106933593 diseno muro armado
TRANSCRIPT
-
7/26/2019 106933593 Diseno Muro Armado
1/50
DISEO MUROS DE CONCRETO ARMADOH = 7.10 M
1. DATOS DE ENTRADA
DIMENSIONAMIENTO PLANTEADO DEBIDO A RESTRICCIONES
DEL TERRENO EN AMBOS LADOSg1 = 1.80 tn/m
3g2 = 1.80 tn/m3
f1 = 32 f2 = 32
ssuelo = 0.80 kg/cm2
Ka = 0.30
Kp = 3.00
= 0.45
hz (altura de zapata) = 1.00 m Espesor de Muro
B1 (Externa) = 1.8 m t1 (sup) = 0.30 m
B2 (central) = 0.70 m t2 (inf) = 0.70 m
B3 (interna) = 0.65 m
L : Ancho de Zapata = 3.15 m
R1 (Altura de relleno 1) = 1.70 m H pantalla = 7.10 m
R2 (Altura de relleno 2) = 7.10 m
f'c = 210 kg/cm2
gconcreto = 2.40 tn/m3
fy = 4200 kg/cm3
S/C = 0.30 tn/m2
2. ANALISIS POR CADA METRO DE LONGITUD
W s/c = 0.30 300 = 90 kg/m
E s/c = 90 8.10 = 729 kg
M s/c = 729 4.05 = 2952.45 kg.m
Ka
Wa = 0.30 1800 8.1 4374 kg/m
Ea = 4374 4.05 17714.7 kg
Ma = 17714.7 2.7 47829.69 kg.m
Kp
Wp = 3.00 1800.00 2.70 = 14580 kg/m
Ep = 14580 1.35 = 19683 kg
Mp = 19683 0.9 = 17714.7 kg.m
3. VERIFICACIONES
VERIFICACION DE ESTABILIDAD
Zonas L H Cargas (kg) Brazo de Giro (m) Momentos (kg.m)
1 0.65 7.1 1800 8,307.00 2.83 23,467.28
2 0.7 7.1 2400 11,928.00 2.15 25,645.20
3 1.8 1.7 1800 5,508.00 0.90 4,957.20
4 3.15 1 2400 7,560.00 1.58 11,907.00
5 1.8 300 540.00 2.83 1,525.50anc o
6 0.3 0.4 7.10 2400 2,044.80 1.65 3,373.92
columnas extremas
35,887.80 70,876.10
VERIFICACION POR DESP LAZAMIENTO
Factu = Es/c + E a 18443.7 Kg
Fres = Ep+u x Cargas 35,832.51 Kg
Fsd = 1.94 > 1.50 CORRECTO
VERIFICACION POR VOLTEO
Datos de Suelo
Datos de muro
-
7/26/2019 106933593 Diseno Muro Armado
2/50
Mact = M s/c + Ma 50,782.14 kg.m
Mres = Mp + Momentos 88,590.80 kg.m
Fsv = 1.74 > 1.50 CORRECTO
PRESION DEL TERRENO
= 35887.8 = 17032.26667
P = 35,887.80 kg 2 1.05
MO = Mres-Mact 37,808.66 kg.m 1.703226667
d = Mo/P 1.054 m
e = B/2 - d 0.521 m
B/6 = 0.525 m > 0.521 CORRECTO
4. DISEO POR CONCRETO ARMADO
4.1 DISEO DE PANTALLA
kp
wu = 1.8 0.30 1800 7.1 = 6,901.20 kg/m
Vu = 6901.20 3.55 = 24,499.26 Kg
Mu = 24499.26 2.36666667 = 57,981.58
d VuVc = 0.85 0.53 14.4913767 100 65 = 42,434.37 > 24,499.26 CORRECTO
b x d = 100 x 65
Calculo del acero en pantalla
Datos Momentos en tn.mh (cm): 70.00
r (cm): 5
d (cm): 65
b (cm): 100 b (cm) 100
f'c (Kg/cm2): 210 M (tn.m) 57.981582
f: 0.9 As (cm2) 24.70
fy (Kg/cm2): 4200
1" @ 0.30 m + BASTONES DE 5 /8" @ 30 Acero colocado: 26.25 cm2
r= As = 0.0040 > rmin= 0.0018 OK!
bd
Refuerzo Mnimo parte superior = 0.0018 x 100 x 0.3 = 5.4 cm2 / m
parte inferior = 0.0018 x 100 x 0.7 = 12.6 cm2 / m
Como la pantalla es de seccin variable y asumiendo a = d / 5, ademas As1= As2se obtiene
Ka =tg2( 45 - 32/2 ) = 0.307
hc = 1.4
Lc = 2.05 m
Lc = hc + d usar Lc = 2.1 m
Lc : tambien 1/3 H pantalla Utilizado = 2.40 m
Refuerzo Horizontal As = rtbt dArriba: = 0.0018 x 100 x 30 = 5.4 cm2 / m
2/3 As
1/3As 3.6 f1/2" @ 0.30 m
P
MMresBe
act
=
2
=st
A3
2
3
max )5(7.16
2/c
sahxx
KM
=
g
v
h
aK
s
sf=
=2
45tan2
-
7/26/2019 106933593 Diseno Muro Armado
3/50
1.8
Intermedio: = 0.0018 x 100 x 50 = 9 cm2 / m
6
3
Abajo: = 0.0018 x 100 x 70 = 12.6 cm2 / m
8.4
4.2
Acero de montaje: 36f = 36 x 1.91 = 68.76 < S Smax = 30 cm
4.1 DISEO DE ZAPATA
DISEO DE LA PUNTA
=
wu = 1.67 17032.27 = 28443.88534 kg
Mu = 28443.88534 1.62 = 46079.09 kg.m
Vu = Wu ( B3-d) = 25599.50 kg
Vc = 0.85 0.53 14.4913767 100 90 = 58,755.29 > 25,599.50 CORRECTO
b x d = 100 x 90
Datos Momentos en tn.mh (cm): 100.00
r (cm): 10
d (cm): 90
b (cm): 100 b (cm) 100
f'c (Kg/cm2): 210 M (tn.m) 46.08
f: 0.9 As (cm2) 13.79
fy (Kg/cm2): 4200
Se coloca acero en doble malla :
Acero colocado : f 5/8" @ 0.25 m en doble malla
DISEO DEL TALON
Wu = 1.5 x hz x + 1.8 x x R1 = 26604 Kg/m
Vu = Wu ( B3-d) = -6651 kg
Vc = 0.85 0.53 14.4913767 100 90 = 58,755.29 > -6,651.00 CORRECTO
b x d = 100 x 90
Mu = Wu x B3xB3/ 2 = 5620.095
Datos Momentos en tn.mh (cm): 100.00
r (cm): 10
d (cm): 90
b (cm): 100 b (cm) 100
f'c (Kg/cm2): 210 M (tn.m) 5.62
f: 0.9 As (cm2) 1.66
fy (Kg/cm2): 4200
Asmin zapata : 0.0018 100 100.00 = 18 cm2
En cada cara : 9 cm2 =
Refuerzo transversal
As temp = 0.0018 x 100 x 100 = 18
En cada cara 9
f3/8" @ 0.25 m
f5/8" @ 0.25 cm
f1/2" @ 0.30 m
f3/4" @ 0.30 m
f 5/8" @ 0.25 m
f5/8" @ 0.30 m
f3/8" @ 0.30 m
f1/2" @ 0.25 m
=st
A3
1
=st
A3
2
=st
A3
1
=stA32
=st
A3
1
-
7/26/2019 106933593 Diseno Muro Armado
4/50
DISEO MUROS DE CONCRETO ARMADOH = 6.50 M
1. DATOS DE ENTRADA DIMENSIONAMIENTO PLANTEADO DEBIDO A
RESTRICCIONES DEL TERRENO EN AMBOS LADOS
g1 = 1.80 tn/m3
g2 = 1.80 tn/m3
f1 = 32 f2 = 32
ssuelo = 0.80 kg/cm2
Ka = 0.30
Kp = 3.00
= 0.45
hz (altura de zapata) = 1.00 m Espesor de Muro
B1 (Externa) = 1.8 m t1 (sup) = 0.30 m
B2 (central) = 0.55 m t2 (inf) = 0.55 m
B3 (interna) = 0.5 m
L : Ancho de Zapata = 2.85 m
R1 (Altura de relleno 1) = 1.7 m H pantalla = 6.50 m
R2 (Altura de relleno 2) = 6.5 m
f'c = 210 kg/cm2
gconcreto = 2.40 tn/m3
fy = 4200 kg/cm3
S/C = 0.30 tn/m2
2. ANALISIS POR CADA METRO DE LONGITUD
W s/c = 0.30 300 = 90 kg/m
E s/c = 90 7.50 = 675 kg
M s/c = 675 3.75 = 2531.25 kg.m
Ka
Wa = 0.30 1800 7.5 4050 kg/m
Ea = 4050 3.75 15187.5 kg
Ma = 15187.5 2.5 37968.75 kg.m
Kp
Wp = 3.00 1800.00 2.70 = 14580 kg/m
Ep = 14580 1.35 = 19683 kg
Mp = 19683 0.9 = 17714.7 kg.m
3. VERIFICACIONES
VERIFICACION DE ESTABILIDAD
Zonas L H Cargas (kg) Brazo de Giro (m) Momentos (kg.m)
1 0.5 6.5 1800 5850 2.6 15210
2 0.55 6.5 2400 8580 2.075 17803.5
3 1.8 1.7 1800 5508 0.9 4957.2
4 2.85 1 2400 6840 1.425 9747
5 1.8 300 540 2.60 1404
27318 49121.7
VERIFICACION POR DES PLAZAMIENTO
Factu = Es/c + E a 15862.5 Kg
Fres = Ep+u x Cargas 31,976.10 Kg
Fsd = 2.02 > 1.50 CORRECTO
Datos de Suelo
Datos de muro
-
7/26/2019 106933593 Diseno Muro Armado
5/50
VERIFICACION POR VOLTEO
Mact = M s/c + Ma 40,500.00 kg.m
Mres = Mp + Momentos 66,836.40 kg.m
Fsv = 1.65 > 1.50 CORRECTO
PRESION DEL TERRENO
= 27318 = 14168.09291
P = 27,318.00 kg 2 0.96
MO = Mres-Mact 26,336.40 kg.m 1.416809291
d = Mo/P 0.964 m
e = B/2 - d 0.461 m
B/6 = 0.475 m > 0.461 CORRECTO
4. DISEO POR CONCRETO ARMADO
4.1 DISEO DE PANTALLA
kp
wu = 1.8 0.30 1800 6.5 = 6,318.00 kg/m
Vu = 6318.00 3.25 = 20,533.50 Kg
Mu = 20533.5 2.16666667 = 44,489.25
d Vu
Vc = 0.85 0.53 14.4913767 100 50 = 32,641.83 > 20,533.50 CORRECTO
b x d = 100 x 50
Calculo del acero en pantalla
Datos Momentos en tn.mh (cm): 55.00
r (cm): 5
d (cm): 50
b (cm): 100 b (cm) 100
f'c (Kg/cm2): 210 M (tn.m) 44.48925
f: 0.9 As (cm2) 25.01
fy (Kg/cm2): 4200
1" @ 0.30 m + BASTONES DE 5 /8" @ 30 Acero co locado: 26.25 cm2
r= As = 0.0053 > rmin= 0.0018 OK!bd
Refuerzo Mnimo parte superior = 0.0018 x 100 x 0.3 = 5.4 cm2 / m
parte inferior = 0.0018 x 100 x 0.55 = 9.9 cm2 / m
Como la pantalla es de seccin variable y asumiendo a = d / 5, ademas As1= As2se obtiene
Ka =tg2( 45 - 32/2 ) = 0.307
hc = 1.282
Lc = 1.78 m
Lc = hc + d usar Lc = 1.8 m
Lc : tambien 1/3 H pantalla Utilizado = 2.20 m
Refuerzo Horizontal As = rtbt dArriba: = 0.0018 x 100 x 30 = 5.4 cm2 / m
2/3 As
1/3As 3.6 f1/2" @ 0.30 m
P
MMresBe
act
=
2
=A2
3
max )5(7.16
2/c
sahxx
KM
=
g
v
h
aK
s
sf=
=2
45tan2
-
7/26/2019 106933593 Diseno Muro Armado
6/50
1.8
Intermedio: = 0.0018 x 100 x 42.5 = 7.65 cm2 / m
5.1
2.55
Abajo: = 0.0018 x 100 x 55 = 9.9 cm2 / m
6.6
3.3
Acero de montaje: 36f = 36 x 1.91= 68.76 < S Smax = 30 cm
4.1 DISEO DE ZAPATA
DISEO DE LA PUNTA
=
wu = 1.67 14168.09 = 23660.71515 kg
Mu = 23660.71515 1.62 = 38330.36 kg.m
Vu = Wu ( B3-d) = 21294.64 kg
Vc = 0.85 0.53 14.4913767 100 90 = 58,755.29 > 21,294.64 CORRECTO
b x d = 100 x 90
Datos Momentos en tn.mh (cm): 100.00
r (cm): 10
d (cm): 90
b (cm): 100 b (cm) 100
f'c (Kg/cm2): 210 M (tn.m) 38.33
f: 0.9 As (cm2) 11.44
fy (Kg/cm2): 4200
Se coloca acero en doble malla :
Acero colocado : f 5/8" @ 0.25 m en doble malla
DISEO DEL TALON
Wu = 1.5 x hz x + 1.8 x x R1 = 24660 Kg/m
Vu = Wu ( B3-d) = -9864 kg
Vc = 0.85 0.53 14.4913767 100 90 = 58,755.29 > -9,864.00 CORRECTO
b x d = 100 x 90
Mu = Wu x B3xB3/ 2 = 3082.5
Datos Momentos en tn.mh (cm): 100.00
r (cm): 10
d (cm): 90
b (cm): 100 b (cm) 100
f'c (Kg/cm2): 210 M (tn.m) 3.0825
f: 0.9 As (cm2) 0.91
fy (Kg/cm2): 4200
Asmin zapata : 0.0018 100 100.00 = 18 cm2
En cada cara : 9 cm2 =
Refuerzo transversal
As temp = 0.0018 x 100 x 100 = 18
En cada cara 9
f3/8" @ 0.30 m
f1/2" @ 0.25 m
f3/8" @ 0.25 m
f5/8" @ 0.25 cm
f1/2" @ 0.30 m
f3/4" @ 0.30 m
f 5/8" @ 0.25 m
f5/8" @ 0.30 m
st
3
=st
A3
1
=st
A3
2
=st
A3
1
=st
A3
2
=st
A3
1
-
7/26/2019 106933593 Diseno Muro Armado
7/50
DISEO MUROS DE CONCRETO ARMADOH = 5.10 M
1. DATOS DE ENTRADA DIMENSIONAMIENTO PLANTEADO DEBIDO A
RESTRICCIONES DEL TERRENO EN AMBOS LADOS
g1 = 1.80 tn/m3
g2 = 1.80 tn/m3
f1 = 32 f2 = 32
ssuelo = 0.80 kg/cm2
Ka = 0.30
Kp = 3.00
= 0.45
hz (altura de zapata) = 0.80 m Espesor de Muro
B1 (Externa) = 1.8 m t1 (sup) = 0.30 m
B2 (central) = 0.45 m t2 (inf) = 0.45 m
B3 (interna) = 0.5 m
L : Ancho de Zapata = 2.75 m
R1 (Altura de relleno 1) = 1.7 m H pantalla = 5.10 m
R2 (Altura de relleno 2) = 5.1 m
f'c = 210 kg/cm2
gconcreto = 2.40 tn/m3
fy = 4200 kg/cm3
S/C = 0.30 tn/m2
2. ANALISIS POR CADA METRO DE LONGITUD
W s/c = 0.30 300 = 90 kg/m
E s/c = 90 5.90 = 531 kg
M s/c = 531 2.95 = 1566.45 kg.m
Ka
Wa = 0.30 1800 5.9 3186 kg/m
Ea = 3186 2.95 9398.7 kg
Ma = 9398.7 1.96666667 18484.11 kg.m
Kp
Wp = 3.00 1800.00 2.50 = 13500 kg/m
Ep = 13500 1.25 = 16875 kg
Mp = 16875 0.83333333 = 14062.5 kg.m
3. VERIFICACIONES
VERIFICACION DE ESTABILIDAD
Zonas L H Cargas (kg) Brazo de Giro (m) Momentos (kg.m)
1 0.5 5.1 1800 4590 2.5 11475
2 0.45 5.1 2400 5508 2.025 11153.7
3 1.8 1.7 1800 5508 0.9 4957.2
4 2.75 0.8 2400 5280 1.375 7260
5 1.8 300 540 2.50 1350
21426 36195.9
VERIFICACION POR DE SPLAZAMIENTO
Factu = Es/c + E a 9929.7 Kg
Fres = Ep+u x Cargas 26,516.70 Kg
Fsd = 2.67 > 1.50 CORRECTO
Datos de Suelo
Datos de muro
-
7/26/2019 106933593 Diseno Muro Armado
8/50
VERIFICACION POR VOLTEO
Mact = M s/c + Ma 20,050.56 kg.m
Mres = Mp + Momentos 50,258.40 kg.m
Fsv = 2.51 > 1.50 CORRECTO
PRESION DEL TERRENO
= 21426 = 7598.581626
P = 21,426.00 kg 2 1.41
MO = Mres-Mact 30,207.84 kg.m 0.759858163
d = Mo/P 1.410 m
e = B/2 - d -0.035 m
B/6 = 0.45833333 m > -0.035 CORRECTO
4. DISEO POR CONCRETO ARMADO
4.1 DISEO DE PANTALLA
kp
wu = 1.8 0.30 1800 5.1 = 4,957.20 kg/m
Vu = 4957.20 2.55 = 12,640.86 Kg
Mu = 12640.86 1.7 = 21,489.46
d Vu
Vc = 0.85 0.53 14.4913767 100 40 = 26,113.46 > 12,640.86 CORRECTO
b x d = 100 x 40
Calculo del acero en pantalla
Datos Momentos en tn.mh (cm): 45.00
r (cm): 5
d (cm): 40
b (cm): 100 b (cm) 100
f'c (Kg/cm2): 210 M (tn.m) 21.49
f: 0.9 As (cm2) 14.86
fy (Kg/cm2): 4200
3/4" @ 0.30 m + BASTONES DE 5/8" @ 30 Acero colocado: 17.45 cm2
r= As = 0.0044 > rmin= 0.0018 OK!bd
Refuerzo Mnimo parte superior = 0.0018 x 100 x 0.3 = 5.4 cm2 / m
parte inferior = 0.0018 x 100 x 0.45 = 8.1 cm2 / m
Como la pantalla es de seccin variable y asumiendo a = d / 5, ademas As1= As2se obtiene
Ka =tg2( 45 - 32/2 ) = 0.307
hc = 1.006
Lc = 1.41 m
Lc = hc + d usar Lc = 1.5 m
Lc : tambien 1/3 H pantalla Utilizado = 1.70 m
Refuerzo Horizontal As = rtbt dArriba: = 0.0018 x 100 x 30 = 5.4 cm2 / m
2/3 As
1/3As 3.6 f1/2" @ 0.30 m
P
MMresBe
act
=
2
2
3
max )5(7.16
2/c
sahxx
KM
=
g
v
h
aK
s
sf=
=2
45tan2
-
7/26/2019 106933593 Diseno Muro Armado
9/50
1.8
Intermedio: = 0.0018 x 100 x 37.5 = 6.75 cm2 / m
4.5
2.25
Abajo: = 0.0018 x 100 x 45 = 8.1 cm2 / m
5.4
2.7
Acero de montaje: 36f = 36 x 1.59 = 57.24 < S
4.1 DISEO DE ZAPATA
DISEO DE LA PUNTA
=
wu = 1.67 7598.58 = 12689.63132 kg
Mu = 12689.63132 1.62 = 20557.20 kg.m
Vu = Wu ( B3-d) = 13958.59 kg
Vc = 0.85 0.53 14.4913767 100 70 = 45,698.56 > 13,958.59 CORRECTO
b x d = 100 x 70
Datos Momentos en tn.mh (cm): 80.00
r (cm): 10
d (cm): 70
b (cm): 100 b (cm) 100
f'c (Kg/cm2): 210 M (tn.m) 20.56
f: 0.9 As (cm2) 7.87
fy (Kg/cm2): 4200
Se coloca acero en doble malla :
Acero colocado : f 5/8" @ 0.30 m en doble malla
DISEO DEL TALON
Wu = 1.5 x hz x + 1.8 x x R1 = 19404 Kg/m
Vu = Wu ( B3-d) = -3880.8 kg
Vc = 0.85 0.53 14.4913767 100 70 = 45,698.56 > -3,880.80 CORRECTO
b x d = 100 x 70
Mu = Wu x B3xB3/ 2 = 2425.5
Datos Momentos en tn.mh (cm): 80.00
r (cm): 10
d (cm): 70
b (cm): 100 b (cm) 100
f'c (Kg/cm2): 210 M (tn.m) 2.4255
f: 0.9 As (cm2) 0.92
fy (Kg/cm2): 4200
Asmin zapata : 0.0018 100 80.00 = 14.4 cm2
En cada cara : 7.2 cm2 =
Refuerzo transversal
As temp = 0.0018 x 100 x 80 = 14.4
En cada cara 7.2
f3/8" @ 0.25 m
f5/8" @ 0.25 cm
f1/2" @ 0.30 m
f5/8" @ 0.25m
f 5/8" @ 0.30m
f5/8" @ 0.30 m
f3/8" @ 0.30 m
f1/2" @ 0.25 m
=st
A3
=st
A3
1
=st
A3
2
=st
A3
1
=st
A3
2
=st
A3
1
-
7/26/2019 106933593 Diseno Muro Armado
10/50
DISEO MUROS DE CONCRETH = 5.10 M
1. DATOS DE ENTRADA
g1 = 1.80 tn/m3
g2 = 1.80
f1 = 32 f2 = 32
ssuelo = 0.80
Ka = 0.30
Kp = 3.00
= 0.45
hz (altura de zapata) = 0.80 m Espesor de Muro
B1 (Externa) = 1.8 m t1 (sup) = 0.30
B2 (central) = 0.45 m t2 (inf) = 0.45
B3 (interna) = 0.5 m
L : Ancho de Zapata = 2.75 m
R1 (Altura de relleno 1) = 1.1 m H pantalla = 5.10
R2 (Altura de relleno 2) = 5.1 m
f'c = 210 kg/cm2
gconcreto = 2.40
fy = 4200 kg/cm3
S/C = 0.30 tn/m2
2. ANALISIS POR CADA METRO DE LONGITUD
W s/c = 0.30
E s/c = 90
M s/c = 531
Ka
Wa = 0.30
Ea = 3186
Datos de Suelo
Datos de muro
-
7/26/2019 106933593 Diseno Muro Armado
11/50
Ma = 9398.7
Kp
Wp = 3.00
Ep = 10260
Mp = 9747
3. VERIFICACIONES
VERIFICACION DE ESTABILIDAD
Zonas L H
1 0.5 5.1 1800
2 0.45 5.1 2400
3 1.8 1.1 1800
4 2.75 0.8 2400
5 1.8 300
VERIFICACION POR DESPLAZAMIENTO
Factu = Es/c + E a 9929.7 Kg
Fres = Ep+u x Cargas 18,513.90 Kg
Fsd = 1.86 > 1.50
VERIFICACION POR VOLTEO
Mact = M s/c + Ma 20,050.56 kg.m
Mres = Mp + Momentos 40,619.40 kg.m
Fsv = 2.03 > 1.50
PRESION DEL TERRENO
MMresBe
act
=
-
7/26/2019 106933593 Diseno Muro Armado
12/50
P = 19,482.00 kg
MO = Mres-Mact 20,568.84 kg.m
d = Mo/P 1.056 m
e = B/2 - d 0.319 m
B/6 = 0.45833333 m >
4. DISEO POR CONCRETO ARMADO
4.1 DISE O DE PANTALLA
kp
wu = 1.8 0.30 1800 5.1 =
Vu = 4957.20 2.55 =
Mu = 12640.86 1.7 =
d
Vc = 0.85 0.53 14.4913767 100 40
b x d = 100 x 40
Calculo del acero en pantalla
Datos Momentos en tn.mh (cm): 45.00
r (cm): 5
d (cm): 40
b (cm): 100 b (cm) 100
f'c (Kg/cm2): 210 M (tn.m) 21.49
f: 0.9 As (cm2) 14.86
fy (Kg/cm2): 4200
3/4" @ 0.30 m + BASTONES DE 5/8"
r= As = 0.0044 > rmin= 0.0018
bd
Refuerzo Mnimo parte superior = 0.0018 x 100 x 0.3 =
parte inferior = 0.0018 x 100 x 0.45 =
-
7/26/2019 106933593 Diseno Muro Armado
13/50
Como la pantalla es de seccin variable y asumiendo a = d / 5, ademas As1= As2se obtiene
Ka =tg2( 45 - 32/2 ) = 0.307
hc = 1.006
Lc = 1.41 m
Lc = hc + d usar Lc = 1.5 m
Lc : tambien 1/3 H pantalla Utilizado = 1.70 m
Refuerzo Horizontal As = rtbt dArriba: = 0.0018 x 100 x 30 =
2/3 As
1/3As 3.6
1.8
Intermedio: = 0.0018 x 100 x 37.5 =
4.5
2.25
Abajo: = 0.0018 x 100 x 45 =
5.4
2.7
Acero de montaje: 36f = 36 x 1.59 = 57.24 < S
f5/8" @ 0.25m
=st
A3
2
=st
A3
1
=st
A3
2
=st
A3
1
=st
A3
2
=st
A3
1
3
max )5(7.16
2/c
sahxx
KM
=
g
v
h
aK
s
sf=
=2
45tan2
-
7/26/2019 106933593 Diseno Muro Armado
14/50
4.1 DISE O DE ZAPATA
DISE O DE LA PUNTA
=
wu = 1.67 9226.29 = 15407.91073 kg
Mu = 15407.91073 1.62 = 24960.82 kg.m
Vu = Wu ( B3-d) = 16948.70 kg
Vc = 0.85 0.53 14.4913767 100 70
b x d = 100 x 70
Datos Momentos en tn.mh (cm): 80.00
r (cm): 10d (cm): 70
b (cm): 100 b (cm) 100
f'c (Kg/cm2): 210 M (tn.m) 24.96
f: 0.9 As (cm2) 9.59
fy (Kg/cm2): 4200
Se coloca acero en doble malla :
Acero colocado : f 5/8" @ 0.30 m en doble malla
DISE O DEL TALON
Wu = 1.5 x hz x + 1.8 x x R1 = 19404 Kg/m
Vu = Wu ( B3-d) = -3880.8 kg
Vc = 0.85 0.53 14.4913767 100 70
b x d = 100 x 70
Mu = Wu x B3xB3/ 2 = 2425.5
Datos Momentos en tn.mh (cm): 80.00
r (cm): 10
d (cm): 70
b (cm): 100 b (cm) 100
f'c (Kg/cm2): 210 M (tn.m) 2.4255
f: 0.9 As (cm2) 0.92
-
7/26/2019 106933593 Diseno Muro Armado
15/50
fy (Kg/cm2): 4200
Asmin zapata : 0.0018 100 80.00 = 14.4
En cada cara : 7.2 cm2 =
Refuerzo transversal
As temp = 0.0018 x 100 x 80 = 14.4
En cada cara 7.2
f 5/8" @ 0.30m
f5/8" @ 0.30
-
7/26/2019 106933593 Diseno Muro Armado
16/50
O ARMADO
DIMENSIONAMIENTO PLANTEADO DEBIDO A
RESTRICCIONES DEL TERRENO EN AMBOS LADOS
tn/m3
kg/cm2
m
m
m
tn/m3
300 = 90 kg/m
5.90 = 531 kg
2.95 = 1566.45 kg.m
1800 5.9 3186 kg/m
2.95 9398.7 kg
-
7/26/2019 106933593 Diseno Muro Armado
17/50
1.96666667 18484.11 kg.m
1800.00 1.90 = 10260 kg/m
0.95 = 9747 kg
0.63333333 = 6173.1 kg.m
Cargas (kg) Brazo de Giro (m) Momentos (kg.m)
4590 2.5 11475
5508 2.025 11153.7
3564 0.9 3207.6
5280 1.375 7260
540 2.50 1350
19482 34446.3
CORRECTO
CORRECTO
-
7/26/2019 106933593 Diseno Muro Armado
18/50
= 19482 = 9226.29385
2 1.06
0.922629385
0.319 CORRECTO
4,957.20 kg/m
12,640.86 Kg
21,489.46
Vu
= 26,113.46 > 12,640.86 CORRECTO
30 Acero colocado: 17.45 cm2
OK!
5.4 cm2 / m
8.1 cm2 / m
-
7/26/2019 106933593 Diseno Muro Armado
19/50
5.4 cm2 / m
2.834645669
35.27777778
2.535211268
39.44444444
6.75 cm2 / m
3.543307087
28.22222222
3.169014085
31.55555556
8.1 cm2 / m
2.713567839
36.85185185
2.125984252
47.03703704
f3/8" @ 0.25 m
f5/8" @ 0.25 cm
f1/2" @ 0.30 m
f1/2" @ 0.30 m
f3/8" @ 0.30 m
f1/2" @ 0.25 m
-
7/26/2019 106933593 Diseno Muro Armado
20/50
= 45,698.56 > 16,948.70 CORRECTO
= 45,698.56 > -3,880.80 CORRECTO
-
7/26/2019 106933593 Diseno Muro Armado
21/50
cm2
-
7/26/2019 106933593 Diseno Muro Armado
22/50
-
7/26/2019 106933593 Diseno Muro Armado
23/50
-
7/26/2019 106933593 Diseno Muro Armado
24/50
-
7/26/2019 106933593 Diseno Muro Armado
25/50
pulg cm area
3/8 0.95 0.71
1/2 1.27 1.27
5/8 1.59 1.99
3/4 1.91 2.87
1 2.54 5.07
-
7/26/2019 106933593 Diseno Muro Armado
26/50
DISEO MUROS DE CONCRETO ARMADOH = 3.50 M
1. DATOS DE ENTRADA DIMENSIONAMIENTO PLANTEADO DEBIDO A
RESTRICCIONES DEL TERRENO EN AMBOS LADOS
g1 = 1.80 tn/m3
g2 = 1.80 tn/m3
f1 = 32 f2 = 32
ssuelo = 0.80 kg/cm2
Ka = 0.30
Kp = 3.00
= 0.45
hz (altura de zapata) = 0.60 m Espesor de Muro
B1 (Externa) = 0.7 m t1 (sup) = 0.30 m
B2 (central) = 0.30 m t2 (inf) = 0.30 m
B3 (interna) = 0.5 m
L : Ancho de Zapata = 1.50 m
R1 (Altura de relleno 1) = 1 m H pantalla = 3.50 m
R2 (Altura de relleno 2) = 3.5 m
f'c = 210 kg/cm2
gconcreto = 2.40 tn/m3
fy = 4200 kg/cm3
S/C = 0.30 tn/m2
2. ANALISIS POR CADA METRO DE LONGITUD
W s/c = 0.30 300 = 90 kg/m
E s/c = 90 4.10 = 369 kg
M s/c = 369 2.05 = 756.45 kg.m
Ka
Wa = 0.30 1800 4.1 2214 kg/m
Ea = 2214 2.05 4538.7 kg
Ma = 4538.7 1.36666667 6202.89 kg.m
Kp
Wp = 3.00 1800.00 1.60 = 8640 kg/m
Ep = 8640 0.8 = 6912 kg
Mp = 6912 0.53333333 = 3686.4 kg.m
3. VERIFICACIONES
VERIFICACION DE ESTABILIDAD
Zonas L H Cargas (kg) Brazo de Giro (m) Momentos (kg.m)
1 0.5 3.5 1800 3150 1.25 3937.5
2 0.3 3.5 2400 2520 0.85 2142
3 0.7 1 1800 1260 0.35 441
4 1.50 0.6 2400 2160 0.75 1620
5 1.8 300 540 1.25 675
9630 8815.5
VERIFICACION POR DESP LAZAMIENTO
Factu = Es/c + E a 4907.7 Kg
Fres = Ep+u x Cargas 11,245.50 Kg
Fsd = 2.29 > 1.50 CORRECTO
Datos de Suelo
Datos de muro
-
7/26/2019 106933593 Diseno Muro Armado
27/50
VERIFICACION POR VOLTEO
Mact = M s/c + Ma 6,959.34 kg.m
Mres = Mp + Momentos 12,501.90 kg.m
Fsv = 1.80 > 1.50 CORRECTO
PRESION DEL TERRENO
= 9630 = 8365.890491
P = 9,630.00 kg 2 0.58
MO = Mres-Mact 5,542.56 kg.m 0.836589049
d = Mo/P 0.576 m
e = B/2 - d 0.174 m
B/6 = 0.25 m > 0.174 CORRECTO
4. DISEO POR CONCRETO ARMADO
4.1 DISEO DE PANTALLA
kp
wu = 1.8 0.30 1800 3.5 = 3,402.00 kg/m
Vu = 3402.00 1.75 = 5,953.50 Kg
Mu = 5953.5 1.16666667 = 6,945.75
d Vu
Vc = 0.85 0.53 14.4913767 100 25 = 16,320.91 > 5,953.50 CORRECTO
b x d = 100 x 25
Calculo del acero en pantalla
Datos Momentos en tn.mh (cm): 30.00
r (cm): 5
d (cm): 25
b (cm): 100 b (cm) 100
f'c (Kg/cm2): 210 M (tn.m) 6.95
f: 0.9 As (cm2) 7.62
fy (Kg/cm2): 4200
5/8" @ 0.25 m Acero colocado: 9.95 cm2
r= As = 0.0040 > rmin= 0.0018 OK!bd
Refuerzo Mnimo parte superior = 0.0018 x 100 x 0.3 = 5.4 cm2 / m
parte inferior = 0.0018 x 100 x 0.3 = 5.4 cm2 / m
Como la pantalla es de seccin variable y asumiendo a = d / 5, ademas As1= As2se obtiene
Ka =tg2( 45 - 32/2 ) = 0.307
hc = 0.69
Lc = 0.94 m
Lc = hc + d usar Lc = 1.00 m
Lc : tambien 1/3 H pantalla Utilizado = 1.00 m
Refuerzo Horizontal As = rtbt dArriba: = 0.0018 x 100 x 30 = 5.4 cm2 / m
2/3 As
1/3As 3.6 f3/8" @ 0.25 m
P
MMresBe
act
=
2
2
3
max )5(7.16
2/c
sahxx
KM
=
g
v
h
aK
s
sf=
=2
45tan2
-
7/26/2019 106933593 Diseno Muro Armado
28/50
1.8
Intermedio: = 0.0018 x 100 x 30 = 5.4 cm2 / m
3.6
1.8
Abajo: = 0.0018 x 100 x 30 = 5.4 cm2 / m
3.6
1.8
Acero de montaje: 36f = 36 x 1.27 = 45.72 < S
4.1 DISEO DE ZAPATA
DISEO DE LA PUNTA
=
wu = 1.67 8365.89 = 13971.03712 kg
Mu = 13971.03712 0.245 = 3422.90 kg.m
Vu = Wu ( B3-d) = 2794.21 kg
Vc = 0.85 0.53 14.4913767 100 50 = 32,641.83 > 2,794.21 CORRECTO
b x d = 100 x 50
Datos Momentos en tn.mh (cm): 60.00
r (cm): 10
d (cm): 50
b (cm): 100 b (cm) 100
f'c (Kg/cm2): 210 M (tn.m) 3.42
f: 0.9 As (cm2) 1.82
fy (Kg/cm2): 4200
Se coloca acero en doble malla :
Acero colocado : f 1/2" @ 0.25 m en doble malla
DISEO DEL TALON
Wu = 1.5 x hz x + 1.8 x x R1 = 13500 Kg/m
Vu = Wu ( B3-d) = 0 kg
Vc = 0.85 0.53 14.4913767 100 50 = 32,641.83 > 0.00 CORRECTO
b x d = 100 x 50
Mu = Wu x B3xB3/ 2 = 1687.5
Datos Momentos en tn.mh (cm): 60.00
r (cm): 10
d (cm): 50
b (cm): 100 b (cm) 100
f'c (Kg/cm2): 210 M (tn.m) 1.6875
f: 0.9 As (cm2) 0.89
fy (Kg/cm2): 4200
Asmin zapata : 0.0018 100 60.00 = 10.8 cm2
En cada cara : 5.4 cm2 =
Refuerzo transversal
As temp = 0.0018 x 100 x 60 = 10.8
En cada cara 5.4
f3/8" @ 0.25 m
f1/2" @ 0.30 cm
f1/2" @ 0.30 m
f1/2" @ 0.25m
f 1/2" @ 0.25m
f 1/2" @ 0.25m
f3/8" @ 0.25 m
f3/8" @ 0.25 m
=st
A3
=st
A3
1
=st
A3
2
=st
A3
1
=st
A3
2
=st
A3
1
-
7/26/2019 106933593 Diseno Muro Armado
29/50
DISEO MUROS DE CONCRETO ARMADOH = 2.20 M
1. DATOS DE ENTRADA
g1 = 1.80 tn/m3
g2 = 1.80 tn/m3
f1 = 32 f2 = 32
ssuelo = 0.80 kg/cm2
Ka = 0.30
Kp = 3.00
= 0.45
hz (altura de zapata) = 0.50 m Espesor de Muro
B1 (Externa) = 0.45 m t1 (sup) = 0.25 m
B2 (central) = 0.25 m t2 (inf) = 0.25 m
B3 (interna) = 0.5 m
L : Ancho de Zapata = 1.20 m
R1 (Altura de relleno 1) = 0.4 m H pantalla = 2.20 m
R2 (Altura de relleno 2) = 2.2 m
f'c = 210 kg/cm2
gconcreto = 2.40 tn/m3
fy = 4200 kg/cm3
S/C = 0.30 tn/m2
2. ANALISIS POR CADA METRO DE LONGITUD
W s/c = 0.30 300 = 90 kg/m
E s/c = 90 2.70 = 243 kg
M s/c = 243 1.35 = 328.05 kg.m
Ka
Wa = 0.30 1800 2.7 1458 kg/m
Ea = 1458 1.35 1968.3 kg
Ma = 1968.3 0.9 1771.47 kg.m
Kp
Wp = 3.00 1800.00 0.90 = 4860 kg/m
Ep = 4860 0.45 = 2187 kg
Mp = 2187 0.3 = 656.1 kg.m
3. VERIFICACIONES
VERIFICACION DE ESTABILIDAD
Zonas L H Cargas (kg) Brazo de Giro (m) Momentos (kg.m)
1 0.5 2.2 1800 1980 0.95 1881
2 0.25 2.2 2400 1320 0.575 759
3 0.45 0.4 1800 324 0.225 72.9
4 1.20 0.5 2400 1440 0.6 864
5 1.8 300 540 0.95 513
5604 4089.9
VERIFICACION POR DESP LAZAMIENTO
Factu = Es/c + E a 2211.3 Kg
Fres = Ep+u x Cargas 4,708.80 Kg
Fsd = 2.13 > 1.50 CORRECTO
Datos de Suelo
Datos de muro
-
7/26/2019 106933593 Diseno Muro Armado
30/50
VERIFICACION POR VOLTEO
Mact = M s/c + Ma 2,099.52 kg.m
Mres = Mp + Momentos 4,746.00 kg.m
Fsv = 2.26 > 1.50 CORRECTO
PRESION DEL TERRENO
= 5604 = 5933.318219
P = 5,604.00 kg 2 0.47
MO = Mres-Mact 2,646.48 kg.m 0.593331822
d = Mo/P 0.472 m
e = B/2 - d 0.128 m
B/6 = 0.2 m > 0.128 CORRECTO
4. DISEO POR CONCRETO ARMADO
4.1 DISEO DE PANTALLA
kp
wu = 1.8 0.30 1800 2.2 = 2,138.40 kg/m
Vu = 2138.40 1.1 = 2,352.24 Kg
Mu = 2352.24 0.73333333 = 1,724.98
d Vu
Vc = 0.85 0.53 14.4913767 100 20 = 13,056.73 > 2,352.24 CORRECTO
b x d = 100 x 20
Calculo del acero en pantalla
Datos Momentos en tn.mh (cm): 25.00
r (cm): 5
d (cm): 20
b (cm): 100 b (cm) 100
f'c (Kg/cm2): 210 M (tn.m) 1.72
f: 0.9 As (cm2) 2.31
fy (Kg/cm2): 4200
3/8" @ 0.25 m Acero colocado: 3.55 cm2
r= As = 0.0018000 > rmin= 0.0018 OK!bd
Refuerzo Mnimo parte superior = 0.0018 x 100 x 0.25 = 4.5 cm2 / m
parte inferior = 0.0018 x 100 x 0.25 = 4.5 cm2 / m
Como la pantalla es de seccin variable y asumiendo a = d / 5, ademas As1= As2se obtiene
Ka =tg2( 45 - 32/2 ) = 0.307
hc = 0.434
Lc = 0.63 m
Lc = hc + d usar Lc = 0.65 m
Lc : tambien 1/3 H pantalla Utilizado = 0.65 m
Refuerzo Horizontal As = rtbt dArriba: = 0.0018 x 100 x 25 = 4.5 cm2 / m
2/3 As
1/3As 3 f3/8" @ 0.30 m
P
MMresBe
act
=
2
2
3
max )5(7.16
2/c
sahxx
KM
=
g
v
h
aK
s
sf=
=2
45tan2
-
7/26/2019 106933593 Diseno Muro Armado
31/50
1.5
Intermedio: = 0.0018 x 100 x 25 = 4.5 cm2 / m
3
1.5
Abajo: = 0.0018 x 100 x 25 = 4.5 cm2 / m
3
1.5
Acero de montaje: 36f = 36 x0.71 = 34.2 < S
4.1 DISEO DE ZAPATA
DISEO DE LA PUNTA
=
wu = 1.67 5933.32 = 9908.641426 kg
Mu = 9908.641426 0.10125 = 1003.25 kg.m
Vu = Wu ( B3-d) = 495.43 kg
Vc = 0.85 0.53 14.4913767 100 40 = 26,113.46 > 495.43 CORRECTO
b x d = 100 x 40
Datos Momentos en tn.mh (cm): 50.00
r (cm): 10
d (cm): 40
b (cm): 100 b (cm) 100
f'c (Kg/cm2): 210 M (tn.m) 1.00
f: 0.9 As (cm2) 0.66
fy (Kg/cm2): 4200
Se coloca acero en doble malla :
Acero colocado : f 1/2" @ 0.25 m en doble malla
DISEO DEL TALON
Wu = 1.5 x hz x + 1.8 x x R1 = 8928 Kg/m
Vu = Wu ( B3-d) = 892.8 kg
Vc = 0.85 0.53 14.4913767 100 40 = 26,113.46 > 892.80 CORRECTO
b x d = 100 x 40
Mu = Wu x B3xB3/ 2 = 1116
Datos Momentos en tn.mh (cm): 50.00
r (cm): 10
d (cm): 40
b (cm): 100 b (cm) 100
f'c (Kg/cm2): 210 M (tn.m) 1.116
f: 0.9 As (cm2) 0.74
fy (Kg/cm2): 4200
Asmin zapata : 0.0018 100 50.00 = 9 cm2
En cada cara : 4.5 cm2 =
Refuerzo transversal
As temp = 0.0018 x 100 x 50 = 9
En cada cara 4.5
f3/8" @ 0.30 m
f3/8" @ 0.30 m
f3/8" @ 0.30 m
f3/8" @ 0.30m
f 1/2" @ 0.25m
f 1/2" @ 0.30m
f3/8" @ 0.30 m
f3/8" @ 0.30 m
=st
A3
=st
A3
1
=st
A3
2
=st
A3
1
=st
A3
2
=st
A3
1
-
7/26/2019 106933593 Diseno Muro Armado
32/50
DISEO MUROS DE CONCRETO ARMADOH = 1.70 M
1. DATOS DE ENTRADA
g1 = 1.80 tn/m3
g2 = 1.80 tn/m3
f1 = 32 f2 = 32
ssuelo = 0.80 kg/cm2
Ka = 0.30
Kp = 3.00
= 0.45
hz (altura de zapata) = 0.30 m Espesor de Muro
B1 (Externa) = 0.3 m t1 (sup) = 0.20 m
B2 (central) = 0.20 m t2 (inf) = 0.20 m
B3 (interna) = 0.3 m
L : Ancho de Zapata = 0.80 m
R1 (Altura de relleno 1) = 0.3 m H pantalla = 1.70 m
R2 (Altura de relleno 2) = 1.7 m
f'c = 210 kg/cm2
gconcreto = 2.40 tn/m3
fy = 4200 kg/cm3
S/C = 0.30 tn/m2
2. ANALISIS POR CADA METRO DE LONGITUD
W s/c = 0.30 300 = 90 kg/m
E s/c = 90 2.00 = 180 kg
M s/c = 180 1 = 180 kg.m
Ka
Wa = 0.30 1800 2 1080 kg/m
Ea = 1080 1 1080 kg
Ma = 1080 0.66666667 720 kg.m
Kp
Wp = 3.00 1800.00 0.60 = 3240 kg/m
Ep = 3240 0.3 = 972 kg
Mp = 972 0.2 = 194.4 kg.m
3. VERIFICACIONES
VERIFICACION DE ESTABILIDAD
Zonas L H Cargas (kg) Brazo de Giro (m) Momentos (kg.m)
1 0.3 1.7 1800 918 0.65 596.7
2 0.2 1.7 2400 816 0.4 326.4
3 0.3 0.3 1800 162 0.15 24.3
4 0.80 0.3 2400 576 0.4 230.4
5 1.8 300 540 0.65 351
3012 1528.8
VERIFICACION POR DES PLAZAMIENTO
Factu = Es/c + E a 1260 Kg
Fres = Ep+u x Cargas 2,327.40 Kg
Fsd = 1.85 > 1.50 CORRECTO
Datos de Suelo
Datos de muro
-
7/26/2019 106933593 Diseno Muro Armado
33/50
VERIFICACION POR VOLTEO
Mact = M s/c + Ma 900.00 kg.m
Mres = Mp + Momentos 1,723.20 kg.m
Fsv = 1.91 > 1.50 CORRECTO
PRESION DEL TERRENO
= 3012 = 5510.291545
P = 3,012.00 kg 2 0.27
MO = Mres-Mact 823.20 kg.m 0.551029155
d = Mo/P 0.273 m
e = B/2 - d 0.127 m
B/6 = 0.13333333 m > 0.127 CORRECTO
4. DISEO POR CONCRETO ARMADO
4.1 DISEO DE PANTALLA
kp
wu = 1.8 0.30 1800 1.7 = 1,652.40 kg/m
Vu = 1652.40 0.85 = 1,404.54 Kg
Mu = 1404.54 0.56666667 = 795.91
d Vu
Vc = 0.85 0.53 14.4913767 100 15 = 9,792.55 > 1,404.54 CORRECTO
b x d = 100 x 15
Calculo del acero en pantalla
Datos Momentos en tn.mh (cm): 20.00
r (cm): 5
d (cm): 15
b (cm): 100 b (cm) 100
f'c (Kg/cm2): 210 M (tn.m) 0.80
f: 0.9 As (cm2) 1.42
fy (Kg/cm2): 4200
3/8" @ 0.30 m Acero colocado: 2.84 cm2
r= As = 0.0019000 > rmin= 0.0018 OK!bd
Refuerzo Mnimo parte superior = 0.0018 x 100 x 0.2 = 3.6 cm2 / m
parte inferior = 0.0018 x 100 x 0.2 = 3.6 cm2 / m
Como la pantalla es de seccin variable y asumiendo a = d / 5, ademas As1= As2se obtiene
Ka =tg2( 45 - 32/2 ) = 0.307
hc = 0.335
Lc = 0.49 m
Lc = hc + d usar Lc = 0.50 m
Lc : tambien 1/3 H pantalla Utilizado = 0.50 m
Refuerzo Horizontal As = rtbt dArriba: = 0.0018 x 100 x 20 = 3.6 cm2 / m
2/3 As
1/3As 2.4 f3/8" @ 0.30 m
P
MMresBe
act
=
2
2
3
max )5(7.16
2/c
sahxx
KM
=
g
v
h
aK
s
sf=
=2
45tan2
-
7/26/2019 106933593 Diseno Muro Armado
34/50
1.2
Intermedio: = 0.0018 x 100 x 20 = 3.6 cm2 / m
2.4
1.2
Abajo: = 0.0018 x 100 x 20 = 3.6 cm2 / m
2.4
1.2
Acero de montaje: 36f = 36 x0.71 = 34.2 < S
4.1 DISEO DE ZAPATA
DISEO DE LA PUNTA
=
wu = 1.67 5510.29 = 9202.18688 kg
Mu = 9202.18688 0.045 = 414.10 kg.m
Vu = Wu ( B3-d) = 920.22 kg
Vc = 0.85 0.53 14.4913767 100 20 = 13,056.73 > 920.22 CORRECTO
b x d = 100 x 20
Datos Momentos en tn.mh (cm): 30.00
r (cm): 10
d (cm): 20
b (cm): 100 b (cm) 100
f'c (Kg/cm2): 210 M (tn.m) 0.41
f: 0.9 As (cm2) 0.55
fy (Kg/cm2): 4200
Se coloca acero en una malla :
Acero colocado : f 1/2" @ 0.25 m Una malla
DISEO DEL TALON
Wu = 1.5 x hz x + 1.8 x x R1 = 6588 Kg/m
Vu = Wu ( B3-d) = 658.8 kg
Vc = 0.85 0.53 14.4913767 100 20 = 13,056.73 > 658.80 CORRECTO
b x d = 100 x 20
Mu = Wu x B3xB3/ 2 = 296.46
Datos Momentos en tn.mh (cm): 30.00
r (cm): 10
d (cm): 20
b (cm): 100 b (cm) 100
f'c (Kg/cm2): 210 M (tn.m) 0.29646
f: 0.9 As (cm2) 0.39
fy (Kg/cm2): 4200
Asmin zapata : 0.0018 100 30.00 = 5.4 cm2
en una malla 6.35 cm2 =
Refuerzo transversal
As temp = 0.0018 x 100 x 30 = 5.4
f3/8" @ 0.30 m
f3/8" @ 0.30 m
f3/8" @ 0.30 m
f3/8" @ 0.30m
f 1/2" @ 0.25m
f 1/2" @ 0.30m
f3/8" @ 0.30 m
f3/8" @ 0.30 m
=st
A3
=st
A3
1
=st
A3
2
=st
A3
1
=st
A3
2
=st
A3
1
-
7/26/2019 106933593 Diseno Muro Armado
35/50
DISEO MUROS DE CONCRETH = 1.30 M
1. DATOS DE ENTRADA
g1 = 1.80 tn/m3
g2 = 1.80
f1 = 32 f2 = 32
ssuelo = 0.80
Ka = 0.30
Kp = 3.00
= 0.45
hz (altura de zapata) = 0.30 m Espesor de Muro
B1 (Externa) = 0.25 m t1 (sup) = 0.15
B2 (central) = 0.15 m t2 (inf) = 0.15
B3 (interna) = 0.3 m
L : Ancho de Zapata = 0.70 m
R1 (Altura de relleno 1) = 0.3 m H pantalla = 1.30
R2 (Altura de relleno 2) = 1.3 m
f'c = 210 kg/cm2
gconcreto = 2.40
fy = 4200 kg/cm3
S/C = 0.30 tn/m2
2. ANALISIS POR CADA METRO DE LONGITUD
W s/c = 0.30
E s/c = 90
M s/c = 144
Ka
Wa = 0.30
Ea = 864
Datos de Suelo
Datos de muro
-
7/26/2019 106933593 Diseno Muro Armado
36/50
Ma = 691.2
Kp
Wp = 3.00
Ep = 3240
Mp = 972
3. VERIFICACIONES
VERIFICACION DE ESTABILIDAD
Zonas L H
1 0.3 1.3 1800
2 0.15 1.3 2400
3 0.25 0.3 1800
4 0.70 0.3 2400
5 1.8 300
VERIFICACION POR DESPLAZAMIENTO
Factu = Es/c + E a 835.2 Kg
Fres = Ep+u x Cargas 2,029.05 Kg
Fsd = 2.43 > 1.50
VERIFICACION POR VOLTEO
Mact = M s/c + Ma 483.84 kg.m
Mres = Mp + Momentos 1,222.88 kg.m
Fsv = 2.53 > 1.50
PRESION DEL TERRENO
MMresBe
act
=
-
7/26/2019 106933593 Diseno Muro Armado
37/50
P = 2,349.00 kg
MO = Mres-Mact 739.04 kg.m
d = Mo/P 0.315 m
e = B/2 - d 0.035 m
B/6 = 0.11666667 m >
4. DISEO POR CONCRETO ARMADO
4.1 DISE O DE PANTALLA
kp
wu = 1.8 0.30 1800 1.3 =
Vu = 1263.60 0.65 =
Mu = 821.34 0.43333333 =
d
Vc = 0.85 0.53 14.4913767 100 10
b x d = 100 x 10
Calculo del acero en pantalla
Datos Momentos en tn.mh (cm): 15.00
r (cm): 5
d (cm): 10
b (cm): 100 b (cm) 100
f'c (Kg/cm2): 210 M (tn.m) 0.36
f: 0.9 As (cm2) 0.95
fy (Kg/cm2): 4200
3/8" @ 0.30 m Acero colocado: 2.84
r= As = 0.0028000 > rmin= 0.0018
bd
Refuerzo Mnimo parte superior = 0.0018 x 100 x 0.15 =
parte inferior = 0.0018 x 100 x 0.15 =
-
7/26/2019 106933593 Diseno Muro Armado
38/50
Como la pantalla es de seccin variable y asumiendo a = d / 5, ademas As1= As2se obtiene
Ka =tg2( 45 - 32/2 ) = 0.307
hc = 0.256
Lc = 0.36 m
Lc = hc + d usar Lc = 0.40 m
Lc : tambien 1/3 H pantalla Utilizado = 0.40 m
Refuerzo Horizontal As = rtbt dArriba: = 0.0018 x 100 x 15 =
2/3 As
1/3As 1.8
0.9
Intermedio: = 0.0018 x 100 x 15 =
1.8
0.9
Abajo: = 0.0018 x 100 x 15 =
1.8
0.9
Acero de montaje: 36f = 36 x0.71 = 34.2 < S
f3/8" @ 0.30m
=st
A3
2
=st
A3
1
=st
A3
2
=st
A3
1
=st
A3
2
=st
A3
1
3
max )5(7.16
2/c
sahxx
KM
=
g
v
h
aK
s
sf=
=2
45tan2
-
7/26/2019 106933593 Diseno Muro Armado
39/50
4.1 DISE O DE ZAPATA
DISE O DE LA PUNTA
=
wu = 1.67 3733.11 = 6234.297205 kg
Mu = 6234.297205 0.03125 = 194.82 kg.m
Vu = Wu ( B3-d) = 311.71 kg
Vc = 0.85 0.53 14.4913767 100 20
b x d = 100 x 20
Datos Momentos en tn.mh (cm): 30.00
r (cm): 10d (cm): 20
b (cm): 100 b (cm) 100
f'c (Kg/cm2): 210 M (tn.m) 0.19
f: 0.9 As (cm2) 0.26
fy (Kg/cm2): 4200
Se coloca acero en una malla :
Acero colocado : f 1/2" @ 0.25 m Una malla
DISE O DEL TALON
Wu = 1.5 x hz x + 1.8 x x R1 = 5292 Kg/m
Vu = Wu ( B3-d) = 529.2 kg
Vc = 0.85 0.53 14.4913767 100 20
b x d = 100 x 20
Mu = Wu x B3xB3/ 2 = 238.14
Datos Momentos en tn.mh (cm): 30.00
r (cm): 10
d (cm): 20
b (cm): 100 b (cm) 100
f'c (Kg/cm2): 210 M (tn.m) 0.23814
f: 0.9 As (cm2) 0.32
-
7/26/2019 106933593 Diseno Muro Armado
40/50
fy (Kg/cm2): 4200
Asmin zapata : 0.0018 100 30.00 = 5.4
en una malla 6.35 cm2 =
Refuerzo transversal
As temp = 0.0018 x 100 x 30 = 5.4
f 1/2" @ 0.25m
f 1/2" @ 0.30m
-
7/26/2019 106933593 Diseno Muro Armado
41/50
O ARMADO
tn/m3
kg/cm2
m
m
m
tn/m3
300 = 90 kg/m
1.60 = 144 kg
0.8 = 115.2 kg.m
1800 1.6 864 kg/m
0.8 691.2 kg
-
7/26/2019 106933593 Diseno Muro Armado
42/50
0.53333333 368.64 kg.m
1800.00 0.60 = 3240 kg/m
0.3 = 972 kg
0.2 = 194.4 kg.m
Cargas (kg) Brazo de Giro (m) Momentos (kg.m)
702 0.55 386.1
468 0.325 152.1
135 0.125 16.875
504 0.35 176.4
540 0.55 297
2349 1028.475
CORRECTO
CORRECTO
-
7/26/2019 106933593 Diseno Muro Armado
43/50
= 2349 = 3733.112099
2 0.31
0.37331121
0.035 CORRECTO
1,263.60 kg/m
821.34 Kg
355.91
Vu
= 6,528.37 > 821.34 CORRECTO
cm2
OK!
2.7 cm2 / m
2.7 cm2 / m
-
7/26/2019 106933593 Diseno Muro Armado
44/50
2.7 cm2 / m
1.417322835
70.55555556
1.267605634
78.88888889
2.7 cm2 / m
1.417322835
70.55555556
1.267605634
78.88888889
2.7 cm2 / m
0.904522613
110.5555556
0.708661417
141.1111111
f3/8" @ 0.30 m
f3/8" @ 0.30 m
f3/8" @ 0.30 m
f3/8" @ 0.30 m
f3/8" @ 0.30 m
f3/8" @ 0.30 m
-
7/26/2019 106933593 Diseno Muro Armado
45/50
= 13,056.73 > 311.71 CORRECTO
= 13,056.73 > 529.20 CORRECTO
-
7/26/2019 106933593 Diseno Muro Armado
46/50
cm2
-
7/26/2019 106933593 Diseno Muro Armado
47/50
-
7/26/2019 106933593 Diseno Muro Armado
48/50
-
7/26/2019 106933593 Diseno Muro Armado
49/50
-
7/26/2019 106933593 Diseno Muro Armado
50/50
pulg cm area
3/8 0.95 0.71
1/2 1.27 1.27
5/8 1.59 1.99
3/4 1.91 2.87
1 2.54 5.07