diseño de losa

PREDIMENCIONAMIENTO DE UNA EDIFICACION DE SIETE PISOS ( 7 ): Libertad

F

VP

6.50

P1

P1

Aligerado

6.00

C4

6.20 5.80

2

3.00 3.00 2.90 2.90 3.10 3.10 2.75 2.75 2.45 2.45 3.25 3.25 5.90

6.00

5.85

5.20

RESUMEN DE PREDIMENSIONAMIENTO Descripción

Largo (m)

Tipo de Medidas Ancho (m)

Altura (m)

Losa Aligerada

34.90

34.40

0.25

Viga Principal

34.90

0.30

0.65

Viga Secundaria

34.40

0.30

0.55

Columna 01

0.60

0.60

Columna 02

0.50

0.50

Columna 03

0.45

0.45

Columna 04

0.35

0.35

Variable según Pisos Variable según Pisos Variable según Pisos Variable según Pisos

5.70

3.25

X 4.10

3.00

3.90

1

m

C3

3

23.800

C2

3.70

C1

3.40

VS

3.10

4.90

5

2.90

6

2.50

5.00

7

4

Z

G 6.50

2.70

4.90

5.75

E 5.50

5.70

D 6.20

Universidad.

5.45

C 5.80

6.10

B 6.00

6.00

A

2.90

Y

; el uso de la Edificación es para

2.90 2.90 3.10 3.10 3.00 3.00 2.45 2.45 3.25 3.25 2.50 2.50

El siguiente Diseño pertenece a la Ciudad de

PREDIMENCIONAMIENTO DE UNA EDIFICACION DE SIETE PISOS ( 7 ): Libertad

F

VS - 4P

4.90

5

6.20 5.80

5.90

6.00

5.85

5.20

5.70

X

3.25

4.10

3.00

m

3.00 3.00 2.90 2.90 3.10 3.10 2.75 2.75 2.45 2.45 3.25 3.25

3.90

1

3.70

C1 - 5P ZAP

C2 - 1P ZAP

2

DATOS PARA DISEÑO Largo (m) 1-7 34.40

Tipo de Medidas Ancho (m) B-D 12.00

Viga Principal

34.90

0.30

0.65

Viga Secundaria

34.40

0.30

0.55

Columna 01

0.60

0.60

Columna 02

0.50

Columna 04

0.35

Descripción Losa Aligerada

Sentido Altura (m)

X

0.25

Cordenadas

Y

X

Y

Okey Okey

Z Todos

A-G

4

6to Piso

E

1-7

4to Piso

3.10

F

3

5to Piso

0.50

4.10

A

3

1er Piso

0.35

3.90

G

7

2do Piso

Zapata 01

18.20

F

3

5to Piso

Zapata 02

4.10

A

3

1er Piso

Zapata 04

8.00

G

7

2do Piso

Okey

23.800

VP - 6P

3

3.40

6.00

4

3.10

2.90 2.90 3.10 3.10 3.00 3.00 2.45 2.45 3.25 3.25 2.50 2.50

5.00 6.50

PLACA

C4 - 2P ZAP

2.90

6

2.70

6.50

7

ALIG.

Z

G

4.90

2.50

E 5.50

5.75

D 6.20

5.70

C 5.80

5.45

B 6.00

6.10

A

Universidad.

6.00

Y

; el uso de la Edificación es para

2.90

El siguiente Diseño pertenece a la Ciudad de

ANALISIS DE DISEÑO DE LOSAS Losa Aligerada: DATOS:

1.00

s/c Piso T. Tabiq. F'c F'y Espesor AT

.40 .05 .20

.10

.30

.10

.30

.10

.10

.30

350 100 120 210 4200 0.25 6.80

= = = = = = =

Kg/m2 Kg/m2 Kg/m2 Kg/cm2 Kg/cm2 m m

0. 30

Corte Tipico:

0.30

0.25

= d

= t

.225

Ladrillo

0.20

.40 = b

= r

.025

= =

0.30 0.30 x 8 Kg/Ladrillo

x

0.20

T =

96.00

m

.10

w = 1.-

Ladrilo Hueco Peso

METRADO DE CARGAS :

A).- CARGA MUERTA ( CM ) : Losa Vigueta Ladrillo

.05 0.10 1.00

= = =

0.40 0.20 0.30

m x m x m /

m x 1.00 m x m x 1.00 m x m x 8 Kg/Ladrillo

2.40 2.40

T/m3 T/m3

= =

0.048 T 0.048 T

=

0.096

= Sumatoria

En 1m2 Piso Terminado Tabiqueria

122.67 100.00 120.00

= = =

Kg/m x Kg/m2 x Kg/m2 x

6.80 m 1.00 m2 1.00 m2 Sumatoria

834.133 100.000 120.000 1054.133

= = = =

Kg Kg Kg Kg =

CM =

1054.13

Kg

CV =

2380.00

Kg

Wu =

5521.79

Kg

W'u =

812.03

Kg

=

26.667 122.667

B).- CARGA VIVA ( CV ) : CV = CV =

s/c x 350.00

AT Kg/m2

m2 x 6.80

m2

2.- CARGA DE ROTURA DE DISEÑO : Wu = Wu =

1.4 1.4

CM + 1.7 x 1054.13

CV Kg

+

1.7

x

2380.00

Kg

3.- CARGA DE DISEÑO POR VIGUETA : W'u = W'u =

Wu / 5521.79

AT Kg /

CARGA POR VIGUETA

6.80 =

m 812.027 Kg

=

0.812

T

4.- DIAGRAMA A ANALIZAR :

B

.30

C

6.50 6.80

.30

D

6.50 6.80

.30

Kg Kg Kg

5.- CALCULO DEL ACERO DEL ALIGERADO:

1 / 16

Coeficientes

1 / 10 1 / 14

6.50

6.50

Luces Promedio

6.50

2.14

3.43

2.14

2.45

2.45

Mu x 105 F'c x w x d2

Ku(+) =

6.50

6.50

Mu = W'u . L2 / Coef. Ku(-) =

1 / 16

1 / 14

0.176

0.282

0.176

0.050

Mu x 105

0.050

F'c x b x d2 0.000936

0.001497

q

r

0.000936

0.000268

q x F'c =

0.000047

0.000075

Fy

0.000047

0.000013

0.000013

1.053

As(-) = r x w x d

1.684

1.053

1.204

As(+) = r x b x d As min

0.000268

= 0.73 cm2

1.204

1.68

1.68

1.68

1.20

1.20

2 f 3/8"

DISEÑO

2 f 3/8"

2 f 3/8"

2 f 3/8"

2 f 3/8"

6.- REFUERZO A TEMPERATURA: Ast =

0.0018

Ast =

0.0018

x b x t 40 x

x

0.0018

25

Ast =

1.800

2

cm2

f 1/4" @ 0.15 m.

DISTRIBUCION DE VIGUETAS L1 /5

L1 /3

L1-La 7

L2 /3

L2/3

L3 /3

L3/3

L4/3

L1 /4

L2/4

L2 /4

L3/4

L3 /4

L4/4

L1-La 5

L2-La 4

L2-La 4

L3-La 4

L3-La 4

L4-La 5

L1

L2

L4/5

L4-La 7

L3

L4

FORMULAS : L2 /

3

L2 /

3

L3 /

3

L3 /

3

La =

12

La= L2 /4

db

d

La =

12

0.0064

La=

0.25

La =

0.0762

La=

0.25

L3 /4

DONDE : L2-La 7

L2-La 5

L3-La 5

L3-La 7

L2

2.27 2 f

RESPUESTA La :

L3

2.27

2 f

3/8"

2.27

2.27 2 f

3/8" 1.70 2 f

0.72

2 f 1.11

6.80

3/8"

1.70

3/8"

La = Longitud "a" d= Peralte Efectivo del Elemento db= Diametro Nominal de la Varilla

3/8"

1.11

0.72

6.80

Y

La=

0.2500

m

Escogemos el mayor

ANALISIS DE DISEÑO DE VIGAS VIGA PRINCIPAL

6to Piso DATOS:

1.00

Detalle de Losa

s/c Piso T. Tabiq. F'c F'y Espesor Altura (h) Ancho (b) Viga P Recub. d=h-r

.40 .05 0.65

.15

.30

.10

.30

.10

.30

.10

d r AT Area

0.30

5.45 m 111.18 m2

= =

= = = = = = = = = = =

350 100 120 210 4200 0.20 0.65 0.30 65 x 5.00 60.00

Kg/m2 Kg/m2 Kg/m2 Kg/cm2 Kg/cm2 m m m 30 cm cm =

0.60

m

20.40 m

m 10.90

2.45

4.90

2.45

5

3.00

6.00

3.00

4

3 6.80

A

6.80

6.80

B

0.00

C

0.00

D

E

0. 30

Corte Tipico:

= d

.025 w =

.10

= r

0.20

Ladrillo

0.30

0.25

.225

= t

.40 = b

Ladrilo Hueco Peso

= 0.30 x 0.30 = 8 Kg/Ladrillo

x

0.20

m

0.00

F

G

1.-

METRADO DE CARGAS :

A).- CARGA MUERTA ( CM ) : =

Losa Vigueta Ladrillo

0.05 0.10 1.00

= =

B).- CARGA VIVA ( CV ) :

m x m x m /

0.40 0.15 0.30


2.40 2.40

T/m3 T/m3

0.048 T 0.036 T

= =

=

0.084

T =

84.00

Kg

= =

26.67 110.67

Kg Kg

Sumatoria Entonces: Viga de Diseño

=

0.65


= = =

110.67 100.00 120.00

CV = CV = CV =

s/c x AT 350.00 Kg/m2 0.350 T/m2

CV = m x

0.30

Kg/m2 x Kg/m2 x Kg/m2 x

2.40

m x 5.45 5.45 5.45

m m m

= = =

T/m3 603.13 545.00 654.00

Kg/m Kg/m Kg/m =

=

0.468

T/m

= = =

0.603 0.545 0.654

T/m T/m T/m

CM =

2.270

1.908

5.45 5.45

x x

m m

T/m


1.5 1.5

CM + 1.8 2.27 x

CV T/m +

1.8

1.91

x

T/m Wu =

6.84

T/m

3.- DIAGRAMA A ANALIZAR : Wu =

A

B

1 Coeficientes

C

1 16

10

Mu=

Ku=

6.80

W'u . L2 19.764 Coeficientes Mu x 105 b x d2

31.622

0.143 0.105

r=

q . F'c Fy

As=

r.b.d

0.005

0.007 0.005

8.288

As=

12.891

Uniformado 12.891

11.797

12.891

Uniformado 5 f 5/8"

12.891

5 f 5/8" 4 f 5/8"

5 f 5/8"

m

3.510

x b x t x 30.00 x

65.00

3/8"

cm2

Estribo Tipo I :

f 3/8"

3 @ 0.05 , 2 @ 0.10 , 3 @ 0.15 , Rto. @ 0.20

0.65

m

Ast =

0.0018 0.0018

5

f

5/8"

4

f

5/8"

0.000 0

12.891 9.4064

5 f 5/8" 4 f 5/8"

6.- REFUERZO : Ast = Ast =

0.000

12.891

5 f 5/8"

0.000 0.000

0

9.4064

4 f 5/8" 0.30

0.000

0.000

12.891

0.000 0.000

0.000

0

9.4064

4 f 5/8"

0.000

0.000

3.114

0.000 0.000

0.000

0.000

8.2879

9.4064

0.000

0.000

0.002

0.000 0.000

0.000

0.000

0.005

8.2879

9.4064 f=

0.007

0.000

0.000

0.035

0.00 0.00

0.000

0.000

0.092

0.005

9.4064

6.654

0.131 0.092

0.00

0.000

18.300

14

0.00

0.000

16 1

0.00

7.187

26.618 18.300

10 16

0.00

19.764

1

1

3.40

28.747

29.280

0.092

11 16

6.80

19.764

20.914

q=

6.80

G

1

1 16

6.80

22.587

18.300

11 1

6.80

F

1

11 16

6.80

E

1

1 14

Luces Promedio

D

1

1

6.84

12.891 9.4064

5 f 5/8" 4 f 5/8"

5 f 5/8" 4 f 5/8"

T/m

ANALISIS DE DISEÑO DE VIGAS VIGA SECUNDARIA

4to Piso DATOS:

1.00

Detalle de Losa

s/c Piso T. Tabiq. F'c F'y Espesor Altura (h) Ancho (b) Viga S Recub. d=h-r

.40 .05 0.55

.15

.30

.10

.30

.10

.30

.10

d r AT Area

0.30

5.20 m 178.88 m2

= =

= = = = = = = = = = =

350 100 120 210 4200 0.20 0.55 0.30 55 x 5.00 50.00

Kg/m2 Kg/m2 Kg/m2 Kg/cm2 Kg/cm2 m m m 30 cm cm =

0.50

m

34.40 m

m 10.40

2.75

5.50

2.75

D

2.45

4.90

2.45

E

F 5.80

1

6.20

6.00

2

4.90

3

6.50

4

5

0. 30

Corte Tipico:

= d

.025 w =

.10

= r

0.20

Ladrillo

0.30

0.25

.225

= t

.40 = b

Ladrilo Hueco Peso

= 0.30 x 0.30 = 8 Kg/Ladrillo

x

0.20

m

5.00

6

7

1.-

METRADO DE CARGAS :

A).- CARGA MUERTA ( CM ) : =

Losa Vigueta Ladrillo

0.05 0.10 1.00

= =

B).- CARGA VIVA ( CV ) :

m x m x m /

0.40 0.15 0.30


2.40 2.40

T/m3 T/m3

0.048 T 0.036 T

= =

=

0.084

T =

84.00

Kg

= =

26.67 110.67

Kg Kg

Sumatoria Entonces: Viga de Diseño

=

0.55


= = =

110.67 100.00 120.00

CV = CV = CV =

s/c x AT 350.00 Kg/m2 0.350 T/m2

CV = m x

0.30

Kg/m2 x Kg/m2 x Kg/m2 x

2.40

m x 5.20 5.20 5.20

m m m

= = =

T/m3 575.47 520.00 624.00

Kg/m Kg/m Kg/m =

=

0.396

T/m

= = =

0.575 0.520 0.624

T/m T/m T/m

CM =

2.115

1.820

5.20 5.20

x x

m m

T/m


1.5 1.5

CM + 1.8 2.12 x

CV T/m +

1.8

1.82

x

T/m Wu =

6.45

T/m

3.- DIAGRAMA A ANALIZAR : Wu =

1

2

1 Coeficientes

3

1 16

10

Mu=

Ku=

5.80

W'u . L2 13.559 Coeficientes Mu x 105 b x d2

23.217

q=

30.956

0.091

q . F'c Fy

As=

r.b.d

0.005

0.008 0.005

6.827

11.311

Uniformado 11.311

11.311

Uniformado 6 f 5/8"

11.311

6 f 5/8"

6 f 5/8"

m

2.970

x b x t x 30.00 x

55.00

3/8"

cm2

Estribo Tipo I :

f 3/8"

3 @ 0.05 , 2 @ 0.10 , 3 @ 0.15 , Rto. @ 0.20

0.55

m

Ast =

0.0018 0.0018

6

f

5/8"

4

f

5/8"

1.323 5.8418

11.311 8.4707

6 f 5/8" 4 f 5/8"

6.- REFUERZO : Ast = Ast =

10.453

11.311

6 f 5/8"

0.001 0.004

8.4707

8.4707

4 f 5/8" 0.30

0.007

9.409

11.311

0.018 0.078

0.006

4.9427

8.4707

4 f 5/8"

0.139

0.006

8.650

3.359 15.355

0.113

0.003

7.2816

8.4707

4 f 5/8"

0.006

10.677

28.430

0.125

0.005

7.7482

8.4707 f=

0.007

2.519 11.516

22.707

0.066

2.50 5.00

21.323

25.398

0.115

14 5.75

17.030

12.904

0.097

0.005

7.7493 As=

0.142

16

19.049

23.219

16 1

6.50

9.678

19.348

0.103

10

5.70

17.414

29.088

0.151

16 4.90

14.511

20.659

0.103

r=

21.816

1

1

5.45 6.00

15.494

20.662

11

16 6.10

7

1

1

16

15.497

18.079

11 1

6.20

6

1

11

6.00 5.80

5

1

1 14

Luces Promedio

4

1

1

6.45

11.311 8.4707

6 f 5/8" 4 f 5/8"

6 f 5/8" 4 f 5/8"

T/m

ANEXO 01 DESCRIPCION DE AREAS DE ACERO Nº BARRA 3 4 5 6 8 11

DIAMETRO MM 8.00 12.00 -

PULG. 3/8 1/2 5/8 3/4 1 1 3/8

MASA KG/M 0.39 0.56 0.89 0.99 1.55 2.24 3.98 7.91

SECCION SECCION PERIMET. PERIMET. MM CM2 MM CM 50.00 71.00 113.00 127.00 198.00 285.00 507.00 958.00

0.50 0.71 1.13 1.27 1.98 2.85 5.07 9.58

25.10 29.90 37.70 39.90 49.90 59.90 79.80 109.70

2.51 2.99 3.77 3.99 4.99 5.99 7.98 10.97

LONG. MM

LONG. M

9000

9

12000

12

AREAS DE ACERO Nº BARRA 3 4 5 6 8 11

DIAMETRO MM 8 12 -

PULG. 3/8 1/2 5/8 3/4 1 1 3/8

VARILLAS POR SECCION (CM2) 1 0.50 0.71 1.13 1.27 1.98 2.85 5.07 9.58

2 1.00 1.42 2.26 2.54 3.96 5.70 10.14 19.16

3 1.50 2.13 3.39 3.81 5.94 8.55 15.21 28.74

4 2.00 2.84 4.52 5.08 7.92 11.40 20.28 38.32

5 2.50 3.55 5.65 6.35 9.90 14.25 25.35 47.90

6 3.00 4.26 6.78 7.62 11.88 17.10 30.42 57.48

7 3.50 4.97 7.91 8.89 13.86 19.95 35.49 67.06

8 4.00 5.68 9.04 10.16 15.84 22.80 40.56 76.64

9 4.50 6.39 10.17 11.43 17.82 25.65 45.63 86.22

10 5.00 7.10 11.30 12.70 19.80 28.50 50.70 95.80

11 5.50 7.81 12.43 13.97 21.78 31.35 55.77 105.38

12 6.00 8.52 13.56 15.24 23.76 34.20 60.84 114.96

13 6.50 9.23 14.69 16.51 25.74 37.05 65.91 124.54

14 7.00 9.94 15.82 17.78 27.72 39.90 70.98 134.12

diseño de losa

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