The road connectivity of Jammu and Kashmir state with the rest country (India) is possible through NH-1. During winters, the traffic movement is seen off the roads due to accumulation of heavy snow and one province i.e, Kashmir of the state seems cut off from the country. Every year Government of the state is spending very huge amount for snow clearance by conventional methods like using snow cutters, chemicals (salt) etc. These methods result what is called “Detoriation of pavements” by removal of top surface of flexible pavements and corrosion of reinforcement by chemicals in rigid pavements .The paper highlights the one time solution of the above problem by using the steel residue obtained in huge quantities from steel industries .The material is used in concrete as a homogeneous mix at the construction stage of rigid pavements over which insulated bitumen layer is placed.

1. http://www.iaeme.com/IJCIET/index.asp 66 editor@iaeme.com
International Journal of Civil Engineering and Technology (IJCIET)
Volume 6, Issue 12, Dec 2015, pp. 66-73, Article ID: IJCIET_06_12_007
Available online at
http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=6&IType=12
ISSN Print: 0976-6308 and ISSN Online: 0976-6316
© IAEME Publication
USE OF WASTE CONDUCTIVE STEEL
RESIDUE IN CONCRETE PROVING
BENEFICIAL FOR DE-ICEING OF
PAVEMENTS
Abid Ahmad Sofi, S. M. Iqbal, Suhail Ahmad Mir, M. Vekas Wani
Civil Engineering Graduate Students, IUST, Awantipora Kmr.
Aarif Manzoor, Er. M. Iqbal Mirza
Assistant Professor, Department of Civil Engineering, IUST, Awantipora
Er. Aeijaz Masoodi
Road Research Officer, KGP Sgr.
ABSTRACT
The road connectivity of Jammu and Kashmir state with the rest country
(India) is possible through NH-1. During winters, the traffic movement is seen
off the roads due to accumulation of heavy snow and one province i.e,
Kashmir of the state seems cut off from the country. Every year Government of
the state is spending very huge amount for snow clearance by conventional
methods like using snow cutters, chemicals (salt) etc. These methods result
what is called “Detoriation of pavements” by removal of top surface of
flexible pavements and corrosion of reinforcement by chemicals in rigid
pavements .The paper highlights the one time solution of the above problem by
using the steel residue obtained in huge quantities from steel industries .The
material is used in concrete as a homogeneous mix at the construction stage of
rigid pavements over which insulated bitumen layer is placed. During the
working stage, when there is the prediction of snowfall the current is applied
in advance which keep the pavement warm and no accumulation of snow takes
place.
Key words: Steel Residue, Sustainability, Resistivity, De-Iceing, Rigid
Pavement.
Cite this Article: Abid Ahmad Sofi, S. M. Iqbal, Suhail Ahmad Mir, M.
Vekas Wani, Aarif Manzoor, Er. M. Iqbal Mirza and Er. Aeijaz Masoodi, Use
of Waste Conductive Steel Residue In Concrete Proving Beneficial For De-
Iceing of Pavements. International Journal of Civil Engineering and
Technology, 6(12), 2015, pp. 66-73.
http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=6&IType=12

2. Use of Waste Conductive Steel Residue In Concrete Proving Beneficial For De-Iceing of
Pavements
http://www.iaeme.com/IJCIET/index.asp 67 editor@iaeme.com
1. INTRODUCTION
Conventional concrete is not electrically conductive. A hydrating concrete consists of
pore solution and solids, including aggregates, hydrates and unhydrated cement.
Conduction of electricity through concrete may take place in two ways:Electronic:
Electronic conduction occurs through the motion of free electrons in the conductive
media. Electrolytic: Electrolytic conduction takes place by the motion of ion’s in the
pore solution in the fresh state. Controlled resistivity materials are used for controlled
electrical conduction, static charge dissipation, lightning protection, and
electromagnetic interference shielding in electronic, mechanical, structural, chemical
applications and electrically powered transit lines. In particular, controlled resistivity
ceramics, such as alumina-matrix composites containing electrically conducting
particulates filler are used as substrates for handling semiconductor wafers, which
require static protection [1]. They are also used in form of charge dissipating coating
to improve the break down voltage of high power, high vacuum devices. In addition,
controlled resistivity ceramics in the form of tiles are used for antistatic floors [2]. It
was found that Electric resistivity of the concrete is infinite as there is no conducting
medium within the concrete mass for the current to flow. When a conducting material
i.e, waste steel residue is mixed with ingredients of concrete, its electrical resistivity
increases upto some percentage of additive and then decreases as the continuous path
for current flow is set up by steel particles [3].Controlled electrical resistivity
materials are typically in the form of composite materials with an electrically
insulating matrix and electrically conductive discontinuous filler, which can be
particulate or fibrous. The higher filler content, lower resistivity of composite. These
composites include those with polymer, ceramic and cement matrices [4,5].
Compressive strength of concrete is dependent on the W/C ratio. The higher the ratio
the lower is the strength. Electrical resistivity of concrete decreases almost linearly
with increasing W/C ratio for a given cement content and therefore resistivity can be
diagnostic of the compressive strength [6]. Xie et al used steel and carbon fibres as the
conductive media and investigated the effect of fiber size on the percolation threshold,
which was found to increase with decreasing fiber length. More short fibres than long
fibres were required to create a conductive media within the concrete matrix.
Conduction through hardened concrete depends on movement of electrons which
requires a good contact between conductive particles. Using longer fibres could
reduce the minimum contact required [7]. Approaches to improving the electrical
conductivity of a concrete mix include:
 Use of conductive aggregates such as iron ore, raw slag etc.
 Increasing the conductivity of the cement paste by adding conductive materials such
as steel shavings, steel or carbon fibres, etc.
In this research, fine aggregates were partially replaced by waste steel residue as
1.5%, 3%, 4.5%, 6% and 7.5% by weight .The replaced waste steel residue consists of
all three categories of steel shaving, steel-fibres, steel powder in equal proportions
.The concrete in fresh state is checked for workability by doing Slump test and
Concrete specimens were tested for compressive strength, resistivity by four-probe
method and Temperature rise of the specimen. The results obtained were compared
with results of normal M-30 concrete mix and it was found that maximum increase in
compressive strength occurred for the concrete mix containing 3%steel residue as fine
aggregate. With increase in steel residue content, resistivity and the temperature rise
increases and 3% replacement is considered as optimum value because upto this

3. Abid Ahmad Sofi, S. M. Iqbal, Suhail Ahmad Mir, M. Vekas Wani
Aarif Manzoor, Er. M. Iqbal Mirza and Er. Aeijaz Masoodi
http://www.iaeme.com/IJCIET/index.asp 68 editor@iaeme.com
value no electric shocks are felt and after this value sensitive shocks are observed.
The rate of De-Iceing is optimum at 3% steel residue in rigid pavements.
2. MATERIALS USED
2.1. Cement and Aggregates
Khyber ordinary Portland cement of 43 grade confining to IS 8112 [8] was used
throughout the work. Fine aggregates used throughout the work comprised of clean
river sand with maximum size of 4.75mm conforming to zone II as per IS383-1970
[9] with specific gravity of 2.6. Coarse aggregates used consisted of machine crushed
stone angular in shape passing through 20mm IS sieve and retained on 4.75mm IS
sieve with specific gravity of 2.7.
2.2. Steel residue
The waste material i.e. steel residue in this study is collected from Himalayan Rolling
Steel Mill, SIDCO Complex, Rangreth srinagar .After the collection of the material, it
was categorized into three categories i.e, Steel fibres(fraction retained on 10mm IS –
Sieve) ,steel shaving(Fraction passing 10mm and retained on 4.75mm IS-Sieve) ,steel
powder(passing 4.75mm and retained on 2.36mm IS-Sieve). Figure 1. Shows the
three catagories
(a)Steel fibres (b) steel shaving (c) steel powder
Figure 1 Three catagories of steel residue
3. WORK AND EXPERIMENTAL METHODOLOGY
3.1. Mix Proportion
The concrete mix design was proposed by using IS 10262 [10]. The grade of concrete
used was M-30 with water to cement ratio of 0.45(inclusive of free moisture in
aggregates). The design mix obtained from the trial mix of the ingredients is
1:1.346:2.44. The mixture proportions used in laboratory for experimentation are
shown in TABLE 1.
3.2. Test on Fresh Concrete
The workability of all concrete mixtures was determined through slump test utilizing
a metallic slump mould. The difference in level between the height of mould and that
of highest point of the subsided concrete was measured and reported as slump.

4. Use of Waste Conductive Steel Residue In Concrete Proving Beneficial For De-Iceing of
Pavements
http://www.iaeme.com/IJCIET/index.asp 69 editor@iaeme.com
Figure 2 Slump measurement
The slump tests were performed according to IS 1199-1959 [11].
3.3. Tests on hardened concrete
From each concrete mixture, cubes of size 150mm x 150mm x 150mm have been
casted for the determination of compressive strength. The concrete specimens were
cured under normal conditions as per IS 516-1959 [11] and were tested at 7 days and
28days for determining compressive strength as per IS 516-1959 [12].
3.4. Tests for Resistivity (ohm-cm)
The Resistivity of the concrete is found by four-electrode method refers to the four
electrodes applied to conductive concrete cube as shown below.
Figure 3 Determination of Resistivity by Four-probe method.
The four electrodes are embedded in the conductive concrete in equidistant mode.
The two electrodes inside is connected to voltmeter and the two electrodes outside are
connected to ammeter. This method makes voltage and current of measuring
electrodes separate. Besides, the outside electrodes are supplied by the DC source and
the value of voltage and current are recorded [13].

5. Abid Ahmad Sofi, S. M. Iqbal, Suhail Ahmad Mir, M. Vekas Wani
Aarif Manzoor, Er. M. Iqbal Mirza and Er. Aeijaz Masoodi
http://www.iaeme.com/IJCIET/index.asp 70 editor@iaeme.com
Figure 4 Principle of four probe method
The resistivity is then calculated using the following equation:
ρ =
where, ρ is resistivity (ohm.cm), d is distance between inner electrodes (cm), V is
voltage between probes P1, P2 (volts), I is current between probes C1, C2(amperes).
3.5. Test for Temperature
The rise in Temperature of the concrete is checked by means of a Thermometer after
half an hour (30 min.) from the instant of applied current.
4. RESULTS AND DISCUSSION
4.1. Concrete in Green state
The slump values of all the mixtures are represented in TABLE 1. The slump is
increased with the increase in steel residue (S.R). No, water is absorbed by S.R as
compared to sand which absorbs some water, and thus improving the workability of
concrete mix. Slump was continuously increasing with the increase in S.R. The
variation of slump with S.R is depicted in Figure.5.
4.2. Compressive strength
The compressive strength tests are presented in TABLE 2. Compressive strength tests
were carried out at 3, 7 and 28 days. An increase in compressive strength was
observed up to 3% replacement of fine aggregates by steel residue and there after
decreasing. The maximum compressive strength measured was 8.4% more than that
of reference mix at 28 days corresponding to concrete mix containing 3% steel
residue in place of fine aggregates. Compressive strength (C.S) for concrete mix with
7.5% content was found to be less than that of reference mix. Figure.6 presents
compressive strength of all mixtures at 3, 7 and 28 days respectively.
4.3. Resistivity and Temperature results
The resistivity and temperature test results are presented in TABLE 3.These tests are
carried out after 28 days curing period. The resistivity and the temperature rise
increases with the increase in steel residue and the maximum value is observed at 3%.
Figure.7 and 8 presents the resistivity and temperature of all mixtures at 28 days
respectively.

6. Use of Waste Conductive Steel Residue In Concrete Proving Beneficial For De-Iceing of
Pavements
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TABLE 1 Mix Proportion, Slump (mm) Determination.
S.R
(%)
W/C
Water
(kg/ )
Cement
(kg/ )
F.A
(kg/ )
S.R
(kg/ )
C.A
(kg/ )
Slump
(mm)
0 0.45 206.55 459 617.8 0 1120 50
1.5 0.45 206.55 459 617.8 9.3 1120 56
3 0.45 206.55 459 617.8 18.53 1120 65
4.5 0.45 206.55 459 617.8 27.8 1120 78
6 0.45 206.55 459 617.8 37.1 1120 86
7.5 0.45 206.55 459 617.8 43.3 1120 95
TABLE 2 Compressive Strength Test results.
S.NO S.R (%)
Avg. C.S @ 3days
(N/ )
Avg. C.S @ 7days
(N/ )
Avg. C.S @ 28days
(N/ )
1 0 11.5 28.34 41.2
2 1.5 13.2 31.5 42.5
3 3 14.6 34.64 44.67
4 4.5 14.2 32.2 41.92
5 6 12.4 29.88 39.22
6 7.5 9.5 27.8 37.65
TABLE 3 Resistivity and Temperature results.
S.NO S.R (%) RESISTIVITY (Ohm-cm) TEMPT. RISE ( )
1 0 75 x 103
5
2 1.5 95 x 103
9
3 3 105 x 103
12
4 4.5 77 x 103
10
5 6 48 x 103
8
6 7.5 6.5 x 103
6
Figure 5 Variation of slump with S.R content.
50 56
65
78
86
95
0
10
20
30
40
50
60
70
80
90
100
0 1.5 3 4.5 6 7.5
SLUMP VALUE
S.R(%)
Slump(mm)

7. Abid Ahmad Sofi, S. M. Iqbal, Suhail Ahmad Mir, M. Vekas Wani
Aarif Manzoor, Er. M. Iqbal Mirza and Er. Aeijaz Masoodi
http://www.iaeme.com/IJCIET/index.asp 72 editor@iaeme.com
Figure 6 Variation of C.S with S.R content.
Figure 7 Variation of Resistivity with S.R content.
Figure 8 Variation of Temperature rise with S.R content.
CONCLUSION
On the basis of results obtained, following conclusions are presented:
 By introducing S.R in concrete the flow of electronic current is observed. Initially the
resistivity of concrete shows increase and the energy of flowing electrons is
converted into heat which proves useful in De-iceing purposes. At 3% replacement of
sand by S.R shows maximum Resistivity value and maximum heat or temperature
rise. With further increase in steel residue a continuous conductive path is generated
11.5 13.2 14.6 14.2 12.4
9.5
28.34
31.5
34.64
32.2
29.88
27.8
41.2 42.5
44.67
41.92
39.22 37.65
0
10
20
30
40
50
0 2 4 6 8
C.S(N/mm^2)
S.R (%)
C.S @ 3 Days
C.S @ 7 Days
C.S @ 28 Days
75
95
105
77
48
6.50
20
40
60
80
100
120
0 2 4 6 8
Resistivity(Ohm-
cm)X10^3
S.R (%)
Resistivity curve
5
9
12
10
8
6
0
5
10
15
0 2 4 6 8
Temperaturerise(°C)
S.R (%)
Temperature curve

8. Use of Waste Conductive Steel Residue In Concrete Proving Beneficial For De-Iceing of
Pavements
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and the resistivity of concrete is decreased .Thus, the concrete behaves as conductor
than an insulator. Therefore, 3% replacement is the optimum value for the purpose.
 3% replacement of fine aggregates by S.R showed 27% increase in compressive
strength, 22.2% increase in compressive strength at 7 days and 8.5% increase in
compressive strength at 28 days.
 Workability of concrete mix increases continuously with increase in S.R, as no water
is absorbed by the steel residue.
 Use of S.R in concrete will eradicate its disposal problem and prove to be
environment friendly thus paving way for greener concrete.
 Use of S.R in concrete will preserve natural resources particularly river sand and thus
make concrete construction industry sustainable.
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