Page 100 - Riem-Vol6_nº3

445 IBRACON Structures and Materials Journal • 2013 • vol. 6 • nº 3
R.. G. DELALIBERA | J. S. GIONGO
first crack was equal to 650 kN and the rupture force observed was
equal to 3026 kN. In the numerical simulation, these forces were
501,94 kN and 2589.74 kN.
Figures [12], [13], [14], [15] e [16] showed the correlations obtained
between the numerical and experimental results and Table [2] rela-
tions between the last experimental and numerical forces.
The third comparative analysis refers to the blocks numerically
simulated by Iyer & Sam [17]. The piles caps were simulated with
arrangement reinforcement distributed in mesh and on the piles.
The pile cap were twenty-two centimeters and five millimeters of
height and were composed by four piles with square transversal
section of 10 cm x 10 cm. The columns also had squared sec-
tion with 14.14 cm x 14.14 cm side. The compressive strength of
concrete was equal to 19 MPa and the tensile strength of the steel
bars equal to 300 MPa. Poisson coefficient adopted to steel and
concrete was 0.3 and 0.2 respectively. In the numerical simula-
tions were adopted 345 force increments. The last forces obtained
in the analyses developed by Iyer & Sam (1995) were: 600 kN,
for reinforced on mesh and 560 kN, for reinforced on piles. In the
numerical simulation developed in this text, the forces found were:
582.17 kN for the pile cap with reinforcement arrangement distrib-
uted on mesh and 594.59 kN for the pile caps with reinforcement
arrangement distributed on piles. Figures [17] and [18] presented
the correlations among the results obtained.
We observe in Figures [17] and [18] that there is great correlation
among the results, indicating that the model adopted in the numeri-
cal analysis is consistent.
3.4 Influence of the length of the pile and the soil
As the experimental test of the pile caps with real length piles are of
difficult execution, we simulated pile caps with real length piles, aim-
ing to observe the behavior of the main stress outflow of compres-
sion and the length influence of the piles on the block. Thereunto,
four pile caps were modeled – three with piles with real lengths and
Table 2 – Relations between numerical results
and experimental pile caps tested
by Adebar et al. [7]
Pile caps F (kN)u,exp F (kN)u,num F /Fu,exp u,num
Bloco A
Bloco B
Bloco C
Bloco D
Bloco F
1781
2189
2892
3222
3026
1781,10
2186
2647,7
3212,70
2589,74
0,99
1,00
1,09
1,01
1,17
Figure 17 – Main reinforcement mesh, Sam & Iyer [17]
Figure 18 – Reinforcement distributed
over the piles, Sam & Iyer [17]
Figure 19 – Result of SPT, Senna Júnior [18]
5
2
4
3
4
4
7
9
7
9
11
14
12
15
13
14
18
13
9
7 N.W.: -10m
brown argillaceous sand
cenozoic sediment
E = 46 MPa
c = 15 KPa
attrition angle = 22
Red argillaceous sand
c = 26 KPa
attrition angle = 28
E = 70 MPa
Soil residual - Bauru group
End of the puncture: -20 m
pebble line