calculos vigas (2)
DESCRIPTION
calculo para vigasTRANSCRIPT
VIGA DE CINCO CLAROS
VIGA DE UN CLAROVIGA DE DOS CLAROSVIGA DE TRES CLAROS
VIGA DE CUATRO CLAROS
VIGA DE SEIS CLAROS
DA
TO
S D
E L
A V
IGA b = 25 cm VIGA DE SEIS CLAROS Y CARGA UNIFORMEMENTE DISTRIBUIDA
f'c= 250 kg/cm2 f*c= 200 kg/cm2 Carga distribuida f''c= 170 kg/cm2 fy= 4200 kg/cm2 longitudinal
VIGA V-6 Longitud
fy= 2530 kg/cm2 estribosp = 0.008 EIq = 0.198
Carga puntual
P - - - a-b 2.000 1.600 2.000 1.800 2.000 4.000 2.000 6.000
w 2250 3850 3000 2100
EI 1 1 1 1L 3.6 3.8 6 8
METODO DE CROSS PARA VIGAS
A B B C C D D EEI 1 1 1 1L 3.6 3.8 6 8K 0.2083333333 0.2631578947 0.1666666667 0.125
0 0.4714912281 0.4298245614 0.2916666667 0.325FD 0 0.4418604651 0.5581395349 0.612244898 0.387755102 0.5714285714 0.4285714286 0.3846153846
MEP 0 3645 - 4,632.83 4,632.83 - 9,000.00 9,000.00 - 11,200.00 11,200.00 1MDES 0 -987.83 -4367.17 -2200.00 7262.50
1DISTR. 0 436.48 551.35 2673.78 1693.39 1257.142857143 942.8571428571 -2793.269230771TRANS 0 0 1336.89 275.67 628.57 846.70 -1396.63 471.432MDES 0 1336.89 904.25 -549.94 745.62
∑ K
A B C D
2DISTR. 0 -590.72 -746.17 -553.62 -350.63 314.2508783733 235.68815878 -286.7777383912TRANS 0 0 -276.81 -373.08 157.13 -175.31 -143.39 117.843MDES 0 -276.81 -215.96 -318.70 694.52
3DISTR. 0 122.31 154.50 132.22 83.74 182.115336895 136.5865026712 -267.1226989833TRANS 0 0 66.11 77.25 91.06 41.87 -133.56 68.294MDES 0 66.11 168.31 -91.69 127.50
4DISTR. 0 -29.21 -36.90 -103.05 -65.26 52.3952271217 39.2964203413 -49.0380684504MF 0 3583.87 -3583.87 6762.00 -6762.00 11519.16 -11519.16 8461.36
DETERMINACION DE CORTANTES TOTALES
A B B C C D D EVISOST 4050.00 -4050.00 7315.00 -7315.00 9000.00 -9000.00 8400.00 -8400.00-∑M/L -995.52 -995.52 -836.35 -836.35 -792.86 -792.86 382.22 382.22
VTOTAL 3054.48 -5045.52 6478.65 -8151.35 8207.14 -9792.86 8782.22 -8017.78
A B C DREACCION 3054.48 11524.17 16358.49 18575.08
DIAGRAMA CORTANTE SIN CARGAS PUNTUALES
3054.48 6,478.648 8207.14 8782.22 5779.23
2.24 2.12 3.26 3.82
1.36 1.68 2.74 4.18
-5045.52 -8151.35 -9792.86 -8017.78
DIAGRAMA MOMENTOS FLEXIONANTES SIN CARGAS PUNTUALES
2073.301867.16 4464.19 6844.53
0
-3583.87 -6762.00 -11519.16
DISEÑO POR FLEXION
SECCION Mu (kg-m) d (cm) As req.Armados
Principal As Bastones Sobra
A 0.00 - - 2 Var No. 4 2.54 0 bast. No. 1 - 2.54
A B 2073.30 17.62 1.00 2 Var No. 4 2.54 0 bast. No. 1 - 1.54
B 3583.87 23.17 1.72 2 Var No. 4 2.54 0 bast. No. 1 - 0.82
B C 1867.16 16.72 0.90 2 Var No. 4 2.54 0 bast. No. 1 - 1.64
C 6762.00 31.82 3.25 2 Var No. 4 2.54 1 bast. No. 4 1.27 0.56
C D 4464.19 25.85 2.15 2 Var No. 4 2.54 1 bast. No. 3 0.71 1.10
D 11519.16 41.53 5.54 2 Var No. 4 2.54 2 bast. No. 4 2.54 - 0.46
D E 6844.53 32.01 3.29 2 Var No. 4 2.54 0 bast. No. 1 - - 0.75
E 8461.36 35.59 4.07 2 Var No. 4 2.54 1 bast. No. 5 1.98 0.45
E F 374.49 7.49 0.18 2 Var No. 4 2.54 0 bast. No. 1 - 2.36
F 3190.21 21.86 1.53 2 Var No. 4 2.54 2 bast. No. 5 3.96 4.97
F G 3532.11 23.00 1.70 2 Var No. 4 2.54 1 bast. No. 5 1.98 2.82
G 0.00 - - 2 Var No. 4 2.54 0 bast. No. 1 - 2.54
d = 41.53 cm
DISEÑO POR CORTANTE Smax.
SECCION Vu (kg) Vcr (kg) Vre (kg)Separacion de estribos
Estribos Av Sreq
A 3,054.48 5,168.58 - 2,114.10 Estribo No. 2 2 0.64 - 47.52
B 5,045.52 5,168.58 - 123.06 Estribo No. 2 0.64 - 816.43
B 6,478.65 5,168.58 1,310.07 Estribo No. 2 0.64 76.69
C 8,151.35 5,168.58 2,982.77 Estribo No. 2 0.64 33.68
C 8,207.14 5,168.58 3,038.56 Estribo No. 2 0.64 33.07
D 9,792.86 5,168.58 4,624.28 Estribo No. 2 0.64 21.73
D 8,782.22 5,168.58 3,613.64 Estribo No. 2 0.64 27.80
E 8,017.78 5,168.58 2,849.19 Estribo No. 2 0.64 35.26
E 5,779.23 5,168.58 610.65 Estribo No. 2 0.64 164.53
F 3,670.77 5,168.58 - 1,497.81 Estribo No. 2 0.64 - 67.08
F 5,797.55 5,168.58 628.97 Estribo No. 2 0.64 159.74
G 4,202.45 5,168.58 - 966.13 Estribo No. 2 0.64 - 103.99
2 Varillas No. 4
0 baston No.1
0 baston No. 1
- baston No. 1
2 varillas No. 4
90 180 90 0.95 1.9
Estribos @ 14.80 Estribos @ 14.80 Estribos @ 14.80 Estribos @ 14.80 Estribos @
BBA
AA
Carga distribuida
Lado aLado b
- 2.000 3.000 3.000 1.000
2100 1890 2500
1 15 4
METODO DE CROSS PARA VIGAS
E E F F G1 1 18 5 4
0.125 0.2 0.18750.325 0.3875 0
0.3846153846 0.6153846154 0.5161290323 0.4838709677 0 11,200.00 - 3,937.50 3,937.50 -5000 0
7262.50 -1062.50 0-2793.26923077 -4469.23076923 548.39 514.11 0
471.43 274.19 -2234.62 0 0745.62 -2234.62 0
E F G
-286.777738391 -458.844381425 1153.35 1081.27 0117.84 576.67 -229.42 0 0
694.52 -229.42 0-267.122698983 -427.396318372 118.41 111.01 0
68.29 59.21 -213.70 0 0127.50 -213.70 0
-49.0380684504 -78.4609095207 110.30 103.40 08461.36 -8461.36 3190.21 -3190.21 0
DETERMINACION DE CORTANTES TOTALES
E E F F G-8400.00 4725.00 -4725.00 5000.00 -5000.00382.22 1054.23 1054.23 797.55 797.55
-8017.78 5779.23 -3670.77 5797.55 -4202.45
E F G13797.01 9468.32 4202.45
5779.23 5797.55
1.94 1.68
3.06 2.32
-8017.78 -3670.77 -4202.45
3532.11374.49
-
-8461.36 -3190.21
LS
LI
LS
LI
LS
LI
LS
LI
LS
LI
LS
LI
LS
Vrestriccion: 17,620.16 kg
Smax. 14.80 20.77
Separacion de estribos
Smax.
14.80
14.80
14.80
14.80
14.80
14.80
14.80
14.80
14.80
14.80
14.80
14.80
1 baston No. 4.00
1.00 baston No. 3
2 Baston No. 4 - baston No. 1
0.95 1.5 3 1.5 2 4
Estribos @ 14.80 E @ 14.80 Estribos @ 14.80 E @ 14.80 Estribos @ 14.80
CA
DA
0 Baston No. 0#REF!
2 20
E @ 0.00
EA
Varilla As cm2
1 0.012 0.32
2.5 0.493 0.714 1.275 1.98 1.58756 2.857 3.888 5.07
10 7.9212 11.4
DA
TO
S D
E L
A V
IGA b = 20 cm
f'c= 200 kg/cm2 f*c= 160 kg/cm2 VIGA DE UN CLARO Y CARGA UNIFORMEMENTE DISTRIBUIDA f''c= 136 kg/cm2 fy= 4200 kg/cm2 longitudinal
VIGA V-1 fy= 2530 kg/cm2 estribos 1220.4p = 0.008q = 0.247
DISEÑO POR FLEXION
Dif
ere
n
Le
ch
o
SECCION COEF. w (kg/m) L (m) d (cm) As req.Armados
Principal As Bastones As
A 0 1,220.40 7.3 - - - 2 Var No. 3.0 1.42 0 bast. No. 1 - 1.42 LS
A B 0.125 1,220.40 7.3 812,938.95 39.16 6.27 2 Var No. 4.0 2.54 2 bast. No. 5 3.96 0.23 LI
B 0 1,220.40 7.3 - - - 2 Var No. 3.0 1.42 0 bast. No. 1 - 1.42 LS
Peralte efectivo de la viga 39.16
Vrestriccion: 11,888.46 kg
DISEÑO POR CORTANTE Smax. 18.51 20.83
SECCION COEF. w (kg/m) L (m) Vcr VreSeparacion de estribos
Estribos Av Sreq Smax.
A 0.5 1,220.40 7.3 4,454.46 3,487.28 967.18 Estribo No. 2 0.64 52.45 18.51
B 0.5 1,220.40 7.3 4,454.46 3,487.28 967.18 Estribo No. 2 0.64 52.45 18.51
2 Varillas No. 3
2 bast. del No. 5
42
2 varillas No. 4
182.5 365 182.5 20
Estribos @ 18.51 Estribos @ 18.51 Estribos @ 18.51
Mu (kg-cm)
Vu (kg)
BA
AA
DA
TO
S D
E L
A V
IGA b = 20 cm
f'c= 200 kg/cm2 f*c= 160 kg/cm2 VIGA DE DOS CLAROS Y CARGA UNIFORMEMENTE DISTRIBUIDA f''c= 136 kg/cm2 fy= 4200 kg/cm2 longitudinal
VIGA V-2 fy= 2530 kg/cm2 estribosp = 0.008q = 0.247
W a-b 1,250.00 kg/m L a-b 5.00 mts. EI a-b = 1.00 K a-b = 0.20 W b-c 1,250.00 kg/m L b-c 4.00 mts. EI b-c = 1.00 K b-c = 0.25
1,250.00 kg/m 1,250.00 kg/m
A 5.00 B 4.00 C
NODO TRAMO
K
DISEÑO POR FLEXION
Dif
ere
n
Le
ch
o
SECCION COEF. w (kg/m) L (m) d (cm) As req.Armados
Principal As Bastones As
A 0 1,194.00 6 - - - 2 Var No. 4 2.54 0 bast. No. 1 - 2.54 LS
A B 0.071 1,194.00 6 305,186.40 23.99 3.84 2 Var No. 4 2.54 2 bast. No. 3 1.42 0.12 LI
B 0.125 1,194.00 6 537,300.00 31.84 5.09 2 Var No. 4 2.54 4 bast. No. 3 2.84 0.29 LS
B C 0.071 1,142.00 4 129,731.20 15.64 2.50 2 Var No. 4 2.54 0 bast. No. 2.5 - 0.04 LI
C 0 1,142.00 4 - - - 2 Var No. 4 2.54 0 bast. No. 1 - 2.54 LS
Peralte efectivo de la viga 32.00
Vrestriccion: 9,714.52 kg
DISEÑO POR CORTANTE Smax. 18.51 16.00
SECCION COEF. w (kg/m) L (m) Vcr VreSeparacion de estribos
Mu (kg-cm)
Vu (kg)
SECCION COEF. w (kg/m) L (m) Vcr VreEstribos Av Sreq Smax.
A 0.375 1,199.00 6 2,697.75 2,849.59 - 151.84 Estribo No. 2 0.64 - 272.99 16.00
B 0.625 1,199.00 6 4,496.25 2,849.59 1,646.66 Estribo No. 2 0.64 25.17 16.00
B 0.625 1,142.00 4 2,855.00 2,849.59 5.41 Estribo No. 2 0.64 7,664.35 16.00
C 0.375 1,142.00 4 1,713.00 2,849.59 - 1,136.59 Estribo No. 2 0.64 - 36.47 16.00
2 Varillas No. 4
2 baston No. 3
4 baston No. 3
0 baston No. 2.5
34.5
2 varillas No. 4
150 300 150 100 200 100 20
Estribos @ 16.00 Estribos @ 16.00 Estribos @ 16.00 Estribos @ 16.00
Vu (kg)
BBA
CA
AA
DA
TO
S D
E L
A V
IGA b = 15 cm
f'c= 200 kg/cm2 f*c= 160 kg/cm2 VIGA DE TRES CLAROS Y CARGA UNIFORMEMENTE DISTRIBUIDA f''c= 136 kg/cm2 fy= 4200 kg/cm2 longitudinal
VIGA V-3 fy= 2530 kg/cm2 estribosp = 0.008q = 0.247
DISEÑO POR FLEXION
SECCION COEF. w (kg/m) L (m) d (cm) As req.Armados
Principal As Bastones
A 0 1,533.84 3 - - - 2 Var No. 3 1.42 bast. No.
A B 0.080 1,533.84 3 110,436.48 16.67 2.00 2 Var No. 3 1.42 1 bast. No.
B 0.100 1,533.84 3 138,045.60 18.63 2.24 2 Var No. 3 1.42 1 bast. No.
B C 0.025 1,533.84 1.03 4,068.13 3.20 0.38 2 Var No. 3 1.42 bast. No.
C 0.100 1,533.84 1.97 59,526.80 12.24 1.47 2 Var No. 3 1.42 1 bast. No.
C D 0.080 1,533.84 1.97 47,621.44 10.94 1.31 2 Var No. 3 1.42 bast. No.
D 0.0 1,533.84 1.97 - - - 2 Var No. 3 1.42 bast. No.
Peralte efectivo de la viga 23.00
Vrestriccion:DISEÑO POR CORTANTE Smax. 24.67
SECCION COEF. w (kg/m) L (m) Vcr VreSeparacion de estribos
Estribos Av Sreq
A 0.4 1,533.84 3 1,840.61 2,331.48 - 490.88 Estribo No. 2 0.64 - 84.44
B 0.6 1,533.84 3 2,760.91 2,331.48 429.43 Estribo No. 2 0.64 96.53
B 0.500 1,533.84 1.03 789.93 2,331.48 - 1,541.56 Estribo No. 2 0.64 - 26.89
C 0.5 1,533.84 1.03 789.93 2,331.48 - 1,541.56 Estribo No. 2 0.64 - 26.89
C 0.600 1,533.84 1.97 1,813.00 2,331.48 - 518.49 Estribo No. 2 0.64 - 79.95
D 0.4 1,533.84 1.97 1,208.67 2,331.48 - 1,122.82 Estribo No. 2 0.64 - 36.92
2 Varillas No. 3
1 baston No. 3
1 baston No. 4
0 baston No. 1
1 baston No.
2 varillas No. 3
75 150 75 25.75 51.5 25.75
Estribos @ 15.00 Estribos @ 15.00 Estribos @ 15.00 Estribos @ 15.00 Estribos @
Mu (kg-cm)
Vu (kg)
BBA
CA
AA
VIGA DE TRES CLAROS Y CARGA UNIFORMEMENTE DISTRIBUIDA
DISEÑO POR FLEXION
Dif
ere
n
Le
ch
o
Armados
Bastones As
1 - 1.42 LS
3 0.71 0.13 LI 1533.844 1.27 0.45 LS
1 - 1.04 LI
3 0.71 0.66 LS
1 - 0.11 LI
1 - 1.42 LS
5,236.73 kg
11.50
Separacion de estribos
Smax.
15.00
15.00
15.00
15.00
15.00
15.00
3
0 baston No. 1 25.00
49.25 98.5 49.25 20
15.00 Estribos @ 15.00 Estribos @ 15.00
CA
DA
DA
TO
S D
E L
A V
IGA b = 20 cm
f'c= 250 kg/cm2 f*c= 200 kg/cm2 VIGA DE TRES CLAROS Y CARGA UNIFORMEMENTE DISTRIBUIDA f''c= 170 kg/cm2 fy= 4200 kg/cm2 longitudinal
VIGA V-3 fy= 2530 kg/cm2 estribosp = 0.008q = 0.198
DISEÑO POR FLEXION
SECCION COEF. w (kg/m) L (m) d (cm) As req.Armados
Principal As Bastones
A 0 750.00 7.2 - - - 2 Var No. 4 2.54 0 bast. No.
A B 0.0772 908.50 7.2 363,586.06 25.83 4.13 2 Var No. 4 2.54 2 bast. No.
B 0.1071 750.00 7.2 416,404.80 27.64 4.42 2 Var No. 4 2.54 2 bast. No.
B C 0.0364 750.00 7.2 141,523.20 16.11 2.58 2 Var No. 4 2.54 0 bast. No.
C 0.0711 750.00 7.2 276,436.80 22.52 3.60 2 Var No. 4 2.54 2 bast. No.
C D 0.0364 750.00 7.2 141,523.20 16.11 2.58 2 Var No. 4 2.54 2 bast. No.
D 0.1071 750.00 7.2 416,404.80 28.03 4.48 2 Var No. 4 2.54 0 bast. No.
D E 0.0772 750.00 7.2 300,153.60 23.47 3.75 2 Var No. 4 2.54 2 bast. No.
E 0.0 750.00 7.2 - - - 2 Var No. 4 2.54 0 bast. No.
Peralte efectivo de la viga 29.50
Vrestriccion:DISEÑO POR CORTANTE Smax. 18.51
SECCION COEF. w (kg/m) L (m) Vcr VreSeparacion de estribos
Estribos Av Sreq
A 0.393 908.50 3.5 1,249.64 2,849.59 - 1,599.95 Estribo No. 2 0.64 - 25.91
B 0.607 908.50 3.5 1,930.11 2,849.59 - 919.48 Estribo No. 2 0.64 - 45.08
B 0.536 908.50 3.5 1,704.35 2,849.59 - 1,145.25 Estribo No. 2 0.64 - 36.19
C 0.46 908.50 3.5 1,475.40 2,849.59 - 1,374.19 Estribo No. 2 0.64 - 30.16
C 0.464 908.50 3.5 1,475.40 2,849.59 - 1,374.19 Estribo No. 2 0.64 - 30.16
D 0.536 908.50 3.5 1,704.35 2,849.59 - 1,145.25 Estribo No. 2 0.64 - 36.19
E 0.607 908.50 3.5 1,930.11 2,849.59 - 919.48 Estribo No. 2 0.64 - 45.08
F 0.393 908.50 3.5 1,249.64 2,849.59 - 1,599.95 Estribo No. 2 0.64 - 25.91
2 Varillas No. 4
2 baston No. 3
2 baston No. 4
0 baston No. 1
2 baston No.
2 varillas No. 4
180 360 180 180 360 180
Estribos @ 14.75 Estribos @ 14.75 Estribos @ 14.75 Estribos @ 14.75 Estribos @
Mu (kg-cm)
Vu (kg)
BBA
CA
AA
VIGA DE TRES CLAROS Y CARGA UNIFORMEMENTE DISTRIBUIDA
DISEÑO POR FLEXION
Dif
ere
n
Le
ch
o
Armados
Bastones As
1 - 2.54 LS
3 1.42 - 0.17 LI
4 2.54 0.66 LS
1 - - 0.04 LI
4 2.54 1.48 LS
3 1.42 1.38 LI
1 - - 1.94 LS
3 1.42 0.21 LI
1 - 2.54 LS
10,012.63 kg
14.75
Separacion de estribos
Smax.
14.75
14.75
14.75
14.75
14.75
14.75
14.75
14.75
4
2 baston No. 3 0
180 360 180 100 200
14.75 Estribos @ 14.75 Estribos @ 0.00 Estribos @ 0.00
CA
DA
31.50
100 20
Estribos @ 0.00
DA