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IBRACON Structures and Materials Journal • 2013 • vol. 6 • nº 3
Numerical analysis of two pile caps with sockets embedded, subject the eccentric compression load
Table 8 – Results obtained by numerical analysis for blocks with rough conformation
and action of compressive force eccentric
Pile
caps
Measure
the sides
of the
column
(cm)
Measure
the sides
of the
piles
(cm)
h
s
(cm)
e
(cm)
h
(cm)
F
u
(kN)
A
b,est
2
(cm )
Blévot
Blévot
Num.
Num.
F / F
blévot
num
ℓ
emb
(cm)
Ɵ
(graus)
R
ℓ
80hs30NM
e
R
ℓ
80hs20NM
e
R
ℓ
80hs10NM
e
R
ℓ
60hs30NM
e
R
ℓ
60hs20NM
e
R
ℓ
60hs10NM
e
R
ℓ
50hs30NM
e
R
ℓ
50hs20NM
e
R
ℓ
50hs10NM
e
20 x 20
20 x 20
20 x 20
20 x 30
20 x 30
20 x 30
20 x 40
20 x 40
20 x 40
20 x 20
25 x 25
30 x 30
20 x 20
25 x 25
30 x 30
20 x 20
25 x 25
30 x 30
30
20
10
30
20
10
30
20
10
3,18
3,76
3,48
3,93
4,74
7,13
3,91
5,03
4,47
120
110
100
100
100
80
90
80
70
3663
3415
3128
3128
2800
2428
2800
2428
2016
323,6
487,8
673
299,1
441,9
592,8
282,8
411,7
355,9
2832
2660
2460
2360
2368
1103
2260
1253
1828
223,8
404,9
639,4
299,1
371,2
462,4
243,2
308,8
153,1
1,29
1,28
1,27
1,33
1,18
2,20
1,24
1,94
1,10
80
80
80
60
60
60
50
50
50
54,0
51,3
48,4
48,4
45,0
41,2
45,0
41,2
36,9
Note: Num., value obtained by numerical simulation Blévot, value calculated using the criteria Blévot & Fremy [4] F , Rupture force applied in
u
the column, and eccentricity of the normal force, A , area of the strut near the column.
b,est
Figura 30 – Panorama cracking, pile caps with
rough conformation, normal force and moment
Lℓe60hs20NM
model must be modified according to the external actions acting on
the pile cap, i.e., idealize a model that contemplates the actions of
moment, normal force and horizontal force.
Figure [31] shows bends “reaction in the most solicited pile vs. dis-
placement in the middle of the pile cap span”.
The behavior of the pile cap submitted to the action of moment and
compression force, indicate that the pile caps with more rigidity pres-
ent higher bearing capacity and the presence of moment in them,
reduce it. Delalibera [5] experimentally proves this statement.
Delalibera & Giongo [26], analyzed the same pile caps of this work,
but it was applied only centered compression force. It was ob-
served that the bearing capacity of the pile caps with only centered
force was superior to the pile caps with eccentric force.
Table [9] presents the results of the variance analysis of the pile
caps submitted to eccentric compression force and rough confor-
mation of the column-sockets interface.
Another very interesting result consistent with statements of other
researchers can be observed through the values of Table [9]. As
the link with the shear key grants the link column-foundation mono-
lithic behavior, it is expected that the rupture of the pile caps is
associated to other factors. It was verified, because, it is noted that
Figura 31 – Curve maximum reaction
vs. displacement in the middle of
the span, pile caps with rough conformation,
normal force and moment
1...,97,98,99,100,101,102,103,104,105,106 108,109,110,111,112,113,114,115,116,117,...167