Post on 14-Apr-2016
DISEÑO DE MUROS DE HORMIGON ARMADO
DISEÑO ESTRIBO Peso especìfico aparente del terreno : g = Kg/m3Sobre carga vertical : q = Kg/m2Peso especìfico aparente del hormigón : gc = Kg/m3Esfuerzo admisible del terreno a la compresión: sadm = kg/cm2Base de la zapata B = m
Datos de la Geometria .-
Pv
Pv = Ton
0.50
0.50
5.66
9.70
0.28 0.33 9.58 5.37
2.50
0.30
0.30
10.38 5.82
9.58
9.58
7.19 4.03
3.11 0.80 1.75
0.59
1.96
0.00
2.40
1.34
4.79 2.69
2.505.66
1800.002400.002400.00
1
4 2
6
3
5
7
810
9
P9
Brazo =
P4
Brazo =
P5
Brazo =
P7
Brazo =
Cálculo del peso propio del muro
Estribo concluido Momento
Cálculo del peso del material de relleno
25.32 82.43
Sección Area Peso Esp Peso Brazo Momento R.
6 5.65 2.40 13.57 3.41 46.195 0.31 2.40 0.75 4.51 3.384 0.51 2.40 1.22 2.07 2.523 1.01 2.40 2.41 3.77 9.102 0.24 2.40 0.58 3.51 2.02
(Ton) [m] [Ton-m]1 2.83 2.40 6.79 2.83 19.22
4.731.75
Sección Area Peso Esp Cargas Brazo Momento R.(m2) (ton/m3)
4.510.33 1.42
1.96
1 0.10 0.17 0.02
9.58
2 16.77 1.09 18.1917.77 1.03 18.33
Seccion Area xg Area*xg1 1.01 0.14 0.14
0.30
2 0.21 0.80 0.170.31
2.07 1.05
2.07
2.83 0.28
Seccion Area xg Area*xg
0.60 0.19
1 0.42 1.89 0.80
0.30
2 0.08 2.97 0.250.51
1.492.83
Seccion Area xg Area*xg
1.70
2 0.24 2.92 0.705.05 1.49 7.50
xg Area*xg1 4.81 1.42 6.81
3.11Seccion Area
1
2
12
12
1
2
Estribo concluido Momento
ResultanteVR = Ton MR = Ton-m
Momento de vuelcoPh = Ton Yi = m
Mv = Ton-m
Excentricidad x = m e= m
tensiones en el terreno s1 = kg/cm2s2 = kg/cm2
DISEÑO A LA FLEXION b = mr = cm
DISEÑO DE LA ZAPATA
2.02
0.30 0.300.50 0.50
5.66
3.11 0.80 1.75
25.82998.648 167.702 0.80 0.1040 0.1113 26.667 59.354
1.541 2.620 0.64 0.0025 0.0025 21.417
41.617 70.749 0.75 0.0502 0.0518 24.917
1.08112.331 20.963 0.70 0.0172 0.0174 23.167 8.062
As(Ton.m) (Ton.m) (m) (cm2) (cm2)
Ms Mu d U wAmin
1.005.00
2.101 < 2.500 O.K0.628 < 2.500 O.K
125.48
2.3211 0.5089 < 0.9433 O.K
42.22 167.44
77.24 304.76
30.22 4.15
10 0.42 1.80 0.76 0.94 0.729 5.05 1.80 9.09 1.49 13.518 0.21 1.80 0.38 4.86 1.86
(Ton) [m] [Ton-m]7 17.77 1.80 31.99 4.73 151.35
Sección(m2) (ton/m3)
Momento en la punta.-Mu(Ton-m) = Ton-m b (cm) = cm
d' (cm) = cmd (cm) = cm
f =Acero de refuerzo principal : r = As / (bd) = w (f'c / fy)
w ( 1 - 0.59 w ) = Mu / ( f f'c b d d )
w2 -1 w + = 0
w = As = cm2
As min = cm2
Asumir As = cm2 Usar: f 25mm c/12cm
Momento en el talon.-Mu(Ton-m) = Ton-m b (cm) = cm
d' (cm) = cmd (cm) = cm
f =Acero de refuerzo principal : r = As / (bd) = w (f'c / fy)
w ( 1 - 0.59 w ) = Mu / ( f f'c b d d )
w2 -1 w + = 0
w = As = cm2
As min = cm2
Asumir As = cm2 Usar: f 16mm c/15cm12.6000
0.026512.375312.6000
700.90
0.59 0.0261
32.233 10010
13.5000
39.4536
0.078939.4536
750.90
0.59 0.0752
2.10
106.644 1005
0.63
1.08
1.29