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DISEÑO POR CORTANTE DE LAS VIGAS
VIGA PRINCIPAL 101 (1°;2°;3°;4° y 5° NIVEL)Esfuerzo de concreto
Fluencia del acero f´y = 4200 kg/cm²Dimensiones de la viga 70x35
Columna 70x35d (m) 0.64
Wu (tn/m) 2.36
SOLUCION:
Sabiendo que: Viu = Coef. (U) (Ln)
Nudo 1=Nudo 2=
Sabiendo que: Vu = (Viu) - (U) (d)
LADO DERECHO Vu = 6.38 - (2.36*0.64) = 4.87
Sabiendo que:
Vc =Vc =
Sabiendo que:Vs =Vs =
Sabiendo que: Vn = Vc + VsVn = Vn =
f´c = 210kg/cm²
A. CALCULAMOS (Viu):
B. CALCULAMOS (Vu):
TRAMO 1−2
C. CALCULAMOS (Vc):
Vc = 0.5 √f´c (b) (d)Vc = 0.5 √210 (35) (64)
D. CALCULAMOS (Vs):
Vs = Vu/Ǿ - Vc
E. CALCULAMOS (Vn):
S =
Zona de Confinamiento = 2(d) = 2(64) =
So
So
1° ESTRIBO So2
FUERA DE LA ZONA DE CONFINAMIENTO
ZONA DE CONFINAMIENTO
RESPUESTA:
VIGA PRINCIPAL 102 (1°;2°;3°;4° y 5° NIVEL)Esfuerzo de concreto
Fluencia del acero f´y = 4200 kg/cm²Dimensiones de la viga 70x35
Columna 70x35d (m) 0.64
Wu (tn/m) 15.8
F. COMPROBAMOS: Vu ≤ Ǿ Vn
7.50 ≤ (0.85)(7.69)7.50 ≤ 6.54
G. ESPACIAMIENTO:
S1 ≤ 0.5 (d)S1 ≤ 0.5 (64)S1 ≤ 32 cm
S1 = 25 cm
1 Ǿ 3/8" : 1 @ 5cm; 11@ 12cm r@25cm
f´c = 210kg/cm²
SOLUCION:
Sabiendo que: Viu = Coef. (U) (Ln)
Nudo 1=Nudo 2=Nudo 3=Nudo 4=
Sabiendo que: Vu = (Viu) - (U) (d)
LADO DERECHO Vu = 12.85 - (4.59*0.64) = 2.74
LADO DERECHO Vu = 15.65 - (4.59*0.64) = 5.54
LADO DERECHO Vu = 14.65 - (4.59*0.64) = 4.54
Sabiendo que:
Vc =Vc =
Sabiendo que:Vs =Vs =
Sabiendo que: Vn = Vc + VsVn = Vn =
A. CALCULAMOS (Viu):
B. CALCULAMOS (Vu):
TRAMO 1−2
TRAMO 2−3
TRAMO 3−4
C. CALCULAMOS (Vc):
Vc = 0.5 √f´c (b) (d)Vc = 0.5 √210 (35) (64)
D. CALCULAMOS (Vs):
Vs = Vu/Ǿ - Vc
E. CALCULAMOS (Vn):
F. COMPROBAMOS:
S =
Zona de Confinamiento = 2(d) = 2(0.64)=
So
So
1° ESTRIBO So2
FUERA DE LA ZONA DE CONFINAMIENTO
ZONA DE CONFINAMIENTO
RESPUESTA:
VIGA PRINCIPAL 103 (1°;2°;3°;4° y 5° NIVEL)Esfuerzo de concreto
Fluencia del acero f´y = 4200 kg/cm²Dimensiones de la viga 70x35
Columna 70x35d (m) 0.64
Wu (tn/m) 12.8
SOLUCION:
Vu ≤ Ǿ Vn12.71 ≤ (0.85)(14.95)
12.71 ≤ 12.708
G. ESPACIAMIENTO:
S1 ≤ 0.5 (d)S1 ≤ 0.5 (64)S1 ≤ 32 cm
S1 = 25 cm
1 Ǿ 3/8" : 1 @ 5cm; 13@ 10cm r@25cm
f´c = 210kg/cm²
Sabiendo que: Viu = Coef. (U) (Ln)
Nudo 1=Nudo 2=Nudo 3=Nudo 4=
Sabiendo que: Vu = (Viu) - (U) (d)
LADO DERECHO Vu = 8.04 - (2.87*0.64) = -0.16
LADO DERECHO Vu = 9.79 - (2.87*0.64) = 1.59
LADO DERECHO Vu = 9.16 - (2.87*0.64) = 0.97
Sabiendo que:
Vc =Vc =
Sabiendo que:Vs =Vs =
Sabiendo que: Vn = Vc + VsVn = Vn =
A. CALCULAMOS (Viu):
B. CALCULAMOS (Vu):
TRAMO 1−2
TRAMO 2−3
TRAMO 3−4
C. CALCULAMOS (Vc):
Vc = 0.5 √f´c (b) (d)Vc = 0.5 √210 (35) (64)
D. CALCULAMOS (Vs):
Vs = Vu/Ǿ - Vc
E. CALCULAMOS (Vn):
F. COMPROBAMOS: Vu ≤ Ǿ Vn
7.95 ≤ (0.85)(9.35)7.95 ≤ 7.948
S =
Zona de Confinamiento = 2(d) = 2(0.64)=
So
So
1° ESTRIBO So2
FUERA DE LA ZONA DE CONFINAMIENTO
ZONA DE CONFINAMIENTO
RESPUESTA:
VIGA PRINCIPAL 104 (1° NIVEL)Esfuerzo de concreto
Fluencia del acero f´y = 4200 kg/cm²Dimensiones de la viga 60x30
Columna 70x35d (m) 0.54
Wu (tn/m) 10.7
SOLUCION:
G. ESPACIAMIENTO:
S1 ≤ 0.5 (d)S1 ≤ 0.5 (64)S1 ≤ 32 cm
S1 = 25 cm
1 Ǿ 3/8" : 1 @ 5cm; 11@ 12cm r@25cm
f´c = 210kg/cm²
A. CALCULAMOS (Viu):
Sabiendo que: Viu = Coef. (U) (Ln)
Nudo A=Nudo B=Nudo C=Nudo D=
Sabiendo que: Vu = (Viu) - (U) (d)
LADO DERECHO Vu = 7.83 - (4.29*0.54) = 2.05
LADO DERECHO Vu = 8.68 - (4.29*0.54) = 2.90
LADO DERECHO Vu = 7.97 - (4.29*0.54) = 2.19
Sabiendo que:
Vc =Vc =
Sabiendo que:Vs =Vs =
Sabiendo que: Vn = Vc + VsVn = Vn =
B. CALCULAMOS (Vu):
TRAMO A−B
TRAMO B−C
TRAMO C−D
C. CALCULAMOS (Vc):
Vc = 0.5 √f´c (b) (d)Vc = 0.5 √210 (30) (54)
D. CALCULAMOS (Vs):
Vs = Vu/Ǿ - Vc
E. CALCULAMOS (Vn):
F. COMPROBAMOS: Vu ≤ Ǿ Vn
6.37 ≤ (0.85)(7.49)6.37 ≤ 6.3665
S =
Zona de Confinamiento = 2(d) = 2(0.54)=
So
So
1° ESTRIBO So2
FUERA DE LA ZONA DE CONFINAMIENTO
ZONA DE CONFINAMIENTO
RESPUESTA:
VIGA PRINCIPAL 105 (1°;2°;3°;4° y 5° NIVEL)Esfuerzo de concreto
Fluencia del acero f´y = 4200 kg/cm²Dimensiones de la viga 60x30
Columna 70x35d (m) 0.54
Wu (tn/m) 7.77
SOLUCION:
Sabiendo que: Viu = Coef. (U) (Ln)
Nudo A=
G. ESPACIAMIENTO:
S1 ≤ 0.5 (d)S1 ≤ 0.5 (54)S1 ≤ 27 cm
S1 = 25 cm
1 Ǿ 3/8" : 1 @ 5cm; 9@ 12cm r@25cm
f´c = 210kg/cm²
A. CALCULAMOS (Viu):
Nudo B=Nudo C=Nudo D=
Sabiendo que: Vu = (Viu) - (U) (d)
LADO DERECHO Vu = 5.24 - (7.77*0.54) = 1.05
LADO DERECHO Vu = 10.59 - (7.77*0.54) = 6.39
LADO DERECHO Vu = 14.43 - (7.77*0.54) = 10.24
Sabiendo que:
Vc =Vc =
Sabiendo que:Vs =Vs =
Sabiendo que: Vn = Vc + VsVn = Vn =
S =
B. CALCULAMOS (Vu):
TRAMO A−B
TRAMO B−C
TRAMO C−D
C. CALCULAMOS (Vc):
Vc = 0.5 √f´c (b) (d)Vc = 0.5 √210 (30) (54)
D. CALCULAMOS (Vs):
Vs = Vu/Ǿ - Vc
E. CALCULAMOS (Vn):
F. COMPROBAMOS: Vu ≤ Ǿ Vn
10.24 ≤ (0.85)(12.05)10.24 ≤ 10.2425
G. ESPACIAMIENTO:
Zona de Confinamiento = 2(d) = 2(0.54)=
So
So
1° ESTRIBO So2
FUERA DE LA ZONA DE CONFINAMIENTO
ZONA DE CONFINAMIENTO
RESPUESTA:
VIGA PRINCIPAL 106 (1°;2°;3°;4° y 5° NIVEL)Esfuerzo de concreto
Fluencia del acero f´y = 4200 kg/cm²Dimensiones de la viga 60x30
Columna 70x35d (m) 0.54
Wu (tn/m) 7.34
SOLUCION:
Sabiendo que: Viu = Coef. (U) (Ln)
Nudo B=Nudo C=Nudo D=
S1 ≤ 0.5 (d)S1 ≤ 0.5 (54)S1 ≤ 27 cm
S1 = 25 cm
1 Ǿ 3/8" : 1 @ 5cm; 11@ 10cm r@25cm
f´c = 210kg/cm²
A. CALCULAMOS (Viu):
Sabiendo que: Vu = (Viu) - (U) (d)
LADO DERECHO Vu = 12.40 - (7.34*0.54) = 8.44
LADO DERECHO Vu = 13.63 - (7.34*0.54) = 9.67
Sabiendo que:
Vc =Vc =
Sabiendo que:Vs =Vs =
Sabiendo que: Vn = Vc + VsVn = Vn =
S =
Zona de Confinamiento = 2(d) = 2(0.54)=
So
So
B. CALCULAMOS (Vu):
TRAMO B−C
TRAMO C−D
C. CALCULAMOS (Vc):
Vc = 0.5 √f´c (b) (d)Vc = 0.5 √210 (30) (54)
D. CALCULAMOS (Vs):
Vs = Vu/Ǿ - Vc
E. CALCULAMOS (Vn):
F. COMPROBAMOS: Vu ≤ Ǿ Vn
9.67 ≤ (0.85)(11.37)9.67 ≤ 9.6645
G. ESPACIAMIENTO:
So
1° ESTRIBO So2
FUERA DE LA ZONA DE CONFINAMIENTO
ZONA DE CONFINAMIENTO
RESPUESTA:
VIGA PRINCIPAL 107 (1°;2°;3°;4° y 5° NIVEL)Esfuerzo de concreto
Fluencia del acero f´y = 4200 kg/cm²Dimensiones de la viga 60x30
Columna 70x35d (m) 0.54
Wu (tn/m) 3.86
SOLUCION:
Sabiendo que: Viu = Coef. (U) (Ln)
Nudo B=Nudo C=Nudo D=
Sabiendo que: Vu = (Viu) - (U) (d)
LADO DERECHO Vu = 6.52 - (3.86*0.54) = 4.44
S1 ≤ 0.5 (d)S1 ≤ 0.5 (54)S1 ≤ 27 cm
S1 = 25 cm
1 Ǿ 3/8" : 1 @ 5cm; 11@ 10cm r@25cm
f´c = 210kg/cm²
A. CALCULAMOS (Viu):
B. CALCULAMOS (Vu):
TRAMO B−C
LADO DERECHO Vu = 7.17 - (3.86*0.54) = 5.08
Sabiendo que:
Vc =Vc =
Sabiendo que:Vs =Vs =
Sabiendo que: Vn = Vc + VsVn = Vn =
S =
Zona de Confinamiento = 2(d) = 2(0.54)=
So
So
1° ESTRIBO So2
FUERA DE LA ZONA DE CONFINAMIENTO
TRAMO C−D
C. CALCULAMOS (Vc):
Vc = 0.5 √f´c (b) (d)Vc = 0.5 √210 (30) (54)
D. CALCULAMOS (Vs):
Vs = Vu/Ǿ - Vc
E. CALCULAMOS (Vn):
F. COMPROBAMOS: Vu ≤ Ǿ Vn
5.08 ≤ (0.85)(5.97)5.08 ≤ 5.0745
G. ESPACIAMIENTO:
ZONA DE CONFINAMIENTO
RESPUESTA:
VIGA PRINCIPAL 108 (2°;3°;4° y 5° NIVEL)Esfuerzo de concreto
Fluencia del acero f´y = 4200 kg/cm²Dimensiones de la viga 60x30
Columna 70x35d (m) 0.54
Wu (tn/m) 4.29
SOLUCION:
Sabiendo que: Viu = Coef. (U) (Ln)
Nudo B=Nudo C=Nudo D=
Sabiendo que: Vu = (Viu) - (U) (d)
LADO DERECHO Vu = 7.25 - (4.29*0.54) = 4.93
LADO DERECHO Vu = 7.97 - (4.29*0.54) = 5.65
Sabiendo que:
S1 ≤ 0.5 (d)S1 ≤ 0.5 (54)S1 ≤ 27 cm
S1 = 25 cm
1 Ǿ 3/8" : 1 @ 5cm; 9@ 12cm r@25cm
f´c = 210kg/cm²
A. CALCULAMOS (Viu):
B. CALCULAMOS (Vu):
TRAMO B−C
TRAMO C−D
C. CALCULAMOS (Vc):
Vc = 0.5 √f´c (b) (d)
Vc =Vc =
Sabiendo que:Vs =Vs =
Sabiendo que: Vn = Vc + VsVn = Vn =
S =
Zona de Confinamiento = 2(d) = 2(0.54)=
So
So
1° ESTRIBO So2
FUERA DE LA ZONA DE CONFINAMIENTO
ZONA DE CONFINAMIENTO
Vc = 0.5 √210 (30) (54)
D. CALCULAMOS (Vs):
Vs = Vu/Ǿ - Vc
E. CALCULAMOS (Vn):
F. COMPROBAMOS: Vu ≤ Ǿ Vn
5.65 ≤ (0.85)(6.65)5.65 ≤ 5.6525
G. ESPACIAMIENTO:
S1 ≤ 0.5 (d)S1 ≤ 0.5 (54)S1 ≤ 27 cm
S1 = 25 cm
RESPUESTA: 1 Ǿ 3/8" : 1 @ 5cm; 9@ 12cm r@25cm
DISEÑO POR CORTANTE DE LAS VIGAS
Viu = Coef. (U) (Ln)
1/2 (2.36) (4.7) = 6.381.15/2 (2.36) (5.93) = 8.05
Vu = (Viu) - (U) (d)
LADO IZQUIERDO Vu = 8.05- (2.36*0.64) = 6.54
16230.34 kg/cm16.23 tn/m
6.54/0.85 - 16.23-8.54
Vn = Vc + Vs16.23 + (-7.41)7.69
TRAMO 1−2
Vc = 0.5 √f´c (b) (d)Vc = 0.5 √210 (35) (64)
Vs = Vu/Ǿ - Vc
58.36 cm6540
Zona de Confinamiento = 2(d) = 2(64) = 1.28 cm
0.25 (d)8 Ǿmin30 cm
0.25 (64) = 16 cm8 (5/8") (2.54)= 12 cm
30 cm
Entonces: 12/2 =
FUERA DE LA ZONA DE CONFINAMIENTO
1.28 - 0.05 = 1.23123/12 = 11
Vu ≤ Ǿ Vn7.50 ≤ (0.85)(7.69)
7.50 ≤ 6.547.50 ≤ 7.50
1.42 (4200) (64) =
6 ≈ 5cm
Ǿ 3/8" : 1 @ 5cm; 11@ 12cm r@25cm
Viu = Coef. (U) (Ln)
1/2 (4.59) (5.6) = 12.851.15/2 (4.59) (5.93) = 15.651.15/2 (4.59) (5.55) = 14.65
1/2 (4.59) (4.85) = 11.13
Vu = (Viu) - (U) (d)
LADO IZQUIERDO Vu = 15.65 - (4.59*0.64) = 5.54
LADO IZQUIERDO Vu = 14.65 - (4.59*0.64) = 4.54
LADO IZQUIERDO Vu = 11.13 - (4.59*0.64) = 1.02
16230.34 kg/cm16.23 tn/m
12.71/0.85 - 16.23-1.28
Vn = Vc + Vs16.23 + (-1.28)14.95
TRAMO 1−2
TRAMO 2−3
TRAMO 3−4
Vc = 0.5 √f´c (b) (d)Vc = 0.5 √210 (35) (64)
Vs = Vu/Ǿ - Vc
298.2 cm1280
Zona de Confinamiento = 2(d) = 2(0.64)= 1.28 cm
0.25 (d)8 Ǿmin30 cm
0.25 (64) = 16 cm8 (1/2") (2.54)= 10 cm
30 cm
Entonces: 10/2 = 5cm
1.28 - 0.05 = 1.23123/10 = 13
Vu ≤ Ǿ Vn12.71 ≤ (0.85)(14.95)
12.71 ≤ 12.70812.71 ≤ 12.71
1.42 (4200) (64) =
Ǿ 3/8" : 1 @ 5cm; 13@ 10cm r@25cm
Viu = Coef. (U) (Ln)
1/2 (2.87) (5.6) = 8.041.15/2 (2.87) (5.93) = 9.791.15/2 (2.87) (5.55) = 9.16
1/2 (2.87) (4.85) = 6.96
Vu = (Viu) - (U) (d)
LADO IZQUIERDO Vu = 9.79 - (2.87*0.64) = 1.59
LADO IZQUIERDO Vu = 9.16 - (2.87*0.64) = 0.97
LADO IZQUIERDO Vu = 6.96 - (2.87*0.64) = -1.23
16230.34 kg/cm16.23 tn/m
7.95/0.85 - 16.23-6.88
Vn = Vc + Vs16.23 + (-6.88)9.35
TRAMO 1−2
TRAMO 2−3
TRAMO 3−4
Vc = 0.5 √f´c (b) (d)Vc = 0.5 √210 (35) (64)
Vs = Vu/Ǿ - Vc
Vu ≤ Ǿ Vn7.95 ≤ (0.85)(9.35)
7.95 ≤ 7.948
55.48 cm6880
Zona de Confinamiento = 2(d) = 2(0.64)= 1.28 cm
0.25 (d)8 Ǿmin30 cm
0.25 (64) = 16 cm8 (5/8") (2.54)= 12 cm
30 cm
Entonces: 12/2 =
1.28 - 0.05 = 1.23123/12 = 11
7.95 ≤ 7.95
1.42 (4200) (64) =
6 ≈ 5cm
Ǿ 3/8" : 1 @ 5cm; 11@ 12cm r@25cm
Viu = Coef. (U) (Ln)
1/2 (4.29) (3.65) = 7.831.15/2 (4.29) (3.52) = 8.681.15/2 (4.29) (3.23) = 7.97
1/2 (4.29) (3.08) = 6.61
Vu = (Viu) - (U) (d)
LADO IZQUIERDO Vu = 8.68 - (4.29*0.54) = 2.90
LADO IZQUIERDO Vu = 7.97 - (4.29*0.54) = 2.19
LADO IZQUIERDO Vu = 6.61 - (4.29*0.54) = 0.83
11738.02 kg/cm11.74 tn/m
6.37/0.85 - 11.74-4.25
Vn = Vc + Vs16.23 + 2.247.49
TRAMO A−B
TRAMO B−C
TRAMO C−D
Vc = 0.5 √f´c (b) (d)Vc = 0.5 √210 (30) (54)
Vs = Vu/Ǿ - Vc
Vu ≤ Ǿ Vn6.37 ≤ (0.85)(7.49)
6.37 ≤ 6.36656.37 ≤ 6.37
75.78 cm4250
Zona de Confinamiento = 2(d) = 2(0.54)= 1.08 cm
0.25 (d)8 Ǿmin30 cm
0.25 (64) = 16 cm8 (5/8") (2.54)= 12 cm
30 cm
Entonces: 12/2 =
1.08 - 0.05 = 1.03103/12 = 9
Viu = Coef. (U) (Ln)
1/2 (7.77) (1.35) = 5.24
1.42 (4200) (54) =
6 ≈ 5cm
1 Ǿ 3/8" : 1 @ 5cm; 9@ 12cm r@25cm
1.15/2 (7.77) (2.37) = 10.591.15/2 (7.77) (3.23) = 14.43
1/2 (7.77) (3.08) = 11.97
Vu = (Viu) - (U) (d)
LADO IZQUIERDO Vu = 10.59 - (7.77*0.54) = 6.39
LADO IZQUIERDO Vu = 14.43 - (7.77*0.54) = 10.24
LADO IZQUIERDO Vu = 11.97 - (7.77*0.54) = 7.77
11738.02 kg/cm11.74 tn/m
10.24/0.85 - 11.740.31
Vn = Vc + Vs16.23 + 2.2412.05
1038.89 cm310
TRAMO A−B
TRAMO B−C
TRAMO C−D
Vc = 0.5 √f´c (b) (d)Vc = 0.5 √210 (30) (54)
Vs = Vu/Ǿ - Vc
Vu ≤ Ǿ Vn10.24 ≤ (0.85)(12.05)
10.24 ≤ 10.242510.24 ≤ 10.24
1.42 (4200) (54) =
Zona de Confinamiento = 2(d) = 2(0.54)= 1.08 cm
0.25 (d)8 Ǿmin30 cm
0.25 (64) = 16 cm8 (1/2") (2.54)= 10 cm
30 cm
Entonces: 10/2 =
1.08 - 0.05 = 1.03103/10 = 11
Viu = Coef. (U) (Ln)
1/2 (7.34) (3.38) = 12.401.15/2 (7.34) (3.23) = 13.63
1/2 (7.34) (3.08) = 11.30
5cm
Ǿ 3/8" : 1 @ 5cm; 11@ 10cm r@25cm
Vu = (Viu) - (U) (d)
LADO IZQUIERDO Vu = 13.63 - (7.34*0.54) = 9.67
LADO IZQUIERDO Vu = 11.30 - (7.34*0.54) = 7.34
11738.02 kg/cm11.74 tn/m
9.67/0.85 - 11.74-0.36
Vn = Vc + Vs16.23 + 2.2411.37
894.6 cm360
Zona de Confinamiento = 2(d) = 2(0.54)= 1.08 cm
0.25 (d)8 Ǿmin30 cm
0.25 (64) = 16 cm
TRAMO B−C
TRAMO C−D
Vc = 0.5 √f´c (b) (d)Vc = 0.5 √210 (30) (54)
Vs = Vu/Ǿ - Vc
Vu ≤ Ǿ Vn9.67 ≤ (0.85)(11.37)
9.67 ≤ 9.66459.67 ≤ 9.67
1.42 (4200) (54) =
8 (1/2") (2.54)= 10 cm30 cm
Entonces: 10/2 =
1.08 - 0.05 = 1.03103/10 = 11
Viu = Coef. (U) (Ln)
1/2 (3.86) (3.38) = 6.521.15/2 (3.86) (3.23) = 7.17
1/2 (3.86) (3.08) = 5.94
Vu = (Viu) - (U) (d)
LADO IZQUIERDO Vu = 7.17 - (3.86*0.54) = 5.08
5cm
Ǿ 3/8" : 1 @ 5cm; 11@ 10cm r@25cm
TRAMO B−C
LADO IZQUIERDO Vu = 5.94 - (3.86*0.54) = 3.86
11738.02 kg/cm11.74 tn/m
5.08/0.85 - 11.74-5.76
Vn = Vc + Vs16.23 + 2.245.97
53.95 cm5970
Zona de Confinamiento = 2(d) = 2(0.54)= 1.08 cm
0.25 (d)8 Ǿmin30 cm
0.25 (64) = 16 cm8 (5/8") (2.54)= 12 cm
30 cm
Entonces: 12/2 =
TRAMO C−D
Vc = 0.5 √f´c (b) (d)Vc = 0.5 √210 (30) (54)
Vs = Vu/Ǿ - Vc
Vu ≤ Ǿ Vn5.08 ≤ (0.85)(5.97)
5.08 ≤ 5.07455.08 ≤ 5.08
1.42 (4200) (54) =
6 ≈ 5cm
1.08 - 0.05 = 1.03103/12 = 9
Viu = Coef. (U) (Ln)
1/2 (4.29) (3.38) = 7.251.15/2 (4.29) (3.23) = 7.97
1/2 (4.29) (3.08) = 6.61
Vu = (Viu) - (U) (d)
LADO IZQUIERDO Vu = 7.97 - (4.29*0.54) = 5.65
LADO IZQUIERDO Vu = 6.61 - (4.29*0.54) = 4.29
1 Ǿ 3/8" : 1 @ 5cm; 9@ 12cm r@25cm
TRAMO B−C
TRAMO C−D
Vc = 0.5 √f´c (b) (d)
11738.02 kg/cm11.74 tn/m
5.65/0.85 - 11.74-5.09
Vn = Vc + Vs16.23 + 2.246.65
63.27 cm5090
Zona de Confinamiento = 2(d) = 2(0.54)= 1.08 cm
0.25 (d)8 Ǿmin30 cm
0.25 (64) = 16 cm8 (5/8") (2.54)= 12 cm
30 cm
Entonces: 12/2 =
1.08 - 0.05 = 1.03
Vc = 0.5 √210 (30) (54)
Vs = Vu/Ǿ - Vc
Vu ≤ Ǿ Vn5.65 ≤ (0.85)(6.65)
5.65 ≤ 5.65255.65 ≤ 5.65
1.42 (4200) (54) =
6 ≈ 5cm
103/12 = 9
1 Ǿ 3/8" : 1 @ 5cm; 9@ 12cm r@25cm