Excell de Albañileria Bloque 2

BLOQUE 2

CARACTERISITICAS:

Ap AREA DE LA PLANTA TIPICA (m2) 36.18

t1 ESPESOR DEL MURO (m) 0.14

t2 ESPESOR DEL MURO (m) 0.24

t3 ESPESOR DE LA PLACA 0.20

Z FACTO DE ZONA 0.40

U USO 1.00

S PERFIL DEL SUELO 1.20

N NUMERO DE PISOS 3.00

0.0257

EJE: X-X

MUROS DE ALBAÑILERIA

EJES X1 X2 P-X3 X4

DISTANCIAS (m) 2.50 2.60 1.00 3.65

0.22 OK!

EJE: Y-Y

MUROS DE ALBAÑILERIA

EJES Y1 Y2 Y3

DISTANCIAS (m) 4.25 2.05 6.60

0.062 OK!

Vemos que cumple con la densidad de muros en "X" y "Y"

ANALISIS DEL MURO MAS CARGADO

El muro mas cargado es el muro Y2 Muro de Soga con Tarrajeo (ton/m2)

Numero de Pisos en la Edificacion

Sobrecarga (ton/m2)

PROPIEDADES DEL MURO

h (m)

Cargas: t (m)

L (m)

Peso Propio (ton) 4.21 Area (m2)

Solera (ton) 0.44 f'm (ton/m2)

Sobrecarga (ton) 5.37 f'c (ton/m2)

10.75

Pm(ton) 20.77

Para el muro mas cargado se tiene en ton/m2 :

72.37 319.24 97.50 OK!

CUMPLE CON LOS REQUISITOS DE PREDIMENSIONAMIENTO

Losa (h=20cm)+Piso Terminado (ton/m2)

Losa+Piso Terminado (ton)

Ec= 217370.7 kg/cm2

Em= 32500.0 kg/cm2

n 6.7

Muro de Soga con Tarrajeo (ton/m2) 0.285

Numero de Pisos en la Edificacion 3

Sobrecarga (ton/m2) 0.20.4

PROPIEDADES DEL MURO VIGA SOLERA

2.40 b (m) 0.15

0.14 h (m) 0.20

2.05

8.96

650.00 Concreto 2.400

2100.00 Albañileria 0.018

Losa (h=20cm)+Piso Terminado (ton/m2)

PESO ESPECIFICO (ton/m3)

METRADO DE CARGAS PARA EL PESO DE LA EDIFICACION

Para el metrado de caragas se tiene las siguientes caracteristicas

Caracterisiticas Geometricas:

numero de pisos 3

altura de entrepiso 2.4peralte de losa (m) 0.2espesor efectivo del muro (m) 0.14

espesor efectivo del muro (m) 0.24

CARGAS DIRECTAS

a) VENTANAS:

Ventanas Unidades por piso

dimensiones alfeizer (m) ancho (m) 1 Piso 2 Piso

V1 0.2 1.2 0.0 0.0

V2 0.4 1.4 0.0 0.0

V3 2.1 0.7 2.0 1.0

V4 1.0 1.9 0.0 0.0

V5 1.2 0.3 0.0 0.0

V6 1.2 0.8 0.0 0.0

V7 1.0 1.1 1.0 0.0

V8 0.3 0.3 0.0 0.0

V9 0.2 2.5 0.0 0.0

V10 1.2 1.7 0.0 1.0

V11 1.0 1.8 0.0 1.0

V12 1.0 2.0 0.0 1.0

Pv (ton)

c) MUROS TARRAJEADOS

MUROS

dimensiones t (cm) altura (m) muro + tarrajeo (ton/m2)

M-entrepiso 25.00 2.40 0.475

M-entrepiso 15.00 2.40 0.285

Placa 15.00 2.60 -

longitud por piso (m) Peso por Piso (ton)

EJES

1 Piso 2 Piso 3 Piso 1 Piso

EJE Y-Y (t=15cm) 7.43 7.43 7.43 5.08

EJE Y-Y (t=25cm) 3.85 3.85 3.85 4.39

EJE X-X (t=15cm) 7.25 7.25 7.25 4.96

EJE X-X (PLACA) 1.00 1.00 1.00 0.94

Pm1 (ton) 15.36

longitud por piso (m) Peso por Piso (ton)


EJE Y-Y 0.40 2.30 2.30 0.27

EJE X-X 3.85 3.85 3.85 2.63

Pm2 (ton) 2.91

Pm (ton) 18.27

d) COLUMNAS:

COLUMNAS Area Unidades por pisodimensiones b (m) h (m) altura (m) 1 Piso

C-1 0.0375 2.6 4

C-2 0.0525 2.6 6

C-3 0.05 2.6 2

CARGAS INDIRECTAS

a)LOSA+VIGAS SOLERAS

Numero de Piso h (cm) Peso (ton/m2) Piso Terminado (ton/m2)

1 20 0.3 0.1

2 20 0.3 0.1

3 20 0.3 0.1

b)SOBRECARGA

Numero de Piso Area (m2) Total

1 0.2 30.87 6.17

2 0.2 30.87 6.17

3 0.1 30.87 3.09

Ps/c (ton) 15.44

PESO DE LA EDIFICACION

S/C (ton/m2)

EJES

Numero de Piso CM CV PiPiso 1 36.48 6.17 38.02

Piso 2 39.03 6.17 40.57

Piso 3 39.03 3.09 39.80

P (ton) 118.39

METRADO DE CARGAS PARA EL PESO DE LA EDIFICACION

Para el metrado de caragas se tiene las siguientes caracteristicas

Pesos Unitarios: Cargas Consideradas

albañileria t=14cm (ton/m2) 0.252 piso terminado (ton/m2)

concreto (ton/m3) 2.4 S/C entrepiso (ton/m2)

0.285S/C azotea (ton/m2)

0.475

Unidades por piso Peso por Piso (ton)


0.0 0.00 0.00 0.00

0.0 0.00 0.00 0.00

1.0 0.84 0.42 0.42

0.0 0.00 0.00 0.00

0.0 0.00 0.00 0.00

0.0 0.00 0.00 0.00

0.0 0.00 0.00 0.00

0.0 0.00 0.00 0.00

0.0 0.00 0.00 0.00

1.0 0.00 0.58 0.581.0 0.00 0.51 0.51

1.0 0.00 0.57 0.57

Pv (ton) 0.84 2.08 2.08 5.00

w(ton/m)

1.140

0.684

0.936

Peso por Piso (ton)

muro de albañileria(t=14cm)+ tarrajeo (ton/m2)muro de albañileria(t=24cm)+ tarrajeo (ton/m2)

Mu

ros

en

tod

os

los

pis

os

(P) longitud por

piso (m)EJES

PARAPE

TOS

2 Piso 3 Piso

5.08 5.08 EJE Y-Y (t=15cm) 14.35

4.39 4.39 EJE X-X (t=15cm) 9.00

4.96 4.96 P (ton)

0.94 0.94

15.36 15.36

Peso por Piso (ton)

2 Piso 3 Piso

1.57 1.57

2.63 2.63

4.21 4.21

19.57 35.54 73.38

Unidades por piso Peso por Piso (ton)2 Piso 3 Piso 1 Piso 2 Piso 3 Piso

4 4 0.94 0.94 0.94

6 6 1.97 1.97 1.97

2 2 0.62 0.62 0.62

Pc(ton) 2.90 2.90 2.90

Area (m2) Total36.18 14.4736.18 14.4736.18 14.47

Pl (ton) 43.42

Mu

ros

en

tod

os

los

pis

os

(P) longitud por

piso (m)

Mu

ros

en

alg

un

os

de los

pis

os

(NP)

0.1

0.20.1

Peso Piso (ton)

9.82

6.16

15.97

Peso Piso (ton)

CORTANTE BASAL SISMO MODERADO

Z 0.4

U 1

C 2.5S 1.2 V (ton) 23.68

P 118.39

R 6

DISTRIBUCION DEL CORTANTE BASAL

NIVEL Pi hi Pi*hi Fi (ton) V (ton)

Piso 1 38.02 2.60 98.86 3.93 23.68

Piso 2 40.57 5.00 202.85 8.06 19.75

Piso 3 39.80 7.40 294.51 11.70 8.06

TOTAL 596.22 23.68

𝑉=𝑍𝑈𝐶𝑆" " /𝑅 𝑃

𝐹_𝑖=(𝑃_𝑖 ℎ_𝑖)/(∑▒ 〖𝑃 _𝑖 ℎ_𝑖 〗 ) 𝑉

CORTANTE BASAL SISMO SEVERO

Z 0.4

U 1

C 2.5S 1.2 V (ton) 47.36

P 118.39

R 3

DISTRIBUCION DEL CORTANTE BASAL

NIVEL Pi hi Pi*hi Fi (ton)

Piso 1 38.02 2.60 98.86 7.85

Piso 2 40.57 5.00 202.85 16.11

Piso 3 39.80 7.40 294.51 23.39

TOTAL 596.22 47.36

𝑉=𝑍𝑈𝐶𝑆" " /𝑅 𝑃

𝐹_𝑖=(𝑃_𝑖 ℎ_𝑖)/(∑▒ 〖𝑃 _𝑖 ℎ_𝑖 〗 ) 𝑉

V (ton)

47.36

39.50

16.11

CENTRO DE MASAS

Pesos Unitarios:

albañileria sin tarrajeo (ton/m2) 0.252

concreto (ton/m3) 2.4

muro de albañileria tarrajeada (ton/m2) 0.285

muro de albañileria(t=24cm)+ tarrajeo (ton/m2) 0.475

PRIMER PISO

a) COLUMNAS

EJES ELEMENTO Area (m2) LONGITUD

EJES 0-0C-1 0.0375 2.60

C-1 0.0375 2.60

EJE 1-1

C-3 0.0500 2.60

C-2 0.0525 2.60

C-2 0.0525 2.60

C-2 0.0525 2.60

EJE 2-2C-1 0.0375 2.60

C-1 0.0375 2.60

EJE 3-3C-3 0.0500 2.60

C-2 0.0525 2.60

EJE 4-4C-2 0.0525 2.60

C-2 0.0525 2.60

X (m) 3.06

Y (m) 3.82

b) MUROS

MUROS DE CONFINADOS

MURO LONGITUD ESPESOR ALTURA

Y1 3.85 0.25 2.40

Y2 1.58 0.15 2.40

Y3-1 3.93 0.15 2.40

Y3-2 1.93 0.15 2.40

X1 2.00 0.15 2.40

X2 2.10 0.15 2.40

P-X3 1.00 0.15 2.60

X4 3.15 0.15 2.40

X (m) 3.15

Y (m) 4.60

TABIQUERIA

MURO LONGITUD ESPESOR ALTURA

T1 0.55 0.15 2.40

T2 1.35 0.15 2.40

T3 1.85 0.15 2.40

T4 1.55 0.15 1.20

T5 - - -

T6 - - -

X (m) 3.13

Y (m) 4.00

LOSA ALIGERADA + VIGAS

LOSAS

ELEMENTO AREA TOTAL PESO (Tn) Xi (m)

LOSA 36.18 14.47 3.28

3.28

Resumen de 1 piso

ELEMENTO PESO (Tn) Xi (m) Yi (m)LOSA Y VIGAS 14.47 3.28 4.49

COLUMNAS 3.53 3.06 3.82MUROS CONFINADOS 13.21 3.15 4.60TABIQUERIA 2.56 3.13 4.00

Centro de masas de 1 pisoXcg 3.20

Ycg 4.43

Geometria de elementos

dimensiones b (m) h (m) Area (m2)

C-1 0.15 0.25 0.0375

C-2 0.0525 0.0525

C-3 0.20 0.25 0.0500

PESO (Tn) Xi (m) Yi (m) W*Xi W*Yi

0.23 2.43 0.13 0.57 0.03

0.23 3.48 0.13 0.81 0.03

0.31 0.13 1.85 0.04 0.58

0.33 2.39 1.79 0.78 0.59

0.33 3.51 1.79 1.15 0.59

0.33 5.89 1.86 1.93 0.61

0.23 2.43 4.05 0.57 0.95

0.23 5.93 4.05 1.39 0.95

0.31 0.13 5.90 0.04 1.84

0.33 2.39 5.89 0.78 1.93

0.33 2.46 8.24 0.81 2.70

0.33 5.89 8.24 1.93 2.70

3.53 10.80 13.48

PESO (ton) Xi (m) Yi (m) W*Xi W*Yi

4.39 0.13 3.88 0.57 17.03

1.08 2.43 4.96 2.62 5.34

2.68 5.93 6.14 15.92 16.48

1.32 5.93 2.96 7.81 3.90

1.37 1.25 1.83 1.71 2.50

1.44 4.70 1.83 6.75 2.63

0.94 4.70 5.35 4.05 5.01

2.15 4.18 8.27 9.01 17.82

15.36 48.43 70.71

PESO (ton) Xi (m) Yi (m) W*Xi W*Yi

0.38 2.43 2.75 0.91 1.03

0.92 1.68 2.65 1.55 2.45

1.27 4.33 4.05 5.48 5.12

0.53 3.28 7.12 1.74 3.77

- - - - -

- - - - -

3.10 9.68 12.38

Yi (m)

4.49

4.49

W*Xi W*Yi

47.47 64.98

10.80 13.48

41.64 60.80

8.02 10.26

3.21

Cargas Consideradas

piso terminado (ton/m2) 0.1

S/C piso (ton/m2) 0.2

S/C azotea (ton/m2) 0.1

S/C escalera (ton/m2) 0.4

SEGUNDO PISO

a) COLUMNAS

EJES ELEMENTO Area (m2) LONGITUD PESO (Tn)

EJES 0-0C-1 0.0375 2.60 0.23

C-1 0.0375 2.60 0.23

EJE 1-1

C-3 0.0500 2.60 0.31

C-2 0.0525 2.60 0.33

C-2 0.0525 2.60 0.33

C-2 0.0525 2.60 0.33

EJE 2-2C-1 0.0375 2.60 0.23

C-1 0.0375 2.60 0.23

EJE 3-3C-3 0.0500 2.60 0.31

C-2 0.0525 2.60 0.33

EJE 4-4C-2 0.0525 2.60 0.33

C-2 0.0525 2.60 0.33

3.53

X (m) 3.06

Y (m) 3.82

b) MUROS

MUROS DE CONFINADOS

MURO LONGITUD ESPESOR ALTURA PESO (ton)

Y1 3.85 0.25 2.40 4.39

Y2 1.58 0.15 2.40 1.08

Y3-1 3.93 0.15 2.40 2.68

Y3-2 1.93 0.15 2.40 1.32

X1 2.00 0.15 2.40 1.37

X2 2.10 0.15 2.40 1.44

P-X3 1.00 0.15 2.60 0.94

X4 3.15 0.15 2.40 2.155

15.36

X (m) 3.15

Y (m) 4.60

TABIQUERIA

MURO LONGITUD ESPESOR ALTURA PESO (ton)

T1 0.55 0.15 2.40 0.38

T2 1.35 0.15 2.40 0.92

T3 1.85 0.15 2.40 1.27

T4 1.55 0.15 2.40 1.06

T5 1.25 0.15 2.40 0.86

T6 0.65 0.15 2.40 0.44

4.92

X (m) 3.24

Y (m) 4.26


LOSAS

ELEMENTO AREA TOTAL PESO (Tn) Xi (m) Yi (m)

LOSA 36.18 14.47 3.28 4.49

3.28 4.49

Resumen de 2 piso

ELEMENTO PESO (Tn) Xi (m) Yi (m) W*Xi

LOSA Y VIGAS 14.47 3.28 4.49 47.47COLUMNAS 3.53 3.06 3.82 10.80MUROS CONFINADOS 13.21 3.15 4.60 41.64TABIQUERIA 4.48 3.24 4.26 14.51

Centro de masas de 2 pisoXcg 3.21

Ycg 4.44

TERCER PISO

a) COLUMNAS

Xi (m) Yi (m) W*Xi W*Yi EJES ELEMENTO

2.43 0.13 0.57 0.03EJES 0-0

C-1

3.48 0.13 0.81 0.03 C-1

0.13 1.85 0.04 0.58

EJE 1-1

C-3

2.39 1.79 0.78 0.59 C-2

3.51 1.79 1.15 0.59 C-2

5.89 1.86 1.93 0.61 C-2

2.43 4.05 0.57 0.95EJE 2-2

C-1

5.93 4.05 1.39 0.95 C-1

0.13 5.90 0.04 1.84EJE 3-3

C-3

2.39 5.89 0.78 1.93 C-2

2.46 8.24 0.81 2.70EJE 4-4

C-2

5.89 8.24 1.93 2.70 C-2

10.80 13.48

b) MUROS

MUROS DE CONFINADOS

Xi (m) Yi (m) W*Xi W*Yi MURO LONGITUD

0.13 3.88 0.57 17.03 Y1 3.85

2.43 4.96 2.62 5.34 Y2 1.58

5.93 6.14 15.92 16.48 Y3-1 3.93

5.93 2.96 7.81 3.90 Y3-2 1.93

1.25 1.83 1.71 2.50 X1 2.00

4.70 1.83 6.75 2.63 X2 2.10

4.70 5.35 4.05 5.01 P-X3 1.00

4.18 8.27 9.01 17.82 X4 3.15

48.43 70.71

TABIQUERIA

Xi (m) Yi (m) W*Xi W*Yi MURO LONGITUD

2.43 2.75 0.91 1.03 T1 0.55

1.68 2.65 1.55 2.45 T2 1.35

4.33 4.05 5.48 5.12 T3 1.85

3.28 7.12 3.48 7.55 T4 1.55

3.48 3.35 2.98 2.86 T5 1.25

3.48 4.45 1.55 1.98 T6 0.65

15.94 21.00


LOSAS

ELEMENTO AREA TOTAL

LOSA 36.18

Resumen de 3 piso

W*Yi ELEMENTO PESO (Tn)

64.98 LOSA Y VIGAS 14.47

13.48 COLUMNAS 3.12

60.80 MUROS CONFINADOS 6.60

19.10 TABIQUERIA 2.24PARAPETOS 5.99

Xcg

YcgCentro de masas de 3

piso

Area (m2) LONGITUD PESO (Tn) Xi (m) Yi (m) W*Xi W*Yi

0.0375 2.30 0.21 2.43 0.13 0.50 0.03

0.0375 2.30 0.21 3.48 0.13 0.72 0.03

0.0500 2.30 0.28 0.13 1.85 0.04 0.51

0.0525 2.30 0.29 2.39 1.79 0.69 0.52

0.0525 2.30 0.29 3.51 1.79 1.02 0.52

0.0525 2.30 0.29 5.89 1.86 1.71 0.54

0.0375 2.30 0.21 2.43 4.05 0.50 0.84

0.0375 2.30 0.21 5.93 4.05 1.23 0.84

0.0500 2.30 0.28 0.13 5.90 0.04 1.63

0.0525 2.30 0.29 2.39 5.89 0.69 1.71

0.0525 2.30 0.29 2.46 8.24 0.71 2.39

0.0525 2.30 0.29 5.89 8.24 1.71 2.39

3.12 9.55 11.93

X (m) 3.06

Y (m) 3.82

ESPESOR ALTURA PESO (ton) Xi (m) Yi (m) W*Xi W*Yi

0.25 1.20 2.19 0.13 3.88 0.29 8.51

0.15 1.20 0.54 2.43 4.96 1.31 2.67

0.15 1.20 1.34 5.93 6.14 7.96 8.24

0.15 1.20 0.66 5.93 2.96 3.90 1.95

0.15 1.20 0.68 1.25 1.83 0.86 1.25

0.15 1.20 0.72 4.70 1.83 3.38 1.31

0.15 1.30 0.47 4.70 5.35 4.05 2.50

0.15 1.20 1.077 4.18 8.27 4.50 8.91

7.68 26.24 35.36

X (m) 3.15

Y (m) 4.60

ESPESOR ALTURA PESO (ton) Xi (m) Yi (m) W*Xi W*Yi

0.15 1.20 0.19 2.43 2.75 0.46 0.52

0.15 1.20 0.46 1.68 2.65 0.78 1.22

0.15 1.20 0.63 4.33 4.05 2.74 2.56

0.15 1.20 0.53 3.28 7.12 1.74 3.77

0.15 1.20 0.43 3.48 3.35 1.49 1.43

0.15 1.20 0.22 3.48 4.45 0.77 0.99

2.46 7.97 10.50

X (m) 3.24

Y (m) 4.26

PESO (Tn) Xi (m) Yi (m)

14.47 3.28 4.49

3.28 4.49

Xi (m) Yi (m) W*Xi W*Yi

3.28 4.49 47.47 64.98

3.06 3.82 9.55 11.93

3.15 4.60 20.80 30.40

3.24 4.26 7.25 9.55#REF! #REF! 19.17 16.50

3.22

4.11

PARAPETOS

CODIGO LONGITUD ESPESOR ALTURA PESO (ton) Xi (m) Yi (m) W*Xi

P1 0.70 0.15 0.90 0.18 0.08 0.50 0.01

P2 3.00 0.15 0.90 0.77 0.08 2.75 0.06

P3 1.95 0.15 0.90 0.50 1.23 4.18 0.62

P4 2.05 0.15 0.90 0.53 2.42 5.28 1.27

P5 3.05 0.15 0.90 0.78 4.18 6.53 3.27

P6 3.90 0.15 0.90 1.00 5.93 4.35 5.93

P7 1.90 0.15 0.90 0.49 5.93 1.25 2.89

P8 2.00 0.15 0.90 0.51 4.70 0.08 2.41

P9 1.40 0.15 0.90 0.36 3.40 -1.00 1.22

P10 1.40 0.15 0.90 0.36 2.43 -1.00 0.87

P11 2.00 0.15 0.90 0.51 1.20 0.08 0.625.99 19.17

W*Yi

0.09

2.12

2.09

2.78

5.11

4.35

0.61

0.04

-0.36

-0.36

0.0416.50

CENTRO DE RIGIDECES

1° PISO

1° PISO DIRECCION X

h (cm) 260

MURO l (cm) t (cm) K y (m) Ky

X1 250.0 14.0 59715.5 1.83 109279.5

X2 260.0 14.0 65000.0 1.83 118950.0

P-X3 668.8 15.0 347918.8 5.35 1861365.7

X4 365.0 14.0 126996.9 8.27 1050264.6

599631.3 3139859.8

Ycr (m) 5.24

2° PISO


h (cm) 500


250.0 14.0 11973.7 1.83 21911.8

260.0 14.0 13297.4 1.83 24334.3

668.8 15.0 124557.0 5.35 666380.0

365.0 14.0 31615.0 8.27 261455.8

181443.1 974082.0

Ycr (m) 5.37

3° PISO


h (cm) 760


X1 250.0 14.0 3744.9 1.83 6853.2

X2 260.0 14.0 4186.9 1.83 7662.0

P-X3 668.8 15.0 52545.3 5.35 281117.4

X4 365.0 14.0 10742.2 8.27 88838.4

71219.4 384471.0

K=(𝐸_𝑚 𝑡)/(4〖 (ℎ/𝑙)〗^3+3(ℎ/𝑙))

Ycr (m) 5.40

NIVEL

CORTANTE DIRECTO Piso 1

Piso 2

1° PISO Piso 3

MURO Vmuro MURO Vmuro

X1 2.36 9.96% Y1 10.46

X2 2.57 10.84% Y2 1.45

P-X3 13.74 58.02% Y3 11.77

X4 5.01 21.18% 23.68

23.68

2° PISO


X1 1.30 0.07 Y1 7.74

X2 1.45 0.07 Y2 0.72

P-X3 13.56 0.69 Y3 11.30

X4 3.44

3° PISO


X1 0.42 0.05 Y1 2.87

X2 0.47 0.06 Y2 0.23

P-X3 5.94 0.74 Y3 4.95

X4 1.22 0.15

𝑉_𝑚𝑢𝑟𝑜=𝐾/(∑▒𝐾) 𝑉_𝑝𝑖𝑠𝑜

Em 32500 Kg/cm2

Ec 217370.651 Kg/cm2

n 6.69

100

1° PISO DIRECCION Y

h (cm) 260

MURO l (cm) t (cm) K x (m) Ky

Y1 425.00 24.0 283520.8 0.13 36857.7

Y2 208.0 14.0 39351.4 2.43 95623.8

Y3 660.0 14.0 318994.4 5.05 1610921.8

641866.6 1743403.3

Xcr (m) 2.72


h (cm) 500


Y1 425.00 24.0 77668.0 0.13 10096.8

Y2 208.00 14.0 7248.2 2.43 17613.2

Y3 660.00 14.0 113413.1 5.05 572736.2

198329.4 600446.3

Xcr (m) 3.03


h (cm) 780


Y1 425.00 24.0 27622.1 0.13 3590.9

Y2 208.00 14.0 2207.8 2.43 5365.0

Y3 660.00 14.0 47583.6 5.05 240297.1

77413.5 249252.9

Xcr (m) 3.22

V (ton)

23.68

19.75

8.06

0.44

0.06

0.50

EXCENTRICIDADES

EXCENTRICIDAD ACCIDENTAL

NUMERO DE PISO Xcr Ycr Xcm Ycm

1 2.72 5.24 3.20 4.43

2 3.03 5.37 3.21 4.44

3 3.22 5.40 3.22 4.11

MOMENTOS TORSORES

NUMERO DE PISO MOMENTO TORSOR (ton-m)1 19.152 18.393 10.36

CORTANTE POR TORSION

1° PISO


h (cm) 240

MURO l (cm) t (cm) K y (m) Ycr (m)

X1 250.0 14.00 70883.93 1.83 5.24

X2 260.0 14.00 76918.67 1.83 5.24

P-X3 668.8 15.00 386500.19 5.35 5.24

X4 365.0 14.00 146314.21 8.27 5.24

2° PISO


h (cm) 500


X1 250.0 14.0 11973.68 1.83 5.37

X2 260.0 14.0 13297.44 1.83 5.37

P-X3 668.8 15.0 124557.01 5.35 5.37

EXCENTRECIDAD TEORICA𝑒_𝑋=𝑋_𝐶𝑅+/−𝑋_𝐶𝑀

𝑒_𝑌=𝑌_𝐶𝑅+/−𝑌_𝐶𝑀𝑒_𝑋𝑎𝑐𝑐=0.005𝑥𝐿

𝑒_𝑋𝑎𝑐𝑐=0.005𝑥𝐿

X4 365.0 14.0 31614.97 8.27 5.37

3° PISO


h (cm) 760


X1 250.0 14.0 3744.92 1.83 5.40

X2 260.0 14.0 4186.88 1.83 5.40

P-X3 668.8 15.0 52545.31 5.35 5.40

X4 365.0 14.0 10742.25 8.27 5.40

CALCULO DE CORTANTE POR TORSION

1° PISO


X1 0.65 Y1 2.23

X2 0.70 Y2 0.04

P-X3 0.12 Y3 2.21

X4 1.19

2° PISO


X1 0.46 Y1 2.43

X2 0.51 Y2 0.05

P-X3 0.02 Y3 2.48

X4 0.99

3° PISO


X1 0.05 Y1 1.44

X2 0.05 Y2 0.03

P-X3 0.01 Y3 1.47

X4 0.11

Em 32500 Kg/cm2

EXCENTRICIDAD ACCIDENTAL Ec 217370.6512 Kg/cm2

n 6.7

EXCENTRECIDAD TEORICA EXCENTRICIDAD ACCIDENTAL

Lx Ly ex ey exacc eyacc

6 8.35 -0.48 0.81 0.30 0.42

6 8.35 -0.18 0.93 0.30 0.42

6 8.35 0.00 1.29 0.30 0.42

V (ton)

23.68

19.75

8.06


h (cm) 240

d (m) Kd2 MURO l (cm) t (cm)

3.41 822466.12 Y1 425.0 24.00

3.41 892487.12 Y2 208.0 14.00

0.11 4995.03 Y3 660.0 14.00

3.03 1346563.39

3066511.66

∑Kd2 7162335.53


h (cm) 500


3.54 149924.46 Y1 425.0 24.0

3.54 166499.42 Y2 208.0 14.0

0.02 42.75 Y3 660.0 14.0

2.90 266152.31

582618.94

∑Kd2 1701185.97


h (cm) 760


3.57 47686.03 Y1 425.0 24.00

3.57 53313.74 Y2 208.0 14.00

0.05 123.12 Y3 660.0 14.00

2.87 88581.15

189704.05

∑Kd2 614172.98

NUMERO DE PISO MOMENTO TORSOR (ton-m)1 19.152 18.393 10.36

𝑉_𝑚𝑢𝑟𝑜=𝐾𝑑/(∑▒〖𝐾𝑑 ^2 〗) 〖𝑀𝑡〗 _𝑝𝑖𝑠𝑜

e (m)

0.81

0.93

1.29

K x (m) Xcr (m) d (m) Kd2

323056.27 0.13 2.72 2.59 2160648.99

47364.84 2.43 2.72 0.29 3878.21

354569.67 5.05 2.72 2.33 1931296.67

4095823.87


77668.02 0.13 3.03 2.90 652071.64

7248.25 2.43 3.03 0.60 2587.85

113413.11 5.05 3.03 2.02 463907.54

1118567.03


27622.08 0.13 3.22 3.09 263697.68

2207.82 2.43 3.22 0.79 1377.07

47583.58 5.05 3.22 1.83 159394.18

424468.94

MOMENTO TORSOR (ton-m)

19.15

18.39

10.36

CORTANTES FINALES PARA DISEÑO MOMENTOS FINALES DE DISEÑO

1° PISO 1° PISO

MURO V (ton) MURO V (ton) MURO

X1 3.00 Y1 12.69 X1-Y1

X2 3.27 Y2 1.49 PX2-Y2

X3 13.86 Y3 13.98 X3-Y3-1

X4 6.20 X4

2° PISO 2° PISO


X1 1.76 Y1 10.17 X1-Y1

X2 1.96 Y2 0.77 PX2-Y2

X3 13.58 Y3 13.77 X3-Y3-1

X4 4.43 X4

3° PISO 3° PISO


X1 0.47 Y1 4.31 X1-Y1

X2 0.53 Y2 0.26 PX2-Y2

X3 5.95 Y3 6.42 X3-Y3-1

X4 1.33 X4

MOMENTOS FINALES DE DISEÑO

Mx (ton-m) My (ton-m) 2.412.57 65.22

13.80 6.04

80.14 82.02

28.71

Mx (ton-m) My (ton-m) 2.45.36 34.75

5.96 2.47

46.89 48.47

13.82

Mx (ton-m) My (ton-m) 2.41.13 10.35

1.27 0.62

14.29 15.41

3.18

CALCULO DE LA RESISTENCIA AL CORTE

CARACTERISTICAS DE LOS MATERIALES

f'c 210.00 Kg/cm2 Peso Aligerado (h=20 cm)

f'm 65.00 Kg/cm2 Sobrecarga Entrepiso

V'm 8.10 Kg/cm2 Sobrecarga Azotea

f'b 145.00 Kg/cm2 Sobrecarga Piso Terminado

Ec 217370.65 Kg/cm2 Concreto

Em 32500.00 Kg/cm2

n 6.69

CONTROL DE FISURACION

MURO X1

L (m) 2.500

Area Tributaria (m2) 2.500

Altura de entrepiso (m) 2.400

PISOS L (m) t (m) Pg (ton) Ve (ton) Me (ton-m)

1 2.50 0.14 8.769 3.004 12.568

2 2.50 0.14 5.754 1.761 5.360

3 2.50 0.14 2.739 0.472 1.132

MURO X2

L (m) 2.450




1 2.45 0.14 10.912 3.267 13.802

2 2.45 0.14 7.170 1.956 5.961

3 2.45 0.14 3.428 0.527 1.266

MURO P-X3

L (m) 2.500


Muro de albañileria tarrajeada (t=14cm)Muro de albañileria tarrajeada (t=24cm)

𝑉𝑚=0.5. ′〖𝑉 〗 _𝑚.𝛼.𝑡.𝐿+0.23.𝑃𝑔𝑉𝑒≤0.55𝑉𝑚



1 2.50 0.15 8.875 13.856 80.144

2 2.50 0.15 5.824 13.584 46.889

3 2.50 0.15 2.773 5.953 14.287

MURO X4

L (m) 3.650




1 3.65 0.14 11.795 6.202 28.707

2 3.65 0.14 7.735 4.433 13.822

3 3.65 0.14 3.676 1.326 3.183

VERIFICAMOS LA RESISTENCIA AL CORTE EN CADA PISO

Piso Verificacion en X

1 86.031 90.579 47.36

2 123.174 94.352 39.50

3 153.242 91.827 16.11

Ok! Resistencia al CorteOk! Resistencia al CorteOk! Resistencia al Corte

DEL

AN

ALI

SIS

D

EL

SIS

MO

SEV

ER

O R

=3

Eimi VV

XVmi YVmi EiV

Peso Aligerado (h=20 cm) 0.30

Sobrecarga Entrepiso 0.20

Sobrecarga Azotea 0.10

Sobrecarga Piso Terminado 0.10

Concreto 2.4 Tn/m3

0.285

0.475

Vm1/Ve1 3.00

α Vm (ton) Ve≤ 0.55Vm Vu Mu

0.597 10.486 OK! CONTROLA FISURACION 9.01 37.71



Vm1/Ve1 3.00





Tn/m2

Tn/m2

Tn/m2

Tn/m2

Muro de albañileria tarrajeada Tn/m2

Muro de albañileria tarrajeada Tn/m2

𝑉𝑚=0.5. ′〖𝑉 〗 _𝑚.𝛼.𝑡.𝐿+0.23.𝑃𝑔 1/3≤𝛼=(𝑉𝑒.𝐿)/𝑀𝑒≤1𝑉𝑒≤0.55𝑉𝑚

𝑉_𝑢𝑖=𝑉_𝑒𝑖.𝑉_𝑚1/𝑉_𝑒1 𝑀_𝑢𝑖=𝑀_𝑒𝑖.𝑉_𝑚1/𝑉_𝑒1

Vm1/Ve1 3.00





Vm1/Ve1 3.00





Verificacion en Y

se comporta elasticamente

Ok! Resistencia al CorteOk! Resistencia al CorteOk! Resistencia al Corte

Elemento Seccion (m2)

Viga Solera (t=14 cm) 0.15 0.2

Viga Solera (t=24 cm) 0.25 0.2

MURO Y1

L (m) 4.250




1 4.25 0.24 20.415 12.693 65.218

2 4.25 0.24 13.377 10.168 34.755

3 4.25 0.24 6.339 4.314 10.353

MURO Y2

L (m) 1.930




1 1.93 0.14 16.173 1.488 6.038

2 1.93 0.14 10.610 0.769 2.467

3 1.93 0.14 5.047 0.259 0.622

MURO Y3

L (m) 6.600




1 6.600 0.14 23.335 13.980 82.020

2 6.600 0.14 15.312 13.774 48.467

3 6.600 0.14 7.290 6.420 15.409

MURO Y3-1

L (m) 4.320



PISOS L (m) t (m) Pg (ton) Ve (ton)

1 4.30 0.14 21.094 9.108

2 4.30 0.14 14.646 8.974

3 4.30 0.14 8.198 4.183

MURO Y3-2

L (m) 2.400



PISOS L (m) t (m) Pg (ton) Ve (ton)

1 2.40 0.14 9.287 5.084

2 2.40 0.14 5.709 5.009

3 2.40 0.14 2.132 2.335

Vm1/Ve1 3.00





Vm1/Ve1 3.00





𝑉𝑚=0.5. ′〖𝑉 〗 _𝑚.𝛼.𝑡.𝐿+0.23.𝑃𝑔

Vm1/Ve1 3.00





Vm1/Ve1 2.49

Me (ton-m) α Vm (ton) Ve≤ 0.55Vm Vu Mu

53.437 0.733 22.722 22.72 133.30

31.577 1.000 27.750 22.39 78.77

10.039 1.000 26.267 10.43 25.04

Vm1/Ve1 2.00

Me (ton-m) α Vm (ton) Ve≤ 0.55Vm Vu Mu

29.825 0.520 9.212 10.17 59.65

17.624 0.682 10.595 10.02 35.25

5.603 1.000 14.098 4.67 11.21

OK! CONTROLA FISURACIONOK! CONTROLA FISURACIONOK! CONTROLA FISURACION

OK! CONTROLA FISURACIONOK! CONTROLA FISURACIONOK! CONTROLA FISURACION

DISEÑO DE LA ALBAÑILERIA CONFINADA

f'c 210.00 Kg/cm2 Peso Aligerado (h=20 cm)

f'm 65.00 Kg/cm2 Sobrecarga Entrepiso

V'm 8.10 Kg/cm2 Sobrecarga Azotea

f'b 145.00 Kg/cm2 Sobrecarga Piso Terminado

Ec 217370.65 Kg/cm2 Concreto

Em 32500.00 Kg/cm2

n 6.69

Altura de entrepiso

FUERZAS INTERNAS

NECESIDAD DE REFUERZO HORIZONTAL

VERIFICACION DE AGRIETAMIENTO DIAGONA

PISO 1

Muros L(m) t(m) Vu (ton) Vm (ton)

X1 2.50 0.14 9.01 37.71 10.49 No Necesita As

X2 2.45 0.14 9.80 41.41 10.57 No Necesita As

X4 3.65 0.14 18.61 86.12 19.03 No Necesita As

Y1 4.25 0.24 38.08 195.65 38.87 No Necesita As

Y2 1.93 0.14 4.46 18.11 8.92 No Necesita As

Y3-1 6.60 0.14 22.72 133.30 22.72 Ref. de 0.1 %

Y3-2 2.40 0.14 10.17 59.65 9.21 Ref. de 0.1 %

PISO 2


X1 2.50 0.14 5.28 16.08 12.97 No Necesita As

Muro de albañileria tarrajeada (t=14cm)Muro de albañileria tarrajeada (t=24cm)

Mu (tom-m)

Mu (tom-m)

2≤𝑉_𝑚1/𝑉_𝑒1 ≤3 𝑉_𝑢𝑖=𝑉_𝑒𝑖.𝑉_𝑚1/𝑉_𝑒1

𝑉_𝑢≤𝑉_𝑚 𝜎_𝑚=𝑃_𝑚/(𝐿.𝑡)≥0.05𝑓𝑚

mu VV

mu VV

uimi VV

X2 2.45 0.14 5.87 17.88 12.82 No Necesita As

X4 3.65 0.14 13.30 41.47 22.47 No Necesita As

Y1 4.25 0.24 30.50 104.26 44.39 No Necesita As

Y2 1.93 0.14 2.31 7.40 9.02 No Necesita As

Y3-1 6.60 0.14 22.39 78.77 27.75 No Necesita As

Y3-2 2.40 0.14 10.02 35.25 10.59 No Necesita As

PISO 3


X1 2.50 0.14 1.42 3.40 14.80 No Necesita As

X2 2.45 0.14 1.58 3.80 14.68 No Necesita As

X4 3.65 0.14 3.98 9.55 21.54 No Necesita As

Y1 4.25 0.24 12.94 31.06 42.77 No Necesita As

Y2 1.93 0.14 0.78 1.87 9.96 No Necesita As

Y3-1 6.60 0.14 10.43 25.04 26.27 No Necesita As

Y3-2 2.40 0.14 4.67 11.21 14.10 No Necesita As

Mu (tom-m)

La cuantia de refuezo horizontal sera de 0.001, las varillas de refuerzo penetraran las columnas de confinamiento por

lo menos 12.5 cm ycon un gancho de 90°

mu VV

0.30 Elemento Seccion (m2)

0.20 Viga Solera (t=14 cm) 0.15 0.2

0.10 Viga Solera (t=24 cm) 0.25 0.2

0.10

2.4 Tn/m3

0.285

0.475

2.4 m

32.5

Pm (ton)

2.50 10.52 30.04 No Necesita As

4.20 12.93 37.70 Ref. 0.1%

2.89 14.21 27.81 No Necesita As

3.74 17.11 16.78 No Necesita As

9.12 18.90 69.96 Ref. 0.1%

2.29 21.29 23.04 No Necesita As

1.23 8.34 24.82 No Necesita As

32.50

Pm (ton)

2.50 7.38 21.07 No Necesita As Soporta Agr. Diagonal

Tn/m2

Tn/m2

Tn/m2

Tn/m2

Tn/m2

Tn/m3

Fuerzas internas desarrolladas en los muros portantes se excluye el analisi de placas ya que estas sern diseñadas en concreto armado

Ecuaciones de veverificacion si hay necesidad de de colocar refuerzo horizontal

Area Tributario

(m2)

Esfuerzo (ton/m2)

Area Tributario

(m2)

Esfuerzo (ton/m2)

𝑀_𝑢𝑖=𝑀_𝑒𝑖.𝑉_𝑚1/𝑉_𝑒1

𝜎_𝑚=𝑃_𝑚/(𝐿.𝑡)≥0.05𝑓𝑚

mm f 05.0

mm f 05.0 uimi VV




9.12 12.88 47.68 Ref. 0.1% Soporta Agr. Diagonal



32.50

Pm (ton)








Area Tributario

(m2)

Esfuerzo (ton/m2) mm f 05.0 uimi VV

CONFINAMIENTOS EN LE PISO 1

Fy 4.20 ton/cm2

Fc 0.21 ton/cm2

μ 0.80

Muros

Desc.

X 1 X 2

C-3 C-2 C-2

Ext. Ext. Ext.

Pg 8.769 10.912

Vm 10.486 10.567

Mu 37.705 41.407

t efec. 0.140 0.140

h 2.400 2.400

L 2.500 2.450

Lm 2.500 2.450

Nc 2 2Lt 1.06 1.65

Pgt 20.415 23.335F 15.082 16.901

Pc 9.484 11.286

Pt 5.100 0.000 5.830

C 29.667 24.567 34.017

T 0.498 5.598 0.000

Vc 5.243 5.243 5.283

Columnas de ConfinamientoAst 0.139 1.481 0.000

Asf 1.836 1.836 1.850

As 1.975 3.317 1.850

As usar 2.840 2.840 2.840

4var - 3/8 4var - 3/8 4var - 3/8

δ 0.800 0.800 0.800

An 163.721 108.161 227.691

Acf 38.551 38.551 38.848

163.721 108.161 227.691

15*t 210.000 210.000 210.000

Ac aprox 210.000 210.000 227.691

22x18 col L col L

Ac 396.000 341.000 341.000

Dim Col s/recub

Av 1.420 1.420 1.420

tn 13.000 13.000 13.000

d 17.000 17.000 17.000

S1 8.222 11.674 14.633

S2 18.205 18.205 18.205

S3 4.250 4.250 4.250

S4 10.000 10.000 10.000

S 5.000 5.000 5.000

Estribos

Vigas soleraTs 5.243 5.283

As 1.387 1.398

Acs 280.000 280.000

As min 2.840 2.840

As 2.840 2.840

φ 4 var. - 3/8 4 var. - 3/8

Estribos 1/4"" 1@5, 4@10,rto.@25cm 1/4"" 1@5, 4@10,rto.@25cm

1/4" 5@ 5, 4 @ 10, rto. 25 cm

1/4" 5@ 5, 4 @ 10, rto. 25 cm

1/4" 5@ 5, 4 @ 10, rto. 25 cm

MurosX 2 X4 Y1

C-2 C-2 C-2 C-3 C-3

Ext. Ext. Ext. Ext. Ext.

10.912 11.795 20.415

10.567 19.032 38.865

41.407 86.120 195.654

0.140 0.140 0.240

2.400 2.400 2.400

2.450 3.650 4.250

2.450 3.650 4.250

2 2 21.65 1.65 1.5

23.335 23.335 8.76916.901 23.595 46.036

11.286 11.728 15.467

0.000 5.830 0.000 5.260 0.000

28.187 41.152 35.322 66.764 61.504

5.615 6.037 11.867 25.309 30.569

5.283 9.516 9.516 19.433 19.433

Columnas de Confinamiento1.485 1.597 3.139 6.695 8.087

1.850 3.332 3.332 6.804 6.804

3.335 4.929 6.471 13.500 14.891

2.840 2.840 3.139 6.695 8.087

4var - 3/8 4var - 3/8 6var-3/8 4var - 3/4 4var - 3/4

0.800 0.800 0.800 0.800 0.800

137.459 198.994 107.143 166.491 0.000

38.848 69.972 69.972 142.887 142.887

137.459 198.994 107.143 166.491 142.887

210.000 210.000 210.000 360.000 360.000

210.000 210.000 210.000 360.000 360.000

col L col L col L 22x18 22x18

341.000 341.000 341.000 396.000 396.000

1.420 1.420 1.420 1.420 1.420

13.000 13.000 13.000 13.000 13.000

17.000 17.000 17.000 17.000 17.000

11.674 11.674 11.674 72.821 72.821

18.205 18.205 18.205 18.205 18.205

4.250 4.250 4.250 4.250 4.250

10.000 10.000 10.000 10.000 10.000

5.000 5.000 5.000 5.000 5.000

Vigas solera5.283 9.516 19.433

1.398 2.517 5.141

280.000 280.000 480.000

2.840 2.840 2.840

2.840 2.840 5.141

4 var. - 3/8 4 var. - 3/8 6 var - 3/8"

1/4"" 1@5, 4@10,rto.@25cm 1/4"" 1@5, 4@10,rto.@25cm 1/4"" 1@5, 4@10,rto.@25cm

1/4" 5@ 5, 4 @ 10, rto. 25 cm

1/4" 5@ 5, 4 @ 10, rto. 25 cm

1/4" 5@ 5, 4 @ 10, rto. 25 cm

1/4" 5@ 5, 4 @ 10, rto. 25 cm

1/4" 5@ 5, 4 @ 10, rto. 25 cm

MurosY2 Y3-1 Y3-2

C-1 C-2

Ext. Ext. Int Ext. Int

16.173 21.094 9.287

8.925 22.722 9.212

18.113 133.302 59.651

0.140 0.140 0.140

2.400 2.400 2.400

1.930 4.300 2.400

1.930 4.300 2.400

2 3 30 0.9125 0.900

0.000 11.795 10.9129.385 31.000 24.855

8.087 9.534 7.188

0.000 0.000 2.503 2.503 4.092

17.472 17.472 60.457 43.038 33.107

1.299 1.299 0.644 18.963 0.000

4.462 4.462 5.680 8.521 2.303


1.562 1.562 1.989 2.983 0.806

1.906 1.906 2.159 8.000 0.806

2.840 2.840 2.840 5.017 2.840

4var - 3/8 4var - 3/8 4var - 3/8 4var - 1/2 4var - 3/8

0.800 0.800 0.800 0.800 0.800

89.791 89.791 436.730 127.277 249.845

32.811 32.811 41.768 62.651 16.934

89.791 89.791 436.730 127.277 249.845

210.000 210.000 210.000 210.000 210.000

210.000 210.000 436.730 210.000 249.845

13x22 col L 13x22 col L 13x22

264.000 341.000 264.000 341.000 264.000

1.420 1.420 1.420 1.420 1.420

13.000 13.000 13.000 13.000 13.000

17.000 17.000 73.000 17.000 73.000

28.319 11.674 0.000 11.674 128.533

18.205 18.205 18.205 18.205 18.205

4.250 4.250 18.250 4.250 18.250

10.000 10.000 10.000 10.000 10.000

5.000 5.000 0.000 5.000 10.000

Vigas solera4.462 11.361 4.606

1.180 3.005 1.219

280.000 280.000 280.000

2.840 2.840 2.840

2.840 3.005 2.840

4 var. - 3/8 6 var - 3/8" 6 var - 3/8"


1/4" 5@ 5, 4 @ 10, rto. 25 cm

1/4" 5@ 5, 4 @ 10, rto. 25 cm

1/4" 1@ 5, 4 @ 10, rto. 25 cm

1/4" 5@ 5, 4 @ 10, rto. 25 cm

1/4" 1@ 5, 4 @ 10, rto. 25 cm

MurosY3-2

Ext.

9.287

9.212

59.651

0.140

2.400

2.400

2.400

30.900

10.91224.855

7.188

4.092

36.134

13.575

3.455

Columnas de Confinamiento3.591

1.210

4.801

3.591

6var-3/8

0.800

161.296

25.401

161.296

210.000

210.000

col L

341.000

1.420

13.000

17.000

11.674

18.205

4.250

10.000

5.000

Vigas solera4.606

1.219

280.000

2.840

2.840

6 var - 3/8"

1/4"" 1@5, 4@10,rto.@25cm

1/4" 5@ 5, 4 @ 10,

rto. 25 cm

MurosDesc.

Y1 Y2

C-3 C-3 C-1

Ext. Ext. Ext.

Pg 13.377 10.610

Vm 44.387 9.022

Mu 104.264 7.400

t efec. 0.240 0.140

h 2.400 2.400

L 4.250 1.930

Lm 4.250 1.930

Nc 2 2

Lt 1.5 0

Pgt 5.754 0.000

F 24.533 3.834

Pc 11.948 5.305

Pt 5.260 0.000 0.000

C 41.741 36.481 9.140

T 7.324 12.584 0.000

Vc 22.193 22.193 4.511

Columnas de ConfinamientoAst 1.938 3.329 0.000

Asf 7.771 7.771 1.579

As 9.708 11.100 1.579

As usar 2.840 3.329 2.840

4var - 3/8 6var - 3/8 4var - 3/8

δ 0.800 0.800 0.800

An 68.055 0.000 30.423

Acf 163.186 163.186 33.168

163.186 163.186 33.168

15*t 360.000 360.000 210.000

Ac aprox 360.000 360.000 210.000

22x18 22x18 13x22

Ac 396.000 396.000 264.000

Av 1.420 1.420 1.420


Dim Col s/recub

tn 13.000 13.000 13.000

d 17.000 17.000 17.000

S1 72.821 72.821 28.319

S2 18.205 18.205 18.205S3 4.250 4.250 4.250S4 10.000 10.000 10.000

S 5.000 5.000 5.000

Estribos

Vigas soleraTs 22.193 4.511

As 5.871 1.193

Acs 480.000 280.000

As min 2.840 2.840

As 5.871 2.840

φ 6 var - 3/8" 4 var. - 3/8

Estribos 1/4"" 1@5, 4@10,rto.@25cm 1/4"" 1@5, 4@10,rto.@25cm

1/4" 5@ 5, 4 @ 10, rto. 25 cm

1/4" 5@ 5, 4 @ 10, rto. 25 cm

1/4" 5@ 5, 4 @ 10, rto. 25 cm

MurosY2 Y3-1 Y3-2

C-2

Ext. Int Ext. Int Ext.

10.610 14.646 5.709

9.022 27.750 10.595

7.400 78.770 35.249

0.140 0.140 0.140

2.400 2.400 2.400

1.930 4.300 2.400

1.930 4.300 2.400

2 3 3

0 0.9125 0.900

0.000 7.735 7.170

3.834 18.319 14.687

5.305 6.524 4.592

0.000 1.642 1.642 2.689 2.689

9.140 50.519 26.484 24.325 21.968

0.000 7.323 10.153 3.314 7.406

4.511 6.937 10.406 2.649 3.973


1.579 2.429 3.644 0.927 1.391

1.579 4.366 6.330 1.804 3.350

2.840 2.840 2.840 2.840 2.840

4var - 3/8 4var - 3/8 4var - 3/8 4var - 3/8 4var - 3/8

0.800 0.800 0.800 0.800 0.800

30.423 292.152 38.351 149.144 85.788

33.168 51.010 76.516 19.476 29.214

33.168 292.152 76.516 149.144 85.788

210.000 210.000 210.000 210.000 210.000

210.000 292.152 210.000 210.000 210.000

col L 13x22 col L 13x22 col L

341.000 264.000 341.000 264.000 341.000

1.420 1.420 1.420 1.420 1.420

13.000 13.000 13.000 13.000 13.000

17.000 73.000 17.000 73.000 17.000

11.674 0.000 11.674 28.319 11.674

18.205 18.205 18.205 18.205 18.2054.250 18.250 4.250 18.250 4.250

10.000 10.000 10.000 10.000 10.000

5.000 0.000 5.000 10.000 5.000

Vigas solera4.511 13.875 5.297

1.193 3.671 1.401

280.000 280.000 280.000

2.840 2.840 2.840

2.840 3.671 2.840

4 var. - 3/8 6 var - 3/8" 6 var - 3/8"


1/4" 5@ 5, 4 @ 10, rto. 25 cm

1/4" 1@ 5, 4 @ 10, rto. 25 cm

1/4" 5@ 5, 4 @ 10, rto. 25 cm

1/4" 1@ 5, 4 @ 10, rto. 25 cm

1/4" 5@ 5, 4 @ 10,

rto. 25 cm


Fy 4.20

Fc 0.21

μ 0.80

MurosDesc.

X 1

C-3 C-2

Ext. Ext.

Pg 2.739

Vm 14.805

Mu 3.397

t efec. 0.140

h 2.400

L 2.500

Lm 2.500

Nc 2

Lt 1.06

Pgt 6.339

F 1.359

Pc 6.469

Pt 5.100 0.000

C 12.928 7.828

T 0.000 0.000

Vc 7.402 7.402

Columnas de ConfinamientoAst 0.000 0.000

Asf 2.592 2.592

As 2.592 2.592

As usar 2.840 2.840

4var - 3/8 4var - 3/8

δ 0.800 0.800

An 25.819 -9.148

Acf 54.430 54.430

54.430 54.430

15*t 210.000 210.000

Ac aprox 210.000 210.000

22x18 col L

Ac 396.000 341.000

Av 1.420 1.420

tn 13.000 13.000

d 17.000 17.000

S1 8.222 11.674

Dim Col s/recub

S2 18.205 18.205

S3 4.250 4.250

S4 10.000 10.000

S 5.000 5.000

Estribos

Vigas soleraTs 7.402

As 1.958

Acs 280.000

As min 2.840

As 2.840

φ 4 var. - 3/8

Estribos 1/4"" 1@5, 4@10,rto.@25cm

1/4" 5@ 5, 4 @ 10, rto. 25 cm

1/4" 5@ 5, 4 @ 10, rto. 25 cm

ton/cm2

ton/cm2

MurosX 2 X4

C-2 C-2 C-2

Ext. Ext. Ext.

3.428 3.676

14.680 21.541

3.797 9.549

0.140 0.140

2.400 2.400

2.450 3.650

2.450 3.650

2 2

1.65 1.65

7.290 7.290

1.550 2.616

7.544 7.668

5.830 0.000 5.830

14.924 9.094 16.114

0.000 0.000 0.000

7.340 7.340 10.770

Columnas de Confinamiento0.000 0.000 0.000

2.570 2.570 3.771

2.570 2.570 3.771

2.840 2.840 2.840

4var - 3/8 4var - 3/8 4var - 3/8

0.800 0.800 0.800

49.933 1.902 25.611

53.970 53.970 79.194

53.970 53.970 79.194

210.000 210.000 210.000

210.000 210.000 210.000

col L col L col L

341.000 341.000 341.000

1.420 1.420 1.420

13.000 13.000 13.000

17.000 17.000 17.000

11.674 11.674 11.674

18.205 18.205 18.205

4.250 4.250 4.250

10.000 10.000 10.000

5.000 5.000 5.000

Vigas solera7.340 10.770

1.942 2.849

280.000 280.000

2.840 2.840

2.840 2.849

4 var. - 3/8 ??

1/4"" 1@5, 4@10,rto.@25cm 1/4"" 1@5, 4@10,rto.@25cm

1/4" 5@ 5, 4 @ 10, rto. 25 cm

1/4" 5@ 5, 4 @ 10, rto. 25 cm

1/4" 5@ 5, 4 @ 10, rto. 25 cm

MurosX4 Y1

C-2 C-3

Ext. Ext.

3.676 6.339

21.541 42.768

9.549 31.058

0.140 0.240

2.400 2.400

3.650 4.250

3.650 4.250

2 2

1.65 1.5

7.290 2.739

2.616 7.308

7.668 8.429

0.000 5.260

10.284 20.997

0.000 0.000

10.770 21.384

Columnas de Confinamiento0.000 0.000

3.771 7.487

3.771 7.487

2.840 2.840

4var - 3/8 4var - 3/8

0.800 0.800

-22.420 -39.743

79.194 157.235

79.194 157.235

210.000 360.000

210.000 360.000

col L 22x18

341.000 396.000

1.420 1.420

13.000 13.000

17.000 17.000

11.674 72.821

18.205 18.205

4.250 4.250

10.000 10.000

5.000 5.000

1/4" 5@ 5, 4 @ 10, rto. 25 cm 1/4" 5@ 5, 4 @ 10, rto. 25 cm


2.849 5.657

280.000 480.000

2.840 2.840

2.849 5.657

?? 6 var - 3/8"

1/4"" 1@5, 4@10,rto.@25cm 1/4"" 1@5, 4@10,rto.@25cm

MurosY1 Y2

C-3 C-1

Ext. Ext.

6.339 5.047

42.768 9.961

31.058 1.866

0.240 0.140

2.400 2.400

4.250 1.930

4.250 1.930

2 2

1.5 0

2.739 0.000

7.308 0.967

8.429 2.524

0.000 0.000

15.737 3.490

0.000 0.000

21.384 4.980


7.487 1.744

7.487 1.744

2.840 2.840

4var - 3/8 4var - 3/8

0.800 0.800

0.000 -20.791

157.235 36.621

157.235 36.621

360.000 210.000

360.000 210.000

22x18 13x22

396.000 264.000

1.420 1.420

13.000 13.000

17.000 17.000

72.821 28.319

18.205 18.205

4.250 4.250

10.000 10.000

5.000 5.000

1/4" 5@ 5, 4 @ 10, rto. 25 cm 1/4" 5@ 5, 4 @ 10, rto. 25 cm


5.657 1.318

480.000 280.000

2.840 2.840

5.657 2.840

6 var - 3/8" 4 var. - 3/8

1/4"" 1@5, 4@10,rto.@25cm 1/4"" 1@5, 4@10,rto.@25cm

MurosY2 Y3-1

C-2

Ext. Int Ext.

5.047 8.198

9.961 26.267

1.866 25.043

0.140 0.140

2.400 2.400

1.930 4.300

1.930 4.300

2 3

0 0.9125

0.000 3.676

0.967 5.824

2.524 3.513

0.000 0.780 0.780

3.490 25.749 10.117

0.000 10.368 1.531

4.980 6.567 9.850

Columnas de Confinamiento0.000 2.743 0.405

1.744 2.299 3.449

1.744 5.042 3.854

2.840 2.840 2.840

4var - 3/8 4var - 3/8 4var - 3/8

0.800 0.800 0.800

-20.791 68.885 -26.150

36.621 48.284 72.426

36.621 68.885 72.426

210.000 210.000 210.000

210.000 210.000 210.000

col L 13x22 col L

341.000 264.000 341.000

1.420 1.420 1.420

13.000 13.000 13.000

17.000 73.000 17.000

11.674 28.319 11.674

18.205 18.205 18.205

4.250 18.250 4.250

10.000 10.000 10.000

5.000 10.000 5.000

1/4" 5@ 5, 4 @ 10, rto. 25 cm 1/4" 1@ 5, 4 @ 10, rto. 25 cm


1.318 3.474

280.000 280.000

2.840 2.840

2.840 3.474

4 var. - 3/8 6 var - 3/8"

1/4"" 1@5, 4@10,rto.@25cm 1/4"" 1@5, 4@10,rto.@25cm

1/4" 5@ 5, 4 @ 10, rto. 25 cm

MurosY3-2

Int Ext.

2.132

14.098

11.206

0.140

2.400

2.400

2.400

3

0.900

3.428

5.834

1.996

1.285 1.285

14.070 9.115

10.817 2.552

3.525 5.287


1.234 1.851

4.096 2.526

2.862 2.840

5var - 3/8 4var - 3/8

0.800 0.800

-0.446 3.318

25.916 38.874

25.916 38.874

210.000 210.000

210.000 210.000

13x22 col L

264.000 341.000

1.420 1.420

13.000 13.000

73.000 17.000

28.319 11.674

18.205 18.205

18.250 4.250

10.000 10.000

10.000 5.000

Vigas solera7.049

1.865

280.000

2.840

2.840

6 var - 3/8"

1/4"" 1@5, 4@10,rto.@25cm

1/4" 1@ 5, 4 @ 10, rto. 25 cm

1/4" 5@ 5, 4 @ 10, rto. 25 cm

Diseño Por Cargas Ortogonales

Tabla No.12 pág. 51 NTP E.070

Si Muros de estructuras diafragmadasde los contrario Muros de estructuras no diafragmadas

6.500

1er. Piso

Muros L(m) t(m) Vu Mu Vm

X1 2.50 0.14 9.01 37.71 10.49

X2 2.50 0.14 9.80 41.41 45.95

X4 4.25 0.14 18.61 86.12 38.87

Y1 1.93 0.24 38.08 195.65 8.92

Y2 6.60 0.14 4.46 18.11 42.79

Y3 2.40 0.14 41.94 246.06 9.21

fm 01.0

mf01.0

2do. Piso


X1 2.500 0.140 5.284 16.079 12.970

X2 2.500 0.140 5.868 17.882 12.818

X4 4.250 0.140 13.299 41.467 22.475

Y1 1.930 0.240 30.503 104.264 44.387

Y2 6.600 0.140 2.306 7.400 9.022

Y3 2.400 0.140 41.323 145.401 40.944

3er. Piso


X1 2.50 0.14 1.42 3.40 14.80

X2 2.50 0.14 1.58 3.80 14.68

X4 4.25 0.14 3.98 9.55 21.54

Y1 1.93 0.24 12.94 31.06 42.77

Y2 6.60 0.14 0.78 1.87 9.96

Y3 2.40 0.14 19.26 46.23 39.10

Pg

2.50 8.77 25.05 Est. Diafragmada






Area Tributaria

σm(ton/m2)

fm 01.0

Pg σm







Pg σm







Ancho tributario

Ancho tributario

fm 01.0

fm 01.0

Excell de Albañileria Bloque 2

Documents

Transcript of Excell de Albañileria Bloque 2