Losa de c Imentacion
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Transcript of Losa de c Imentacion
LOSA DE CIMENTACION CONCRETO ARMADO II
PROPIEDADES DEL TERRENO
= S/C =
= ep =
= rec =
= Df =
= NPT =
1.-
ex
63.16
Ko = 2.65Kg/cm3
σt = 1.20 Kg/cm2
DISEÑO DE LOSA DE CIMENTACION
C-1
C-2
C-3
C-4
7.50 cm
1.20 m
0.15 m
PROPIEDADES DE LOS ATERIALES
f'c 210 Kg/cm2
ɣc 2400 Kg/m3
fy 4200 Kg/cm2
ɣr 1600 Kg/m3
25.41
59.76
66.78
25.84
15.24 -0.30 0.00 0.00
Py My
0.07
C-8
C-9
C-10
C-11
C-5
C-6
C-7
47.91
CARGAS DE COLUMNAS Y MUROS DE CORTE
CARGA MUERTA
COL
C-20
C-21
C-22
C-23
C-24
C-12
C-13
C-14
C-15
C-16
C-17
C-18
C-19
0.20
36.36
38.06
26.95
20.39
18.98
33.32
0.00
-0.03
-0.05
-0.07
0.06
-0.02
0.02
0.03
-0.03
0.04
0.05
63.91
31.04
28.19
-0.15
-0.32
-0.04
-0.11
0.02
-0.11
-0.40
0.54
-0.10
0.10
0.20
0.15
0.66
2.99
3.33
4.35
4.59
3.05
m
P Mx My P Mx My
ɣcs 2000 Kg/m3
DATOS COMPLEMENTARIOS
200 Kg/m2
0.15 m
-0.07
0.07
46.59
23.64
-0.28
0.70
0.84
-0.26
0.41
-0.30
-0.37
0.22
27.09
42.86
79.10
36.23
32.56
60.87
0.13
-0.32
41.51 -0.04
-0.11
0.400.19
2.92
9.37
10.73
2.80
3.15
5.71
-0.38
0.14
-0.62
-0.66
-0.39
-0.16
0.10
0.53
0.15
-1.51
-0.03
-0.02
-0.11
-0.01
8.79
8.68
-0.85
0.86
5.97
1.71
0.13
0.11
0.13
-0.012.11
0.07
0.03
-0.02
-0.10
-0.01
0.26
3.17
1.39
3.41
4.28
0.04
-0.15
-0.18
0.03
-0.06
0.05
13.19
3.97
2.92
8.29
0.09
-0.13
0.03
0.04
0.01
0.01
0.06
0.00
-0.06
-0.17
0.00
0.03
0.06
-0.04
-0.04
12.57
8.25
0.45
-0.12
0.00
0.04
-0.02
-0.01
0.12
3.25
3.26
10.26
5.62
20.26
91.26
80.26
20.25
2.36
-0.48
-0.91
-0.92
4.46 -0.72
6.59
15.24
8.26
25.59
91.26
0.05
-1.20
-1.25
-0.70
-0.10
-2.43
18.26
12.59
18.25
2.57
2.13
0.66
0.69
15.24
23.26
-3.44
-0.75
105.24
72.57
88.26
9.25
110.24
61.24
3.52
1.01
1.75
1.62
1.25
1.00
0.81
0.68
3.00
-0.45
12.25
18.26
45.24
4.26
11.24
0.43
-1.97
-0.45
0.02
-2.98
-2.90
0.03
-0.58
-2.22
-4.22
0.03
-0.55
-2.08 8.26
5.25
1.79
58.37
0.78
-0.25
1.49
1.48
19.50
19.50
0.82
-0.21
3.40
1.56
1.72
0.00
3.00
6.13
9.70
115.26
11.00
11.00
11.00
14.70
14.70
14.706.13
9.70
0.00
3.00
6.13
9.70
3.00
6.13
9.70
0.00
Tn-m Tn-m
14.70
19.50
19.50
4.50
8.10
8.10
8.10
8.10
11.00
0.00
0.00
0.00
4.50
4.50
4.50
0.00
6.13
9.70
TnTn-m Tn-m
3.00
6.13
9.70
0.00
3.00
1.75
1.79
1.13
3.16
mTn
CARGA VIVA SISMO X-X SISMO Y-Y UBICACIÓN
Px Mx ey
111.26
62.57
69.59
3.26
-0.26
Tn Tn-m Tn-m Tn
Sandoval Paredes Alexander Igenieria Civil
LOSA DE CIMENTACION CONCRETO ARMADO II
- x - - x - =
- x - - x - =
- -
+ 1.4*PD + =
- :
-
x
COLP Mx My P Mx My Px Mx Py My
Tn Tn-m Tn-m Tn Tn-m Tn-m Tn Tn-m
1.26 0.73 19.86 0.01
-0.04
0.03
1.80
8.96
0.00
-0.23
CARGA MUERTA CARGA VIVA SISMO X-X SISMO Y-Y
MC -A1 -0.05 4.06 0.00 -0.02
MC -5D
28.56
35.01
35.59
40.26
45.24
62.54
75.26
81.26
MC -A6
MC -D1
MC -D6
MC -2A
MC -3D
MC -5A
-0.02
0.04
0.02
0.01
-0.01
-0.01
-0.05
-0.04
0.01
3.89
2.89
4.86
-0.02
-0.61
-0.91
-0.60
-0.55
17.56
25.37
16.26
8.13
7.53
28.24
28.25
0.53
0.74
0.53
-0.04
-0.02
0.17
-0.03
45.24
30.26
-0.03
0.04
0.03
0.01
-0.01
2.-
ASUMIENDO H = 0.50 m
σ nt = 12.00 0.50 2.40 0.20 0.15
0.15 2.00 0 13.90 Tn/m2
ESFUERZO NETO DEL SUELO
0.01
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.18
0.11
0.07
3.06
3.- CALCULO DEL ESPESOR MINIMO DE LOSA
2.00 0 10.30 Tn/m2
Carga de Ultima.-
Pu = 1.7*PL
PL =
Pu =
Carga de Servicio.-
1533.83 TnPD PL =Ps =
(Se escoge la columna mas cargada)
79.10 Tn
13.19 Tn
133.16 Tn
2193.43 Tn
3.1.- VERIFICACION POR PUNZUNAMIENTO.-
C-7 PD =La columna mas cargada :
(Para verificar por cargas de gravedad)
(Para verificar por cargas de sismo)σ nt = 15.60 0.50 2.40
d =
bo =
ø barra =
47.14 cm
3/4
368.57 cm
10.97 Tn/m2
0.6
0.3
0.6+d
0.3+d
Esfuerzo aproximado :
=2193.43 Tn
20 10=
9.7
9.7
1.43
8.5
1.43
8
Ao = 0.83 m2
UBICACIÓN
ex ey
m
1.5
18
1.5
18
4.5
8.15
14.7
14.7
m
0
0
10.26
19.26
25.43
0.20
-0.10 3.50
5.32
5.15
-0.01
Tn Tn-m
σn = σt − h ∗ γc − S/C − ep ∗ γcs − er ∗ γs
σu =Pu
A
Sandoval Paredes Alexander Igenieria Civil
LOSA DE CIMENTACION CONCRETO ARMADO II
-
- x x …………………………..
-
x ( + ) x x ( ) x d ……
Resolviendo las ecuaciones (1) y (2) :
Peralte minimo : d = + + =
Remplazando "I" en landa :
10.97 Tn/m2
FRANJA 2
FRANJA 3
FRANJA 4
FRANJA 5
FRANJA 6
FRANJA 1
6.51
6.90
6.73
6.73
6.99
6.44
6.08
6.69
6.76
6.26
O.K¡
O.K¡
O.K¡
O.K¡
O.K¡
O.K¡
O.K¡
O.K¡
4.08
3.21
3.23
4.65
2.32
1.65
3.06
3.35
1521.52
0.26870
0.25354
0.26022
0.26003
0.25047
0.27182
0.28796
0.26173
0.25893
0.27972
1295.55
1027.05
1139.57
1136.22
978.09
1356.71
1708.87
1166.26
1117.06
FRANJAS
X-X
FRANJAS
Y-Y
1
2
3
4
5
6
A
B
C
D
2.32
4.65
3.23
3.21
4.08
2.51
DIREC. FRANJ. b(m)Kc
(Tn/m3)
METODO
RIGIDO
1.1
2
3.1.- VERIFICACION POR RIGIDEZ.-
O.K¡
Vup =
Esfuerzo por punzunamiento Ultimo
(1)1.65 3.06 3.35 1.94
0.31 m
30.56 7.50 0.95
2 x (0.3 + d)+2 x (0.6+d)210
Esfuerzo por punzunamiento Tomado por el concreto:
øVup = 0.85 0.53
O.K¡
1.94
0.48889
0.38757
0.43003
0.42876
0.36909
0.51196
0.64486
0.44010
0.42153
0.57416
2.51
133.16 Tn (0.3+d) (0.6+d)
(2)
39.01 SE TOMA H = 0.70 m
H =
ɸVcp = ɸ 0.53 +1.1
β∗ f ′c ∗ b ∗ d
Vup = Pu − σu ∗ Ao
λ =Kc ∗ b
4EI
4
I =b ∗ h3
12 Kc =
(b + 1)2
(2b)2∗ Ko Ec = 15000 ∗ f´c
λ =3 ∗ Kc
E ∗ h3
4
𝐛 + 𝟏 𝟐
𝟐𝐛𝟐 𝛌
𝟏. 𝟕𝟓
𝝀
FR
AN
JA
A
FR
AN
JA
B
FR
AN
JA
C
FR
AN
JA
D
Sandoval Paredes Alexander Igenieria Civil
LOSA DE CIMENTACION CONCRETO ARMADO II
La presion transmitida al terreno se verificaran en los estremos de cada franja , y debajo de los muros y columnas.
=
=
=
=
=
=
= x =
= x =
=
=
(Y)
x
+ 0.128 .Y
PRESION TRASMITIDA AL TERRENO.-
Ix
Iy
6666.67 m4
1666.67 m4
852.39 Tn.m
268.82 Tn.m
σ =1533.83
±268.82
20.00 10.00 1666.67±
852.39( X )
6666.67
σ = 7.669 + 0.161 .X
Mx
My
0.56 m
0.18 m 1533.83
1533.83
20.00
10.00
Momentos debido a la exentricidad:
0.56 m
5.00 m
10.00 m
43.15
50.10
30.11
4.-
4.1.- CONSIDERANDO SOLO CARGAD DE GRAVEDAD
Centro de Rigidez:
69.13
40.72
42.65
21.78
44.92
50.87
25.75
32.62
38.51
39.48 9.70
9.70
1.43
6.13
0.00
3.00
6.13
9.70
0.00
0.00
0.00
3.00
6.13
9.70
0.00
34.04
31.53
3.00
6.13
9.70
115.221.43
P*X
207.47
330.26
200.68
0.00
215.86
444.99
330.14
0.00
3.00
6.13
9.70
71.64
557.588.5065.60
80.57
P(Tn)
28.33
69.13
77.51
28.64
30.24
48.58
92.29
40.20
35.48
69.16
53.88
20.69
36.37
71.95
72.59
0.00
3.00
400.09
791.48
798.51
374.39
463.48
598.57
627.01
CENTRO DE RIGIDEZ:
XR
YR
4.82 m
9.44 m
CENTRO DE GRAVEDAD:
Xg
Yg
0.00
207.40
475.16
277.78
0.00
145.73
565.72
389.93
0.00
0.00
134.77
19.5050.87
502.09
EXENTRICIDAD:
ex
ey
0.18 m
30.11
21.78
44.92
25.75
122.16
261.47
9.70
0.00
3.00
6.13
9.70
0.00
Xm P(Tn) Ym P*X
28.33 0.00 0.00
86.40 8.00 691.22
77.51
28.64
30.24
48.58
92.29
40.20
35.48
69.16
53.88
20.69
36.37
71.95
72.59
34.04
31.53
40.72
42.65
39.48
43.15
50.10
65.60
80.57
311.81
249.76
0.00
0.00
382.94
418.55
292.08
11.00
11.00
11.00
11.00
14.70
14.70
14.70
1533.83
48.93
693.18
59.22
776.68
225.44
534.62
1.50
18.00
4.50
8.15
14.70
86.40
14.70
19.50
19.50
19.50
1.50
18.00
32.62
38.51
1184.44
1270.12
14485.87
0.00
0.00
0.00
136.07
218.59
415.29
180.90
287.37
560.18
436.40
167.58
442.64
424.74
875.98
991.89
14.70
1533.83 7400.31
0.00
0.00
0.00
4.50
4.50
4.50
4.50
8.10
8.10
8.10
8.10
σ =Ps
L ∗ B ±
My ∗ X
Iy ±
Mx ∗ Y
Ix
Sandoval Paredes Alexander Igenieria Civil
LOSA DE CIMENTACION CONCRETO ARMADO II
CENTRO DE RIGIDEZ:
=
=
=
=
=
=
= x =
= x =
=
=
X Y
+ + 0.024 .Y
159.47
6666.67σ =
2532.48
200.00±
251.71
1666.67±
2532.48 25165.342532.48
518.03
99.18
773.70
179.91
702.10
50.81
725.65
72.65
961.30
My 0.10 m 2532.48
Ix 6666.67 m4
Iy 1666.67 m4
159.47
251.71
Yg 10.00 m
EXENTRICIDAD:
ex 0.10 m
ey 0.06 m
Momentos debido a la exentricidad:
XR 4.90 m
YR 9.94 m
CENTRO DE GRAVEDAD:
Xg 5.00 m
Mx 0.06 m 2532.48
σ = 12.66 0.151 .X
4.50
8.15
14.70
14.70
0.00
0.00
546.72
579.75
506.44
191.50
410.78
627.05
643.65
906.76
538.36
882.27
803.47
1532.00
1530.24
116.66
0.00
0.00
4.50
4.50
4.50
4.50
8.10
8.10
8.10
8.10
11.00
11.00
11.00
11.00
14.70
14.70
14.70
104.10
128.98
51.91
933.27
12410.70
P(Tn) Ym P*X
32.79 0.00 0.00
0.00 0.00
83.14
48.89
121.49
128.83
112.54
42.56
50.71
77.41
79.46
111.95
48.94
80.21
73.04
139.27
0.00
469.81
1895.93
763.03
2063.12
1618.83
939.27
40.31
116.66
73.04
139.27
104.10
128.98
51.91
140.35
83.02
48.17
54.12
0.00
9.70
9.70
1.43
8.50
1.43
8.00
6.13
9.70
0.00
3.00
6.13
32.79
75.72
0.00 0
3.00 227.16
83.14
48.89
121.49
509.63
474.28
0.00
9.70
0.00
3.00
6.13
9.7036.01
6.13
9.70
0.00
3.00
6.13
9.70
0.00
3.00
6.13
9.70
0.00
3.00
1361.38
412.79
1714.88
14.70
19.50
19.50
19.50
19.50
1.50
18.00
1.50
18.00
1055.40
0.00
144.50
331.77
349.25
0.00
128.83
112.54
42.56
50.71
77.41
79.46
111.95
48.94
80.21
0.0033.88
40.31
48.43
53.41
69.36
91.02
487.11
1085.88
0.00
240.62
447.75
1350.94
386.50
689.88
OK¡
OK¡ 312.10
741.84
1849.41125.81
140.35
83.02
48.17
54.12
36.01
33.88
48.43
53.41
69.36
91.02
125.81
OK¡
OK¡
OK¡
75.72
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
9.549
6.489
8.096
7.794
8.853
OK¡
OK¡
8.552
9.127
8.177
8.661
9.165
9.741
5.875
7.985
7.440
0.00
386.93
318.19
0.00
232.24
VERIF.
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
-7.94
8.56
-4.94
-1.29
5.26
5.26
5.683
6.167
6.672
7.248
6.259
6.743
7.247
7.823
6.719
7.203
7.708
8.284
7.090
7.574
8.079
8.654
7.563
8.0475.26
5.26
5.26
10.06
10.06
10.06
10.06
-7.94
8.56-4.82
4.88
4.88
-3.39
3.68
-3.39
3.18
-9.44
-9.44
-9.44
-9.44
-4.94
-4.94
-4.94
-4.94
-1.34
-1.34
-1.34
-1.34
1.56
1.56
1.56
1.56
5.26-4.82
-1.82
1.31
4.88
-4.82
-1.82
1.31
4.88
-4.82
-4.82
-1.82
1.31
4.88
-4.82
-1.82
1.31
4.88
-4.82
-1.82
1.31
4.88
-4.82
-1.82
1.31
4.88
MC -D6
MC -2A
MC -3D
MC -5A
MC -5D
C-19
C-20
C-21
C-22
C-23
C-24
MC -A1
MC -A6
MC -D1
C-10
C-11
C-12
C-13
C-14
C-15
C-16
C-17
C-18
C-1
C-2
C-3
C-4
C-5
C-6
C-7
C-8
C-9
PUNTO X(m) Y(m) σ (Tn/m2)
Verificacion de presiones trasmitidas al terreno: 4.2.- CONSIDERANDO CARGAD DE GRAVEDAD MAS SISMO X-X HORARIO
P(Tn) Xm P*X
σ =Ps
L ∗ B ±
My ∗ X
Iy ±
Mx ∗ Y
Ix
Sandoval Paredes Alexander Igenieria Civil
LOSA DE CIMENTACION CONCRETO ARMADO II
CENTRO DE RIGIDEZ:
=
=
=
=
=
=
= x =
= x =
=
=
X Y
+ +
1545.32
535.17 2389.92 535.17 3806.40
40.17 8.50 341.46 40.17 8.15 327.40
35.34 1.43 50.53 35.34 14.70 519.46
56.15 8.00 449.17 56.15 14.70 825.35
30.52 9.70 296.06 30.52 1.50 45.78
32.89 9.70 319.06 32.89 18.00 592.07
30.84 1.43 44.10 30.84 4.50 138.79
15.49 9.70 150.27 15.49 19.50 302.08 σ = 2.68 0.172 .X 0.232 .Y
31.36 0.00 0.00 31.36 1.50 47.05
36.71 0.00 0.00 36.71 18.00 660.71
σ =535.17
±285.94
±41.68 3.00 125.03 41.68 19.50 812.69 200.00 1666.67 6666.67
47.61 6.13 291.84 47.61 19.50 928.38
33.40 6.13 204.74 33.40 14.70 490.98
-80.13 9.70 -777.22 -80.13 14.70 -1177.84
-39.45 0.00 0.00 -39.45 19.50 -769.36
-71.20 9.70 -690.65 -71.20 11.00 -783.22 Iy 1666.67 m4
-41.04 0.00 0.00 -41.04 14.70 -603.29
-47.54 3.00 -142.61 -47.54 14.70 -698.80
63.70 3.00 191.10 63.70 11.00 700.69 My 0.53 m 535.17 285.94
72.14 6.13 442.22 72.14 11.00 793.54 Ix 6666.67 m4
28.29 6.13 173.41 28.29 8.10 229.14
-70.57 9.70 -684.51 -70.57 8.10 -571.60 Momentos debido a la exentricidad:
23.80 0.00 0.00 23.80 11.00 261.83 Mx 2.89 m 535.17 1545.32
37.84 9.70 367.07 37.84 4.50 170.29 EXENTRICIDAD:
20.24 0.00 0.00 20.24 8.10 163.96 ex 0.53 m
60.90 3.00 182.70 60.90 8.10 493.30 ey 2.89 m
-61.02 0.00 0.00 -61.02 4.50 -274.58 Xg 5.00 m
-31.68 3.00 -95.04 -31.68 4.50 -142.57 Yg 10.00 m
72.03 6.13 441.57 72.03 4.50 324.15
62.54 3.00 187.63 62.54 0.00 0.00 YR 7.11 m
71.89 6.13 440.68 71.89 0.00 0.00
8.38 9.70 81.29 8.38 0.00 0.00 CENTRO DE GRAVEDAD:
4.3.- CONSIDERANDO CARGAD DE GRAVEDAD MAS SISMO X-X ANTIHORARIO
P(Tn) Xm P*X P(Tn) Ym P*X
23.87 0.00 0 23.87 0.00 0.00 XR 4.47 m
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡12.008
13.163
12.252
13.244
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡
OK¡13.501
12.151
12.604
13.077
13.616
11.720
12.115
13.185
13.5808.06
-5.44
-1.79
4.76
OK¡
OK¡
4.76
11.685
12.138
12.610
13.150
11.792
12.245
12.718
13.257
11.878
12.331
12.804
13.343
11.948
12.401
12.873
13.413
12.036
12.489
12.9624.76
4.76
9.56
9.56
9.56
9.56
-8.44
8.06
-8.444.80
4.80
-3.47
3.60
-3.47
3.10
-9.94
-9.94
-9.94
-9.94
-5.44
-5.44
-5.44
-5.44
-1.84
-1.84
-1.84
-1.84
1.06
1.06
1.06
1.06
4.76
4.76-1.90
1.23
4.80
-4.90
-1.90
1.23
4.80
-4.90
-4.90
MC -D1
MC -D6
MC -2A
MC -3D
MC -5A
MC -5D
-4.90
-1.90
1.23
4.80
-4.90
-1.90
1.23
4.80
-4.90
-1.90
1.23
4.80
-4.90
-1.90
1.23
4.80
-4.90
C-18
C-19
C-20
C-21
C-22
C-23
C-24
MC -A1
MC -A6
Verificacion de presiones trasmitidas al terreno:
X(m) Y(m) σ (Tn/m2) VERIF.
C-15
C-16
C-17
C-7
C-8
C-9
C-10
C-11
C-12
C-13
C-14
PUNTO
C-1
C-2
C-3
C-4
C-5
C-6
σ =Ps
L ∗ B ±
My ∗ X
Iy ±
Mx ∗ Y
Ix
Sandoval Paredes Alexander Igenieria Civil
LOSA DE CIMENTACION CONCRETO ARMADO II
CENTRO DE RIGIDEZ:
=
=
=
=
=
=
= x =
= x =
=
=
X Y
+ +
2317.88 11400.32 2317.88 22946.88
73.12 1.43 104.57 73.12 14.70 1074.93
108.81 8.00 870.49 108.81 14.70 1599.52
114.66 0.00 0.00 114.66 0.00 0.00
64.85 9.70 629.02 64.85 18.00 1167.25
59.41 1.43 84.95 59.41 4.50 267.33
58.22 8.50 494.91 58.22 8.15 474.53
141.01 0.00 0.00 141.01 1.50 211.51 σ = 11.59 0.113 .X 0.035 .Y
52.48 0.00 0.00 52.48 18.00 944.57
56.07 9.70 543.91 56.07 1.50 84.11
σ =2317.88
±189.08
±231.92
107.49 6.13 658.92 107.49 19.50 2096.09 200.00 1666.67 6666.67
120.46 9.70 1168.41 120.46 19.50 2348.87
55.24 9.70 535.86 55.24 14.70 812.07
53.37 0.00 0.00 53.37 19.50 1040.69
133.04 3.00 399.12 133.04 19.50 2594.25
35.82 0.00 0.00 35.82 14.70 526.62 Iy 1666.67 m4
89.90 3.00 269.69 89.90 14.70 1321.50
58.98 6.13 361.52 58.98 14.70 866.94
80.21 6.13 491.68 80.21 11.00 882.31 My 0.08 m 2317.88 189.08
77.84 9.70 755.03 77.84 11.00 856.22 Ix 6666.67 m4
21.38 0.00 0.00 21.38 11.00 235.13 Momentos debido a la exentricidad:
51.61 3.00 154.83 51.61 11.00 567.70 Mx 0.10 m 2317.88 231.92
38.05 3.00 114.14 38.05 8.10 308.18 ex 0.08 m
71.28 6.13 436.97 71.28 8.10 577.40 ey 0.10 m
54.54 9.70 528.99 54.54 8.10 441.73
59.81 6.13 366.64 59.81 4.50 269.15 Yg 10.00 m
92.71 9.70 899.32 92.71 4.50 417.21
58.44 0.00 0.00 58.44 8.10 473.40 EXENTRICIDAD:
YR 9.90 m
95.77 9.70 928.97 95.77 0.00 0.00
73.87 0.00 0.00 73.87 4.50 332.43 CENTRO DE GRAVEDAD:
34.49 3.00 103.48 34.49 4.50 155.23 Xg 5.00 m
MC -5A -3.04 7.59 3.914 OK¡
MC -5D 3.53 7.59 5.041 OK¡
4.4.- CONSIDERANDO CARGAD DE GRAVEDAD MAS SISMO Y-Y HORARIO
P(Tn) Xm P*X P(Tn) Ym P*X
43.57 0.00 0 43.57 0.00 0.00 XR 4.92 m
81.39 6.13 498.89 81.39
MC -D1 5.23 -5.61 2.273 OK¡
MC -D6 5.23 10.89 6.098 OK¡
MC -2A -3.04 -2.61 1.549 OK¡
MC -3D 4.03 1.04 3.608 OK¡
C-23 1.66 12.39 5.833 OK¡
C-24 5.23 12.39 6.445 OK¡
MC -A1 -4.47 -5.61 0.609 OK¡
MC -A6 -4.47 10.89 4.433 OK¡
C-19 1.66 7.59 4.720 OK¡
C-20 5.23 7.59 5.333 OK¡
C-21 -4.47 12.39 4.781 OK¡
C-22 -1.47 12.39 5.296 OK¡
C-15 1.66 3.89 3.863 OK¡
C-16 5.23 3.89 4.475 OK¡
C-17 -4.47 7.59 3.668 OK¡
C-18 -1.47 7.59 4.183 OK¡
C-11 1.66 0.99 3.190 OK¡
C-12 5.23 0.99 3.803 OK¡
C-13 -4.47 3.89 2.811 OK¡
C-14 -1.47 3.89 3.326 OK¡
C-7 1.66 -2.61 2.356 OK¡
C-8 5.23 -2.61 2.968 OK¡
C-9 -4.47 0.99 2.139 OK¡
C-10 -1.47 0.99 2.653 OK¡
C-3 1.66 -7.11 1.313 OK¡
C-4 5.23 -7.11 1.925 OK¡
C-5 -4.47 -2.61 1.304 OK¡
C-6 -1.47 -2.61 1.819 OK¡
Verificacion de presiones trasmitidas al terreno:
PUNTO X(m) Y(m) σ (Tn/m2) VERIF.
C-1 -4.47 -7.11 0.261 OK¡
C-2 -1.47 -7.11 0.776 OK¡ 0.00 0.00
σ =Ps
L ∗ B ±
My ∗ X
Iy ±
Mx ∗ Y
Ix
Sandoval Paredes Alexander Igenieria Civil
LOSA DE CIMENTACION CONCRETO ARMADO II
CENTRO DE RIGIDEZ:
=
=
=
=
=
=
= x =
= x =
=
=
X Y
+ +
58.15 0.00 0.00 58.15 0.00 0.00
749.77 5281.87 749.77 4934.22
41.97 8.50 356.77 41.97 8.15 342.08
58.07 1.43 83.04 58.07 14.70 853.64
52.34 8.00 418.70 52.34 14.70 769.35
20.95 9.70 203.19 20.95 1.50 31.42
14.11 9.70 136.85 14.11 18.00 253.95
26.89 1.43 38.46 26.89 4.50 121.01
-18.72 9.70 -181.61 -18.72 19.50 -365.10
-89.51 0.00 0.00 -89.51 1.50 -134.27 σ = 3.75 -0.920 .X 0.385 .Y
12.76 0.00 0.00 12.76 18.00 229.75
-89.48 3.00 -268.43 -89.48 19.50 -1744.77σ =
749.77±
-1533.0±
2563.50
-17.65 6.13 -108.18 -17.65 19.50 -344.13 200.00 1666.67 6666.67
22.46 6.13 137.69 22.46 14.70 330.19
30.06 9.70 291.62 30.06 14.70 441.94
6.85 0.00 0.00 6.85 19.50 133.66
67.34 9.70 653.24 67.34 11.00 740.79 Ix 6666.67 m4
32.25 0.00 0.00 32.25 14.70 474.02 Iy 1666.67 m4
-26.84 3.00 -80.52 -26.84 14.70 -394.55
21.14 3.00 63.41 21.14 11.00 232.49 Mx 3.42 m 749.77 2563.50
63.70 6.13 390.46 63.70 11.00 700.65 My -2.04 m 749.77 -1533.00
67.03 6.13 410.90 67.03 8.10 542.96 ey 3.42 m
53.22 9.70 516.21 53.22 8.10 431.06
20.00 0.00 0.00 20.00 11.00 220.03 Momentos debido a la exentricidad:
91.86 9.70 891.06 91.86 4.50 413.38
21.95 0.00 0.00 21.95 8.10 177.82 EXENTRICIDAD:
32.91 3.00 98.73 32.91 8.10 266.56 ex -2.04 m
-16.60 0.00 0.00 -16.60 4.50 -74.70 CENTRO DE GRAVEDAD:
25.98 3.00 77.94 25.98 4.50 116.91 Xg 5.00 m
37.34 6.13 228.89 37.34 4.50 168.03 Yg 10.00 m
0.00 0.00 XR 7.04 m
56.88 6.13 348.66 56.88 0.00 0.00 YR 6.58 m
59.26 9.70 574.78 59.26 0.00 0.00
MC -5A 3.08 4.80 12.106 OK¡
MC -5D -4.92 -9.90 10.687 OK¡
Verificacion de presiones trasmitidas al terreno:
MC -D1 4.78 8.10 12.414 OK¡
MC -D6 -3.49 -5.40 11.006 OK¡
MC -2A 3.58 -1.75 11.935 OK¡
MC -3D -3.49 4.80 11.361 OK¡
C-23 4.78 9.60 12.466 OK¡
C-24 -4.92 -8.40 10.739 OK¡
MC -A1 -4.92 8.10 11.313 OK¡
MC -A6 4.78 -8.40 11.840 OK¡
C-19 4.78 4.80 12.299 OK¡
C-20 -4.92 9.60 11.365 OK¡
C-21 -1.92 9.60 11.706 OK¡
C-22 1.21 9.60 12.061 OK¡
C-15 4.78 1.10 12.170 OK¡
C-16 -4.92 4.80 11.198 OK¡
C-17 -1.92 4.80 11.539 OK¡
C-18 1.21 4.80 11.894 OK¡
C-11 4.78 -1.80 12.069 OK¡
C-12 -4.92 1.10 11.070 OK¡
C-13 -1.92 1.10 11.410 OK¡
C-14 1.21 1.10 11.765 OK¡
C-7 4.78 -5.40 11.944 OK¡
C-8 -4.92 -1.80 10.969 OK¡
C-9 -1.92 -1.80 11.309 OK¡
C-10 1.21 -1.80 11.664 OK¡
C-3 4.78 -9.90 11.787 OK¡
C-4 -4.92 -5.40 10.844 OK¡
C-5 -1.92 -5.40 11.184 OK¡
C-6 1.21 -5.40 11.539 OK¡
PUNTO X(m) Y(m) σ (Tn/m2) VERIF.
C-1 -4.92 -9.90 10.687 OK¡
C-2 1.21 -9.90 11.382 OK¡
4.5.- CONSIDERANDO CARGAD DE GRAVEDAD MAS SISMO Y-Y ANTIHORARIO
P(Tn) Xm P*X P(Tn) Ym P*X
13.09 0.00 0 13.09
σ =Ps
L ∗ B ±
My ∗ X
Iy ±
Mx ∗ Y
Ix
Sandoval Paredes Alexander Igenieria Civil
LOSA DE CIMENTACION CONCRETO ARMADO II
( ) + ( )
+
13.580
12.008
13.163
12.252
13.244
MC -3D
MC -5A
MC -5D
8.12 11.235 OK¡
20.106
18.096
18.770
19.474
20.277
17.454
12.151
19.636
20.224
17.883
19.603
18.246
19.724
PMs PVs=
2193.43
1472.88= 1.49
MC -2A
13.18512.288 OK¡
-2.08 10.880 OK¡
17.689
18.364
19.068
19.871
17.793
18.467
19.171
19.974
17.925
18.599
19.303
MC -D6 -5.61
MC -D1
MC -D6
1.49
1.49
1.49
1.49
1.49
1.49
1.49
12.138
1.49
1.49
1.49
1.49
1.49
1.49
1.49
1.49
1.49
1.49
13.616
11.720
12.115
1.49
1.49
1.49
1.49
1.49
1.49
1.49
1.49
17.401
18.076
5.- FACTOR DE MAYORACION DE CRAGAS:
F.M.P= 1.4 PMs 1.7 PVs
1.49
1.49
1.49
1.49
1.49
1.49
18.780
19.583
17.561
18.236
18.940
19.743
C-16
C-17
C-18
C-19
C-20
C-21
C-22
C-23
C-24
MC -A1
MC -A6
12.610
18.042
13.150
11.792
12.245
12.718
13.257
11.878
12.331
12.804
13.343
11.948
12.401
12.873
13.413
12.036
12.489
12.962
13.501
12.604
13.077
MC -2A 1.46 1.57 11.809 OK¡
2.66 11.42
MC -5A 0.96 8.12 11.980 OK¡
MC -5D -7.04 -6.58 10.561 OK¡
MC -D1
MC -3D -5.61
C-2
C-3
C-4
C-5
C-6
C-7
C-8
C-9
MC -A6 2.66 -5.08 11.714 OK¡
12.92 11.935 OK¡
C-23 2.66 12.92 12.340 OK¡
C-24 -7.04 -5.08 10.613 OK¡
C-10
C-11
C-12
C-13
C-14
C-15
MC -A1 -7.04 11.42 11.187 OK¡
C-22 -0.91
C-18 -0.91 8.12 11.768 OK¡
C-19 2.66 8.12 12.173 OK¡
C-20 -7.04 12.92 11.240 OK¡
C-21 -4.04 12.92 11.580 OK¡
C-14 -0.91 4.42 11.639 OK¡
C-15 2.66 4.42 12.044 OK¡
C-16 -7.04 8.12 11.073 OK¡
C-17 -4.04 8.12 11.413 OK¡
C-10 -0.91 1.52 11.538 OK¡
C-11 2.66 1.52 11.943 OK¡
C-12 -7.04 4.42 10.944 OK¡
C-13 -4.04 4.42 11.284 OK¡
C-6 -0.91 -2.08 11.413 OK¡
C-7 2.66 -2.08 11.818 OK¡
C-8 -7.04 1.52 10.843 OK¡
C-9 -4.04 1.52 11.183 OK¡
C-2 -0.91 -6.58 11.257 OK¡
C-3 2.66 -6.58 11.662 OK¡
C-4 -7.04 -2.08 10.718 OK¡
C-5 -4.04 -2.08 11.058 OK¡
Verificacion de presiones trasmitidas al terreno:
PUNTO X(m) Y(m) σ (Tn/m2) VERIF.
C-1 -7.04 -6.58 7.698 OK¡ 1.4911.685
ESFUERZOS ULTIMOS DE DISEÑO
PUNTO σ (Tn/m2) F.M.P σu (Tn/m2)
C-1
Sandoval Paredes Alexander Igenieria Civil
LOSA DE CIMENTACION CONCRETO ARMADO II
-
"
=
=
=
=
=
Ø "
Asmin. =
-
Ø "
Ø "
"
S = 0.18 cm
OK¡
0.175
3
38.55
251.00 cm
Asmin. = 0.0018*b*d
Asmin. = 27.88 cm2
As =
a =
SE CORRE : 5/8 @
ACERO SUPERIOR
ACERO INFERIOR
SE CORRE :
65.51 Tn
58.30
ACERO MINIMO:
ø barra = 5/8
d = 61.71 cm
b =
53.52
70.2
80.06
65.62
79.16
101.7
6.- DISENO POR FELXION
43.68
30.82 8.22 47.55
6.1.- FRANJA 1
bw
Wu1
Wu2
Wu3
2.51
Wu4
43.68 Tn/m
45.37 Tn/m
47.14 Tn/m
49.15 Tn/m
49.15
3.573.13
3/4 @ 0.225
Adoptamos: 5/8 0.175@
28.39 cm2
a = 6.68 cm
Mur = 62.63 Tn.m
Momento con Asmini. = 28.39 cm2
31.80 cm2
7.48 cm
Mur = 69.67 Tn.m OK¡
VERIFICACION POR CORTE
ø barra = 5/8
d = 61.71 cm
b = 251.00 cm
bcolm = 30.00 cm
f'c = 210 Kg/cm2
Vud =
øVc = 101.11 Tn OK¡
ɸVc = 0.85 ∗ 0.53 ∗ f ′c ∗ b ∗ d
Sandoval Paredes Alexander Igenieria Civil
LOSA DE CIMENTACION CONCRETO ARMADO II
-
"
= WMC-2A =
=
=
=
=
Ø "
-
Ø "
Ø "
-
1 Ø + Ø " @
"
ACERO MINIMO:
ø barra = 5/8
98.17 Tn.m OK¡
ACERO SUPERIOR
bw 4.08 d = 61.71 cm
Wu5 71.65 Tn/m b = 408.00 cm
Wu6 74.40 Tn/m
Wu7 77.27 Tn/m Asmin. = 0.0018*b*d
25.17 74.37
32.71 102.69
SE CORRE : 3/4
Wu8 80.55 Tn/m Asmin. = 45.32 cm2
S = 0.18 cm
3.13 3.57
71.65 80.55 Mur =
113.07
69.03 141.79
408.00 cm
45.84 95.57 168.65
ø barra = 5/8
d = 61.71 cm
b =
bcolm = 60.00 cm
f'c =
6.1.- FRANJA 2
1.5 1.5
14.16 1.80
12.36
62.67
41.54
SE CORRE : 5/8 @ 0.175
ACERO INFERIOR
Momento con Asmini. = 46.15 cm2
a =
72.96 Tn/m
øVc = 164.36 Tn OK¡
@ 0.225
Asmin. =
Adoptamos: 5/8 @ 0.175
46.15 cm2
10.86 cm
11.41 cm
As = 48.51 cm2
5/8 3/4 0.225
VERIFICACION POR CORTE
As = 51.68 cm2
a = 12.16 cm
Mur = 108.67 Tn.m OK¡
PARA UN Ma = 102.69 cm2
a =
210 Kg/cm2
Vud = 97.78 Tn
ɸVc = 0.85 ∗ 0.53 ∗ f ′c ∗ b ∗ d
Sandoval Paredes Alexander Igenieria Civil
LOSA DE CIMENTACION CONCRETO ARMADO II
-
"
= =
=
=
=
=
Ø "
-
Ø "
Ø "
"
56.78 63.79 78.82 Tn.m OK¡
ø barra =
bw d = 61.71 cm
Wu9 56.78 Tn/m
Wu10 58.95 Tn/m
Wu11 61.21 Tn/m Asmin. =
6.1.- FRANJA 3
60.17 36.20 16.23
36.75
107.40 86.95 54.74 VERIFICACION POR CORTE
ø barra = 5/8
d = 61.71 cm
ACERO SUPERIOR
Asmin. = 35.65 cm2
5/8 @ 0.175
Asmin. = 36.31 cm2
Mur =
3.13 Adoptamos:
Momento con Asmini. = 36.31 cm2
a = 8.54 cm
ACERO INFERIOR
SE CORRE : 3/4 @
Wu12
ACERO MINIMO:
5/8
3.21 62.93 Tn/m
b = 321.00 cm
0.0018*b*d
63.79 Tn/m
S = 0.18 cm
WMC-3D
bcolm = 60.00 cm
f'c = 210 Kg/cm2
Vud = 51.27 Tn
66.20 101.09 73.50 58.12
øVc = 129.31 Tn OK¡
1.52.073
As = 40.66 cm2
a = 9.57 cm
Mur = 87.49 Tn.m OK¡
35.01 25.39 6.97 9.67 SE CORRE : 5/8 @ 0.175
0.225
b = 321.00 cm
ɸVc = 0.85 ∗ 0.53 ∗ f ′c ∗ b ∗ d
Sandoval Paredes Alexander Igenieria Civil
LOSA DE CIMENTACION CONCRETO ARMADO II
-
"
=
=
=
=
=
Ø "
Asmin. =
-
Ø "
Ø "
"
Asmin. = 35.88 cm2
S = 0.18 cm
3 3.13 3.57 Adoptamos:
ø barra =
bw
Wu13 57.47 Tn/m b =
Wu14 59.65 Tn/m
ACERO MINIMO:
5/8
3.23 d = 61.71 cm
323.00 cm
50.70
ø barra =
Mur = 79.28 Tn.m
Asmin. =
Momento con Asmini. = 36.53 cm2
a = 8.60 cm
Wu15 61.92 Tn/m 0.0018*b*d
Wu16 64.52 Tn/m
76.57
92.175
105.28 103.99 d = 61.71 cm
b = 323.00 cm
70.39 86.28 133.5
6.1.- FRANJA 4
80.83 Tn
5/8 @ 0.175
36.53 cm2
57.47 64.52 OK¡
ACERO SUPERIOR
40.53 10.81 62.43 SE CORRE : 5/8 @ 0.175
ACERO INFERIOR
SE CORRE : 3/4
bcolm = 60.00 cm
f'c = 210 Kg/cm2
Vud =
As = 40.92 cm2
a = 9.63 cm
Mur = 87.99 Tn.m OK¡
@ 0.225
VERIFICACION POR CORTE
5/8
øVc = 130.12 Tn OK¡
ɸVc = 0.85 ∗ 0.53 ∗ f ′c ∗ b ∗ d
Sandoval Paredes Alexander Igenieria Civil
LOSA DE CIMENTACION CONCRETO ARMADO II
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"
= =
= =
=
=
=
Ø "
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Ø "
Ø "
"
6.1.- FRANJA 5 ACERO MINIMO:
ø barra = 5/8
bw 4.65 84.84 Tn/m d = 61.71 cm
Wu17 83.35 Tn/m b = 465.00 cm
WMC-5A
WMC-5D 91.72 Tn/m
1.52.073.13
6.77
Wu18 86.49 Tn/m
Wu19 89.76 Tn/m Asmin. = 0.0018*b*d
Wu20 93.49 Tn/m Asmin. = 51.65 cm2
S = 0.18 cm
1.5 1.5 Adoptamos: 5/8
52.59 cm2
Momento con Asmini. = 52.59 cm2
a = 12.37 cm
83.35 93.49 Mur = 110.37 Tn.m OK¡
ACERO SUPERIOR
18.96 9.56 47.56 15.58 SE CORRE : 5/8 @ 0.175
69.56 96.83 140.3 VERIFICACION POR CORTE
ø barra = 5/8
d = 61.71 cm
b = 465.00 cm
bcolm = 60.00 cm
f'c = 210 Kg/cm2
Vud = 57.99 Tn
ACERO INFERIOR
SE CORRE : 3/4 @ 0.225
9.39 57.93 62.78 20.98
74.2
55.74
56.64 31.73 135.5 113.9
øVc = 187.32 Tn OK¡
83.23
As = 58.90 cm2
a = 13.86 cm
Mur = 121.96 Tn.m OK¡
@ 0.175
Asmin. =
ɸVc = 0.85 ∗ 0.53 ∗ f ′c ∗ b ∗ d
Sandoval Paredes Alexander Igenieria Civil
LOSA DE CIMENTACION CONCRETO ARMADO II
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Asmin. =
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Ø "
Ø "
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6.1.- FRANJA 6 ACERO MINIMO:
ø barra = 5/8
bw 2.32 d = 61.71 cm
Wu13 41.98 Tn/m b = 232.00 cm
Wu14 43.55 Tn/m
Wu15 45.18 Tn/m Asmin. = 0.0018*b*d
Wu16 47.04 Tn/m Asmin. = 25.77 cm2
S = 0.18 cm
3 3.13 3.57 Adoptamos: 5/8
37.02 55.85
67.21
@ 0.175
26.24 cm2
Momento con Asmini. = 26.24 cm2
a = 6.17 cm
41.98 47.04 Mur = 58.14 Tn.m OK¡
ACERO SUPERIOR
29.60 10.81 45.53 SE CORRE : 5/8 @ 0.175
76.87 75.87 VERIFICACION POR CORTE
ø barra = 5/8
d = 61.71 cm
b = 232.00 cm
bcolm = 30.00 cm
f'c = 210 Kg/cm2
Vud = 62.73 Tn
51.41 62.99 97.39
øVc = 93.46 Tn OK¡
ACERO INFERIOR
SE CORRE :
As = 29.39 cm2
a = 6.92 cm
Mur = 64.71 Tn.m OK¡
3/4 @ 0.225
ɸVc = 0.85 ∗ 0.53 ∗ f ′c ∗ b ∗ d
Sandoval Paredes Alexander Igenieria Civil
LOSA DE CIMENTACION CONCRETO ARMADO II
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=
= =
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Ø "
Asmin. =
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Ø "
Ø "
"
OK¡66.47 TnøVc =
12.05
36.61 TnVud =
210 Kg/cm2f'c =
45.00 cmbcolm =
165.00 cm b =
61.71 cm d =
5/8ø barra =
55.2938.33 44.04 55.93 58.38 38.41
ACERO INFERIOR
0.175@5/8SE CORRE :10.32
ACERO SUPERIOR
OK¡41.98 Tn.mMur =33.1828.71
4.39 cma =
18.66 cm2Momento con Asmini. =
VERIFICACION POR CORTE
OK¡46.81 Tn.mMur =
4.92 cma =
20.90 cm2As =
0.225@3/4SE CORRE :
11.11
0.94 19.97
18.66 cm2
0.175@5/8Adoptamos:
0.18 cm S =
18.33 cm2Asmin. =29.36 Tn/mWu13
0.0018*b*dAsmin. =29.19 Tn/mWu9 MCA1 28.80 Tn/m
MCA6 29.77 Tn/m
1.50 3.00 1.503.303.702.903.60
28.98 Tn/mWu5
165.00 cm b =28.71 Tn/mWu1
61.71 cm d =1.65bw
5/8ø barra =
ACERO MINIMO:FRANJA A6.1.-
Wu17 29.58 Tn/m
Wu20 33.18 Tn/m
4.99 21.42 15.35 0.98
14.36 31.15 26.61 28.37 37.13 20.35
31.28 49.86 53.26 45.57 61.19 48.73
ɸVc = 0.85 ∗ 0.53 ∗ f ′c ∗ b ∗ d
Sandoval Paredes Alexander Igenieria Civil
LOSA DE CIMENTACION CONCRETO ARMADO II
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"
=
= =
= =
=
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Ø "
Asmin. =
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a =
As =
Ø "Asmin. =
a =
As =
Ø "
Asmin. =
"
6.1.- FRANJA B ACERO MINIMO:
ø barra = 3/4
bw 3.06 d = 61.55 cm
Wu2 55.31 Tn/m Wu18 56.91 Tn/m b = 306.00 cm
Wu6 55.80 Tn/m Wu21 55.37 Tn/m
55.31 56.91 Mur = 83.50 Tn.m AUM. H
ACERO SUPERIOR
85.56 16.57 21.89 15.17 100.17
Wu10 56.19 Tn/m Asmin. = 0.0018*b*d
Wu14 56.51 Tn/m Asmin. = 33.90 cm2
S = 0.26 cm
3.60 2.90 3.70 Adoptamos: 3/4
126.32
0.175
49.84 cm2
ACERO INFERIOR
PARA UN Mac = 126.32
14.48 cm
61.53 cm2
Adoptamos: 3/4 @ 0.175
@ 0.225
38.76 cm2
Momento con Asmini. = 38.76 cm2
a = 9.12 cm
PARA UN Mac = 100.17
11.14 cm
47.34 cm2
3/4 @
100.32 120.37 81.85 79.83 152.27
4.84.5
3/4
d = 61.55 cm
b = 306.00 cm
bcolm = 60.00 cm
f'c = 210 Kg/cm2
Vud = 100.17 Tn
øVc = 122.95 Tn
149.41 80.6 80.82 128.71 109.95
Adoptamos:
109.82 37.91 36.24
VERIFICACION POR CORTE
ø barra =
49.84 cm2
OK¡
1Ø5/8 + 1Ø3/4 @ 175
ɸVc = 0.85 ∗ 0.53 ∗ f ′c ∗ b ∗ d
Sandoval Paredes Alexander Igenieria Civil
LOSA DE CIMENTACION CONCRETO ARMADO II
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=
= =
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Asmin. =
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a =
As =
Ø "As. =
a =
As =
Ø "
Asmin. =
"
6.1.- FRANJA C ACERO MINIMO:
ø barra = 3/4
bw 3.35 d = 61.55 cm
Wu3 62.91 Tn/m Wu19 64.67 Tn/m b = 335.00 cm
Wu7 63.45 Tn/m Wu22 62.88 Tn/m
Wu11 63.88 Tn/m Asmin. = 0.0018*b*d
Momento con Asmini. = 54.56 cm2
a = 12.84 cm
62.91 64.67 Mur = 113.70 Tn.m OK¡
ACERO SUPERIOR
97.31 18.84 24.89 17.25 113.68
Wu15 64.22 Tn/m Asmin. = 37.11 cm2
S = 0.26 cm
4.5 3.60 2.90 3.70 4.8 Adoptamos: 3/4 @ 0.175
54.56 cm2
Adoptamos:
124.89 43.09 41.21 143.57
@ 0.175
54.56 cm2
ACERO INFERIOR
PARA UN Mac = 143.57
16.82 cm
71.48 cm2
Adoptamos: 3/4 @ 0.175
b = 335.00 cm
bcolm = 45.00 cm
114.09 139.34 93.05 90.76 158.9
129.56 91.64 91.88 138.6 114.56
ø barra =
d = 61.55 cm
VERIFICACION POR CORTE
3/4
f'c = 210 Kg/cm2
Vud = 106.05 Tn
øVc = 134.60 Tn OK¡
PARA UN Mac = 113.68
12.84 cm
54.55 cm2
3/4
54.56 cm2
1Ø5/8 + 1Ø3/4 @ .175
ɸVc = 0.85 ∗ 0.53 ∗ f ′c ∗ b ∗ d
Sandoval Paredes Alexander Igenieria Civil
LOSA DE CIMENTACION CONCRETO ARMADO II
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=
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Ø "
Asmin. =
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Ø "
Ø "
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6.1.- FRANJA D ACERO MINIMO:
ø barra = 5/8
bw 1.94 d = 61.71 cm
Wu4 37.99 Tn/m Wu20 39.01 Tn/m b = 194.00 cm
Wu8 38.30 Tn/m Wu24 39.34 Tn/m
Wu12 38.55 Tn/m MCD1 38.09 Tn/m Asmin. = 0.0018*b*d
Wu16 38.75 Tn/m MCD6 39.23 Tn/m Asmin. = 21.55 cm2
S = 0.18 cm
1.50 3.00 3.60 2.90 3.70 3.30 1.50 Adoptamos: 5/8
45.22 24.53
@ 0.175
21.94 cm2
Momento con Asmini. = 21.94 cm2
a = 5.16 cm
37.99 39.34 Mur = 49.04 Tn.m OK¡
ACERO SUPERIOR
1.26 13.53 25.39 6.24 26.39 18.38 1.21 SE CORRE : 5/8 @ 0.175
f'c = 210 Kg/cm2
Vud = 42.29 Tn
15.93 50.2 70.84 55.53 69.1 70.77 45.8
41.13 64.39 67.49 56.56 74.75 58.34 13.13 VERIFICACION POR CORTE
ø barra = 3/4
As =
Mur = 54.64 Tn.m OK¡
18.88 40.00 33.71 35.06
øVc = 78.15 Tn OK¡
24.58 cm2
a = 5.78 cm
d = 61.71 cm
b = 194.00 cm
bcolm = 45.00 cm
ACERO INFERIOR
SE CORRE : 3/4 @ 0.225
ɸVc = 0.85 ∗ 0.53 ∗ f ′c ∗ b ∗ d
Sandoval Paredes Alexander Igenieria Civil
LOSA DE CIMENTACION CONCRETO ARMADO II
1 Ø 5/8 " @ 0.175 (C3-C23
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1 Ø 5/8 " @ 0.225
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BASTONES
1 Ø 5/8 " @ 0.175
1 Ø 5/8 " @ 0.175
1 Ø 5/8 " @ 0.175
1 Ø 5/8 " @ 0.175
1 Ø 5/8 " @ 0.175
1 Ø 5/8 " @ 0.175
1 Ø 5/8 " @ 0.175
1 Ø 3/4 " @ 0.175
1 Ø 3/4 " @ 0.175
1 Ø 5/8 " @ 0.175
ACERO SUPERIORACERO INFERIOR
1 Ø 3/4 " @ 0.225
1 Ø 3/4 " @ 0.225
1 Ø 3/4 " @ 0.225
1 Ø 3/4 " @ 0.225
1 Ø 3/4 " @ 175
1 Ø 3/4 " @ 0.225
1 Ø 3/4 " @ 0.175
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--
1 Ø 5/8 " @ 0.175 (C-2 C22)
1 Ø 3/4 " @ 0.225
1 Ø 3/4 " @ 0.225
1 Ø 3/4 " @ 0.225
BASTONES ACERO SUPERIOR
F-A
F-B
F-C
70
70
70
70
70
Y-Y
F-D
70
70
70
70
70
X-X
CUADRO RESUMEN DE DISTRIBUCION DE ACERO
FRANJA H (cm)DIRECC.
F-1
F-2
F-3
F-4
F-5
F-6
Sandoval Paredes Alexander Igenieria Civil