Losa de c Imentacion

LOSA DE CIMENTACION CONCRETO ARMADO II

PROPIEDADES DEL TERRENO

= S/C =

= ep =

= rec =

= Df =

= NPT =

1.-

ex

63.16

Ko = 2.65Kg/cm3

σt = 1.20 Kg/cm2

DISEÑO DE LOSA DE CIMENTACION

C-1

C-2

C-3

C-4

7.50 cm

1.20 m

0.15 m

PROPIEDADES DE LOS ATERIALES

f'c 210 Kg/cm2

ɣc 2400 Kg/m3

fy 4200 Kg/cm2

ɣr 1600 Kg/m3

25.41

59.76

66.78

25.84

15.24 -0.30 0.00 0.00

Py My

0.07

C-8

C-9

C-10

C-11

C-5

C-6

C-7

47.91

CARGAS DE COLUMNAS Y MUROS DE CORTE

CARGA MUERTA

COL

C-20

C-21

C-22

C-23

C-24

C-12

C-13

C-14

C-15

C-16

C-17

C-18

C-19

0.20

36.36

38.06

26.95

20.39

18.98

33.32

0.00

-0.03

-0.05

-0.07

0.06

-0.02

0.02

0.03

-0.03

0.04

0.05

63.91

31.04

28.19

-0.15

-0.32

-0.04

-0.11

0.02

-0.11

-0.40

0.54

-0.10

0.10

0.20

0.15

0.66

2.99

3.33

4.35

4.59

3.05

m

P Mx My P Mx My

ɣcs 2000 Kg/m3

DATOS COMPLEMENTARIOS

200 Kg/m2

0.15 m

-0.07

0.07

46.59

23.64

-0.28

0.70

0.84

-0.26

0.41

-0.30

-0.37

0.22

27.09

42.86

79.10

36.23

32.56

60.87

0.13

-0.32

41.51 -0.04

-0.11

0.400.19

2.92

9.37

10.73

2.80

3.15

5.71

-0.38

0.14

-0.62

-0.66

-0.39

-0.16

0.10

0.53

0.15

-1.51

-0.03

-0.02

-0.11

-0.01

8.79

8.68

-0.85

0.86

5.97

1.71

0.13

0.11

0.13

-0.012.11

0.07

0.03

-0.02

-0.10

-0.01

0.26

3.17

1.39

3.41

4.28

0.04

-0.15

-0.18

0.03

-0.06

0.05

13.19

3.97

2.92

8.29

0.09

-0.13

0.03

0.04

0.01

0.01

0.06

0.00

-0.06

-0.17

0.00

0.03

0.06

-0.04

-0.04

12.57

8.25

0.45

-0.12

0.00

0.04

-0.02

-0.01

0.12

3.25

3.26

10.26

5.62

20.26

91.26

80.26

20.25

2.36

-0.48

-0.91

-0.92

4.46 -0.72

6.59

15.24

8.26

25.59

91.26

0.05

-1.20

-1.25

-0.70

-0.10

-2.43

18.26

12.59

18.25

2.57

2.13

0.66

0.69

15.24

23.26

-3.44

-0.75

105.24

72.57

88.26

9.25

110.24

61.24

3.52

1.01

1.75

1.62

1.25

1.00

0.81

0.68

3.00

-0.45

12.25

18.26

45.24

4.26

11.24

0.43

-1.97

-0.45

0.02

-2.98

-2.90

0.03

-0.58

-2.22

-4.22

0.03

-0.55

-2.08 8.26

5.25

1.79

58.37

0.78

-0.25

1.49

1.48

19.50

19.50

0.82

-0.21

3.40

1.56

1.72

0.00

3.00

6.13

9.70

115.26

11.00

11.00

11.00

14.70

14.70

14.706.13

9.70

0.00

3.00

6.13

9.70

3.00

6.13

9.70

0.00

Tn-m Tn-m

14.70

19.50

19.50

4.50

8.10

8.10

8.10

8.10

11.00

0.00

0.00

0.00

4.50

4.50

4.50

0.00

6.13

9.70

TnTn-m Tn-m

3.00

6.13

9.70

0.00

3.00

1.75

1.79

1.13

3.16

mTn

CARGA VIVA SISMO X-X SISMO Y-Y UBICACIÓN

Px Mx ey

111.26

62.57

69.59

3.26

-0.26

Tn Tn-m Tn-m Tn

Sandoval Paredes Alexander Igenieria Civil


- x - - x - =

- x - - x - =

- -

+ 1.4*PD + =

- :

-

x

COLP Mx My P Mx My Px Mx Py My

Tn Tn-m Tn-m Tn Tn-m Tn-m Tn Tn-m

1.26 0.73 19.86 0.01

-0.04

0.03

1.80

8.96

0.00

-0.23

CARGA MUERTA CARGA VIVA SISMO X-X SISMO Y-Y

MC -A1 -0.05 4.06 0.00 -0.02

MC -5D

28.56

35.01

35.59

40.26

45.24

62.54

75.26

81.26

MC -A6

MC -D1

MC -D6

MC -2A

MC -3D

MC -5A

-0.02

0.04

0.02

0.01

-0.01

-0.01

-0.05

-0.04

0.01

3.89

2.89

4.86

-0.02

-0.61

-0.91

-0.60

-0.55

17.56

25.37

16.26

8.13

7.53

28.24

28.25

0.53

0.74

0.53

-0.04

-0.02

0.17

-0.03

45.24

30.26

-0.03

0.04

0.03

0.01

-0.01

2.-

ASUMIENDO H = 0.50 m

σ nt = 12.00 0.50 2.40 0.20 0.15

0.15 2.00 0 13.90 Tn/m2

ESFUERZO NETO DEL SUELO

0.01

0.01

0.00

0.00

0.00

0.00

0.00

0.00

0.18

0.11

0.07

3.06

3.- CALCULO DEL ESPESOR MINIMO DE LOSA

2.00 0 10.30 Tn/m2

Carga de Ultima.-

Pu = 1.7*PL

PL =

Pu =

Carga de Servicio.-

1533.83 TnPD PL =Ps =

(Se escoge la columna mas cargada)

79.10 Tn

13.19 Tn

133.16 Tn

2193.43 Tn

3.1.- VERIFICACION POR PUNZUNAMIENTO.-

C-7 PD =La columna mas cargada :

(Para verificar por cargas de gravedad)

(Para verificar por cargas de sismo)σ nt = 15.60 0.50 2.40

d =

bo =

ø barra =

47.14 cm

3/4

368.57 cm

10.97 Tn/m2

0.6

0.3

0.6+d

0.3+d

Esfuerzo aproximado :

=2193.43 Tn

20 10=

9.7

9.7

1.43

8.5

1.43

8

Ao = 0.83 m2

UBICACIÓN

ex ey

m

1.5

18

1.5

18

4.5

8.15

14.7

14.7

m

0

0

10.26

19.26

25.43

0.20

-0.10 3.50

5.32

5.15

-0.01

Tn Tn-m

σn = σt − h ∗ γc − S/C − ep ∗ γcs − er ∗ γs

σu =Pu

A



-

- x x …………………………..

-

x ( + ) x x ( ) x d ……

Resolviendo las ecuaciones (1) y (2) :

Peralte minimo : d = + + =

Remplazando "I" en landa :

10.97 Tn/m2

FRANJA 2

FRANJA 3

FRANJA 4

FRANJA 5

FRANJA 6

FRANJA 1

6.51

6.90

6.73

6.73

6.99

6.44

6.08

6.69

6.76

6.26

O.K¡

O.K¡

O.K¡

O.K¡

O.K¡

O.K¡

O.K¡

O.K¡

4.08

3.21

3.23

4.65

2.32

1.65

3.06

3.35

1521.52

0.26870

0.25354

0.26022

0.26003

0.25047

0.27182

0.28796

0.26173

0.25893

0.27972

1295.55

1027.05

1139.57

1136.22

978.09

1356.71

1708.87

1166.26

1117.06

FRANJAS

X-X

FRANJAS

Y-Y

1

2

3

4

5

6

A

B

C

D

2.32

4.65

3.23

3.21

4.08

2.51

DIREC. FRANJ. b(m)Kc

(Tn/m3)

METODO

RIGIDO

1.1

2

3.1.- VERIFICACION POR RIGIDEZ.-

O.K¡

Vup =

Esfuerzo por punzunamiento Ultimo

(1)1.65 3.06 3.35 1.94

0.31 m

30.56 7.50 0.95

2 x (0.3 + d)+2 x (0.6+d)210

Esfuerzo por punzunamiento Tomado por el concreto:

øVup = 0.85 0.53

O.K¡

1.94

0.48889

0.38757

0.43003

0.42876

0.36909

0.51196

0.64486

0.44010

0.42153

0.57416

2.51

133.16 Tn (0.3+d) (0.6+d)

(2)

39.01 SE TOMA H = 0.70 m

H =

ɸVcp = ɸ 0.53 +1.1

β∗ f ′c ∗ b ∗ d

Vup = Pu − σu ∗ Ao

λ =Kc ∗ b

4EI

4

I =b ∗ h3

12 Kc =

(b + 1)2

(2b)2∗ Ko Ec = 15000 ∗ f´c

λ =3 ∗ Kc

E ∗ h3

4

𝐛 + 𝟏 𝟐

𝟐𝐛𝟐 𝛌

𝟏. 𝟕𝟓

𝝀

FR

AN

JA

A

FR

AN

JA

B

FR

AN

JA

C

FR

AN

JA

D



La presion transmitida al terreno se verificaran en los estremos de cada franja , y debajo de los muros y columnas.

=

=

=

=

=

=

= x =

= x =

=

=

(Y)

x

+ 0.128 .Y

PRESION TRASMITIDA AL TERRENO.-

Ix

Iy

6666.67 m4

1666.67 m4

852.39 Tn.m

268.82 Tn.m

σ =1533.83

±268.82

20.00 10.00 1666.67±

852.39( X )

6666.67

σ = 7.669 + 0.161 .X

Mx

My

0.56 m

0.18 m 1533.83

1533.83

20.00

10.00

Momentos debido a la exentricidad:

0.56 m

5.00 m

10.00 m

43.15

50.10

30.11

4.-

4.1.- CONSIDERANDO SOLO CARGAD DE GRAVEDAD

Centro de Rigidez:

69.13

40.72

42.65

21.78

44.92

50.87

25.75

32.62

38.51

39.48 9.70

9.70

1.43

6.13

0.00

3.00

6.13

9.70

0.00

0.00

0.00

3.00

6.13

9.70

0.00

34.04

31.53

3.00

6.13

9.70

115.221.43

P*X

207.47

330.26

200.68

0.00

215.86

444.99

330.14

0.00

3.00

6.13

9.70

71.64

557.588.5065.60

80.57

P(Tn)

28.33

69.13

77.51

28.64

30.24

48.58

92.29

40.20

35.48

69.16

53.88

20.69

36.37

71.95

72.59

0.00

3.00

400.09

791.48

798.51

374.39

463.48

598.57

627.01

CENTRO DE RIGIDEZ:

XR

YR

4.82 m

9.44 m

CENTRO DE GRAVEDAD:

Xg

Yg

0.00

207.40

475.16

277.78

0.00

145.73

565.72

389.93

0.00

0.00

134.77

19.5050.87

502.09

EXENTRICIDAD:

ex

ey

0.18 m

30.11

21.78

44.92

25.75

122.16

261.47

9.70

0.00

3.00

6.13

9.70

0.00

Xm P(Tn) Ym P*X

28.33 0.00 0.00

86.40 8.00 691.22

77.51

28.64

30.24

48.58

92.29

40.20

35.48

69.16

53.88

20.69

36.37

71.95

72.59

34.04

31.53

40.72

42.65

39.48

43.15

50.10

65.60

80.57

311.81

249.76

0.00

0.00

382.94

418.55

292.08

11.00

11.00

11.00

11.00

14.70

14.70

14.70

1533.83

48.93

693.18

59.22

776.68

225.44

534.62

1.50

18.00

4.50

8.15

14.70

86.40

14.70

19.50

19.50

19.50

1.50

18.00

32.62

38.51

1184.44

1270.12

14485.87

0.00

0.00

0.00

136.07

218.59

415.29

180.90

287.37

560.18

436.40

167.58

442.64

424.74

875.98

991.89

14.70

1533.83 7400.31

0.00

0.00

0.00

4.50

4.50

4.50

4.50

8.10

8.10

8.10

8.10

σ =Ps

L ∗ B ±

My ∗ X

Iy ±

Mx ∗ Y

Ix



CENTRO DE RIGIDEZ:

=

=

=

=

=

=

= x =

= x =

=

=

X Y

+ + 0.024 .Y

159.47

6666.67σ =

2532.48

200.00±

251.71

1666.67±

2532.48 25165.342532.48

518.03

99.18

773.70

179.91

702.10

50.81

725.65

72.65

961.30

My 0.10 m 2532.48

Ix 6666.67 m4

Iy 1666.67 m4

159.47

251.71

Yg 10.00 m

EXENTRICIDAD:

ex 0.10 m

ey 0.06 m

Momentos debido a la exentricidad:

XR 4.90 m

YR 9.94 m

CENTRO DE GRAVEDAD:

Xg 5.00 m

Mx 0.06 m 2532.48

σ = 12.66 0.151 .X

4.50

8.15

14.70

14.70

0.00

0.00

546.72

579.75

506.44

191.50

410.78

627.05

643.65

906.76

538.36

882.27

803.47

1532.00

1530.24

116.66

0.00

0.00

4.50

4.50

4.50

4.50

8.10

8.10

8.10

8.10

11.00

11.00

11.00

11.00

14.70

14.70

14.70

104.10

128.98

51.91

933.27

12410.70

P(Tn) Ym P*X

32.79 0.00 0.00

0.00 0.00

83.14

48.89

121.49

128.83

112.54

42.56

50.71

77.41

79.46

111.95

48.94

80.21

73.04

139.27

0.00

469.81

1895.93

763.03

2063.12

1618.83

939.27

40.31

116.66

73.04

139.27

104.10

128.98

51.91

140.35

83.02

48.17

54.12

0.00

9.70

9.70

1.43

8.50

1.43

8.00

6.13

9.70

0.00

3.00

6.13

32.79

75.72

0.00 0

3.00 227.16

83.14

48.89

121.49

509.63

474.28

0.00

9.70

0.00

3.00

6.13

9.7036.01

6.13

9.70

0.00

3.00

6.13

9.70

0.00

3.00

6.13

9.70

0.00

3.00

1361.38

412.79

1714.88

14.70

19.50

19.50

19.50

19.50

1.50

18.00

1.50

18.00

1055.40

0.00

144.50

331.77

349.25

0.00

128.83

112.54

42.56

50.71

77.41

79.46

111.95

48.94

80.21

0.0033.88

40.31

48.43

53.41

69.36

91.02

487.11

1085.88

0.00

240.62

447.75

1350.94

386.50

689.88

OK¡

OK¡ 312.10

741.84

1849.41125.81

140.35

83.02

48.17

54.12

36.01

33.88

48.43

53.41

69.36

91.02

125.81

OK¡

OK¡

OK¡

75.72

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

9.549

6.489

8.096

7.794

8.853

OK¡

OK¡

8.552

9.127

8.177

8.661

9.165

9.741

5.875

7.985

7.440

0.00

386.93

318.19

0.00

232.24

VERIF.

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

-7.94

8.56

-4.94

-1.29

5.26

5.26

5.683

6.167

6.672

7.248

6.259

6.743

7.247

7.823

6.719

7.203

7.708

8.284

7.090

7.574

8.079

8.654

7.563

8.0475.26

5.26

5.26

10.06

10.06

10.06

10.06

-7.94

8.56-4.82

4.88

4.88

-3.39

3.68

-3.39

3.18

-9.44

-9.44

-9.44

-9.44

-4.94

-4.94

-4.94

-4.94

-1.34

-1.34

-1.34

-1.34

1.56

1.56

1.56

1.56

5.26-4.82

-1.82

1.31

4.88

-4.82

-1.82

1.31

4.88

-4.82

-4.82

-1.82

1.31

4.88

-4.82

-1.82

1.31

4.88

-4.82

-1.82

1.31

4.88

-4.82

-1.82

1.31

4.88

MC -D6

MC -2A

MC -3D

MC -5A

MC -5D

C-19

C-20

C-21

C-22

C-23

C-24

MC -A1

MC -A6

MC -D1

C-10

C-11

C-12

C-13

C-14

C-15

C-16

C-17

C-18

C-1

C-2

C-3

C-4

C-5

C-6

C-7

C-8

C-9

PUNTO X(m) Y(m) σ (Tn/m2)

Verificacion de presiones trasmitidas al terreno: 4.2.- CONSIDERANDO CARGAD DE GRAVEDAD MAS SISMO X-X HORARIO

P(Tn) Xm P*X

σ =Ps

L ∗ B ±

My ∗ X

Iy ±

Mx ∗ Y

Ix



CENTRO DE RIGIDEZ:

=

=

=

=

=

=

= x =

= x =

=

=

X Y

+ +

1545.32

535.17 2389.92 535.17 3806.40

40.17 8.50 341.46 40.17 8.15 327.40

35.34 1.43 50.53 35.34 14.70 519.46

56.15 8.00 449.17 56.15 14.70 825.35

30.52 9.70 296.06 30.52 1.50 45.78

32.89 9.70 319.06 32.89 18.00 592.07

30.84 1.43 44.10 30.84 4.50 138.79

15.49 9.70 150.27 15.49 19.50 302.08 σ = 2.68 0.172 .X 0.232 .Y

31.36 0.00 0.00 31.36 1.50 47.05

36.71 0.00 0.00 36.71 18.00 660.71

σ =535.17

±285.94

±41.68 3.00 125.03 41.68 19.50 812.69 200.00 1666.67 6666.67

47.61 6.13 291.84 47.61 19.50 928.38

33.40 6.13 204.74 33.40 14.70 490.98

-80.13 9.70 -777.22 -80.13 14.70 -1177.84

-39.45 0.00 0.00 -39.45 19.50 -769.36

-71.20 9.70 -690.65 -71.20 11.00 -783.22 Iy 1666.67 m4

-41.04 0.00 0.00 -41.04 14.70 -603.29

-47.54 3.00 -142.61 -47.54 14.70 -698.80

63.70 3.00 191.10 63.70 11.00 700.69 My 0.53 m 535.17 285.94

72.14 6.13 442.22 72.14 11.00 793.54 Ix 6666.67 m4

28.29 6.13 173.41 28.29 8.10 229.14

-70.57 9.70 -684.51 -70.57 8.10 -571.60 Momentos debido a la exentricidad:

23.80 0.00 0.00 23.80 11.00 261.83 Mx 2.89 m 535.17 1545.32

37.84 9.70 367.07 37.84 4.50 170.29 EXENTRICIDAD:

20.24 0.00 0.00 20.24 8.10 163.96 ex 0.53 m

60.90 3.00 182.70 60.90 8.10 493.30 ey 2.89 m

-61.02 0.00 0.00 -61.02 4.50 -274.58 Xg 5.00 m

-31.68 3.00 -95.04 -31.68 4.50 -142.57 Yg 10.00 m

72.03 6.13 441.57 72.03 4.50 324.15

62.54 3.00 187.63 62.54 0.00 0.00 YR 7.11 m

71.89 6.13 440.68 71.89 0.00 0.00

8.38 9.70 81.29 8.38 0.00 0.00 CENTRO DE GRAVEDAD:

4.3.- CONSIDERANDO CARGAD DE GRAVEDAD MAS SISMO X-X ANTIHORARIO

P(Tn) Xm P*X P(Tn) Ym P*X

23.87 0.00 0 23.87 0.00 0.00 XR 4.47 m

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡12.008

13.163

12.252

13.244

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡

OK¡13.501

12.151

12.604

13.077

13.616

11.720

12.115

13.185

13.5808.06

-5.44

-1.79

4.76

OK¡

OK¡

4.76

11.685

12.138

12.610

13.150

11.792

12.245

12.718

13.257

11.878

12.331

12.804

13.343

11.948

12.401

12.873

13.413

12.036

12.489

12.9624.76

4.76

9.56

9.56

9.56

9.56

-8.44

8.06

-8.444.80

4.80

-3.47

3.60

-3.47

3.10

-9.94

-9.94

-9.94

-9.94

-5.44

-5.44

-5.44

-5.44

-1.84

-1.84

-1.84

-1.84

1.06

1.06

1.06

1.06

4.76

4.76-1.90

1.23

4.80

-4.90

-1.90

1.23

4.80

-4.90

-4.90

MC -D1

MC -D6

MC -2A

MC -3D

MC -5A

MC -5D

-4.90

-1.90

1.23

4.80

-4.90

-1.90

1.23

4.80

-4.90

-1.90

1.23

4.80

-4.90

-1.90

1.23

4.80

-4.90

C-18

C-19

C-20

C-21

C-22

C-23

C-24

MC -A1

MC -A6

Verificacion de presiones trasmitidas al terreno:

X(m) Y(m) σ (Tn/m2) VERIF.

C-15

C-16

C-17

C-7

C-8

C-9

C-10

C-11

C-12

C-13

C-14

PUNTO

C-1

C-2

C-3

C-4

C-5

C-6

σ =Ps

L ∗ B ±

My ∗ X

Iy ±

Mx ∗ Y

Ix



CENTRO DE RIGIDEZ:

=

=

=

=

=

=

= x =

= x =

=

=

X Y

+ +

2317.88 11400.32 2317.88 22946.88

73.12 1.43 104.57 73.12 14.70 1074.93

108.81 8.00 870.49 108.81 14.70 1599.52

114.66 0.00 0.00 114.66 0.00 0.00

64.85 9.70 629.02 64.85 18.00 1167.25

59.41 1.43 84.95 59.41 4.50 267.33

58.22 8.50 494.91 58.22 8.15 474.53

141.01 0.00 0.00 141.01 1.50 211.51 σ = 11.59 0.113 .X 0.035 .Y

52.48 0.00 0.00 52.48 18.00 944.57

56.07 9.70 543.91 56.07 1.50 84.11

σ =2317.88

±189.08

±231.92

107.49 6.13 658.92 107.49 19.50 2096.09 200.00 1666.67 6666.67

120.46 9.70 1168.41 120.46 19.50 2348.87

55.24 9.70 535.86 55.24 14.70 812.07

53.37 0.00 0.00 53.37 19.50 1040.69

133.04 3.00 399.12 133.04 19.50 2594.25

35.82 0.00 0.00 35.82 14.70 526.62 Iy 1666.67 m4

89.90 3.00 269.69 89.90 14.70 1321.50

58.98 6.13 361.52 58.98 14.70 866.94

80.21 6.13 491.68 80.21 11.00 882.31 My 0.08 m 2317.88 189.08

77.84 9.70 755.03 77.84 11.00 856.22 Ix 6666.67 m4

21.38 0.00 0.00 21.38 11.00 235.13 Momentos debido a la exentricidad:

51.61 3.00 154.83 51.61 11.00 567.70 Mx 0.10 m 2317.88 231.92

38.05 3.00 114.14 38.05 8.10 308.18 ex 0.08 m

71.28 6.13 436.97 71.28 8.10 577.40 ey 0.10 m

54.54 9.70 528.99 54.54 8.10 441.73

59.81 6.13 366.64 59.81 4.50 269.15 Yg 10.00 m

92.71 9.70 899.32 92.71 4.50 417.21

58.44 0.00 0.00 58.44 8.10 473.40 EXENTRICIDAD:

YR 9.90 m

95.77 9.70 928.97 95.77 0.00 0.00

73.87 0.00 0.00 73.87 4.50 332.43 CENTRO DE GRAVEDAD:

34.49 3.00 103.48 34.49 4.50 155.23 Xg 5.00 m

MC -5A -3.04 7.59 3.914 OK¡

MC -5D 3.53 7.59 5.041 OK¡

4.4.- CONSIDERANDO CARGAD DE GRAVEDAD MAS SISMO Y-Y HORARIO


43.57 0.00 0 43.57 0.00 0.00 XR 4.92 m

81.39 6.13 498.89 81.39

MC -D1 5.23 -5.61 2.273 OK¡

MC -D6 5.23 10.89 6.098 OK¡

MC -2A -3.04 -2.61 1.549 OK¡

MC -3D 4.03 1.04 3.608 OK¡

C-23 1.66 12.39 5.833 OK¡

C-24 5.23 12.39 6.445 OK¡

MC -A1 -4.47 -5.61 0.609 OK¡

MC -A6 -4.47 10.89 4.433 OK¡

C-19 1.66 7.59 4.720 OK¡

C-20 5.23 7.59 5.333 OK¡

C-21 -4.47 12.39 4.781 OK¡

C-22 -1.47 12.39 5.296 OK¡

C-15 1.66 3.89 3.863 OK¡

C-16 5.23 3.89 4.475 OK¡

C-17 -4.47 7.59 3.668 OK¡

C-18 -1.47 7.59 4.183 OK¡

C-11 1.66 0.99 3.190 OK¡

C-12 5.23 0.99 3.803 OK¡

C-13 -4.47 3.89 2.811 OK¡

C-14 -1.47 3.89 3.326 OK¡

C-7 1.66 -2.61 2.356 OK¡

C-8 5.23 -2.61 2.968 OK¡

C-9 -4.47 0.99 2.139 OK¡

C-10 -1.47 0.99 2.653 OK¡

C-3 1.66 -7.11 1.313 OK¡

C-4 5.23 -7.11 1.925 OK¡

C-5 -4.47 -2.61 1.304 OK¡

C-6 -1.47 -2.61 1.819 OK¡


PUNTO X(m) Y(m) σ (Tn/m2) VERIF.

C-1 -4.47 -7.11 0.261 OK¡

C-2 -1.47 -7.11 0.776 OK¡ 0.00 0.00

σ =Ps

L ∗ B ±

My ∗ X

Iy ±

Mx ∗ Y

Ix



CENTRO DE RIGIDEZ:

=

=

=

=

=

=

= x =

= x =

=

=

X Y

+ +

58.15 0.00 0.00 58.15 0.00 0.00

749.77 5281.87 749.77 4934.22

41.97 8.50 356.77 41.97 8.15 342.08

58.07 1.43 83.04 58.07 14.70 853.64

52.34 8.00 418.70 52.34 14.70 769.35

20.95 9.70 203.19 20.95 1.50 31.42

14.11 9.70 136.85 14.11 18.00 253.95

26.89 1.43 38.46 26.89 4.50 121.01

-18.72 9.70 -181.61 -18.72 19.50 -365.10

-89.51 0.00 0.00 -89.51 1.50 -134.27 σ = 3.75 -0.920 .X 0.385 .Y

12.76 0.00 0.00 12.76 18.00 229.75

-89.48 3.00 -268.43 -89.48 19.50 -1744.77σ =

749.77±

-1533.0±

2563.50

-17.65 6.13 -108.18 -17.65 19.50 -344.13 200.00 1666.67 6666.67

22.46 6.13 137.69 22.46 14.70 330.19

30.06 9.70 291.62 30.06 14.70 441.94

6.85 0.00 0.00 6.85 19.50 133.66

67.34 9.70 653.24 67.34 11.00 740.79 Ix 6666.67 m4

32.25 0.00 0.00 32.25 14.70 474.02 Iy 1666.67 m4

-26.84 3.00 -80.52 -26.84 14.70 -394.55

21.14 3.00 63.41 21.14 11.00 232.49 Mx 3.42 m 749.77 2563.50

63.70 6.13 390.46 63.70 11.00 700.65 My -2.04 m 749.77 -1533.00

67.03 6.13 410.90 67.03 8.10 542.96 ey 3.42 m

53.22 9.70 516.21 53.22 8.10 431.06

20.00 0.00 0.00 20.00 11.00 220.03 Momentos debido a la exentricidad:

91.86 9.70 891.06 91.86 4.50 413.38

21.95 0.00 0.00 21.95 8.10 177.82 EXENTRICIDAD:

32.91 3.00 98.73 32.91 8.10 266.56 ex -2.04 m

-16.60 0.00 0.00 -16.60 4.50 -74.70 CENTRO DE GRAVEDAD:

25.98 3.00 77.94 25.98 4.50 116.91 Xg 5.00 m

37.34 6.13 228.89 37.34 4.50 168.03 Yg 10.00 m

0.00 0.00 XR 7.04 m

56.88 6.13 348.66 56.88 0.00 0.00 YR 6.58 m

59.26 9.70 574.78 59.26 0.00 0.00

MC -5A 3.08 4.80 12.106 OK¡

MC -5D -4.92 -9.90 10.687 OK¡


MC -D1 4.78 8.10 12.414 OK¡

MC -D6 -3.49 -5.40 11.006 OK¡

MC -2A 3.58 -1.75 11.935 OK¡

MC -3D -3.49 4.80 11.361 OK¡

C-23 4.78 9.60 12.466 OK¡

C-24 -4.92 -8.40 10.739 OK¡

MC -A1 -4.92 8.10 11.313 OK¡

MC -A6 4.78 -8.40 11.840 OK¡

C-19 4.78 4.80 12.299 OK¡

C-20 -4.92 9.60 11.365 OK¡

C-21 -1.92 9.60 11.706 OK¡

C-22 1.21 9.60 12.061 OK¡

C-15 4.78 1.10 12.170 OK¡

C-16 -4.92 4.80 11.198 OK¡

C-17 -1.92 4.80 11.539 OK¡

C-18 1.21 4.80 11.894 OK¡

C-11 4.78 -1.80 12.069 OK¡

C-12 -4.92 1.10 11.070 OK¡

C-13 -1.92 1.10 11.410 OK¡

C-14 1.21 1.10 11.765 OK¡

C-7 4.78 -5.40 11.944 OK¡

C-8 -4.92 -1.80 10.969 OK¡

C-9 -1.92 -1.80 11.309 OK¡

C-10 1.21 -1.80 11.664 OK¡

C-3 4.78 -9.90 11.787 OK¡

C-4 -4.92 -5.40 10.844 OK¡

C-5 -1.92 -5.40 11.184 OK¡

C-6 1.21 -5.40 11.539 OK¡


C-1 -4.92 -9.90 10.687 OK¡

C-2 1.21 -9.90 11.382 OK¡

4.5.- CONSIDERANDO CARGAD DE GRAVEDAD MAS SISMO Y-Y ANTIHORARIO


13.09 0.00 0 13.09

σ =Ps

L ∗ B ±

My ∗ X

Iy ±

Mx ∗ Y

Ix



( ) + ( )

+

13.580

12.008

13.163

12.252

13.244

MC -3D

MC -5A

MC -5D

8.12 11.235 OK¡

20.106

18.096

18.770

19.474

20.277

17.454

12.151

19.636

20.224

17.883

19.603

18.246

19.724

PMs PVs=

2193.43

1472.88= 1.49

MC -2A

13.18512.288 OK¡

-2.08 10.880 OK¡

17.689

18.364

19.068

19.871

17.793

18.467

19.171

19.974

17.925

18.599

19.303

MC -D6 -5.61

MC -D1

MC -D6

1.49

1.49

1.49

1.49

1.49

1.49

1.49

12.138

1.49

1.49

1.49

1.49

1.49

1.49

1.49

1.49

1.49

1.49

13.616

11.720

12.115

1.49

1.49

1.49

1.49

1.49

1.49

1.49

1.49

17.401

18.076

5.- FACTOR DE MAYORACION DE CRAGAS:

F.M.P= 1.4 PMs 1.7 PVs

1.49

1.49

1.49

1.49

1.49

1.49

18.780

19.583

17.561

18.236

18.940

19.743

C-16

C-17

C-18

C-19

C-20

C-21

C-22

C-23

C-24

MC -A1

MC -A6

12.610

18.042

13.150

11.792

12.245

12.718

13.257

11.878

12.331

12.804

13.343

11.948

12.401

12.873

13.413

12.036

12.489

12.962

13.501

12.604

13.077

MC -2A 1.46 1.57 11.809 OK¡

2.66 11.42

MC -5A 0.96 8.12 11.980 OK¡

MC -5D -7.04 -6.58 10.561 OK¡

MC -D1

MC -3D -5.61

C-2

C-3

C-4

C-5

C-6

C-7

C-8

C-9

MC -A6 2.66 -5.08 11.714 OK¡

12.92 11.935 OK¡

C-23 2.66 12.92 12.340 OK¡

C-24 -7.04 -5.08 10.613 OK¡

C-10

C-11

C-12

C-13

C-14

C-15

MC -A1 -7.04 11.42 11.187 OK¡

C-22 -0.91

C-18 -0.91 8.12 11.768 OK¡

C-19 2.66 8.12 12.173 OK¡

C-20 -7.04 12.92 11.240 OK¡

C-21 -4.04 12.92 11.580 OK¡

C-14 -0.91 4.42 11.639 OK¡

C-15 2.66 4.42 12.044 OK¡

C-16 -7.04 8.12 11.073 OK¡

C-17 -4.04 8.12 11.413 OK¡

C-10 -0.91 1.52 11.538 OK¡

C-11 2.66 1.52 11.943 OK¡

C-12 -7.04 4.42 10.944 OK¡

C-13 -4.04 4.42 11.284 OK¡

C-6 -0.91 -2.08 11.413 OK¡

C-7 2.66 -2.08 11.818 OK¡

C-8 -7.04 1.52 10.843 OK¡

C-9 -4.04 1.52 11.183 OK¡

C-2 -0.91 -6.58 11.257 OK¡

C-3 2.66 -6.58 11.662 OK¡

C-4 -7.04 -2.08 10.718 OK¡

C-5 -4.04 -2.08 11.058 OK¡



C-1 -7.04 -6.58 7.698 OK¡ 1.4911.685

ESFUERZOS ULTIMOS DE DISEÑO

PUNTO σ (Tn/m2) F.M.P σu (Tn/m2)

C-1



-

"

=

=

=

=

=

Ø "

Asmin. =

-

Ø "

Ø "

"

S = 0.18 cm

OK¡

0.175

3

38.55

251.00 cm

Asmin. = 0.0018*b*d

Asmin. = 27.88 cm2

As =

a =

SE CORRE : 5/8 @

ACERO SUPERIOR

ACERO INFERIOR

SE CORRE :

65.51 Tn

58.30

ACERO MINIMO:

ø barra = 5/8

d = 61.71 cm

b =

53.52

70.2

80.06

65.62

79.16

101.7

6.- DISENO POR FELXION

43.68

30.82 8.22 47.55

6.1.- FRANJA 1

bw

Wu1

Wu2

Wu3

2.51

Wu4

43.68 Tn/m

45.37 Tn/m

47.14 Tn/m

49.15 Tn/m

49.15

3.573.13

3/4 @ 0.225

Adoptamos: 5/8 0.175@

28.39 cm2

a = 6.68 cm

Mur = 62.63 Tn.m

Momento con Asmini. = 28.39 cm2

31.80 cm2

7.48 cm

Mur = 69.67 Tn.m OK¡

VERIFICACION POR CORTE

ø barra = 5/8

d = 61.71 cm

b = 251.00 cm

bcolm = 30.00 cm

f'c = 210 Kg/cm2

Vud =

øVc = 101.11 Tn OK¡

ɸVc = 0.85 ∗ 0.53 ∗ f ′c ∗ b ∗ d



-

"

= WMC-2A =

=

=

=

=

Ø "

-

Ø "

Ø "

-

1 Ø + Ø " @

"

ACERO MINIMO:

ø barra = 5/8

98.17 Tn.m OK¡

ACERO SUPERIOR

bw 4.08 d = 61.71 cm

Wu5 71.65 Tn/m b = 408.00 cm

Wu6 74.40 Tn/m

Wu7 77.27 Tn/m Asmin. = 0.0018*b*d

25.17 74.37

32.71 102.69

SE CORRE : 3/4

Wu8 80.55 Tn/m Asmin. = 45.32 cm2

S = 0.18 cm

3.13 3.57

71.65 80.55 Mur =

113.07

69.03 141.79

408.00 cm

45.84 95.57 168.65

ø barra = 5/8

d = 61.71 cm

b =

bcolm = 60.00 cm

f'c =

6.1.- FRANJA 2

1.5 1.5

14.16 1.80

12.36

62.67

41.54

SE CORRE : 5/8 @ 0.175

ACERO INFERIOR


a =

72.96 Tn/m

øVc = 164.36 Tn OK¡

@ 0.225

Asmin. =

Adoptamos: 5/8 @ 0.175

46.15 cm2

10.86 cm

11.41 cm

As = 48.51 cm2

5/8 3/4 0.225


As = 51.68 cm2

a = 12.16 cm

Mur = 108.67 Tn.m OK¡

PARA UN Ma = 102.69 cm2

a =

210 Kg/cm2

Vud = 97.78 Tn

ɸVc = 0.85 ∗ 0.53 ∗ f ′c ∗ b ∗ d



-

"

= =

=

=

=

=

Ø "

-

Ø "

Ø "

"

56.78 63.79 78.82 Tn.m OK¡

ø barra =

bw d = 61.71 cm

Wu9 56.78 Tn/m

Wu10 58.95 Tn/m

Wu11 61.21 Tn/m Asmin. =

6.1.- FRANJA 3

60.17 36.20 16.23

36.75

107.40 86.95 54.74 VERIFICACION POR CORTE

ø barra = 5/8

d = 61.71 cm

ACERO SUPERIOR

Asmin. = 35.65 cm2

5/8 @ 0.175

Asmin. = 36.31 cm2

Mur =

3.13 Adoptamos:


a = 8.54 cm

ACERO INFERIOR

SE CORRE : 3/4 @

Wu12

ACERO MINIMO:

5/8

3.21 62.93 Tn/m

b = 321.00 cm

0.0018*b*d

63.79 Tn/m

S = 0.18 cm

WMC-3D

bcolm = 60.00 cm

f'c = 210 Kg/cm2

Vud = 51.27 Tn

66.20 101.09 73.50 58.12

øVc = 129.31 Tn OK¡

1.52.073

As = 40.66 cm2

a = 9.57 cm


35.01 25.39 6.97 9.67 SE CORRE : 5/8 @ 0.175

0.225

b = 321.00 cm

ɸVc = 0.85 ∗ 0.53 ∗ f ′c ∗ b ∗ d



-

"

=

=

=

=

=

Ø "

Asmin. =

-

Ø "

Ø "

"

Asmin. = 35.88 cm2

S = 0.18 cm

3 3.13 3.57 Adoptamos:

ø barra =

bw

Wu13 57.47 Tn/m b =

Wu14 59.65 Tn/m

ACERO MINIMO:

5/8

3.23 d = 61.71 cm

323.00 cm

50.70

ø barra =

Mur = 79.28 Tn.m

Asmin. =


a = 8.60 cm

Wu15 61.92 Tn/m 0.0018*b*d

Wu16 64.52 Tn/m

76.57

92.175

105.28 103.99 d = 61.71 cm

b = 323.00 cm

70.39 86.28 133.5

6.1.- FRANJA 4

80.83 Tn

5/8 @ 0.175

36.53 cm2

57.47 64.52 OK¡

ACERO SUPERIOR

40.53 10.81 62.43 SE CORRE : 5/8 @ 0.175

ACERO INFERIOR

SE CORRE : 3/4

bcolm = 60.00 cm

f'c = 210 Kg/cm2

Vud =

As = 40.92 cm2

a = 9.63 cm


@ 0.225


5/8

øVc = 130.12 Tn OK¡

ɸVc = 0.85 ∗ 0.53 ∗ f ′c ∗ b ∗ d



-

"

= =

= =

=

=

=

Ø "

-

Ø "

Ø "

"

6.1.- FRANJA 5 ACERO MINIMO:

ø barra = 5/8

bw 4.65 84.84 Tn/m d = 61.71 cm

Wu17 83.35 Tn/m b = 465.00 cm

WMC-5A

WMC-5D 91.72 Tn/m

1.52.073.13

6.77

Wu18 86.49 Tn/m

Wu19 89.76 Tn/m Asmin. = 0.0018*b*d

Wu20 93.49 Tn/m Asmin. = 51.65 cm2

S = 0.18 cm

1.5 1.5 Adoptamos: 5/8

52.59 cm2


a = 12.37 cm

83.35 93.49 Mur = 110.37 Tn.m OK¡

ACERO SUPERIOR

18.96 9.56 47.56 15.58 SE CORRE : 5/8 @ 0.175

69.56 96.83 140.3 VERIFICACION POR CORTE

ø barra = 5/8

d = 61.71 cm

b = 465.00 cm

bcolm = 60.00 cm

f'c = 210 Kg/cm2

Vud = 57.99 Tn

ACERO INFERIOR

SE CORRE : 3/4 @ 0.225

9.39 57.93 62.78 20.98

74.2

55.74

56.64 31.73 135.5 113.9

øVc = 187.32 Tn OK¡

83.23

As = 58.90 cm2

a = 13.86 cm

Mur = 121.96 Tn.m OK¡

@ 0.175

Asmin. =

ɸVc = 0.85 ∗ 0.53 ∗ f ′c ∗ b ∗ d



-

"

=

=

=

=

=

Ø "

Asmin. =

-

Ø "

Ø "

"

6.1.- FRANJA 6 ACERO MINIMO:

ø barra = 5/8

bw 2.32 d = 61.71 cm

Wu13 41.98 Tn/m b = 232.00 cm

Wu14 43.55 Tn/m

Wu15 45.18 Tn/m Asmin. = 0.0018*b*d

Wu16 47.04 Tn/m Asmin. = 25.77 cm2

S = 0.18 cm

3 3.13 3.57 Adoptamos: 5/8

37.02 55.85

67.21

@ 0.175

26.24 cm2


a = 6.17 cm

41.98 47.04 Mur = 58.14 Tn.m OK¡

ACERO SUPERIOR

29.60 10.81 45.53 SE CORRE : 5/8 @ 0.175

76.87 75.87 VERIFICACION POR CORTE

ø barra = 5/8

d = 61.71 cm

b = 232.00 cm

bcolm = 30.00 cm

f'c = 210 Kg/cm2

Vud = 62.73 Tn

51.41 62.99 97.39

øVc = 93.46 Tn OK¡

ACERO INFERIOR

SE CORRE :

As = 29.39 cm2

a = 6.92 cm


3/4 @ 0.225

ɸVc = 0.85 ∗ 0.53 ∗ f ′c ∗ b ∗ d



-

"

=

= =

= =

= =

= =

Ø "

Asmin. =

-

Ø "

Ø "

"

OK¡66.47 TnøVc =

12.05

36.61 TnVud =

210 Kg/cm2f'c =

45.00 cmbcolm =

165.00 cm b =

61.71 cm d =

5/8ø barra =

55.2938.33 44.04 55.93 58.38 38.41

ACERO INFERIOR

0.175@5/8SE CORRE :10.32

ACERO SUPERIOR

OK¡41.98 Tn.mMur =33.1828.71

4.39 cma =

18.66 cm2Momento con Asmini. =


OK¡46.81 Tn.mMur =

4.92 cma =

20.90 cm2As =

0.225@3/4SE CORRE :

11.11

0.94 19.97

18.66 cm2

0.175@5/8Adoptamos:

0.18 cm S =

18.33 cm2Asmin. =29.36 Tn/mWu13

0.0018*b*dAsmin. =29.19 Tn/mWu9 MCA1 28.80 Tn/m

MCA6 29.77 Tn/m

1.50 3.00 1.503.303.702.903.60

28.98 Tn/mWu5

165.00 cm b =28.71 Tn/mWu1

61.71 cm d =1.65bw

5/8ø barra =

ACERO MINIMO:FRANJA A6.1.-

Wu17 29.58 Tn/m

Wu20 33.18 Tn/m

4.99 21.42 15.35 0.98

14.36 31.15 26.61 28.37 37.13 20.35

31.28 49.86 53.26 45.57 61.19 48.73

ɸVc = 0.85 ∗ 0.53 ∗ f ′c ∗ b ∗ d



-

"

=

= =

= =

=

=

Ø "

Asmin. =

-

a =

As =

Ø "Asmin. =

a =

As =

Ø "

Asmin. =

"

6.1.- FRANJA B ACERO MINIMO:

ø barra = 3/4

bw 3.06 d = 61.55 cm

Wu2 55.31 Tn/m Wu18 56.91 Tn/m b = 306.00 cm

Wu6 55.80 Tn/m Wu21 55.37 Tn/m

55.31 56.91 Mur = 83.50 Tn.m AUM. H

ACERO SUPERIOR

85.56 16.57 21.89 15.17 100.17

Wu10 56.19 Tn/m Asmin. = 0.0018*b*d

Wu14 56.51 Tn/m Asmin. = 33.90 cm2

S = 0.26 cm

3.60 2.90 3.70 Adoptamos: 3/4

126.32

0.175

49.84 cm2

ACERO INFERIOR

PARA UN Mac = 126.32

14.48 cm

61.53 cm2


@ 0.225

38.76 cm2


a = 9.12 cm


11.14 cm

47.34 cm2

3/4 @

100.32 120.37 81.85 79.83 152.27

4.84.5

3/4

d = 61.55 cm

b = 306.00 cm

bcolm = 60.00 cm

f'c = 210 Kg/cm2

Vud = 100.17 Tn

øVc = 122.95 Tn

149.41 80.6 80.82 128.71 109.95

Adoptamos:

109.82 37.91 36.24


ø barra =

49.84 cm2

OK¡

1Ø5/8 + 1Ø3/4 @ 175

ɸVc = 0.85 ∗ 0.53 ∗ f ′c ∗ b ∗ d



-

"

=

= =

= =

=

=

Ø "

Asmin. =

-

a =

As =

Ø "As. =

a =

As =

Ø "

Asmin. =

"

6.1.- FRANJA C ACERO MINIMO:

ø barra = 3/4

bw 3.35 d = 61.55 cm

Wu3 62.91 Tn/m Wu19 64.67 Tn/m b = 335.00 cm

Wu7 63.45 Tn/m Wu22 62.88 Tn/m

Wu11 63.88 Tn/m Asmin. = 0.0018*b*d


a = 12.84 cm

62.91 64.67 Mur = 113.70 Tn.m OK¡

ACERO SUPERIOR

97.31 18.84 24.89 17.25 113.68

Wu15 64.22 Tn/m Asmin. = 37.11 cm2

S = 0.26 cm

4.5 3.60 2.90 3.70 4.8 Adoptamos: 3/4 @ 0.175

54.56 cm2

Adoptamos:

124.89 43.09 41.21 143.57

@ 0.175

54.56 cm2

ACERO INFERIOR


16.82 cm

71.48 cm2


b = 335.00 cm

bcolm = 45.00 cm

114.09 139.34 93.05 90.76 158.9

129.56 91.64 91.88 138.6 114.56

ø barra =

d = 61.55 cm


3/4

f'c = 210 Kg/cm2

Vud = 106.05 Tn

øVc = 134.60 Tn OK¡


12.84 cm

54.55 cm2

3/4

54.56 cm2

1Ø5/8 + 1Ø3/4 @ .175

ɸVc = 0.85 ∗ 0.53 ∗ f ′c ∗ b ∗ d



-

"

=

= =

= =

= =

= =

Ø "

Asmin. =

-

Ø "

Ø "

"

6.1.- FRANJA D ACERO MINIMO:

ø barra = 5/8

bw 1.94 d = 61.71 cm

Wu4 37.99 Tn/m Wu20 39.01 Tn/m b = 194.00 cm

Wu8 38.30 Tn/m Wu24 39.34 Tn/m

Wu12 38.55 Tn/m MCD1 38.09 Tn/m Asmin. = 0.0018*b*d

Wu16 38.75 Tn/m MCD6 39.23 Tn/m Asmin. = 21.55 cm2

S = 0.18 cm

1.50 3.00 3.60 2.90 3.70 3.30 1.50 Adoptamos: 5/8

45.22 24.53

@ 0.175

21.94 cm2


a = 5.16 cm

37.99 39.34 Mur = 49.04 Tn.m OK¡

ACERO SUPERIOR

1.26 13.53 25.39 6.24 26.39 18.38 1.21 SE CORRE : 5/8 @ 0.175

f'c = 210 Kg/cm2

Vud = 42.29 Tn

15.93 50.2 70.84 55.53 69.1 70.77 45.8

41.13 64.39 67.49 56.56 74.75 58.34 13.13 VERIFICACION POR CORTE

ø barra = 3/4

As =


18.88 40.00 33.71 35.06

øVc = 78.15 Tn OK¡

24.58 cm2

a = 5.78 cm

d = 61.71 cm

b = 194.00 cm

bcolm = 45.00 cm

ACERO INFERIOR

SE CORRE : 3/4 @ 0.225

ɸVc = 0.85 ∗ 0.53 ∗ f ′c ∗ b ∗ d



1 Ø 5/8 " @ 0.175 (C3-C23

-

-

-

-

-

-

-

-

-

-

1 Ø 5/8 " @ 0.225

-

BASTONES

1 Ø 5/8 " @ 0.175

1 Ø 5/8 " @ 0.175

1 Ø 5/8 " @ 0.175

1 Ø 5/8 " @ 0.175

1 Ø 5/8 " @ 0.175

1 Ø 5/8 " @ 0.175

1 Ø 5/8 " @ 0.175

1 Ø 3/4 " @ 0.175

1 Ø 3/4 " @ 0.175

1 Ø 5/8 " @ 0.175

ACERO SUPERIORACERO INFERIOR

1 Ø 3/4 " @ 0.225

1 Ø 3/4 " @ 0.225

1 Ø 3/4 " @ 0.225

1 Ø 3/4 " @ 0.225

1 Ø 3/4 " @ 175

1 Ø 3/4 " @ 0.225

1 Ø 3/4 " @ 0.175

-

-

-

-

--

1 Ø 5/8 " @ 0.175 (C-2 C22)

1 Ø 3/4 " @ 0.225

1 Ø 3/4 " @ 0.225

1 Ø 3/4 " @ 0.225

BASTONES ACERO SUPERIOR

F-A

F-B

F-C

70

70

70

70

70

Y-Y

F-D

70

70

70

70

70

X-X

CUADRO RESUMEN DE DISTRIBUCION DE ACERO

FRANJA H (cm)DIRECC.

F-1

F-2

F-3

F-4

F-5

F-6


Losa de c Imentacion

Documents

Transcript of Losa de c Imentacion