8.diseño losa aligerada

8/20/2019 8.Diseño Losa Aligerada

1/11

DISEÑO LOSA ALIGERADA

DATOSVIGAS =

COLUMNAS TIPO 1 =

COLUMNAS TIPO 2 =

RECUBRIMIENTO =

fc =

fy =Tabiqueria Equivalente 1º piso =

Tabiqueria Equivalente 7º piso =

Peso Muerto =

S/C 1º - 6º PISO =

S/C 7º PISO =

CUANTIAS MINIMAS

Se analiza la losa para un 1 m de ancho

=

==

=

=

1. PARA MOMENTOS NEGATIVOS

ACERO MINIMO

= Acero por vigueta

2. PARA MOMENTOS POSITIVOS

ACERO MINIMO

= Acero por vigueta

30x40

35x40

30x40

210.00 kg/cm2

4200.00 kg/cm2153.77 kg/m2

100.00 kg/m2

100.00 kg/m2

>> = 1.63 cm2

1.02 cm2 >> = 0.41 cm2

20.00 cm

100.00 cm25.00 cm

1.27 cm

16.87 cm

4.07 cm2

bbw

d

H

Ø 1/2"

89.79 kg/m2

200.00 kg/m2

2.50 cm

=0.7

∗ ∗

=0.7

∗ ∗

INGENIERIA CIVIL UNPRG


2/11


A.DISEÑO LOSA TIPO I

A.1 METRADO DE CARGAS

CARGA MUERTA

Peso Aligerado

Peso Muerto

Tabiqueria Equivalente

CARGA VIVA

S/C

CARGA ULTIMA

Wu (Para 1 m de ancho)

A.2 ANALISIS

M-1 M-2

=

A.3 DISEÑO

Para M+ =

Consideramos a = d

"a" incial: a = d , a =

= a == a =

= a =

= Acero por vigueta

= =

Para Los Momentos Negativos se toma el acero Minimo

= + =

Asv 0.60 cm²

2.00 cm² OK

1.29 4 0.71 3 0.00 0

0

OK

As 1.63 cm² 1 Ø 1/2" 1 Ø 3/8"

0.71 cm²

0.71 3 0.00 0 0.00

Asv 0.60 cm² 1 Ø 3/8"

As 1.49 cm² >> 0.35 cm

10 %

0.94 Tn-m

As 1.55 cm² >> 0.37 cmAs 1.49 cm² >> 0.35 cm

As * fy

0.90 * fy * (d - a/2) 0.85 * f'c * b

10 % >> 1.6865

4.45 m

=

=

=

300.00 kg/m2

100.00 kg/m2

153.77 kg/m2

As =Mu

a =

1115.28 kg/m2

= 1.12 Tn/m

M+ 0.94 Tn-m

Wcm

Wcv

553.77 kg/m2

200.00 kg/m2

200.00 kg/m2

=

=

=

=



3/11


B.DISEÑO LOSA TIPO II

A.2 ANALISIS

M-1 M-2 = M-3 = M-4 =

= = =

A.3 DISEÑO

Para M+1 =Consideramos a = d


= a =

= a =

= a == Acero por vigueta

= =

Para M+2 =

Consideramos a = d


= a =

= a =

= a =

= Acero por vigueta

= =

Asv 0.16 cm²

Asv 0.69 cm²

0.71 cm² OK

0.71 3 0.00 0 0.00 0

As 0.41 cm² >> 0.10 cm

As 0.41 cm² 1 Ø 3/8"

As 0.43 cm² >> 0.10 cm

As 0.41 cm² >> 0.10 cm

As * fy

0.90 * fy * (d - a/2) 0.85 * f'c * b

10 % >> 1.6865

10 %

As =Mu

a =

3.25 m 1.93 m 3.00 m

M+2 M+3

0.26 Tn-m

As 1.78 cm² >> 0.42 cm

As 1.72 cm² >> 0.40 cm

=As * fy

0.90 * fy * (d - a/2) 0.85 * f'c * b

0.71 cm² OK

0.71 3 0.00 0 0.00 0

As 1.71 cm² >> 0.40 cm

As 0.69 cm² 1 Ø 3/8"

10 % >> 1.6865

M+1

1.08 Tn-m10 %

As =Mu

a

1.08 Tn-m

0.75 Tn-m 0.68 Tn-m

0.92 Tn-m0.26 Tn-m

0.59 Tn-m 0.50 Tn-m



4/11


Para M+3 =

Consideramos a = d


= a =

= a =

= a =

= Acero por vigueta

= =

Para M-1 =

Consideramos a = d


= a =

= a =

= a =

= Acero por vigueta

= + =

Para M-2 =

Consideramos a = d


= a == a =

= a =

= Acero por vigueta

= + =

Asv 0.38 cm²

Asv 0.58 cm²

2.00 cm² OK

1.29 4 0.71 3 0.00 0

As 1.22 cm² >> 1.15 cm

As 1.63 cm² 1 Ø 1/2" 1 Ø 3/8"

As 1.24 cm² >> 1.17 cmAs 1.22 cm² >> 1.15 cm

Asv 0.49 cm²

=As * fy

0.90 * fy * (d - a/2) 0.85 * f'c * b

10 % >> 1.6865

0.75 Tn-m

10 %

As =Mu

a

2.00 cm² OK1.29 4 0.71 3 0.00 0

As 0.95 cm² >> 0.89 cm

As 1.63 cm² 1 Ø 1/2" 1 Ø 3/8"

As 0.97 cm² >> 0.92 cm

As 0.95 cm² >> 0.90 cm

=As * fy

0.90 * fy * (d - a/2) 0.85 * f'c * b

10 % >> 1.6865

0.59 Tn-m

10 %

As =Mu

a

0.71 cm² OK

0.71 3 0.00 0 0.00 0

As 1.46 cm² >> 0.34 cm

As 0.58 cm² 1 Ø 3/8"

As 1.52 cm² >> 0.36 cm

As 1.46 cm² >> 0.34 cm

=As * fy

0.90 * fy * (d - a/2) 0.85 * f'c * b

10 % >> 1.6865

0.92 Tn-m

10 %

As =Mu

a



5/11


Para M-3 =

Consideramos a = d


= a =

= a =

= a =

= Acero por vigueta

= + =

Para M-4 =

Consideramos a = d


= a =

= a =

= a =

= Acero por vigueta

= + = 2.00 cm² OK1.29 4 0.71 3 0.00 0

As 0.80 cm² >> 0.76 cm

As 1.63 cm² 1 Ø 1/2" 1 Ø 3/8"

As 0.83 cm² >> 0.78 cm

As 0.80 cm² >> 0.76 cm

Asv 0.32 cm²

=As * fy

0.90 * fy * (d - a/2) 0.85 * f'c * b

10 % >> 1.6865

0.50 Tn-m

10 %

As =Mu

a

2.00 cm² OK

1.29 4 0.71 3 0.00 0

As 1.10 cm² >> 1.04 cm

As 1.63 cm² 1 Ø 1/2" 1 Ø 3/8"

As 1.12 cm² >> 1.06 cm

As 1.10 cm² >> 1.04 cm

0.44 cm²Asv

=As * fy

0.90 * fy * (d - a/2) 0.85 * f'c * b

10 % >> 1.6865

0.68 Tn-m

10 %

As =Mu

a



6/11


C.DISEÑO LOSA TIPO III

A.2 ANALISIS

M-1 = M-2 = M-3 = M-4 = M-5 =

= = = =

A.3 DISEÑO

Para M+1 =Consideramos a = d


= a =

= a =

= a == Acero por vigueta

= =

Para M+2 =

Consideramos a = d


= a =

= a =

= a =

= Acero por vigueta

= = 0.71 cm² OK

0.71 3 0.00 0 0.00 0

As 0.63 cm² >> 0.15 cm

As 0.41 cm² 1 Ø 3/8"

Asv 0.25 cm²

As 0.66 cm² >> 0.16 cm

As 0.63 cm² >> 0.15 cm

=As * fy

0.90 * fy * (d - a/2) 0.85 * f'c * b

10 % >> 1.6865

0.40 Tn-m

10 %

As =Mu

a

0.71 cm² OK

0.71 3 0.00 0 0.00 0

As 1.46 cm² >> 0.34 cm

As 0.58 cm² 1 Ø 3/8"

Asv 0.58 cm²

As 1.52 cm² >> 0.36 cm

As 1.46 cm² >> 0.34 cm

=As * fy

0.90 * fy * (d - a/2) 0.85 * f'c * b

10 % >> 1.6865

0.92 Tn-m10 %

As =Mu

a

M+1 M+2 M+3

3.00 m 2.40 m 2.75 m 4.45 m

M+4

1.10

0.92 Tn-m 0.40 Tn-m 0.53 Tn-m 2.02 Tn-m

0.68 1.450.50 Tn-m 0.82



7/11


Para M+3 =

Consideramos a = d


= a =

= a =

= a =

= Acero por vigueta

= =

Para M+4 =

Consideramos a = d


= a =

= a =

= a =

= Acero por vigueta

= =

Para M-1 =

Consideramos a = d


= a == a =

= a =

= Acero por vigueta

= + =

Asv 1.30 cm²

Asv 0.32 cm²

2.00 cm² OK

0.71 3 1.29 4 0.00 0

As 0.80 cm² >> 0.76 cm

As 1.63 cm² 1 Ø 3/8" 1 Ø 1/2"

As 0.83 cm² >> 0.78 cmAs 0.80 cm² >> 0.76 cm

=As * fy

0.90 * fy * (d - a/2) 0.85 * f'c * b

10 % >> 1.6865

0.50 Tn-m

10 %

As =Mu

a

1.29 cm² MODIFICAR0.00 0 1.29 4 0.00 0As 1.30 cm² 1 Ø 1/2"

As 0.84 cm² >> 0.20 cm

As 0.41 cm² 1 Ø 3/8"

As 0.88 cm²

As 3.24 cm² >> 0.76 cm

As 3.24 cm² >> 0.76 cm

0.90 * fy * (d - a/2) 0.85 * f'c * b

10 % >> 1.6865

As 3.34 cm² >> 0.78 cm

Asv 0.33 cm²

2.02 Tn-m

10 %

As =Mu

a =As * fy

0.71 cm² OK

0.71 3 0.00 0 0.00 0

>> 0.21 cm

As 0.84 cm² >> 0.20 cm

=As * fy

0.90 * fy * (d - a/2) 0.85 * f'c * b

10 % >> 1.6865

0.53 Tn-m

10 %

As =Mu

a



8/11


Para M-2 =

Consideramos a = d


= a =

= a =

= a =

= Acero por vigueta

= + =

Para M-3 =

Consideramos a = d


= a =

= a =

= a =

= Acero por vigueta

= + =

Para M-4 =

Consideramos a = d


= a == a =

= a =

= Acero por vigueta

= + =

Asv 0.44 cm²

Asv 0.98 cm²

Asv 0.53 cm²

2.00 cm² OK

0.71 3 1.29 4 0.00 0

As 2.44 cm² >> 2.30 cm

As 1.63 cm² 1 Ø 3/8" 1 Ø 1/2"

As 2.39 cm² >> 2.25 cmAs 2.44 cm² >> 2.29 cm

=As * fy

0.90 * fy * (d - a/2) 0.85 * f'c * b

10 % >> 1.6865

1.45 Tn-m

10 %

As =Mu

a

2.00 cm² OK0.71 3 1.29 4 0.00 0

As 1.10 cm² >> 1.04 cm

As 1.63 cm² 1 Ø 3/8" 1 Ø 1/2"

As 1.12 cm² >> 1.06 cm

As 1.10 cm² >> 1.04 cm

=As * fy

0.90 * fy * (d - a/2) 0.85 * f'c * b

10 % >> 1.6865

0.68 Tn-m

10 %

As =Mu

a

2.00 cm² OK

0.71 3 1.29 4 0.00 0

As 1.34 cm² >> 1.26 cm

As 1.63 cm² 1 Ø 3/8" 1 Ø 1/2"

As 1.35 cm² >> 1.27 cm

As 1.34 cm² >> 1.26 cm

=As * fy

0.90 * fy * (d - a/2) 0.85 * f'c * b

10 % >> 1.6865

0.82 Tn-m

10 %

As =Mu

a



9/11


Para M-5 =

Consideramos a = d


= a =

= a =

= a =

= Acero por vigueta

= + =

D.DISEÑO LOSA TIPO IV

A.2 ANALISIS

M-1 = M-2 = M-3 =

= =

A.3 DISEÑO

Para M+1 =

Consideramos a = d


= a =

= a =

= a =

= Acero por vigueta

= =

Asv 0.19 cm²

Asv 0.73 cm²

As 0.50 cm²

1.93 m

As

As 1.82 cm²

0.71 cm² OK

0.71 3 0.00 0 0.00 0

As 0.47 cm² >> 0.11 cm

As 0.41 cm² 1 Ø 3/8"

>> 0.12 cm

As 0.47 cm² >> 0.11 cm

=As * fy

0.90 * fy * (d - a/2) 0.85 * f'c * b

10 % >> 1.6865

0.30 Tn-m

10 %

As =Mu

a

3.25 m

M+1 M+2

0.42 m

2.00 cm² OK

0.71 3 1.29 4 0.00 0

As 1.82 cm² >> 1.71 cm

1.63 cm² 1 Ø 3/8" 1 Ø 1/2"

0.30 Tn-m 1.16 Tn-m

0.19 Tn-m1.31 Tn-m0.20 Tn-m

>> 1.71 cm

As 1.82 cm² >> 1.71 cm

=As * fy

0.90 * fy * (d - a/2) 0.85 * f'c * b

10 % >> 1.6865

1.10 Tn-m

10 %

As =Mu

a



10/11


Para M+2 =

Consideramos a = d


= a =

= a =

= a =

= Acero por vigueta

= =

Para M-1 =

Consideramos a = d


= a =

= a =

= a =

= Acero por vigueta

= + =

Para M-2 =

Consideramos a = d


= a == a =

= a =

= Acero por vigueta

= + =

Asv 0.74 cm²

As 2.16 cm²

As 0.33 cm²

As 1.92 cm²

Asv 0.13 cm²

2.00 cm² OK

0.71 3 1.29 4 0.00 0

As 2.19 cm² >> 2.06 cm

As 1.63 cm² 1 Ø 3/8" 1 Ø 1/2"

Asv 0.88 cm²

>> 2.04 cmAs 2.19 cm² >> 2.06 cm

=As * fy

0.90 * fy * (d - a/2) 0.85 * f'c * b

10 % >> 1.6865

1.31 Tn-m

10 %

As =Mu

a

2.00 cm² OK0.71 3 1.29 4 0.00 0

As 0.32 cm² >> 0.30 cm

As 1.63 cm² 1 Ø 3/8" 1 Ø 1/2"

>> 0.31 cm

As 0.32 cm² >> 0.30 cm

=As * fy

0.90 * fy * (d - a/2) 0.85 * f'c * b

10 % >> 1.6865

0.20 Tn-m

10 %

As =Mu

a

0.71 cm² MODIFICAR

0.71 3 0.00 0 0.00 0

As 1.84 cm² >> 0.43 cm

As 0.74 cm² 1 Ø 3/8"

>> 0.45 cm

As 1.84 cm² >> 0.43 cm

=As * fy

0.90 * fy * (d - a/2) 0.85 * f'c * b

10 % >> 1.6865

1.16 Tn-m

10 %

As =Mu

a



11/11


Para M-3 =

Consideramos a = d


= a =

= a =

= a =

= Acero por vigueta

= + =

Asv 0.12 cm²

As 0.31 cm²

2.00 cm² OK

0.71 3 1.29 4 0.00 0

As 0.30 cm² >> 0.28 cm

As 1.63 cm² 1 Ø 3/8" 1 Ø 1/2"

>> 0.30 cm

As 0.30 cm² >> 0.28 cm

=As * fy

0.90 * fy * (d - a/2) 0.85 * f'c * b

10 % >> 1.6865

0.19 Tn-m

10 %

As =Mu

a


8.diseño losa aligerada

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