Dise±o de losa aligerada 02 AULASINNOVADORAS

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DISEO DE LOSA ALIGERADAPROYECTO: Creacion de Salon Artesanal para Usos Multiples Barrio 4 de Diciembre

LOCALIDAD: Barrio 04 de Diciembre

Losa A-1 Norma E-60: Losas menores a 7.30 m se cumple que h=> L/25

L1

L2

L3

L4

L1= 3.45 m L2= 3.92 m L3= 3.92 m L4= 3.92 m Predimensionamiento: h=> 0.16 h= 0.20 m

Fc= 210 Fy= 4200 S/C= 300

Kg/cm2 Kg/cm2

P cielo razo= P tabiqueria=

100.00 Kg/m2 100.00 Kg/m2

0.40 0.05 0.15

r= 2 cm. d= 0.18 m d= 18 cm Altura lad. 0.20 cm 0.15 cm. 0.12 cm. Metrado de cargas: Pp losa = Pp vigueta = P ladrillo = CM= Peso lad. 10.0 Kg 8.00 Kg 6.5 Kg

0.30

0.10

0.30

Peso ladrillo=

8.00 Kg

48.00 36.00 26.67

Kg Kg Kg Kg

CM= 476.67 Kg/m2 W= 1.5 CM + 1.8 CV W= 1255.00 Kg/m2 W= 502.00 Kg/m

110.67

Condiciones A.C.I. : 1 Existen dos o ms tramos 2 Luces similares: L> / L< 1.14 3 CM 3 CV 476.67 Momentos actuantes:1/24 1/14 1/10

< <

1.20 1.20 900.00

CORRECTO CORRECTO

1/10 1/16 1/16

1/10 1/14

1/24

M1= M2= M3= M4= M5= -0.25

248.96 426.79 681.68 482.12 771.39 0.43

Kg . m Kg . m Kg . m Kg . m Kg . m -0.68

M6= M7= M8= M9= 0.77 0.48 0.48 Momentos flectores en Tn-m

482.12 771.39 551.00 321.41 0.77

Kg . m Kg . m Kg . m Kg . m -0.32 0.55

Momento 1: M1= 248.96

Kg . m

As 0.44 0.38 0.38 0.38

a 1.03 0.89 0.88 0.88

As= As min=

0.38 cm2 0.50 cm2

As=

0.50 cm2

Momento 2: M2= 426.79

Kg . m

As 0.75 0.64 0.63 0.63

a 0.44 0.37 0.37 0.37

As= As min=

0.63 cm2 1.99 cm2

As=

1.99 cm2

Momento 3: M3= 681.68

Kg . m

As 1.20 1.09 1.08 1.08

a 2.83 2.56 2.54 2.54

As= As min=

1.08 cm2 0.50 cm2

As=

1.08 cm2

Momento 4: M4= 482.12

Kg . m

As 0.85 0.72 0.72 0.72

a 0.50 0.42 0.42 0.42

As= As min=

0.72 cm2 1.99 cm2

As=

1.99 cm2

Momento 5: M5= 771.39

Kg . m

As 1.36 1.24 1.23 1.23

a 3.20 2.93 2.90 2.90

As= As min=

1.23 cm2 0.50 cm2

As=

1.23 cm2

Momento 6: M6= 482.12

Kg . m

As 0.85 0.72 0.72 0.72

a 0.50 0.42 0.42 0.42

As= As min=

0.72 cm2 1.99 cm2

As=

1.99 cm2

Momento 7: M7= 771.39

Kg . m

As 1.36 1.24 1.23 1.23

a 3.20 2.93 2.90 2.90

As= As min=

1.23 cm2 0.50 cm2

As=

1.23 cm2

Momento 8: M6= 551.00

Kg . m

As 0.97 0.82 0.82 0.82

a 0.57 0.48 0.48 0.48

As= As min=

0.82 cm2 1.99 cm2

As=

1.99 cm2

Momento 9: M7= 321.41

Kg . m

As 0.57 0.48 0.48 0.48

a 0.33 0.28 0.28 0.28

As= As min=

0.48 cm2 0.50 cm2

As=

0.50 cm2

#2 #3 #4 #5 #6 #8 # 11

Diam. pulg. cm 1/4 0.635 3/8 0.953 1/2 1.270 5/8 1.588 3/4 1.905 1 2.540 1 3/8 3.581

Perim. cm 2 3 4 5 6 8 11.2

Peso Kg/ml 0.25 0.58 1.02 1.60 2.26 4.04 7.95

Area en centimetros cuadrados 1 2 3 4 5 0.32 0.64 0.96 1.28 1.60 0.71 1.42 2.13 2.84 3.55 1.29 2.58 3.87 5.16 6.45 2.00 4.00 6.00 8.00 10.00 2.85 5.70 8.55 11.40 14.25 5.10 10.20 15.30 20.40 25.50 10.06 20.12 30.18 40.24 50.30

6 1.92 4.26 7.74 12.00 17.10 30.60 60.36

M1 M2 M3 M4 M5 M6 M7 M8 M9

Momento Kg-m 248.96 426.79 681.68 482.12 482.12 771.39 551.00 551.00 321.41

As calculado 0.38 0.63 1.08 0.72 1.23 0.72 1.23 0.82 0.48 1.29

As corregido 1.29 1.29 1.29 1.29 1.29 1.29 1.29 1.29 1.29 1.29

As elegido Cant. Diam + Cant. Diam 1 1/2 1 1/2 1 1/2 1 1/2 1 1/2 1 1/2 1 1/2 1 1/2 1 1/2 1.29 1.29 1.29

+ + + + 1.29

1.29 1.29

1.29 reas de acero en cm2

max =

0.50 * b

b = max =a= Mu max = 1.27 > 4.50 1.27 Tn-m

0.0213 0.0106

0.77

CORRECTO

Verificacin por corte: V= Vu =

995.84 835.20

Kg Kg

Cortante admisible del concreto: Vc = 1292.62 835.20 < 1292.62

Kg CORRECTO No necesita ensanche de vigueta

Acero temperatura: Ast = 1.25 cm2 usar 1/4 0.32 cm2 Espaciamiento: @ 25.32 usar 1/4 @

25.00 25 cm2