Effect of Limewater on the Properties of Binary Blended Cementitious Composite

International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395 0056
Volume: 04 Issue: 03 | Mar -2017 www.irjet.net p-ISSN: 2395-0072
© 2017, IRJET | Impact Factor value: 5.181 | ISO 9001:2008 Certified Journal | Page 1890
EFFECT OF LIMEWATER ON THE PROPERTIES OF BINARY BLENDED
CEMENTITIOUS COMPOSITE
MINNALKODI. G1, Dr. DHANALAKSHMI. G2
1M.E. (Structural Engineering), Department of Civil Engineering, Oxford Engineering College, Tiruchirappalli,
Tamilnadu , India
2Professor & Head, Department of Civil Engineering, Oxford Engineering College, Tiruchirappalli, Tamilnadu, India
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Abstract - Industrial byproducts can be utilized to
enhance the strength and water permeability
characteristics of High Performance Concrete (HPC). The
utilization of these industrial by products is becoming
popular throughout the world because of the
minimization of potential hazardous effects on
environment. This study is planned to investigate the
properties of Portland cement mixtures containing silica
fume and mixed with saturated lime water. The main
parameters were; type of mixing solution (water and lime-
water) as well as the percentage of Portland cement
replaced by silica fume in various percentages such as
10%, 20%, 30%, 40% and 50%. Initial and final setting
time of cement, compressive strength development and
tensile strength are the investigated properties in this
work. The test results showed that using lime-water in
mixing delays both initial and final setting times
compared with normal water due to the common ion
effect principles and the compressive strength, tensile
strength and flexural strength are increased.
Key words: Lime-Water, Portland cement, Silica
Fume, Consistency, Setting time, Mechanical properties.
1. INTRODUCTION
Concrete is a mixture of cement, sand, coarse aggregate
and water. Its success lies in its versatility as can be
designed to withstand most harsh environments while
taking on the most inspirational forms. Engineers and
Scientists are further trying to increase the limits with
the help of innovative chemical admixtures and various
Supplementary Cementitious Materials (SCMs). More
recently, strict environmental – pollution controls and
regulations have produced an increase in the industrial
wastes and their byproducts which can be used as SCMs
such as fly ash, silica fume, and ground granulated blast
furnace slag, etc. The use of SCMs in concrete
constructions not only prevents these materials to check
the pollution but also to enhance the properties of
concrete in fresh and hydrated states. Silica fume is
added to Portland Cement concrete to improve its
properties, in particular its compressive strength, tensile
strength, flexural strength and abrasion resistance.
These improvements stems from the mechanical
improvements resulting from addition of very fine
powder to the cement paste mix and the pozzolanic
reactions between the silica fume and free calcium
hydroxide in the paste. Hydrated lime was used as an
admixture in poured concrete in the beginning of the
20th century. This was due to the improved water
tightness and impermeability. However, this use has
largely disappeared due to increasing strength, finer
grinding of Portland cement. From the other points of
view, the employment of pozzolan mixed with lime, of
similar fineness to that of the OPC. It will reduce the risk
of concrete decalcification, even for large substitution of
volumes starting by the pH rising of the water contained

in pores, which would prevent the reinforcement passive
protection. Moreover, the effects of hydrated lime and SF
on fly ash concrete in improving its early age strength
and other properties were studied.
2. MATERIALS USED
2.1 Cement
The Cement used for this study is Ordinary Portland
Cement 43 grade as per IS 12269-1987.
Fig -1: Ordinary Portland Cement
2.2 Sand
In this study, Grade I of particle size less than 2 mm and
greater than 1mm for testing the strength of mortar was
chosen. The zone of fine aggregate is based on the
percentage of passing through the IS sieves. Zone of the
fine aggregate used in this work is zone II.
2.3 Micro Silica
Silica fume is also known as micro silica. It is an
amorphous (non-crystalline) polymorph of silicon
dioxide. Silica fume is an ultrafine airborne material with
spherical particles less than 1μm in diameter, the
average being about 0.1μm. This makes it approximately
100 times smaller than the average cement particle.
Fig -2: Micro silica
2.4 Water (W)
A tap water available in the concrete laboratory was
used in preparation of the mortar. The qualities of water
samples are uniform and potable. pH value lies between
6 to 8 and the water is free from organic matter and the
solid content should be within permissible limit.
2.5 Lime Water (LW)
Lime water is prepared by using the saturated calcium
hydroxide mixed with normal water in the range of 4g
per liter.
3. PROPERTIES OF MATERIALS
Table -1: Properties of Cement
S.NO. Property Result
1 Initial setting time 42 minutes
2 Final setting time 454 minutes
3 Consistency 31%
4 Specific Gravity 3.10
Table -2: Properties of fine aggregate
1 Fineness modulus 2.563
2 Specific gravity 2.13
3 Grading zone II

Table -3 Physical properties of silica fume
1 specific gravity 2.2
2 physical state micronized powder
3 colour white
4. RESULTS AND DISCUSSIONS
4.1 Setting time of the cement paste mix
The initial and final setting time of the cement are
tabulated below:
Table -4: Setting time of the cement paste mix
Identification
Type of
mix
solution
SF
(%)
Setting time
(min)
Initial Final
P0W W 0 42 454
P10W 10 94 462
P20W 20 99 485
P30W 30 90 494
P40W 40 86 488
P50W 50 79 481
P0LW LW 0 75 484
P10LW 10 115 512
P20LW 20 130 550
P30LW 30 110 564
P40LW 40 103 557
P50LW 50 98 548
Chart -1: Comparison of Initial and final setting times
of cement partially replaced by silica fume with and
without limewater
To investigate the influence of using LW solution as
mixing water, a preliminary study aimed at evaluating
the degree of saturation on setting properties was
conducted.
The attempted degrees of saturations are 0% and 100%.
The recorded initial times of setting for the control mixes
were 42 and 75 min at the degree of saturation 0% and
100% respectively. Whereas, the final setting times for
the same mixes are 454 and 484 min, respectively. The
above results concluded that the best retardation was
achieved by using LW at 100% degree of saturation.
4.2 Compressive strength test of mortar cube
For the determination of cube compressive strength of
cement mortar, the specimen of size 70.6mm x 70.6mm x
70.6mm were casted and cured for 28 days and 50 days
using tap water. After that specimens were dried in open
air, subjected to cube compression testing machine.

Table -5: The compressive strength of mortar
Identification SF
(%)
Compressive strength
(MPa)
28th day 50th day
M0W 0 18.14 19.30
M10W 10 20.45 21.56
M20W 20 20.80 22.80
M30W 30 17.32 19.23
M40W 40 16.83 18.52
M50W 50 15.66 17.34
M0LW 0 18.10 18.90
M10LW 10 20.82 22.30
M20LW 20 22.11 24.21
M30LW 30 24.05 26.05
M40LW 40 23.60 24.89
M50LW 50 22.35 23.56
Chart -2: Compressive strength for various
Percentage of silica fume with and without lime
water at 28th day test
Chart -3: Compressive strength for various
The results could be noticed that the compressive
strength for mortar mixes increases with the increase of
SF replacement with cement by weight up to a certain
amount of SF content beyond which the strength was
decreased.
The maximum enhancement in compressive strength
was achieved at 20% SF for mix M20W as 18.13% over
the control mix M0W at 28th and 50th day’s age when
using normal water.
The maximum enhancement was recorded at 30% SF for
mix M30LW as 34.71% over the control mix M0W when
using lime water.
4.3 Tensile strength test
For the determination of tensile strength of cement
mortar with specimen of size 70.6mm x 70.6mm x
70.6mm were cast and cured for 28 days and 50 days in
tap water. After that specimens were dried in open air,
subjected to cube compression testing machine. In
splitting tensile strength test same machine is used
which are used in compressive strength test, the
concrete block will be placed at an angle of 450.

Fig -3: Tensile Strength test
Table -6: The tensile strength of cement mortar
Identification SF
(%)
Tensile strength (MPa)
28th day 50th day
M0W 0 2.89 3.92
M10W 10 3.48 4.43
M20W 20 3.97 4.96
M30W 30 3.20 4.23
M40W 40 2.90 3.16
M50W 50 2.72 2.94
M0LW 0 2.47 3.50
M10LW 10 3.72 4.96
M20LW 20 4.34 5.62
M30LW 30 5.08 6.31
M40LW 40 4.60 5.85
M50LW 50 3.98 4.68
Chart -4: Split tensile strength for various
Chart -5: Split tensile strength for various
The maximum enhancement in tensile strength was
achieved at 20% SF for mix M20W as 26.53% over the
control mix M0W at 50 days age when using normal
water.
mix M30LW as 60.96 % over the control mix M0W. In
contrary and for the mix without SF M0LW a reduction
of the compressive strength was noticed at all ages when
using lime water.

4.4 Flexural strength
Table -7: Test results of mortar mixes flexural
strength
Identification SF (%) Flexural Strength at
28th day (MPa)
M0W 0 18.14
M10W 10 20.45
M20W 20 20.80
M30W 30 17.32
M40W 40 16.83
M50W 50 15.66
M0LW 0 18.10
M10LW 10 20.82
M20LW 20 22.11
M30LW 30 24.05
M40LW 40 23.60
M50LW 50 22.35
Chart -6: Flexural strength for various Percentage of
silica fume with and without lime water at 28th day
test
The maximum enhancement in flexural strength was
achieved at 20% SF for mix M20W as 20.64% over the
control mix M0W at 28th age when using normal water.
mix M30LW as 46.91 % over the control mix M0W. In
contrary and for the mix without SF M0LW a reduction
of the compressive strength was noticed at all ages when
using lime water.
5. CONCLUSION
Based on the test results and discussions, the following
conclusions could be drawn for the current study as
follows:
Using Lime Water as a mixing solution delays both initial
and final setting times for Portland cement based
materials as well as mixes containing SF. The maximum
delay was recorded for cement paste as 88 and 110 min
for initial and final setting times for mixes P20LW and
P30LW over the control mix P0W, respectively.
34.71% increase of the compressive strength was
recorded for mix M30LW at 28th and 50 days age over
the control mix which means 30% SF replacement
instead of cement weight could be achieved and gives
better enhancement in compressive strength when
replacing tap water by LW in mixing.
60.96% increase of the tensile strength was recorded for
mix M30LW at 28th and 50 days age over the control mix
which means 30% SF replacement instead of cement
weight could be achieved and gives better enhancement
in compressive strength when replacing tap water by LW
in mixing.
46.91% increase of the flexural strength was recorded
for mix M30LW at 28th day age over the control mix
which means 30% SF replacement instead of cement
weight could be achieved and gives better enhancement
in flexural strength when replacing tap water by LW in
mixing.

REFERENCES
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Concrete Institute, Farmington Hills, Mich., pp.
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[2] Lam L, Wong Y.L. and Poon C.S.(1988). “Effect of
Fly Ash and Silica Fume on compressive and
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[3] Bayasi, Zing, Zhou, Jing, (1993) “Properties of
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[6] Barbhuiya S.A., Gbagbo, J.K., Russeli, M.I.,
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accepted 3 June 2009. Available online 15 July
2009.
[7] Solikin et al (2011) “The Influence of Lime
Water as Mixing Water on The Compressive
Strength Development of High Volume Ultra
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[8] Des King, (2012) “The Effect Of Silica Fume On
The Properties Of Concrete”, As Defined In
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