Abstract:
Developing rubberised concrete (RuC) for structural applications is an excellent solution for
the scarcity of natural aggregates and the discharge of rubber waste in bulk volumes into the
natural environment. With the successful applications of rubberised concrete in structural
elements, it is important to explore successful alternatives for restoration in case of deficiencies
met in their service life. This study investigates the flexure behaviour of damaged reinforced
rubberised concrete beams strengthened with Carbon Fibre Reinforced Polymer (CFRP) fabric
which is one of the best solutions that can be implemented to strengthen cracked reinforced
rubberised concrete beams. To prepare RuC, rubber particles having three different size ranges,
were obtained from outdated vehicular tires through the process of mechanical shredding. The
first range, consisting of fine rubber particles ranging from 0-5 mm, was used to replace fine
aggregate. The second and third ranges, consisting of coarse rubber particles ranging from 5-
10 mm and 10-20 mm, respectively were utilised to replace gravel. The average measured 28
days compressive strength of rubberised and normal concrete was 40.54 MPa and 51.7 MPa,
respectively. A total of four medium-scale non-strengthened reinforced RuC beams, and a
normal concrete beam were preloaded until a 0.3 mm crack occurs. All beams had the same
dimensions with 1650 mm×180 mm×130 mm for length, depth, and width, respectively. Then
the damaged beams were strengthened using CFRP with and without polymer anchors at the
ends of bonded fabric. Four-point bending test was conducted subsequent application of cyclic
load with the amplitude of 50% and 75% of the ultimate load. The beams were considered as
simply supported with a clear span of 1500 mm.
CFRP-strengthened reinforced rubberised concrete beams could reach a 53% higher load with
61% less displacement until a 0.3 mm crack occurs than non-strengthened reinforced RuC
beams. It was found that the U-wrap end anchorage system increased the ultimate load by 5%
than without end anchorage, delaying the debonding of CFRP fabric. CFRP-strengthened
reinforced RuC also exhibited a similar load-deflection curve as strengthened normal concrete
beams.When considering the crack patterns, vertical flexural cracks first formed when the load
is 20 kN-40 kN in the middle third of the beam, between two-point loads, and then propagated
towards the compression zone when the load increased. Additionally, flexural-shear cracks
originated near the supports and subsequently propagated at an incline throughout the
compression zone. Beams failed in two failure modes, which are debonding of the CFRP fabric
near the support region and cover delamination. The strengthened RuC beams using CFRP
could reach the required strength enhancement similar to reinforced concrete beams. Overall,
the experimental results exhibited the feasibility of strengthening rubberised concrete beams in
structural applications with CFRP fabric. However, further investigations are required to
evaluate fire and durability performance.
