Download - diseño de Losa Aligerada

LOSA DEL EJE 17-25( PRIMER PISO)

1 2DATOS

Detalles vigueta 3.30 3.40( b ) 0.40 m.( bw ) 0.10 m.

altura de losa ( h ) 0.17 m.esp de piso ( hf ) 0.05 m.h - recub ( d+ ) 0.14 m. Carga Muerta ( WD ) 0.152

( d'-) 0.14 m. Carga Viva ( WL ) 0.080

f´c 210.00 Kgr./cm2fy 4,200.00 Kgr./cm2

Wu = 1.4 WD + 1.7 WL = 0.372

METRADO DE CARGAS MOMENTOS NEGATIVO Detalles de cargas Coefi. Momento ( - )

Recubrimiento 0.10 T./m2 1/24 0.169

Tabiqueria 0.10 T./m2 1/10 0.417

Peso del aligerado 0.28 0.30 T./m2 (h = 0.20 ) 1/10 0.430

0.36 T./m2 (h = 0.25 ) 1/10 0.430

Detalles de la sobre carga 1/10 0.430

Sobre carga ( S ) 200.00200 Kgr./m2 (vivienda) 1/10 M6 0.417250 Kgr./m2 (oficina) 1/24 M7 0.169300 Kgr./m2 (escalera)

MOMENTOS POSITIVOCoefi. Momento ( + )

1/14 0.289

M1

M2

M3

M4

M5

M1-2

1/14 0.307

1/14 0.307

1/14 0.307

1/14 0.307

1/14 0.289

DISEÑO DE VIGA SIMPLEMENTE ARMADA

ACEROS NEGATIVOS ( cm2)Tramo As min As As max Tipo de fierro

1

0.467

0.467

2.231

1 Ø 3/8 "2 0.850 2 Ø 3/8 "3 0.878 2 Ø 3/8 "4 0.878 2 Ø 3/8 "5 0.878 2 Ø 3/8 "6 0.850 2 Ø 3/8 "7 0.467 1 Ø 3/8 "

ACEROS POSITIVOS ( cm2)Tramo As min As As max Tipo de fierro

1-2

0.676

0.676

8.925

1 Ø 3/8"2-3 0.676 1 Ø 3/8"3-4 0.676 1 Ø 3/8"4-5 0.676 1 Ø 3/8"5-6 0.676 1 Ø 3/8"6-7 0.676 1 Ø 3/8"

M2-3

M3-4

M4-5

M5-6

M6-7

longitudes del acero

0.70 1.10 1.15 1.15 1.15

## 2 3

0.15 0.35 0.50 0.35 0.50

3 4 5 6 7

3.40 3.40 3.40 3.40 3.30

T./mT./m VERIFICACION SI ES UNA VIGA DE SECCION T

β = 0.85 T./m M max = 0.430 Ton./m

b = 0.10 m. si M(+) usar bMOMENTOS NEGATIVO si M(-) usar bw

Momento ( - )

Ton./m As = 0.930 cm2

Ton./m

Ton./m a = 0.022 m

Ton./m

Ton./mTon./mTon./m

a < hf

MOMENTOS POSITIVOSE DISEÑA COMO VIGA RECTANGULAR

Momento ( + )

Ton./m

Ton./m

Ton./m

Ton./m

Ton./m

Ton./m

0.40

0.05 0.17

0.10

Calculo de "la"db = 2.53 cm.la = 30.40 cm.


1.15 1.15 1.15 1.15 0.70

4 5

0.50 0.35 0.50 0.35 0.15


6


1 2DATOS



( d'-) 0.15 m. Carga Viva ( WL ) 0.100

f´c 210.00 Kgr./cm2fy 4,200.00 Kgr./cm2

Wu = 1.4 WD + 1.7 WL = 0.439



Tabiqueria 0.10 T./m2 1/10 0.492


0.36 T./m2 (h = 0.25 ) 1/10 0.507


Sobre carga ( S ) 250.00200 Kgr./m2 (vivienda) 1/10 M6 0.492250 Kgr./m2 (oficina) 1/24 M7 0.199300 Kgr./m2 (escalera)


1/14 0.341

M1

M2

M3

M4

M5

M1-2

1/14 0.362

1/14 0.362

1/14 0.362

1/14 0.362

1/14 0.341



1

0.500

0.500

2.391

1 Ø 3/8 "2 0.938 1 Ø 1/2"3 0.968 1 Ø 1/2"4 0.968 1 Ø 1/2"5 0.968 1 Ø 1/2"6 0.938 1 Ø 3/8 "7 0.500 1 Ø 3/8 "


1-2

0.725

0.725

9.563

1 Ø 1/2" + 1 Ø 3/8"2-3 0.725 1 Ø 1/2" 3-4 0.725 1 Ø 1/2" 4-5 0.725 1 Ø 1/2" + 1 Ø 3/8"5-6 0.725 1 Ø 1/2" 6-7 0.725 1 Ø 1/2"

M2-3

M3-4

M4-5

M5-6

M6-7


0.70 1.10 1.15 1.15 1.15

## 2 3

0.15 0.35 0.50 0.35 0.50

3 4 5 6 7

3.40 3.40 3.40 3.40 3.30


β = 0.85 T./m M max = 0.507 Ton./m


Momento ( - )

Ton./m As = 1.012 cm2

Ton./m

Ton./m a = 0.006 m

Ton./m

Ton./mTon./mTon./m

a < hf


Momento ( + )

Ton./m

Ton./m

Ton./m

Ton./m

Ton./m

Ton./m

0.40

0.05 0.20

0.10



1.15 1.15 1.15 1.15 0.70

4 5

0.50 0.35 0.50 0.35 0.15


6


1 2DATOS



( d'-) 0.15 m. Carga Viva ( WL ) 0.060

f´c 210.00 Kgr./cm2fy 4,200.00 Kgr./cm2

Wu = 1.4 WD + 1.7 WL = 0.382



Tabiqueria 0.10 T./m2 1/10 0.204


0.36 T./m2 (h = 0.25 ) 1/10 0.098


Sobre carga ( S ) 150.00200 Kgr./m2 (vivienda) 1/24 0.043250 Kgr./m2 (oficina)

300 Kgr./m2 (escalera)


1/14 0.134

M1

M2

M3

M4

M5

M6

M1-2

1/14 0.157

1/14 0.070

1/14 0.070

1/14 0.292



1

0.500

0.500

2.391

1 Ø 3/8 "2 0.500 1 Ø 3/8 "3 0.500 1 Ø 3/8 "4 0.500 1 Ø 3/8 "5 0.500 1 Ø 3/8 "6 0.500 1 Ø 3/8 "


1-2

0.725

0.725

9.563

1 Ø 3/8"2-3 0.725 1 Ø 3/8"3-4 0.725 1 Ø 3/8"4-5 0.725 1 Ø 3/8"5-6 0.725 1 Ø 3/8"

M2-3

M3-4

M4-5

M5-6


0.45 0.75 0.80 0.80 0.55

## 2 3

0.10 0.25 0.40 0.30 0.20

3 4 5 6

2.40 1.60 1.60 3.27


β = 0.85 T./m M max = 0.292 Ton./m


Momento ( - )

Ton./m As = 0.419 cm2

Ton./m

Ton./m a = 0.002 m

Ton./m

Ton./m

Ton./m

a < hf


Momento ( + )

Ton./m

Ton./m

Ton./m

Ton./m

Ton./m

0.40

0.05 0.20

0.10



0.55 0.55 0.55 1.10 0.70

4 5

0.20 0.10 0.20 0.45 0.25


6


1 2DATOS



( d'-) 0.15 m. Carga Viva ( WL ) 0.100

f´c 210.00 Kgr./cm2fy 4,200.00 Kgr./cm2

Wu = 1.4 WD + 1.7 WL = 0.450



Tabiqueria 0.10 T./m2 1/10 0.523


0.36 T./m2 (h = 0.25 ) 1/10 0.501


Sobre carga ( S ) 250.00200 Kgr./m2 (vivienda)

250 Kgr./m2 (oficina)



1/14 0.570

M1

M2

M3

M4

M5

M1-2

1/14 0.219

1/14 0.219

1/14 0.530



17

0.500

0.616

2.391

1 Ø 3/8 "18 1.002 1 Ø 1/2"19 0.566 1 Ø 1/2"20 0.954 1 Ø 1/2"21 0.571 1 Ø 1/2"

ACEROS POSITIVOS ( cm2)Tramo As min As As max Tipo de fierro17-18

0.725

1.025

9.563

1 Ø 1/2" + 1 Ø 3/8"18-19 0.725 1 Ø 1/2" 19-20 0.725 1 Ø 1/2" 20-21 0.952 1 Ø 1/2" + 1 Ø 3/8"

M2-3

M3-4

M4-5


0.85 1.45 0.90 0.90 0.90

## 2 3

0.25 0.50 0.30 0.20 0.20

3 4 5

2.61 2.61 4.06


β = 0.85 T./m M max = 0.570 Ton./m


Momento ( - )

Ton./m As = 1.171 cm2

Ton./m

Ton./m a = 0.007 m

Ton./m

Ton./m

a < hf


Momento ( + )

Ton./m

Ton./m

Ton./m

Ton./m

0.40

0.05 0.20

0.10



0.90 1.40 1.40

4 5

0.30 0.50 0.25


1 2DATOS



( d'-) 0.22 m. Carga Viva ( WL ) 0.100

f´c 210.00 Kgr./cm2fy 4,200.00 Kgr./cm2

Wu = 1.4 WD + 1.7 WL = 0.484


Recubrimiento 0.10 T./m2 1/24 M1 0.588

Tabiqueria 0.10 T./m2 1/10 M2 1.410

Peso del aligerado 0.36 0.30 T./m2 (h = 0.20 ) 1/10 M3 1.4100.36 T./m2 (h = 0.25 ) 1/24 M4 0.588

Detalles de la sobre carga





1/14 1.007

1/16 0.881

M1-2

M2-3

1/14 1.007



1

0.733

0.736

3.506

1 Ø 3/8 "2 1.887 1 Ø 1/2"3 1.887 1 Ø 1/2"4 0.736 1 Ø 1/2"


1-2

1.063

1.232

14.025

1 Ø 1/2" + 1 Ø 3/8"2-3 1.075 1 Ø 1/2" 3-4 1.232 1 Ø 1/2"

1 Ø 1/2" + 1 Ø 3/8"1 Ø 1/2"

M3-4


1.10 1.80 1.80 1.80 1.80

## 2 3

0.45 0.75 1.00 1.00 0.75

3 4

5.40 5.40


β = 0.85 T./m M max = 1.007 Ton./m


Momento ( - )

Ton./m As = 1.341 cm2

Ton./mTon./m a = 0.032 mTon./m

a < hf


Momento ( + )

Ton./m

Ton./m

Ton./m

0.40

0.05 0.25

0.10



1.80

4

0.45


1 2DATOS



( d'-) 0.15 m. Carga Viva ( WL ) 0.100

f´c 210.00 Kgr./cm2fy 4,200.00 Kgr./cm2

Wu = 1.4 WD + 1.7 WL = 0.450



Tabiqueria 0.10 T./m2 1/ 9 0.581

Peso del aligerado 0.30 0.30 T./m2 (h = 0.20 ) 1/24 0.1280.36 T./m2 (h = 0.25 )

Detalles de la sobre carga





1/11 0.725

M17

M18

M19

M17-18

1/11 0.279



1

0.500

0.616

2.391

1 Ø 3/8 "2 1.125 1 Ø 1/2"3 0.500 1 Ø 1/2"


1-2

0.725

1.313

9.563

1 Ø 1/2" + 1 Ø 3/8"2-3 0.725 1 Ø 1/2" 3-4 0.725 1 Ø 1/2"

M18-19


0.85 1.45 0.90 0.55

## 2 3

0.25 0.50 0.20 0.05

3

2.61


β = 0.85 T./m M max = 0.725 Ton./m


Momento ( - )

Ton./m As = 1.490 cm2

Ton./m

Ton./m a = 0.009 m

a < hf


Momento ( + )

Ton./m

Ton./m

0.40

0.05 0.20

0.10


Nº de DIÁMETRO PESO ÁREA EN CENTÍMETROS CUADRADOS ( según el número de barras )Barra Pulgadas Centím. Kgr./ml. Barra (Kgr.) 1 2 3 4 5 6 7 8 9 10

6 mm 0.600 0.222 2.020 0.283 0.565 0.848 1.131 1.414 1.696 1.979 2.262 2.545 2.8272 1/4" 0.635 0.250 2.275 0.317 0.633 0.950 1.267 1.583 1.900 2.217 2.534 2.850 3.167

8 mm 0.800 0.395 3.595 0.503 1.005 1.508 2.011 2.513 3.016 3.519 4.021 4.524 5.0273 3/8" 0.950 0.560 5.096 0.709 1.418 2.126 2.835 3.544 4.253 4.962 5.671 6.379 7.088

12 mm 1.200 0.888 8.081 1.131 2.262 3.393 4.524 5.655 6.786 7.917 9.048 10.179 11.3104 1/2" 1.270 0.994 9.045 1.267 2.534 3.800 5.067 6.334 7.601 8.867 10.134 11.401 12.6685 5/8" 1.590 1.552 14.123 1.986 3.971 5.957 7.942 9.928 11.913 13.899 15.885 17.870 19.8566 3/4" 1.910 2.235 20.339 2.865 5.730 8.596 11.461 14.326 17.191 20.057 22.922 25.787 28.6528 1" 2.540 3.973 36.154 5.067 10.134 15.201 20.268 25.335 30.403 35.470 40.537 45.604 50.671

11 1 3/8" 3.580 7.907 71.954 10.066 20.132 30.198 40.264 50.330 60.396 70.462 80.528 90.594 100.660