Anlisis Estructural de

Edificios de Albailera

ConfinadaIng. Gustavo Rimari Egoavil

Contenido

Metrado de cargas y centro de masas.

Tipos de carga y metrado.

Centro de Masas.

Centro de Rigideces.

Anlisis Ssmico.

Fuerzas Ssmicas.

Modelo Estructural.

Proyecto a Desarrollar

Tipo de Cargas

Definido el tipo de losa (aligerada o maciza) se evala la

distribucin de las cargas gravitatorias hacia las vigas.

Losa Aligerada Losa Maciza

Tipo de Cargas

Cargas Muertas:

Peso de Losa (300kgf/m2)

Peso de Piso Acabado (100kgf/m2)

Peso de Muros (Metrado de Muros)

Cargas Vivas (Segn Tabla 1 de la Norma E020):

Viviendas (200kgf/m2)

Techo plano Azotea (100kgf/m2)

Z = 0.4 (Zona 3)

U = 1 (Edificio Comun)

S = 1.4 (Suelo Flexible)

N = 3 (Numero de Pisos)

Ap = 41.775 m2

D = 0.03

Muro X L (m) t (m) h (m) (tn/m3) Am (m2) Peso (tn)

A/1-1 1.20 0.13 2.60 1.80 0.16 0.73

A/1-2 1.20 0.13 2.60 1.80 0.16 0.73

A/2-3 1.20 0.13 2.60 1.80 0.16 0.73

B/1-2 2.95 0.13 2.60 1.80 0.38 1.79

B/2-3 2.10 0.13 2.60 1.80 0.27 1.28

B/2-3 1.20 0.13 2.60 1.80 0.16 0.73

B/2-3 1.20 0.13 2.60 1.80 0.16 0.73

C/1-1 1.20 0.13 2.60 1.80 0.16 0.73

C/1-2 1.20 0.13 2.60 1.80 0.16 0.73

Am = 1.7485 m2

Dm = 0.0419 OK

Muro Y L (m) t (m) h (m) (tn/m3) Am (m2) Peso (tn)

1/A-B 3.95 0.13 2.60 1.80 0.51 2.40

1/B-C 3.70 0.13 2.60 1.80 0.48 2.25

2/B-C 2.75 0.13 2.60 1.80 0.36 1.67

2/B-C 1.20 0.13 2.60 1.80 0.16 0.73

2/B-C 1.20 0.13 2.60 1.80 0.16 0.73

3/A-B 4.40 0.13 2.60 1.80 0.57 2.68

3/B-B 2.30 0.13 2.60 1.80 0.30 1.40

Am = 2.5350 m2

Dm = 0.0607 OK

DENSIDAD DE MUROS

Tipo de Cargas

Fuerza Ssmica

Definir Parmetros Ssmicos:

Z = 0.4 (Zona 3)

U = 1.0 (Edificacin Comn)

C = 2.5*(Tp/T) = 2.5 T=3*2.6m/60=0.13

S = 1.4 (Suelo Flexible) Tp=0.9s.

R = 6 (Sismo Moderado)

R = 3 (Sismo Severo)

=.. .

.

Fuerza SsmicaZ = 0.4 (Zona 3)

U = 1 (Edificio Comun)

Ct = 60 (Estructura de Mamposteria)

T = 0.13 s

C = 2.5

S = 1.4 (Suelo Flexible) Tp = 0.9 s

R = 6 (Albaileria Sismo Moderado)

R = 3 (Albaileria Sismo Severo)

Ap = 41.775 m2

Carga Muerta

Techo 300.00 kgf/m2

Piso 100.00 kgf/m2

Muros 479.88 kgf/m2

Carga Viva

Vivienda 200.00 kgf/m2

Azotea 100.00 kgf/m2

V = 22.27 tn

Piso h (m) hi (m) PD (tn) PL (tn) P=PD+25%PL hiPi Fi (tn) Vi (tn)

3 2.60 7.80 16.71 4.18 17.75 138.48 6.99 6.99

2 2.60 5.20 36.76 8.36 38.85 202.00 10.19 17.18

1 2.60 2.60 36.76 8.36 38.85 101.00 5.09 22.27

7.80 95.45 22.27

CORTANTE SISMICO

6.99

17.18

22.27

- 5.00 10.00 15.00 20.00 25.00

3

2

1

Cortante Sismico (Tnf)

P

i

s

o

Cortante Sismico por Piso

Modelo Anlisis Manual

Modelo Anlisis Manual

Modelo Anlisis Manual

Modelo Anlisis Manual

Modelo Anlisis Manual

Modelo Anlisis Manual

fm = 65 kgf/cm2 Unidad de Arcilla Industrial

vm = 8.1 kgf/cm2 Unidad de Arcilla Industrial

Em = 32500 kgf/cm2 Unidad de Arcilla

Ve = 22.27 tn VE = 44.54 tn

Xcm = 2.874 m

Ycm = 3.527 m

Bx = 7.50 m

ex = -0.81 m Mx = -18.04 tn-m

By = 5.95 m

ey = 0.42 m My = 9.26 tn-m

RIGIDECES Y DISTRIBUCION DE CORTANTES

= 0.05 +

= 0.05 +

Ver Norma E030

Articulo 18.2.e

V1i (tn) V2i (tn) Vei (tn) Me (tn-m) AT (m) Pd (tn) Pl (tn)

1.12 0.14 1.25 6.79 0.80 2.07 0.48

1.12 0.14 1.25 6.79 0.80 2.07 0.48

1.12 0.14 1.25 6.79 0.80 2.07 0.48

9.79 0.03 9.82 53.22 1.60 10.19 2.36

4.66 -0.05 4.61 24.98 1.60 7.26 1.68

1.12 -0.05 1.07 5.78 1.60 4.15 0.96

1.12 -0.09 1.03 5.58 0.80 2.07 0.48

1.12 -0.12 1.00 5.40 0.80 2.07 0.48

1.12 -0.12 1.00 5.40 0.80 2.07 0.48

22.27

Muro X L (m) t (m) h (m) I (m4) Kxi (tn/m) Yi (m) Ryi (m) Kxi*Ryi (tn) Kxi*Ryi2 (tn-m)

A/1-1 1.20 0.13 2.60 0.02 895.41 0.075 -3.887 -3,480.15 13,526.19

A/1-2 1.20 0.13 2.60 0.02 895.41 0.075 -3.887 -3,480.15 13,526.19

A/2-3 1.20 0.13 2.60 0.02 895.41 0.075 -3.887 -3,480.15 13,526.19

B/1-2 2.95 0.13 2.60 0.28 7,849.40 3.875 -0.087 -680.28 58.96

B/2-3 2.10 0.13 2.60 0.10 3,737.06 4.325 0.363 1,357.80 493.33

B/2-3 1.20 0.13 2.60 0.02 895.41 5.425 1.463 1,310.28 1,917.38

B/2-3 1.20 0.13 2.60 0.02 895.41 6.475 2.513 2,250.46 5,656.16

C/1-1 1.20 0.13 2.60 0.02 895.41 7.425 3.463 3,101.10 10,740.14

C/1-2 1.20 0.13 2.60 0.02 895.41 7.425 3.463 3,101.10 10,740.14

17,854.32 -0.00 70,184.67

Centro de Rigidez

Xcr = 2.756 m

Ycr = 3.962 m

Rigidez Torsional

RT = 462,691.36 tn-m

Modelo Anlisis Manual

Modelo Anlisis Manual

Centro de Rigidez

Xcr = 2.756 m

Ycr = 3.962 m

Rigidez Torsional

RT = 462,691.36 tn-m

V1i (tn) V2i (tn) Vei (tn) Me (tn-m) AT (m) Pd (tn) Pl (tn)

5.48 -0.73 4.75 25.77 1.44 12.26 2.84

4.88 -0.65 4.24 22.96 1.44 11.49 2.66

2.75 0.02 2.76 14.98 2.98 17.67 4.09

0.36 0.02 0.38 2.07 0.93 2.40 0.56

0.36 0.04 0.40 2.17 0.95 2.46 0.57

6.57 1.02 7.59 41.13 1.54 14.61 3.38

1.86 0.29 2.15 11.65 1.54 7.64 1.77

22.27

Muro Y L (m) t (m) h (m) I (m4) Kyi (tn/m) Xi (m) Rxi (m) Kyi*Rxi (tn) Kyi*Rxi2 (tn-m)

1/A-B 3.95 0.13 2.60 0.67 13,561.54 0.075 -2.681 -36,357.97 97,474.35

1/B-C 3.70 0.13 2.60 0.55 12,085.03 0.075 -2.681 -32,399.51 86,861.86

2/B-C 2.75 0.13 2.60 0.23 6,796.02 2.875 0.119 808.98 96.30

2/B-C 1.20 0.13 2.60 0.02 895.41 3.825 1.069 957.22 1,023.31

2/B-C 1.20 0.13 2.60 0.02 895.41 4.875 2.119 1,897.40 4,020.67

3/A-B 4.40 0.13 2.60 0.92 16,262.22 5.875 3.119 50,722.47 158,205.28

3/B-B 2.30 0.13 2.60 0.13 4,607.64 5.875 3.119 14,371.40 44,824.92

55,103.26 -0.00 392,506.69