Diseño de Albañileria Confinada

 

ALBAÑILE "Viv "V ivie ien nda ubica bicada da en Areq Arequi ui

PREDIME MUROS: CARGAS DE GRAVEDAD Altura efecva

h=

2.6

m

1.- PRIMER CRITERIO :

Espesor efecvo " t "

t ≥ h/20  para zonas 2 y 3 t ≥ h/25  para zonas 1 t=

0.13

m 14

usamos un t=

por lo tanto

cm

2.- SEGUNDO CRITERIO :

EZFUERZO AXIAL MÁXIMO 2  

m

  P m  0.2 f m 1     h    L  t    35t  

  0.15 f m 

PISO 1

MURO X1 X2 X3 X4

L        

t 1..35 1 3 .05 3. 3.05 1.70

ˠ C°

ˠ ALB.

 

2.40

2.40

 

2.40

1.90

 

2.40

1.90

 

2.40

1.90

Area trib. (m2)

0.14 0.14 0.14 0.14

1.08 2.89 2.79 1.95

 

X5 X6 Y1 Y2 Y3 Y4

           

2.20 2.76 1 1.30 11 4.35 5.20 1 2.80 12

0.14 0.14 0.14 0.14 0.24 0.14

5.17 3.71 21.09 9.70 5.07 27.33

 

2.40

2.40

 

2.40

2.40

 

2.40

1.90

 

2.40

1.90

 

2.40

1.90

 

2.40

1.90

ˠ C°

ˠ ALB.

80.78 PISO 2

MURO

L

t

Area trib. (m2)

X1 X2 X3 X4 X5 X6

           

1.35 3.05 3.05 1.70 2.20 2.76

0.14 0.14 0.14 0.14 0.14 0.14

1.08 2.89 2.79 1.95 5.17 3.71

2.40 2.40 2.40 2.40 2.40 2.40

2.40 1.90 1.90 1.90 2.40 2.40

Y1 Y2 Y3 Y4

       

11.30 4.35 5.20 12.80

0.14 0.14 0.24 0.14

21.09 9.70 5.07 27.33

2.40 2.40 2.40 2.40

1.90 1.90 1.90 1.90

ˠ C°

ˠ ALB.

PISO 3

MURO

L

t

Area trib. (m2)

X1 X2

   

1.35 3.05

0.14 0.14

1.08 2.89

2.40 2.40

2.40 1.90

X3 X4 X5 X6 Y1 Y2 Y3 Y4

               

3.05 1.70 2.20 2.76 11.30 4.35 5.20 12.80

0.14 0.14 0.14 0.14 0.14 0.14 0.24 0.14

2.79 1.95 5.17 3.71 21.09 9.70 5.07 27.33

2.40 2.40 2.40 2.40 2.40 2.40 2.40 2.40

1.90 1.90 2.40 2.40 1.90 1.90 1.90 1.90

ˠ C°

ˠ ALB.

PISO 4

MURO

L

t

Area trib. (m2)

 

X1 X2 X3 X4 X5 X6 Y1 Y2 Y3 Y4

                   

1.35 3.05 3.05 1.70 2.20 2.76 11.30 4.35 5.20 12.80

0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.24 0.14

1.08 2.89 2.79 1.95 5.17 3.71 21.09 9.70 5.07 27.33

2.40 2.40 2.40 2.40 2.40 2.40 2.40 2.40 2.40 2.40

2.40 1.90 1.90 1.90 2.40 2.40 1.90 1.90 1.90 1.90

3.- TERCER CRITERIO :

DENSIDAD MINIMA DE MUROS REFORZAD

Donde : Z = factor de zona (Arequipa esta en zona 3): U = factor de uso (viviendas): S = factor de suelo (suelo intermedio): N = número de pisos del edificio:  Ap = área de la planta planta típica  AREA TOTAL

 =

0.0359

PARA CADA DIRECCION SE DEBE CUMPLIR ENTONCES QUE:

DIRECCION X

0.35 1 1.15 5 88.05 m2 88.05 m2

 

MURO X1 X2 X3 X4 X5 X6

           

L(m) 1.35 3.05 3.05 1.70 2.20 2.76

ESPESOR (m) 0.14 0.14 0.14 0.14 0.14 0.14

SUMA factor n

 =

0.107

Lxt(m2) 0.19 0.43 0.43 0.24 0.31 0.39

n 6.69 6.69 1.00 1.00 6.69 6.69

9.43 m2 6.69

>

0.036

OK

Leq 1.26 2.86 0.43 0.24 2.06 2.59

 

IA CONFINADA  

a, la cual consta de 3 niveles y azotea

SIONAMIENTO 2. Caracteristicas de los materiales 2

v'm

210.00 65.00 8.00

Kg/cm2 Kg/cm Kg/cm2

f'b (ladrillo tipo 4)

145.00

Kg/cm2

f´c f´m

1:4

(cemento: arena gruesa)

2.40

m

Mortero altura de entrepiso Ec

217370.65

Kg/cm2

Em

32500.00

Kg/cm2

3. Pesos Unitarios Concreto

2.40

Tn/m3

 Albañileria  Albañile ria

Tn/m3

Piso terminado

1.90 0.10

S/c Entrepiso

0.20

Tn/m2

S/c Azotea

0.15

Tn/m2

S/c escalera

0.20

Tn/m2

 Aligerado (20 cm)

0.30

Tn/m2

tabiques y parapetos

1.50

Tn/m2

NUMERO DE ENTRE. LOSA + PISO T. AREA DE VIGAS

PESO LOSA + P.T. N° PISOS 1.73 4

Tn/m2

2 0.4 to ton/m2 0.05 m2 m2

LONG. VIGAS PE PESO SO VIG IGAS AS 2.40 1.15

SOLO AGREGAR A LOS MUROS QUE TIENES PARAPETO PESO PE SO MU MUR RO PAR ARAP APET ETO O 5.05 2.40

CM 8.82

4.62

4

3.35

1.61

9.04

0.00

15.27

4.46

4

3.35

1.61

9.04

0.00

15.11

3.12

4

2.90

1.39

5.04

0.00

9.55

 

8.27

4

3.25

1.56

8.24

0.00

18.07

5.94

4

2.75

1.32

10.33

3.20

18.77

33.74

4

16.10

7.73

33.49

12.95

78.75

15.52

4

3.55

1.70

12.89

1.65

30.60

8.11

4

9.20

4.42

25.69

8.75

42.61

43.73

4

23.64

11.35

37.94

10.25

96.01

PESO LOSA + P.T. N° PISOS 1.30 3.00 3.47 3.00 3.35 3.00 2.34 3.00 6.20 3.00 4.45 3.00 25.31 11.64 6.08 32.80

3.00 3.00 3.00 3.00

PESO LOSA + P.T. N° PISOS 0.86 2.00 2.31 2.00 2.23 1.56 4.14 2.97 16.87 7.76 4.06 21.86

2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00

PESO LOSA + P.T. N° PISOS

LONG. VIGAS PE PESO SO VIG IGAS AS 2.40 0.86 3.35 1.21 3.35 1.21 2.90 1.04 3.25 1.17 2.75 0.99 16.10 3.55 9.20 23.64

5.80 1.28 3.31 8.51

LONG. VIGAS PE PESO SO VIG IGAS AS 2.40 0.58 3.35 0.80 3.35 2.90 3.25 2.75 16.10 3.55 9.20 23.64

0.80 0.70 0.78 0.66 3.86 0.85 2.21 5.67

LONG. VIGAS PE PESO SO VIG IGAS AS

PESO PE SO MU MUR RO PAR ARAP APET ETO O 3.79 2.40 6.78 0.00 6.78 0.00 3.78 0.00 6.18 0.00 7.75 3.20 25.12 9.67 19.27 28.45

12.95 1.65 8.75 10.25

PESO PE SO MU MUR RO PAR ARAP APET ETO O 2.53 2.40 4.52 0.00 4.52 2.52 4.12 5.17 16.75 6.45 12.84 18.97

0.00 0.00 0.00 3.20 12.95 1.65 8.75 10.25

PESO PE SO MU MUR RO PAR ARAP APET ETO O

CM 6.84 11.45 11.33 7.16 13.55 14.37 60.01 23.07 33.05 72.76

CM 4.85 7.64 7.56 4.78 9.03 9.98 41.27 15.54 23.50 49.51

CM

 

0.43 1.16 1.12 0.78 2.07 1.48 8.44 3.88 2.03 10.93

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

S:



L  t

Ap



ZUSN 56

DIRECCION Y

2.40 3.35 3.35 2.90 3.25 2.75 16.10 3.55 9.20 23.64

0.29 0.40 0.40 0.35 0.39 0.33 1.93 0.43 1.10 2.84

1.26 2.26 2.26 1.26 2.06 2.58 8.37 3.22 6.42 9.48

2.40 0.00 0.00 0.00 0.00 3.20 12.95 1.65 8.75 10.25

2.87 3.82 3.78 2.39 4.52 5.58 22.53 8.01 13.94 26.25

 

MURO Y1 Y2 Y3 Y4

       

L(m) 11.30 4.35 5.20 12.80

ESPESOR(m) 0.14 0.14 0.24 0.14

SUMA factor n

 =

0.059

Lxt(m2) 1.58 0.61 1.25 1.79

5.23 m2 1.00

>

0.036

OK

 

ENTREPISO 0.43

AZOTEA 0.16

CV 0.59

Pm 1 (Ton)

Pg (Ton)

σm (Ton/m2)

9.42

8.97

49.82

93.40

1.16

0.43

1.59

16.86

15.67

39.49

93.40

1.12

0.42

1.53

16.65

15.50

38.99

93.40

0.78

0.29

1.07

10.62

9.82

44.64

93.40

 

2.07

0.78

2.84

20.91

18.78

67.90

93.40

1.48

0.56

2.04

20.81

19.28

53.86

93.40

8.44

3.16

11.60

90.35

81.65

57.11

93.40

3.88

1.46

5.34

35.94

31.93

59.01

93.40

2.03

0.76

2.79

45.39

43.30

36.37

93.40

10.93

4.10

15.03

111.05

99.77

61.97

93.40

ENTREPISO 0.22 0.58 0.56 0.39 1.03 0.74

AZOTEA 0.16 0.43 0.42 0.29 0.78 0.56

CV 0.38 1.01 0.98 0.68 1.81 1.30

Pm 2 (Ton)

Pg (Ton)

σm (Ton/m2)

7.22 12.47 12.31 7.85 15.36 15.67

6.93 11.71 11.58 7.33 14.00 14.70

38.18 29.19 28.83 32.96 49.87 40.56

4.22 1.94 1.01 5.47

3.16 1.46 0.76 4.10

7.38 3.40 1.77 9.57

67.39 26.47 34.83 82.33

61.86 23.92 33.49 75.15

42.60 43.46 27.91 45.94

AZOTEA 0.16 0.43

CV 0.16 0.43

Pm 3 (Ton)

Pg (Ton)

σm (Ton/m2)

5.02 8.07

4.89 7.74

26.54 18.90

0.42 0.29 0.78 0.56 3.16 1.46 0.76 4.10

0.42 0.29 0.78 0.56 3.16 1.46 0.76 4.10

7.97 5.07 9.81 10.53 44.44 17.00 24.26 53.61

7.66 4.85 9.23 10.12 42.06 15.91 23.69 50.53

18.68 21.29 31.85 27.26 28.09 27.91 19.44 29.91

AZOTEA

CV

Pm 4 (Ton)

Pg (Ton)

σm (Ton/m2)

 

0.16 0.43 0.42 0.29 0.78 0.56 3.16 1.46 0.76 4.10

0.16 0.43 0.42 0.29 0.78 0.56 3.16 1.46 0.76 4.10

3.03 4.25 4.20 2.68 5.29 6.14 25.69 9.47 14.70 30.35

2.91 3.93 3.88 2.46 4.71 5.72 23.32 8.38 14.13 27.28

16.05 9.96 9.83 11.26 17.18 15.88 16.24 15.55 11.78 16.94

 

vericación 97.50

OK

97.50

OK

97.50

OK

97.50

OK

 

97.50

OK

97.50

OK

97.50

OK

97.50

OK

97.50

OK

97.50

OK

 

METRADO DE CARGAS 1. Caracteristicas h (muro) Area de la edificacion   Ubicación   Uso   Azotea   Losas

2.60

m

123.00

m2

Arequipa vivienda con parapeto parapeto H=1.50m Aligerada en una direccion

2. Caracteristicas de los materiales f´c f´m v'm f'b Mortero

210.00 65.00 8.00 145.00 1:4

Kg/cm2 Kg/cm2 Kg/cm2 Kg/cm2 (cemento: arena

3. Pesos Unitarios 2.40 1.90 0.10 0.20 0.15 0.20 0.30 1.50

Concreto  Albañileria Piso terminado S/c Entrepiso S/c Azotea S/c escalera  Aligerado (20 cm) tabiques y parapetos

Tn/m3 Tn/m3 Tn/m2 Tn/m2 Tn/m2 Tn/m2 Tn/m2 Tn/m3

LOSA entrepiso 1 Peso

Losa aligerada

 Area techada

88.05

m2

 Area neta

80.78

m2 (solo losa)

espesor

0.20

m

88 88..05

m2 (los osa a y parte de viga sol ole era)

88.05

m2 (area total)

Peso Pes

 

entrepiso 2 Peso

Peso Pes

Azotea Peso

Peso Pes

MUROS DE ALBAÑILERIA LONGITUD ESPESOR (m) EFECTIVA (m)

MUROS

X1 X2 X3 X4 X5 X6

           

1.35 3.05 3.05 1.70 2.20 2.76

0.15 0.15 0.15 0.15 0.15 0.15

piso 1 AREA (m2)

0.20 0.46 0.46 0.26 0.33 0.41

 Area mu

 

14.11 LONGITUD ESPESOR (m) EFECTIVA (m)

MUROS

Y1 Y2 Y3 Y4

       

11.30 4.35 5.20 12.80

0.15 0.15 0.25 0.15

AREA (m2)

1.70 0.65 1.30 1.92

piso 2

 Area mu

 

33.65

 

TABIQUES 1 nivel EJES x

L (m)

h(m)

Area (m2)

total

9.91

2.60

25.77

 Area total

36.17

Peso

2 nivel EJES y total

L (m) 4.00

h(m) 2.60

Area (m2) 10.40

 Area total

36.17

h(m) 1.10

Area (m2) 52.60

 Area total

52.60

L (m)

bw(m)

h(m)

Peso (Ton)

2.74

0.30

0.20

0.39

3.25

0.30

0.20

0.47

3.20

0.30

0.20

0.46

6.16

0.30

0.20

0.89

6.16

0.30

0.20

0.89

3.05

0.30

0.20

0.44

6.16

0.30

0.20

0.89

6.16

0.30

0.20

0.89

9.60

0.30

0.20

1.38

6.90

0.30

0.20

0.99

3.80

0.30

0.20

0.55

0.00

0.30

0.20

0.00

11.30

0.30

0.20

1.63

4.80

0.30

0.20

0.69

Peso

PARAPETO Azotea L (m) 47.82

Azotea Peso

VIGAS EJES Eje 1 Eje 2 Eje 2' Eje 3 Eje 4 Eje 5 Eje 6 Eje 7 Eje A Eje a' Eje B Eje b' Eje C Eje c'

Peso

 

EJES Eje 1 Eje 2 Eje 2'

L (m)

bw(m)

h(m)

Peso (Ton)

2.74

0.30

0.20

0.39

3.25

0.30

0.20

0.47

3.20

0.30

0.20

0.46

Eje 3 Eje 4 Eje 5 Eje 6 Eje 7 Eje A Eje a' Eje B Eje b' Eje C Eje c'

6.16 6.16

0.30 0.30

0.20 0.20

0.89 0.89

3.05

0.30

0.20

0.44

6.16

0.30

0.20

0.89

6.16

0.30

0.20

0.89

9.60

0.30

0.20

1.38

6.90

0.30

0.20

0.99

3.80

0.30

0.20

0.55

0.00

0.30

0.20

0.00

11.30

0.30

0.20

1.63

4.80

0.30

0.20

0.69

EJES Eje 1 Eje 2 Eje 2' Eje 3 Eje 4 Eje 5 Eje 6 Eje 7 Eje A

L (m)

bw(m)

h(m)

Peso (Ton)

2.74

0.30

0.20

0.39

3.25

0.30

0.20

0.47

3.20

0.30

0.20

0.46

6.16

0.30

0.50

2.22

6.16

0.30

0.20

0.89

3.05

0.30

0.20

0.44

6.16

0.30

0.50

2.22

6.16

0.30

0.20

0.89

9.60

0.30

0.20

1.38

Eje a' Eje B Eje b' Eje C Eje c'

6.90 3.80

0.30 0.30

0.20 0.20

0.99 0.55

0.00

0.30

0.20

0.00

11.30

0.30

0.20

1.63

4.80

0.30

0.20

0.69

No.

b (m)

h (m)

L (m)

Peso (Ton)

Peso

Peso

COLUMNAS COLUMNA C-1

 

15.00

0.30

0.15

2.80

4.54

C-2 C-3 C-4

    

1 1..0 00 0 1.00

0 0..2 35 1 0.65

0 1..6 00 0 0.25

2 2..8 80 0 2.80

1 2..0 11 0 1.09

 

C-5 C-6 C-7 C-8 C-9

         

1.00 1.00 1.00 1.00 1.00

0.40 0.28 0.25 0.15 0.65

0.15 1.00 0.80 0.50 0.15

2.80 2.80 2.80 2.80 2.80

0.40 1.85 1.34 0.50 0.66 primer entrep Peso

COLUMNA C-1 C-2 C-3 C-4 C-5 C-6 C-7 C-8 C-9

No.

b (m)

h (m)

L (m)

Peso (Ton)

           

15.00 1.00 1.00 1.00 1.00 1.00

0.30 0.25 0.31 0.65 0.40 0.28

0.15 0.60 1.00 0.25 0.15 1.00

2.80 2.80 2.80 2.80 2.80 2.80

4.54 1.01 2.10 1.09 0.40 1.85

    

1 1..0 00 0 1.00

0 0..2 15 5 0.65

0 0..8 50 0 0.15

2 2..8 80 0 2.80

1 0..3 54 0 0.66 segundo entr  Peso

ESCALERAS e

0.12

m

 

paso

0.25

m

contrapaso

0.18

m

descanso

1.00

m

ancho

1.20

m

Escalera

e 0.15

ancho (m) 1.20

L (m) 6.50

area (m2) Peso (Ton) 7.8 2.81 Peso Pe

Escalera

e 0.15

ancho (m) 1.20

L (m) 6.50

area (m2) Peso (Ton) 7.8 2.81 Peso Pe

CARGA POR PISO Area piso =

88.05

Piso 4 3 2 1 parte inferior total

total

m2

Peso CM (T (Ton) on) Peso CV (T (Ton) on)

       

109.20 106.54 106.54 106.54 23.69  

452.52

524.80

14.77 19.17 19.17 19.17

72.28

CM+25%CV (Ton)

Ton/m2

112.89 111.33 111.33 111.33 446.90

1.3 1.3 1.3 1.3

toneladas

toneladas

Peso total de la edificación :

P=

446.9

 

PESO SÍSMICO

 

entrepiso 3   osa aligerada

24.23

Tn

Peso Losa aligerada

24.23

iso terminado

8.08

Tn

Piso terminado

8.08

  arga Muerta o Carga Viva

32.31 17.61

Tn

Peso Carga Muerta Peso Carga Viva

32.31 17.61

Tn

 

  osa aligerada

24.23

Tn

iso terminado

8.08

Tn

  arga Muerta o Carga Viva

32.31 17.61

Tn

  osa aligerada

24.23

Tn

iso terminado

8.08

Tn

  arga Muerta o Carga Viva

32.31 13.21

Tn

Tn

Tn

piso 3

 

ros albañilería

7.68

m2

h=

2.60

m

arga Muerta

Area muros albañilería

7.68

m2

h=

2.60

m

39.78 Tn

Carga Muerta

39.78 Tn

piso 4

 

ros albañilería

7.68

m2

h=

2.60

m

arga Muerta

39.78 Tn

Area muros albañilería

7.68

m2

h=

2.60

m

Carga Muerta

39.78 Tn

 

3 nivel

e=  Ca  Carga muerta

0.14 7.59

m Tn

0.09

 

Tn/m2

e= Peso Carga muerta

0.14 7.59

4 nivel

e=  Ca  Carga muerta

0.14 7.59

m Tn

e=  Ca  Carga muerta

0.14 11.05

Tn

10.55

Tn

PRIMER PISO

 C  Ca arga mu muerta

e= Peso Carga muerta

0.23   Tn/m

0.14 7.59

 

SEGUNDO PISO

 C  Ca arga mu muerta

10.55

Tn

13.21

Tn

EJES Eje 1 Eje 2 Eje 2'

L (m)

bw(m)

h(m)

2.74

0.30

0.20

3.25

0.30

0.20

3.20

0.30

0.20

Eje 3 Eje 4 Eje 5 Eje 6 Eje 7 Eje A Eje a' Eje B Eje b' Eje C Eje c'

6.16 6.16

0.30 0.30

0.20 0.20

3.05

0.30

0.20

6.16

0.30

0.20

6.16

0.30

0.20

9.60

0.30

0.20

6.90

0.30

0.20

3.80

0.30

0.20

0.00

0.30

0.20

11.30

0.30

0.20

4.80

0.30

0.20

CUARTO PISO

 C  Ca arga mu muerta

COLUMNA   C-1

No.

b (m)

h (m)

15.00 15

0.30

0.15

C-2 C-3 C-4

1 1..0 00 0 1.00

0 0..2 35 1 0.65

0 1..6 00 0 0.25

    

 

         

1.00 1.00 1.00 1.00 1.00

0.40 0.28 0.25 0.15 0.65

0.15 1.00 0.80 0.50 0.15

COLUMNA   C-1   C-2   C-3   C-4   C-5   C-6

No.

b (m)

h (m)

15 1 5.00 1.00 1.00 1.00 1.00 1.00

0.30 0.25 0.31 0.65 0.40 0.28

0.15 0.60 1.00 0.25 0.15 1.00

C-7 C-8 C-9

1 1..0 00 0 1.00

0 0..2 15 5 0.65

0 0..8 50 0 0.15

C-5 C-6 C-7 C-8 C-9  

 

iso

sotano

 Carga muerta

 

episo

 

13.49   Tn

SEGUNDO PISO

 Carga muerta

13.49   Tn

    

 

SOTANO

 Carga muerta so Carga viva

Escalera

e 0.15

ancho (m) 1.20

L (m) 6.50

Escalera

e 0.15

ancho (m) 1.20

L (m) 6.50

2.81 Tn 1.56   Tn

SEGUNDO NIVEL

 Carga muerta so Carga viva

2.81 Tn 1.56   Tn

4 PISO

w4

112.89

tn

3 PISO

w3

111.33

tn

2 PISO

W2

111.33

tn

1 PISO

W1

111.33

tn

Tn

 

Tn Tn Tn Tn

 

m Tn

m Tn

 

TERCER PISO Peso (Ton) 0.39 0.47 0.46 0.89 0.89 0.44 0.89 0.89 1.38 0.99 0.55 0.00 1.63 0.69

Peso C Ca arga mu muerta

L (m)

Peso (Ton)

2.80

4.54

2.80 2.80 2.80

1.01 2.10 1.09

10.55

Tn

 

2.80 2.80 2.80 2.80 2.80

0.40 1.85 1.34 0.50 0.66 primer entrepiso

 

PRIMER PISO

Peso Carga muerta

L (m)

Peso (Ton)

2.80 2.80 2.80 2.80 2.80 2.80

4.54 1.01 2.10 1.09 0.40 1.85

2.80 2.80 2.80

1.34 0.50 0.66 segundo entrepiso

 

Peso Carga muerta

13.49   Tn

TERCER PISO

13.49   Tn

 

PRIMER NIVEL ar area ea (m2) (m2) Peso Peso (Ton (Ton)) 7.8 2.81 Peso Carga muerta Peso Carga viva

2.81 Tn 1.56   Tn

TERCER NIVEL ar area ea (m2) (m2) Peso Peso (Ton (Ton)) 7.8 2.81 Peso Carga muerta Peso Carga viva

2.81 Tn 1.56   Tn

 

HALLAMOS LA CORTANTE BASAL Peso total de la edificación :

P=

446.90 Tn

V Z U C S RO

Ia

0.35 1 2.5 1.15 6 1

Ip R

1 6

Z   U  C  S R 

AREQUIPA COMUN-VIVIENDA ESTRUCTURA RIGIDA INTERMEDIO

Tp TL hn CT T

V=

SISMO MODERADO

17%

V=

P

0.60 2.00 13.00 60.00 0.22

P

74.95 Tn

DISTRIBUCION DE LA CORT CORTANTE ANTE BASAL FUERZAS INERCIALES

Piso

hi

Peso P por nivel (TON)

4 3 2 1

11.2 8.4 5.6 2.8

112.89 111.33 111.33 111.33 Σ= 446.90

Pxh 1264.42 935.21 623.47 311.74

  

(TON)

P x (h) k  (P x (h)

k 

 F   *  I 

)

0.40 0.30 0.20 0.10

30.23 22.36 14.91 7.45

3134.836 1.00

 

SISMO SEVERO

V=

149.90 Tn

DISTRIBUCION DE LA CORT CORTANTE ANTE BASAL FUERZAS INERCIALES (TON)

Piso 4 3 2 1

hi

Peso P por nivel (TON)

Pxh

11.2 8.4 5.6 2.8

112.89 111.33 111.33 111.33

1264.42 935.21 623.47 311.74 Σ=

446.90

  

P x (h) k  (P x (h)

k 

 F   *  I 

)

60.46 44.72 29.81 14.91

0.40 0.30 0.20 0.10

3134.836 1.00

 

  =.×(_/)

SISMO MODERADO eje "X" y eje "Y" FUERZAS CORTANTES (TON)

Fi 30.23

Vi tn

Vi (TON)

22.36 30.23 52.59 67.50 74.95

14.91

7.45

30.23

tn

52.59

tn

67.50

tn

74.95

tn

tn

tn

tn

 

SISMO MODERADO eje "X" y eje "Y" FUERZAS CORTANTES (TON)

Vi (TON) 60.46 105.18 134.99 149.90

Fi 60.46

Vi tn

44.72

60.46

tn

105.18

tn

29.81

tn

134.99

tn

14.91

tn

149.90

tn

 

º

 

FUERZAS CORTANTES POR TRASLACIÓN EN CADA

Ki VD     V acumulado  por piso ΣKi FUERZA DIRECCION X-X PISO 1 MURO X1 X2 X3 X4 X5 X6 Y1 Y2 Y3 Y4

             

L (m) 1.35 3.05 3.05 1.70 2.20 2.76 11.30

t (m) 0.14 0.14 0.14 0.14 0.14 0.14 0.14

     

4.35 5.20 12.80

0.14 0.24 0.14

Em (Ton/m2) Ki (Ton/m) Vd (ton) 2173706.51 8858.77 4.13 2173706.51 60437.60 28.18 325000.00 90 9036.28 4.21 325000.00 24 2407.66 1.12 2173706.51 29988.04 13.98 2173706.51 49322.49 23.00 325000.00 143.03 0.07 325000.00 325000.00 325000.00

Σ= PISO 2 MURO X1 X2 X3 X4 X5 X6 Y1 Y2 Y3 Y4

     

L (m) 1.35 3.05 3.05

t (m) 0.14 0.14 0.14

             

1.70 2.20 2.76 11.30 4.35 5.20 12.80

0.14 0.14 0.14 0.14 0.14 0.24 0.14

L (m)

t (m)

160741.13

0.03 0.15 0.08

74.95

Em (Ton/m2) Ki (Ton/m) Vd (ton) 2173706.51 8858.77 3.72 2173706.51 60437.60 25.38 325000.00 90 9036.28 3.79 325000.00 2173706.51 2173706.51 325000.00 325000.00 325000.00 325000.00

Σ=

PISO 3 MURO

55.06 330.20 162.01

24 2407.66 29988.04 49322.49 143.03 55.06 330.20 162.01

160741.13

Em (Ton/m2) Ki (Ton/m)

1.01 12.59 20.71 0.06 0.02 0.14 0.07

67.50

Vd (ton)

 

X1 X2 X3 X4 X5 X6 Y1

             

1.35 3.05 3.05 1.70 2.20 2.76 11.30

0.14 0.14 0.14 0.14 0.14 0.14 0.14

2173706.51 2173706.51 325000.00 325000.00 2173706.51 2173706.51 325000.00

8858.77 60437.60 90 9036.28 24 2407.66 29988.04 49322.49 143.03

2.90 19.77 2.96 0.79 9.81 16.14 0.05

Y2 Y3 Y4

     

4.35 5.20 12.80

0.14 0.24 0.14

325000.00 325000.00 325000.00

55.06 330.20 162.01

0.02 0.11 0.05

Σ= PISO 4 MURO X1 X2 X3 X4 X5 X6 Y1 Y2 Y3 Y4

     

L (m) 1.35 3.05 3.05

t (m) 0.14 0.14 0.14

             

1.70 2.20 2.76 11.30 4.35 5.20 12.80

0.14 0.14 0.14 0.14 0.14 0.24 0.14

160741.13

52.59

Em (Ton/m2) Ki (Ton/m) Vd (ton) 2173706.51 8858.77 1.67 2173706.51 60437.60 11.37 325000.00 90 9036.28 1.70 325000.00 2173706.51 2173706.51 325000.00 325000.00 325000.00 325000.00

Σ=

24 2407.66 29988.04 49322.49 143.03 55.06 330.20 162.01

160741.13

0.45 5.64 9.28 0.03 0.01 0.06 0.03

30.23

 

 FUERZA DIRECCION Y-Y

PISO 1 MURO X1 X2 X3 X4 X5 X6 Y1 Y2 Y3 Y4

L (m)                    

1.35 3.05 3.05 1.70 2.20 2.76 11.30 4.35 5.20 12.80

t (m) 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.24 0.14

Em (Ton/m2) Ki (Ton/m) 2173706.51 2173706.51 325000.00 325000.00 2173706.51 2173706.51 325000.00 325000.00 325000.00 325000.00

Σ= PISO 2 MURO X1 X2 X3 X4 X5 X6 Y1 Y2 Y3 Y4

                   

L (m) 1.35 3.05 3.05 1.70 2.20 2.76 11.30 4.35 5.20 12.80

t (m) 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.24 0.14

X4 X5 X6

     

L (m) 1.35 3.05 3.05

t (m) 0.14 0.14 0.14

    

1..2 70 0 2 2.76

0..1 14 4 0 0.14

189384.18

0.05 0.10 0.02 0.01 0.07 0.09 24.37 6.80 15.43 28.01

74.95

Em (Ton/m2) Ki (Ton/m) Vd (ton) 2173706.51 11 114.29 0.04 2173706.51 25 258.20 0.09 325000.00 38.61 0.01 325000.00 21.52 0.01 2173706.51 18 186.24 0.07 2173706.51 23 233.65 0.08 325000.00 61570.55 21.94 325000.00 17187.90 6.13 325000.00 39000.00 13.90 325000.00 70773.22 25.22

Σ= PISO 3 MURO X1 X2 X3

11 114.29 25 258.20 38.61 21.52 18 186.24 23 233.65 61570.55 17187.90 39000.00 70773.22

Vd (ton)

189384.18

Em (Ton/m2) Ki (Ton/m) 2173706.51 11 114.29 2173706.51 25 258.20 325000.00 38.61 2312753070006..0501 2173706.51

18 12816.5 .224 23 233.65

67.50

Vd (ton) 0.03 0.07 0.01 0 0..0 01 5 0.06

 

Y1 Y2 Y3 Y4

       

11.30 4.35 5.20 12.80

0.14 0.14 0.24 0.14

325000.00 325000.00 325000.00 325000.00

Σ= PISO 4 MURO X1 X2 X3 X4 X5 X6 Y1 Y2 Y3 Y4

                 

L (m) 1.35 3.05 3.05 1.70 2.20 2.76 11.30 4.35 5.20

t (m) 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.24

 

12.80

0.14

61570.55 17187.90 39000.00 70773.22

189384.18

17.10 4.77 10.83 19.65

52.59

Em (Ton/m2) Ki (Ton/m) Vd (ton) 2173706.51 11 114.29 0.02 2173706.51 25 258.20 0.04 325000.00 38.61 0.01 325000.00 21.52 0.00 2173706.51 18 186.24 0.03 2173706.51 23 233.65 0.04 325000.00 61570.55 9.83 325000.00 17187.90 2.74 325000.00 39000.00 6.23 325000.00

Σ=

70773.22

189384.18

11.30

30.23

 

  URO

 

CENTRO DE MASA

PRIMER NIVEL MUROS MUROS X1 X2 X3 X4 X5 X6 Y1 Y2 Y3 Y4

t

L

h

densidad

0.15 0.15 0.15 0.15 0.15 0.15

1.35 3.05 3.05 1.70 2.20 2.76

2.60 2.60 2.60 2.60 2.60 2.60

2.40 1.90 1.90 1.90 2.40 2.40

peso (Tn) 1.26 2.26 2.26 1.26 2.06 2.58

0.15 0.15 0.25 0.15

11.30 4.35 5.20 12.80

2.60 2.60 2.60 2.60

1.90 1.90 1.90 1.90

8.37 3.22 6.42 9.48

w=

  39.19

X

Y 5.33 1.38 1.38 2.20 5.13 4.28

0.00 6.35 7.70 11.25 12.65 17.62

0.00 3.45 5.50 6.00

5.24 2.06 15.10 6.20

tn

Σ=

LOSA LOSA LOSA 1 LOSA 2 LOSA 3 LOSA 4 LOSA 5 LOSA 6

ÁREA PESO (CM) PESO (CV) PESO (CM+%CV) 11.99 3.60 2.40 4.20 14.20 4.26 2.84 4.97 2.94 0.88 0.59 1.03 10.73 3.22 2.15 3.76 8.48 2.54 1.70 2.97   10.03 3.01 2.01 3.51

w=

 

20.43

VIGAS

X

Y 1.80 3.40 1.45 3.03 3.62 4.20

tn

PxX 2.12 5.71 7.02 8.92 11.09 15.06

7.55 16.90 1.49 11.38 10.74 14.74

Σ =   62.81

 

EJES Eje 1 Eje 2 Eje 2' Eje 3

b

L

h

densidad

       

0.25 0.25 0.25 0.25

2.76 3.25 3.20 6.16

0.20 0.20 0.20 0.20

2.40 2.40 2.40 2.40

peso (Tn) 0.33 0.39 0.38 0.74

Eje 4 Eje 5 Eje 6 Eje 7 Eje A Eje a' Eje B Eje b' Eje C Eje c'

                   

0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25

6.16 3.05 6.16 6.16 10.20 6.82 3.80 0.00 11.60 4.75

0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20

2.40 2.40 2.40 2.40 2.40 2.40 2.40 2.40 2.40 2.40

0.74 0.37 0.74 0.74 1.22 0.82 0.46 0.00 1.39 0.57

w=

  5.65

X

Y 4.20 4.45 1.52 3.00

17.54 12.58 11.18 10.02

3.00 1.45 3.00 3.00 0.07 2.95 3.53 0.00 5.93 5.42

7.77 6.27 4.18 0.07 5.35 13.14 2.12 0.00 6.24 15.10

tn

Σ=

COLUMNAS EJES

b

L

h

densidad

C-1 C-2 C-3

     

0..30 0 0 .25 0. 0 .31 0.

0.15 0.60 1.00

     

2.40 2.40 2.40

peso (Tn) 2.40 0.26 2.40 0.86 2.40 1.80

C-4 C-5 C-6 C-7 C-8 C-9

           

0..65 0 0 .40 0. 0 .28 0. 0 .25 0. 0 .15 0. 0 .65 0.

0.25 0.15 1.00 0.80 0.50 0.15

           

2.40 2.40 2.40 2.40 2.40 2.40

2.40 2.40 2.40 2.40 2.40 2.40

w= w=

X

0.94 0.35 1.58 1.15 0.43 0.56   7.93   3.64

tn tn

Y 2.53 0.05 5.63

6.55 4.32 4.19

3.70 4.07 5.89 0.05 2.90 5.75

4.15 7.70 9.84 9.78 12.48 12.65 Σ= Σ=

 

OTRAS CARGAS b alfeizer  muro NP parapeto

     

L 0.15 0.15 0.15

h 15.25 9.40 47.82

densidad 0.90 2.40 1.10

peso (Tn) 1.90 3.91 1.90 6.43 2.40 18.94

w= w=

XCM=

  10.34   29.28

X 3.05 3.35 3.48

tn tn

3.53   m  

YCM=

8.42   m

3.53   m  

YCM=

8.42   m

3.53   m  

YCM=

8.42   m

3.53   m  

YCM=

8.40   m

SEGUNDO NIVEL

XCM= TERCER NIVEL

XCM=

CUARTO NIVEL

XCM=

Y 8.10 8.76 8.49 Σ= Σ=

 

PxX

PxY

6.73 3.12 3.12 2.77 10.56 11.06

0.00 14.35 17.40 14.17 26.05 45.52

0.00 11.12 35.32 56.91

43.88 6.64 96.97 58.81

140.71

PxY 8.90 28.38 7.22 33.50 32.92 52.87 163.78

323.79

 

PxX

PxY 1.39 1.74 0.58 2.22

5.81 4.91 4.29 7.41

2.22 0.53 2.22 2.22 0.09 2.41 1.61 0.00 8.25 3.09

5.74 2.29 3.09 0.05 6.55 10.75 0.97 0.00 8.69 8.61

28.56

69.16

PxX

PxY

0.66 0.04 10.13 3.46 1.41 9.33 0.06 1.25 3.23

 

11.6  

peso (Tn) az 1.70 0.12 3.73 0.40 7.54 0.83

3.88 2.66 15.59 11.27 5.39 7.10

6.82

PxX

0.43 0.16 0.73 0.53 0.20 0.26

PxY 0.30 0.02 4.64

0.78 1.71 3.46

1.59 0.64 4.28 0.03 0.57 1.48

1.78 1.22 7.14 5.16 2.47 3.26

29.57

58.87

 

piso pico

13.55

26.98

 

azotea

 

PxX 11.93 21.54 65.90

PxY 31.68 56.32 160.77

 

9.4

33.47

88.01

 

piso pico

99.37

248.78

 

quinto piso+azotea

 

CENTRO DE RIGIDEZ Dyi*Xi  XCR= "Σ Dyi*Xi  " /"Σ Dyi Dyi "

YCR= "Σ Dxi*Yi  Dxi*Yi " /"Σ Dxi "

K  

Εm  t 3

  h    h   4   3   L   L 

Para el analisis consideramos todos los muros en volado

PRIMER PISO ANALISIS : Dirección Dirección X Muros X1 X2 X3 X4 X5 X6

L(m)            

t(m)

1.35 3.05 3.05 1.70 2.20 2.76

0.14 0.14 0.14 0.14 0.14 0.14

centro de rigidez en Y " YCR" K 8858.77 60437.60 9036.28 2407.66 29988.04 49322.49

Σ= 160,050.83

ANALISIS : Dirección Dirección Y Muros Y1 Y2 Y3 Y4

XCR=

L(m)        

t(m)

11 1 1.30 4.35 5.20 12.80

  3.70   m.

0.14 0.14 0.24 0.14

Y

Kx*Y

0.00 6.35 7.70 11.25 12.65 17.62

Σ=

0.00 383778.73 69579.35 27086.16 379348.72 869062.21

1,728,855.17

centro de rigidez en X "XCR" K

X

Kx*X

61570.55 17187.90 39000.00 70773.22

0.00 3.45 5.50 6.00

0.00 59298.27 214500.00 424639.31

Σ= 188,531.671

Σ=

698437.580

YCR=

"Como los niveles son exactamente

10.80   m.

 

 

iguales iguales"

SEGUNDO PISO

XCR=

  3.70   m.

YCR=

10.80   m.

YCR=

10.80   m.

YCR=

10.80   m.

TERCER PISO XCR=

3.70   m.   CUARTO PISO

XCR=

  3.70   m.

 

FUERZ FUE RZAS AS COR CORTTANT ANTES ES POR ROT ROTACIÓ ACIÓ ANALISIS EN EL EJE X-X EXCENTRICIDAD TEORICA

 ey  =  YCM-YCR Exc. Teórica

Piso 1 2 3 4

 YCR

ey

 YCM

10.80 10.80 10.80 10.80

8.42 8.42 8.42 8.40

2.38 2.38 2.38 2.40

EXCENTRICIDAD ACCIDENTAL

eyacc. = 0.05*Ly Piso 1 2 3 4

Exc. Accidental

L Y

eyacc

17.85 17.85 17.85 17.85

0.89 0.89 0.89 0.89

EXCENTRICIDAD FINAL Piso 1 2 3 4

Exc xc.. Teór eóric ica a Exc. Exc. Acc cciide dent ntal al

2.38 2.38 2.38 2.40

0.89 0.89 0.89 0.89

Exc Exc. F Fin inal al (-)

1.49 1.49 1.49 1.51

Ex Exc. c. Fin inal al (+)

3.27 3.27 3.27 3.29

MOMENTOS TORSORES

MT   Pe Piso

V (c (cor orta tant nte) e) M1 (m (mom omen ento to)) M2 (mom (momen ento to))

2

74.95 67.50

111.51 100.42

245.29 220.90

3 4

52.59 30.23

78.24 45.65

172.11 99.61

1

positivo a

 

CORTANTE POR TORSION

VT    Σ(K 

PRIMER PISO Muros   X1   X2   X3   X4   X5   X6

d=Yi-YCR Kx 8858.77 88 60437.60 9036.28 90 2407.66 24 29988.04 49322.49

 YCR

Yi

0.00 6.35 7.70 11.25 12.65 17.62

d

10.80 10.80 10.80 10.80 10.80 10.80

10.80 4.45 3.10 0.45 1.85 6.82

Kx*d 95691.64 269062.93 28029.75 1078.84 55420.50 336284.99 Σ=

Muros

Y3

     

Ky 61570.55 17187.90 39000.00

Y4

 

70773.22

Y1 Y2

XCR

Xi

d

0.00 3.45 5.50

3.70 3.70 3.70

Ky*d 3.70 228095.28 0.25 4376.33 1.80 70019.95

6.00

3.70

2.30 162451.66 Σ=

Σ(K*d^2)=

SEGUNDO PISO Muros Kx   8858.77 88 X1   60437.60 X2   9036.28 90 X3 X4 X5 X6

   

 

d=Yi-YCR Yi

2407.66 24 29988.04 49322.49

d

0.00 6.35 7.70

10.80 10.80 10.80

Kx*d 10.80 95691.64 4.45 269062.93 3.10 28029.75

11.25 12.65 17.62

10.80 10.80 10.80

0.45 1078.84 1.85 55420.50 6.82 336284.99

 YCR

Σ=

Muros Y1 Y2 Y3 Y4

       

Ky 61570.55 17187.90 39000.00 70773.22

Xi

d

XCR

0.00 3.45 5.50 6.00

3.70 3.70 3.70 3.70

3.70 0.25 1.80 2.30

Ky*d 228095.28 4376.33 70019.95 162451.66 Σ=

Σ(K*d^2)=

 

TERCER PISO Muros   X1   X2   X3   X4   X5   X6

d=Yi-YCR Kx 8858.77 88 60437.60 9036.28 90 2407.66 24 29988.04 49322.49

Yi

d

 YCR

0.00 6.35 7.70 11.25 12.65 17.62

10.80 10.80 10.80 10.80 10.80 10.80

10.80 4.45 3.10 0.45 1.85 6.82

Kx*d 95691.64 269062.93 28029.75 1078.84 55420.50 336284.99 Σ=

Muros Y1 Y2 Y3 Y4

       

Ky 61570.55 17187.90 39000.00 70773.22

Xi

d

XCR

0.00 3.45 5.50 6.00

3.70 3.70 3.70 3.70

3.70 0.25 1.80 2.30

Ky*d 228095.28 4376.33 70019.95 162451.66 Σ=

Σ(K*d^2)= I I

I I I

CUARTO PISO Muros Kx   8858.77 88 X1   60437.60 X2   90 9 036.28 X3   2407.66 24 X4   29988.04 X5   49322.49 X6

d=Yi-YCR  YCR

Yi

0.00 6.35 7.70 11.25 12.65 17.62

d

10.80 10.80 10.80 10.80 10.80 10.80

10.80 4.45 3.10 0.45 1.85 6.82

Kx*d 95691.64 269062.93 28029.75 1078.84 55420.50 336284.99

 

Muros Y1 Y2 Y3 Y4

Ky

       

61570.55 17187.90 39000.00 70773.22

Σ=

XCR

Xi

0.00 3.45 5.50 6.00

d

3.70 3.70 3.70 3.70

Ky*d

3.70 228095.28 0.25 4376.33 1.80 70019.95 2.30 162451.66 Σ=

Σ(K*d^2)=

ANALISIS EN EL EJE Y-Y EXCENTRICIDAD TEORICA

 eX  = XCM-XCR

 

Exc. Teórica

Piso

XCR

3.70 3.70 3.70 3.70

1 2 3 4

ex

XCM

3.53 3.53 3.53 3.53

0.17 0.17 0.17 0.17

EXCENTRICIDAD ACCIDENTAL

eXacc. = 0.05*Lx Exc. Accidental

Lx

Piso

exacc

6.15 6.15 6.15 6.15

1 2 3 4

0.31 0.31 0.31 0.31

EXCENTRICIDAD FINAL Piso

Exc xc.. Teór eóric ica a Exc. Exc. Acc cciide dent ntal al

0.17 0.17 0.17 0.17

1 2 3 4

Exc Exc. F Fin inal al (-)

0.31 0.31 0.31 0.31

Ex Exc. c. Fin inal al (+)

-0.14 -0.14 -0.14 -0.13

0.48 0.48 0.48 0.48

MOMENTOS TORSORES

MT   Pe V (c (cor orta tant nte) e) M1 (m (mom omen ento to)) M2 (mom (momen ento to)) 74.95 -10.15 35.94 67.50 -9.14 32.37 52.59 -7.12 25.22 30.23 -4.01 14.58

Piso 1 2 3 4

CORTANTE POR TORSION

VT    Σ(K 

d=Yi-YCR

PRIMER PISO Muros

 

X1 X2

 

Kx 8858.77 88 60437.60

Yi

d

 YCR

0.00 6.35

10.80 10.80

Kx*d 10.80 95691.64 4.45 269062.93

 

   

X3 X4 X5 X6

   

90 9 036.28 2407.66 24 29988.04 49322.49

7.70 11.25 12.65 17.62

10.80 10.80 10.80 10.80

3.10 28029.75 0.45 1078.84 1.85 55420.50 6.82 336284.99 Σ=

Muros Y1

 

Ky 61570.55

Y2 Y3

     

17187.90 39000.00 70773.22

Y4

Xi

d

0.00

3.70

Ky*d 3.70 228095.28

3.45 5.50 6.00

3.70 3.70 3.70

0.25 4376.33 1.80 70019.95 2.30 162451.66

XCR

Σ=

Σ(K*d^2)=

SEGUNDO PISO Muros Kx   8858.77 88 X1 X2

     

X3 X4 X5 X6

   

d=Yi-YCR Yi

60437.60 9036.28 90 2407.66 24 29988.04 49322.49

d

 YCR

0.00

10.80

6.35 7.70 11.25 12.65 17.62

10.80 10.80 10.80 10.80 10.80

10.80

Kx*d 95691.64

4.45 269062.93 3.10 28029.75 0.45 1078.84 1.85 55420.50 6.82 336284.99 Σ=

Muros Y1 Y2 Y3 Y4

       

Ky 61570.55 17187.90 39000.00 70773.22

Xi

d

XCR

0.00 3.45 5.50 6.00

3.70 3.70 3.70 3.70

3.70 0.25 1.80 2.30

Ky*d 228095.28 4376.33 70019.95 162451.66 Σ=

Σ(K*d^2)=

d=Yi-YCR

TERCER PISO Muros   X1   X2   X3   X4

Kx 8858.77 88 60437.60 9036.28 90 2407.66 24

  

29 93 92 82 8..4 09 4 4

X5 X6

Yi

d

 YCR

0.00 6.35 7.70 11.25

10.80 10.80 10.80 10.80

17 2..6 62 5 1

10 0..8 80 0 1

10.80 4.45 3.10 0.45

Kx*d 95691.64 269062.93 28029.75 1078.84

1..8 85 6 2 35 35 64 22 80 4..5 990 Σ=

 

Muros Y1 Y2 Y3 Y4

       

Ky 61570.55 17187.90 39000.00 70773.22

Xi

d

XCR

0.00 3.45 5.50 6.00

3.70 3.70 3.70 3.70

3.70 0.25 1.80 2.30

Ky*d 228095.28 4376.33 70019.95 162451.66 Σ=

Σ(K*d^2)=

CUARTO PISO Muros Kx   8858.77 88 X1   60437.60 X2   90 9 036.28 X3   2407.66 24 X4   29988.04 X5   49322.49 X6

d=Yi-YCR Yi

d

 YCR

0.00 6.35 7.70 11.25 12.65 17.62

10.80 10.80 10.80 10.80 10.80 10.80

10.80 4.45 3.10 0.45 1.85 6.82

Kx*d 95691.64 269062.93 28029.75 1078.84 55420.50 336284.99 Σ=

Muros Y1 Y2 Y3 Y4

       

Ky 61570.55 17187.90 39000.00 70773.22

Xi

d

XCR

0.00 3.45 5.50 6.00

3.70 3.70 3.70 3.70

3.70 0.25 1.80 2.30

Ky*d 228095.28 4376.33 70019.95 162451.66 Σ=

Σ(K*d^2)=

 

 EN CADA MURO

 

tihorario

 



d

2 d )

M

HORA HO RARI RIO O ANTI ANTIHO HORA RARI RIO O Kx*d^2 Vt 1 Vt 2 1033652.84 1.76 3.87 1197844.85 4.95 10.89 86945.87 0.52 1.13 483.41 0.02 0.04 102421.89 1.02 2.24 2292820.22 6.19 13.61 4714169.08

Ky*d^2 845005.59 1114.29 125712.64

Vt 1 4.20 0.08 1.29

Vt 2 9.23 0.18 2.83

372888.83

2.99

6.58

1344721.35

6058890.43

HORA HO RARI RIO O ANTI ANTIHO HORA RARI RIO O Kx*d^2 Vt 1 Vt 2 1033652.84 1.59 3.49 1197844.85 4.46 9.81 86945.87 0.46 1.02 483.41 102421.89 2292820.22

0.02 0.92 5.57

0.04 2.02 12.26

Vt 1 3.78 0.07 1.16 2.69

Vt 2 8.32 0.16 2.55 5.92

4714169.08

Ky*d^2 845005.59 1114.29 125712.64 372888.83 1344721.35

6058890.43

 

HORA HO RARI RIO O ANTI ANTIHO HORA RARI RIO O Kx*d^2 Vt 1 Vt 2 1033652.84 1.24 2.72 1197844.85 3.47 7.64 86945.87 0.36 0.80 483.41 0.01 0.03 102421.89 0.72 1.57 2292820.22 4.34 9.55 4714169.08

Ky*d^2 845005.59 1114.29 125712.64 372888.83

Vt 1 2.95 0.06 0.90 2.10

Vt 2 6.48 0.12 1.99 4.61

1344721.35

6058890.43

HORA HO RARI RIO O ANTI ANTIHO HORA RARI RIO O Kx*d^2 Vt 1 Vt 2 1033652.84 0.72 1.57 1197844.85 2.03 4.42 86945.87 0.21 0.46 483.41 0.01 0.02 102421.89 0.42 0.91 2292820.22 2.53 5.53 4714169.08

Ky*d^2 845005.59 1114.29 125712.64 372888.83 1344721.35

6058890.43

Vt 1 1.72 0.03 0.53 1.22

Vt 2 3.75 0.07 1.15 2.67

 



d

2 d )

M

ANTIHORARIO Kx*d^2 1033652.84 1197844.85

Vt

0.57 1.60

 

86945.87 483.41 102421.89 2292820.22

0.17 0.01 0.33 1.99

4714169.08

Ky*d^2 845005.59

Vt 1 1.35

1114.29 125712.64 372888.83

0.03 0.42 0.96

1344721.35

6058890.43

ANTIHORARIO Kx*d^2 Vt 1 1033652.84 0.51 1197844.85 86945.87 483.41 102421.89 2292820.22

1.44 0.15 0.01 0.30 1.80

4714169.08

Ky*d^2 845005.59 1114.29 125712.64 372888.83

Vt 1 1.22 0.02 0.37 0.87

1344721.35

6058890.43

ANTIHORARIO Kx*d^2 Vt 1 1033652.84 0.40 1197844.85 1.12 86945.87 0.12 483.41 0.00 102421.89 2292820.22 4714169.08

0.23 1.40

 

Ky*d^2 845005.59 1114.29 125712.64 372888.83

Vt 1 0.95 0.02 0.29 0.68

1344721.35

6058890.43

ANTIHORARIO Kx*d^2 Vt 1 1033652.84 0.23 1197844.85 0.65 86945.87 0.07 483.41 0.00 102421.89 0.13 2292820.22 0.81 4714169.08

Ky*d^2 845005.59 1114.29 125712.64 372888.83 1344721.35

6058890.43

Vt 1 0.55 0.01 0.17 0.39

 

CORTANTES, CORT ANTES, MOMENTOS Y AXIAL AXIALES ES FINALES EN CADA MURO ANALISIS EN EL EJE X-X PRIMER PISO

 CORTANTE MOMENTO FUERZA FUERZA FUERZA MURO CORTANTE POR CORTANTE POR FINAL (Ve) FINAL (Me) AXIAL (Pm) Ton Ton-m Ton TRASLACIÓN ROTACIÓN   4.13 3.87 8.00 62.58 9. 42 X1   28.18 10.89 39.07 305.41 16. 86 X2   4.21 1.13 5.35 41.80 16. 65 X3   1.12 0.04 1.17 9. 11 10. 62 X4   13.98 2.24 16.23 126.81 20. 91 X5   23.00 13.61 36.61 286.20 20. 81 X6

SEGUNDO PISO FUERZA FUERZA MURO CORTANTE POR CORTANTE POR TRASLACIÓN ROTACIÓN   3.72 3.49 X1   25.38 9.81 X2 X3 X4 X5 X6

       

3.79 1.01 12.59 20.71

1.02 0.04 2.02 12.26

 CORTANTE FINAL (Ve) Ton

7.21 35.19 4.82 1.05 14.61 32.97

MOMENTO FUERZA FINAL (Me) AXIAL (Pm) Ton-m Ton

41.77 203.82 27.90 6. 08 84.63 191.01

7. 22 12. 47 12. 31 7. 85 15. 36 15. 67

TERCER PISO  CORTANTE MOMENTO FUERZA FUERZA FUERZA MURO CORTANTE POR CORTANTE POR FINAL (Ve) FINAL (Me) AXIAL (Pm) Ton Ton-m Ton TRASLACIÓN ROTACIÓN   2.90 2.72 5.62 23.02 5. 02 X1   19.77 7.64 27.42 112.34 8. 07 X2 X3 X4 X5 X6

       

2.96 0.79 9.81 16.14

0.80 0.03 1.57 9.55

3.75 0.82 11.39 25.69

15.37 3. 35 46.63 105.28

7. 97 5. 07 9. 81 10. 53

CUARTO PISO  CORTANTE FUERZA FUERZA MURO CORTANTE POR CORTANTE POR FINAL (Ve) Ton TRASLACIÓN ROTACIÓN

MOMENTO FUERZA FINAL (Me) AXIAL (Pm) Ton Ton-m

 

I

X1 X2 X3 X4 X5 X6

           

1.67 11.37 1.70 0.45 5.64 9.28

1.57 4.42 0.46 0.02 0.91 5.53

3.24 15.79 2.16 0.47 6.55 14.80

8. 42 41.05 5. 62 1. 22 17.03 38.49

3. 03 4. 25 4. 20 2. 68 5. 29 6. 14

I

ANALISIS EN EL EJE Y-Y PRIMER PISO MURO Y1 Y2 Y3 Y4

FUERZA FUERZA CORTANTE POR CORTANTE POR TRASLACIÓN ROTACIÓN

       

24.37 6.80 15.43 28.01

1.35 0.03 0.42 0.96

 CORTANTE FINAL (Ve) Ton

25.72 6.83 15.85 28.97

MOMENTO FUERZA FINAL (Me) AXIAL (Pm) Ton-m Ton

200.99 53.36 123.86 226.41

90. 35 35. 94 45. 39 111.05

SEGUNDO PISO

FUERZA FUERZA  CORTANTE MOMENTO FUERZA CORTANTE POR CORTANTE POR FINAL (Ve) FINAL (Me) AXIAL (Pm) MURO TRASLACIÓN ROTACIÓN Ton Ton-m Ton   21.94 1.22 23.16 134.12 67. 39 Y1   6.13 0.02 6.15 35.60 26. 47 Y2   13.90 0.37 14.27 82.65 34. 83 Y3   25.22 0.87 26.09 151.08 82. 33 Y4

TERCER PISO FUERZA

FUERZA  CORTANTE CORTANTE POR CORTANTE POR FINAL (Ve) MURO TRASLACIÓN ROTACIÓN Ton

MOMENTO FUERZA FINAL (Me) AXIAL (Pm) Ton-m Ton

 

Y1 Y2 Y3 Y4

       

17.10 4.77 10.83 19.65

CUARTO PISO

0.95 0.02 0.29 0.68

18.05 4.79 11.12 20.33

73.90 19.62 45.54 83.24

44. 44 17. 00 24. 26 53. 61

FUERZA FUERZA  CORTANTE MOMENTO FUERZA CORTANTE POR CORTANTE POR MURO TRASLACIÓN ROTACIÓN FINAL (Me) AXIAL Ton(Ve) FINAL Ton-m Ton(Pm)   9.83 0.55 10.38 26.98 25. 69 Y1   2.74 0.01 2.75 7. 16 9. 47 Y2   6.23 0.17 6.39 16.62 14. 70 Y3   11.30 0.39 11.69 30.39 30. 35 Y4

 

CONTROL DE FISURACIÓN RESISTENCIA AL AGRIETAMIENTO DI

Vm  0.5 * v' m  *   *  t  * L  0.23 1 3

Ve .L  

 Me



PRIMER NIVEL MUROS

X1 X2 X3 X4 X5 X6 Y1 Y2 Y3 Y4

                  

Ve

Me

L

t

8..0 07 0 39 5.35 1.17 16.23 36.61 25.72 6.83 15.85 28.97

65 2..4 51 8 30 41.80 9.11 126.81 286.20 200.99 53.36 123.86 226.41

1..0 35 5 3 3.05 1.70 2.20 2.76 11.30 4.35 5.20 12.80

Ve

Me

L

7.21 35.19 4.82 1.05 14.61

41.77 203.82 27.90 6.08 84.63

Pg 0..1 14 4 0 0.14 0.14 0.14 0.14 0.14 0.14 0.24 0.14

8..6 97 7 15 15.50 9.82 18.78 19.28 81.65 31.93 43.30 99.77

α 0..3 39 3 0 0.39 0.33 0.33 0.35 1.00 0.56 0.67 1.00

SEGUNDO NIVEL

MUROS

 

X1 X2

     

X3 X4 X5

 

t 1.35 3.05 3.05 1.70 2.20

Pg 0.14 0.14 0.14 0.14 0.14

6.93 11.71 11.58 7.33 14.00

α 0.33 0.53 0.53 0.33 0.38

 

X6 Y1

     

Y2 Y3 Y4

   

32.97 23.16 6.15 14.27 26.09

191.01 134.12 35.60 82.65 151.08

2.76 11.30 4.35 5.20 12.80

0.14 0.14 0.14 0.24 0.14

14.70 61.86 23.92 33.49 75.15

0.48 1.00 0.75 0.90 1.00

Ve

Me

L

5.62 27.42 3.75

23.02 112.34 15.37

1.35 3.05 3.05

0.14 0.14 0.14

4.89 7.74 7.66

0.33 0.74 0.74

0.82 11.39 25.69 18.05 4.79 11.12 20.33

3.35 46.63 105.28 73.90 19.62 45.54 83.24

1.70 2.20 2.76 11.30 4.35 5.20 12.80

0.14 0.14 0.14 0.14 0.14 0.24 0.14

4.85 9.23 10.12 42.06 15.91 23.69 50.53

0.42 0.54 0.67 1.00 1.00 1.00 1.00

Ve

Me

L

TERCER NIVEL

MUROS

 

X1 X2

   

X3 X4 X5 X6 Y1

     

 

Y2 Y3 Y4

 

   

t

α

Pg

CUARTO NIVEL

MUROS

 

X1 X2

       

X3 X4 X5 X6

 

Y1 Y2

  

Y3

 

t

α

Pg

3.24 15.79 2.16 0.47 6.55 14.80

8.42 41.05 5.62 1.22 17.03 38.49

1.35 3.05 3.05 1.70 2.20 2.76

0.14 0.14 0.14 0.14 0.14 0.14

2.91 3.93 3.88 2.46 4.71 5.72

0.52 1.00 1.00 0.65 0.85 1.00

12 0..7 35 8 6.39

27 6..1 96 8 16.62

14 1..3 35 0 5.20

0..1 14 4 0 0.24

28 3..3 38 2 14.13

1..0 00 0 1 1.00

 

Y4

 

11.69

30.39

12.80

0.14

27.28

1.00

VERIFI VER IFICA CACIÓ CIÓN N DE LA LA RESIS RESISTEN TENCIA CIA A



  mi V 

∑▒_ ≥_

COLO CO LOCA CAR R ACE ACERO RO MÍNI MÍNIMO MO (FIN (FIN DE DELL DIS DISEE

ANALISIS EN EL EJE X-X

∑▒ "  "



 

PRIMER PISO

   

SEGUNDO PISO TERCER PISO CUARTO PISO QUINTO PISO

     

48.83 .83 50.96 .96 59.16 .16 75.62 0.00 Ton

149.90 .90 134.99 .99 105.18 .18 6 60 0.46 0.00 Ton

OK,COLOCAR ACERO MÍNIMO OK,COLOCAR ACERO MÍNIMO OK,COLOCAR ACERO MÍNIMO OK,COLOCAR ACERO MÍNIMO OK

 

 

GONAL

t * L    0.23 * Pg 

Vm

0.55*Vm 4..2 57 8 10 10.23 5.43 8.43 9.89 82.06 20.90 43.18 94.63

Vm

2..6 55 2 5 5.63 2.99 4.63 5.44 45.13 11.50 23.75 52.05

0.55*Vm

CONTROL DE FISURACION

V e  0    .55  V m C CO OR RR REEG GIIR R OK OK CORREGIR CORREGIR OK OK OK OK

P PLLA AC CA A

PLACA PLACA

CONTROL DE FISURACION

4.11 11.69

V e  0    .55  V m 2.26 CORREGIR 6.43 CORREGIR

PLACA PLACA

14 1..8 66 6 7.90

6..6 47 1 2 4.35

PLACA

OK OK CORREGIR

 

10.74 77.51 23.80 52.53 88.96

Vm

5.91 42.63 13.09 28.89 48.93

0.55*Vm 3.65 14.50 14.48 5.07 8.74 12.74 72.95 28.02 55.37 83.30

Vm

CORREGIR OK OK OK OK

CONTROL DE FISURACION

V e  0    .55  V m 2.01 CORREGIR 7.97 CORREGIR 7.96 OK 2.79 4.81 7.00 40.12 15.41 30.45 45.82

0.55*Vm

PLACA

OK CORREGIR CORREGIR OK OK OK OK

PLACA PLACA

PLACA PLACA

CONTROL DE FISURACION

4.59 17.98 17.97 6.79 11.51 16.77

2.53 9.89 9.89 3.73 6.33 9.22

V e  0    .55  V m CORREGIR CORREGIR OK OK CORREGIR CORREGIR

6 28 6..6 24 9 53.17

3 17 4..7 45 6 29.24

OK OK OK

PLACA PLACA

PLACA PLACA

 

77.95

 

OK

CORTE DEL EDIFICIO

 ≥_  

42.87

V   Ei

ÑO ANTE CARGAS COPLANARES)

ANALISIS EN EL EJE Y-Y

∑▒ ""



 

240.77 SEGUNDO PISO   242.81   239.64 TERCER PISO CUARTO PISO   226.05   0.00 QUINTO PISO Ton PRIMER PISO

 

149.90 OK,COLOCAR ACERO MÍNIMO 134.99 OK,COLOCAR ACERO MÍNIMO 105.18 OK,COLOCAR ACERO MÍNIMO 60.46 OK 0.00 OK Ton

 

DISEÑO DE ALBAÑILERIA CONFIN AMPLIFICACIÓN DE CARGAS PARA EL DISEÑO =×(/ )

=×(/ )) 

PRIMER PISO MURO

SEGUNDO PISO

Vm1/Ve1 Vui (T (Ton) on) Mui (T (Tonon-m) m)

X1 X2 X3 X4 X5 X6

2.0 2.0 2.0 3.0 2.0 2.0

     

Y1 Y2 Y3 Y4

3.0 3.0 2.7 3.0

MURO

Vm1/Ve1

   

16.01 78.15 10.70 10 3.50 32.45 73.22

125.16 610.82 83.60 27.34 253.63 572.40

X1 X2 X3 X4 X5 X6

2.0 2.0 2.0 3.0 2.0 2.0

       

77.16 20.48 43.18 86.92

602.98 160.07 337.41 679.22

Y1 Y2 Y3 Y4

3.0 3.0 2.7 3.0

 

VERI VE RIFI FICA CACI CIÓN ÓN DE DE LA NEC NECES ESID IDAD AD DE DE COLO COLOCA CAR R REFU REFUER ERZZO HORI HORIZZON

≥

ó ≥.×^′ 

PRIMER PISO MURO X1 X2 X3 X4 X5 X6

SEGUNDO PISO Vu

           

16.01 78.15 10.70 3.50 32.45 73.22

Vm 4.58 10.27 10.23 5.43 8.43 9.89

σm 49.82 39.49 38.99 44.64 67.90 53.86

0.05*f'm 32.50 NO 32.50 NO 32.50 NO 32.50 SI 32.50 NO 32.50 NO

MURO X1 X2 X3 X4 X5 X6

Vu            

14.42 70.37 9.63 3.15 29.23 65.94

 

Y1 Y2 Y3 Y4

       

77.16 20.48 43.18 86.92

82.06 20.90 43.18 94.63

57.11 59.01 36.37 61.97

32.50 SI 32.50 SI 32.50 NO 32.50 SI

Y1 Y2 Y3 Y4

       

69.49 18.45 38.88 78.27

=/ (×)≥.    ∅ /"   espaciadas a s=22.86 cm, CADA DOS HILADAS ACERO DE DIAMETRO 1/4"

VERIFICACIÓN VERIFICACIÓ N DEL AGRIET AGRIETAMIENT AMIENTO O DIAGONAL DIAGONAL EN LOS ENTREPISO ENTREPISO DEBEMOS VERIFICAR QUE:

>

SEGUNDO PISO MURO PLACA PLACA

PLACA PLACA

X1 X2 X3 X4 X5 X6 Y1 Y2 Y3 Y4

Vmi                    

4.11 11.69 11.66 4.86 7.90 10.74 77.51 23.80 52.53 88.96

TERCER PI MURO

Vui 14.42 MURO AGRIETADO   70.37 MURO AGRIETADO   9.63 OK, MURO NO AGRIETADO 3.15 OK, MURO NO AGRIETADO 29.23 MURO AGRIETADO   65.94 MURO AGRIETADO   69.49 OK, MURO NO AGRIETADO 18.45 OK, MURO NO AGRIETADO 38.88 OK, MURO NO AGRIETADO 78.27 OK, MURO NO AGRIETADO

PLACA PLACA

PLACA PLACA

X1 X2 X3 X4 X5 X6 Y1 Y2 Y3 Y4

 

DA

TERCER PISO MURO

Vui (T (Ton on)) Mu Muii (T (Ton on-m -m))

Vm1/Ve1 Vui (Ton (Ton)) Mu Muii (T (Ton-m on-m))

14.42 70.37 9.63 3.15 29.23 65.94

83.53 407.65 55.79 18.25 169.25 382.02

X1 X2 X3 X4 X5 X6

2.0 2.0 2.0 3.0 2.0 2.0

69.49 18.45 38.88 78.27

402.37 106.81 225.15 453.24

Y1 Y2 Y3 Y4

3.0 3.0 2.7 3.0

   

   

11.23 54.83 7.51 2.46 22.77 51.38

46.05 224.67 30.75 10.05 93.27 210.57

       

54.14 14.37 30.30 60.99

221.70 58.85 124.06 249.73

   

AL EN LOS MUROS

TERCER PISO Vm 4.11 11.69 11.66 4.86 7.90 10.74

σm

0.05*f'm 38.18 29.19 28.83 32.96 49.87 40.56

32.50 NO 32.50 NO 32.50 NO 32.50 SI 32.50 NO 32.50 NO

MURO X1 X2 X3 X4 X5 X6

Vu            

11.23 54.83 7.51 2.46 22.77 51.38

σm

Vm 3.65 14.50 14.48 5.07 8.74 12.74

26.54 18.90 18.68 21.29 31.85 27.26

 

77.51 23.80 52.53 88.96

42.60 43.46 27.91 45.94

32.50 SI 32.50 SI 32.50 NO 32.50 SI

Y1 Y2 Y3 Y4

       

54.14 14.37 30.30 60.99

72.95 28.02 55.37 83.30

28.09 27.91 19.44 29.91

 SUPERIORES

  SO

CUARTO PISO Vmi 3.65 14.50 14.48 5.07 8.74 12.74 72.95 28.02 55.37 83.30

MURO

Vui 11.23 MURO AGRIETADO   PLACA 54.83 MURO AGRIETADO   PLACA 7.51 OK, MURO NO AGRIETADO 2.46 OK, MURO NO AGRIETADO 22.77 MURO AGRIETADO   PLACA 51.38 MURO AGRIETADO   PLACA 54.14 OK, MURO NO AGRIETADO 14.37 OK, MURO NO AGRIETADO 30.30 OK, MURO NO AGRIETADO 60.99 OK, MURO NO AGRIETADO

X1 X2 X3 X4 X5 X6 Y1 Y2 Y3 Y4

Vmi                    

4.59 17.98 17.97 6.79 11.51 16.77 68.64 26.29 53.17 77.95

Vui 6.48 31.58 4.32 1.41 13.10 29.61 31.13 8.26 17.42 35.06

 

CUARTO PISO MURO

QUINTO PISO

Vm1/Ve1 Vui (Ton) Mui (Ton-m)

X1 X2 X3 X4 X5 X6

2. 0 2. 0 2. 0 3. 0 2. 0 2. 0

Y1 Y2 Y3 Y4

3. 0 3. 0 2. 7 3. 0

                   

MURO

Vm1/Ve1 Vui (Ton)

6.48 31.58 4.32 1.41 13.10 29.61

16.84 82.11 11.23 3.67 34.06 76.98

X1 X2 X3 X4 X5 X6

2.0 2.0 2.0 3.0 2.0 2.0

           

0.00 0.00 0.00 0.00 0.00 0.00

31.13 8.26 17.42 35.06

80.94 21.48 45.29 91.17

Y1 Y2 Y3 Y4

3.0 3.0 2.7 3.0

       

0.00 0.00 0.00 0.00

σm

0.05*f'm

CUARTO PISO 0.05*f'm 32.50 NO 32.50 NO 32.50 NO 32.50 NO 32.50 NO 32.50 NO

MURO X1 X2 X3 X4 X5 X6

Vu            

Vm 6.48 31.58 4.32 1.41 13.10 29.61

4.59 17.98 17.97 6.79 11.51 16.77

16.05 9.96 9.83 11.26 17.18 15.88

32.50 NO 32.50 NO 32.50 NO 32.50 NO 32.50 NO 32.50 NO

 

32.50 NO 32.50 NO 32.50 NO 32.50 NO

MURO AGRIETADO MURO AGRIETADO OK, MURO NO AGRIETADO OK, MURO NO AGRIETADO MURO AGRIETADO MURO AGRIETADO OK, MURO NO AGRIETADO OK, MURO NO AGRIETADO OK, MURO NO AGRIETADO OK, MURO NO AGRIETADO

Y1 Y2 Y3 Y4

       

31.13 8.26 17.42 35.06

68.64 26.29 53.17 77.95

16.24 15.55 11.78 16.94

32.50 NO 32.50 NO 32.50 NO 32.50 NO

 

Mui (Ton-m) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

 

NOTTA: LOS CO COLLUM UMNA NASS DE DE CON CONFI FINA NAMI MIEN ENTTO SER SERAN AN CO CONT NTA A NO

CALLCULA CA ULAMOS EL MOME OMENTO NTO RE RESIDU IDUAL "M" "M", LA LA FU FUE =−/××

 

PRIMER PISO MURO

Mu (Ton-m)

Vm (Ton)

PLACA

X1

 

125.16

16.01

PLACA

X2 X3 X4 X5 X6 Y1 Y2 Y3 Y4

   

610.82 83.60

78.15 10.70

 

27.34

3.50

 

253.63

32.45

 

572.40

73.22

 

602.98

77.16

 

160.07

20.48

 

337.41

43.18

 

679.22

86.92

PLACA PLACA

CALCULO DE LAS FUERZAS INTERNAS EN LAS COLU

 

TRACCIÓN

INTERIOR

EXTREMA

×/−

−

TRACCIÓN (Ton) "T" MURO PLACA PLACA

PLACA PLACA

X1 X2 X3 X4 X5 X6 Y1 Y2 Y3 Y4

extrema T1

 

71.62 156.57

   

interior T2

 

           

14.13 8.29 85.24 160.61 30.19 19.56 30.82 22.98

5.51

-0.94

COMPRESION (Ton) "C" MURO PLACA PLACA

PLACA PLACA

X1 X2 X3 X4 X5 X6 Y1 Y2 Y3 Y4

extrema C1

 

interior C2

   

80.59 172.23 30.87 18.11 104.02 179.89 57.41 40.85

   

75.70 64.14

         

4.05

10.45

 

CORTANTES (Ton) "Vc" MURO PLACA PLACA

PLACA PLACA

X1 X2 X3 X4 X5 X6 Y1 Y2 Y3 Y4

extrema Vc1

                   

interior Vc2

8.00 38.43 5.35 1.75 16.23 28.92 6.22 4.94 21.59 7.13

4.15

4.75

ACERO LONGITUDINAL, DISEÑO POR COMPRESION =((+/))/(×∅)≥ (0.1×^ ′ ×" " )/ ∅=0.85 = 0.8  sin sin 

(í 4 ∅ 8  

MURO PLACA PLACA

PLACA PLACA

X1 X2 X3 X4 X5 X6 Y1 Y2 Y3 Y4

As1 (cm2)

                   

As2 (cm2)

22.87 57.31 5.83 2.94 29.56 55.11 10.63 7.21 16.19 8.93

2.99

1.40

 

 

NOTA : VERIFICAMOS QUE LOS MUROS QUE CO MAY MA YOR VAL ALOR OR OB OBTEN TENID ID MURO PLACA PLACA

PLACA PLACA

Barras C1

X1 X2 X3

∅/ " ∅/ "

X4 X5 X6 Y1 Y2 Y3 Y4

∅/"

Barras C2

∅/"

∅/ " ∅/ " 6∅/"

4∅/

∅/ " 6∅/"

∅/ "

6∅ ∅// 8

AREA DE ACERO A UTILIZAR

MURO PLACA PLACA

PLACA PLACA

As1 (cm2)

X1 X2 X3 X4 X5 X6 Y1 Y2

           

   

Y3 Y4

  

2.84 2.84 7.92 5.08 5.08 2.84 11.88 7.92

As2 (cm2)

5.08

17.10 11.88

2.84

  MURO PLACA PLACA

PLACA PLACA

X1 X2 X3 X4 X5 X6 Y1

An1 (cm2)

         

   

An2 (cm2)

725.56 1642.35 83.84 36.86 896.33 1718.92 236.80

-103.82

 

Y2 Y3 Y4

     

MURO PLACA PLACA

PLACA PLACA

X1 X2 X3 X4 X5 X6 Y1 Y2

183.65 271.50 304.10

Acf1 (cm2)

 

≥15=210

NO

≥15=210

NO

≥15=210

NO

≥15=210

NO

       

224.22 1076.54 149.81 49.00 454.51 810.03 174.19 138.50

≥15=210

NO

≥15=210

NO

≥15=210

NO

≥15=210

NO

   

604.72 199.72

≥15=210 ≥15=210

SI NO

     

Y3 Y4

EN LA INTERCEPCION

NOTA: BASE * PERALTE (sismo)

MURO PLACA PLACA

PLACA PLACA

PLACA PLACA

COL.1 (cm2)

COL.2 (cm2)

X1 X2 X3 X4 X5

         

C.14*25 C.14*25 C.14*30 C.14*25 C.14*25

X6 Y1 Y2 Y3 Y4

         

C.14*25 C.40*14 C.30*14 C.40*14 C.40*14

MURO

23.83

An1

(cm2)

C.25*14 An2 (cm2)

X1 X2

   

210.00 210.00

X3 X4

 

149.81 49.00

 

C.25*14

 

PLACA PLACA

X5 X6 Y1 Y2 Y3 Y4

       

896.33 1718.92 236.80 183.65 604.72

116.13

 

304.10

133.14

 

COMPARAMOS CON LOS Acf FINAL MURO PLACA PLACA

PLACA PLACA

Ac1 (cm2)

Ac2 (cm2)

X1 X2 X3 X4 X5 X6

           

210.00 210.00 420.00 350.00 210.00 210.00

Y1 Y2 Y3 Y4

       

560.00 420.00 560.00 560.00

350.00

350.00

VERIFICAMOS QUE EL AREA DE ACERO SEA MAYOR O IGUAL A :

MURO PLACA PLACA

PLACA PLACA

X1 X2 X3 X4 X5 X6 Y1

As1 (cm2)

             

2.84 2.84 7.92 5.08 5.08 2.84 11.88

( .×^′ × "   " )/

1.05 1.05 2.10 1.75 1.05 1.05 2.80

 

Y2 Y3 Y4

 

7.92 17.10 11.88

   

2.10 2.80 2.80

NUESTRAS SECCIONES FINALES Y MURO PLACA PLACA

PLACA PLACA

COL.1 (cm2)

Barras C1

X1 X2 X3 X4 X5 X6 Y1 Y2

               

C.14*25 C.14*25 C.14*30 C.14*25 C.14*25 C.14*25 C.40*14 C.30*14

Y3 Y4

   

C.40*14 C.40*14

4Ø5/8" 4Ø1/2"

6 6Ø Ø5/8" 4Ø5/8" 6 6Ø Ø3/4" 6 6Ø Ø5/8"

ESTRIBOS DE CONFINAMIENTO    6     1@5, 4@10, resto @25cm LA ZONA DE CONFINAMIENTO SERA DE 45 cm Ó 1.5*d Debera colocarse el menor de los siguientes espaciamientos:

_=(_×)/(.×_×^ ′ ×(/−) )

_=(_×)/(.×_×^′ )

X-X MURO S1 S2

   

COL. 1 14 4*25 (cm2) 10.14 16.90

COL. 1 14 4*30 (cm2) 9.47 16.90

 

S3 S4

   

6.25 10.00

7.50 10.00

CUADRO DE ESTRIBOS FINALES COL. 1 15 5*25 (cm2)

COL. 3 30 0*15 (cm2)

 

  ∅ /" 6@.;@ 

∅ /" @;@ 

SEGÚN MI PREDIMENSIONAMIENTO MI VIGA SOLERA ES DE 30*20

ACERO LONGITUDINAL SOLO TRABAJA A TRACCIÓN PARA SOPORTAR LA FUERZA "Ts"

=1×/ (2×)

 =/(∅×)≥(0.1×^′ " "  =/(∅×)≥(0.1×^′ ×)/ ∅=0.9

NOTA: TENER EN CUENTA LA UBI MURO PLACA PLACA

PLACA PLACA

Lm (m)

Vm1 (Ton)

X1 X2 X3 X4 X5

         

1.35 3.00 3.05 1.70 2.20

16.01 78.15 10.70 3.50 32.45

X6 Y1

   

2.18 4.25

73.22 77.16

 

Y2 Y3 Y4

     

2.80 5.20 4.20

20.48 43.18 86.92

ESTRIBOS DE CONFINAMIENTO EN LA VIGA SOLERA SE COLOCARA ESTRIBOS MÍNIMOS DE ∅ 1/4" ESPA ESPACIADOS CIADOS DE LA SIGUIENTE MANERA: 1@5; 4@10; resto @ 25cm

í :@

ACERO LONGITUDINAL =×(/ ))  =/ 

=−>

=/(∅)≥(.×^′ ×" " )/ ∅=.

SEGUNDO NIVEL MURO PLACA PLACA

PLACA PLACA

X1 X2 X3 X4 X5 X6

Mu (Ton-m)

           

F

83.53 407.65 55.79 18.25 169.25 382.02

((T Ton)

61.88 133.65 18.29 10.73 76.93 138.41

 

Y1 Y2 Y3 Y4

       

402.37 106.81 225.15 453.24

35.61 24.56 43.30 35.41

NOTA: TE MURO PLACA PLACA

PLACA PLACA

X1 X2 X3 X4 X5 X6 Y1 Y2 Y3 Y4

T1 (Ton)

                   

T6 (Ton)

58.41 127.80 11.88 7.07 69.93 0.00 25.30 0.00 25.76 19.75

58.41 127.80 11.79 7.07 69.93 0.00 25.30 16.58 0.00 19.59

TERCER NIVEL MURO PLACA

X1

PLACA

X2 X3 X4 X5 X6 Y1 Y2 Y3 Y4

PLACA PLACA

Mu (Ton-m)

   

     

         

F

((T Ton)

46.05

34.11

224.67 30.75 10.05 93.27 210.57 221.70 58.85 124.06 249.73

73.66 10.08 5.91 42.39 76.29 19.62 13.53 23.86 19.51

 

MURO PLACA PLACA

PLACA PLACA

X1 X2 X3 X4 X5 X6 Y1 Y2 Y3 Y4

T1 (Ton)

           

 

     

T6 (Ton)

31.66 69.79 5.62

31.66 69.79 5.54

3.49 37.78 71.23 12.61 8.23 11.22 8.78

3.49 37.78 71.23 12.61 8.23 11.39 8.61

CUARTO NIVEL MURO PLACA PLACA

PLACA PLACA

X1 X2 X3 X4 X5 X6 Y1

     

Y2 Y3 Y4

MURO PLACA PLACA

PLACA

Mu (Ton-m)

X1 X2 X3 X4 X5

F

((T Ton)

     

16.84 82.11 11.23 3.67 34.06 76.98 80.94

12.48 26.92 3.68 2.16 15.48 27.89 7.16

     

21.48 45.29 91.17

4.94 8.71 7.12

 

T1 (Ton)

         

T6 (Ton)

11.02 24.96 1.12 0.93 13.13

11.02 24.96 1.03 0.93 13.13

 

PLACA

X6 Y1 Y2 Y3 Y4

 

25.03 3.28 2.15 0.85 1.04

       

25.03 3.28 2.15 1.02 0.88

DISEÑO POR COMPRESIÓN =+  =+(/∅−×"  =+(/∅−×" " )/(0.85××^′ ) ∅=0.7 estribos  =0.8     sin 〖 〗 〗

SEGUNDO NIVEL MURO PLACA PLACA

PLACA PLACA

X1 X2 X3 X4 X5 X6 Y1 Y2 Y3 Y4

C1 (Ton)

 

An1

65.34 139.51 24.80 14.40 83.94 145.76 45.92 32.53 60.67 51.23

                 

(cm2)

573.01 1314.95 103.73 63.36 695.36 1401.37 234.34 181.08 0.00 287.48

TERCER NIVEL MURO

C (Ton)

An1

(cm2)

 

PLACA PLACA

PLACA PLACA

X1 X2 X3 X4 X5

       

36.56 77.53 14.63 8.34 47.01

0.00 0.00 65.63 2.72 389.59

X6 Y1 Y2 Y3 Y4

        

8 21 6..3 65 3 18.83 36.33 30.41

0..0 080 122 107.70 0.00 223.50

 

CUARTO NIVEL MURO

C (Ton)

PLACA

X1

 

PLACA

X2 X3 X4 X5 X6 Y1 Y2 Y3 Y4

 

PLACA PLACA

   

           

An1

(cm2)

13.93

0.00

28.88 6.34 3.39 17.84 30.75 11.05 7.73 16.40 13.37

0.00 -17.27 -46.78 97.78 226.95 29.85 -3.35 83.39 53.05

LAS COL LAS COLUM UMNA NASS INT INTER ERNA NASS POD PODRA RAN N TEN TENER ER RE REFU FUER ER

Lass vi La viga gass sole solerras se se dise diseña ñarran a tr trac acci ción ón con con una una fue fue =×/ (×) =/(∅×)≥(.×^′ " " ×)/

∅=.

 

∅=.

SEGUNDO NIVEL MURO PLACA PLACA

PLACA PLACA

Vu (Ton)

X1 X2 X3 X4 X5 X6 Y1 Y2

   

Y3 Y4

Lm

(m)

       

14.42 70.37 9.63 3.15 29.23 65.94 69.49 18.45

1.35 3.00 3.05 1.70 2.20 2.18 4.25 2.80

   

38.88 78.27

5.20 4.20

   

TERCER NIVEL MURO PLACA PLACA

PLACA PLACA

X1 X2 X3 X4 X5 X6 Y1 Y2 Y3 Y4

Vu (Ton)

                  

Lm

(m)

11.23 54.83

1.35 3.00

7 2..5 41 6 22.77 51.38 54.14 14.37 30.30 60.99

3 1..0 75 0 2.20 2.18 4.25 2.80 5.20 4.20

CUARTO NIVEL MURO

Vu (Ton)

Lm

(m)

 

PLACA PLACA

PLACA PLACA

X1 X2 X3 X4 X5 X6 Y1 Y2 Y3 Y4

                  

6.48 31.58 4.32 1.41 13.10

1.35 3.00 3.05 1.70 2.20

2 39 1..6 11 3 8.26 17.42 35.06

2 4..1 28 5 2.80 5.20 4.20

             /" ; @; @; @

 

COLUMNAS DE CONFINAMIEN  

AS DE IZQUIERDA A DERECHA Y DE ABAJO HACIA ARRIBA

ZA AXIAL "F" Y "Pc" donde h = altura del primer piso

=/

 

"MUROS AGRIETADOS"

h

(m)

L

(m)

Lm (m)

M (Ton-m)

2.80

1.35

1.35

102.75

2.80 2.80

3.05 3.05

3.00 3.05

501.42 68.63

2.80

1.70

1.70

22.44

2.80

2.20

2.20

208.20

2.80

2.76

2.18

469.88

2.80

11.30

4.25

494.96

2.80

4.35

2.80

131.40

2.80

5.20

5.20

276.97

2.80

12.80

4.20

557.54

NAS DE CONFINAMIENTO

 

COMPRESIÓN

−(×)/ (×)

.×(× " )/(×(+)

+

  interior T3

interior T4

interior T5

extrema T6

71.62 156.57

4.72 2.54

4.88

-0.94

-0.94

5.51

14.04 8.29 85.24 160.61 30.19 19.56 30.99 22.81

  interior C3

interior C4

4.84 4.05 10.45

interior C5

4.68

10.45

extrema C6

4.05

80.59 172.23 30.87 18.11 104.02 179.89 57.41 40.85 74.91 63.51

 

  interior Vc3

interior Vc4

interior Vc5

4.15 3.30

4.15

4.75

4.75

4.15

extrema Vc6

8.00 38.43 5.35 1.75 16.23 28.92 6.22 4.94 21.59 7.13

  DISEÑO POR CORTE FRICCIÓN =+(/∅−×)/ (0.85××^′ )

∅=0.7  =0.8  sin 〖  〗 〗

Acero Longitudinal As3 (cm2)

As4 (cm2)

As5 (cm2)

2.77 1.87

2.82

1.40

1.40

2.99

As6 (cm2)

22.87 57.31 5.80 2.94 29.56 55.11 10.63 7.21 16.24 8.89

 

 

Barras C3

Barras C4

Barras C5

Barras C6 ∅/ " ∅/ "

∅/" ∅/" ∅

"

/"

/"  ∅

4∅/"

4∅/"

6∅/" 4∅/"

4∅/"

4∅/"

∅/ " 6∅/"

4∅/"

∅/ "

As3 (cm2)

As4 (cm2)

As5 (cm2)

5.08 2.84

5.08

2.84

2.84

5.08

As6 (cm2)

2.84 2.84 7.92 5.08 5.08 9.04 11.88 7.92 17.10 11.88

Diseño por compresión An3 (cm2)

An4 (cm2)

An5 (cm2)

An6 (cm2)

725.56 1642.35 83.84 36.86 896.33 1542.77

95.91

97.56

103.82

236.80

 

-40.15 23.83

Acf1 FINAL (cm2)

183.65 263.60 297.84

23.83

Acf2 (cm2)

224.22 1076.54 210.00 210.00 454.51 810.03 210.00 210.00 604.72 210.00

Acf2 FINAL (cm2)

116.13

≥15=210

NO

 

210.00

133.14

≥15=210

NO

 

210.00

  E MUROS TOMAMOS TOMAMOS EL DISEÑO MAYOR MAYOR DE LOS CONFINAMIENTOS COL.3 (cm2)

COL.4 (cm2)

COL.5 (cm2)

COL.6 (cm2)

C.14*25 C.14*25 C.14*30 C.14*25 C.14*25

An3

C.25*14 C.25*14

C.25*14

C.25*14

C.25*14

(cm2)

An4

(cm2)

C.25*24 C.40*14 C.30*14 C.40*14 C.40*14

C.25*14

An5 (cm2)

An6

(c (cm2)

210.00 210.00 149.81 49.00

 

116.13 92.33

116.13

133.14

133.14

116.13

297.84

Ac4 (cm2)

Ac3 (cm2)

210.00 420.00 236.80 183.65 604.72

Ac5 (cm2)

Ac6 (cm2)

210.00 210.00 420.00 350.00 210.00 420.00 350.00 350.00

350.00

350.00

350.00

( .×^′ × "   " )/

350.00

560.00 420.00 560.00 560.00

OK

Acero Longitu

( .×^′ × "   " )/

As2 (cm2)

5.08

As3 (cm2)

1.75

5.08

( .×^′ × "   " )/

1.75

 

2.84

 

1.75

2.84

1.75

2.84

1.75

CEROS SERIAN: COL.2 (cm2)

Barras C2

COL.3 (cm2)

C.25*14

4Ø1/2"

C.25*14 C.25*14

4Ø1/2" 4Ø1/2"

C.25*14

4Ø3/8"

C.25*14

4Ø3/8"

   : 

_=/≥ 

_= 

Y-Y COL. 40*14 (cm2) 13.52 5.92

Barras C3

COL. 30*14 (cm2) 11.04 7.89

COL. 25*14 (cm2) 7.10 9.47

5.92

7.89

9.47

5.00 10.00

5.00 10.00

5.00 10.00

 

COL. 15*40 (cm2)   ∅ /" @;@ 

DISEÑO DE VIGAS SOLERAS

í  ∅ 

Acs = Área de la sección transversal de la viga solera

 

ACIÓN DE LOS MUROS EN UN MISMO EJE Ts (Ton)

(.×^′ " " ×)/

As (cm2)

As FINAL (cm2)

8.00 38.43 5.35 1.75 16.23

2.12 10.17 1.41 0.46 4.29

2.50 2.50 2.50 2.50 2.50

2.50 10.17 2.50 2.50 4.29

28.92 14.51

7.65 3.84

2.50 2.50

7.65 3.84

 

6.59 21.59 14.26

1.74 5.71 3.77

2.50 2.50 2.50

2.50 5.71 3.77

DISEÑO DE LOS MUROS NO AGRIE DISEÑO DE LAS COLUMNAS DE CONFI @

Pg (Ton)

Nc

6.93 11.71 11.58 7.33 14.00 14.70

Pc (Ton)

2.00 2.00 2.00 2.00 2.00 2.00

Pt1 (Ton)

3.47 5.85 5.79 3.67 7.00 7.35

0.00 0.00 0.63 0.00 0.00 0.00

 

61.86 23.92 33.49 75.15

 

6.00 3.00 2.00 5.00

10.31 7.97 16.75 15.03

0.00 0.00 0.79 0.63

ER EN CUENT CUENTA A EL DISEÑO OBTENIDO DEL PRIMER NIVEL (.×^′ As1

(m2)

As2 (m2)

×" " )/

As FINAL (cm2)

15.45 33.81 3.14 1.87 18.50 0.00

15.45 33.81 3.12 1.87 18.50 0.00

1.75 1.75 1.75 1.75 1.75 1.75

15.45 33.81 3.14 1.87 18.50 1.75

6 0..6 09 0 6.82 5.23

6 4..6 39 9 0.00 5.18

1 1..7 75 5 1.75 1.75

6 1..6 79 5 6.82 5.23

Pg (Ton)

Nc

Pc (Ton)

Pt1 (Ton)

4.89

2.00

2.45

0.00

7.74 7.66 4.85 9.23 10.12 42.06 15.91 23.69 50.53

2.00 2.00 2.00 2.00 2.00 6.00 3.00 2.00 5.00

3.87 3.83 2.42 4.61 5.06 7.01 5.30 11.84 10.11

0.00 0.63 0.00 0.00 0.00 0.00 0.00 0.79 0.63

(.×^′

×" " )/

 

As1

(cm2)

As FINAL (cm2)

8.38 18.46 1.49

8.38 18.46 1.46

1.75 1.75 1.75

8.38 18.46 1.75

0.92 9.99 18.85 3.34 2.18 2.97 2.32

0.92 9.99 18.85 3.34 2.18 3.01 2.28

1.75 1.75 1.75 1.75 1.75 1.75 1.75

1.75 9.99 18.85 3.34 2.18 2.97 2.32

Pg (Ton)

As1

(.×^′ ×" " )/

As2 (cm2)

Nc

Pc (Ton)

Pt1 (Ton)

2.91 3.93 3.88 2.46 4.71 5.72 23.32

2.00 2.00 2.00 2.00 2.00 2.00 6.00

1.46 1.96 1.94 1.23 2.36 2.86 3.89

0.00 0.00 0.63 0.00 0.00 0.00 0.00

8.38 14.13 27.28

3.00 2.00 5.00

2.79 7.07 5.46

0.00 0.79 0.63

(cm2)

(.×^′ ×" " )/

As2 (cm2)

2.92 6.60 0.30 0.25 3.47

2.92 6.60 0.27 0.25 3.47

1.75 1.75 1.75 1.75 1.75

As FINAL (cm2)

2.92 6.60 1.75 1.75 3.47

 

6.62 0.87 0.57 0.23 0.28

An2

(cm2)

573.01 1314.95 0.00 63.36 695.36 0.00 234.34 181.08 526.27 287.48

An2

(cm2)

6.62 0.87 0.57 0.27 0.23

COL.1

C.15*25 C.15*25 C.25*25 C.25*25 C.15*25 C.15*25 C.25*25 C.25*25 C.25*25 C.25*25

COL.1

1.75 1.75 1.75 1.75 1.75

COL.2

C.15*25 C.15*25 C.25*25 C.25*25 C.15*25 C.25*25 C.25*25 C.25*25 C.25*25 C.25*25

COL.2

6.62 1.75 1.75 1.75 1.75

An1 (cm2)

231.00 231.00 441.00 441.00 231.00 231.00 441.00 441.00 441.00 441.00

An1 (cm2)

 

An2

0.00 0.00 65.63 2.72 389.59

C.15*25 C.15*25 C.15*25 C.15*25 C.15*25

C.15*25 C.15*25 C.15*25 C.15*25 C.15*25

231.00 231.00 375.00 375.00 231.00

0.00 122.08 107.70 0.00 223.50

C.15*25 C.25*25 C.25*25 C.25*25 C.25*25

C.25*25 C.25*25 C.25*25 C.25*25 C.25*25

231.00 375.00 375.00 375.00 375.00

(cm2)

COL.1

COL.2

An1 (cm2)

0.00

C.15*25

C.15*25

231.00

0.00 -17.27 -46.78 97.78 226.95 29.85 -3.35 83.39 53.05

C.15*25 C.15*25 C.15*25 C.15*25 C.15*25 C.15*25 C.15*25 C.15*25 C.15*25

C.15*25 C.15*25 C.15*25 C.15*25 C.15*25 C.15*25 C.15*25 C.15*25 C.15*25

231.00 375.00 375.00 231.00 231.00 375.00 375.00 375.00 375.00

O MÍNIMO

DISEÑO DE LAS VIGAS SOLER  

rza igual a "T"

í  ∅   

 

NOTA: LAS SOLERAS DEL PREDIMENSIONAMIENTO SON DE 25*20

Ts (Ton)

As (cm2)

As FINAL (cm2)

7.21 34.61 4.82 1.58 14.61 26.04 13.07 5.94

1.91 9.16 1.27 0.42 3.87 6.89 3.46 1.57

2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50

2.50 9.16 2.50 2.50 3.87 6.89 3.46 2.50

19.44 12.84

5.14 3.40

2.50 2.50

5.14 3.40

Ts (Ton)

Ts (Ton)

(.×^′ " " ×)/

As (cm2)

(.×^′ " " ×)/

As FINAL (cm2)

5.62 26.97

1.49 7.13

2.50 2.50

2.50 7.13

3.75 1.23 11.39 20.29 10.18 4.63 15.15 10.01

0.99 0.32 3.01 5.37 2.69 1.22 4.01 2.65

2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50

2.50 2.50 3.01 5.37 2.69 2.50 4.01 2.65

As (cm2)

(.×^′ " " ×)/

As FINAL (cm2)

 

3.24 15.53 2.16 0.71 6.55

0.86 4.11 0.57 0.19 1.73

2.50 2.50 2.50 2.50 2.50

2.50 4.11 2.50 2.50 2.50

11.69 5.85 2.66 8.71 5.75

3.09 1.55 0.70 2.30 1.52

2.50 2.50 2.50 2.50 2.50

3.09 2.50 2.50 2.50 2.50

     

 

TO

 

F (Ton)

Pg (Ton)

C1

C2

76.11

8.97

0.00

-

164.40

15.67

0.00

-

22.50

15.50

0.63

-

13.20

9.82

0.00

-

94.63

18.78

0.00

-

170.25

19.28

0.00

43.80

81.65

0.00

30.21

31.93

0.00

 

-

53.26

43.30

0.79

 

-

43.56

99.77

0.63

 

-

0.00

0.00

 

CORTANTE

(× " " )/ (×(+ )) .×(×" " )/(×(+))

 

=/(0.2×^′ ×∅)≥15t ∅=0.85

 =Acf+Asf  

PLACA PLACA

PLACA PLACA

 

PLACA PLACA

PLACA PLACA

PLACA PLACA

PLACA PLACA

PLACA PLACA

PLACA PLACA

 

Diseño por corte fricción Acf3 (cm2)

PLACA PLACA

PLACA PLACA

PLACA PLACA

Acf3 FINAL (cm2)

116.13 92.33

≥15=210

NO

≥15=210

133.14

≥15=210

Acf4 (cm2)

210.00 210.00

116.13

NO

   

NO

 

210.00

133.14

 

PLACA PLACA

PLACA PLACA

PLACA PLACA

 

dinal As4 (cm2)

( .×^′ × "   " )/

As5 (cm2)

( .×^′ × "   " )/

5.08

1.75

2.84

1.75

5.08

1.75

 

COL.4 (cm2)

Barras C4

C.25*14

4Ø1/2"

C.25*14

4Ø3/8"

COL.5 (cm2)

Barras C5

C.25*14

0.71 6mm

0.28

4Ø1/2"

1/4

0.32

8mm 3/8

0.50 0.71

 

Barras

4Ø3/8" 4Ø3/8"

As (cm2)

2.84 2.84 2.84 2.84 2.84 2.84

4Ø1/2

5.08

4Ø3/8" 4Ø5/8" 4Ø1/2"

2.84 7.92 5.08

 

TADOS AMIENTO

Pt6 (Ton)

0.00 0.00 0.72 0.00 0.00

0.00

 

0.00 0.00 0.63 0.79

As FINAL (cm2)

Barras 1

Barras 2

As1 (cm2)

15.45 33.81 3.12 1.87 18.50 1.75

4Ø1/2" 4Ø3/8"

4Ø1/2" 4Ø3/8"

2.84 2.84 5.08 2.84 5.08 2.00

6.69 4.39 1.75 5.18

4Ø5/8" 4Ø1/2" 4Ø3/8" 4Ø5/8"

4Ø5/8" 4Ø1/2" 4Ø3/8" 4Ø5/8"

7.92 5.08 2.84 7.92

Pt6 (Ton)

0.00 0.00 0.72 0.00 0.00 0.00 0.00 0.00 0.63 0.79

 

As FINAL (cm2)

8.38 18.46 1.75 1.75 9.99 18.85 3.34 2.18 3.01 2.28

Barras 1

Barras 2

4Ø3/8"

4Ø3/8"

4Ø3/8"

4Ø3/8"

4Ø1/2" 4Ø3/8" 4Ø1/2" 4Ø3/8"

4Ø1/2" 4Ø3/8" 4Ø1/2" 4Ø3/8"

Barras 1

Barras 2

As1 (cm2)

2.84 2.84 2.84 2.84 2.84 2.84 5.08 2.84 5.08 2.84

Pt6 (Ton)

0.00 0.00 0.72 0.00 0.00 0.00 0.00 0.00 0.63 0.79

As FINAL (cm2)

2.92 6.60 1.75 1.75

4Ø3/8" 4Ø3/8"

4Ø3/8" 4Ø3/8"

As1 (cm2)

2.84 2.84 2.84 2.84

3.47

2.84

6.62 1.75 1.75 1.75 1.75

2.84 2.84 2.84 2.84 2.84

 

An2 (cm2)

231.00 231.00 441.00 441.00 231.00 441.00 441.00 441.00 441.00 441.00

4Ø3/8" 4Ø3/8" 4Ø3/8" 4Ø3/8"

4Ø3/8" 4Ø3/8" 4Ø3/8" 4Ø3/8"

Ac1 (cm2)

Ac2 (cm2)

375.00 375.00 625.00 625.00 375.00 375.00 625.00 625.00 625.00 625.00

375.00 375.00 625.00 625.00 375.00 625.00 625.00 625.00 625.00 625.00

An2 (cm2)

Ac1 (cm2)

Ac2 (cm2)

 

231.00 231.00 375.00 375.00 231.00

375.00 375.00 375.00 375.00 375.00

375.00 375.00 375.00 375.00 375.00

441.00 375.00 375.00 375.00 375.00

375.00 375.00 375.00 375.00 375.00

625.00 375.00 375.00 375.00 375.00

An2 (cm2)

S

Ac1 (cm2)

Ac2 (cm2)

231.00

375.00

375.00

231.00 375.00 375.00 231.00 441.00 375.00 375.00 375.00 375.00

375.00 375.00 375.00 375.00 375.00 375.00 375.00 375.00 375.00

375.00 375.00 375.00 375.00 625.00 375.00 375.00 375.00 375.00

 

Barras

As (cm2)

2.84 2.84 2.84 2.84 2.84 2.84 5.08 2.84 7.92 5.08

4Ø3/8" 4Ø3/8"

4Ø1/2" 4Ø3/8" 4Ø5/8" 4Ø1/2"

Barras

As (cm2)

2.84 2.84 4Ø3/8" 4Ø3/8"

4Ø3/8" 4Ø3/8" 4Ø1/2" 4Ø3/8"

2.84 2.84 2.84 2.84 2.84 2.84 5.08 2.84

Barras

As (cm2)

 

4Ø3/8" 4Ø3/8"

4Ø3/8" 4Ø3/8" 4Ø3/8" 4Ø3/8"

2.84 2.84 2.84 2.84 2.84 2.84 2.84 2.84 2.84 2.84

 

Pt (Ton) C3

C4

C5

-

-

-

0.00

-

-

-

0.00

-

-

-

0.72

-

-

-

0.00

-

-

-

0.00

-

-

-

0.00

0.79 0.00

0.63

C6

0.00

0.00

-

-

0.00

-

-

0.63

-

0.79

0.00

 

Acf4 F FIINAL (cm2)

≥15=210

NO

 

210.00

≥15=210

NO

 

210.00

Acf5 ((c cm2)

116.13

≥15=210

NO

 

As6 (cm2)

2.84 2.84 7.92 5.08 5.08 9.04

( .×^′ × "   " )/

1.05 1.05 2.10 1.75 1.05 2.10

11.88

2.80

7.92 17.10 11.88

2.10 2.80 2.80

 

COL.6 (cm2)

C.14*25 C.14*25 C.14*30 C.14*25 C.14*25 C.14*25 C.40*14 C.30*14 C.40*14 C.40*14

Barras C6

4Ø5/8" 4Ø1/2"

6Ø5/8" 4Ø5/8" 6Ø3/4" 6Ø5/8"

 

As2 (cm2)

2.84 2.84 5.08 2.84 5.08 5.08 7.92 5.08 2.84 7.92

 

As2 (cm2)

2.84 2.84 2.84 2.84 2.84 2.84 5.08 2.84 5.08 2.84

As2 (cm2)

2.84 2.84 2.84 2.84

2.84

 

2.84 2.84 2.84 2.84 2.84

 

Nc

Pc (Ton)

2

4.48

2

7.83

2

7.75

2

4.91

2

9.39

2

9.64

6

13.61

3

10.64

2

21.65

5

19.95

 

Acf5 FINAL (cm2)

210.00

Acf6 (cm2)

Acf6 FINAL (cm2)

224.22 1076.54 149.81 49.00 454.51 810.03 174.19 138.50

≥15=210

NO

≥15=210

NO

≥15=210

NO

≥15=210

NO

≥15=210

NO

≥15=210

NO

≥15=210

NO

≥15=210

NO

604.72 199.72

≥15=210 ≥15=210

SI NO

             

224.22 1076.54 210.00 210.00 454.51 810.03 210.00 210.00

   

604.72 210.00

 

 

DISEÑO POR CARGA ORTOGO MURO NO PORTANTE Tipo de estructura alfeizar alfeizer alfeizer tabique tabique tabique alfeizer alfeizer alfeizer alfeizer tabique

Muro AX1 AX2 AX3 AX4 AY1 AY2 AY3 AY4 AY5 AY6 AY7

                     

L(m) 3.30 1.21 1.65 1.65 2.50 1.81 1.20 2.40 0.89 3.44 1.29

e(cm) 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00

a (m) 3.30 1.21 1.65 2.40 2.40 2.40 1.20 0.90 0.89 0.90 2.40

b(m) 0.90 0.90 0.90 2.40 2.50 1.81 0.90 0.90 0.90 0.90 1.29

b/a

0.27 0.74 0.55 1.00 1.04 0.75 0.75 1.00 1.01 1.00 0.54

borde arriostrado 3.00 3.00 3.00 2.00 3.00 3.00 3.00 2.00 3.00 2.00 3.00

MURO PORTANTE Tipo de estructura Portante Portante Portante Portante Portante Portante Portante Portante Portante Portante

Muro

L(m)

e(cm)

X1 X2 X3

     

1.35 3.05 3.05

0.15 0.15 0.15

X4 X5 X6 Y1 Y2 Y3 Y4

     

1.70 2.20 2.76 11.30 4.35 5.20 12.80

0.15 0.15 0.15 0.15 0.15 0.15 0.15

       

a(menor long) 2.40 1.35 3.05 2.40 3.05 2.40

b (MAYOR)

2.40 2.40 2.76 11.30 4.35 5.20 12.80

1.70 2.20 2.40 2.40 2.40 2.40 2.40

b/a

borde arriostrado 0.56 4.00 0.79 4.00 0.79 4.00

0.71 0.92 0.87 0.21 0.55 0.46 0.19

4.00 4.00 4.00 4.00 4.00 4.00 4.00

VERI VE RIFI FICA CACI CION ON D

 

=  = 〖 0.20 0.20× × 〗 ^′ ×[1 ×[1− − (ℎ/35)^2 ]  =/(.)  =(6∗

PRIMER PISO Tipo de estructura Portante Portante Portante Portante Portante Portante Portante Portante Portante Portante

muro X1 X2 X3 X4 X5 X6 Y1 Y2 Y3 Y4

                   

SEGUNDO PISO Tipo de muro estructura Portante X1 Portante X2 Portante X3 Portante Portante Portante Portante Portante Portante Portante

X4 X5 X6 Y1 Y2 Y3 Y4

t(cm) 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00

e(cm) 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00

Pg(tn) fa(kg/cm2) 8.97 4.75 15.67 3.67 15.50 3.63 9.82 4.13 18.78 6.10 19.28 4.99 81.65 5.16 31.93 5.24 43.30 5.95 99.77 5.57

L(m)

t(cm)

e(m)

Pg(tn)

Ms(kgcm/cm) 0.05 0.17 0.17 0.09 0.14 1.65 0.07 0.16 0.12 0.08

     

1.35 3.05 3.05

14.00 14.00 14.00

15.00 15.00 15.00

6.93 11.71 11.58

3.67 2.74 2.71

Ms(kgcm/cm) 0.05 0.17 0.17

    

1 2..7 20 0 2.76 11.30 4.35 5.20 12.80

1 14 4..0 00 0 14.00 14.00 14.00 14.00 14.00

1 15 5..0 00 0 15.00 15.00 15.00 15.00 15.00

17 4..3 03 0 14.70 61.86 23.92 33.49 75.15

3 4..0 58 5 3.80 3.91 3.93 4.60 4.19

0 0..0 19 4 1.65 0.07 0.16 0.12 0.08

       

L(m) 1.35 3.05 3.05 1.70 2.20 2.76 11.30 4.35 5.20 12.80

fa(kg/cm2)

TERCER PISO Tipo de estructura

muro

L(m)

t(cm)

e(m)

Pg(tn)

fa(kg/cm2)

Ms(kgcm/cm)

Portante Portante

X1 X2

   

1.35 3.05

14.00 14.00

15.00 15.00

4.89 7.74

2.59 1.81

0.05 0.17

Portante Portante Portante Portante Portante Portante

X3 X4 X5 X6 Y1 Y2

         

3.05 1.70 2.20 2.76 11.30 4.35

14.00 14.00 14.00 14.00 14.00 14.00

15.00 15.00 15.00 15.00 15.00 15.00

7.66 4.85 9.23 10.12 42.06 15.91

1.79 2.04 3.00 2.62 2.66 2.61

0.17 0.09 0.14 1.65 0.07 0.16

Portante Portante

Y3 Y4

  

15 2..2 80 0

1 14 4..0 00 0

1 15 5..0 00 0

2 53 0..6 59 3

3..2 2 85 2

0 0..1 02 8

CUARTO PISO Tipo de estructura Portante

muro X1

 

1.35

14.00

15.00

2.91

1.54

Ms(kgcm/cm) 0.05

Portante Portante Portante Portante Portante Portante Portante Portante Portante

X2 X3 X4 X5 X6 Y1 Y2 Y3 Y4

         

3.05 3.05 1.70 2.20 2.76 11.30 4.35 5.20 12.80

14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00 14.00

15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00

3.93 3.88 2.46 4.71 5.72 23.32 8.38 14.13 27.28

0.92 0.91 1.03 1.53 1.48 1.47 1.38 1.94 1.52

0.17 0.17 0.09 0.14 1.65 0.07 0.16 0.12 0.08

 

 

L(m)

       

t(cm)

e(m)

Pg(tn)

fa(kg/cm2)

 

AL  f′ m=1.5( =1.5(/ / 〖

 =(6∗)/^2

〗 ^2 )

Ms = m w a2

m

Ms(Kg.m/m ) fm(kg/cm2) 0.03 17.29 0.53 0.09 7.55 0.23 0.07 10.34 0.32 0.13 40.82 1.25 0.11 36.58 1.12 0.09 30.05 0.92 0.09 7.51 0.23 0.13 5.74 0.18 0.11 5.03 0.15 0.13 5.74 0.18 0.07 21.88 0.67

norma verificar   1.50 cumple 1.50 cumple 1.50 cumple 1.50 cumple 1.50 cumple 1.50 cumple 1.50 cumple 1.50 cumple 1.50 cumple 1.50 cumple 1.50 cumple

coef de amplicacion amplicac ion para elementos no estructurados estructurado s c1:norma e-30 m

Ms(Kg.m/m fm(kg/cm2) ) 0.02 0.05 0.00 0.03 0.17 0.01 0.03 0.17 0.01

0.03 0.04 0.38 0.00 0.01 0.01 0.00

0.09 0.14 1.65 0.07 0.16 0.12 0.08

0.00 0.00 0.05 0.00 0.00 0.00 0.00

norma

verificar  

1.50 1.50 1.50

cumple cumple cumple

1.50 1.50 1.50 1.50 1.50 1.50 1.50

cumple cumple cumple cumple cumple cumple cumple

 

LOS MUROS PORTANTES PORTANTES

 

=0.4×^′  )/^2  +≤0.25^′  fm(kg/cm2) 0.00 0.01 0.01 0.00 0.00 0.05 0.00 0.00 0.00 0.00

fm(kg(cm2)

fa+fm 4.75 3.67 3.63 4.13 6.10 5.04 5.16 5.25 5.95 5.57

Fa

0.25*f'm verificar 30.00 cumple 30.00 cumple 30.00 cumple 30.00 cumple 30.00 cumple 30.00 cumple 30.00 cumple 30.00 cumple 30.00 cumple 30.00 cumple

Fm

Fa

9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34

 /+/≤1.3  /+/≤1.3 3

Fm 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00

verificar  

0.00 0.01 0.01

9.34 9.34 9.34

26.00 26.00 26.00

0.39 0.29 0.29

1.33 2.33 3.33

cumple cumple cumple

0 0..0 00 0 0.05 0.00 0.00 0.00 0.00

9 9..3 34 4 9.34 9.34 9.34 9.34 9.34

2 26 6..0 00 0 26.00 26.00 26.00 26.00 26.00

0 0..3 43 9 0.41 0.42 0.42 0.49 0.45

4 5..3 33 3 6.33 7.33 8.33 9.33 10.33

ccu um mp pllee cumple cumple cumple cumple cumple

 /+/≤1.3  /+/ ≤1.3 fm(kg(cm2)

Fa

Fm

3

verificar  

 /+/≤1.3  /+/≤1.3 3

0.51 0.39 0.39 0.44 0.65 0.54 0.55 0.56 0.64 0.60

1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33

0.00 0.01

9.34 9.34

26.00 26.00

0.28 0.19

1.33 2.33

cumple cumple

0.01 0.00 0.00 0.05 0.00 0.00

9.34 9.34 9.34 9.34 9.34 9.34

26.00 26.00 26.00 26.00 26.00 26.00

0.19 0.22 0.32 0.28 0.28 0.28

3.33 4.33 5.33 6.33 7.33 8.33

cumple cumple cumple cumple cumple cumple

0.00 0.00

9.34 9.34

26.00 26.00

0.35 0.30

9.33 10.33

cumple cumple

 

 −≤^′  fm(kg(cm2)

fm-fa

f´t

verificar

Fa

Fm

 /+/≤1.3  /+/≤1.3 3

0.00

-1.54

5.00

cumple

9.34

26.00

0.16

1.33

0.01 0.01 0.00 0.00 0.05 0.00 0.00 0.00 0.00

-0.91 -0.90 -1.03 -1.53 -1.43 -1.47 -1.37 -1.94 -1.52

5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00

cumple cumple cumple cumple cumple cumple cumple cumple cumple

9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34 9.34

26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00 26.00

0.10 0.10 0.11 0.16 0.16 0.16 0.15 0.21 0.16

2.33 3.33 4.33 5.33 6.33 7.33 8.33 9.33 10.33

 

3

m?=

b/a

m

0.700

0.087

0.750

0.092

0.800   0.092

0.098

4

m?=

1.200 0.019 1.000   0.0665

0.0627 -0.0247 0.0479

 

verificar 

cumple cumple cumple cumple cumple cumple cumple cumple cumple cumple

 

verificar 

cumple cumple cumple cumple cumple cumple cumple cumple cumple cumple