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IBRACON Structures and Materials Journal • 2012 • vol. 5 • nº 3
Experimental analysis of reinforced concrete columns strengthened with self-compacting concrete
and connectors
tension face, in contrast with the reference columns. This means
that strengthening on the compressed face with the addition of
concrete as well as the use of connectors on the strengthening
concrete provided adherence between substrate and strengthen-
ing concrete, which are differently aged. This contributed to column
stiffening. Column P8 was strengthened with the highest number
of connectors: three pairs were placed 105 mm, 300 mm and 550
m from the column centre. This column showed the smallest hori-
zontal displacements at mid-height among all the models tested.
As for the reference columns, the original column P1 reached strain
of steel yield and although the monolithic column P2 had not reached
Figure 12 – Load - horizontal displacement curves (R3)
Figure 13 – Load - steel strain curves
Figure 14 – Load x concrete strain curves
the yield limit, it presented a curve tending to such occurrence. The
columns reinforced with only one pair of connectors (P3, P4 and P5)
did not reach strain of steel yield, therefore, the closer to the center
the connectors were, the largest were the values of strain in the re-
inforcement under tension. The columns reinforced with two pairs of
connectors (P6A and P7) reached strain of steel yield. Column P8,
reinforced with three pairs of connectors showed final strain on the
steel similar to that shown on monolithic column P2, and in the same
way, had not reached strain of steel yield.
The monolithic reference column P2 presented crushing strain of
the compressed concrete. Column P1 presented a curve tending