ULISES__CONCRETO_(_VP,_VS)_LOSA_PARA_PRESENTAR(1)

I.S.T.P."JOSE CARLOS MARIATEGUI"

CURSO : CONCRETO ARMADO

ANALISIS DE DISEÑO DE LOSAS Losa Aligerada:

3 PISO 1.00

DATOS: .40

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

.05 .20

.30

.10

.10

.30

.10

.10

.30

250 100 120 210 4200 0.25 5.90

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

0. 30

Corte Tipico:

= t

= d

0.30

0.25

.225

Ladrillo

0.20

.40 = b

.025

= =

Ladrilo Hueco Peso

0.30 x 0.30 8 Kg/Ladrillo

x

0.20

m

.10

w = 1.-

= r

METRADO DE CARGAS :

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

= = =

0.05 0.10 1.00

En 1m2 Piso Terminado Tabiqueria

0.40 0.20 0.30

m x m x m /

= = =

122.67 100.00 120.00

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

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

5.90 m 5.90 m 5.90 m Sumatoria

2.40 2.40

T/m3 T/m3

= =

723.73 Kg/m 590.00 Kg/m 708.00 Kg/m 2021.733 Kg

= = = =

0.048 T 0.048 T

=

=

0.096

T =

96.00

Kg

= ∑ =

26.67 122.67

Kg Kg

CM =

2021.73

Kg

CV =

1475.00

Kg

Wu =

5687.60

Kg

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

s/c x AT 250.00 Kg/m2

5.90

x

m

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

W'u =

1.5 1.5

CM + 1.8 x 2021.73

Wu

CV Kg

/ AT

+

1.8

x

1475.00

W'u =

Kg

964.000

Kg/m

=

0.964

T/m

3.- DIAGRAMA A ANALIZAR :

E

.55

CONSTRUCCION CIVIL VI

F

6.85 6.30

.55

G

6.05 5.50

.55

ALUMNO : ULISES MAMANI CONDORI



4.- CALCULO DEL ACERO DEL ALIGERADO:

Wu =

E

1 / 11

1 / 10 1 / 16

6.30

5.90

5.50

6.30

Mu = W'u . L2 / Coef.

3.478

5.50 3.051

2.916

2.391

1.823

5

Ku(-) =

Mu x 10 w x d2 Ku(+) = Mu x 105 2 bxd ecuacion q cuadratica =

G

1 / 16

Luces Promedio

r

F

1 / 11

Coeficientes

0.964

68.71

60.26

57.60

47.24 0.5280

36.00 0.4258

0.3984

0.3047 0.0162 0.3017

q x F'c Fy

0.2187 0.0162 0.2433

0.0162 0.2277

0.0152

As(-) = r x w x d As(+) = r x b x d

3.645

0.0109 3.645

3.645

3.428 4 f 1/2"

DISEÑO

2.460 4 f 1/2"

4 f 1/2"

2 f 1/2"

2 f 1/2"

3

6.- REFUERZO A TEMPERATURA: Ast = Ast =

0.0018 0.0018

x b x t 10 x x

25

Ast =

0.450

cm2

f 3/8" @ 0.15 m.

OK.













DISTRIBUCION DE VIGUETAS FORMULAS : L2 /

3

L2 /

3

L3 /

3

L3 /

3

La =

12

La= L2 /4

db

d

La =

12

0.0159

La=

0.25

La =

0.1905

La=

0.25

L3 /4

DONDE : L2-La 7

L2-La 5

L3-La 5

L3-La 7

L2

2.28 4 f

RESPUESTA La :

L3

2.28

4 f

1/2"

2.02 4 f

2 f

2 f 1.32

6.85


0.2500

m

Escogemos el mayor

1/2"

1.51

1/2"

0.94

La=

2.02

1/2" 1.71

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

1/2"

1.16

0.83

6.05

OK.






I.S.T.P."JOSE CRLOS MARIATEGUI"


ANALISIS DE DISEÑO DE VIGAS VIGA SECUNDARIA

7

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 0.50

.20

d .10

.30

.10

.30

.10

.30

r AT Area

0.25

6.40 m 251.52 m2

= =

39.30

250 100 120 210 4200 0.25 0.50 0.25 50 x 9.00 0.41

= = = = = = = = = = =

Kg/m2 Kg/m2 Kg/m2 Kg/cm2 Kg/cm2 m m m 25 cm cm =

0.41

m

m

VS

VS

VS

3.00

6.00

3.00

4

12.80

3.40 m

6.80

3.40

3

5 6.20

5.80

A

B

5.50

C

5.00

D

6.30

E

5.50

F

5.00

G

H

30

Corte Tipico:

0.

.40 = b

0.20

= t

= d

0.30

0.25

.225

Ladrillo

.025

= =

Ladrilo Hueco Peso


x

0.20

m

.10

w = 1.-

= r

METRADO DE CARGAS :


= = =

0.05 0.10 1.00

mx mx m /

Entonces: Viga de Diseño

=

0.50


= = =

122.67 100.00 120.00

0.40 0.20 0.30

m x


0.25


2.40

m x 6.40 6.40 6.40

2.40 2.40

m m m

= = =

T/m3 T/m3

0.048 T 0.048 T

= =

T/m3 785.07 640.00 768.00

Kg/m Kg/m Kg/m =


=

0.096

=

0.300

T/m

= = =

0.785 0.640 0.768

T/m T/m T/m

CM =

2.493

T =

96.00

Kg

= ∑ =

26.67 122.67

Kg Kg

T/m




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

s/c x 250.00 0.250

AT Kg/m2 T/m2

6.40 6.40

x x

m m

CV =

1.600

T/m

Wu =

6.620

T/m


1.5 1.5

CM + 1.8 2.493 x

CV T/m +

1.8

x

1.600

T/m


Wu =

6.62

A

B

C

D

E

1

1

1

1

1

10 1

11 1

1 11 1

11 1

G

H

1

1

Coeficientes

16 1 14

16

16

16

16

16

14

Luces Promedio

6.20 6.20

6.00 5.80

5.65 5.50

5.25 5.00

5.65 6.30

5.90 5.50

5.25 5.00

15.904 W'u . L2 Coeficientes 18.176

11 1

F

10 1

16

5.00

23.831 13.918

19.210 12.515

16.587 10.343

19.210 16.421

20.948 12.515

18.245 11.821

10.343

37.843 43.25

56.71 33.12

45.71 29.78

39.47 24.61

45.71 39.07

49.85 29.78

43.42 28.13

24.61

q= ecuacion cuadratica

0.2320 0.2727

0.3896 0.1985

0.2923 0.1758

0.2439 0.1421

0.2923 0.2410

0.3267 0.1758

0.2740 0.1649

0.1421

r=

q * F'c F'y

0.0116 0.0136

0.0162 0.0195 0.0099

0.0146 0.0088

0.0122 0.0071

0.0146 0.0121

0.0162 0.0163 0.0088

0.0137 0.0082

0.0071

As=

r.b.d

11.889 13.976

16.605 10.171

14.978 9.010

12.502 7.285

14.978 12.352

16.605 9.010

14.043 8.449

7.285

16.605 13.976

16.605 13.976

16.605 13.976

16.605 13.976

16.605 13.976

16.605 13.976

16.605

Mu=

Ku=

As=

f=

Mu x 105 b x d2

Uniformado 16.605 13.976

Uniformado 2Ø1"+3Ø 5/8" 2Ø1"+3Ø 5/8" 2Ø1"+3Ø 5/8" 2Ø1"+3Ø 5/8" 2Ø1"+3Ø 5/8" 2Ø1"+3Ø 5/8" 2Ø1"+3Ø 5/8" 2Ø1"+3Ø 5/8" 2Ø1"+3Ø 1/2" 2Ø1"+3Ø 1/2" 2Ø1"+3Ø 1/2" 2Ø1"+3Ø 1/2" 2Ø1"+3Ø 1/2" 2Ø1"+3Ø 1/2" 2Ø1"+3Ø 1/2"

0.25

m

6.- REFUERZO : Ast = Ast =

2.250

x b x t x 25.00 x

50.00

3/8"

cm2

Estribo Tipo II :

f 3/8"

0.50

m

Ast =

0.0018 0.0018

2Ø1"+3Ø 5/8"

5 @ 0.05; 2 @ 0.10; 3 @ 0.15; Rto. @ 0.20 2Ø1"+3Ø 1/2"

OK.





S

ANALISIS DE DISEÑO DE VIGAS VIGA PRINCIPAL

4

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

.20

d .10

.30

.10

.30

.10

.30

r AT Area

0.35

m = 5.65 192.67 m2 = 34.10

8OL

= = = = = = = = = = =

250 100 120 210 4200 0.25 0.65 0.35 65 x 9.00 0.56

Kg/m2 Kg/m2 Kg/m2 Kg/cm2 Kg/cm2 m m m 35 cm cm =

0.56

m

m

2.90 m

5.80

2.90

B

VP

2.75

5.50

2.75

VP

11.30

VP

C

D 5.50

7

5.80

6

6.00

6.80

5

5.20

4

4.80

3

2

1

30

Corte Tipico:

0.

.40 = b

0.20

= t

= d

0.30

0.25

.225

Ladrillo

.025

= =

Ladrilo Hueco Peso


x

0.20

m

.10

w = 1.-

= r

METRADO DE CARGAS :


= = =

0.05 0.10 1.00

mx mx m /

Entonces: Viga de Diseño

=

0.65


= = =

122.67 100.00 120.00

0.40 0.20 0.30

m x


0.35


2.40

m x 5.65 5.65 5.65

2.40 2.40

m m m

= = =

T/m3 T/m3

0.048 T 0.048 T

= =

T/m3 693.07 565.00 678.00

Kg/m Kg/m Kg/m =


=

0.096

=

0.546

T/m

= = =

0.693 0.565 0.678

T/m T/m T/m

CM =

2.482

T =

96.00

Kg

= ∑ =

26.67 122.67

Kg Kg

T/m




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

s/c x 250.00 0.250

AT Kg/m2 T/m2

5.65 5.65

x x

m m

CV =

1.413

T/m

Wu =

6.266

T/m


1.5 1.5

CM + 1.8 2.482 x

CV T/m +

1.8

x

1.413

T/m


Wu =

7

6

1

5

1

4

1 10 1

6.266

3

1

1

1

1

11 1

11 1

1

Coeficientes

16 1 14

16

16

16

16

14

Luces Promedio

5.50 5.50

5.65 5.80

5.90 6.00

6.40 6.80

6.00 5.20

5.00 4.80

11.846 W'u . L2 Coeficientes 13.538

11 1

2 10 1

16

4.80

20.001 13.173

19.828 14.098

23.331 18.108

20.506 10.589

15.664 10.311

9.022

10.79 12.33

18.22 12.00

18.06 12.84

21.26 16.50

18.68 9.65

14.27 9.39

8.22

q= ecuacion cuadratica

0.0592 0.0680

0.1026 0.0661

0.1017 0.0709

0.1211 0.0923

0.1054 0.0527

0.0792 0.0513

0.0447

r=

q * F'c F'y

0.0030 0.0034

0.0051 0.0033

0.0051 0.0035

0.0061 0.0046

0.0053 0.0026

0.0040 0.0026

0.0022

As=

r.b.d

5.799 6.663

10.058 6.476

9.965 6.951

11.870 9.047

10.329 5.163

7.763 5.023

4.378

Uniformado 11.870 9.047

11.870 9.047

11.870 9.047

11.870 9.047

11.870 9.047

11.870 9.047

11.870

Uniformado 2 Ø 1"+2 Ø3/8"

2 Ø 1"+2 Ø3/8"

2 Ø 1"+2 Ø3/8"

2 Ø 1"+2 Ø3/8"

2 Ø 1"+2 Ø3/8"

2 Ø 1"+2 Ø3/8"

2 Ø 1"+2 Ø3/8"

Mu=

Mu x 105 b x d2

Ku=

As=

f=

2Ø3/4"+2Ø1/2"

0.35

m

6.- REFUERZO : Ast = Ast =

4.095

x b x t x 35.00 x

65.00

3/8"

cm2

Estribo Tipo I :

f 3/8"

3 @ 0.05 , 4 @ 0.10 , 2 @ 0.15 ,Rto. @ 0.20

0.65

m

Ast =

0.0018 0.0018

2 Ø 1"+2 Ø3/8"

2Ø3/4"+2Ø1/2"

OK.



ECUACION CUADRATICA

A

- B

B

- C

C

- D

D

- E

E

- F

F

- G

G

- H

H

- H

ku -q 37.8432 43.2493 56.7057 33.1177 45.7118 29.7803 39.4684 24.6118 45.7118 39.0738 49.8466 29.7803 43.4153 28.1278 24.6118

7 -

6

6 -

5

5 -

4

4 -

3

3 -

2

2 -

1

1 -

1

10.7925 12.3343 18.2228 12.0020 18.0647 12.8440 21.2562 16.4974 18.6822 9.6473 14.2711 9.3945 8.2202

0.2320 0.2727 0.3896 0.1985 0.2923 0.1758 0.2439 0.1421 0.2923 0.2410 0.3267 0.1758 0.2740 0.1649 0.1421

0.0592 0.0680 0.1026 0.0661 0.1017 0.0709 0.1211 0.0923 0.1054 0.0527 0.0792 0.0513 0.0447

+q F'C 1.4629 1.4222 1.3053 1.4965 1.4027 1.5191 1.4510 1.5528 1.4027 1.4539 1.3682 1.5191 1.4209 1.5301 1.5528

1.6357 1.6269 1.5923 1.6288 1.5932 1.6240 1.5738 1.6026 1.5895 1.6422 1.6157 1.6437 1.6502

210 210 210 210 210 210 210 210 210 210 210 210 210 210 210

210 210 210 210 210 210 210 210 210 210 210 210 210

DATOS DE TABLA PARA LOSA ALIGERADO

E

- F

F

- G

G

- G

68.7069 47.2360 60.2592 36.0012 57.6020

-q 0.5280 0.3047 0.4258 0.2187 0.3984

+q 1.1669 1.3902 1.2691 1.4762 1.2965

F'C 210 210 210 210 210 OK.

ANEXO: DESCRIPCION DE 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

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

SECCIO SECCIO PERIME PERIME N MM N CM2 T. MM T. 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

15

16

17

143.70

153.28

162.86

ULISES__CONCRETO_(_VP,_VS)_LOSA_PARA_PRESENTAR(1)

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