Abstract:
Concrete will not burn when it under fire ( Elevated Temperature) and it also will not emits
any flumes but there will be chemical reactions taken place , this proposed work is an effort
underway to investigate the impact of enhanced temperatures on different properties of
concrete with steel slag as an additive.
At present, the amount of slag deposited in storage yard adds up to millions of tons/year
leading to the occupation of farmland, around industrial area and may serious pollution to
the environment, as a result of the rapid growth in the steel industry. In Ethiopia, the amount
of waste slag deposited in the storage yard adds up to 1.5-3 tons/day.
This research investigates the behavior of using steel slag as partial to fully coarse
aggregate replacement with different percentages of 0%, 20%, 40%, 60%, and 100% in
concrete. For each replacement the compressive and split tensile strength of the concrete
were evaluated at room temperature, 200°C, 400°C, 600°C and 800°C. From the results, it
can be observed that the strength reduction in the concrete depends more on the temperature
to which it is subjected rather than the percentage of replacements of slag aggregates. It can
be inferred that the natural coarse aggregates can be replaced by steel Slag aggregates of
60% for up to a maximum 200°C, of 40% and 20% for up to a maximum of 400°C. from
this 40% replacement is advisable if concrete is exposed to a temperature of up to 200°C for
both compressive and tensile strength of concrete. Because there may be apersonal error in
actual site work to increase or decrease the percentage of replacement and the fire is not
fixed may increase. Therfore 40% replacemet to a maximum temperature of 200°C is
recommended. The proposed constitutive model was validated by the comparison of the
simulation results of the uniaxial compression tests of concrete at different temperatures with
the corresponding test results. From the results, The peak damage-strain of simulation was
smaller than tested result, while the peak stress-strain of simulation was larger than the
tested result when the temperature was increased. At 800°C, the peak stress-strain value of
simulated damaged concrete is 10% greater than of tested result, while the peak damage strain value of tested result of danmaged concrete is 3.1% greater than the simul
