diseño de losa

El siguiente Diseño pertenece a la Ciudad de

; el uso de la Edificación es para

Universidad.

Columna 04

0.35

0.35

Variable

según Pisos

Columna 02

0.50

0.50

Variable

según Pisos

Columna 03

0.45

0.45

Variable

según Pisos

Viga Secundaria

34.40

0.30

0.55

Columna 01

0.60

0.60

Variable

según Pisos

Losa Aligerada

34.90

34.40

0.25

Viga Principal

34.90

0.30

0.65

5.20

5.70

3.25

RESUMEN DE

PREDIMENSIONAMIENTO

Descripción

Tipo de Medidas

Largo

(m)

Ancho

(m)

Altura

(m)

4

.1

0

3.00

5.90

6.00

5.85

2.45 2.45 3.25 3.25

X

3.00 3.00 2.90 2.90 3.10 3.10 2.75 2.75

2

.9

0

3

.9

0

1

3

.1

0

2

5

.8

0

2

.9

0

2

.9

0

3

.7

0

6

.0

0

3

6

.2

0

3

.1

0

3

.0

0

6

.1

0

m

4

6

.0

0

3

.0

0

3

.4

0

2

3

.8

0

0

5

₃

.1

0

4

.9

0

2

.4

5

2

.4

5

5

.4

5

2

.9

0

6

6

.5

0

3

.2

5

3

.2

5

5

.7

0

7

5

.0

0

2

.5

0

2

.5

0

2

.5

0

5

.7

5

G

2

.7

0

6.00

5.80

6.20

5.50

4.90

6.50

PREDIMENCIONAMIENTO DE UNA EDIFICACION DE SIETE PISOS ( 7 ):

Libertad

Y

A

B

C

D

E

F

Z

C1

C3

C2

C4

P1

P1

VP

VS

Aligerado

El siguiente Diseño pertenece a la Ciudad de

; el uso de la Edificación es para

Universidad.

7

3

5to Piso

Zapata 04

8.00

G

2do Piso

F

3

5to Piso

2do Piso

3

A

G

18.20

0.50

3.90

A - G

4

6to Piso

Okey

E

1 - 7

4to Piso

Okey

Todos

34.40

12.00

Columna 04

0.35

0.35

Y

Z

Losa Aligerada

1 - 7

B - D

0.25

0.55

Zapata 01

Columna 01

0.60

0.60

3.10

Columna 02

0.50

4.10

Altura

(m)

Viga Principal

34.90

0.30

0.65

Okey

Viga Secundaria

34.40

0.30

DATOS PARA DISEÑO

Cordenadas

X

Y

X

Descripción

Tipo de Medidas

Sentido

Largo

(m)

Ancho

(m)

4

.1

0

3.00

5.90

6.00

5.85

5.20

2.45 2.45 3.25 3.25

5.70

3.25

X

3.00 3.00 2.90 2.90 3.10 3.10 2.75 2.75

2

.9

0

3

.9

0

1

3

.1

0

2

5

.8

0

2

.9

0

2

.9

0

3

.7

0

6

.0

0

3

6

.2

0

3

.1

0

3

.0

0

6

.1

0

m

4

6

.0

0

3

.0

0

3

.4

0

2

3

.8

0

0

3

.1

0

4

.9

0

2

.4

5

2

.4

5

5

.4

5

5

.7

0

5

2

.9

0

6

6

.5

0

3

.2

5

3

.2

5

4.10

2

.5

0

2

.5

0

5

.7

5

6.20

5.50

A

B

7

5

.0

0

2

.5

0

Zapata 02

7

F

1er Piso

C

D

E

F

G

3

1er Piso

PREDIMENCIONAMIENTO DE UNA EDIFICACION DE SIETE PISOS ( 7 ):

Libertad

Y

A

Z

2

.7

0

4.90

6.50

6.00

5.80

C2 - 1P ZAP

PLACA

VP - 6P

C4 - 2P ZAP

VS

-

4

P

C1 - 5P ZAP

ALIG.

= Kg/m2 = Kg/m2 = Kg/m2 = Kg/cm2 = Kg/cm2 = m = m = b = d = = r Ladrilo Hueco = x x m Peso = 8 Kg/Ladrillo w = CARGA MUERTA ( CM ) : Losa = m x m x m x = T Kg Vigueta = m x m x m x = T Ladrillo = m / m x 8 Kg/Ladrillo = Kg = Kg = x = = x = = x = = = CARGA VIVA ( CV ) : x x CARGA DE ROTURA DE DISEÑO :

+

x + x

CARGA DE DISEÑO POR VIGUETA : / / m = Kg = T DIAGRAMA A ANALIZAR :

D

6.50 .30 6.80 6.80 4.-.30 6.50 .30

B

C

W'u = 812.03 Kg

CARGA POR VIGUETA 812.027 0.812

W'u = 5521.79 Kg 6.80 3.-W'u = Wu AT 1.7 2380.00 Wu = 1.4 1054.13 Kg Kg Wu = 5521.79 Kg 2380.00 Kg 2.-Wu = 1.4 CM 1.7 CV CV = 350.00 Kg/m2 6.80 m2 CV = Kg B).-CV = s/c AT m2 Kg Sumatoria 1054.133 Kg CM = 1054.13 Tabiqueria 120.00 Kg/m2 1.00 m2 120.000 834.133 Kg Piso Terminado 100.00 Kg/m2 1.00 m2 100.000 Kg 1.00 0.30 26.667 Sumatoria 122.667 En 1m2 122.67 Kg/m 6.80 m 0.096 T = 96.00 0.10 0.20 1.00 2.40 1.00 2.40 T/m3 0.048 = T/m3 0.048 .10 1.- METRADO DE CARGAS : A).-.05 0.40 0 .2 5 0.30 .025 0.30 0.30 0.20 6.80 Corte Tipico: 0.30 .40 Ladrillo 0 .2 0 t .225 Espesor 0.25 .1 0 .30 .1 0 .30 .1 0 .30 .1 0 AT Piso T. 100 .05 Tabiq. 120 .2 0 F'c 210 F'y 4200

ANALISIS DE DISEÑO DE LOSAS

Losa Aligerada:

1.00 DATOS:

CALCULO DEL ACERO DEL ALIGERADO: 1 / 1 / 1 / 1 / 1 / F'c x w x d2 F'c x b x d2 As(-) = r x w x d As(+) = r x b x d = DISEÑO 2f 3/8" 2f 3/8" 2f 3/8" 2f 3/8" 2f 3/8" REFUERZO A TEMPERATURA: x b x t x x f 1/4" @ 0.15 m. 2 Ast = 1.800 cm2 1.053 1.68 0.000936 0.000047 10 16 Ast = 0.0018 Ast = 0.0018 40 25 0.0018 1.68 1.20 1.20 6.-As min 0.73 cm2 1.68 Fy 0.000013 0.000013 1.053 1.684 1.204 1.204 q 0.000936 0.001497 0.000268 0.000268 r = q x F'c 0.000047 0.000075 Ku(-) = Mu x 105 0.176 0.282 0.176 Ku(+) = Mu x 105 0.050 0.050 6.50 6.50 6.50 6.50 Mu = W'u . L2 _{/ Coef.} 2.14 3.43 2.14 2.45 2.45 5.-Coeficientes 16 Luces Promedio 6.50 14 14

7 5 4 4 4 4 5 7

FORMULAS :

L2 / 3 L2 / 3 L3 / 3 L3 / 3 La = La = La =

La= La= La=

DONDE : La = Longitud "a"

7 5 5 7 d= Peralte Efectivo del Elemento

db= Diametro Nominal de la Varilla

RESPUESTA La : Escogemos el mayor

2f 3/8" 2f 3/8" 2f 3/8" 2f 3/8" 2f 3/8" L3 0.72 1.11 1.11 La=

Y

0.72 1.70 1.70

L2-La L2-La L3-La

0.2500 m 2.27 2.27 2.27 2.27 L2 0.0762 d 0.25 0.25 L2 /4 L3 /4 L4-La L4-La L3 L4 12 db 12 0.0064

L1-La L1-La L2-La L2-La L3-La L3-La

6.80 6.80 L3-La L4/3 L1 /4 L2/4 L2 /4 L3/4 L3 /4 L4/4 L2 L1

DISTRIBUCION DE VIGUETAS

L1 /5 L1 /3 L2 /3 L2/3 L3 /3 L3/3 L4/5

= Kg/m2 = Kg/m2 = Kg/m2 = Kg/cm2 = Kg/cm2 = m = m = m = x = = cm = = cm = m m = b = d = = r Ladrilo Hueco = x x m Peso = 8 Kg/Ladrillo w =

VIGA PRINCIPAL

.40 s/c 350

Detalle de Losa 1.00 DATOS:

6to Piso

210 .05 Tabiq. 120 Piso T. 100 .10 Altura (h) 0.65 0.65 F'y 4200 Espesor 0.20 .15 _F'c Viga P 65 30 Ancho (b) 0.30 .30 .10 .30 .10 .30 60.00 0.60 AT 5.45 m Recub. 5.00

5

2.45 4.90 2.45

4

m

G

3

10.90 3.00 6.00 3.00 0.00 0.00

A

B

C

D

E

F

.025 0.30 Corte Tipico: 0.30 .40 Ladrillo 0.30 0.20 .225 0.25 0.30 0.20 t .10

ANALISIS DE DISEÑO DE VIGAS

0.00 6.80 6.80 6.80 20.40 0.30 Area 111.18 m2 d = h - r

d

r

CARGA MUERTA ( CM ) : CARGA VIVA ( CV ) : Losa = m x m x m x = T x Vigueta = m x m x m x = T x Ladrillo = m / m x 8 Kg/Ladrillo = Kg x = Kg Entonces: = m x m x = T/m

= x = = T/m CARGA DE ROTURA DE DISEÑO :

= x = = T/m = x = = T/m + x + x = DIAGRAMA A ANALIZAR : 1 1 1 1 1 1 1 1 1 1 1 1 1 Mu= 5 f 5 f 5 f 5 f 5 f 5 f 5 f 4 f 4 f 4 f 4 f 4 f 4 f REFUERZO : x b x t x x Estribo Tipo I : f 3/8" 3 @ 2 @ 3 @ Rto. @ 5/8" 5/8" 5/8" 5/8" 5/8" 5/8" 5/8" 5/8" 5/8" 5/8" 2.40 0.048 1.00 1.- METRADO DE CARGAS : 1.00 0.30 A).-0.05 0.40 26.67 T/m3 0.036 0.10 0.15 2.40 T 1.00 T/m3 = T/m3 0.468 Viga de Diseño 0.65 0.30 2.40 m 603.13 Kg/m 0.603 En 1m2 110.67 Kg/m2 5.45 m 545.00 Kg/m 0.545 Piso Terminado 100.00 Kg/m2 5.45 m 654.00 Kg/m 0.654 Tabiqueria 120.00 Kg/m2 5.45 B).-CM = 2.270 T/m Sumatoria 110.67 = 84.00 Kg 0.084 m CV = 350.00 Kg/m2 5.45 CV = s/c AT CV = 0.350 T/m2 5.45 m CV = 1.908 T/m T/m 2.-Wu = 1.5 CM 1.8 CV 3.-T/m 1.8 1.91 T/m Wu = 6.84 Wu = 1.5 2.27

G

A

B

C

D

Wu = 6.84 Coeficientes 16 10 11 11 11 10

E

F

3.40 0.00 0.00 14 16 16 16 16 14 0.00 Promedio 6.80 6.80 6.80 Luces 6.80 6.80 6.80 31.622 28.747 7.187 0.000 0.000 0.00 0.00 Coeficientes 22.587 19.764 19.764 0.000 0.000 0.000 W'u . L2 19.764 0.000 Ku= Mu x 105 18.300 29.280 26.618 6.654 0.000 0.000 0.000 0.000 5/8" b x d2 20.914 18.300 18.300 5/8" 5/8" q= 0.092 0.143 0.131 0.035 0.000 0.105 0.092 0.092 0.000 0.000 0.000 0.000 0.000 0.000

r

= q . F'c 0.005 0.007 0.007 0.002 0.000 0.000 0.000 0.000 Fy 0.005 0.005 0.005 0.000 0.000 0.000 As=

r

. b . d 8.288 12.891 11.797 3.114 12.891 12.891 9.4064 8.2879 8.2879 0 0 0 0.000 As= Uniformado 12.891 12.891 12.891 12.891 65.00 0.30 m f= Uniformado 9.4064 9.4064 9.4064 9.4064 Ast = 3.510 cm2 3/8" 6.-Ast = 0.0018 Ast = 0.0018 30.00 0.05 0.10 0.15 0.20 m 0.65 5 f 5/8" 16 0.00 0.000 0.000 4 f 5/8" 9.4064 9.4064 12.891

,

,

,

= Kg/m2 = Kg/m2 = Kg/m2 = Kg/cm2 = Kg/cm2 = m = m = m = x = = cm = = cm = m m = b = d = = r Ladrilo Hueco = x x m Peso = 8 Kg/Ladrillo w = Piso T. 100

ANALISIS DE DISEÑO DE VIGAS

VIGA SECUNDARIA

4to Piso

Detalle de Losa 1.00 .05 Tabiq. 120 DATOS: .40 .15 _{F'c 210} s/c 350 0.55 F'y 4200 Espesor 0.20 .30 .10 .30 .10 .30 5.00 .10 Altura (h) 0.55 Ancho (b) 0.30 Area 178.88 m2 Viga S 55 30 AT 5.20 m Recub.

F

D

2.75 5.50 2.75 d = h - r 50.00 0.50 34.40 0.30 5.80 6.20 6.00 4.90 m

E

10.40 2.45 4.90 2.45 Ladrillo 6.50 5.00

1

2

3

4

5

6

7

0.20 t .225 0.25 Corte Tipico: 0.30 .40 0.20 .10 0.30 .025 0.30 0.30

d

r

CARGA MUERTA ( CM ) : CARGA VIVA ( CV ) : Losa = m x m x m x = T x Vigueta = m x m x m x = T x Ladrillo = m / m x 8 Kg/Ladrillo = Kg x = Kg Entonces: = m x m x = T/m

= x = = T/m CARGA DE ROTURA DE DISEÑO :

= x = = T/m = x = = T/m + x + x = DIAGRAMA A ANALIZAR : 1 1 1 1 1 1 1 1 1 1 1 1 1 Mu= 6 f 6 f 6 f 6 f 6 f 6 f 6 f 4 f 4 f 4 f 4 f 4 f 4 f REFUERZO : x b x t x x Estribo Tipo I : f 3/8" 3 @ 2 @ 3 @ Rto. @ 1.- METRADO DE CARGAS : A).- B).-0.05 0.40 1.00 2.40 T/m3 0.048 = 0.084 T = 84.00 Kg CV = s/c AT Kg/m2 5.20 0.036 CV = 350.00 0.10 0.15 1.00 2.40 m 1.00 0.30 26.67 CV = 0.350 T/m2 5.20 m T/m3 CV = 1.820 T/m 575.47 Kg/m 0.575 520.00 Kg/m Sumatoria 110.67 0.520 T/m3 0.396 En 1m2 110.67 Kg/m2 5.20 m Viga de Diseño 0.55 0.30 2.40 Tabiqueria 120.00 Kg/m2 5.20 2.-Piso Terminado 100.00 Kg/m2 5.20 m 1.5 CM 1.8 m 624.00 Kg/m 0.624 T/m CM = 2.115 T/m CV Wu = 1.5 2.12 T/m Wu = Wu = 6.45 T/m 3.-1.8 1.82 Wu = 6.45

1

2

3

4

16 Coeficientes 16 10 11

5

6

7

14 16 16 16 16 14 11 11 10 5.75 2.50 Luces 5.80 6.00 6.10 Promedio 5.80 6.20 6.00 4.90 6.50 5.00 5.45 5.70 17.414 19.049 21.323 2.519 W'u . L2 13.559 23.217 21.816 18.079 30.956 Coeficientes 15.497 15.494 14.511 9.678 17.030 11.516 b x d2 20.662 20.659 19.348 12.904 22.707 15.355 29.088 23.219 0.018 q= 0.091 0.151 0.142 3.359 25.398 28.430 Ku= Mu x 105 0.103 0.103 0.097 0.066 0.113 0.078 0.115 0.125 0.139 0.006 0.006 0.007

r

= q . F'cFy 0.005 0.005 0.008 0.005 0.005 0.003 0.006 0.004 0.001 0.007 8.650 9.409 10.453 As=

r

. b . d 6.827 11.311 11.311 1.323 7.7493 7.7482 7.2816 4.9427 8.4707 5.8418 10.677 8.4707 8.4707 8.4707 8.4707 8.4707 8.4707 11.311 11.311 11.311 5/8" f= Uniformado 5/8" 5/8" 11.311 11.311 As= Uniformado 11.311 5/8" 5/8" 5/8" 5/8" 5/8" 5/8" 5/8" 5/8" 5/8" 5/8" 30.00 55.00 0.30 m 6.-Ast = 0.0018 m 0.55 6 f 3/8" Ast = 2.970 cm2 Ast = 0.0018 4 f 5/8" 5/8" 0.05

,

0.10

,

0.15

,

0.20

MM

PULG.

-

8.00

-

0.39

50.00

0.50

25.10

2.51

3

-

3/8

0.56

71.00

0.71

29.90

2.99

-

12.00

-

0.89

113.00

1.13

37.70

3.77

4

-

1/2

0.99

127.00

1.27

39.90

3.99

5

-

5/8

1.55

198.00

1.98

49.90

4.99

6

-

3/4

2.24

285.00

2.85

59.90

5.99

8

-

1

3.98

507.00

5.07

79.80

7.98

11

-

1 3/8

7.91

958.00

9.58

109.70

10.97

12000

12

MM

PULG.

1

2

3

4

5

6

7

8

9

10

11

12

13

14

-

8

-

0.50

1.00

1.50

2.00

2.50

3.00

3.50

4.00

4.50

5.00

5.50

6.00

6.50

7.00

3

-

3/8

0.71

1.42

2.13

2.84

3.55

4.26

4.97

5.68

6.39

7.10

7.81

8.52

9.23

9.94

-

12

-

1.13

2.26

3.39

4.52

5.65

6.78

7.91

9.04

10.17

11.30

12.43

13.56

14.69

15.82

4

-

1/2

1.27

2.54

3.81

5.08

6.35

7.62

8.89

10.16

11.43

12.70

13.97

15.24

16.51

17.78

5

-

5/8

1.98

3.96

5.94

7.92

9.90

11.88

13.86

15.84

17.82

19.80

21.78

23.76

25.74

27.72

6

-

3/4

2.85

5.70

8.55

11.40

14.25

17.10

19.95

22.80

25.65

28.50

31.35

34.20

37.05

39.90

8

-

1

5.07

10.14

15.21

20.28

25.35

30.42

35.49

40.56

45.63

50.70

55.77

60.84

65.91

70.98

11

-

1 3/8

9.58

19.16

28.74

38.32

47.90

57.48

67.06

76.64

86.22

95.80

105.38

114.96

124.54

134.12

VARILLAS POR SECCION (CM2)

AREAS DE ACERO

DESCRIPCION DE AREAS DE ACERO

Nº

BARRA

DIAMETRO

9000

LONG.

M

9

PERIMET.

MM

LONG.

MM

ANEXO 01

SECCION

MM

PERIMET.

CM

Nº

BARRA

MASA

KG/M

DIAMETRO

SECCION

CM2