Utilisation of silica fume & steel slag in concrete as a ... · 5 Flakiness index 15.81% Elongation index 19.92% Portable water was used in the experimental work for both ... 3.2

~ 566 ~

ISSN Print: 2394-7500

ISSN Online: 2394-5869

Impact Factor: 5.2

IJAR 2016; 2(9): 566-578

www.allresearchjournal.com

Received: 20-07-2016

Accepted: 21-08-2016

M Vindhya

M. Tech Student Visvodaya

Engineering College, Kavali,

SPSR Nellore, Andhra

Pradesh, India

Dr. T Suresh Babu

HOD and Professor

Department of Civil

Engineering, Visvodaya



Pradesh, India

Correspondence

M Vindhya

M. Tech Student Visvodaya



Pradesh, India

Utilisation of silica fume & steel slag in concrete as a

partial replacement of cement & coarse aggregate

M Vindhya and Dr. T Suresh Babu

Abstract

In This paper an evaluation of steel slag aggregate in concrete with and without adding silica fume in

comparison with the conventional natural aggregate concrete. Hardened concrete consist of more than

70% aggregate due to the high demand in building construction and the increase of demand of the

amount of material, suppliers and researchers are exploring the use of alternative materials which could

decrease the usage of natural sources and save the environment. Steel slag was used as an aggregate

replacement in conventional concrete mixes. Steel slag which is mainly consists of calcium carbonate is

produced as a by-product during the oxidation process in steel industry. Steel slag was selected due to

its characteristics, which are almost similar to conventional aggregates and the fact that it is easily

obtainable as a by-product of the steel industry. As a result, utilization of steel slag will save natural

resources and clean environment. Steel slag Particle packing analysis is made to match the grade of

coarse aggregate which would decrease the cement requirement and increase the density of packing

which would result in its improved performance in terms of strength and other parameters. Silica

fume is a by-product of producing silicon metal or ferrosilicon alloys. One of the most beneficial uses

for silica fume is usage in concrete. Because of its chemical and physical properties, it is a very reactive

pozzolanic. Concrete containing silica fume can have very high strength and can be very durable. Silica

fume is non-metallic and non-hazardous waste of industries. It is suitable for concrete mix and

improves properties of concrete i.e. compressive strength etc. by experimental study of usage of steel

slag and silica fume with replacement of coarse aggregate and silica fume made clear that it increases

strength nearly twice the mix grade. the study of mechanical properties and silica \fume gives the

details of the behavior of the concrete during various tests

Keywords: SCM, steel slag concrete, steel slag, silica fume

1. Introduction

1.1 General Concrete is a mixture of cement, sand, coarse aggregate and water. Its success lies in its

versatility as can be designed to withstand harshest environments while taking on the most

inspirational forms. Engineers and scientists are further trying to increase its limits with the

help of innovative chemical admixtures and various supplementary cementitious materials

SCM’s. Early SCM’s consisted of natural, readily available materials like volcanic ash or

diatomaceous earth. The engineering marvels like Roman aqueducts, the Coliseum are

examples of this technique used by the Greeks and Romans. Nowadays, the most concrete

mixture contains SCM’s which are mainly by-products or waste materials from other

industrial processes.

1.2 Scope And Objective

The scope and objective of this present project investigation is to increase the strength of

concrete by using silica fume & steel slag.

To increase the strength of concrete by partial replacement of coarse aggregate with steel

slag which is a waste material produced from steel industries.

The main objective of this project is to get high strength by using normal mix

proportions with partial replacement of silica fume in cement and steel slag in coarse

aggregate.

International Journal of Applied Research 2016; 2(9): 566-578

~ 567 ~

International Journal of Applied Research

2. Experimental Program

2.1 Materials Used The different materials used in this investigation are:

1. Cement

2. Fine aggregates

3. Coarse aggregates

4. Mineral admixtures - silica fume

5. Steel slag

6. Water

2.1.1 Cement

Cement is a binding material, which is the combination of

two raw materials called calcareous and argillaceous

materials. Zuari-53 grade ordinary Portland cement

conforming to IS: 12269 were used.

Table 2.1: Shows the results of physical tests on ordinary Portland

cement of 53 grades

Serial No Physical tests Obtained results

1 Fineness 6.8%

2 Standard consistency 31%

3 Initial setting time 40 min

4 Final setting time 290 min

5 Specific gravity 3.15

6 Compressive strength Kg/cm2

2.1.2 Fine Aggregate

The standard sand used in this investigation was obtained

from Pennar River, Nellore. The standard sand shall be of

quartz, light gray or whitish variety and shall be free from

silt. The sand grains shall be angular, the shape of the grains

approximating to the spherical form elongated and flattened

grains being present only in very small or negligible

quantities. The standard sand shall (100 percent) pass

through 2-mm IS sieve and shall be (100 percent) retained

on 90-micron IS Sieve and the sieves shall conform to IS

460 (Part: 1): 1985.

Table 2.2: Shows the results of physical tests on fine aggregate

S. no Test Obtained results

1 Bulking of sand 3.57%

2 Specific gravity of sand 2.65

3 Sieve analysis of sand ZONE- III as per IS:383-1980

2.1.3 Coarse Aggregates

According to IS 383: 1970, coarse aggregate may be

described as crushed gravel or stone when it results from

crushing of gravel or hard stone. The coarse aggregate

procured from the quarry was sieved through the sieved of

sizes 20 mm and 10 mm respectively. The aggregate passing

through 20 mm IS sieve and retained on 10 mm IS sieve was

taken. The Specific gravity of the coarse aggregate is 2.64.

Table 2.3: Shows the results of physical tests on coarse aggregates

Serial no Tests Obtained results

1 Impact test 18.31%

2 Crushing test 24.58%


4 Water absorption 1%

5 Flakiness index 17.02%

6 Elongation index 21.40%

2.1.4 Silica Fume

Silica fume is a by-product of producing silicon metal or

Ferrosilicon alloys. One of the most beneficial uses for silica

fume is in concrete. Because of its chemical and physical

properties, it is a very reactive Pozzolanic. Concrete

containing silica fume can have very high strength and can

be very durable. Silica fume is available from suppliers of

concrete admixtures and, when specified, is simply added

during concrete production. Placing, finishing, and curing

silica-fume concrete requires special attention on the part of

the concrete contractor.

The physical properties and chemical composition of silica

fume values are listed as per the manufacturer’s manual in

the below tables:

Table 2.4: shows the physical properties of silica fume

Physical Properties Results

Physical State Micronized Powder

Odour Odourless

Appearance White Colour Powder

Colour White

Pack Density 0.76 gm/cc

PH Of 5% Solution 6.90

Specific Gravity 2.63

Moisture 0.058%

Oil Absorption 55 ml / 100 gms

2.1.5 Steel Slag

Table 2.5: Shows the results of physical tests on coarse aggregates

(steel slag)

Serial no Tests Obtained results

1 Impact test 17.65%

2 Crushing test 23.86%


4 Water absorption 1.5%

5 Flakiness index 15.81%

6 Elongation index 19.92%

2.1.6 Water

Portable water was used in the experimental work for both

preparing and curing. The pH value of water taken is not

less than 6.

3. Mix Design

3.1 Mix Proportion

Designed to mix proportions for M20 grade concrete is

mentioned below table.

Table 3.1: shows the designed mix proportion values for the M20

grade concrete mix.

Cement Fine aggregates Coarse aggregates Water

387 568 1207 191.6

1 1.467 3.118 0.49

3.2 Calculation of Materials Quantity

We required 8.1 kg of materials for making one M20 grade

concrete cube of size 150 mm X 150 mm X 150 mm. As per

the mix design, materials required for making of one M20-

grade concrete cube of size 150 mm X 150 mm X 150 mm

cube are shown below table for various mix proportions.

~ 568 ~


Table 3.2: shows the materials required for making of one M20

grade concrete cube with various mix proportions of silica fume

S.

No

Mix

proportion

in %

Cement

in

grams

Silica

fume

in

grams

Fine

aggregate

in grams

Coarse

aggregate

in grams

1 0 1450 0 2127 4522

2 10 1305 145 2127 4522

3 20 1160 290 2127 4522

4 30 1015 435 2127 4522

5 40 870 580 2127 4522

6 50 725 725 2127 4522

Table 3.3: shows the materials required for making of one M20-

grade concrete cube with various mix proportions of steel slag

S.

No

Mix

proportion

in %

Cement

in

grams

Fine

aggregate

in grams

Coarse

aggregate

in grams

Steel

slag in

grams

1 0 1450 2127 4522 0

2 10 1450 2127 4070 452

3 20 1450 2127 3617 905

4 30 1450 2127 3165 1357

5 40 1450 2127 2713 1809

6 50 1450 2127 2261 2261

Table 3.4: shows the materials required for making of one M20grade concrete cube with mix proportions using both silica fume and steel

slag

S.

no

Mix proportion in

%

Cement in

grams

Silica fume in

grams

Fine aggregate in

grams

Coarse aggregate in

grams

Steel slag in

grams

1 20 1160 290 2127 3617 905

4. Tests on Concrete Tests conducted on fresh concrete in the lab as well as site

for quality controls are

1. Slump test

2. Compaction factor test

4.1 Slump Test

The fresh concrete would vertically settle when the lateral

supports are removed. This settlement is called a slump and

various values of the slump are preferred for various

constructions. The Slump is the measure indicating the

consistency or workability of cement concrete and gives the

w/c ratio needed for mixing concrete for different works.

Fig 4.1: Slump test apparatus

Table 4.1.1: shows the slump values of various mix proportions

using silica fume.

Mix proportion in % Slump in cm

0 1

10 0

20 1

30 2

40 0

50 1

Table 4.1.2: shows the slump values of various mix proportions

using steel slag.

Mix proportion in % Slump in cm

0 1

10 1

20 0

30 1

40 0

50 2

4.2 Compaction Factor Test (Reference: IS: 1199 – 1959)

This test is adopted to find out the workability of concrete,

where nominal size of the aggregate does not exceed 40

mm. This test is based upon the definition that workability is

the amount of work done to bring the concrete to full

compaction.

The workability of the concrete mix has been observed by

conducting the compaction factor test.

Fig 4.1: Compaction factor test apparatus

Table 4.2.1: shows the compaction factor values for various mix

proportions using silica fume

Mix Proportion In % Compaction Factor Test

0% 0.87

10% 0.85

20% 0.84

30% 0.82

40% 0.81

50% 0.80

Table 4.2.2: shows the compaction factor values for various mix

proportions using silica fume.

Mix proportion in % Compaction factor test

0% 0.87

10% 0.89

20% 0.88

30% 0.85

40% 0.83

50% 0.81

4.3 Compressive Strength Test Representative samples of concrete shall be taken and used

for casting cubes 15 cm x 15 cm x 15 cm. The Compressive

strength is calculated by using the following formula:

Compressive strength (kg/cm2) = Wf / Ap

~ 569 ~


Where

Wf = Maximum applied load just before the load, (kg)

Ap = Plan area of cube mould, (mm2)

Fig 4.2: Concrete Cube testing

4.3 Splitting Tensile Of Concrete

The concrete is very weak in tension due to its brittle nature

and is not expected to resist the direct tension. The concrete

develops cracks when subjected to tensile forces. Thus, it is

necessary to determine the tensile strength of concrete

to determine the load at which the concrete members may

crack.

The splitting tensile strength is calculated using the formula

Tsp = 2P/ πDL

Where, P = applied load, D = diameter of the specimen, L =

length of the specimen

Fig 4.3: split tensile testing

4.4 Stress- Strain Test

A Sample of cylinder is placed in compressometer with its

ends fixed tightly and then it is placed in the Compression

testing machine and load is applied constantly and initially a

dial gauge is fixed to the compressometer. With the help of

this deflection readings are taken at constant load. For every

10kN load, deflection values are taken until the specimen

breaks. Diameter of cylinder = 150mm Height of the

cylinder = 300mm Area = 150 x 150 mm2: Gauge Length =

148mm.

Fig 4.4(a): fixed rings and steel rod for stress-strain test

Fig 4.4(b): loading position for stress-strain test

4.5 Stress-Strain Curve Relationship

Concrete belongs to a class of materials that can be called

‘Strain – softening’, indicating a reduction in stress beyond

the peak value with an increase in the deformation (as

against the strain hardening behaviour commonly exhibited

by metals like steel). Figure5.4.5 (b) shows different types

of material behavior.

Fig 4.5(a): Different types of material behavior

Although the ductility of concrete is several orders of

magnitude lower than steel, it still exhibits considerable

deformation before failure In conventional testing machines,

where the test is performed under control of loading rate, a

sudden failure of the specimen occurs as soon as the

maximum load level is reached – the machine gives small

increments of load to the specimen and the resultant

deformation is measured, as a result, when the incremental

load goes over the maximum level, the specimen fractures

suddenly. This is depicted in Figure 4.5(b). In order to

obtain the entire stress-strain graph, inclusive of the post

peak region, deformation or strain controlled test must be

performed.

Fig 4.5(b): Modes of testing – Green indicates load control, red

indicates displacement control

~ 570 ~


5. Results and Discussions

5.1 Compressive Strength

Table 5.1.1: Shows the characteristic compressive strength of the

cubes for different percentages of silica fume of concrete cubes at

the 28 days strength

% in

silica

fume

Compressive strength in Mpa Avg. Compressive

strength in Mpa Sample

I

Sample

II

Sample

III

0% 27.96 30.03 28.62 28.87

10% 37.62 38.96 36.08 37.55

20% 40.55 42.96 42.40 41.97

30% 35.11 37.87 33.98 35.65

40% 26.42 25.08 27.81 26.43

50% 23.09 24.76 25.82 24.55

Based on the results and discussion, it is clear that there is

no advantage of using silica fume above 20% in concrete.

However, 20% of silica fume replacement in concrete can

be taken as optimum dosage.

Bar Chart 5.1.1: shows the compressive strength V/s % of Silica

Fume


cubes for different percentages of steel slag 28 days strength.

% of

steel

slag

Compressive strength in

Mpa Avg.

compressive

strength in Mpa Sample

I

Sample

II

Sample

III

0% 27.96 30.03 28.62 28.87

10% 43.06 42.61 41.70 42.65

20% 46.52 45.68 44.96 45.72

30% 38.22 38.46 37.87 38.18

40% 34.30 37.02 35.69 35.67

50% 35.96 33.36 34.15 34.49


no advantage of using steel slag above 20% in concrete.

However, 20% of steel slag replacement in concrete can be

taken as optimum dosage.

Bar Chart 5.1.2: shows the compressive strength V/s % of steel

slag.


an increase in strength of concrete and it advantageous. It

has been observed using 20% of silica fume in concrete

increases strength and 20% of steel slag increases strength

individually.

Since 20% silica fume with replacement of cement increases

the strength and 20% steel slag with replacement of coarse

aggregate increases the strength

We have casted cubes for testing combination with 20% of

silica fume in replacement of cement and 20% steel slag in

replacement of coarse aggregate and the results are below in

Table 5.1.3.


cubes for 20% of steel slag and 20% of silica fume in concrete.

% of silica fume

added replaced

in cement in

concrete mix

% of steel

slag added

replaced in

CA in

concrete mix

Age in

days

Avg.

compressive

strength in

Mpa

0% 0%

7 days 17.23

14 days 24.89

28 days 28.87

20% 20%

7 days 32.26

14 days 41.15

28 days 47.97

Bar Chart 5.1.3: shows the compressive strength V/s 20% of steel

slag and 20% of silica fume

Table 5. 1.4: shows the comparison of characteristic compressive

strength of designed M20grade various mix proportions

S.

No

% of Materials Added

For Concrete Mixing

Age in

days

Avg. Compressive

strength in Mpa

1 Conventional

Concrete

7 days 17.23

14 days 24.89

28 days 28.87

2 Silica Fume 20%

7 days 24.63

14 days 29.63

28 days 41.97

3 Steel Slag 20%

7 days 31.02

14 days 39.50

28 days 45.72

4 20%Silica Fume +20%

Steel Slag

7 days 32.26

14 days 41.15

28 days 47.97

~ 571 ~


Bar Chart 7.4: shows the comparison of characteristic compressive strength of designed M20grade various mix proportions

5.2 Tests on Concrete Cylinders

By observing the results on cubes and we have conducted

the compressive strength and split tensile test on concrete

cylinders and the results are as follows

Table 5.2.1: shows the results of characteristic compressive

strength and split tensile strength for various mix proportions on

concrete cylinders.

s.no

% of materials

added for

concrete mixing

workability compression

mpa

Tensile

mpa

1

conventional

(0% steel

slag+0% silica

fume)

0.87 29.1 1.392

2 silica fume 20%

(0% steel slag) 0.85 42.29 1.513

3 steel slag 20%

(0% silica fume) 0.88 44.71 1.635

4 20%silica fume

+20% steel slag 0.89 46.69 1.675

Comparison Shows

The compressive strength of designed M20grade mix

proportion with 0% silica fume and 0% of steel slag is

29.1N/mm2. The split tensile strength of M20grade mix


1.392N/mm2.

The compressive strength of designed M20 grade mix


42.29 N/mm2. The split tensile strength of M20grade mix


1.513/mm2.


proportion with 0% silica fume and 20% steel slag is



1.635N/mm2.


proportion with 20% steel slag and 20% silica fume is



1.675N/mm2.

It is clear that the mix proportion of 20% steel slag and 20%

silica fume have high compressive strength and high split

tensile strength of the comparison.

Bar Chart 5.2.1: shows the concrete strength V/s various mix percentages

~ 572 ~


2. Stress-Strain Results

The relationship between stress and strain is important in

understanding the basic elastic behaviour of concrete in

hardened state which is useful in design of concrete

Structures. From the values of stresses and strains, average

stress-strain curve for each mix is plotted, taking the average

values of the results.

The following tables are the results and stress strain values

for concrete cylinders which are casted with different %

percentages of various materials and their relationship with

their behavior is shown in the graphs drawn below the

tables.

Conventional concrete (specimen-1): stress-strain values

Load(Kn) Deflection Strain Stress (Kn/ mm2)

0 0.000 0.00000 0.0000

20 0.010 0.00007 1.1318

40 0.015 0.00010 2.2635

60 0.020 0.00014 3.3953

80 0.030 0.00020 4.5271

100 0.038 0.00026 5.6588

120 0.040 0.00027 6.7906

140 0.048 0.00032 7.9224

160 0.057 0.00039 9.0541

180 0.060 0.00041 10.1859

200 0.074 0.00050 11.3177

220 0.085 0.00057 12.4495

240 0.090 0.00061 13.5812

260 0.095 0.00064 14.7130

280 0.099 0.00067 15.8448

300 0.100 0.00068 16.9765

320 0.130 0.00088 18.1083

340 0.135 0.00091 19.2401

360 0.140 0.00095 20.3718

380 0.150 0.00101 21.5036

400 0.200 0.00135 22.6354

420 0.240 0.00162 23.7671

440 0.250 0.00169 24.8989

420 0.300 0.00203 23.7671

400 0.330 0.00223 22.6354

380 0.338 0.00228 21.5036

360 0.340 0.00230 20.3718

340 0.350 0.00236 19.2401

320 0.400 0.00270 18.1083

300 0.410 0.00277 16.9765

280 0.420 0.00284 15.8448

Conventional concrete (specimen-2): stress-strain values

Load(Kn) Deflection Strain Stress (Kn/ mm2)

0 0.000 0.00000 0.0000

20 0.015 0.00010 1.1318

40 0.020 0.00014 2.2635

60 0.030 0.00020 3.3953

80 0.038 0.00026 4.5271

100 0.040 0.00027 5.6588

120 0.048 0.00032 6.7906

140 0.057 0.00039 7.9224

160 0.060 0.00041 9.0541

180 0.074 0.00050 10.1859

200 0.085 0.00057 11.3177

220 0.090 0.00061 12.4495

240 0.095 0.00064 13.5812

260 0.099 0.00067 14.7130

280 0.100 0.00068 15.8448

300 0.130 0.00088 16.9765

320 0.135 0.00091 18.1083

340 0.140 0.00095 19.2401

360 0.150 0.00101 20.3718

380 0.155 0.00105 21.5036

400 0.160 0.00108 22.6354

420 0.165 0.00111 23.7671

440 0.170 0.00115 24.8989

460 0.175 0.00118 26.0307

440 0.182 0.00123 24.8989

420 0.186 0.00126 23.7671

400 0.190 0.00128 22.6354

380 0.200 0.00135 21.5036

360 0.240 0.00162 20.3718

340 0.250 0.00169 19.2401

320 0.300 0.00203 18.1083

300 0.330 0.00223 16.9765

280 0.340 0.00230 15.8448

Curve 1: Conventional concrete (specimen-1): stress-strain curve

~ 573 ~


Curve 2: Conventional concrete (specimen-2): stress-strain curve

20% silica fume concrete (specimen-1): stress-strain

values

Load(Kn) Deflection Strain Stress(Kn/ mm2)

0 0.000 0.00000 0.0000

20 0.015 0.00010 1.1318

40 0.018 0.00012 2.2635

60 0.025 0.00017 3.3953

80 0.030 0.00020 4.5271

100 0.038 0.00026 5.6588

120 0.040 0.00027 6.7906

140 0.048 0.00032 7.9224

160 0.057 0.00039 9.0541

180 0.060 0.00041 10.1859

200 0.074 0.00050 11.3177

220 0.085 0.00057 12.4495

240 0.090 0.00061 13.5812

260 0.095 0.00064 14.7130

280 0.099 0.00067 15.8448

300 0.100 0.00068 16.9765

320 0.130 0.00088 18.1083

340 0.135 0.00091 19.2401

360 0.140 0.00095 20.3718

380 0.150 0.00101 21.5036

400 0.155 0.00105 22.6354

420 0.160 0.00108 23.7671

440 0.175 0.00118 24.8989

460 0.182 0.00123 26.0307

480 0.186 0.00126 27.1624

500 0.190 0.00128 28.2942

520 0.200 0.00135 29.4260

540 0.220 0.00149 30.5577

560 0.235 0.00159 31.6895

580 0.240 0.00162 32.8213

600 0.250 0.00169 33.9531

620 0.300 0.00203 35.0848

640 0.320 0.00216 36.2166

600 0.325 0.00220 33.9531

580 0.335 0.00226 32.8213

560 0.350 0.00236 31.6895

540 0.380 0.00257 30.5577

520 0.395 0.00267 29.4260

500 0.400 0.00270 28.2942

480 0.420 0.00284 27.1624

460 0.424 0.00286 26.0307

440 0.430 0.00291 24.8989

20% silica fume concrete (specimen-2): stress-strain

values


0 0.000 0.00000 0.0000

20 0.015 0.00010 1.1318

40 0.018 0.00012 2.2635

60 0.025 0.00017 3.3953

80 0.032 0.00022 4.5271

100 0.038 0.00026 5.6588

120 0.040 0.00027 6.7906

140 0.048 0.00032 7.9224

160 0.057 0.00039 9.0541

180 0.060 0.00041 10.1859

200 0.074 0.00050 11.3177

220 0.085 0.00057 12.4495

240 0.090 0.00061 13.5812

260 0.095 0.00064 14.7130

280 0.099 0.00067 15.8448

300 0.100 0.00068 16.9765

320 0.130 0.00088 18.1083

340 0.135 0.00091 19.2401

360 0.140 0.00095 20.3718

380 0.150 0.00101 21.5036

400 0.155 0.00105 22.6354

420 0.160 0.00108 23.7671

440 0.165 0.00111 24.8989

460 0.175 0.00118 26.0307

480 0.182 0.00123 27.1624

500 0.186 0.00126 28.2942

520 0.190 0.00128 29.4260

540 0.200 0.00135 30.5577

560 0.240 0.00162 31.6895

580 0.250 0.00169 32.8213

600 0.300 0.00203 33.9531

620 0.330 0.00223 35.0848

630 0.340 0.00230 35.6507

600 0.355 0.00240 33.9531

580 0.365 0.00247 32.8213

560 0.380 0.00257 31.6895

540 0.395 0.00267 30.5577

520 0.400 0.00270 29.4260

500 0.420 0.00284 28.2942

480 0.419 0.00283 27.1624

460 0.425 0.00287 26.0307

440 0.435 0.00294 24.8989

~ 574 ~


Curve 3: 20% silica fume concrete (specimen-1): stress-strain curve

Curve-4: 20% silica fume concrete (specimen-2): stress-strain curve

20% steel slag concrete (specimen-1): stress-strain values

Load (Kn) Deflection Strain Stress (Kn/ mm2)

0 0.000 0.00000 0.0000

20 0.015 0.00010 1.1318

40 0.018 0.00012 2.2635

60 0.025 0.00017 3.3953

80 0.030 0.00020 4.5271

100 0.038 0.00026 5.6588

120 0.040 0.00027 6.7906

140 0.043 0.00029 7.9224

160 0.045 0.00030 9.0541

180 0.048 0.00032 10.1859

200 0.057 0.00039 11.3177

220 0.060 0.00041 12.4495

240 0.074 0.00050 13.5812

260 0.085 0.00057 14.7130

280 0.090 0.00061 15.8448

300 0.095 0.00064 16.9765

320 0.099 0.00067 18.1083

340 0.100 0.00068 19.2401

360 0.130 0.00088 20.3718

380 0.135 0.00091 21.5036

400 0.140 0.00095 22.6354

420 0.150 0.00101 23.7671

440 0.155 0.00105 24.8989

460 0.160 0.00108 26.0307

480 0.165 0.00111 27.1624

500 0.170 0.00115 28.2942

520 0.175 0.00118 29.4260

540 0.182 0.00123 30.5577

560 0.186 0.00126 31.6895

580 0.190 0.00128 32.8213

600 0.200 0.00135 33.9531

620 0.240 0.00162 35.0848

640 0.250 0.00169 36.2166

660 0.300 0.00203 37.3484

680 0.330 0.00223 38.4801

700 0.340 0.00230 39.6119

720 0.355 0.00240 40.7437

700 0.365 0.00247 39.6119

680 0.380 0.00257 38.4801

660 0.395 0.00267 37.3484

640 0.400 0.00270 36.2166

620 0.420 0.00284 35.0848

600 0.419 0.00283 33.9531

580 0.425 0.00287 32.8213

560 0.435 0.00294 31.6895

540 0.440 0.00297 30.5577

520 0.510 0.00345 29.4260

500 0.530 0.00358 28.2942

~ 575 ~


20% steel slag concrete (specimen-2): stress-strain value


0 0.000 0.00000 0.0000

20 0.010 0.00007 1.1318

40 0.015 0.00010 2.2635

60 0.025 0.00017 3.3953

80 0.030 0.00020 4.5271

100 0.038 0.00026 5.6588

120 0.040 0.00027 6.7906

140 0.045 0.00030 7.9224

160 0.048 0.00032 9.0541

180 0.057 0.00039 10.1859

200 0.060 0.00041 11.3177

220 0.074 0.00050 12.4495

240 0.085 0.00057 13.5812

260 0.090 0.00061 14.7130

280 0.099 0.00067 15.8448

300 0.100 0.00068 16.9765

320 0.120 0.00081 18.1083

340 0.130 0.00088 19.2401

360 0.135 0.00091 20.3718

380 0.140 0.00095 21.5036

400 0.150 0.00101 22.6354

420 0.155 0.00105 23.7671

440 0.182 0.00123 24.8989

460 0.186 0.00126 26.0307

480 0.190 0.00128 27.1624

500 0.200 0.00135 28.2942

520 0.230 0.00155 29.4260

540 0.245 0.00166 30.5577

560 0.250 0.00169 31.6895

580 0.255 0.00172 32.8213

600 0.267 0.00180 33.9531

620 0.280 0.00189 35.0848

640 0.295 0.00199 36.2166

660 0.300 0.00203 37.3484

680 0.325 0.00220 38.4801

700 0.330 0.00223 39.6119

720 0.350 0.00236 40.7437

740 0.385 0.00260 41.8754

720 0.400 0.00270 40.7437

700 0.430 0.00291 39.6119

680 0.450 0.00304 38.4801

660 0.480 0.00324 37.3484

640 0.540 0.00365 36.2166

620 0.545 0.00368 35.0848

600 0.550 0.00372 33.9531

580 0.560 0.00378 32.8213

560 0.580 0.00392 31.6895

Curve 5: 20% steel slag concrete (specimen-1): stress-strain curve

Curve 6: 20% steel slag concrete (specimen-2): stress-strain curve

20% steel slag+20% steel slag concrete (specimen-1):

stress-strain value


0 0.000 0.00000 0.0000

20 0.012 0.00008 1.1318

40 0.015 0.00010 2.2635

60 0.025 0.00017 3.3953

80 0.030 0.00020 4.5271

100 0.038 0.00026 5.6588

120 0.040 0.00027 6.7906

140 0.045 0.00030 7.9224

160 0.048 0.00032 9.0541

180 0.057 0.00039 10.1859

200 0.060 0.00041 11.3177

220 0.074 0.00050 12.4495

240 0.085 0.00057 13.5812

260 0.090 0.00061 14.7130

280 0.099 0.00067 15.8448

300 0.100 0.00068 16.9765

320 0.120 0.00081 18.1083

340 0.130 0.00088 19.2401

360 0.135 0.00091 20.3718

380 0.140 0.00095 21.5036

400 0.150 0.00101 22.6354

420 0.155 0.00105 23.7671

440 0.182 0.00123 24.8989

460 0.186 0.00126 26.0307

480 0.190 0.00128 27.1624

500 0.200 0.00135 28.2942

520 0.230 0.00155 29.4260

540 0.245 0.00166 30.5577

560 0.250 0.00169 31.6895

580 0.255 0.00172 32.8213

600 0.267 0.00180 33.9531

620 0.280 0.00189 35.0848

640 0.295 0.00199 36.2166

660 0.300 0.00203 37.3484

680 0.325 0.00220 38.4801

700 0.330 0.00223 39.6119

720 0.400 0.00270 40.7437

740 0.450 0.00304 41.8754

760 0.460 0.00311 43.0072

740 0.480 0.00324 41.8754

720 0.540 0.00365 40.7437

700 0.545 0.00368 39.6119

680 0.550 0.00372 38.4801

660 0.560 0.00378 37.3484

640 0.580 0.00392 36.2166

620 0.595 0.00402 35.0848

600 0.630 0.00426 33.9531

580 0.650 0.00439 32.8213

~ 576 ~


20% steel slag+20% steel slag concrete (specimen-2):

stress-strain value


0 0.000 0.00000 0.0000

20 0.009 0.00006 1.1318

40 0.012 0.00008 2.2635

60 0.015 0.00010 3.3953

80 0.025 0.00017 4.5271

100 0.030 0.00020 5.6588

120 0.040 0.00027 6.7906

140 0.045 0.00030 7.9224

160 0.048 0.00032 9.0541

180 0.057 0.00039 10.1859

200 0.060 0.00041 11.3177

220 0.074 0.00050 12.4495

240 0.085 0.00057 13.5812

260 0.090 0.00061 14.7130

280 0.100 0.00068 15.8448

300 0.120 0.00081 16.9765

320 0.130 0.00088 18.1083

340 0.140 0.00095 19.2401

360 0.150 0.00101 20.3718

380 0.155 0.00105 21.5036

400 0.182 0.00123 22.6354

420 0.186 0.00126 23.7671

440 0.190 0.00128 24.8989

460 0.200 0.00135 26.0307

480 0.230 0.00155 27.1624

500 0.245 0.00166 28.2942

520 0.250 0.00169 29.4260

540 0.255 0.00172 30.5577

560 0.267 0.00180 31.6895

580 0.280 0.00189 32.8213

600 0.295 0.00199 33.9531

620 0.300 0.00203 35.0848

640 0.325 0.00220 36.2166

660 0.330 0.00223 37.3484

680 0.400 0.00270 38.4801

700 0.420 0.00284 39.6119

720 0.435 0.00294 40.7437

740 0.445 0.00301 41.8754

760 0.450 0.00304 43.0072

780 0.455 0.00307 44.1390

760 0.460 0.00311 43.0072

740 0.480 0.00324 41.8754

720 0.540 0.00365 40.7437

700 0.545 0.00368 39.6119

680 0.550 0.00372 38.4801

660 0.560 0.00378 37.3484

640 0.580 0.00392 36.2166

620 0.595 0.00402 35.0848

600 0.630 0.00426 33.9531

580 0.650 0.00439 32.8213

560 0.655 0.00443 29.9919

Curve 7: 20% steel slag+20% steel slag concrete (specimen-1):

stress-strain curve

Curve 8: 20% steel slag+20% steel slag concrete (specimen-2):

stress-strain curve

Table 6.3.1: shows the relation between the stress-strain values and area under the stress-strain curve

% of materials added for concrete

mixing

Average

Peak Stress

(Kn/ mm2)

Strain

Corresponding

To Peak Stress

Average Total Strain

Average Area Under Stress-

Strain Curve

(Kn/ mm2)

conventional 25.4648 0.0014 0.0319 0.04315

20%silica fume (0% steel slag) 35.9336 0.0022 0.0527 0.07046

20%steel slag (0% silica fume) 41.3095 0.0025 0.06785 0.010743

20%silica fume + 20%steel slag 43.5731 0.003 0.08579 0.13308

Comparison Shows

The average peak stress for 0% steel slag+0% silica

fume is 25. Kn/mm2; the average total strain is 0.0319.


fume is 35.9336 Kn/mm2; the average total strain is

0.0040.


fume is 41.3095Kn/mm2; the average total strain is

0.06785.


fume is 43.5731Kn/mm2; the average total strain is

0.08579

If we observe all the curve nearly with similar shape

and similar characteristic properties and the shape of

curves are strain-softening as shown in Fig 4.5(a)

Curves of for 20% steel slag+20% silica fume is some

extent showing elastic–plastic curve as shown in Fig

4.5(a)

~ 577 ~


It is clear that the mix proportion of 20% steel slag and 20%

silica fume have high peak stress and low strain

development and less area under the stress-strain curve.

6. Conclusions

Based on the experimental work carried out on partial

replacement of cement with steel slag and partial

replacement of coarse aggregate with steel slag for M20

grade concrete the following conclusion are mentioned

below:

1. The partial replacement of cement with silica fume at

optimum dosage has improved the mechanical

properties such as compressive strength by 45.32% &

tensile strength by 8.621%

2. The partial replacement of coarse aggregate with steel

slag at optimum dosage has improved the mechanical



3. Beyond the addition of optimum dosage of silica fume

the compression strength has decreased by 8-15% when

silica fume was replaced at 40% and 50%

4. Beyond the addition of optimum dosage of steel slag

the compression strength has increased by very low

percentage of 19-24% when steel slag was replaced at

40% and 50%

5. The stress-strain behaviour of conventional concrete,

concrete with silica fume & concrete with steel slag

have similar pattern

6. The only variation in stress- strain behaviour is the peak

stress values for different percentage of replacement of

cement with silica fume and different percentage of

replacement of coarse aggregate with steel slag

For the combination of 20% steel slag and 20% silica

fume

1. The partial replacement of cement with silica fume and

partial replacement of coarse aggregate with steel slag

at optimum dosage has improved the mechanical



2. The stress-strain behaviour of combination concrete i.e.,

20% silica fume & 20% steel slag is similar to

conventional concrete, with silica fume & with steel

slag

3. The only variation in stress-strain behaviour of

combination concrete i.e., 20% silica fume & 20% steel

slag in the peak stress values

By blending the industrial waste in concrete the

following benefits can be obtained

By effective utilization of industrial waste the

mechanical properties are improved

Cost variation is very low because the products silica

fume is very low cost and steel slag is industrial waste

no cost is applied except transportation cost.

Since the amount of cement and coarse aggregate are

reduced the cost of production of concrete is also

reduces.

If the industrial waste is disposed in environment it

will cause environment pollution. By using the

industrial waste in concrete it reduces the

environmental pollution which is in other way eco-

friendly.

The problems of disposing industrial waste are more

now-a-days. More land is required for disposing rather

than that by using industrial waste we can solve some

disposal problems.

7. References

1. Vishal, Ghutke S, Pranita, Bhandari S. Influence of

silica fume on concrete (IOSR Journal of Mechanical

and Civil Engineering (IOSR-JMCE) e -ISSN: 2278-

1684,-ISSN: 2320-334X PP 44-47).

2. Amudhavalli N K, Jeena Mathew. Effect of silica fume

on strength and durability Parameters of concrete by

(International Journal of Engineering Sciences &

Emerging Technologies, August 2012; 3(1):28-35.

ISSN: 2231 – 6604

3. Vikas Srivastava, Alvin Harison, Mehta PK, Atul,

Rakesh Kumar. Effect of Silica Fume in Concrete

(International Journal of Innovative Research in

Science, Engineering and Technology. An ISO 3297:

Certified Organization. 2007; 3(4) March 2014)

4. Saravanan J, Suganya N. Mechanical Properties Of

Concrete Using Steel Slag Aggregate

5. Murthi P, Alan S, Chakkaravarthi C, Raguraman N,

Seenivasan P. Sustainable Replacement Of Steel Slag

As Coarse Aggregate In Concrete

6. Mohammed Nadeem, Arun D Pofale. Utilization Of

Industrial Waste Slag As Aggregate In Concrete

Applications By Adopting Taguchi’s Approach For

Optimization

7. Thangaselvi K. Strength and durability of concrete

using steel slag as a partial replacement of coarse

aggregate in concrete by (International Journal of

Advanced Research Trends in Engineering and

Technology (IJARTET) 2015; 2(7).

8. Dr. Chinnaraju k, Ramkumar VR, Lineesh K, Nithya S,

Sathish V. Study On Concrete Using Steel Slag As

Coarse Aggregate Replacement And Ecosand As Fine

Aggregate Replacement by ((International Journal of

Research in Engineering & Advanced Technology,

2013; 1(3).(IJREAT)ISSN:2320-8791) www.ijreat.org

9. Experimental Investigation on Replacement of Steel

Slag as Coarse Aggregate in Concrete by Ravikumar

H1, Dr. J.K. Dattatreya2, Dr. K.P Shivananda3 (Journal

of Civil Engineering and Environmental Technology.

ISSN : 2349-8404; Online ISSN : 2349-879X 2015;

2(11):58-63.

10. Mohammed thariq. Experimental Investigation Of

Silica Fume And Steel Slag In Concrete by

(international Journal of Advanced Science and

Engineering Research www.ijaser.in 2016; 1(1): ISSN:

2455-9288)

11. Sanjay Kumar Athya, Miss Ragini Mishra. Effect Of

Silica Fume On Different Strength Parameter Of Steel

Slag Concrete (International Journal Of Innovation In

Engineering Research & Management Issn :2348-4918)

12. Kunda Sindhu Priya Reddy, AVS Sai Kumar. Effect Of

Silica Fume On Steel Slag Concrete (International

Journal Of Scientific Engineering And Technology

Research Issn 2319-8885 2015; 04(50)10761-10765

Www.Ijsetr.Com)

13. Devaraj P Kumbar, Gundakalle V D. A Study On Effect

Of Silica Fume On The Mechanical Properties Of Steel

Slag Aggregate Concrete (International journal of

structural and civil engineering research)

~ 578 ~


14. Experimental Study On Effect Of Silica Fume On Steel

Slag Concrete by Ajay1, Nikhil Jain2 (International

Journal of All Research Education and Scientific

Methods (IJARESM) ISSN: 2455-6211, 2016; 4(7)

Impact Factor: 2.287)

15. Alaa M Rashad, Hosam El-Din, Seleem H, Amr

Shaheen F. Effect of Silica Fume and Slag on

Compressive Strength and Abrasion Resistance of

HVFA Concrete (International Journal of Concrete

Structures and Materials 2014; 8(1):69-81,

16. Karthik D, Doraikkannan J. Experimental Investigation

of Silica Fume and Steel Slag in Concrete (International

Journal Of Modern Engineering Research (IJMER)

17. Strength Modification Of Steel Slag Concrete Due To

Silica Fume by Sumeet Thakur1 by SSRG

(International Journal of Civil Engineering SSRG-

IJCE)– EFES, 2015

18. Shetty MS, Chand S. Concrete technology & co, 2004.

19. Neville AM. Concrete technology – Pearson publication

20. Astraa Chemicals. Certificate analyses of silica fume

(Micro silica) properties, Chennai.

21. Vishal, Ghutke S, Pranita, Bhandari S. Influence of

silica fume on concrete (IOSR Journal of Mechanical

and Civil Engineering (IOSR-JMCE) e -ISSN: 2278-

1684, p-ISSN: 2320-334X PP 44-47).

22. Amudhavalli NK, Jeena Mathew. Effect of silica fume

on strength and durability Parameters of concrete

(International Journal of Engineering Sciences &

Emerging Technologies, 2012; 3(1):28-35. ISSN: 2231-

6604

23. Vikas Srivastava, Alvin Harison, Mehta PK, Atul,

Rakesh Kumar. Effect of Silica Fume in Concrete

(International Journal of Innovative Research in

Science, Engineering and Technology. An ISO 3297:

2007 Certified Organization, 2014, 3(4).

Documents

Utilisation of silica fume & steel slag in concrete as a ... · 5 Flakiness index 15.81% Elongation index 19.92% Portable water was used in the experimental work for both ... 3.2