ulises__concreto_(_vp,_vs)_losa_para_presentar(1)

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

CURSO : CONCRETO ARMADO

ANALISIS DE DISEO DE LOSAS Losa Aligerada:3 PISO 1.00 .40 .05 .20 DATOS: s/c = Piso T. = Tabiq. = F'c = F'y = Espesor = AT = 250 100 120 210 4200 0.25 5.90 Kg/m2 Kg/m2 Kg/m2 Kg/cm2 Kg/cm2 m m

.10

.10

.10

Corte Tipico: .40 = b

.10

.30

.30

.30

0. 30

Ladrillo

.225

= d

= t

0.20

.025 w = 1..10

= r

0.25

0.30

Ladrilo Hueco Peso

= =

0.30 x 0.30 8 Kg/Ladrillo

x

0.20

m

METRADO DE CARGAS :

A).- CARGA MUERTA ( CM ) : Losa Vigueta Ladrillo = = = 0.05 0.10 1.00 = = = m x m x m / 122.67 100.00 120.00 0.40 0.20 0.30 m x 1.00 m x m x 1.00 m x m x 8 Kg/Ladrillo 5.90 m 5.90 m 5.90 m Sumatoria = = = = 2.40 2.40 T/m3 T/m3 = = 0.048 T 0.048 T = 0.096 T = = = 723.73 Kg/m 590.00 Kg/m 708.00 Kg/m 2021.733 Kg 96.00 26.67 122.67 Kg Kg Kg

En 1m2 Piso Terminado Tabiqueria

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

=

CM =

2021.73

Kg

B).- CARGA VIVA ( CV ) : CV = CV = s/c x AT 250.00 Kg/m2

x

5.90

m

CV =

1475.00

Kg

2.- CARGA DE ROTURA DE DISEO : Wu = Wu = 1.5 1.5 CM + 1.8 x 2021.73 CV Kg

+

1.8

x

1475.00

Kg

Wu =

5687.60

Kg

W'u =

Wu

/ AT

W'u =

964.000

Kg/m

=

0.964

T/m

3.- DIAGRAMA A ANALIZAR :

E

F

G

.55

6.85 6.30

.55

6.05 5.50

.55

CONSTRUCCION CIVIL VI

ALUMNO : ULISES MAMANI CONDORI



4.- CALCULO DEL ACERO DEL ALIGERADO:

Wu =

0.964

ECoeficientes 1 / 11 1 / 16 6.30 6.30 3.478 2.391 68.71 47.24 0.5280 0.3047 0.0162 0.3017 0.0152 3.645 3.428 4 f 1/2" 2 f 1/2"

F1 / 11 1 / 16 5.90 5.50 3.051 1.823 60.26 36.00 0.4258 0.2187 0.0162 0.2433 0.0109 3.645 2.460 4 f 1/2" 2 f 1/2"

G1 / 10

Luces Promedio

5.50

Mu = W'u . L2 / Coef. Mu x 10 w x d2 Ku(+) = Mu x 105 2 bxd ecuacion q cuadratica r = q x F'c Fy Ku(-) =5

2.916

57.60

0.3984 0.0162 0.2277

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

3.645

4 f 1/2"

3

6.- REFUERZO A TEMPERATURA: Ast = Ast = 0.0018 0.0018 x b x t 10 x x f 3/8" @ 0.15 m.

25

Ast =

0.450

cm2

OK.













DISTRIBUCION DE VIGUETASFORMULAS :L2 / 3 L2 / 3 L3 / 3 L3 / 3

La = La=

12 d

db

La = La=

12 0.25

0.0159

La = La=

0.1905 0.25

L2 /4

L3 /4

DONDE :L2-La 7 L2-La 5 L3-La 5 L3-La 7

La = Longitud "a" d= Peralte Efectivo del Elemento db= Diametro Nominal de la Varilla RESPUESTA La : La= 0.2500 m Escogemos el mayor

L2

L3

2.28 4 f 1/2"

2.28

4 f

1/2"

2.02 4 f

2.02 1/2"

1.71 2 f 0.94 1/2" 1.32

1.51 2 f 1.16 1/2" 0.83

6.85

6.05

OK.







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


ANALISIS DE DISEO DE VIGASVIGA SECUNDARIADetalle de Losa 7 Piso 1.00 .40 .05 .20 0.50 DATOS: s/c Piso T. Tabiq. F'c F'y Espesor Altura (h) Ancho (b) Viga S Recub. d=h-r = = = = = = = = = = = 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 =

d.10 .10

r0.25 AT Area = = 6.40 m 251.52 m2 39.30 m

.10

.30

.30

.30

0.41

m

33.40 6.80

4

VS3.00

6.00

56.20 5.80 5.50 5.00 6.30 5.50 5.00

ACorte Tipico:

B

C

D

E

F

G

H

.40 = b

0.

30

Ladrillo

.225

= d

= t

0.20

.025 w = 1..10

= r

0.25

0.30

Ladrilo Hueco Peso

= =


3.00 x 0.20

12.80

VS

VS

3.40 m

m

METRADO DE CARGAS :

A).- CARGA MUERTA ( CM ) : Losa Vigueta Ladrillo = = = 0.05 0.10 1.00 mx mx m / 0.40 0.20 0.30 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 T = = = T/m3 785.07 640.00 768.00 Kg/m Kg/m Kg/m = = = = = CM = 0.300 0.785 0.640 0.768 2.493 T/m T/m T/m T/m T/m 96.00 26.67 122.67 Kg Kg Kg

Entonces: Viga de Diseo En 1m2 Piso Terminado Tabiqueria

= = = =

0.50 122.67 100.00 120.00

m x

0.25

m x 6.40 6.40 6.40 m m m

2.40 = = =






B).- CARGA VIVA ( CV ) : CV = CV = CV = s/c x 250.00 0.250 AT Kg/m2 T/m2

x x

6.40 6.40

m m

CV =

1.600

T/m

2.- CARGA DE ROTURA DE DISEO : Wu = Wu = 1.5 1.5 CM + 1.8 2.493 x CV T/m +

1.8

x

1.600

T/m

Wu =

6.620

T/m


Wu =

6.62

A1 Coeficientes 16 1 14 Luces Promedio 6.20 6.20

B1 10 1 16 6.00 5.80

C1 11 1 16 5.65 5.50

D1 11 1 16 5.25 5.00

E1 11 1 16 5.65 6.30

F1 11 1 16 5.90 5.50

G1 10 1 14 5.25 5.00

H1 16

5.00

Mu=

15.904 W'u . L2 Coeficientes 18.176

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

Ku=

Mu x 105 b x d2

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 0.0162 0.0195 0.0099

0.2923 0.1758

0.2439 0.1421

0.2923 0.2410

0.3267 0.1758 0.0162 0.0163 0.0088

0.2740 0.1649

0.1421

r=As=

q * F'c F'y

0.0116 0.0136

0.0146 0.0088

0.0122 0.0071

0.0146 0.0121

0.0137 0.0082

0.0071

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

As=

Uniformado 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 13.976

16.605

f=

Uniformado 21"+3 5/8" 21"+3 5/8" 21"+3 5/8" 21"+3 5/8" 21"+3 5/8" 21"+3 5/8" 21"+3 5/8" 21"+3 5/8" 21"+3 1/2" 21"+3 1/2" 21"+3 1/2" 21"+3 1/2" 21"+3 1/2" 21"+3 1/2" 21"+3 1/2"

0.25 6.- REFUERZO : Ast = Ast = Ast = 0.0018 0.0018 2.250 x b x t x 25.00 x cm2 f 3/8" m

m

50.00

3/8"

5 @ 0.05; 2 @ 0.10; 3 @ 0.15; Rto. @ 0.20 21"+3 1/2"

0.50

Estribo Tipo II :

21"+3 5/8"

OK.





SVIGA PRINCIPALDetalle de Losa 4

ANALISIS DE DISEO DE VIGASPiso 1.00 .40 .05 .20 0.65 DATOS: s/c Piso T. Tabiq. F'c F'y Espesor Altura (h) Ancho (b) Viga P Recub. d=h-r = = = = = = = = = = = 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 =

d.10 .10

r0.35 AT Area m = 5.65 192.67 m2 = 34.10 m 8OL

.10

.30

.30

.30

0.56

m

B2.90 5.80

C

5.50

D5.50 5.80 6.00 6.80 5.20 4.80

7Corte Tipico: .40 = b

6

5

4

3

2

1

0.

30

Ladrillo

.225

= d

= t

0.20

.025 w = 1..10

= r

0.25

0.30

Ladrilo Hueco Peso

= =


2.75

2.75

11.30 x 0.20

VP

VP

VP

2.90 m

m

METRADO DE CARGAS :

A).- CARGA MUERTA ( CM ) : Losa Vigueta Ladrillo = = = 0.05 0.10 1.00 mx mx m / 0.40 0.20 0.30 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 T = = = T/m3 693.07 565.00 678.00 Kg/m Kg/m Kg/m = = = = = CM = 0.546 0.693 0.565 0.678 2.482 T/m T/m T/m T/m T/m 96.00 26.67 122.67 Kg Kg Kg

Entonces: Viga de Diseo En 1m2 Piso Terminado Tabiqueria

= = = =

0.65 122.67 100.00 120.00

m x

0.35

m x 5.65 5.65 5.65 m m m

2.40 = = =






B).- CARGA VIVA ( CV ) : CV = CV = CV = s/c x 250.00 0.250 AT Kg/m2 T/m2

x x

5.65 5.65

m m

CV =

1.413

T/m

2.- CARGA DE ROTURA DE DISEO : Wu = Wu = 1.5 1.5 CM + 1.8 2.482 x CV T/m +

1.8

x

1.413

T/m

Wu =

6.266

T/m


Wu =

6.266

71 Coeficientes 16 1 14 Luces Promedio 5.50 5.50

61 10 1 16 5.65 5.80

51 11 1 16 5.90 6.00

41 11 1 16 6.40 6.80

31 11 1 16 6.00 5.20

21 10 1 14 5.00 4.80

11 16

4.80

Mu=

11.846 W'u . L2 Coeficientes 13.538

20.001 13.173

19.828 14.098

23.331 18.108

20.506 10.589

15.664 10.311

9.022

Ku=

Mu x 105 b x d2

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=As=

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

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

As=

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

f=

Uniformado 2 1"+2 3/8"23/4"+21/2"

2 1"+2 3/8"

2 1"+2 3/8"

2 1"+2 3/8"

2 1"+2 3/8"

2 1"+2 3/8"

2 1"+2 3/8"

0.35 6.- REFUERZO : Ast = Ast = Ast = 0.0018 0.0018 4.095 x b x t x 35.00 x cm2 f 3/8" m

m

65.00

3/8"

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

0.65

Estribo Tipo I :

2 1"+2 3/8"

23/4"+21/2"

OK.



ECUACION CUADRATICA

A B C D E F G H

- B - C - D - E - F - G - 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

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

+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

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

7 6 5 4 3 2 1 -

6 5 4 3 2 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

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

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

DATOS DE TABLA PARA LOSA ALIGERADO

E F G

- F - 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 210OK.

ANEXO:DESCRIPCION DE AREAS DE ACERON 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 ACERON BARRA 3 4 5 6 8 11 DIAMETRO MM 8 12 PULG. 3/8 1/2 5/8 3/4 1 1 3/8 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 VARILLAS POR SECCION (CM2) 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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