DISEÑO DE LOSAS ALIGERADAS (1 SENTIDO)

DATOS

Cargas Puntuales

Altura de losa = Sobrecarga =

20 cm

Peso de la albañileria =

1.50 Ton/m³

0.20 Ton/m²

Ancho =

0.40 m

0.40 m

Altura =

2.40 m 0.15 m

Ancho tributario = Peso de acabados =

0.10 Ton/m²

Espesor =

Peso de tabiquería móvil=

0.00 Ton/m²

Peso de muro =

Peso de losa =

0.30 Ton/m²

0.22 Ton

Cargas Repartidas

CARGAS MUERTAS

Peso de la albañileria =

1.50 Ton/m³

Peso de losa =

0.12 Ton/m

Altura =

2.40 m

Peso de acabados =

0.04 Ton/m

Espesor =

0.15 m

Peso de tabiquería móvil=

0.00 Ton/m

Peso de muro =

Wd =

0.16 Ton/m

CARGAS VIVAS Sobrecarga =

0.08 Ton/m

Wl =

0.08 Ton/m Wu = 1.5Wd + 1.8Wl =

0.38 Ton/m

0.54 Ton/m

17 KingKong 1.90 Ton/m³

20

Pandereta 1.50 Ton/m³

25 30

h= Be = hf = bw = hw =

20.00 cm 40.00 cm 5.00 cm 10.00 cm 15.00 cm

DISE O: Mu (+) = 0.83 Ton.m

As (+) = 1.32 cm²

Mu (-) = 1.12 Ton.m

As (-) = 2.03 cm²

No ingre

Vu (d) 1.00 Ton

ØVc = 1.22 Ton bw requerida = Nota. Cuando no cumple el cortante se busca el valor Vu e Por consiguiente se debe retirar un ladrillo, alternadamente As min (pos) = As max (pos) = Mcr (+) =

0.64 cm² 2.71 cm² 0.26 Ton.m

SUGERENCIAS PARA PROVEER DE ACERO PARA MOMENTO POSITIVO:

< As max = 2.71 cm² 1.33As calc. >>>>>> As = 1.76 cm² ØMn>=1.5Mcr >>>>>> As = 0.63 cm² Según el As que tengo cuanto Momento puedo resistir:

Momento Positivo As proveido= ØMn=

1.32 cm² 0.83 Ton.m

DISE O OPTIMO 

DATOS DE LA VIGUET D f'c = fy = r= d= Ø cortante =

sar momentos muy grandes, pues una viguet a (+) = 0.78 cm

a (-) = 4.76 cm

OK 8.19 cm el diagrama y se observa la cantidad de ladrillo . As min (neg) = As max (neg) = Mcr (-) = SUGERENC

Falla Dúctil

As proveido= ØMn=

/ SEGÚN NORMA E - 0.60 TOS 210.00 Kg/cm² 4200.00 Kg/cm² 3.00 cm 17.00 cm 0.85

hf 

a no soporta momentos excesivos LA VIGUETA TRABAJA COMO RECTANGULAR

LA VIGUETA TRABAJA COMO RECTANGULAR

s por retirar 

1.24 cm² 2.71 cm² 0.50 Ton.m IAS PARA PROVEER DE ACERO PARA MOMENTO NEGATIVO:

< As max = 2.71 cm² .33As calc. >>>>>> As = 2.70 cm² Mn>=1.5Mcr >>>>>> As = 1.29 cm²

Momento Negativo 0.71 cm² 0.39 Ton.m

CAMBIAR As roveido

Falla Dúctil

Be

h

bw

db (nro) db (cm) 3 0.953 4 1.270 5 1.588 6 1.905 7 2.223 8 2.540 9 2.858 10 3.175 11 3.493 8 mm 0.800 12 mm 1.200

Area 0.71 1.27 1.98 2.85 3.88 5.07 6.41 7.92 9.58 0.50 1.13

x

y

POSI

20.00 cm

0

1

a=

350 Kg/cm²

25.00 cm

40

1

As =

420 Kg/cm²

30.00 cm

210 Kg/cm²

17.00 cm

280 Kg/cm²

a=

490 Kg/cm²

0

1

As =

560 Kg/cm²

0

-4

a= As =

40

1

a=

40

-4

As =

0

-4

a=

15

-4

c= d=

25

-4

c/d =

40

-4

cb/d =

15

-4

рb =

15

-19

0.75 рb = As max =

25

-4

25

-19

POSI 15

-19

a=

25

-19

As = a= As = a= As = a= As =

POSI a= As = a= As = a= As = a= As =

TIVO

NEGATIVO

3.00 cm

a=

3.00 cm

1.42 cm²

As =

1.91 cm²

0.83 cm

a=

4.50 cm

1.32 cm²

As =

2.01 cm²

0.78 cm

a=

4.73 cm

1.32 cm²

As =

2.02 cm²

0.78 cm

a=

4.76 cm

1.32 cm²

As =

2.03 cm²

3.11 cm

a=

1.67 cm

3.65 cm

c=

1.97 cm

d' =

17.00 cm

17.00 cm 0.21 0.59

Falla Dúctil

c/d' =

0.12

cb/d' =

0.59

0.0213

рb =

0.0213

0.0159

0.75 рb =

0.0159

2.71 cm²

As max =

2.71 cm²

TIVO 3.00 cm 0.66 cm² 1.56 cm 0.63 cm² 1.49 cm 0.63 cm² 1.49 cm 0.63 cm²

TIVO 3.00 cm 0.66 cm² 0.39 cm 0.61 cm² 0.36 cm 0.61 cm² 0.36 cm 0.61 cm²

NEGATIVO a=

3.00 cm

As = 1.29 cm² a=

3.04 cm

As = 1.29 cm² a=

3.04 cm

As = 1.29 cm² a=

3.04 cm

As = 1.29 cm²

Falla Dúctil

Cf = Cw = Asf =

26775.00 Kg 1785.00 a

6.38 cm²

T=

5544.00 Kg

ØMnf = 3.49 Ton.m

a=

-11.89

a=

-7.89 cm

β1 =

Asw =

-3.36 cm²

c=

-13.99

c/d =

-0.82

cb/d =

0.59

ØMnw = -2.66 Ton.m

Asf = ØMnf =

0.85

6.38 cm² 3.49 Ton.m

Asw =

-4.61 cm²

Cw =

-21231.00 Kg

a=

-10.84 cm

Asw =

Asw =

-3.14 cm²

ØMnw =

-4.38 Ton.m

a=

-7.40 cm

ØMn=

-0.89 Ton.m

Asw =

-3.41 cm²

a=

-8.01 cm

ab =

8.50 cm²

Asw =

-3.36 cm²

Asf =

6.38 cm²

a=

-8.01 cm

Asb Rectangular=

3.61 cm²

Asw =

-3.36 cm²

Asb Total =

9.99 cm²

a=

-7.89 cm

Asw =

-3.36 cm²

-5.06 cm²

Falla Dúctil

Figura

Area

Yi

Area*Yi

(Cb-Yi)

Alas

200.00 cm² 150.00 cm² 350.00 cm²

17.50 cm

3500.00 cm³

-4.29 cm

7.50 cm

1125.00 cm³

5.71 cm

Alma ∑

Cb =

13.21 cm

Ig =

11800.60 cm4

S (+) =

893.02 cm³

S (-) =

1739.04 cm³

fr =

28.98 Kg/cm²

Mcr (+) =

0.26 Ton.m

Mcr (-) =

0.50 Ton.m

4625.00 cm³

(Cb-Yi)²

Area*(Cb-Yi)²

Inercia

18.37 cm² 32.65 cm²

3673.47 cm4

416.6667 cm4

4897.96 cm4

2812.5000 cm4

8571.43 cm4

3229.1667 cm4

Momento Positivo ACERO QUE SE CORTA Ø = 12mm

1.20 cm

"a", el mayor de: ….. d=

17.00 cm

12db =

14.40 cm

Ld =17.00 cm

ACERO QUE PASA Ø = 12mm

1.20 cm

Ln =

9.00 m

"b" el Mayor de: …. d=

17.00 cm

12db =

14.40 cm

Ln/16

56.25 cm

Ld =56.25 cm

Momento Negativo ACERO QUE SE CORTA Ø = 12mm

1.20 cm

"a", el mayor de: ….. d=

17.00 cm

12db =

14.40 cm

Ld =17.00 cm

ACERO QUE PASA Ø = 3/8 plg

0.95 cm

Ln =

3.70 m

"b" el Mayor de: …. d=

17.00 cm

12db =

11.43 cm

Ln/16

23.13 cm

Ld =23.13 cm

BASTONES Ln =

5.00 m

Ld =111.11 cm

CL

R e s i s t e n c i a d e l fi e r ro " a " >= Ld d , 1 2 d b ó L n /1 6 ( e l m a y o r )

Fierro "b" Fierro "a" d ó 12d b (el m ayor) >= Ld >= Ld d ó 12d b (el m ayor) Fierro "a"

Ldc

Fierro "b" R e s i s t e n c i a d e l fie r r o " b " d , 1 2 d b ó L n / 1 6 (e l m a y o r )

>= Ld

8mm

0.800 cm

12mm

1.200 cm

3/8 plg

0.953 cm

1/2 plg

1.270 cm

5/8 plg

1.588 cm

3/4 plg

1.905 cm

7/8 plg

2.223 cm

1 plg

2.540 cm