diseño sismoresistente
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Lima II / 2008
Proyecto deNorma Técnica de Edificación E.060
Concreto Armado
Diseño Sismorresistente,Primera Parte
Alejandro Muñoz
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Ecuación de Diseño :
Sismo Edificio
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Demanda sísmica Capacidad Estructural
<
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enfoque clásico
Demanda sísmica Capacidad Estructural
<Resistencia
R
Ductilidad
D
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enfoque “reciente”
Demanda sísmica Capacidad Estructural
<Resistencia
R
Ductilidad
D
Rigidez
R !!!
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ACI , IBC, ATC ... ?
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ACI + IBC + sismicidad Perú
Peligro Sísmico
Bajo Medio Alto
Ordinaria
Intermedia
Especial
Duc
tilid
ad
Req
uerid
a
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Fuertes exigencias de rigidez
Requisitos de ductilidad
“moderados”
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• Sistemas estructurales y requisitos de ductilidad
• Muros de corte
• Diafragmas
MPV
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Sistemas estructurales y requisitos de ductilidad
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60 %
Tipos de Sistema Dual
Tipo II
Tipo I
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Edificio de 7 pisos + sótano
X-X
Y-Y
X-X : Muros
Y-Y : ?
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Y-Y
Sistema Dual, Tipo ?
Y-Y
V placas = 40 % V edificio ⇒ Dual Tipo II!!! Requerimientos especiales de ductilidad en
vigas y columnas !!!
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• Requisitos generales• Fuerzas de diseño• Resistencia
Diafragmas
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F9 = 175 ton
( 30 % del Peso Nivel )
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D9 = F9 * Ω =175 * 2 ton =
= 350 ton
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W = 350 / 32.5 = 10.8 ton/m
M = 1420 ton m V = 176 ton
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T = 90 ton
C = 90 ton16.4 m
VM
τ = 20 kg/ cm2
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Modelo
Diafragma
Carga horizontal por unidad de área : 0.45 ton /m2
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C ≈ T = 13 tondef diaf: 1 mm
Axial en Vigas
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τ ≈ 22 kg /cm2
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• Diseño por flexo compresión• Diseño por cortante
Muros
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M
confinamiento en núcleos según deriva del edificio
P
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Confinamiento especial cuando :
)(600m
m
m
h
lc∆
×>
lm
∆m
hm
c3mlc >
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Edificio de 28 pisos
Sistema de Muros
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PL-11
PL-08
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PL-08
Muerta Viva Sismo
P 412 90 4
M 11 2 706
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-500
0
500
1000
1500
2000
2500
3000
-2500 -2000 -1500 -1000 -500 0 500 1000 1500 2000 2500
M (ton m)
P (t
on)
C = 2.3C = 1.5
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Cmax=2.4
C = 1.5
C = 2.3
⇒ requisitos “comunes” deconfinamiento en núcleos
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PL-11 Muerta Viva Sismo
P 656 111 535
M 13 2 223
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Cmax = 0.90 m ⇒
Requisitos especiales de confinamiento en extremos
-5000
50010001500200025003000350040004500
-2000 -1000 0 1000 2000
M (ton m)
P (to
n)Ala en TracciónAla en Compresión
C = 2.14
C= 0.14 C = 0.15, 0.3
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Aporte del concreto en función de la forma del muro
V
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Cortante fricción
)( fyANVn vu += µφφ
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Resistencia al Corte de los Muros
( ) ( )fyAcfAsVcVVn hcc ρφαφφφφ +=+= '
53,08,0
53,05,2
8,05,1
y re lando ente interpose obtienlh
lh
lh
m
m
m
m
m
m
2,5 1,5 si
si
si
α
α
α
<⎟⎟⎠
⎞⎜⎜⎝
⎛<
=≥⎟⎟⎠
⎞⎜⎜⎝
⎛
=≤⎟⎟⎠
⎞⎜⎜⎝
⎛
CAcfmáximoVn ´7,2 =
γω⎟⎟⎠
⎞⎜⎜⎝
⎛≥
act
ract Mu
MuVuVu
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1/2” @ 25 → 3/8 ” @ 25
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segunda parte →