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Platea de Cimentacion
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Platea de Cimentacion
Platea de Cimentacion...
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LOSA DE CI
31.85
2.45
58.80
58.80
38.22
DIRECCION X
0 5 . 4
58.50
108.00
DIRECCION Y
108.00 58.50
0 9 . 3 1
0 5 . 4
58.50
108.00
DIRECCION X DIRECCION Y
108.00 58.50 0 5 . 4
P
31.85 31.85 4.80
58.80
58.80
4.80 14.80
58.50
4.80
58.50 31.85 58.80
2.60
31.85
108.00 108.00 58.80 58.80 108.00 108.00 58.80 38.22 58.50 58.50 31.85
∑ P =
1,034.97 CENTRO DE G X 7.20 Q
2.45
31.85
58.80
58.80
A
38.22 0 5 . 4
My Mx
58.50
108.00
Iy
108.00 58.50 0 5 . 4
58.50
108.00
0 9 . 3 1
Ix q=
108.00
Qmax =
58.50 0 5 .
P P!a"#a =
$%C Ca&'a ()(a =
31.85 31.85
58.80
4.80
1* P)+, "a-)/#&)a =
58.80
4.80
Q TOTAL =
4.80
14.80
Y A
PUNTO
B
C
D
A
5 2 . 2
E I M
E
F
0 5 . 4
G H
I
J
0 9 . 3 1
X
0
N
0 5 . 4
K
PUNTO
L
C M 2.40
N
P
O
4.80
4.80
G
5 2 . 2
O
2.40
14.80
D
Y 5.02
P
5.03
5.14
5.15
5 2 . 2
FRANJA 1 5.02
5.03
0 5 . 4
5.14 5.15
4.86
4.97
3
0 9 . 3 1
X
0
2 4 5
0 5 . 4
4.98
6 7
5.10
8 4.86 2.40
4.97
4.98
4.80
4.80 14.80
5.10
2.40
5 2 . 2
DISEÑO POR FLEXI
Verificacion de platea
fs = f = !=
1680.00
4.50
.
"= # =
0.33
0.888
K= $=
14.10
100.00
M %&' =
13.02
( %)! =
30.3
Espesor Minimo de plat *+ = Ф &s
3-4 = ,=
7.50 1.05
3.70877058718
t =
40.00
ACERO DE REFUERZO # = fs = As =
0.8 1680.000 0.18
VALORES DE "d" R#9/-&)m)#:", $/#&),& = R#9/-&)m)#:", I:;#&),& = Refuero Superior!
Refuero nferior!
FRANJA
1
2
3
4
5
6
7
l (m)
COEFCENTE !O!ENTO
4.80
1 % <>
4.80
1 % 10 <>
4.80
1 % 10
4.80
1 % <>
4.80
1 % 10 <>
4.80
1 % 10
4.80
1 % <>
4.80
1 % 10 <>
4.80
1 % 10
4.80
1 % <>
4.80
1 % 10 <>
4.80
1 % 10
4.50
1 % <>
4.50
1 % 10 <>
4.50
1 % 10
4.50
1 % <>
4.50
1 % 10 <>
4.50
1 % 10
4.50
1 % <>
4.50
1 % 10 <>
4.50
1 % 10
4.50
1 % <>
8
4.50
1 % 10 <>
4.50
1 % 10
VERIICACION DE @ER VC = FRANJA 1 2 3 4 5 6 7 8 V@ =
MENTACION
" (m)
("#1)2$(2")2
%&
ƛ
1.7$ ƛ
'*+&
4.50
0.37
8.30
0.275
.3
2y3
2.45
0.50
1618.75
0.25
5.3
1y4
4.80
0.37
87.04
0.274
.40
y7
2.0
0.48
16150.30
0.23
5.8
5y8
!=
4.50
<
.35.2
SI CUMPLE
!=
4.80
<
.45.7
SI CUMPLE
P
(m)
(m)
P-
P/
0.00
0.00
31.85
0.00
0.00
0.00
0.00
58.80
0.00
0.00
0.00 0.00 4.80
0.00 0.00 282.24
58.80 31.85 58.50
0.00 0.00 4.50
0.00 0.00 23.25
4.80
518.40
108.00
4.50
48.00
4.80
518.40
108.00
4.50
48.00
4.80
282.24
58.50
4.50
23.25
.0
54.48
58.50
.00
52.50
.0
1603.80
108.00
.00
72.00
.0
1603.80
108.00
.00
72.00
.0
54.48
58.50
.00
52.50
14.40
550.37
31.85
13.50
42.8
14.40
842.40
58.80
13.50
73.80
14.40
842.40
58.80
13.50
73.80
14.40
458.4
38.22
13.50
515.7
1,034.97
∑ P/ =
∑ P- =
∑ P =
7,497.65
AVEDAD
CENTRO DE GRAVEDAD
E0.044
16034.7
T:
205.72
m2
45.8
T:m
43.00
T:m
36755.08
m4
36312.2
m4
5.031 5.21 T:%m2 1.80 T:%m2
Y
X
0.0130
0.0122
Y
E/
.75
0.042
7,029.05
0.25 T:%m2 0.15 T:%m2 7.41 T*$m2
X
Y
0.013
0.012
Q$A
*
*
5.03
7.20
.75
0.0
0.08
5.02
5.03
7.20
.75
0.0
0.08
5.02
5.03
7.20
.75
0.0
0.08
4.8
5.03
7.20
.75
0.0
0.08
4.8
5.03
2.40
2.25
0.03
0.03
5.03
5.03
2.40
2.25
0.03
0.03
5.03
5.03
2.40
2.25
0.03
0.03
4.7
5.03
2.40
2.25
0.03
0.03
4.7
Q$A
*
*
5.03
2.40
.75
0.03
0.08
5.14
5.03
2.40
.75
0.03
0.08
5.14
5.03
2.40
.75
0.03
0.08
4.8
5.03
2.40
.75
0.03
0.08
4.8
5.03
7.20
2.25
0.0
0.03
5.15
5.03
7.20
2.25
0.0
0.03
5.15
5.03
7.20
2.25
0.0
0.03
5.10
5.03
7.20
2.25
0.0
0.03
5.10
!O!ENTO (*m$m) PRO!
PUNTO
l (m)
1$9 l2
1$10 l2
5.0
AD
4.80
13.02
11.72
5.0
E
4.80
13.02
11.72
4.8
I
4.80
12.74
11.4
4.8
MP
4.80
12.74
11.4
4.4
AM
4.50
11.11
10.00
5.00
N
4.50
11.25
10.12
5.0
CO
4.50
11.3
10.25
5.12
DP
4.50
11.53
10.38
N
.00
1630167.27
0.43
a (t)
40.00 <
60.00
(As)
CU!PLE
X m#",B, B# 9a&'a+
d
5.00 9m 7.50 9m
54.05 cm 52.14 cm 51.55 cm 49.64 cm (m)
! (T* m $ m)
54.05
13.02
A& (m2)
A& m*
12.71
RANA
.73
A& (m2) 12.71
54.05
11.72
11.44
.73
1
52.14
11.72
11.44
.3
11.44
54.05
13.02
12.71
.73
12.71
54.05
11.72
11.44
.73
52.14
11.72
11.44
.3
11.44
54.05
12.74
12.43
.73
12.43
54.05
11.4
11.1
.73
52.14
11.4
11.1
.3
11.1
54.05
12.74
12.43
.73
12.43
54.05
11.4
11.1
.73
52.14
11.4
11.1
.3
11.1
51.55
11.11
10.84
.28
10.84
51.55
10.00
.7
.28
4.4
10.00
.7
8.4
.7
51.55
11.25
10.8
.28
10.8
51.55
10.12
.88
.28
4.4
10.12
.88
8.4
.88
51.55
11.3
11.12
.28
11.12
51.55
10.25
10.00
.28
4.4
10.25
10.00
8.4
10.00
51.55
11.53
11.25
.28
11.25
2
3
4
5
7
11.44
11.44
11.1
11.1
.7
.88
10.00
51.55
10.38
4.4
10.13
10.38
10.13
A CORTANTE 20682.2 PRO! 5.0 5.0 4.8 4.8 4.4 5.00 5.0 5.12 12620.22
l (m) 4.80 4.80 4.80 4.80 4.50 4.50 4.50 4.50
;< 12.21 12.21 11.4 11.4 11.11 11.25 11.3 11.53 VU < VC !
.28
8 8.4
10.13 10.13
E9= "=
2,173,706.51 0.60
=
2,400.00
y =
4,200.00
9 =
210.00
E+=
21,000,000.00
VERIFICACION
qn " q ! qn " q ! qn " q ! qn " q ! qn " q ! qn " q ! qn " q ! qn " q ! VERIFICACION
qn " q ! qn " q ! qn " q ! qn " q ! qn " q ! qn " q ! qn " q ! qn " q !
(m) Ø5$8: @ 22.35 24.83 24.83 22.35 24.83 24.83 22.84 25.38 25.38 22.84 25.38 25.38 2.1 2.10 2.10 25.87 28.74 28.74 25.55 28.3 28.3 25.24
28.04 28.04
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