Diseño Losas, Vigas, Columnas, Zapatas, Cimientos, Vigas Conexion

ESCUELA SUPERIOR SENCICO ING. WILLY CUBA JIMENEZ

DISEÑO DE LOSAS ALIGERADAS1 TRAMO

CV CM

F'C F'Y L D h d3.50 175 4200 0.25 0.38 17.00 14.00

375

WU = 1.5D+1.8L WU = 1.01 LUZ MENOR QUE 3.00

W'U= WU/2.5

W'U= 0.40 Tn/Ml/Vig.

COEF. 0.042 0.042

AS(-)= 29.39*M/d0.083 0.44

a= 4941.18*AS/(F'C*b)

LUCES PRO. 3.50 3.50 1.24(M) 3.50

AS'(-)= 26.46*M/(d-a/2)0.41 Cm.2

MOMENTO 0.21 0.21(TM). 0.41

AS(+)= 29.39*M/d0.86

a= 4941.18*AS/(F'C*b)0.61

AS'(+)= 26.46M/(d-a/2)0.80 Cm2.

0.7 m. 0.7 m.

0.41 cm2 0.41 cm20.80

3.50


1 TRAMO

CV CMF'C F'Y L D h d

4.00 175 4200 0.25 0.37 20 17

WU = 1.5D+1.8L WU = 1.01 LUZ MAYOR QUE 3.00

W'U= WU/2.5 W'U= 0.40 Tn/Ml/Vig.

COEF. 0.042 0.042 BASTONAS(-)= 29.39*M/d

0.100 0.47

a= 4941.18*AS/(F'C*b)LUCES PRO. 4.00 4.00 1.32

(M) 4.00AS'(-)= 26.46*M/(d-a/2)

0.44 Cm2.MOMENTO 0.27 0.27

(TM) 0.64

ACERO PRINCIPALAS(+)= 29.39*M/d

1.11

a= 4941.18*AS/(F'C*b)0.78

AS'(+)= 26.46M/(d-a/2)1.02 Cm2.

3./80.80 0.80

0.44 cm2 0.44 cm21.02

0.57 0.57

4.00


2 TRAMOS

F'C F'Y L D h d2.95 3.75 210 4200 0.20 0.30 20 15

200 0.3

WU = 1.5D+1.8L WU = 0.81


COEF. 0.042 0.111 0.042 M= 0.12AS(-)= 29.39*M/d

0.071 0.071 0.23

a= 4941.18*AS/(F'C*b)LUCES PRO. 2.95 3.35 3.75 0.55

(M) 2.95 3.75AS'(-)= 26.46*M/(d-a/2)

0.21 Cm2.MOMENTO 0.12 0.40 0.19

(TM) 0.20 0.32 M= 0.40

M= 0.20 AS(-)= 29.39*M/dAS(+)= 29.39*M/d 0.79

0.39a= 4941.18*AS/(F'C*b)

a= 4941.18*AS/(F'C*b) 1.860.23

AS'(-)= 26.46*M/(d-a/2)AS'(+)= 26.46M/(d-a/2) 0.76 Cm2.

0.36 Cm2.

M= 0.19 M= 0.32 AS(-)= 29.39*M/d

AS(+)= 29.39*M/d 0.370.63

a= 4941.18*AS/(F'C*b)a= 4941.18*AS/(F'C*b) 0.88

0.37AS'(-)= 26.46*M/(d-a/2)

AS'(+)= 26.46M/(d-a/2) 0.35 Cm2.0.58 Cm2.

0.7375 0.94

0.59 0.98 1.25 0.75

0.21 cm2 0.76 0.35 cm2

0.36 0.58


0.42 0.59 0.75 0.54

2.95 3.75

3 TRAMOS

F'C F'Y L D h d5.00 4.00 5.50 175 4200 0.20 2.64 30 27

200 2636.8

WU = 1.5D+1.8L WU = 4.32


COEF. 0.042 0.100 0.100 0.042 BASTON1 M= 1.81AS(-)= 29.39*M/d

0.071 0.063 0.071 1.97

a= 4941.18*AS/(F'C*b)LUCES PRO. 5.00 4.50 4.75 5.50 5.57

(M) 5.00 4.00 5.50AS'(-)= 26.46*M/(d-a/2)

1.98 Cm2.MOMENTO 1.81 3.50 3.89 2.19

(TM) 3.06 1.74 3.71BASTON2 M= 3.50

TRAMO1 M= 3.06 AS(-)= 29.39*M/dAS(+)= 29.39*M/d 3.80

3.33a= 4941.18*AS/(F'C*b)

a= 4941.18*AS/(F'C*b) 10.742.35

AS'(-)= 26.46*M/(d-a/2)AS'(+)= 26.46M/(d-a/2) 4.28 Cm2.

3.14 Cm2.

BASTON3 M= 3.89TRAMO2 M= 1.74 AS(-)= 29.39*M/dAS(+)= 29.39*M/d 4.24

1.89a= 4941.18*AS/(F'C*b)

a= 4941.18*AS/(F'C*b) 11.971.34

AS'(-)= 26.46*M/(d-a/2)AS'(+)= 26.46M/(d-a/2) 4.90 Cm2.

1.75 Cm2.

BASTON4 M= 2.19TRAMO3 M= 3.71 AS(-)= 29.39*M/dAS(+)= 29.39*M/d 2.39

4.04a= 4941.18*AS/(F'C*b)


a= 4941.18*AS/(F'C*b) 6.742.85

AS'(-)= 26.46*M/(d-a/2)AS'(+)= 26.46M/(d-a/2) 2.46 Cm2.

3.84 Cm2.

1.25 1.00 1.00 1.38

1.00 1.67 1.33 1.33 1.83 1.10

1.98 4.28 4.90 2.46

3.14 1.75 3.840.71 1.00 1.00 1.00 1.10 0.79

5.00 4.00 5.50


4 TRAMOS

F'C F'Y L D h d2.33 2.25 2.25 2.33 210 4200 0.20 0.38 17 14

WU = 1.5D+1.8L WU = 0.93


COEF.0.042 0.100 0.091 0.100 0.042 M= 0.08

AS(-)= 29.39*M/d0.071 0.063 0.063 0.071 0.18

LUCES PRO. (M) a= 4941.18*AS/(F'C*b)2.33 2.29 2.25 2.29 2.33 0.42

2.33 2.25 2.25 2.33AS'(-)= 26.46*M/(d-a/2)

MOMENTO (MT) 0.16 Cm2.0.08 0.20 0.17 0.20 0.08

0.14 0.12 0.12 0.14 M= 0.20

M= 0.14 AS(-)= 29.39*M/dAS(+)= 29.39*M/d 0.41

0.30a= 4941.18*AS/(F'C*b)

a= 4941.18*AS/(F'C*b) 0.960.18

AS'(-)= 26.46*M/(d-a/2)AS'(+)= 26.46M/(d-a/2) 0.38 Cm2.

0.27 Cm2.

M= 0.17 M= 0.12 AS(-)= 29.39*M/d

AS(+)= 29.39*M/d 0.360.25

a= 4941.18*AS/(F'C*b)a= 4941.18*AS/(F'C*b) 0.85

0.15AS'(-)= 26.46*M/(d-a/2)

AS'(+)= 26.46M/(d-a/2) 0.33 Cm2.0.23 Cm2.

M= 0.20 M= 0.12 AS(-)= 29.39*M/d


AS(+)= 29.39*M/d 0.410.25

a= 4941.18*AS/(F'C*b)a= 4941.18*AS/(F'C*b) 0.96

0.15AS'(-)= 26.46*M/(d-a/2)

AS'(+)= 26.46M/(d-a/2) 0.38 Cm2.0.23 Cm2.

M= 0.08 M= 0.14 AS(-)= 29.39*M/d

AS(+)= 29.39*M/d 0.180.30

a= 4941.18*AS/(F'C*b)a= 4941.18*AS/(F'C*b) 0.42

0.18AS'(-)= 26.46*M/(d-a/2)

AS'(+)= 26.46M/(d-a/2) 0.16 Cm2.0.27 Cm2.

0.58 0.56 0.56 0.56 0.56 0.58

0.47 0.78 0.75 0.75 0.75 0.75 0.78 0.47

0.16 0.38 0.33 0.38 0.16

0.27 0.23 0.23 0.27

0.33 0.47 0.56 0.56 0.56 0.56 0.47 0.33

2.33 2.25 2.25 2.33


5 TRAMOS

5.00 5.50 5.20 5.50 5.00

WU = 1.5D+1.8L F'C F'Y L D h d WU = 1.65 210 4200 0.50 0.50 20 17


COEF.0.042 0.100 0.091 0.091 0.100 0.042 M= 0.69

AS(-)= 29.39*M/d0.071 0.063 0.063 0.063 0.071 1.20

LUCES PRO. (M) a= 4941.18*AS/(F'C*b)5.00 5.25 5.35 5.35 5.25 5.00 2.82

5.00 5.50 5.20 5.50 5.00AS'(-)= 26.46*M/(d-a/2)

MOMENTO (MT) 1.18 Cm2.0.69 1.82 1.72 1.72 1.82 0.69

1.17 1.26 1.12 1.26 1.17 M= 1.82

M= 1.17 AS(-)= 29.39*M/dAS(+)= 29.39*M/d 3.14

2.03a= 4941.18*AS/(F'C*b)

a= 4941.18*AS/(F'C*b) 7.401.19

AS'(-)= 26.46*M/(d-a/2)AS'(+)= 26.46M/(d-a/2) 3.62 Cm2.

1.89 Cm2.

M= 1.72 M= 1.26 AS(-)= 29.39*M/d

AS(+)= 29.39*M/d 2.972.17

a= 4941.18*AS/(F'C*b)a= 4941.18*AS/(F'C*b) 6.99

1.28AS'(-)= 26.46*M/(d-a/2)

AS'(+)= 26.46M/(d-a/2) 3.37 Cm2.


2.03 Cm2.

M= 1.72 M= 1.12 AS(-)= 29.39*M/d

AS(+)= 29.39*M/d 2.971.94

a= 4941.18*AS/(F'C*b)a= 4941.18*AS/(F'C*b) 6.99

1.14AS'(-)= 26.46*M/(d-a/2)

AS'(+)= 26.46M/(d-a/2) 3.37 Cm2.1.81 Cm2.

M= 1.82 M= 1.26 AS(-)= 29.39*M/d

AS(+)= 29.39*M/d 3.142.17

a= 4941.18*AS/(F'C*b)a= 4941.18*AS/(F'C*b) 7.40

1.28AS'(-)= 26.46*M/(d-a/2)

AS'(+)= 26.46M/(d-a/2) 3.62 Cm2.2.03 Cm2.

M= 0.69 M= 1.17 AS(-)= 29.39*M/d

AS(+)= 29.39*M/d 1.202.03

a= 4941.18*AS/(F'C*b)a= 4941.18*AS/(F'C*b) 2.82

1.19AS'(-)= 26.46*M/(d-a/2)

AS'(+)= 26.46M/(d-a/2) 1.18 Cm2.1.89 Cm2.

1.38

1.25 1.38 1.30 1.30 1.38 1.38 1.25

1.83

1.00 1.67 1.83 1.73 1.73 1.83 1.83 1.67 1.00

1.18 3.62 3.37 3.37 3.62 1.18

1.89 2.03 1.81 2.03 1.890.71 1.00 1.38 1.30 1.30 1.38 1.38 1.00 0.71

1.38


5.00 5.50 5.20 5.50 5.00

6 TRAMOS

5.50 5.00 5.00 5.00 5.00 5.50

WU = 1.5D+1.8L F'C F'Y L D h d WU = 1.65 175 4200 0.50 0.50 20 17


COEF.0.042 0.100 0.091 0.091 0.091 0.100 0.042 M= 0.84

AS(-)= 29.39*M/d0.071 0.063 0.063 0.063 0.063 0.071 1.45

LUCES PRO. (M) a= 4941.18*AS/(F'C*b)5.50 5.25 5.00 5.00 5.00 5.25 5.50 4.09

5.50 5.00 5.00 5.00 5.00 5.50AS'(-)= 26.46*M/(d-a/2)

MOMENTO (MT) 1.48 Cm2.0.84 1.82 1.50 1.50 1.50 1.82 0.84

1.42 1.04 1.04 1.04 1.04 1.42 M= 1.82

M= 1.42 AS(-)= 29.39*M/dAS(+)= 29.39*M/d 3.14

2.45a= 4941.18*AS/(F'C*b)

a= 4941.18*AS/(F'C*b) 8.881.73

AS'(-)= 26.46*M/(d-a/2)AS'(+)= 26.46M/(d-a/2) 3.83 Cm2.

2.32 Cm2.

M= 1.50 M= 1.04 AS(-)= 29.39*M/d

AS(+)= 29.39*M/d 2.601.80

a= 4941.18*AS/(F'C*b)


a= 4941.18*AS/(F'C*b) 7.331.27

AS'(-)= 26.46*M/(d-a/2)AS'(+)= 26.46M/(d-a/2) 2.98 Cm2.

1.68 Cm2.

M= 1.50 M= 1.04 AS(-)= 29.39*M/d

AS(+)= 29.39*M/d 2.601.80

a= 4941.18*AS/(F'C*b)a= 4941.18*AS/(F'C*b) 7.33

1.27AS'(-)= 26.46*M/(d-a/2)

AS'(+)= 26.46M/(d-a/2) 2.98 Cm2.1.68 Cm2.

M= 1.50 M= 1.04 AS(-)= 29.39*M/d

AS(+)= 29.39*M/d 2.601.80

a= 4941.18*AS/(F'C*b)a= 4941.18*AS/(F'C*b) 7.33

1.27AS'(-)= 26.46*M/(d-a/2)

AS'(+)= 26.46M/(d-a/2) 2.98 Cm2.1.68 Cm2.

M= 1.82 M= 1.04 AS(-)= 29.39*M/d

AS(+)= 29.39*M/d 3.141.80

a= 4941.18*AS/(F'C*b)a= 4941.18*AS/(F'C*b) 8.88

1.27AS'(-)= 26.46*M/(d-a/2)

AS'(+)= 26.46M/(d-a/2) 3.83 Cm2.1.68 Cm2.

M= 1.42 M= 0.84AS(+)= 29.39*M/d AS(-)= 29.39*M/d

2.45 1.45

a= 4941.18*AS/(F'C*b) a= 4941.18*AS/(F'C*b)1.73 4.09

AS'(+)= 26.46M/(d-a/2) AS'(-)= 26.46*M/(d-a/2)2.32 Cm2. 1.48 Cm2.

1.25


1.38 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.381.67 1.83

1.10 1.83 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.11.48 3.83 2.98 2.98 2.98 3.83 1.48

2.32 1.68 1.68 1.68 1.68 2.320.79 1.10 1.25 1.25 1.25 1.25 1.25 1.25 1.10 0.79

1.25 1.25

5.50 5.00 5.00 5.00 5.00 5.50


CALCULO DE LOSA ALIGERADA

FORMULA

H = L/25

L H H0 0.00 0.20

PESO DE LOSA

MATERIAL KG X M2 KG/M3 S.C. P.PISO S.C. AZOTEA P.L.1ER PISO P.L.AZOTEALADRILLO 8CONCRETO 210 2400

C.M. LOSA 218 200 100 418 318

2.5 VIGUETAS X M2

VOLUMEN DE VIGUETA

ANCHO ALTO LARGO VOL. (M3) N° VIG. X M20.4 0.05 1 0.02 2.50.1 0.15 1 0.015 2.5

0.035 0.0875


3/8"= 0.70 1.41/2" = 1.29 2.585/8" = 2.00 43/4" = 2.84 5.681" = 5.10 10.2

AREAS DE ACERO (Cm2)


ESCUELA SUPERIOR SENCICO ING. WILLY F. CUBA JIMENEZ

DISEÑO DE VIGAS1 TRAMO

F'C F'Y L D h d6.00 210 4200 1.20 1.55 0.55 0.50

L. TRIB. S/C b D= PP= b*h*2.40= 3.00 0.37 0.25

0.33 tn/ml 370T=0.30*luz trib.= losa 0.20 0.30

0.90 tn/mlP.T. = 0.10*luz trib.total=

0.33 tn/ml WU= 1.7D+1.4LD= 1.55 T/ml WU= 1.5D+1.8L

4.32 T/mL= luz trib.total* s/c=

L= 1.20 t/m

COEF. 0.063 0.063AS(-)= 29.39*M/d

0.100 5.82

a= 4941.18*AS/(F'C*b)

LUCES PRO. 6.00 6.00 5.47(M) 6.00

AS'(-)= 26.46*M/(d-a/2)

5.54 Cm2.MOMENTO 9.80 9.80

(TM) 15.56

AS(+)= 29.39*M/d

9.23

a= 4941.18*AS/(F'C*b)8.69

AS'(+)= 26.46M/(d-a/2)

9.11 Cm2.

5.54 cm2 5.54 cm21.5 1.5

0.55

0.75 9.11 cm2 0.75 0.25

3/8" 1 a 0.05, 10 a 0.10 m.,resto @. 0.25 m.6.00


1 TRAMO CON VOLADIZO

PF'C F'Y L D h d

6.00 1.50 210 4200 0.83 1.62 0.55 0.50

L. TRIB. S/C b D= PP= b*h*2.40= 3.00 0.25 0.30

0.39 tn/mlT=0.30*luz trib.= losa 0.20 0.30


0.33 tn/mlD= 1.62 T/ml (1)

L= luz trib.total* s/c= L= 0.83 t/m (2)

CARGA PUNTUAL e 0.20

PP= e*h*2.40*Ltrib.= 1.44 Tn. PVborde= e*h*2.40*Ltrib.= 0.432 Tn.

P= 1.87 Tn. (3) h 1.00

P WU= 1.5D+1.8L VB 0.30

3.92 T/m

COEF. 0.063 0.063 P M= 8.890.500 AS(-)= 29.39*M/d

0.100 5.27

P a= 4941.18*AS/(F'C*b)LUCES PRO. 6.00 6.00 4.14

(M) 6.00 1.70AS'(-)= 26.46*M/(d-a/2)

M=PL 4.95 Cm2.MOMENTO 8.89 8.89 3.18

(TM) 14.11 5.66

M= 14.11 M= 8.89AS(+)= 29.39*M/d AS(-)= 29.39*M/d

8.37 5.27

a= 4941.18*AS/(F'C*b) a= 4941.18*AS/(F'C*b)6.56 4.14

AS'(+)= 26.46M/(d-a/2) AS'(-)= 26.46*M/(d-a/2)8.07 Cm2. 4.95 Cm2. (a)

M= 5.66 M= 3.18AS(+)= 29.39*M/d AS(+)= 29.39*M/d

3.36 1.89

a= 4941.18*AS/(F'C*b) a= 4941.18*AS/(F'C*b)


2.63 1.48

AS'(+)= 26.46M/(d-a/2) AS'(+)= 26.46*M/(d-a/2)3.11 1.73 Cm2. (c)

(a+b+c)= 9.79 Cm2

1.29 2 2.580.7 1 0.7

2. 5/8 3. 1/2 3.282. 1/2 1.50 1.00

4.95 cm2 9.79 cm21.50 1.71 1.30

0.55

0.75 8.07 0.75 0.30cm2

3/8" 2 a 0.05, 10 a 0.10 m.,resto @. 0.25 m.6.00 1.50

3. 1/2

Cm2. (b)


2 TRAMOS CON VOLADIZO

PF'C F'Y L D h d

1.80 3.90 0.60 210 4200 1.08 1.86 0.33 0.28

L. TRIB. S/C b D= PP= b*h*2.40= 4.00 0.25 0.30



0.43 tn/mlD= 1.86 T/ml (1)

L= luz trib.total* s/c= L= 1.08 t/m (2)

CARGA PUNTUAL e 0.20

PP= e*h*2.40*Ltrib.= 1.92 Tn. PVborde= e*h*2.40*Ltrib.= 0.576 Tn.

P= 2.50 Tn. (3) h 1.00

P WU= 1.5D+1.8L VB 0.30

4.73 T/m

COEF. 0.063 0.111 0.063 P M= 0.970.500 AS(-)= 29.39*M/d

0.071 0.071 1.03

P a= 4941.18*AS/(F'C*b)LUCES PRO. 1.80 2.85 3.90 0.81

(M) 1.80 3.90 0.80AS'(-)= 26.46*M/(d-a/2)

M=PL 0.94 Cm2.MOMENTO 0.97 4.27 4.53 2.00

(TM) 1.09 5.11 1.51

M= 1.09 M= 4.27AS(+)= 29.39*M/d AS(-)= 29.39*M/d

1.16 4.56

a= 4941.18*AS/(F'C*b) a= 4941.18*AS/(F'C*b)0.91 3.58

AS'(+)= 26.46M/(d-a/2) AS'(-)= 26.46*M/(d-a/2)1.06 Cm2. 4.39 Cm2.

M= 5.11 M= 4.53AS(+)= 29.39*M/d AS(-)= 29.39*M/d


5.46 4.84

a= 4941.18*AS/(F'C*b) a= 4941.18*AS/(F'C*b)4.28 3.80

AS'(+)= 26.46M/(d-a/2) AS'(-)= 26.46*M/(d-a/2)5.33 Cm2. 4.69 Cm2. (a)

M= 1.51 M= 2.00AS(+)= 29.39*M/d AS(+)= 29.39*M/d

1.62 2.13

a= 4941.18*AS/(F'C*b) a= 4941.18*AS/(F'C*b)1.27 1.67

AS'(+)= 26.46M/(d-a/2) AS'(+)= 26.46*M/(d-a/2)1.49 1.98 Cm2. (c )

(a +b +c) = 8.16 cm2

0.30 0.65 0.65 0.40

0.94 4.39 cm2 8.16 cm20.45 0.45 0.98 0.975 0.52

0.33

0.23 0.26 0.56 0.49 0.301.06 cm2 5.33 cm2

3/8" 1a .05 6 a 0.10 m. resto @ 0.14 m.

1.80 3.90 0.60

Cm2. (b)


2 TRAMOS

F'C F'Y L D h d2.95 3.75 210 4200 0.80 1.34 0.31 0.27

L. TRIB. S/C b D= PP= b*h*2.40= 3.75 0.20 0.25



0.40 tn/mlD= 1.34 T/ml WU= 1.5D+1.8L


L= 0.80 t/m

COEF. 0.063 0.111 0.063 M= 1.89AS(-)= 29.39*M/d

0.071 0.071 2.04

a= 4941.18*AS/(F'C*b)LUCES PRO. 2.95 3.20 3.75 1.92

(M) 2.95 3.75AS'(-)= 26.46*M/(d-a/2)

1.90 Cm2.MOMENTO 1.89 3.92 3.05

(TM) 2.13 3.44

M= 2.13 M= 3.92AS(+)= 29.39*M/d AS(-)= 29.39*M/d

2.30 4.22

a= 4941.18*AS/(F'C*b) a= 4941.18*AS/(F'C*b)2.16 3.98

AS'(+)= 26.46M/(d-a/2) AS'(-)= 26.46*M/(d-a/2)2.15 Cm2. 4.10 Cm2.

M= 3.44 M= 3.05AS(+)= 29.39*M/d AS(-)= 29.39*M/d

3.71 3.29

a= 4941.18*AS/(F'C*b) a= 4941.18*AS/(F'C*b)3.49 3.10


AS'(+)= 26.46M/(d-a/2) AS'(-)= 26.46*M/(d-a/2)3.57 Cm2. 3.14 Cm2.

cm2 4.10 Cm21.90 0.49 0.63 3.14 cm2

0.74 0.74 0.94 0.94

0.31

0.37 2.15 0.42 0.54 3.57 0.47 0.25cm2 cm2

3/8" 1 a 0.05 5 a 0.10 m., resto @. 0.13 m.2.95 3.75


3 TRAMOS

F'C F'Y L D h d4.30 1.80 4.70 210 4200 0.55 1.04 0.39 0.34

L. TRIB. S/C b D= PP= b*h*2.40= 1.95 0.25 0.25



0.22 tn/mlD= 1.04 T/ml WU= 1.5D+1.8L


L= 0.55 t/m

COEF. 0.063 0.100 0.100 0.063 M= 2.97AS(-)= 29.39*M/d

0.071 0.063 0.071 2.56

a= 4941.18*AS/(F'C*b)LUCES PRO. 4.30 3.05 3.25 4.70 2.40

(M) 4.30 1.80 4.70AS'(-)= 26.46*M/(d-a/2)

2.38 Cm2.MOMENTO 2.97 2.37 2.69 3.55

(TM) 3.35 0.52 4.00

M= 3.35 M= 2.37AS(+)= 29.39*M/d AS(-)= 29.39*M/d

2.88 2.04

a= 4941.18*AS/(F'C*b) a= 4941.18*AS/(F'C*b)2.71 1.92

AS'(+)= 26.46M/(d-a/2) AS'(-)= 26.46*M/(d-a/2)2.70 Cm2. 1.89 Cm2.

M= 0.52 M= 2.69AS(+)= 29.39*M/d AS(-)= 29.39*M/d

0.45 2.32


a= 4941.18*AS/(F'C*b) a= 4941.18*AS/(F'C*b)0.42 2.18

AS'(+)= 26.46M/(d-a/2) AS'(-)= 26.46*M/(d-a/2)0.41 Cm2. 2.15 Cm2.

M= 4.00 M= 3.55AS(+)= 29.39*M/d AS(-)= 29.39*M/d

3.44 3.05

a= 4941.18*AS/(F'C*b) a= 4941.18*AS/(F'C*b)3.24 2.87

AS'(+)= 26.46M/(d-a/2) AS'(-)= 26.46*M/(d-a/2)3.25 Cm2. 2.87 Cm2.

0.72 0.30 0.30 0.78

2.38 cm2 1.89 cm2 2.15 cm2 2.87 cm21.08 1.08 0.45 0.45 1.18 1.18

0.39

0.54 0.61 0.26 0.26 0.67 0.59 0.252.70 cm2 0.41 cm2 3.25 cm2

3/8" 1 a 0.05, 7 a 0.10 m.,resto @. 0.17 m.

4.30 1.80 4.70


4 TRAMOS

F'C F'Y L D h d4.80 4.00 4.30 4.55 210 4200 0.72 1.67 0.45 0.40

L. TRIB. S/C b D= PP= b*h*2.40= 3.30 0.20 0.30



0.36 tn/mlD= 1.67 T/ml WU= 1.5D+1.8L


L= 0.72 t/m

COEF. M= 5.530.063 0.100 0.091 0.100 0.063 AS(-)= 29.39*M/d

4.060.071 0.063 0.063 0.071

a= 4941.18*AS/(F'C*b)LUCES PROM.(M) 3.184.80 4.40 4.15 4.43 4.55

4.80 4.00 4.30 4.55 AS'(-)= 26.46*M/(d-a/2)3.81 Cm2.

MOMENTO(TM.)5.53 7.37 5.97 7.45 4.97

6.23 3.84 4.43 5.60 M= 7.37

M= 6.23 AS(-)= 29.39*M/dAS(+)= 29.39*M/d 5.42

4.58a= 4941.18*AS/(F'C*b)

a= 4941.18*AS/(F'C*b) 4.253.59

AS'(-)= 26.46*M/(d-a/2)AS'(+)= 26.46M/(d-a/2) 5.15 Cm2.

4.31 Cm2.

M= 5.97 M= 3.84 AS(-)= 29.39*M/d

AS(+)= 29.39*M/d 4.38


2.82a= 4941.18*AS/(F'C*b)

a= 4941.18*AS/(F'C*b) 3.442.21

AS'(-)= 26.46*M/(d-a/2)AS'(+)= 26.46M/(d-a/2) 4.12 Cm2.

2.61 Cm2.

M= 7.45 M= 4.43 AS(-)= 29.39*M/d

AS(+)= 29.39*M/d 5.483.26

a= 4941.18*AS/(F'C*b)a= 4941.18*AS/(F'C*b) 4.30

2.56AS'(-)= 26.46*M/(d-a/2)

AS'(+)= 26.46M/(d-a/2) 5.21 Cm2.3.03 Cm2.

M= 4.97 M= 5.60 AS(-)= 29.39*M/d

AS(+)= 29.39*M/d 3.654.11

a= 4941.18*AS/(F'C*b)a= 4941.18*AS/(F'C*b) 2.86

3.22AS'(-)= 26.46*M/(d-a/2)

AS'(+)= 26.46M/(d-a/2) 3.41 Cm2.3.86 Cm2.

0.45

0.30

0.80 0.67 0.67 0.72 0.72 0.76

3.81 5.15 cm2 4.12 cm2 5.21 cm2 3.41 cm21.20 1.20 1.00 1.00 1.08 1.08 1.14 1.14

0.60 0.69 0.57 0.57 0.61 0.61 0.65 0.57

4.31 cm2 2.61 cm2 3.03 cm2 3.86 cm2

3/8" 1 a 0.05, 8 a 0.10 m.,resto @. 0.20 m.

4.80 4.00 4.30 4.55


5 TRAMOS

3.40 0.60 1.35 2.25 1.70F'C F'Y L D h d210 4200 2.88 2.35 0.20 0.15

L. TRIB. S/C b D= PP= b*h*2.40= 5.50 0.50 0.25



0.58 tn/mlD= 2.35 T/ml WU= 1.5D+1.8L


L= 2.88 t/m

COEF. M= 6.330.063 0.100 0.091 0.091 0.100 0.063 AS(-)= 29.39*M/d

12.400.071 0.063 0.063 0.063 0.071

a= 4941.18*AS/(F'C*b)LUCES PROM.(M) 11.673.40 2.00 0.98 1.80 1.98 1.70

3.40 0.60 1.35 2.25 1.70 AS'(-)= 26.46*M/(d-a/2)18.28 Cm2.

MOMENTO(TM.)6.33 3.48 0.75 2.56 3.39 1.58

7.13 0.20 1.00 2.77 1.78 M= 3.48

M= 7.13 AS(-)= 29.39*M/dAS(+)= 29.39*M/d 6.81

13.98a= 4941.18*AS/(F'C*b)

a= 4941.18*AS/(F'C*b) 6.4113.16

AS'(-)= 26.46*M/(d-a/2)AS'(+)= 26.46M/(d-a/2) 7.80 Cm2.

22.42 Cm2.


M= 0.75 M= 0.20 AS(-)= 29.39*M/d

AS(+)= 29.39*M/d 1.470.39

a= 4941.18*AS/(F'C*b)a= 4941.18*AS/(F'C*b) 1.39

0.36AS'(-)= 26.46*M/(d-a/2)

AS'(+)= 26.46M/(d-a/2) 1.39 Cm2.0.35 Cm2.

M= 2.56 M= 1.00 AS(-)= 29.39*M/d

AS(+)= 29.39*M/d 5.021.96

a= 4941.18*AS/(F'C*b)a= 4941.18*AS/(F'C*b) 4.73

1.84AS'(-)= 26.46*M/(d-a/2)

AS'(+)= 26.46M/(d-a/2) 5.37 Cm2.1.88 Cm2.

M= 3.39 M= 2.77 AS(-)= 29.39*M/d

AS(+)= 29.39*M/d 6.645.43

a= 4941.18*AS/(F'C*b)a= 4941.18*AS/(F'C*b) 6.25

5.11AS'(-)= 26.46*M/(d-a/2)

AS'(+)= 26.46M/(d-a/2) 7.56 Cm2.5.90 Cm2.

M= 1.58 M= 1.78 AS(-)= 29.39*M/d

AS(+)= 29.39*M/d 3.103.49

a= 4941.18*AS/(F'C*b)a= 4941.18*AS/(F'C*b) 2.92

3.29AS'(-)= 26.46*M/(d-a/2)

AS'(+)= 26.46M/(d-a/2) 3.09 Cm2.3.53 Cm2.

0.20

0.250.57 0.10 0.10 0.23 0.23 0.38 0.38 0.28

18.28 7.80 0.15 1.39 cm2 5.37 cm2 7.56 cm2 3.090.85 0.85 0.15 0.34 0.34 0.56 0.56 0.43 0.43


0.43 0.09 0.09 0.19 0.19 0.32 0.32 0.21

0.49 0.24

22.42 cm2 0.35 cm2 1.88 cm2 5.90 cm2 3.53 cm2

3/8" 1 a 0.05, 3 a 0.10 m.,resto @. 0.08 m.

3.40 0.60 1.35 2.25 1.70

6 TRAMOS

2.61 3.25 3.55 2.73 3.29 2.80F'C F'Y L D h d210 4200 0.76 1.27 0.30 0.26

L. TRIB. S/C b D= PP= b*h*2.40= 3.55 0.20 0.25



0.38 tn/mlD= 1.27 T/ml WU= 1.5D+1.8L


L= 0.76 t/m

COEF. 0.063 M= 1.400.063 0.100 0.091 0.091 0.091 0.100 AS(-)= 29.39*M/d

1.610.071 0.063 0.063 0.063 0.063 0.071

a= 4941.18*AS/(F'C*b)LUCES PROM.(M) 1.522.61 2.93 3.40 3.14 3.01 3.05 2.80

2.61 3.25 3.55 2.73 3.29 2.80 AS'(-)= 26.46*M/(d-a/2)1.50 Cm2.

MOMENTO(TM.)1.40 2.81 3.44 2.93 2.70 3.03 1.61

1.58 2.18 2.60 1.54 2.23 1.82 M= 2.81

M= 1.58 AS(-)= 29.39*M/dAS(+)= 29.39*M/d 3.22

1.82a= 4941.18*AS/(F'C*b)

a= 4941.18*AS/(F'C*b) 3.031.71

AS'(-)= 26.46*M/(d-a/2)AS'(+)= 26.46M/(d-a/2) 3.09 Cm2.


1.69 Cm2.

M= 3.44 M= 2.18 AS(-)= 29.39*M/d

AS(+)= 29.39*M/d 3.952.50

a= 4941.18*AS/(F'C*b)a= 4941.18*AS/(F'C*b) 3.72

2.35AS'(-)= 26.46*M/(d-a/2)

AS'(+)= 26.46M/(d-a/2) 3.84 Cm2.2.36 Cm2.

M= 2.93 M= 2.60 AS(-)= 29.39*M/d

AS(+)= 29.39*M/d 3.372.98

a= 4941.18*AS/(F'C*b)a= 4941.18*AS/(F'C*b) 3.17

2.81AS'(-)= 26.46*M/(d-a/2)

AS'(+)= 26.46M/(d-a/2) 3.23 Cm2.2.84 Cm2.

M= 2.70 M= 1.54 AS(-)= 29.39*M/d

AS(+)= 29.39*M/d 3.101.76

a= 4941.18*AS/(F'C*b)a= 4941.18*AS/(F'C*b) 2.91

1.66AS'(-)= 26.46*M/(d-a/2)

AS'(+)= 26.46M/(d-a/2) 2.96 Cm2.1.64 Cm2.

M= 3.03 M= 2.23 AS(-)= 29.39*M/d

AS(+)= 29.39*M/d 3.482.56

a= 4941.18*AS/(F'C*b)a= 4941.18*AS/(F'C*b) 3.28

2.41AS'(-)= 26.46*M/(d-a/2)

AS'(+)= 26.46M/(d-a/2) 3.35 Cm2.2.42 Cm2.

M= 1.61 M= 1.82 AS(-)= 29.39*M/d

AS(+)= 29.39*M/d 1.862.09

a= 4941.18*AS/(F'C*b)a= 4941.18*AS/(F'C*b) 1.75

1.97AS'(-)= 26.46*M/(d-a/2)

AS'(+)= 26.46M/(d-a/2) 1.73 Cm2.1.96 Cm2.


0.30

0.250.44 0.54 0.54 0.59 0.59 0.46 0.46 0.55 0.55

1.50 3.09 0.81 3.84 cm2 3.23 cm2 2.96 3.350.65 0.65 0.81 0.89 0.89 0.68 0.68 0.82 0.82

0.33 0.46 0.46 0.51 0.51 0.39 0.39 0.47

0.37 0.47

1.69 cm2 2.36 cm2 2.84 cm2 1.64 cm2 2.42 cm2

3/8" 1 a 0.05, 5 a 0.10 m.,resto @. 0.12 m.2.61 3.25 3.55 2.73 3.29


PREDIMENSIONADO DE VIGAS

FORMULA 01Viga Principal Viga de Amarre

H= L/11 H= L/16b=H/2 b=H/2

DATOS

VIGA L VARIABLE H b H b M3 VIGAVP-101 3.47 11 0.32 0.16 0.30 0.15 0.17VA-102 3.13 16 0.20 0.10 0.20 0.10 0.06

FORMULA 02

DATOS DE LA FORMULAVIGA b H b H H H

VP-101 0.15 0.30 0.25 X 0.25 0.25VA-102 0.10 0.20 0.25 X 0.15 0.15

FORMULA 03

HVA = 3/4HVP

HVA HVP HVA0.1875 0.25 0.20

N° COL. ML DE VIGA P/M3 VIGA HVP HVA b M3.VIGA P.VIGA

b x H³ = b x H³


C1 3.19 2400 0.25 0.2 0.25 0.199375 478.50C2 3.19 2400 0.25 0.2 0.25 0.199375 478.50C3 4.16 2400 0.25 0.2 0.25 0.260000 624.00C4 6.09 2400 0.25 0.2 0.25 0.380625 913.50C5 4.44 2400 0.25 0.2 0.25 0.277500 666.00

C6 4.55 2400 0.25 0.2 0.25 0.284375 682.50

C7 6.68 2400 0.25 0.2 0.25 0.417500 1002.00

C8 3.55 2400 0.25 0.2 0.25 0.221875 532.50

C9 4.62 2400 0.25 0.2 0.25 0.288750 693.00C10 6.28 2400 0.25 0.2 0.25 0.392500 942.00C11 4.67 2400 0.25 0.2 0.25 0.291875 700.50C12 3.96 2400 0.25 0.2 0.25 0.247500 594.00C13 5.62 2400 0.25 0.2 0.25 0.351250 843.00C14 4.01 2400 0.25 0.2 0.25 0.250625 601.50C15 3.43 2400 0.25 0.2 0.25 0.214375 514.50C16 5.09 2400 0.25 0.2 0.25 0.318125 763.50C17 3.48 2400 0.25 0.2 0.25 0.217500 522.00C18 0.000000



0.47

1.73 0.70

0.70

0.40

0.35

1.96

2.80


P.V. X M3 C.M.VIGA SOBRE CARGA P. VIGA2400 414.37 200 614.372400 143.74 200 343.74

DISEÑO DE COLUMNAS

CUADRADO RECTANGULAR

O O O O O O O

40

25 O O O O

40O O O

25

CIRCULAR

50

1.5%LXL F'C F'Y b t9.38 Cm2 210 4200 25 25

1.5%LXL F'C F'Y b t24.00 Cm2 210 4200 40 40

F'C F'Y D1.5%3.14*DXD/4 29.44 Cm2 210 4200 50

3/8"= 0.701/2" = 1.29 1/2" = 1.275/8" = 2.00 6 5/8" = 1.593/4" = 2.84 5.68 3/4" = 1.911" = 5.10 1" = 2.54

AS= Cuant.*b*t

AS= Cuant.*b*t

AS= Cuant. * 3.14*D2/4

AREAS DE ACERO (Cm2) DIAMETROS DE LA VARILLA (Cm)

!!!!!!$!!!!!!!!!Países del mundo

I PISO 2 PISO 3 PISO 4 PISO 5 PISO 6 PISO

3.50 2.50 2.50 2.50 0.00 0.00 25.44

1 ac. .05 0 a.c. .10

0.00 Resto a. 0.25 3/8"

5 Piso 1 ac. .05 0 ac..10

1 ac. .05 0 a.c. .10

0.00 Resto a. 0.25 3/8"

4 Piso 1 ac. .05 0 a.c. .10

1 ac. .05 4 a.c. .10

2.50 Resto a. 0.25 3/8"

3 Piso 1 ac. .05 4 a c. .10

1 ac. .05 4 a.c. .10

2.50 Resto a. 0.25 3/8"

2 Piso 1 ac. .05 4 a.c. .10

1 ac. .05 4 a.c. .10

2.50 Resto a. 0.25 3/8"

1 Piso 1 ac. .05 4 a.c. .10

1 ac. .05 6 a.c. .10

3.50 3/8" Resto a. 0.25

6 a.c. .101 a. .05

o o o o o o o o o 3" 3"

DISEÑO DE COLUMNAS

C-1FORMULA 0.25

0.25

TIPO DE COL. n 2 VAESQUINA 0.20BORDE 0.25CENTRAL 0.28

CARGA MUERTA N PISOS L LARGO

PESO DE LOSA ALIGERADA 2 5.7PESO DE VIGAS V101(0.25x0.60) 2 4.13 0.25

VA 104 (0.25x0.30) 2 5.7 0.25PESO DE ACABADOS (LOSA ALIGERADA) 2 5.7PESO DE MURO SOGA 1 5.7 0.15PESO DE MURO SOGA 1 5.7 0.15PESO DE COLUMNAS 25x25 1 3.15 0.25

CARGA VIVA: SC AZOTEA 1 5.7

2 PISO 1 5.71 PISO 1 5.7

CARGA ULTIMA(Pu) : 1.5CM+1.8CV1.4CM+1.7CV1.25CM+1.25CV1CM+0.9CV

AREA CONCRETO EN COLUMNA

ACERO DE COLUMNAmaximo

Fy

minimo

Fy

1/.25./8

Ag = P.u./n x fć

As=0.17*F'c*Ag

As=0.1*F'c*Ag

DIAMETROS DE LA VARILLA (Cm)

1 0.05 0.053 0.1 0.32 0.15 0.3

0.65

2.25

2

VP

P. ESPECIF H LOSA PESO (KG)emplea cuando la losa no es de 20cm

4.88 300 16689.60.6 2400 2973.60.3 2400 2052

4.88 100 5563.23.15 1800 4847.85

3 1800 46170.25 2400 472.5

37215.75 CM4.88 100 2781.6

4.88 250 69544.88 300 8344.8

18080.4 CV

CARGA ULTIMA(Pu) : 1.5CM+1.8CV Pu= 88368.345 KG 64.0tn1.4CM+1.7CV1.25CM+1.25CV Ag= 1683.206571 AREA1CM+0.9CV Ag= 46 LADO CUADRADO

AREA CONCRETO EN COLUMNA 0.40x0.40 0.16

ACERO DE COLUMNA 0.3 0.5 0.15

14.31 cm2 87 5/8 por ajuste sismico

0.35x0.35 0.122511.365 =

0.3 0.45 0.1358.42 cm2

4 5/8 4 5/8.

1.29 6 7.742 4 8

ANCHO/ALTURA

CIMENTACION

CIMIENTO SECUNDARIO CIMIENTO PRINCIPAL0.15/0.25 0.15/0.25

0.3 0.30.1 0.1

0.6 0.8

0.1

0.4 Minimo 0.1

0.6 Minimo

CARGAS QUE SOPORTA EL CIMIENTO PORTANTE (SOLO SE ESCOGE 1.00m LONGITUD)CARGA MUERTA N PISOS L LARGOPESO DE LOSA ALIGERADA 1 1PESO DE VIGAS VP(0.25x0.35) 1 1 0.25PESO DE ACABADOS (LOSA ALIGERADA) 1 1PESO DE MUROS CABEZA 1 1 0.25PESO SOBRECIMIENTO 1 1 0.4PESO DE CIMIENTO 1 1 0.8CARGA VIVA: SC

1 1

CARGAS QUE SOPORTA EL CIMIENTO NO PORTANTECARGA MUERTA N PISOS L LARGOPESO DE MURO SOGA 1 1 0.15PESO SOBRECIMIENTO 1 1 0.4PESO DE CIMIENTO 1 1 0.8CARGA VIVA: SC

1

CARGA ULTIMA(Pu) : CM+CV

ZAPATA

AREA DE ZAPATACOLUMNA

Pu= 88368.345 KG

n

ESTUDIO DE SUELOS

Donde :

esfuerzo admisible t = 1.54

peso especifico en el fondo de la base m = 1.60

altura de desplante 2.10 m.

sobre carga S/C = 0.40

n = 11.64 1.165 KG/CM2

9.11 area

3.02 m Lado cuadrado

RECTANGULO ANALIZAR LA RELACION DE SUS LADOS

t=1.5 XB

b= BX 1

Az = 1.20 x Pu

n = t - m x hf - S/C

Kg/cm2

Tn/m3

hf =

Tn/m2

Tn/m2

Az = m2

Az =

B=RAIZ(Az/(1*1.5)) 2.46443214

b= 2.5 mt= 3.7 m

Az=bxt 9.25 m2

CUANTIA DE ACERO

Calculo de Acero y Altura de la ZapataSIN VIGA DE CONEXION

T

2

= 0.004

w = 0.08

217692.96509536

USAR : 0.60 m. O 5/8"

h = 0.40 minimo 1./2VERIFICANDO 5./8

d = d = 2

Diseño por Flexion

…………………….. 3

WNU = Rn=Pu WNU =

Mumax = WNU x lv2

Mu = O x f'c x b x d2 x w ( 1 - 0.59 x w )

w = fyf'c

Reemplazando en ………. **

b x d2 = Mu

O x f'c x w ( 1 - 0.59 x w )

b x d2 = d =

h =

t - r - O

As = Mumax

O x fy x b x d )

Reemplazando en ……………… 3

64.44 a =

a =

a = 6.06

17.12

a = 1.61

VIGA DE CIMENTACION

DIMENSIONAMIENTO DE LA VIGA DE CIMENTACION

Luz entre ejes = 6.00 m

Reacciones en la Base ( carga puntual ) = 88.37

12

6.00 0.5 m.

12 12

0.50 m.

> h

2

0.47509863 m. >

0.25 m. >

Si cumple USAR : 0.25 m x 0.40 m

As = cm2

cm

As' = Mumax

O x fy x ( d - a/2 )

As = cm2

cm …………………….. CONFORME

L1 =

P1 =

h = L 1

h = altura = L 1

h = altura =

b = P 1

31xL1

b = base = P 131xL1

b = base =

0.25 m

0.25 m

0.50 m.

DISEÑO DE VIGA DE CONEXIÓN

tn/m B

35.35 Tn/m

< B

0.40 m. < 2.50

Calculo de Momentos Maximos

2

2.828

Considerando Fierro de 5/8" 2

210

4200

d = a =

C1

WNU = Rn

WNU =

Seccion de Momento Maximo , Xo < S

Vx = ( WNU ) x Xo - P1 = 0

Xo = P1

WNU

Xo =

Mumax = ( WNU ) x ( Xo 2 ) - P1 ( Xo - t1 )

Mumax = Tn/m2

cm2

f'c = Kg/cm2

fy = Kg/cm2

As = Mumax …………………….. aO x fy x ( d - a/2 )

t - r - O

2

d = 44.21 cm. a =

Reemplazando en ……….. a

1.64

a = …………………. b

Reemplazando en ……….. b

a = 0.77

Iterando y Reemplazando en ……………………….. a y b

POSITIVO 1.71 a = 1.61

NEGATIVO 1.52 a = 1.43

USAR : POSITIVO 4 O 5/8"

= =

>min

= 14 =

min min

> 0.0072388 >min

Refuerzo en la Cara Inferior

3 2

min

USAR : 2 O 5/8"

Viga de Cimentacion

As = cm2

As x fy

0.85 x f'c x b

cm2

As' = cm2

As' = cm2

As

b x d

fy

As + = As - As -

As min = x b x d

4 O 5/8"10

2 O 5/8" Estribos de O

2 O 1/2"

2 O 5/8"

CARGAS QUE SOPORTA EL CIMIENTO PORTANTE (SOLO SE ESCOGE 1.00m LONGITUD)ANCHO P. ESPECIF H LOSA PESO (KG)

2 1800 0.2 14400.35 2400 210

2 100 2002.4 1800 1080

0.25 2200 220b 2200 1760 b

3150 CM2 250 500

500 CV

Pu= 3650 + 1760 bRsuelo= 1.2 kg/cm2 12000 kg/m2

Rsuelo= P/A

Rsuelo=Pu+Pcimiento/(bx1.00)b=Pu/(Rsuelo-Pcimiento)

b= 0.4 = 0.6

ANCHO P. ESPECIF H LOSA PESO (KG)2.4 1800 648

0.25 2200 220b 2200 1760 b

868 CM250 250

1118 CV

Pu= 1986 + 1760 bRsuelo= 1.2 kg/cm2 12000 kg/m2

Rsuelo= P/A

Rsuelo=Pu+Pcimiento/(bx1.00)b=Pu/(Rsuelo-Pcimiento)

b= 0.2 = 0.4

88.368345 tn

15.40

ARENA 0.8 KG/CM2SUELO SUELTO 1 KG/CM2TIERRA DE CHACRA 1.2 KG/CM2SUELO FIRME 2 KG/CM2AFIRMADO 2.5 KG/CM2

PIEDRA 4 KG/CM2

2.5 2.5 6.252 3.125 6.25

1.5

1 64

Tn/m2

SUELOLUZALTURA

SI SE USA VIGA DE CONEXION 0.7xt 2.59 m

Az=bxt 6.475 m2

SIN VIGA DE CONEXION CON VIGA DE CONEXION

23.9 Tn/m 34.1 Tn/m

31.36 Tn-m

4200

210

30 cm.

O 5/8" ( 2 14

DOS PISOSMAS DE DOS

51.50 cm.

…………………….. 3

WNU =

Mumax =

( 1 - 0.59 x w ) ……… * *

cm2 )

6.06

7 1/2 CADA 0.20

Tn.

0.25

DOBLE DE b

0.25 m. ………. OK

As x fy

0.85 x f'c x b

cm

…………………….. a

…………………….. CONFORME

……………… OK

……………. ¡ CONFORME !

2

d

o - t1 )

…………………….. a

5

8.84125 cm2.

…………………. b

3.31 POSITIVO Refuerzo en la Cara Superior

………. ¡ CONFORME !

( 8 Refuerzo en la Cara Superior

0.0072387954

0.0033333333

0.0033333333 ……….. ¡ CONFORME !

4 Refuerzo en la Cara Inferior

3.68 Refuerzo en la Cara Inferior

( 4

cm2

cm2

cm2 )

As - = cm2

As min = cm2

cm2 )

1 ac. .05a.c. .10

3/8" @ 0.20 m

2 0.05 0.13 0.1 0.3

3 0.15 0.450.85

CÁLCULO Y PREDIMENSIONADO DE ZAPATASC.M.Datos Und. Med. Esfuerzo admisible del sueloP/losa 218

P/viga 2400 N°/ col.P/columna 2400

E. Admisible 1.2 0.2 C1 2.15 0.1994

P. específico 1.8 12 C2 2.15 0.1994

H. desplante 1.2 m C3 3.69 0.2600C4 7.57 0.3806C5 4.05 0.2775

C.V. C6 2.61 0.2844

S/C azotea 100 C7 9.06 0.4175

S/C p.piso 200 C8 2.71 0.2219C9 2.53 0.2888

C10 8.57 0.3925

P.u. = 1.5CM + 1.8CV C11 4.47 0.2919C12 3.32 0.2475C13 6.98 0.3513C14 3.44 0.2506C15 1.62 0.2144C16 3.41 0.3181C17 1.68 0.2175C18 0.00 0.0000

N° columnaA. Zapata (bxt)(m)

bC1 899.870 957.000 840.000 684.590 3.3815 0.35077394 0.59226172

C2 899.870 957.000 840.000 684.590 3.3815 0.35077394 0.59226172

C3 1541.960 1248.000 840.000 1173.070 4.8030 0.49823967 0.70586094

C4 3162.170 1827.000 840.000 2405.670 8.2348 0.85423651 0.92424916

C5 1691.228 1332.000 840.000 1286.628 5.1499 0.53421743 0.73090179

C6 1088.890 1365.000 840.000 828.390 4.1223 0.42762241 0.65392844

C7 3787.080 2004.000 840.000 2881.080 9.5122 0.98673859 0.99334716

C8 1134.452 1065.000 840.000 863.052 3.9025 0.40482407 0.63625786

C9 1058.376 1386.000 840.000 805.176 4.0896 0.42422739 0.6513274

C10 3582.260 1884.000 840.000 2725.260 9.0315 0.93687967 0.96792545

C11 1868.460 1401.000 840.000 1421.460 5.5309 0.57374689 0.75746082

C12 1387.760 1188.000 840.000 1055.760 4.4715 0.46385062 0.6810658

C13 2918.894 1686.000 840.000 2220.594 7.6655 0.7951751 0.89172591

C14 1436.666 1203.000 840.000 1092.966 4.5726 0.47433942 0.68872304

C15 678.414 1029.000 840.000 516.114 3.0635 0.31779336 0.56373164

C16 1424.126 1527.000 840.000 1083.426 4.8746 0.50565892 0.71109698

Kg/m²Kg/m³ losa

(m²)viga(m³)Kg/m³

Kg/cm² Tn/m²Tn/m³ Tn/m²

Kg/m²Kg/m²

P/losa(Kg)

P/viga(Kg)

P/columna(Kg)

P/azotea(Kg)

Carga (P)(Tn)

A. Zapata(m²)

C17 700.986 1044.000 840.000 533.286 3.1183 0.3234722 0.56874616

C18 0.000 0.000 0.000 0.000 0.000 0.000 0.000

CALCULOS ESTRUCTURALES

PROYECTO DE MULTIFAMILIAR

MULTIFAMILIAR

CALCULO DE ZAPATA TIPICA

DIMENSIONAMIENTO DE LA VIGA DE CIMENTACION

Luz entre ejes = 2.80 m

Reacciones en la Base ( carga puntual ) = 17.86 Tn.

7

2.80 0.4 m.

7 7

0.40 m.

> h

2

0.20576037 m. > 0.2

31xluz

0.25 m. > 0.2

Si cumple USAR : 0.25 m x 0.40 m

Tipo de Columnas

0.25 m0.25 m

L1 =

P1 =

h = L 1

h = altura = L 1

h = altura =

b = P 1

31xL1

b = base = P 1 = 17.86 =

31xL1

b = base =

C1 C2

0.35 m0.35 m.

Diseño de Zapata con Viga de Conexión

T = 2xB

TViga de Conexión

Z-1

B B

Zapata Exterior Zapata Interior

DISEÑO DE ZAPATA EXTERIOR ( Z-1 )

Estimamos el Area de la Zapata Exterior

n

Donde :

17.86 Tn.

Donde :

n = 1.54 15.40

m = 1.60 peso especifico en el fondo de la base

2.10 m. altura de desplante

S/C = 0.40 sobre carga

Reemplazando en …………………. 2

n = 11.64

Az = 1.20 x P 1 …………..... 1

P1 =

n = t - m x hf - S/C ………………… 2

Kg/cm2 Tn/m2

Tn/m3

hf =

Tn/m2

Tn/m2

Reemplazando en …………………. 1

1.84

Dimensionando en Planta la Zapata Z-1

T = 2 x B

T x B

( 2 x B ) x B

2

B =2

B = 0.9594887 m.B = 1.15 m. con recubrimiento

USAR : B = 1.50 m.

Dimensionamiento de Zapata Exterior teniendo encuenta la Viga de Conexión

0.24 Tn/m

2.97 m.

0.18 2.80 m.

17.86 Tn.

1

Az = m2

Az =

Az =

Az = 2 x B2 B2 = Az

Az

Wv = b x h x 2.40 Tn/m3

Wv = 0.25 m x 0.40 m x 2.40

Wv =

B = 1.50 m.2.40 m.

0.58

2

21.28 Tn.

n

1.83

T x B T =B

T = 1.91

Para la Zapata Exterior

USAR : B = 1.50 m.T = 1.70 m.

DISEÑO DE VIGA DE CONEXIÓN

21.28/1.15

B

18.50 Tn/m

< B ……………… OK

0.97 m. < 1.15 ……………. ¡ CONFORME !

M2 = 0

Rn x ( 2.40 ) = P1 x ( 2.80 ) + 0.24 x ( 2.98 )2

Rn =

Az = R 1

Az = m2

Az = Az

WNU = Rn

WNU =

Seccion de Momento Maximo , Xo < S

Vx = ( WNU ) x Xo - P1 = 0

Xo = P1

WNU

Xo =

Calculo de Momentos Maximos

2 2

-5.49386952

5.49

Considerando Fierro de 5/8" 1.99

210

4200

d = a = d 2 5

d = 34.21 cm. a = 6.84125

Reemplazando en ……….. a

3.97

a = …………………. b

Reemplazando en ……….. b

a = 3.74

Iterando y Reemplazando en ……………………….. a y b

4.49 a = 4.23

3.84 a = 3.61

USAR : 4 O 5/8"

= = 0.00930824

Mumax = ( WNU ) x ( Xo 2 ) - P1 ( Xo - t1 )

Mumax = Tn/m2

Mumax = Tn/m2

cm2

f'c = Kg/cm2

fy = Kg/cm2


t - r - O

As = cm2

As x fy

0.85 x f'c x b

cm2

As = cm2 cm2

As = cm2 cm2

As

>min

= 14 = 0.00333333

min min

> 0.00930824 > 0.00333333min

Refuerzo en la Cara Inferior

3 2

min

USAR : 2 O 5/8"

Viga de Cimentacion

Estribos de O 3/8"

Calculo de Acero y Altura de la Zapata

11.1684484

T

2

= 0.004

b x d

fy

As + = As - As - As - =

As min = x b x d As min =

WNU = Rn WNU =

Mumax = WNU x lv2 Mumax =

Mu = O x f'c x b x d2 x w ( 1 - 0.59 x w )

w = fyf'c

w = 0.08

26552.2021 15.1950227

USAR : 0.40 m. O 5/8"

d = d = 31.51

2

Diseño por Corte


5.72 Tn

6.36102581

O


27.83 Tn

<

6.36 < 27.83 …………….. SI CUMPLE

USAR : 0.40 m.

Reemplazando en ………. **

b x d2 = Mu

O x f'c x w ( 1 - 0.59 x w )

b x d2 = d =

h =

t - r - O

Vud = WNU x ( lv - d )

Vud =

Vn = Vud Vn =

Vc = 0.53 x f'c x 10 x b x d

Vc =

Vn Vc

h =

Diseño por Flexion

…………………….. 3


12.85 a =

a = 2.63

Si a = 2.63

3.35

a = 0.69

DISEÑO DE ZAPATA INTERIOR ( Z-1 )

As = Mumax

O x fy x b x d )

As = cm2 As x fy

0.85 x f'c x b

cm


As = cm2

cm …………………….. CONFORME

9.64

0.3500 2.15

0.3500 2.15

0.3500 3.69

0.3500 7.57

0.3500 4.05

0.3500 2.61

0.3500 9.06

0.3500 2.71

0.3500 2.53

0.3500 8.57

0.3500 4.47

0.3500 3.32

0.3500 6.98

0.3500 3.44

0.3500 1.62

0.3500 3.41

0.3500 1.68

0.0000 0.00

A. Zapata (bxt)(m) A.Zapatat b (m) t (m)

0.59226172 0.60 0.600.59226172 0.60 0.600.70586094 0.71 0.710.92424916 0.93 0.930.73090179 0.74 0.740.65392844 0.66 0.660.99334716 1.00 1.000.63625786 0.64 0.64

0.6513274 0.66 0.660.96792545 0.97 0.970.75746082 0.76 0.76

0.6810658 0.69 0.690.89172591 0.90 0.900.68872304 0.69 0.690.56373164 0.57 0.570.71109698 0.72 0.72

columna(m³)

azotea(m²)

0.56874616 0.57 0.570.000 0.00 0.00

CALCULOS ESTRUCTURALES

PROYECTO DE MULTIFAMILIAR

MULTIFAMILIAR

CALCULO DE ZAPATA TIPICA

luz 2.8

P 17.86

PERALTE L/7

H 0.4 0.7

BASE P/(31XLuz)

0.20576037VERIFICANDO CON PERALTE

h/2b 0.2

OK

ASUME 0.25x0.40

1 L/7

DOBLE DE b 2 B>RESULTADO3 H=2b

m. ………. OK

0.25 m

T

Z-2

Zapata Interior

DISEÑO DE ZAPATA EXTERIOR ( Z-1 )

esfuerzo admisible

………………… 2

con recubrimiento

medidas 3x1.50

2

……………… OK

……………. ¡ CONFORME !

)2

m2

cm2.

8.72 POSITIVO Refuerzo en la Cara Superior

………. ¡ CONFORME ! 7.45 NEGATIVO Refuerzo en la Cara Inferior

( 7.96

…………………….. a

cm2 )

……….. ¡ CONFORME !

3.98

2.85

( 3.98

@ 0.20 m 1./2 1.025./8 2 2 5./8

4 1./2

Tn/m

3.83 Tn-m

As - = cm2

As min = cm2

cm2 )

……… * *

cm.

( 1.99

cm.

---------- 1

Tn

………….. 2

…………….. SI CUMPLE

cm2 )

DISEÑO DE ZAPATA INTERIOR ( Z-1 )

As x fy

0.85 x f'c x b

cm

…………………….. a

…………………….. CONFORME

PREDIMENSIONADO DE COLUMNAS

FORMULAfć = 210

TIPO DE COL. nESQUINA 0.20

BORDE 0.25

CENTRAL 0.28

METRADO DE CARGAS

N°COL AREA LOSA ML. VIGA M3. VIGA P.LOSA M2 P.VIGA M3 P.AZOTEA M2C1 2.15 3.19 0.199375 899.87 478.50 684.59

C2 2.15 3.19 0.199375 899.87 478.50 684.59

C3 3.69 4.16 0.26 1541.96 624.00 1173.07

C4 7.57 6.14 0.38375 3162.17 921.00 2405.67

C5 4.05 4.44 0.2775 1691.23 666.00 1286.63C6 2.61 4.55 0.284375 1088.89 682.50 828.39

C7 9.06 6.68 0.4175 3787.08 1002.00 2881.08

C8 2.71 3.55 0.221875 1134.45 532.50 863.05

C9 2.53 4.62 0.28875 1058.38 693.00 805.18

C10 8.57 6.30 0.39375 3582.26 945.00 2725.26C11 4.47 4.67 0.291875 1868.46 700.50 1421.46

C12 3.32 3.96 0.2475 1387.76 594.00 1055.76C13 6.98 5.62 0.35125 2918.89 843.00 2220.59C14 3.44 4.01 0.250625 1436.67 601.50 1092.97

C15 1.62 3.18 0.19875 678.41 477.00 516.11C16 3.41 5.10 0.31875 1424.13 765.00 1083.43

C17 1.68 3.23 0.201875 700.99 484.50 533.29C18

N°COL. m3. col. P n fć Ag b x tCOL-01 0.0271089152 2.54 0.25 0.210 48.4087771 0.06957642COL-02 0.033886144 2.54 0.20 0.210 60.5109714 ###COL-03 0.0422723242667 3.96 0.25 0.210 75.4862933 0.08688285COL-04 0.0705699047619 7.41 0.28 0.210 126.017687 ###COL-05 0.0459717973333 4.31 0.25 0.210 82.0924952 0.09060491COL-06 0.0350109866667 3.28 0.25 0.210 62.519619 0.07906935COL-07 0.082592 8.67 0.28 0.210 147.485714 ###COL-08 0.0326667093333 3.06 0.25 0.210 58.3334095 0.07637631COL-09 0.034661888 3.25 0.25 0.210 61.8962286 0.07867416COL-10 0.0780716190476 8.20 0.28 0.210 139.413605 0.11807354COL-11 0.05003648 4.69 0.25 0.210 89.3508571 0.09452558COL-12 0.0387362133333 3.63 0.25 0.210 69.1718095 0.08316959COL-13 0.065004647619 6.83 0.28 0.210 116.079728 ###

Ag = P.u./n x fć

COL-14 0.0398147413333 3.73 0.25 0.210 71.0977524 0.08431948COL-15 0.02864704 2.15 0.20 0.210 51.1554286 0.07152302COL-16 0.0430672213333 4.04 0.25 0.210 76.9057524 0.08769592COL-17 0.02937696 2.20 0.20 0.210 52.4588571 0.07242849COL-18 #DIV/0! 0.00 #DIV/0! #DIV/0!

2do metodo

N° COL. AT ATA K Ag (KxATA) TANTEOb x t b x t

col - 01 2.9503 5.9006 0.0011 0.00649066 0.08056463 0.09col - 02 2.9503 5.9006 0.0014 0.00826084 0.09088916 0.10col - 03 4.7060 9.4120 0.0021 0.01976520 0.14058876 0.15col - 04 9.1080 18.2160 0.0014 0.02550240 0.15969471 0.16col - 05 4.3120 8.6240 0.0021 0.01811040 0.13457489 0.14col - 06 3.7624 7.5248 0.0021 0.01580208 0.12570632 0.13col - 07 10.7300 21.4600 0.0014 0.03004400 0.17333205 0.18col - 08 3.6019 7.2038 0.0021 0.01512798 0.12299585 0.13col - 09 3.4706 6.9412 0.0021 0.01457652 0.12073326 0.13col - 10 10.1130 20.2260 0.0014 0.02831640 0.16827478 0.17col - 11 5.6290 11.2580 0.0021 0.02364180 0.15375890 0.16col - 12 4.3850 8.7700 0.0021 0.01841700 0.13570925 0.14col - 13 8.4030 16.8060 0.0014 0.02352840 0.15338970 0.16col - 14 4.4340 8.8680 0.0021 0.01862280 0.13646538 0.14col - 15 2.5660 5.1320 0.0014 0.00718480 0.08476320 0.09col - 16 4.7800 9.5600 0.0011 0.01051600 0.10254755 0.11col - 17 2.5930 5.1860 0.0014 0.00726040 0.08520798 0.09col - 18 0.0000 0 0 0.00

largo de col.5.60

PREDIMENSIONADO DE COLUMNAS USANDO LA CARGA DE ROTURA (P.u)

AT P2.9503 2541.46

2.9503 2541.46 N°COL AREA LOSA ML. VIGA M3. VIGA P.LOSA M2

4.7060 3963.03 C7 9.06 6.68 0.42 3787.089.1080 7409.84

4.3120 4309.86 C.M.3.7624 3282.28 elemento peso propio N° de elemendimensiones

10.7300 8672.16 P/losa 218 2 9.06

3.6019 3062.50 P/viga 2400 2 6.68

3.4706 3249.55 cielo raso 120 2 10.73

10.1130 8197.52 C.M. TOTAL5.6290 4690.92

4.3850 3631.52 C.V. 2.2468.4030 6825.494.4340 3732.63

2.5660 2148.53 P.u. 61.92684 tn4.7800 4037.55

2.5930 2203.27 b x t 1179.55886

34.3 cm

SECCION FINALM3 COL. FINAL0.25 0.350.25 0.350.25 0.350.25 0.350.25 0.350.25 0.350.25 0.350.25 0.350.25 0.350.25 0.350.25 0.350.25 0.350.25 0.35

Kg/m²Kg/m³Kg/m²

cm²

0.25 0.350.25 0.350.25 0.350.25 0.35

0

sección final

0.250.250.250.250.250.250.250.250.250.250.250.250.250.250.250.250.25

PREDIMENSIONADO DE COLUMNAS USANDO LA CARGA DE ROTURA (P.u)

P.VIGA M3 P.AZOTEA M2 AT P

1002.00 2881.08 10.73 8672.16

peso parciaal Kg

3950.16

32064.00

2575.20

38.59 tn

tn

TIPO DE ESTRUCTURA: COLUMNA C-7

Peso de Aligerado = 300.00 f`c = 280 Kg/cm2Peso de Acabado = 100.00 fy = 4200 Kg/cm2Peso de Tabiqueria = 50.00

Wd = 450.00

WL = 250.00

Calculo de Cargas Últimas Según Reglamento ACI

Wu = 940 Kg/m2Wu = 0.094 Tn/cm2

DIMENSIONAMIENTO DE COLUMNAS Datos

At 13.2857 m2

Pg 87419.906 Kg 87.419906 Tn 96.1618966.

Factores de Carga

Numero de Pisos 7 P 1.10 PgPosición de columna Interior n 0.3

Calculo del Área de la Columna

bD = 1144.784 cm2

DIMENSIONES ESTRUCTURALESa= 27 cm llenar manualmente

b= 47 cm llenar manualmente

bD(comparativo) 1269.00 cm2

DIMENSIONES ARQUITECTONICAS acabado: 3 cma= 30 cmsb= 50 cms

cfn

PDb

'

LD WWWu 6.12.1

P 1.10 Pg #VALUE! Interiorn 0.3 ExtremaP 1.10 Pg #VALUE! Esquinan 0.25P 1.25 Pg #VALUE!n 0.25P 1.50 Pg #VALUE!n 0.2

96 TN

Tipo C1 Columna

interior N < 3 pisos

Tipo C1 Columna

interior N>4 pisos

Tipo C2 , C3

Columnas extremas de

porticos interiores

Tipo C4Columnas de esquina

1 #N/A1 #N/A1 #N/A

Columna interior N < 3 pisosP 1.10 Pg 96161.8966 Interiorn 0.3 Extrema

Columna interior N>4 pisosP 1.10 Pg 96161.8966 Esquinan 0.25P 1.25 Pg 109274.8825n 0.25

Columnas de esquinaP 1.50 Pg 131129.859n 0.2

Tipo C1

Tipo C1

Tipo C2 , C3Columnas extremas de porticos

interiores

Tipo C4

1 1.10 PgInterior1P 0.3Interior1n 96161.8966

Documents

Diseño Losas, Vigas, Columnas, Zapatas, Cimientos, Vigas Conexion