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IBRACON Structures and Materials Journal • 2013 • vol. 6 • nº 3
R.. G. DELALIBERA | J. S. GIONGO
As it was intended to analyze the behavior of the pile caps, it was
adopted in the piles and in the columns, compressive strength of
concrete equal to 50 MPa. The coefficients of shear transference
also had value equal to 1. The elasticity model of the steel and
concrete, as well as their respective Poisson coefficients, were
determined with recommendations of NBR 6118:2007 [1]. The re-
inforcement rates were equal in all models, whereas, the areas of
Table 3 – Criteria used in the pile cap modeling, considering the influence of the piles and soil
Estructural element
Finite element
Real constants
Additional informaticon
Material properties
Column
Pile caps
Piles
A
s, tirante
A
s, pilar e estacas
Steel plate
Stirrups
Soil 1
Soil 2
Soil 3
Soil 4
Soil 5
Solid 65
Solid 65
Solid 65
Link 8
Link 8
Solid 65
Link 8
Solid 65
Solid 65
Solid 65
Solid 65
Solid 65
–
–
–
2
A = 3,15 cm
= 0
s
i
2
A = 1,25 cm
= 0
s
i
–
2
A = 0,50 cm
= 0
s
i
–
–
–
–
–
Plastic behavior – concrete
Plastic behavior – concrete
Plastic behavior – concrete
Elastic-plastic perfect behavior
Elastic-plastic perfect behavior
Elastic behavior
Elastic-plastic perfect behavior
Plastic behavior – Drucker-Prager
Plastic behavior – Drucker-Prager
Elastic behavior
Elastic behavior
Elastic behavior
E = 33658 MPa
c
= 0,3
f = 50 MPa
ck
f = 4,07 MPa
tk
= 1
E = 21287 MPa
c
= 0,3
f = 20 MPa
ck
f = 2,21 MPa
tk
= 1
E = 33658 MPa
c
= 0,3
f = 50 MPa
ck
f = 4,07 MPa
tk
= 1
E = 210 MPa
s
f = 500 MPa
y
= 0,3
E = 210 MPa
s
f = 500 MPa
y
= 0,3
E = 210 MPa
s
= 0,3
E = 210 MPa
s
f = 500 MPa
y
= 0,3
E = 46 MPa
solo
c = 15 KPa
= 22
solo
= 0,3
E = 70 MPa
solo
c = 26 KPa
= 28
solo
= 0,3
E = 46 MPa
solo
= 0,3
E = 70 MPa
solo
= 0,3
E = 1000 MPa
solo
= 0,3
reinforcement of piles, of columns and ties are presented in Table
[3]. For more information, see Delalibera [5].
By Figures [21] to [24], it can be observed that there is more con-
centration of compression stress in the pile caps sections just be-
low the column and in the section of the piles farther from the pile
cap board, sections F and G – Figure [20]. It was verified that the
piles not requested uniformly, i.e., the sections farther from the pile
