Post on 06-Dec-2015
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UNIVERSIDAD JOSE CARLOS MARIATEGUI
CURSO: CONCRETO ARMADO II
DOCENTE: ING. MIGUEL CORDOVA
ESPECIALIDAD: ING. CIVIL
CICLO: IX
ALUMNO: VIDAL POMA MACHACA
UNIVERSIDAD JOSE CARLOS MARIATEGUI
CONCRETO ARMADO II
ING. MIGUEL CORDOVA
ING. CIVIL
VIDAL POMA MACHACA
DISEÑO DE UN MURO DE CONTENCION EN VOLADIZO
DATOS DATOS GEOMETRICOS:
PESO ESPECIFICO SUELO (γs) 1.90Ton/m3ANGULO DE FRICCION INTERNA (φ) 30°CONCRETO (f'c) 175Kg/cm2ACERO (f'y) 4200Kg/cm2ESFUERZO DEL TERRENO (σt) 2.00Kg/cm2FSD 1.5FSV 2PESO ESPECIFICO DE LA MUESTRA (γm) 2.00Ton/m3PESO ESPECIFICO DEL MURO (γC) 2.40Ton/m3
ka =
ka = 0.333
DIMENSIONAMIENTO DE LA PANTALLA
t1 = 0.20m t1 0.40m
M = 2.85Ton-m
Mu= 4.84Ton-m
Momento ActuanteCuantia Mecanica
3.00m
ρ = 0.004
P
ω = 0.096
d = 0.18m
d = 0.15m t2 ka*γs*hp
0.20m
VERIFICACION POR CORTE
Vd = 2.57 Ton Vc = 8.94 Ton
Vdu = 4.37 Ton ok
tan ² (45º - φ/2)
t2 =
DIMENSIONAMIENTO DE LA ZAPATA
Hz = 0.40m f =
f = 0.580
UTILIZANDO LA ECUACION PARA DESLIZAMIENTO
B1= 1.39mB1= 1.40m
UTILIZANDO LA ECUACION PARA EL VOLTEO
B2 = 0.18m
B2 = 0.40m
Autor: VIDAL POMA
tgφ
DISEÑO DE UN MURO DE CONTENCION EN VOLADIZO
0.20m
3.00m
0.40m 1.20m
1.80m
Momento Actuante
Ma = 4.14Ton-m
VERIFICACION DE ESTABILIDAD
Pi PESOS BRAZO MOMENTO1 1.728 0.9 1.55522 1.44 0.5 0.723 0 0.400 04 6.84 1.2 8.208
10.01 Ton 10.48Ton-m
FSD= 1.59 OK
Ma = 4.14Ton-m
FSV= 2.53 OK
PRESIONES SOBRE EL TERRENO
0.633 e = 0.267 B/6= 0.300
10.51 Ton/m2 0.61 Ton/m2 ok
q2q1
DISEÑO DE LA PANTALLA
En la base:
0.20m d = 0.15mDATOS:
f'c = 1750.00 Ton/m2
f'y = 42000.00 Ton/m2
XO =
q1 = q2 =
t2 =
Mu = 4.84Ton-m
Mu = 484015.50 Kg-cmb = 100.00 cm Ku = 21.51 ρmin =
d = 15.00 cm ρ = 0.000575 As =
Altura de corte del refuerzo
Mu = 0.18 hp3
hp = 3.00 m d = 0.15m
hc= 0.62 m
LC= 0.77 m
REFUERZO MINIMO
Asmin= 0.0018*b*dρmin = 0.0018
PARTE SUPERIOR 2.70 cm2PARTE INFERIOR 2.70 cm2
REFUERZO HORIZONTAL
ρ = 0.0020 ρ = 0.0025
Ast arriba: 4.00 cm2 t1= 20.00 cmØ
2.67 cm2 Ø 3/8" 4 varrillas
Ø 1/2 2 varrillas
1.33 cm2 Ø 5/8" 1 varrillas
Ast intermedio: 4.00 cm2 20Ø
2.67 cm2 Ø 3/8" 4 varrillas
Ø 1/2 2 varrillas
1.33 cm2 Ø 5/8" 1 varrillas
Ast abajo: 4.00 cm2 t2= 20.00 cmØ
2.67 cm2 Ø 3/8" 4 varrillas
2/3 Ast
2/3 Ast =
1/3 Ast =
2/3 Ast
2/3 Ast =
1/3 Ast =
2/3 Ast
2/3 Ast =
Ø 1/2 2 varrillas
1.33 cm2 Ø 5/8" 1 varrillas
DISEÑO DE LA ZAPATA
q2q1
5.70 Ton/m
0.96 Ton/m
ZAPATA ANTERIOR (PUNTA)
17.00 Ton/m d= 30.00 cm
f'c = 1750.00 Ton/m2 f'y = 42000.00 Ton/m2
(0.85*fc / fy)( 1 - sqrt( 1 - 2.62 * Mu(Hp) / (fc * b * d² )))Mu = 1.36 Ton-m Ku = 0.77 ρ = 0.000040
As = 5.40 cm2 Ø 3/8" 8 varrillas Ø 1/2 4 varrillas recubrimiento= Ø 5/8" 3 varrillas S =Ø 3/4" 2 varrillas Usar :Ø 1" 1 varrillas
ZAPATA EXTERIOR (TALON)
7.92 Ton/m9.32 Ton/m
Mu = 3.64 Ton-m Ku = 4.05 ρ = 0.000107
As = 5.40 cm2 Ø 3/8" 8 varrillas Ø 1/2 4 varrillas recubrimiento=
1/3 Ast =
Ws
wpp
Ws =
wpp =
Wumax =
qb =Wu =
Ø 5/8" 3 varrillas S =Ø 3/4" 2 varrillas Usar :Ø 1" 1 varrillas
Vdu = 4.42 Ton Vc = 17.88 Ton OK
REFUERZO TRANSVERSAL
b = 100.00 cm t = 40.00 cm
As (Temperatura) = 0.0018*b*t = 7.20 cm2 S = 22.00 cm
As (Montaje) = 36 Ø = 57.24 cm2 S = 50.00 cm
Autor: VIDAL POMA
ok
0.00182.70 cm2
(0.85*fc / fy)( 1 - sqrt( 1 - 2.62 * Mu(Hp) / (fc * b * d² )))
0.20m
S
2 varrillas 3/8"@ 0.27m 0.53m1 varrillas 1/2"@ 0.48m 0.95m1 varrillas 5/8"@ 0.74m 1.49m
S
2 varrillas 3/8"@ 0.27m 0.53m1 varrillas 1/2"@ 0.48m 0.95m1 varrillas 5/8"@ 0.74m 1.49m
S
2 varrillas 3/8"@ 0.27m 0.53m
Smax =
1/3 Ast 2/3 Ast 1/3 Ast
2/3 Ast =
1/3 Ast =
1/3 Ast 2/3 Ast 1/3 Ast
2/3 Ast =
1/3 Ast =
1/3 Ast 2/3 Ast 1/3 Ast
2/3 Ast =
1 varrillas 1/2"@ 0.48m 0.95m1 varrillas 5/8"@ 0.74m 1.49m
(0.85*fc / fy)( 1 - sqrt( 1 - 2.62 * Mu(Hp) / (fc * b * d² )))
ρmin = 0.0018
7.50 cm27.00 cm3/8"@ 0.25m
ρmin = 0.0018
7.50 cm
1/3 Ast =
27.00 cm3/8"@ 0.25m
4 Ø 3/8" @ 0.20 m
2 Ø 3/8" @ 0.20 m
4 Ø 3/8" @ 0.20 m
2 Ø 3/8" @ 0.20 m
4 Ø 3/8" @ 0.20 m
2 Ø 3/8" @ 0.20 m
DISEÑO FINAL DEL MURO DE CONTENCIÓN
Ø 3
/8":
1@
0.0
5, 1
0 @
0.15
, res
to@
0.30
0.77 m
Acero Longitudinal 3 Ø 3/8"@ 0.25m
Acero Transversal Ø 5/8" @ 0.50 (Montaje)
1.20 m
DISEÑO FINAL DEL MURO DE CONTENCIÓN
Ace
ro L
ongi
tudi
nal P
anta
lla
3/8
"@ 0
.45m
(m
onta
je)
3.00 m
Ø 3
/8":
1@
0.0
5, 1
0 @
0.15
, res
to@
0.30
0.40 mAcero Transversal Ø 5/8" @ 0.20 (t
0.20 m 0.40 m