CALCULOS VIGAS (2)

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

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Le

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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


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

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Le

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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



DISEÑO POR CORTANTE Smax. 18.51 16.00


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


DISEÑO POR FLEXION


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.


Vrestriccion:DISEÑO POR CORTANTE Smax. 24.67


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


Mu (kg-cm)

Vu (kg)

BBA

CA

AA

VIGA DE TRES CLAROS Y CARGA UNIFORMEMENTE DISTRIBUIDA

DISEÑO POR FLEXION

Dif

ere

n

Le

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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


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


DISEÑO POR FLEXION


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.


Vrestriccion:DISEÑO POR CORTANTE Smax. 18.51


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


Mu (kg-cm)

Vu (kg)

BBA

CA

AA

VIGA DE TRES CLAROS Y CARGA UNIFORMEMENTE DISTRIBUIDA

DISEÑO POR FLEXION

Dif

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n

Le

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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


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

CALCULOS VIGAS (2)

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