Effect of partial replacement of GGBS slag as fine …were later investigated by Michaelis,...
Transcript of Effect of partial replacement of GGBS slag as fine …were later investigated by Michaelis,...
Mhatre Deepak S; International Journal of Emerging Research & Development
© 2018, www.IJERND.com All Rights Reserved Page | 26
(Volume 1, Issue 6)
Available online at: www.ijernd.com
Effect of partial replacement of GGBS slag as fine aggregate and
fly ash as cement on strength of concrete Deepak S Mhatre
B R Harne College of Engineering and Technology, University of Mumbai, Mumbai, Maharashtra
ABSTRACT
This paper aims to study experimentally, the effect of partial
replacement of fine aggregate by Steel Slag (SS), on the
various strength and durability properties of concrete by
using the mix designs .the optimum percentage of
replacement of fine aggregate by steel slag is found.
Workability of concrete gradually decreases, as the
percentage of replacement increases which is found using
slump test. Compressive strength, tensile strength, flexural
strength and durability tests such as acid resistant’s, using
HCL, H2SO4 and rapid chloride penetration, are
experimentally investigated. The results indicate that for
conventional concrete, partial replacement of concrete by
steel slag improves the compressive, tensile, flexural
strength. The mass loss in cubes after immersion in acids is
found to be very low. Deflection in the RCC beams gradually
increases, as the load on the beam increases, for the
replacement. The degree of fluoride ion penetrability is
assessed based on the limits given in ASTM C 1202. The
viability of the use of steel slag in concrete is found. Waste
management is one of the most common and challenging
problems in the world. The steelmaking industry has
generated substantially solid waste. Steel slag is a residue
obtained in steelmaking operation. This paper deals with the
implementation of steel slag as an effective replacement for
sand. Steel slag, which is considered as the solid waste
pollutant, can be used for road construction, clinker raw
materials, filling materials etc. In this work, steel slag used
as a replacement for sand, which is also a major component
concrete mixture. This method can be implemented for
producing hollow blocks, solid blocks, paver blocks, concrete
structures etc. Accordingly, advantages can be achieved by
using steel slag instead of natural aggregates this will also
encourage other researchers to find another field of using
steel slag.
Keywords— GGBF slag, Replacement, Durability, Rapid
chloride permeability
1. INTRODUCTION Concrete is the most widely used man-made construction
material in the world and is second only to water as the most
utilized substance on the planet. It is obtained by mixing
cementitious materials, water, and aggregates in required
proportions. The mixture when placed in forms and allowed to
cure hardens into a rock-like mass known as concrete. The
hardening is caused by a chemical reaction between water and
cement and it continues for a long time, and consequently, the
concrete grows stronger with age.
The trend of inflation in the economy of developing countries
and depletion of their foreign monetary reserves have led to an
increase in the prices of traditional building materials.
Moreover, Portland cement is a highly energy-intensive
product. The considerable effort is made to find substitute
replacement of cement in concrete. Fly ash, silica fume,
metakaolin, rice husk ash etc are some materials among them.
During the 20th century, there has been an increase in the
consumption of mineral admixture by the cement and concrete
industries. This rate is expected to increase. The increasing
demand for the cement and concrete is met by the partial
cement replacement. Substantial energy and cost savings can
results when industrial by-products are used as a partial
replacement for the energy-intensive Portland cement. The
presence of mineral admixture is known to impart significant
improvements in workability and durability. The use of by-
products in the environmentally friendly method of disposal of
large quantities of materials that would otherwise pollute land,
water, and air. The current cement production rate of the
world, which is approximately 1.2 billion tons per year, is
expected to grow exponentially to about 3.5 billion ton per
year by 2015. Most of the increase in cement demand will be
met by the use of supplementary cementing materials, as each
ton of Portland cement clinker production is associated with
the similar amount of Co2 emission. [15]
Over the years cementitious composites have undergone
several changes, keeping pace with demands of the
construction industry. The advent of admixtures, particularly,
superplasticizer to reduce the water required for the adequate
workability and pozzolans to impart high strength and/or
performance (utilized appropriately) have given a new lease of
life to concrete as a structural material. However, the
inadequate performance of the constructed facilities of
yesteryears and the earlier perception that concrete structures
are maintenance free, necessitated a relook at the materials and
the methods of producing concrete leading to the concepts of
high-performance cementitious composites.
2. GROUND GRANULATED IRON BLAST-
FURNACE (GGBF) SLAG The use of iron blast-furnace slag as a constituent of concrete,
either as an aggregate or as a cementing material, or both, is
well known. The use of ground granulated blast furnace
Mhatre Deepak S; International Journal of Emerging Research & Development
© 2018, www.IJERND.com All Rights Reserved Page | 27
(GGBF) slag in the production of blended cement began in
1905 in the United States. Recent attention has been given to
the use of GGBF slag as a separate cementations constituent of
concrete. This report primarily addresses the use of GGBF
slag as a separate cementitious material added along with
Portland cement in the production of concrete. Other slags
derived from the smelting of materials other than iron ores are
not discussed in this report. The reader should be aware that
the material characteristics described and the
recommendations for use pertain solely to ground granulated
iron blast-furnace (GGBF) slag. [7]
2.1 History
The use of ground granulated blast furnace (GGBF) slag as a
cementitious material dates back to 1774 when Loriot made a
mortar using GGBF slag in combination with slaked lime
(Mather 1957). In 1862, Emil Langen proposed a granulation
process to facilitate removal and handling of iron blast-furnace
slag leaving the blast furnace. Glassy iron blast-furnace slags
were later investigated by Michaelis, Prussing, Tetmayer,
Prost, Feret, and Green. Their investigation, along with that of
Pasow, who introduced the process of air granulation, played
an important part in the development of iron blast-furnace slag
as a hydraulic binder (Thomas 1979). This development
resulted in the first commercial use of slag-lime cements in
Germany in 1865. In France, these slag cements were used as
early as 1889 to build the Paris underground metro system
(Thomas 1979). The use of GGBF slags in the production of
blended cements accounted for nearly 20 percent of the total
hydraulic cement produced in Europe (Hogan and Meusel
1981). The first recorded production of Portland blast-furnace
slag cement was in Germany in 1892; the first United States
production was in 1896. Until the 1950s, GGBF slag was used
in the production of cement or as a cementitious material in
two basic ways: as a raw material for the manufacture of
Portland cement, and as a cementitious material combined
with Portland cement, hydrated lime, gypsum, or anhydrite
(Lewis 1981). Since the late 1950s, use of GGBF slag as a
separate cementitious material added at the concrete mixer
with Portland cement has gained acceptance in South Africa,
Australia, the United Kingdom, Japan, Canada, and the United
States. Separate grinding of GGBF slag and Portland cement,
with the materials combined at the mixer, has two advantages
over the inter-ground blended cement:
(1) Each material can be ground to its own optimum fineness
and
(2) The proportions can be adjusted to suit the particular
project needs.
Production capacity for GGBF slag is estimated to be
approximately two million metric tons annually in North
America. A part of this is used stabilizing mine tailings and
industrial waste materials. There are five companies providing
GGBF slag in North America. According to the 1991 Bureau
of Mines Annual Report, 13,293,000 metric tons of blast-
furnace slag were sold or used in the United States during that
year (Solomon 1991). Today, much of this material could be
used for the production of cementitious material if granulating
facilities were available at all furnace locations. Additional
sources of GGBF slag may become available for energy and
environmental reason [7]
3. A BRIEF REVIEW OF THE LITERATURE There have been several studies reporting the utilization of
waste materials such as GGBS J. Selwyn Babu1, Dr. N.
Mahendran2 [1] “Experimental Studies on Concrete Replacing
Fine Aggregate with Blast Furnace slags. Thereafter, many
researchers worked on the theme. Some of the significant
works are reviewed briefly in this section. Dr. Jino John ,
Aswathy M. Indu M. Sumana K. K., Sreeja P. P. [2]
“Replacement of Fine Aggregate by Granulated Blast Furnace
Slag (GBFS) in Cement Mortar’’ M C Nataraja, P G Dileep
Kumar, A S Manu1 and M C Sanjay [3] “USE OF
GRANULATED BLAST FURNACE SLAG AS FINE
AGGREGATE IN CEMENT MORTAR’’, K.G. Hiraskar and
Chetan Patil [4] Use of Blast Furnace Slag Aggregate in
Concrete, Prem Ranjan Kumar1, Dr. Pradeep Kumar T.B.2 [5]
“Use of Blast Furnace Slag as an Alternative of Natural Sand
in Mortar and Concrete’’, Mohammed Nadeem, Arun D.
Pofale [6] “ Utilization of Industrial Waste Slag as Aggregate
in Concrete Applications by Adopting Taguchi ’s Approach
for Optimization’’ Huiwen Wan,ZhongheZongs Shui and hou
Lin [7] “Analysis of geometric characteristics of GGBS
particles and their influences on cement properties” K. A.
Paine and L. Zheng [8] “Experimental study and modelling of
heat evolution of blended cements” Jun-Wu Xia [9] “Study of
strength and bond characteristics of ggbs concrete” De.
Sensale[10] “Strength Development on Concrete with RHA in
Cement and Concrete composites” A. Oner and S. Akyuz [11]
“An experimental study on optimum usage of GGBS for the
compressive strength of concrete” Mohammad H.B. ,Hamid
[12] “Mechanical properties and Durability of High Strength
concrete containing RHA By Adding RHA in concrete. Prem
Ranjan Kumar, Dr. Pradeep Kumar T.B. [13] “Use of Blast
Furnace Slag as an Alternative of Natural Sand in Mortar and
Concrete”
Based on the aforementioned review of the literature, an effort
is made in this investigation to study the effect of GGBS as a
fine aggregate replacing materials in concrete for different %
ratio on the compressive, split tensile and flexural strengths of
the concrete. This work involved the experimental study to
assess the effect of pozzolanic waste materials such as GGBS
when used as a fine aggregate replacing materials on the
strengths of concrete.
4. EXPERIMENTAL PROGRAMME The particulars of the materials used in the present
investigation along with the methodology of investigation are
described in this section.
4.1 Materials
The materials used in the study include cement, sand,
aggregates, water, admixtures and fine aggregates replacing
materials such as GGBS. The cement used in the said
investigation comprised of Portland Slag cement (JSW
Cement). While the sand brought from Mahad Gophan
(Raigad) was used in the study, the coarse aggregates (Metal I
and II) procured from the local quarry at Kharpada in Pen. The
fresh GGBS (Pozzocrete 60) (Source: Dolvi, PEN, JSW steel
LTD Blast furnace plant) made available taken from special
permission for the purpose of this study. The potable water
was added for obtaining concrete mix. The physical properties
of the constituents of concrete obtained through various
laboratory tests are summarized in Table 1.
Table 1: Properties of materials Salient
Properties Value
Cement
Fineness (IS: 4031 Part II) 305 (Minimum225 cm2/gm)
Consistency 28 %
Specific Gravity 3.15g/cc
Setting Time
Initial Setting Time 130 Min (Minimum 30 Min)
Final Setting Time 221 Min (Maximum 600 Min)
Mhatre Deepak S; International Journal of Emerging Research & Development
© 2018, www.IJERND.com All Rights Reserved Page | 28
Compressive strength
3 Days’ curing 29 MPa
7 Days’ curing 36 MPa
28 Days’ curing 54 MPa
Aggregates
Specific Gravity of Fine Aggregate 2.72
Specific Gravity of Coarse aggregate- 20 mm 2.82
Specific Gravity of Coarse aggregate- 10 mm 2.7
Materials
Cement: ultra Tech 43 grade (Ordinary Portland Cement)
Fly Ash (Used as a Partial Replacement of Cement)
GBFS (Used as a Partial Replacement of fine aggregate)
Fine Aggregate (Natural river sand)
Coarse Aggregate (20 downsize)
The objectives set in the present study will be accomplished as
follows.
The materials such as Fly ash and GGBFS as a Fine
aggregate, sand, and coarse aggregates are suitable for
structural purposes will be Chosen.
Concrete Cubes, using Fly ash as a partial replacement of
Cement and GGBFS as a partial Replacement of Fine
aggregate will be cast, and to study the Compressive
Strength of concrete & Durability properties.
Concrete Cylinder, using Fly ash as a partial replacement
of Cement and GGBFS as a partial Replacement of Fine
aggregate will be cast, and to study the Split Tensile
Strength of concrete & Durability properties.
Concrete Beams, using Fly ash as a partial replacement of
Cement and GGBFS as a partial Replacement of Fine
aggregate will be cast, and to study the Flexural Strength
of concrete.
The compressive strength of the concrete was obtained using
150 mm cube concrete specimens. The specimens were tested
at 7 and 28 days age. The specimens were tested on a 200 tons
capacity hydraulic type compression-testing.
5. RESULTS AND DISCUSSION The effect of Fine aggregates replacing materials such as
GGBS when used in varying proportions in conjunction with
PSC for the different water-cement ratio is studied on the
engineering behavior of concrete made from the pozzolanic
waste, in the context of the results obtained following different
tests on fresh and hardened concrete and discussed in the
subsequent sections.
5.1 Compressive strength
Cubes are used for testing compressive strength. The cubes are
tested in a compressive testing machine of the capacity of 200
tonnes. The load is applied in such a way that the two opposite
sides of the cubes are compressed. The load at which the
specimen ultimately fails is noted. Compressive strength is
calculated by dividing the load by area of the specimen.
Fc = P/A
Where,
Fc= Cube compressive strength in ‘N/mm2’
P = Cube compressive load causing failure in ‘Newton’
A= Cross-sectional area in ‘mm2’
These cubes are tested for each curing period say, 3 days, 7
days and 28 days. The average of the three specimen strength
is calculated and then taken the compressive strength of one
set. The same procedure is adopted for lightweight aggregate
concrete.
Table 2: Details of trial mixes Compressive Strength of
Concrete with Percentage Replacement of GGBFS (M30
grade) in n/mm2
Percentage
Replacement
of GGBFS
The weight of
Cube in kg
Compressive
Strength in
N/mm2
0% 8.95 44.02
10% 8.8 43.42
20% 8.73 42.8
30% 8.7 41.42
40% 8.51 40.98
50% 8.465 40.59
60% 8.23 35.99
70% 8.165 32.47
80% 7.843 31.19
90% 7.527 30.24
100% 7.425 26.71
Fig. 1: Compressive Strength in N/mm2 v/s Percentage
Replacement of GGBFS (M30 grade)
Table 3: Details of trial mixes and Compressive Strength of
Concrete with Percentage Replacement of Fly Ash (M30
grade) in n/mm2
Percentage
Replacement
of Fly Ash
The weight of
Cube in kg
Compressive
Strength in
N/mm2
0% 8.95 44.02
10% 8.80 40.45
20% 8.730 39.26
30% 8.700 38.22
40% 8.465 35.75
Fig. 2: Compressive Strength in N/mm2 v/s Percentage
Replacement of Fly Ash (M30 grade)
Mhatre Deepak S; International Journal of Emerging Research & Development
© 2018, www.IJERND.com All Rights Reserved Page | 29
From table 3 It is observed that the compressive strength of
Fly Ash replacement from 0% to 40% and observed that up to
30% replacement of Fly Ash gained the Target Strength,
Table 4: Compressive strength of concrete with percentage
replacement of GGBFS and Fly Ash (M30 grade)
Percentage
Replacement
The weight
of Cube in
kg
Compressive
Strength in
N/mm2
GBFS Fly Ash 7 days 28 days
% 0% 8.95 23.544 44.02
5% 5% 8.715 23.108 42.292
10% 10% 8.66 22.236 41.42
15% 15% 8.39 20.63 40.984
20% 20% 8.295 19.47 39.96
25% 25% 8.230 17.876 39.676
30% 30% 7.810 17.29 38.94
Fig. 3: Compressive strength in N/mm2 v/s percentage
replacement of GGBFS and Fly Ash (M30 grade)
Fig. 4: Compressive strength in N/mm2 v/s percentage
replacement of GGBFS and Fly Ash (M30 grade)
The cube specimens of mix M30 were tested for compressive
strength as per IS: 516, the results of the compressive strength
tests are shown in Table-4.1. when the 28 days compressive
strength are compared with reference concrete, the
compressive strength decreases with the increase in percentage
replacement of Ground granulated blast furnace slag.
From table 2 the compressive strength of M30 grade concrete
gradually decrease as a percentage of GGBFs (10% TO 100%)
increase and strength ranges from 43.42 to 26.71 N/mm2. It is
observed that compressive strength of GGBFs replacement
from 0% to 100% and observed that up to 50% replacement of
GGBFs gained the Target Strength. Also it is observed that the
replacement of fine aggregate by GGBFs, decreases the
compressive strength. A reduction of 1.4% for 10% GGBFs
concrete,2.8% for 20%, 5.9 for30%,7% for 40%, 7.8% for
50%,18% for60%,26% for70%,29% for80%,31% for
90%,39% for100% of GGBFs Concrete
From table 3 It is observed that the compressive strength of
Fly Ash replacement from 0% to 40% and observed that up to
30% replacement of Fly Ash gained the Target Strength,
replacement of fine aggregate by GGBFs and Cement by Fly
Ash (5% to 30%) and results are observed that compressive
strength ranges from 41.42 to 38.94 N/mm2
From table 4 it is observed that the replacement of fine
aggregate by GGBFs and Cement by Fly Ash, decreases the
compressive strength. A reduction of 4% for 5% GGBFs
concrete,5.9% for10%,6.8% for 15%,9.3% for20%, 9.8 %
for25%,11.5% for30 % of GGBFs and Fly Ash concrete,
In figure 4 compressive Strength value decreases with
replacement percentage increases in (GGBFS 0% to 100%)
and (GGBFS & Fly Ash 0% to 30%) both concrete, but we
achieved the workability in (GGBFS & Fly Ash 0% to 30%)
concrete.
5.2 Split Tensile Strength
Table 5: Split Tensile Strength in N/mm2 v/s Percentage
Replacement of GGBFS and Fly Ash (M30 grade)
Percentage Replacement
Split Tensile Strength in N/mm2
GGBFS
Fly Ash
7days
28 days
0% 0% 2.8 4.99
5% 5% 2.68 4.25
10% 10% 2.49 4.02
15% 15% 2.45 3.747
20% 20% 2.31 3.51
25% 25% 2.12 3.33
30% 30% 2.035 3.23
Fig. 5: Split tensile strength in N/mm2 v/s percentage
replacement of GGBFS and Fly Ash (M30 grade)
The Cylinder specimens mix (M30) were tested as IS:5816 and
the results of the split tensile strength tests are shown in Table
7.9
Mhatre Deepak S; International Journal of Emerging Research & Development
© 2018, www.IJERND.com All Rights Reserved Page | 30
The rate of decrease, however, depends on the type of
replacement material, when 28 days split tensile strength are
compared with reference concrete the split tensile decrease
with increase in replacement percentage of GGBFs (10% to
100%)
From table 5 it is observed that the replacement of fine
aggregate by GGBFs and Cement by Fly Ash, decreases Split
Tensile strength. A reduction of 14.8% for 5% GGBFs
concrete,19.4% for10%,25% for 15%,29% for20%, 33 %
for25%,35.2% for30 % of GGBFs and Fly Ash concrete
In figure 5 Split Tensile Strength value decreases with
replacement percentage increases in (GGBFS 0% to 100%)
and (GGBFS & Fly Ash 0% to 30%) both concrete, but we
achieved the workability in (GGBFS & Fly Ash 0% to 30%)
concrete.
5.3 Durability of concrete
Sorptivity: Sorptivity Test on Concrete with Percentage
Replacement of GGBFS and Fly Ash (M30 grade)
Table 6: Replacement of fine aggregate by GGBFs and
cement by Fly Ash
Particulars
M30
The rise
of water
level I
(mm)
Time is
taken for
this rise
(min)
Sorptivity
S=i/ √t
(mm/
√(min)
Avg value of
sorptivity
√t (mm/
√(min GGBFS Fly
Ash
0% 0% 9.2 360 0.484 0.484
9.1 360 0.47
9.3 360 0.490
5% 5% 9.2 360 0.484 0.489
9.3 360 0.490
9.4 360 0.495
10% 10% 9.4 360 0.495 0.495
9.5 360 0.500
9.3 360 0.490
15% 15% 9.6 360 0.505 0.503
9.5 360 0.500
9.6 360 0.505
20% 20% 9.7 360 0.511 0.510
9.8 360 0.516
9.6 360 0.505
25% 25% 9.8 360 0.516 0.52
9,9 360 0.521
10 360 0.527
30% 30% 10.2 360 0.537 0.542
10.3 360 0.542
10.4 360 0.548
Fig. 6: Rate of Water absorption in % v/s Percentage
The capillary water absorption behavior of concrete is similar
to the behavior as in the case water absorption by weight.
From table 6 it is observed that the replacement of fine
aggregate by GGBFs and Cement by Fly Ash, increases the
rise of water level as a result of Sorptivity value increase with
an increase in percentage replacement GGBFs and Fly Ash.
An increase of 1% for 5% GGBFs concrete, 2.22% for 10%,
3.77% for 15%, 5% for20%, 6.92 % for 25%, 10.70% for30 %
of GGBFs and Fly Ash concrete
In figure 6 Capillary water absorption behavior (GGBFS 0%
to 100%) and (GGBFS & Fly Ash 0% to 30%) both concrete
are shown. There is no significant rise in capillary water
absorption capacity between 0 % to 50% replacement ratios.
5.4 High-Temperature Test
Test Results of Durability against high Temperature at 500o C
at 4hr heating
Table 7: Compressive strength on concrete with
percentage replacement of GGBFS and Fly Ash
Percentage
replacement of
The average
compressive
strength of control
specimen N/mm2
Average
compressive
strength after
burning, N/mm2 GGBFS Fly Ash
0% 0% 44.02 40.11
5% 5% 42.292 39.24
10% 10% 41.42 37.93
15% 15% 40.984 36.62
20% 20% 39.96 34.88
25% 25% 39.676 34
30% 30% 38.94 32.7
Compressive Strength of concrete against High-Temperature
v/s Percentage Replacement of GGBFS and Fly Ash (M30
grade), high Temperature at 500o C at 4hr heating.
The results from the test of durability against high temperature
are presented in table 7 and it is observed that compressive
strength after burning also decreases.
Table 7 shows the results of decrease of compressive strength
after burning and percentage decrease of compressive strength,
high Temperature at 500o C at 4hr heating.
5.5 Rapid Chloride Permeability Test
Rapid Chloride Permeability Test of concrete since the ability
of concrete to resist chloride penetration is an essential factor
in determining concrete performance, chloride permeability of
concrete must be measured in any concrete durability study.
This property of concrete can be measured by an RCPT.
In this test method, a water-saturated concrete cylindrical
specimen of 2” (51 mm) thickness and 4” (102 mm) diameter,
Mhatre Deepak S; International Journal of Emerging Research & Development
© 2018, www.IJERND.com All Rights Reserved Page | 31
is subjected to DC voltage of 60 V across its thickness for a 6
hours period between two cells containing sodium chloride
(3% NaCl –ve) and sodium hydroxide (0.3N NaOH +ve)
solutions.
The Line diagram of RCPT is shown in figure 7.
Table 8: Compressive strength of percentage replacement
of GGBFS
Percentage
Replacement
of GGBFS
The weight
of Cube in
kg
Compressive
Strength in
N/mm2
RCPT
(coulombs)
0% 8.95 44.02 1780
10% 8.8 43.42 1735
20% 8.73 42.8 1570
30% 8.7 41.42 1240
40% 8.51 40.98 1020
50% 8.465 40.59 1150
60% 8.23 35.99 960
70% 8.165 32.47 770
80% 7.843 31.19 880
90% 7.527 30.24 1100
100% 7.425 26.71 1250
Fig. 7: Percentage replacement of GGBFS
Table 9: Compressive strength percentage replacement of
Fly Ash
Percentage
Replacement
of Fly Ash
The weight
of Cube in
kg
Compressive
Strength in
N/mm2
RCPT
(coulombs)
0% 8.95 44.02 1760
10% 8.80 40.45 1757
20% 8.730 39.26 1655
30% 8.700 38.22 1630
40% 8.465 35.75 1590
Fig. 8: Percentage replacement of Fly Ash
Table 10: Percentage replacement of GGBS and Fly Ash
Percentage
Replacement
The
weight of
Cube in
kg
Compressive
Strength in N/mm2 RCPT
(coulombs)
GGBFS Fly
Ash 7 days 28days
0% 0% 8.95 23.544 44.02 1780
5% 5% 8.715 23.108 42.292 1750
10% 10% 8.66 22.236 41.42 1660
15% 15% 8.39 20.63 40.984 1570
20% 20% 8.295 19.47 39.96 1340
25% 25% 8.230 17.876 39.676 1120
30% 30% 7.810 17.29 38.94 1050
Percentage Replacement of GGBS & Fly Ash
Fig. 9: Percentage Replacement of GGBS & Fly Ash
6. CONCLUSIONS
The effect of using GGBFS as a fine aggregate on the
properties of concrete was investigated, Based on the results of
this experimental investigation, the following conclusion is
drawn
(1) GGBFS/sand ratio is the governing criteria for the effects
on the workability, strength and durability characteristics;
(2) Sand particles are a nearly spherical shape which is
having ball bearing effect which increases workability as
compared to GGBFS,
(3) Increase in GGBFS content decreases the workability of
concrete due to which is having irregular or angular in
shape due to which the decreases the workability, also
initially the mix with GGBFS exhibits segregation and
noncohesive leading to decrease in workability
(4) The workability gradually increases for every percentage
increase of fly ash as a mineral admixture.
(5) The formation of small pores close to the aggregate
surfaces prevents the excellent bonding with aggregate.
Therefore, the transition zone between aggregate and
cement paste is getting relatively weak then as in the
control concrete specimen
(6) The compressive strength of M30 grade concrete gradually
decrease from 43.42 to 26.71 N/mm2 as a percentage of
GGBFs from 10% to 100%
(7) The compressive strength of M30 grade concrete gradually
decrease from 42.292 to 38.94 N/mm2 as a percentage of
GGBFS as fine aggregate and Fly ash as a mineral
admixture from 5% to 30%
(8) Split Tensile strength of M30 grade concrete gradually
decrease from 4.68 to 3.23 N/mm2 as a percentage of
GGBFs from10% to 100%
(9) Split Tensile strength of M30 grade concrete gradually
decrease from 4.25 to 3.23 N/mm2 as a percentage of
GGBFS as fine aggregate and Fly ash as a mineral
admixture from 5% to 30%
Mhatre Deepak S; International Journal of Emerging Research & Development
© 2018, www.IJERND.com All Rights Reserved Page | 32
(10) Flexural Strength also slightly gradually decrease with
increase in percentage replacement of GGBFs as fine
aggregate and Fly Ash as a mineral admixture
(11) It is observed that the replacement percentage of 10% to
100% fine aggregate by GGBFs, increases water
absorption. An increase of .89% for 10% GGBFs concrete
18.88% for100% of GGBFs Concrete
(12) It is observed that the replacement percentage of 5% to
30% fine aggregate by GGBFs and Fly Ash, as a mineral
admixture increases the water absorption. An increase of
2.47% for 5% GGBFs and Fly ash as a mineral admixture
of concrete, 13.36% for30 %
(13) It is observed that the replacement percentage of 5% to
30% fine aggregate by GGBFs and Cement by Fly Ash
increases the rise of water level as a result of Sorptivity
value gradually increase with an increase in percentage
replacement GGBFs and Fly Ash. An increase of 4.1% for
5% GGBFs concrete to,13.2% for30 % of GGBFs and Fly
Ash concrete
(14) In many concrete members, such as concrete bricks and
blocks, durability characteristics are more important than
strength characteristics. GGBFS-replaced concrete can be
used to manufacture such members
(15) If the 10% decrease in compressive strength with respect
to the reference concrete is assumed to be the maximum
tolerable decrease, then it is suitable to replace GGBFS up
to 40% instead of natural sand in concrete
7. REFERENCES [1] Isa Yüksel, Ömer Özkan, and Turhan Bilir “ Use of
Granulated Blast-Furnace Slag in Concrete as Fine
Aggregate” ACI Materials Journal, V. 103, No. 3, May-
June 2006.
[2] Isa Yuksel and Ayten Genc “properties of concrete
containing Nonground Ash and slag as fine aggregate”
ACI Materials Journal, V. 104, No. 4, July-August 2007
[3] Ilker Bekir Topçu and Turhan Bilir “Effect of Non-
Ground-Granulated Blast-Furnace Slag as Fine Aggregate
on Shrinkage Cracking of Mortars” ACI Materials
Journal, V. 107, No. 6, November-December 2010
[4] S.J. Barnett, M.N. Soutsos, S.G. Millard, J.H. Bungey “
Strength development of mortars containing ground
granulated blast-furnace slag: Effect of curing temperature
and determination of apparent activation energies”
Cement and Concrete Research 36 (2006) 434 – 440
Department of Civil Engineering, University of Liverpool,
Brownlow Street, Liverpool, L69 3GQ, UK Received 9
February 2005; accepted ,7 November 2005
[5] S. C. Pal, Abhijit Mukherjee, and S. R. Pathak “
Corrosion Behavior of Reinforcement in Slag Concrete”
ACI Materials Journal, V. 99, No. 6, November-
December 2002
[6] Turhan Bilir1, İsa Yükse, and İlker Bekir Topçu “Effects
of the Replacement of Industrial By-Products as Fine
Aggregate in Concrete on Chloride Penetration” Eskişehir
Osmangazi University, Department of Civil Engineering,
26480, Eskişehir, Turkey.
[7] ACI Committee 233, “Ground Granulated Blast-Furnace
Slag as a Cementitious Grout in Concrete (ACI 233R-
95),” American Concrete Institute, Farmington Hills,
Mich., 1995, 18 pp.
[8] M S Shetty, “concrete technology theory and practice
”S.Chand Publication, Fifth Revised Edition 2002
[9] AM Navelle “Properties of Concrete, Fourth Edition,
Pearson Education, Second India Reprint 2003”
[10] Coutinho J Sousa (2003), “The combined benefits of CPF
and RHA in improving the Durability of Concrete
Structures”- Cement & Cement Composites Page- 51-59.