2.3 Tests on Hardened Concrete
Compression test, elastic modulus test, and 4-point flexural
test were conducted using cubes of 150 Â 150 Â 150 mm,
cylinders
of
150 Â 300 mm
and
beams
of
100 Â 100 Â 500 mm, respectively. Figure 2 shows the
tests done for these samples. The tests were done at 56 days
because it is expected that a delay in concrete strength may
occur by ceramic contribution.
3 Results and Discussion
Table 4 summarizes the results from the 56-day tests where
f cu , f c , E, and f ct are the cube compressive strength, cylindrical compressive strength, elastic modulus, and the flexural
tensile strength, respectively.
3.1 Compressive Strength
Figure 3 shows the relative percentages between the control
mix (M0) and other mixes regarding the cylindrical compressive strength (f c ). The relative differences were obtained
from the test results in Table 4. From Fig. 3, it can be observed
that the compressive strength of MRA100 is 6% lower as
compared to that of the control, whereas, it increases by 15%
for MRA100-CFA20. The mix MRA100-CFA20-CWP20
observed a decrease in compressive strength by 2%.
3.2 Elastic Modulus Test
Figure 4 represents the elastic modulus results (Table 4) in
terms of relative references to the control mix (M0). It can be
seen that the elastic modulus of MRA100 and
MRA100-CFA20 is 12% less as compared to that of the
control mix, while, the mix MRA100-CFA20-CWP20
observed modulus of elasticity 16% less. Although low
elastic modulus causes increasing the deflection of the
structural elements, it should be noted that less cement
content decreases the shrinkage and creep of concrete (ACI
209.2R-08 2008). This reduction in long-term effects will
help in decreasing the deflection and make the effect of the
low elastic modulus negligible.
3.3 Flexural Tensile Test
The flexural test results in Table 4 rearranged as relative
differences in comparison with the control mix (M0) as
shown in Fig. 5. It can be observed that the flexural tensile
strength of MRA100 is 5% higher than the control mix. For
MRA100-CFA20, the flexural tensile strength is equal to
Fig. 2 Examples of tested
samples
152
S. T. M. Ali and M. Batikha
Compression test, elastic modulus test, and 4-point flexural
test were conducted using cubes of 150 Â 150 Â 150 mm,
cylinders
of
150 Â 300 mm
and
beams
of
100 Â 100 Â 500 mm, respectively. Figure 2 shows the
tests done for these samples. The tests were done at 56 days
because it is expected that a delay in concrete strength may
occur by ceramic contribution.
3 Results and Discussion
Table 4 summarizes the results from the 56-day tests where
f cu , f c , E, and f ct are the cube compressive strength, cylindrical compressive strength, elastic modulus, and the flexural
tensile strength, respectively.
3.1 Compressive Strength
Figure 3 shows the relative percentages between the control
mix (M0) and other mixes regarding the cylindrical compressive strength (f c ). The relative differences were obtained
from the test results in Table 4. From Fig. 3, it can be observed
that the compressive strength of MRA100 is 6% lower as
compared to that of the control, whereas, it increases by 15%
for MRA100-CFA20. The mix MRA100-CFA20-CWP20
observed a decrease in compressive strength by 2%.
3.2 Elastic Modulus Test
Figure 4 represents the elastic modulus results (Table 4) in
terms of relative references to the control mix (M0). It can be
seen that the elastic modulus of MRA100 and
MRA100-CFA20 is 12% less as compared to that of the
control mix, while, the mix MRA100-CFA20-CWP20
observed modulus of elasticity 16% less. Although low
elastic modulus causes increasing the deflection of the
structural elements, it should be noted that less cement
content decreases the shrinkage and creep of concrete (ACI
209.2R-08 2008). This reduction in long-term effects will
help in decreasing the deflection and make the effect of the
low elastic modulus negligible.
3.3 Flexural Tensile Test
The flexural test results in Table 4 rearranged as relative
differences in comparison with the control mix (M0) as
shown in Fig. 5. It can be observed that the flexural tensile
strength of MRA100 is 5% higher than the control mix. For
MRA100-CFA20, the flexural tensile strength is equal to
Fig. 2 Examples of tested
samples
152
S. T. M. Ali and M. Batikha