FACULTAD DE ARQUITECTURA Y URBANISMO ESTRUCTURAS 4

EDIFICIO INVERSIONES PAUCARPATA

FUERZA CORTANTE Y MOMENTO FLECTOR

CALCULO DE VIGA EN T (VIGUETA)

RNE

Carga Viva :

Ancho Tributario :

Vigueta : m x =

x =

=

Concreto m x m x m = m3

m x m x m = m3

Acabado m x m x m = m3

m3

=

= V x

= x Kg / m3 =

= x =

Kg x =

= + =

=

Multiplicando el Peso por el Factor de carga Muerta :

= x =

Carga Repartida (CR) :

= +

= + =

=

= = Kg/m

406.5 Kg/m

W 406.5

0.015

Kg/m

Kg/m

1.8

226.5

CR

CR

unidades

Kg

P

P

144

151

CV CM

180

CM 151

m

1.00

1.00

0.025

Kg/m

Peso de la viga en un metro lineal (P) :

Kg/m 406.5

250

0.40

250 Kg/m2

Kg/m2

m

0.10

0.05

1.8

1.5

180

100

Kg/m

100

180

180 Kg/m

Carga Viva (CV) =

0.40

FACTOR POR CARGA VIVA (FCV) :

FACTOR DE CARGA MUERTA (FCM) :

CV

1.5 Kg/m

Kg/m 151

Volumen de la viga en un metro lineal (V) :

V

Peso de ladrilllo por un metro lineal

Total : 7 1

m

7 Kg/m

2

7

3.5

P

2400 Kg/m3

2400 Kg

m3

Kg

144

1.00

1 144 Kg/m

0.02

0.06

0.06

PESO DE LA VIGA EN UN METRO LINEAL

Kg/m7

Kg/m Kg/m

Kg /m

Kg/m

Kg/m

CR

CR

PESO ESPECIFICO DEL CONCRETO (PeC) :

0.06

Peso por unidad de Ladrillo :

N° ladrillos :

Total :

PeC

m3

0.05

0.25

0.30

0.40

P 144 Kg

P

226.5

.10

.40

.20

.05

.25

FACULTAD DE ARQUITECTURA Y URBANISMO ESTRUCTURAS 4

DIAGRAMA DE FUERZA CORTANTE

=

∑Fy = 0

+ - =

- x m =

=

=

=

= -

= - x m =

= - x m =

= - x m =

= - x m =

= - x m =

= - x

= ÷

=

W L2 W (X) (X)

2

Kg/m x ( 3.6 )2 m Kg/m ( 0 ) m ( 0 ) m

2

Kg/m x ( 3.6 )2 m Kg/m ( 1 ) m ( 1 ) m

2

Kg/m x ( 3.6 )2 m Kg/m ( 2 ) m ( 2 ) m

2

Kg/m x ( 3.6 )2 m Kg/m ( 3 ) m ( 3 ) m

2

Kg/m x ( 3.6 )2 m Kg/m ( 3.6 ) m ( 3.6 ) m

2

=406.5

=406.5

406.5

=

DIAGRAMA DE FUERZA CORTANTE

kg

kg

kg

kg

kgV(3.6)

=M(x)

m

=

12- RA(X) +

m

m

X 1.775

ECUACION DEL MOMENTO

DIAGRAMA DE MOMENTO FLECTOR

12

406.5-

406.5

406.5= -203.17

12

406.5-

406.5= 91.5472

12

721.538

721.538

721.538

kg

=

m

m

m- 426.9112

= -

12m

-

X 721.5375 kg 406.5 kg

721.538 kg x 1

M(2)

M(3)

M(3.6)

V(X) kg Kg/m721.5375 406.5

721.538 kg x 0

X

721.5375 kg 406.5 Kg/m

2 -91.4625

V(3) 721.5375 kg 406.5 Kg/m 3 -497.9625

V(2) 721.5375 kg 406.5 Kg/m

3.55 -721.5375

Kg/m 1 315.0375

V(0) 721.5375 kg 406.5 Kg/m 0 721.5375

V(1) 721.5375 kg 406.5

V(X) RA W(X)

0

2RA 1443.075 kg

RA 1443.075 kg

2

721.5375 kgRA

RA

RA RB WL 0

2RA 406.5 Kg/m 3.55

RB

M(0)

M(1)

Kg m

Kg m

Kg m

Kg m

Kg m

x 2 +

kg 3

3.6

+

+

x

xkg

= 426.91

-91.378

406.5

406.5=

+

+

RB

W = 406.5 Kg/m

RA

721.5375 Kg

- 721.5375 Kg

426.91 Kg m

-203.17 Kg m

-91.378 Kg m

426.91 Kg m

91.547 Kg m

.25

.40

3.55

.40

.25

FACULTAD DE ARQUITECTURA Y URBANISMO ESTRUCTURAS 4

α fy b

f'c =

f'y =

A s1 = ø = =

A s2 = ø = =

d =

b =

α =

β =

Para A s1 = ø

cm2 x

x x 10 cm

MY =

MY =

Para A s2 = ø

cm2 x

x x 10 cm

MY =

MY =

MY >

MY <

MC = α f'c b c ( d - β c )

ES = =

fs =

c = + d c = + 25 cm

c = 15 cm

MC = x x 10 cm x 15 cm ( 25 cm - x 15 cm ) =

MC =

MC =

MC > MY

0.425 422415.00 Kg cm

422415.00 Kg cm

FALLA POR FLUENCIA DEL ACERO

(0.003

)0.003 4200

2.1 x 106

Kg/cm2

Kg cm4224.15

2,100,000.0 Kg/cm2

2.1 x 106

Kg/cm2

4,200.0

0.72 210 Kg/cm2

Kg/cm2

Kg/cm2

0.003 fs

Es

(0.003

)

Kg m es suficiente

426.91 es suficiente

426.91 no es suficiente

FALLA POR ESTALLIDO DEL CONCRETO

=72050.5 0.425 Kg/cm

2

135409.2581 kg cm

MY = 1.29 cm2 x 4200 Kg/cm

2 ( 25 (0.425Kg/cm

2

) )1.29 4200

1354.092581

72050.50417 kg cm

720.5050417 Kg m es suficiente

1/2 ''

cm2 -

)0.72 210 Kg/cm

225 cm - 0.425 (

0.71 4200 Kg/cm2

) =

cm2

cm2

0.72

0.425

MY =

3/8 ''

cm25

cm10

(0.71 x 4200 Kg/cm2

3/8 ''

1/2 '' mm2

71 mm2

129

0.71

1.29

cm2

)As fy

210 Kg/cm2

4200 Kg/cm2

MY = As fy ( d - β

A s1= 3/8 ''

A s2= 3/8 '' .10

.40

.20

.05

.25