Diseño de Cerco Perimetrico
Diseño de Cerco Perimetrico
Diseño de Cerco Perimetrico
Datos:
Altura De Muro (a)
a=3.00m
t=0.15m
Tipo De Cerco
Clase De Muro
Nombre
Cerco
Categoria
Importancia
Edificaciones Esenciales
Caso 1.
Meno
b/a=
1.00
1.20
1.40
m=
0.048
0.063
0.076
Caso 2.
Lon
b/a=
0.50
0.60
0.70
m=
0.060
0.0740
0.087
Caso 3.
m=
0.12500
Caso 4.
Muro en voladizo
a=
m=
0.12500
t Usma
m=0.08
0.0755
0.0794
1.4
X
0.630
1.2
De Cerco Perimetrico
=3.00m
=0.15m
ncia
Zona
0.14
Factor "u"
Esenciales
1.5
a=3.00m
1.60
1.80
2.00
3.00
0.086
0.0948
0.1017
0.1188
0.1250
0.90
1.00
1.50
2.00
0.097
0.106
0.112
0.128
0.132
0.133
o
muro
00
m=0.08
e a b=3
Diseo De Cerco Pe
Datos:
Peso Especifico
s=
t=
Coeficiente De Friccin
Coeficiente Ssmico
f=
C s=
m =
C=
e=
h=
hs=
b=
Predimensionam
e=0.15m
1.00m
Ep
a=0.70m
fPtoal
kp tan(45 ) 2
kp=2.71
ka tan(45 ) 2
ka=0.37
Peso(tn)
Muro
Pp1=0.81tn/m
Sobrecimiento
Pp2=0.14tn/m
Cimiento
Pp3=1.34tn/m
Suelo
Pp4=0.29tn/m
Total
Pt=2.59tn/m
Total
Pt=2.59tn/m
Peso(tn)
Enpuje Activo
Ea=0.36m
Total
Pt=0.36tn/m
H r fPt E p
Hr=3.93Tn
f- Verificacin Al Volteo
F SV
Me
Mv
8.08
Fsv=8.08Tn
g- Verificacin Al Deslizamiento
F .S .D
Hr
Ha
1.5
7.62
Fsd=7.62Tn
Xa
M r MV
PTOTAL
0.33
ESTA DENTR
De Cerco Perimtrico
1.95tn/m3
1.32kg/m2
27.4
0.5
0.06
1.80tn/m3
2.40tn/m3
3.00m
0.15m
0.40m
0.15m
dimensionamiento
e=0.15m
0.2
0.2
Ea
hc=0.80m
hc=0.80m
a=0.70m
1
Ep (s) (kp) (h ) 2
2
Ep=2.64tn/m
1
E a (s) (kp)(h )2
2
Ea=0.36tn/m
Brazo(m)
Momento(tn*m)
D1=0.35m
M1=0.28Tn*m
D2=0.35m
M2=0.05Tn*m
D3=0.35m
M3=0.47Tn*m
D4=0.56m
M4=0.17Tn*m
M4=0.97Tn*m
M4=0.97Tn*m
Brazo(m)
Momento(tn*m)
D1=0.33m
M1=0.12Tn*m
M4=0.12Tn*m
e (Ha):
H a C s Pt E a
Ha=0.52Tn
Fsv=8.08Tn
OK
Fsd=7.62Tn
1.5
OK
cimiento.
COLUMNAS DE ARR
Datos:
Base de la columna
B=
Altura de la columna
H=
t=
Cs =
m=
C=
h=
b=
f'y=
f'c=
r=
45
b=3.00m
b=3.00m
fm (cs )(b)(t )
fm=0.0648tn
fc (cs )(B)(H )
3
(B 2 )
2
Wh F .M
8
12
Mdiseo=0.2309tn-m
c) Calculo De Acero
1.Considerando refuerzo en los extremos de la seccion :
As
M diseo
f s Jd
As Areq
As=0.29cm
OK
USAR:
1/2"
d=B/2
As Areq
12.50cm
As
M diseo
f s Jd
OK
USAR:
3.Variando la seccion de la columna de arriostre de :
H=0.25m
d=B/2
19.38cm
B=0.25m
As
M diseo
f s Jd
0.25m
0.25m
NOTA : LA SOLUCION MAS RECOMENDABLE ES LA 3
NAS DE ARRISOSTES
0.25m
0.25m
0.20m
0.06
1.80tn/m3
2.40tn/m3
3.00m
3.00m
4200 kg/cm2
210 Kg/cm2
2.00cm
h=3.00m
b=3.00m
b=3.00m
fc=0.0090tn
W fm fc
W=0.0738tn
d=
21.4150cm
1/2"
Asreq=2.54cm
0.20m
0.25m
As=0.50cm
1/2"
0.20m
0.25m
1/2"
B=0.25m
As=0.32cm
0.20m
0.25m
H=0.25m
1/2"