 kg/cm
2
b = 30 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 64.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-)
11.86 3.96 12.09 OK
9.88 3.96 10.02 OK
39.14 16.08 40.02 OK
26.86 10.93 27.55 OK
24.82 9.66 25.05 OK
Qu (Etabs)= 15.76 L = 4.75 W = 8.90
10.06 11.83 s = (Av xFy x d)/Vs -130
0.85 12.55 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 69
Vc = 0.53*(f´c)^(1/2)xbxd 14.769 -2.94 s max = d/2 Ø3/8"=0.953 32
m = -0.28 m Vsx = OK s max = 45 45
x = 0.55 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 57
Y = 1.43 Estribos
si :Vn <= Vc , entonces un refuerzo minimo.
Vn =
-130
Ø = ØVc =
ø 3/8" 1@5, 3@10,3@15, R@30
Apoyo C 2Ø5/8"+2Ø3/4" 2Ø5/8"
Vs=Vn - Vc =
CORTANTE
Vud (Etabs) =
Apoyo B 3Ø5/8"+2Ø1" 2Ø5/8"
2Ø5/8" 1Ø1/2"+2Ø5/8+2Ø3/4"
Apoyo B-C
Acero a usar Inf.
Tramo A-B 2Ø5/8" 2Ø5/8"
Apoyo A 2Ø5/8" 2Ø5/8"
Acero a usar Sup.
5.72 Tn
-0.19 m
25. VIGA VP-205
Fy = 4200 kg/cm
2
h = 70 cm
F´c = 210 kg/cm
2
b = 30 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 64.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-)
5.68 3.96 6.78 OK
3.11 2.54 3.96 OK
27.61 9.66 28.01 OK
30.20 10.10 31.12 OK
31.27 9.66 32.02 OK
3.23 2.54 3.96 OK
6.16 3.96 6.78 OK
Qu (Etabs)= 15.76 L = 4.75 W = 6.64
11.51 13.54 s = (Av xFy x d)/Vs -310
0.85 12.55 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 69
Vc = 0.53*(f´c)^(1/2)xbxd 14.769 -1.23 s max = d/2 Ø3/8"=0.953 32
m = -0.16 m Vsx = OK s max = 45 45
x = 0.73 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 57
Y = 1.43 Estribos
si :Vn <= Vc , entonces un refuerzo minimo. Estribos
2Ø5/8"
ø 3/8" 1@5, 3@15, R@25
ø 3/8" 1@5, 3@10, 3@15, R@30
2Ø5/8"+2Ø3/4"
CORTANTE
Vud (Etabs) = Vn =
-310
Ø = ØVc =
Vs=Vn - Vc =
5.72 Tn
-0.25 m
Tramo A'-B'' 2Ø5/8" 2Ø1"
Apoyo C 2Ø5/8" 2Ø1/2"
2Ø1/2"
2Ø1/2"
Apoyo B''
Tramo B''-C
Acero a usar Sup. Acero a usar Inf.
Tramo A-A' 2Ø5/8" 2Ø1/2"
Apoyo A' 2Ø5/8"+2Ø3/4" 2Ø1/2"
Apoyo A 2Ø5/8" 2Ø1/2"
26. VIGA VP-206
Fy = 4200 kg/cm
2
h = 50 cm
F´c = 210 kg/cm
2
b = 25 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 44.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-)
4.05 2.54 4.84 OK
2.60 2.54 4.84 OK
5.21 5.08 8.50 OK
1.91 2.54 4.84 OK
5.33 3.81 6.25 OK
9.44 5.79 10.72 OK
11.12 6.50 12.78 OK
Qu (Etabs)= 15.76 L = 4.75 W = 6.64
12.83 15.10 s = (Av xFy x d)/Vs 40
0.85 7.20 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 82
Vc = 0.53*(f´c)^(1/2)xbxd 8.468 6.63 s max = d/2 Ø3/8"=0.953 22
m = 0.85 m Vsx = OK s max = 45 45
x = 0.42 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 68
Y = 1.83 Estribos
si :Vn <= Vc , entonces un refuerzo minimo.
CORTANTE
Vud (Etabs) =
Ø =
Vn =
22
ØVc =
2Ø1/2"
2Ø1/2"
2Ø1/2"
Vs=Vn - Vc =
3.28 Tn
0.87 m
ø 3/8" 1@5, 3@15, R@20
2Ø1/2"
Apoyo C 2Ø1/2"+2Ø5/8"
Apoyo B' 3Ø1/2"
Apoyo B 3Ø1/2"
Acero a usar Sup. Acero a usar Inf.
Tramo B'-C 2Ø1/2" 3Ø1/2"+1Ø5/8"
2Ø1/2"
Tramo B-B' 2Ø1/2"
2Ø1/2" 2Ø1/2"
Tramo A-B 2Ø1/2"
Apoyo A
27. VIGA VP-207
Fy = 4200 kg/cm
2
h = 40 cm
F´c = 210 kg/cm
2
b = 30 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 34.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-)
5.49 4.32 6.12 OK
4.04 3.14 4.95 OK
6.23 4.95 6.89 OK
Qu (Etabs)= 17.91 L = 3.95 W = 9.07
14.82 17.43 s = (Av xFy x d)/Vs 21
0.85 6.68 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 69
Vc = 0.53*(f´c)^(1/2)xbxd 7.857 9.58 s max = d/2 Ø3/8"=0.953 17
m = 0.90 m Vsx = OK s max = 45 45
x = 0.29 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 57
si :Vn <= Vc , entonces un refuerzo minimo. Y = 1.61 Estribos ø 3/8" 1@5, 3@10, 3@15, R@20
Acero a usar Sup. Acero a usar Inf.
2Ø5/8" + 1Ø1/2" 2Ø1/2"
17
2Ø5/8" 2Ø1/2"
Apoyo B 2Ø5/8" 2Ø1/2"
Apoyo C
Ø =
Apoyo B-C
CORTANTE
Vud (Etabs) = Vn =
ØVc =
Vs=Vn - Vc =
3.04 Tn
0.95 m
28. VIGA VP-208
Fy = 4200 kg/cm
2
h = 40 cm
F´c = 210 kg/cm
2
b = 30 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 34.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-)
6.49 5.17 7.35 OK
4.05 3.15 4.95 OK
7.35 5.90 7.52 OK
2.60 2.60 3.45 OK
4.78 3.74 5.52 OK
3.50 3.50 4.02 OK
4.26 3.32 5.32 OK
Qu (Etabs)= 17.91 L = 3.95 W = 9.07
14.82 17.43 s = (Av xFy x d)/Vs 21
0.85 6.68 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 69
Vc = 0.53*(f´c)^(1/2)xbxd 7.857 9.58 s max = d/2 Ø3/8"=0.953 17
m = 0.90 m Vsx = OK s max = 45 45
x = 0.29 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 57
si :Vn <= Vc , entonces un refuerzo minimo. Y = 1.61 Estribos ø 3/8" 1@5, 3@10 , R@20
Apoyo C 3Ø1/2" 3Ø1/2"
Apoyo B 4Ø1/2"
Apoyo A 4Ø1/2" 3Ø1/2"
Apoyo A-B 3Ø3/4"
3Ø1/2"
3Ø1/2"
Acero a usar Sup. Acero a usar Inf.
3Ø1/2"
3Ø1/2"
Apoyo B-C 3Ø1/2" 3Ø1/2"
Tramo C-D 3Ø1/2"
CORTANTE
Vud (Etabs) = Vn =
Apoyo D 3Ø1/2"
17
Ø = ØVc =
Vs=Vn - Vc =
3.04 Tn
0.95 m
29. VIGA VP-209
Fy = 4200 kg/cm
2
h = 30 cm
F´c = 210 kg/cm
2
b = 30 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 24.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-) Acero a usar Sup. Acero a usar Inf.
4.56 3.81 5.64 OK
4.27 3.81 5.64 OK
5.01 3.81 5.64 OK
Qu (Etabs)= 10.8 L = 3.55 W = 6.08
9.33 10.98 s = (Av xFy x d)/Vs 26
0.85 4.72 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 69
Vc = 0.53*(f´c)^(1/2)xbxd 5.553 5.43 s max = d/2 Ø3/8"=0.953 12
m = 0.76 m Vsx = OK s max = 45 45
x = 0.30 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 57
Y = 1.39 Estribos ø 3/8" 1@5, 3@10 , R@20
si :Vn <= Vc , entonces un refuerzo minimo.
Vud (Etabs) = Vn =
Vs=Vn - Vc =
2.15 Tn
0.70 m
12
CORTANTE
Ø = ØVc =
Tramo 3Ø12" 3Ø12"
3Ø12" 3Ø12"
3Ø12" 3Ø12"
Apoyo
Apoyo
30. VIGA VP-210
Fy = 4200 kg/cm
2
h = 40 cm
F´c = 210 kg/cm
2
b = 30 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 34.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-)
6.97 5.08 7.32 OK
4.81 3.81 5.23 OK
8.00 5.79 8.25 OK
2.68 3.81 4.90 OK
3.00 3.81 4.95 OK
Qu (Etabs)= 17.91 L = 3.95 W = 9.07
14.82 17.43 s = (Av xFy x d)/Vs 21
0.85 6.68 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 69
Vc = 0.53*(f´c)^(1/2)xbxd 7.857 9.58 s max = d/2 Ø3/8"=0.953 17
m = 0.90 m Vsx = OK s max = 45 45
x = 0.29 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 57
si :Vn <= Vc , entonces un refuerzo minimo. Y = 1.61 Estribos ø 3/8" 1@5, 3@10, 3@15, R@20
3Ø1/2" 3Ø1/2"
17
Ø = ØVc =
Vs=Vn - Vc =
3.04 Tn
0.95 m
Acero a usar Inf.
Apoyo A 4Ø1/2" 3Ø1/2"
Vud (Etabs) = Vn =
CORTANTE
3Ø1/2"
Apoyo B
Acero a usar Sup.
3Ø1/2"
Apoyo B'
Apoyo A-B
Tramo B-B'
1Ø5/8" + 3Ø1/2"
3Ø1/2"
3Ø1/2"
3Ø1/2"
31. VIGA VP - 211
Fy = 4200 kg/cm
2
h = 40 cm
F´c = 210 kg/cm
2
b = 30 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 34.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-) Acero a usar Sup. Acero a usar Inf.
6.56 5.23 7.10 OK
4.33 3.38 5.12 OK
4.07 3.17 5.37 OK
Qu (Etabs)= 10.8 L = 3.55 W = 6.08
8.73 10.26 s = (Av xFy x d)/Vs 84
0.85 6.68 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 69
Vc = 0.53*(f´c)^(1/2)xbxd 7.857 2.41 s max = d/2 Ø3/8"=0.953 17
m = 0.34 m Vsx = OK s max = 45 45
x = 0.43 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 57
Y = 1.23 Estribos ø 3/8" 1@05, 3@15, R@20
si :Vn <= Vc , entonces un refuerzo minimo.
17
2Ø5/8" 3Ø1/2"
3Ø1/2"
3Ø1/2"
Vs=Vn - Vc =
3.04 Tn
1Ø1/2" + 2Ø5/8"
Tramo A-B 2Ø5/8"
0.25 m
Vud (Etabs) = Vn =
Apoyo B
CORTANTE
Ø = ØVc =
Apoyo A
32. VIGA VS-201
Fy = 4200 kg/cm
2
h = 40 cm
F´c = 210 kg/cm
2
b = 30 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 34.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-) Acero a usar Sup. Acero a usar Inf.
6.55 5.08 8.20 OK
5.39 3.81 5.64 OK
4.90 3.81 5.64 OK
2.80 3.81 5.64 OK
4.93 3.81 5.64 OK
Qu (Etabs)= 10.8 L = 3.55 W = 6.99
8.42 9.90 s = (Av xFy x d)/Vs 99
0.85 6.68 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 69
Vc = 0.53*(f´c)^(1/2)xbxd 7.857 2.04 s max = d/2 Ø3/8"=0.953 17
m = 0.25 m Vsx = OK s max = 45 45
x = 0.37 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 57
Y = 1.23 Estribos ø 3/8" 1@05, 3@15, R@20
si :Vn <= Vc , entonces un refuerzo minimo.
Apoyo 5
CORTANTE
Vud (Etabs) =
3Ø1/2"
Apoyo 4 3Ø1/2"
Ø = ØVc =
Vs=Vn - Vc =
3.04 Tn
0.22 m
Apoyo 4-5
Tramo 3-4
3Ø1/2"
Vn =
17
2Ø1/2"
3Ø1/2" 2Ø1/2"
2Ø1/2"
2Ø1/2"
4Ø1/2" 2Ø1/2"
Apoyo 3
33. VIGA VS-202
Fy = 4200 kg/cm
2
h = 40 cm
F´c = 210 kg/cm
2
b = 25 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 34.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-) Acero a usar Sup. Acero a usar Inf.
4.38 3.81 5.64 OK
2.90 2.54 3.82 OK
3.77 3.81 5.64 OK
1.64 2.54 3.82 OK
4.09 3.81 5.64 OK
2.00 2.54 3.82 OK
3.36 3.81 5.64 OK
1.45 2.54 3.82 OK
10.31 6.35 11.55 OK
15.56 8.55 16.55 OK
14.56 9.75 15.89 OK
Qu (Etabs)= 10.8 L = 3.55 W = 7.90
8.11 9.54 s = (Av xFy x d)/Vs 68
0.85 5.57 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 82
Vc = 0.53*(f´c)^(1/2)xbxd 6.548 2.99 s max = d/2 Ø3/8"=0.953 17
m = 0.32 m Vsx = OK s max = 45 45
x = 0.27 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 68
Y = 1.32 Estribos ø 3/8" 1@05, 3@15, R@20
si :Vn <= Vc , entonces un refuerzo minimo.
3Ø1/2"
3Ø1/2"
3Ø1/2"
Apoyo 4
5Ø1/2" 2Ø1/2"
Apoyo 7' 3Ø1/2"+3Ø5/8''
Vud (Etabs) = Vn =
Apoyo 6
Apoyo 5
2Ø1/2"
Tramo 6-7
2Ø1/2"
Tramo 3-4 3Ø1/2" 2Ø1/2"
Tramo 5-6 3Ø1/2" 2Ø1/2"
0.39 m
17
Ø = ØVc =
Vs=Vn - Vc =
2.54 Tn
2Ø1/2"
Apoyo 7
3Ø1/2"
Tramo 7-7' 2Ø1/2"+3Ø3/4''
2Ø1/2"+3Ø3/4''
CORTANTE
2Ø1/2"
Apoyo 4-5 3Ø1/2" 2Ø1/2"
2Ø1/2"
Apoyo 3 3Ø1/2"
3Ø1/2"
34. VIGA VS203
Fy = 4200 kg/cm
2
h = 40 cm
F´c = 210 kg/cm
2
b = 25 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 34.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-) Acero a usar Sup. Acero a usar Inf.
3.45 2.54 3.20 REVISAR
2.97 2.54 3.82 OK
3.03 2.54 3.82 OK
2.30 2.54 3.82 OK
2.84 2.54 3.82 OK
2.64 2.54 3.82 OK
5.89 3.81 6.50 OK
8.47 6.50 8.56 OK
6.08 5.08 7.52 OK
Qu (Etabs)= 10.8 L = 3.55 W = 8.56
7.88 9.27 s = (Av xFy x d)/Vs 75
0.85 5.57 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 82
Vc = 0.53*(f´c)^(1/2)xbxd 6.548 2.72 s max = d/2 Ø3/8"=0.953 17
m = 0.27 m Vsx = OK s max = 45 45
x = 0.25 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 68
Y = 1.32 Estribos ø 3/8" 1@05, 3@15, R@20
si :Vn <= Vc , entonces un refuerzo minimo.
Ø =
2Ø1/2"
0.36 m
2Ø1/2"
2.54 Tn
Vn =
17
ØVc =
Vs=Vn - Vc =
CORTANTE
Vud (Etabs) =
Apoyo 8 4Ø1/2"
Apoyo 6 3Ø1/2"
Tramo 7-8 2Ø1/2"
Apoyo 4 2Ø1/2"
2Ø1/2"+2Ø5/8''
Apoyo 5 2Ø1/2" 2Ø1/2"
Tramo 5-6 2Ø1/2" 2Ø1/2"
2Ø1/2"
Apoyo 4-5 2Ø1/2" 2Ø1/2"
Apoyo 3 2Ø1/2" 2Ø1/2"
Tramo 3-4 2Ø1/2" 2Ø1/2"
35. VIGA VS-204
Fy = 4200 kg/cm
2
h = 40 cm
F´c = 210 kg/cm
2
b = 25 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 34.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-) Acero a usar Sup. Acero a usar Inf.
5.50 3.81 5.64 OK
4.26 3.81 5.64 OK
4.98 3.81 5.64 OK
2.14 3.80 5.64 OK
4.77 3.81 5.65 OK
2.45 3.81 5.64 OK
5.36 3.81 5.64 OK
4.96 3.81 5.64 OK
6.88 5.08 7.55 OK
Qu (Etabs)= 10.8 L = 3.55 W = 7.89
8.11 9.54 s = (Av xFy x d)/Vs 68
0.85 5.57 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 82
Vc = 0.53*(f´c)^(1/2)xbxd 6.548 2.99 s max = d/2 Ø3/8"=0.953 17
m = 0.32 m Vsx = OK s max = 45 45
x = 0.27 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 68
Y = 1.32 Estribos ø 3/8" 1@05, 3@15, R@20
si :Vn <= Vc , entonces un refuerzo minimo.
2.54 Tn
0.39 m
Apoyo 7 4Ø1/2" 3Ø1/2"
CORTANTE
Vud (Etabs) = Vn =
17
Ø = ØVc =
Vs=Vn - Vc =
Apoyo 6 3Ø1/2" 3Ø1/2"
Tramo 6-7 3Ø1/2" 3Ø1/2"
Apoyo 5 3Ø1/2" 3Ø1/2"
Tramo 5-6 3Ø1/2" 3Ø1/2"
Tramo 3-4 3Ø1/2" 3Ø1/2"
Apoyo 4-5 3Ø1/2" 3Ø1/2"
Apoyo 4 3Ø1/2" 3Ø1/2"
Apoyo 3 3Ø1/2" 3Ø1/2"
36. VIGA VS-205
Fy = 4200 kg/cm
2
h = 40 cm
F´c = 210 kg/cm
2
b = 25 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 34.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-) Acero a usar Sup. Acero a usar Inf.
7.24 5.90 7.99 OK
5.07 4.02 5.92 OK
5.91 4.73 6.25 OK
3.97 2.95 4.95 OK
6.58 5.32 7.13 OK
4.33 3.77 5.56 OK
7.82 6.42 8.20 OK
Qu (Etabs)= 10.8 L = 3.55 W = 6.08
8.73 10.26 s = (Av xFy x d)/Vs 55
0.85 5.57 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 82
Vc = 0.53*(f´c)^(1/2)xbxd 6.548 3.72 s max = d/2 Ø3/8"=0.953 17
m = 0.52 m Vsx = OK s max = 45 45
x = 0.35 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 68
Y = 1.32 Estribos ø 3/8" 1@05, 3@10, 3@15, R@20
si :Vn <= Vc , entonces un refuerzo minimo.
3Ø1/2"
3Ø1/2"
Tramo 3-6 2Ø5/8" 2Ø1/2"
Apoyo 3 2Ø5/8" + 1Ø1/2"
2Ø1/2"
2Ø5/8" + 1Ø1/2"
17
Ø = ØVc =
Apoyo 6 2Ø5/8" + 1Ø1/2"
Tramo 6-8 2Ø5/8"
2.54 Tn
0.51 m
Vn =
3Ø1/2"
CORTANTE
Vud (Etabs) =
Apoyo 8
Tramo 8-10
Vs=Vn - Vc =
Apoyo 10
3Ø1/2"
3Ø1/2"
2Ø5/8"
2Ø5/8" + 1Ø1/2"
37. VIGA VS 206
Fy = 4200 kg/cm
2
h = 30 cm
F´c = 210 kg/cm
2
b = 25 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 24.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-) Acero a usar Sup. Acero a usar Inf.
3.78 4.24 OK
2.95 4.24 OK
3.56 4.24 OK
Qu (Etabs)= 10.8 L = 3.55 W = 6.08
9.33 10.98 s = (Av xFy x d)/Vs 23
0.85 3.93 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 82
Vc = 0.53*(f´c)^(1/2)xbxd 4.627 6.35 s max = d/2 Ø3/8"=0.953 12
m = 0.89 m Vsx = OK s max = 45 45
x = 0.25 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 68
Y = 1.45 Estribos ø 3/8" 1@05, 3@15, R@20
si :Vn <= Vc , entonces un refuerzo minimo.
Vud (Etabs) = Vn =
12
Ø = ØVc =
Vs=Vn - Vc =
1.79 Tn
0.88 m
3Ø1/2"
CORTANTE
3Ø1/2"
3Ø1/2" 3Ø1/2"
3Ø1/2"
Apoyo
Apoyo 3Ø1/2"
Tramo
38. VIGA VS 207
Fy = 4200 kg/cm
2
h = 20 cm
F´c = 210 kg/cm
2
b = 25 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 14.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-) Acero a usar Sup. Acero a usar Inf.
2.21 2.27 OK
1.95 2.27 OK
1.85 2.27 OK
Qu (Etabs)= 10.8 L = 3.55 W = 6.08
9.94 11.70 s = (Av xFy x d)/Vs 9
0.85 2.30 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 82
Vc = 0.53*(f´c)^(1/2)xbxd 2.707 8.99 s max = d/2 Ø3/8"=0.953 7
m = 1.26 m Vsx = R@d/4 s max = 45 45
x = 0.15 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 68
Y = 1.59 Estribos ø 3/8" 1@05, 3@15, R@20
si :Vn <= Vc , entonces un refuerzo minimo.
1.05 Tn
Apoyo
CORTANTE
Vud (Etabs) = Vn =
7
Ø = ØVc =
Vs=Vn - Vc =
1.25 m
2Ø1/2" + 1Ø3/8" 2Ø1/2" + 1Ø3/8"
Tramo 2Ø1/2" + 1Ø3/8" 2Ø1/2" + 1Ø3/8"
2Ø1/2" + 1Ø3/8" 2Ø1/2" + 1Ø3/8"
Apoyo
39. VIGA V-03
Fy = 4200 kg/cm
2
h = 30 cm
F´c = 210 kg/cm
2
b = 30 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 24.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-) Acero a usar Sup. Acero a usar Inf.
4.10 4.52 5.04 OK
3.45 3.81 4.27 OK
3.99 4.52 5.04 OK
Qu (Etabs)= 10.06 L = 3.55 W = 8.65
7.98 9.38 s = (Av xFy x d)/Vs 38
0.85 4.72 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 69
Vc = 0.53*(f´c)^(1/2)xbxd 5.553 3.83 s max = d/2 Ø3/8"=0.953 12
m = 0.38 m Vsx = OK s max = 45 45
x = 0.21 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 57
Y = 1.36 Estribos ø 3/8" 1@05, 3@10, R@20
si :Vn <= Vc , entonces un refuerzo minimo.
2.15 Tn
0.41 m
Apoyo 1Ø1/2" + 1Ø5/8" 3Ø1/2"
CORTANTE
Vud (Etabs) = Vn =
12
Ø = ØVc =
Vs=Vn - Vc =
Apoyo 1Ø1/2" + 1Ø5/8" 3Ø1/2"
Tramo 1Ø1/2" + 1Ø5/8" 3Ø1/2"
40. VIGA V-04
Fy = 4200 kg/cm
2
h = 40 cm
F´c = 210 kg/cm
2
b = 25 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 34.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-) Acero a usar Sup. Acero a usar Inf.
5.14 3.81 5.64 OK
4.33 3.81 5.64 OK
5.02 3.81 5.64 OK
Qu (Etabs)= 10.8 L = 3.55 W = 8.23
7.99 9.40 s = (Av xFy x d)/Vs 71
0.85 5.57 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 82
Vc = 0.53*(f´c)^(1/2)xbxd 6.548 2.86 s max = d/2 Ø3/8"=0.953 17
m = 0.30 m Vsx = OK s max = 45 45
x = 0.26 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 68
Y = 1.32 Estribos ø 3/8" 1@05, 3@15, R@20
si :Vn <= Vc , entonces un refuerzo minimo.
CORTANTE
Tramo
17
Ø = ØVc =
Vs=Vn - Vc =
2.54 Tn
Vud (Etabs) = Vn =
0.37 m
Apoyo 3Ø1/2" 3Ø1/2"
3Ø1/2" 3Ø1/2"
Apoyo 3Ø1/2" 3Ø1/2"
41. VIGA V-05
Fy = 4200 kg/cm
2
h = 50 cm
F´c = 210 kg/cm
2
b = 30 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 44.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-) Acero a usar Sup. Acero a usar Inf.
10.35 5.94 10.97 OK
8.48 4.52 8.90 OK
8.84 5.94 10.97 OK
Qu (Etabs)= 10.06 L = 3.55 W = 10.23
5.55 6.53 s = (Av xFy x d)/Vs -72
0.85 8.64 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 69
Vc = 0.53*(f´c)^(1/2)xbxd 10.161 -3.63 s max = d/2 Ø3/8"=0.953 22
m = -0.30 m Vsx = OK s max = 45 45
x = 0.33 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 57
Y = 1.01 Estribos ø 3/8" 1@05, 3@15, R@20
si :Vn <= Vc , entonces un refuerzo minimo.
Apoyo 3Ø1/2" 3Ø1/2"
Tramo 3Ø1/2" 3Ø1/2"
Apoyo 3Ø1/2" 3Ø1/2"
CORTANTE
Vud (Etabs) = Vn =
-72
Ø = ØVc =
Vs=Vn - Vc =
3.94 Tn
-0.19 m
42. VIGA V-06
Fy = 4200 kg/cm
2
h = 50 cm
F´c = 210 kg/cm
2
b = 30 cm
F.M.C 1.5 Øref = 1.9 cm
Øest = 0.95 cm
rec = 4 cm
d = 44.1 cm
Momento (+) Moment.(-) As+ As- Mto. Resist. (+) Mto. Resist. (-) Mu<Mr (+) Mu<Mr (-) Acero a usar Sup. Acero a usar Inf.
5.14 3.81 5.64 OK
4.33 3.81 5.64 OK
5.02 3.81 5.64 OK
Qu (Etabs)= 10.8 L = 3.55 W = 8.23
7.17 8.44 s = (Av xFy x d)/Vs -152
0.85 8.64 s max = (5 * Av x Fy )/( (f´c)^(1/2) * bw) 69
Vc = 0.53*(f´c)^(1/2)xbxd 10.161 -1.73 s max = d/2 Ø3/8"=0.953 22
m = -0.18 m Vsx = OK s max = 45 45
x = 0.41 m L1 = R@d/2 s max = (Av xFy )/(3.5xbw) 57
Y = 1.07 Estribos ø 3/8" 1@05, 3@15, R@20
si :Vn <= Vc , entonces un refuerzo minimo.
3.94 Tn
-0.14 m
Apoyo 3Ø1/2" 3Ø1/2"
CORTANTE
Vud (Etabs) = Vn =
-152
Ø = ØVc =
Vs=Vn - Vc =
Apoyo 3Ø1/2" 3Ø1/2"
Tramo 3Ø1/2" 3Ø1/2"
