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7/30/2019 Experimental Study on Water Permeability and Chloride Permeability of Concrete With Ggbs as a Replacement M
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International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 6308
(Print), ISSN 0976 6316(Online) Volume 3, Issue 2, July- December (2012), IAEME
25
EXPERIMENTAL STUDY ON WATER PERMEABILITY AND
CHLORIDE PERMEABILITY OF CONCRETE WITH GGBS AS
A REPLACEMENT MATERIAL FOR CEMENT
V.S.TAMILARASAN*, Dr.P.PERUMAL# and Dr.J.Maheswaran$
* Research Scholar & Assistant Professor, Department of Civil Engineering,Dr.Sivanthi Aditanar College of Engineering, Tiruchendur - 628 215. (E mail:
vstamil@yahoo.com, vstamil1@gmail.com)
# Professor & Head, Department of Civil Engineering, Government College ofEngineering, Salem 636011. (E mail: perumal2012@yahoo.co.in)
$ Principal, Dr.Sivanthi Aditanar College of Engineering, Tiruchendur - 628 215.(Email: sacoeprincipal@gmail.com)
ABSTRACTOver the past decade, global warming and environmental destruction have
become manifest problems, resulting in increasing attention to pollution and wastemanagement control. The use of recycled waste cementitious materials is becoming ofincreasing importance in construction practice.
In India, we produce about 7.8 million tonnes of blast furnace slag, which is aby-product of steel. The disposal of GGBS as a landfill is a problem, which leads toserious environmental hazards. GGBS can be incorporated in cementitious materialsto modify and improve certain properties for specific uses.
An attempt has been made to replace cement using GGBS in concrete ofgradesM20& M25 and studying its permeability characteristics. GGBS was used toreplace the cement partially from 0 to 100% at increments of 5%. The experimentalresults showed that, with the partial replacement of cement by GGBS till 60%, thepermeability of concrete is decreased and the resistance to chemical attack isincreased.
Key Words: Admixture, Chloride, Concrete, Hydration, Permeability, Slag.
1. INTRODUCTION
In recent years there is an increasing awareness regarding environmental
pollution due to domestic and industrial wastes. The development and use of blended
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IJCIET
I A E M E
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cement is growing in Asia, mainly due to considerations of cost saving, energy
saving, environmental protection and conservation of resources.
Mineral Admixtures such as Ground Granulated Blast Furnace Slag (GGBS),
Fly ash and Silica fume are commonly used in concrete because they improve
durability, reduce Porosity and improve the interface with the aggregate. Ground
Granulated Blast furnace Slag is a by-product obtained in the manufacturing of pig
iron in the blast furnace. It is a non-metallic product consisting essentially of silicates
and aluminates of calcium and other bases. The molten slag is rapidly chilled by
quenching in water to form a glassy sand like granulated material. GGBS is
recognized as a desirable cementitious ingredient of concrete and as a valuable
cement replacement material that imparts some specific qualities to composite cement
concrete [1].
The lower cement requirement also leads to a reduction of CO2 generated by
the production of cement. The hydration of the Portland cement results from the
production of Portlandite crystal [Ca(0H)2] and amorphous calcium silicate hydrate gel
[C3S2H3] (CSH) in large amounts. Hydrated cement paste in volves
approximately70% CSH, 20% Ca(0H)2; 7% sulpho-aluminates and 3% secondary
phases. The Ca(0H)2 which appears as the result of the chemical reactions affect the
quality of the concrete adversely by forming cavities as it is partly soluble in water and
lacks enough strength. The use of ground granulated blast-furnace slag has a positive
effect on binding the Ca(0H)2 compound, which decreases the quality of the concrete.
At the end of the reaction of the slag and Ca(0H)2
, hydration products, such as C
SH gel, are formed [2].
It is seen that high volume eco-friendly replacement by such slag leads to the
development of concrete, which not only utilises the industrial wastes but also saves a
lot of natural resources of energy. While using the GGBS in concrete, it reduces heat
of hydration, refinement of pore structure, permeability and increase the resistance to
chemical attack.
2. WATER PERMEABILITY
Permeability of concrete is the relative ease with which water can penetrate
into the pores of concrete. The study of permeability in concrete is important when
concrete is subjected to hydrostatic pressure in concrete dams, offshore structures,
nuclear power plants etc. The penetration of weathering agents into concrete may lead
to the corrosion of reinforcement and hence weaken the structures. Penetration of
concrete by materials in solution may adversely affect its durability. Therefore a
detailed study has been required to find the permeability of concrete.
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3. CHLORIDE PERMEABILITY
High quality and durable concrete is required to reduce the rapid deterioration
of concrete in severe conditions. Among the factors related to declining concrete
durability such as carbonation, corrosion, alkalisilica reaction, freezing/thawing, and
soon, the penetration of chloride-ions into concrete has been regarded as the major
deterioration problem. Ingress of chloride-ions destroys the natural passivity of the
surface of reinforcing steel, and often leads to the corrosion of steel in concrete
structures. Thus, insufficient concrete cover or poor quality concrete accelerates
reinforcement corrosion. Particularly, environmental conditions in offshore or coastal
region reduce useful service-life of concrete structures due to chloride-ion attacks.
Previous studies [4-9] have shown that use of cement replacement materials such as
fly ash, silica fume, blast-furnace slag, etc. may reduce greatly the probability of steel
corrosion as well as the permeability of concrete.
4. MATERIALS USED
4.1 Cement
Ordinary Portland cement of 53 grade was used, which has the fineness
modulus 1.5, Specific gravity 3.08, Consistency 37%, Initial setting time 2hrs 30min
and Final setting time 3hrs 30min.
4.2 Coarse aggregate
Angular shape aggregate of size of 20 mm was used and it has the following
properties: Specific gravity 2.94, Fineness modulus 7.72, Flakiness index100%,Abrasion value 20.4%, Crushing value 30.02%, Impact value 23.6%, Bulk
density1.42 x 103 Kg/m3 and Water absorption 1.01%.
4.3 Fine aggregate
River sand conforming to zone III of IS: 383 1970 was used and its
properties are found as follows: Specific gravity 2.68, Moisture content 0.71 and
Fineness modulus 2.75.
4.4 GGBS
Physical properties of GGBS are: Specific gravity 3.44 and Fineness
modulus3.36, and the chemical composition of GGBS is Carbon (C) 0.23%, Sulphur
(S) 0.05%, Phosphorous (P) 0.05%, Manganese (Mn) 0.58%, Free silica 5.27% and
Iron (Fe) 93.82%.
5. METHODOLOGY
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0 to 100% at intervals 5% of cement was replaced by GGBS and the mix
grades M20 (1:1.6:3.559:0.50) and M25 (1:1.326:3.11:0.44) were used [10 & 11]. For
each level of replacement, 3 cubes were cast by thoroughly mixing cement, fine
aggregate, coarse aggregate and water in the mixer machine. All the cubes were cured
in water for a period of 28 days and cubes were arranged in permeability testingmachine and test was carried out for 100 hrs. Afterwards, using formulae, co-efficient
of permeability was found out.
6. WATER PERMEABILITY TESTING
6.1 Methods
There are two common methods for the evaluation of the permeability of
concrete,
i) Steady flow method
ii) Depth of Penetration method
Steady flow method suits concrete with relatively high permeability, while the
depth of penetration method is most appropriate for concrete with very low
permeability.
The co-efficient of permeability was measured using concrete permeability
apparatus. Compressed air at 7kg/cm2 was supplied to the permeability cell assembly
using an air compressor. The water reservoir of the apparatus was filled with clean
water. With the reservoir completely filled with water, the air pressure was applied to
the water reservoir. A clean collection bottle was weighed and placed to collect the
permeated water. The quantity of percolate was measured at fixed intervals
continuously after a steady state was reached. In steady flow method; the coefficient
of permeability can be calculated using the formula,
K=QL
ATH
Where, K Coefficient of permeability in m/sec
Q Quantity of percolated water in m3
L Length of the specimen in m
A Area of cross section of the specimen in m2
T Total duration in sec
H Head of water in m
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In certain cases, no discharge was obtained even after a period of 100hrs. In
such cases, co efficient of permeability was calculated by using the Depth of
penetration method. The specimens were removed from the test cell and were split
open to determine the depth up to which water had penetrated. In Depth of penetration
method, the co-efficient of permeability can be calculated using the formula,
K=D2
2TH
Where,
D Depth of penetration in m
P Porosity of concrete
T Total duration in sec
H Head of water in m
6.2 Principle
Permeability cell consists of a metal cylinder with a ledge at the bottom for
retaining the specimen and an integral funnel below to collect the permeated water. It
has a flange at the top and removable cover plate, which can be securely bolted to the
cell. The flange is provided with a circular groove to fit a sealing ring to render the
assembly watertight. A rubber gasket is placed between the cell and the cover plate to
render the joint watertight.
The water reservoir consists of a metal cube of size 150mm. The reservoir has valvesfor admitting water, compressed air and for draining. It is fitted with two pressure
gauges to show the pressure inside the water cylinder (test pressure 7kg /cm2) and
admitted air pressure. It is provided with an adjustable valve to maintain the test
pressure at a constant value. The water reservoir is connected to the permeability cell
by a shielded pressure hose as shown in fig. 1 and the enlarged section as shown in
fig. 2. Clean de-aired water is used in the reservoir.
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Figure 1 - Permeability Testing Apparatus
Parts of Permeability Testing Apparatus
1. From air compressor 7. Flexible hose
2. Water reservoir 8. Stand
3. Valve for admitting water 9. Permeability cell
4. Pressure regulator 10. Cover plate
5. Pressure gauges 11. Butterfly nuts6. Valve for admitting water into permeability cell
Figure 2 Enlarged Section of Permeability Cell
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6.3 Procedure
A rubber sheet of 8mm thick and 150mm x 150mm size was taken with hole
of 100mm x 100mm made in the center. This sheet was placed above and below the
cube admitting the water through the surface area only. After that the cover plate was
closed and all the bolts were tightened. With the completely filling the water the
desired test pressure 7kg /cm2 was applied to the water reservoir. At the same time a
clean collection bottle was weighed and placed in position to collect the water
percolating through the specimen. The quantity of percolation was recorded at
periodic intervals. In the beginning, the rate of water intake was larger than the rate of
outflow. As the steady state of flow is approached, the two rates tend to become equal
and the outflow reaches a maximum and stabilizes. With further passage of time, both
the inflow and outflow generally register a gradual drop. Permeability test is to be
continued for about 100 hours after the steady state of flow has reached and the
outflow will be considered as the average of all the outflows measured during this
period of 100 hours [12 & 13].
If any permeation of water was there, then the quantity of permeated water
measured and value calculated using the steady flow method. And if there was no
permeation, the cubes were split and depth of penetration measured and value
calculated using the depth of penetration method. The measure of water penetration is
achieved by measuring the average depth of discoloration, due to wetting.
6.4 Test Results of Water Permeability
No permeation was found. Hence the depth of penetration method was used.
The observations and results showing the values of k are presented in table 1 and 2
for M20 grade and M25 grade GGBS added concrete without and with Superplasticiser
respectively. Graphs were plotted by taking % of replacement of cement using GGBS
in X-axis and Coefficient of permeability in Y-axis. Figure 3 and Figure 4 Show the
Coefficient of Permeability for M20 grade and M25 grade GGBS added Concrete with
and without Superplasticiser respectively.
Table 1 - Coefficient of Permeability for M20 grade GGBS added Concrete without
and with Superplasticiser
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Idmark
ReplacementLevel
Co efficient of permeabilityx 10-13 (m / sec)
Without Superplasticiser With Superplasticiser
0020 0 16.04 14.18
0520 5 14.89 13.09
1020 10 13.74 11.201520 15 11.60 9.41
2020 20 9.68 7.56
2520 25 7.78 6.36
3020 30 6.32 5.16
3520 35 5.50 4.49
4020 40 4.65 3.66
4520 45 3.98 2.49
5020 50 3.44 1.74
5520 55 2.72 1.21
6020 60 1.90 1.04
6520 65 2.33 1.207020 70 2.64 1.46
7520 75 3.06 1.61
8020 80 4.11 1.73
8520 85 4.76 2.07
9020 90 5.58 2.52
9520 95 6.42 3.46
10020 100 7.48 4.64
Table 2 Coefficient of Permeability for M25 grade GGBS added Concrete without and
with Superplasticiser
Id markReplacement
Level
Co efficient of permeabilityx 10-13 (m / sec)
Without Superplasticiser With Superplasticiser
0025 0 13.23 10.41
0525 5 12.33 9.45
1025 10 10.79 7.60
1525 15 8.96 6.69
2025 20 7.62 5.81
2525 25 6.45 4.58
3025 30 5.25 3.533525 35 3.79 2.91
4025 40 3.53 2.33
4525 45 2.63 1.85
5025 50 2.16 1.38
5525 55 1.63 1.08
6025 60 1.25 0.68
6525 65 1.54 1.06
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7025 70 2.17 1.29
7525 75 3.03 1.53
8025 80 3.79 1.80
8525 85 4.59 2.01
9025 90 5.59 2.54
9525 95 6.31 2.8710025 100 7.39 3.54
Figure 3 Coefficient of Permeability for M20 grade GGBS added Concrete without
and with Superplasticiser
Figure 4: Coefficient of Permeability for M25 grade GGBS added Concrete with and
without Superplasticiser
7 CHLORIDE PERMEABILITY TESTING7.1General
For reinforced concrete bridges, one of the major forms of environmental
attack is chloride ingress, which leads to corrosion of the reinforcing steel and a
subsequent reduction in the strength, serviceability and aesthetics the structure. This
16.0
4
14.8
9
13.7
4
11.6
0
9.6
8
7.7
8
6.3
2
5.5
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4.6
5
3.9
8
3.4
4
2
.72
1.90
2.3
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2
.64
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8
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72.5
23.4
64.6
4
0.0
4.0
8.0
12.0
16.0
20.0
0 10 20 30 40 50 60 70 80 90 100
Co-efficientof
Perm
eability10-13m/sec
Replacement Level
Without Super Plasticiser
With Super Plasticiser
13.2
3
12.3
3
10.7
9
8.9
6
7.6
2
6.4
5
5.2
5
3.7
9
3.5
3
2.6
3
2.1
6
1.6
3
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51.5
42.1
73.0
33.7
94.5
9 5.5
96.3
1 7.3
9
10.4
1
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5
7.6
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9
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4.5
8
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3
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3
1.8
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8
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1.0
6
1.2
91.5
31.8
0
2.0
12.5
42.8
73.5
4
0.0
4.0
8.0
12.0
16.0
0 10 20 30 40 50 60 70 80 90 100
Co-efficiento
f
Permeability10-13
m/sec
Replacement Level
Without Super Plasticiser
With Super Plasticiser
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may lead to early repair or premature replacement of the structure. A common method
of preventing such deterioration is to prevent chlorides from penetrating in to the
structure up to the level of the reinforcing steel bar by using relatively impermeable
concrete. The ability of chloride ions to penetrate the concrete must then be known for
design as well as quality control purposes. The penetration of the concrete by chlorideions, however, is a slow process. It cannot be determined directly in a time frame that
would be useful as a quality control measure. Therefore, in order to assess chloride
penetration, a test method that accelerates the process is needed, to allow the
determination of diffusion values in a reasonable time [6].
7.2 Principle
This test method consists of measuring the amount of electrical current passed
through 2-inches (51-mm) thick slices of 4-inches (102-mm) nominal diameter cores
or cylinders during a 6-hours period. A potential difference of 60-voltage dc was
maintained across the ends of the specimen. In which one of the surface of specimen
was immersed in a sodium chloride solution, the other in a sodium hydroxide
solution. The total charge passed, in coulombs were found and related with the
resistance of the specimen to chloride ion penetration.
7.3 Significance and use
This test method covers the laboratory evaluation of the electrical conductance
of concrete samples to provide a rapid indication of their resistance to chloride ion
penetration. The test method is suitable for evaluation of materials and material
proportions for design purposes and research development.
7.4 Procedure
The specimen was cylindrical shape, size of 105mm diameter, 50mm length.
Three cylindrical specimens were used for each percentage of replacement of slag for
determining chloride ion penetration.
The apparatus consists of two cells. The specimen is mounted as shown in
figure 7 and fixed between the cells in such a way that the round edge surface should
be in touch with the solution. After fixing the specimen, the negative of the cell was
filled with 3% NaCl solution. The positive side of the cell was filled with 0.3M NaOH
solution till the top surface of the concrete immerses in the solutions. Leakage was
checked. Copper rods were used as electrodes. The wires, electrodes, power supply
were connected.
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(Print), ISSN 0976 6316(On
Figu
A D.C supplier was
of D.C.S is connected with
connected with electrode of
to the applied voltage, the
positive terminal i.e. NaOH
concrete specimen. Also th
NaCl reservoir through the c
Due to the movemen
current is shown in D.C sup
at every 30 minutes. This pr
passed values indicates th
penetration [9].
The total charge pa
concrete during the period o
following formula, based o
calculator to perform the inte
Q=900(I0+2
Where, Q = charge pa
I0 = current (
It = Current (
Correction:
Engineering and Technology (IJCIET), ISSN 09
line) Volume 3, Issue 2, July- December (2012),
e 5 Chloride Permeability Test Setup
sed to give electrical potential of 12v. The v
lectrode of NaCl solution. The +ve terminal o
NaOH solution. As per electro - chemistry prin
negative ion i.e. the chloride ion is attracte
reservoir. Therefore the chloride ion moves t
positive ion passes towards the negative ter
ncrete specimen
t of positive and negative ions current is prod
lier. Reading is taken immediately after voltag
ocedure is done for 6 hours duration. Decrease
at the concrete has more resistance to chl
sed is a measure of the electrical conductan
the test. If the current is recorded at 30 min in
n the trapezoidal rule, can be used with an
gration:
I30+2I60+. +2I300+2I330+I360)
sed (Coulombs)
mperes) immediately after voltage is applied, a
mperes) at t min after voltage is applied.
76 6308
IAEME
terminal
D.C.S is
ciple, due
towards
rough the
minal i.e.
ced. This
supplied
in charge
oride ion
ce of the
terval, the
electronic
nd
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If the specimen diameter is other than 3.75 inch (95 mm) the value for total charge
passed must be adjusted. The adjustment is made by multiplying the value by the ratio
of the cross-sectional areas of the standard and the actual specimens. That is:
Qs = Qx x (3.75/X)2
Where, Qs = charge passed (coulombs) through a 3.75-inch (95-mm) diameter
Specimen.
Qx = charge passed (coulombs) through X in diameter specimen and
X = Diameter (inch) of the nonstandard specimen.
7.5 Test results of Chloride Permeability
The experiment was conducted on various types of mix containing partial
replacement of cement by GGBS. The values of charge passed are tabulated as shown
in table 3 & 4. Graphs are plotted by taking % of replacement of GGBS in X-axis and
charge passed in Y-axis. Fig 6 and Fig 7 show the Values of charge passed through
M20 grade without and with Superplasticiser added GGBS concrete and Values of
charge passed through M25 grade without and with Superplasticiser added GGBS
concrete respectively.
Table 3 -Values of charge passed through M20 grade GGBS added concrete withoutand with Superplasticiser
Id markReplacement
Level
Charge Passed (Coulombs)
Without Superplasticiser With Superplasticiser
0020 0 553 407
0520 5 545 388
1020 10 533 358
1520 15 473 353
2020 20 437 351
2520 25 429 346
3020 30 423 337
3520 35 409 330
4020 40 407 318
4520 45 397 309
5020 50 387 308
5520 55 369 281
6020 60 346 292
6520 65 372 287
7020 70 414 320
7520 75 434 367
8020 80 458 410
8520 85 487 435
9020 90 522 463
9520 95 530 491
10020 100 553 514
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Figure 6: Values of charge passed through M20 grade GGBS added concrete without
and with Superplasticiser
Table 4 - Values of charge passed through M25 grade GGBS added concrete withoutand with Superplasticiser
Idmark
ReplacementLevel
Charge Passed (Coulombs)
Without Superplasticiser With Superplasticiser
0025 0 378 318
0525 5 368 308
1025 10 353 298
1525 15 297 272
2025 20 259 244
2525 25 243 239
3025 30 227 2213525 35 224 217
4025 40 220 200
4525 45 215 200
5025 50 205 193
5525 55 194 178
6025 60 185 171
6525 65 229 185
7025 70 257 217
7525 75 295 243
8025 80 333 261
8525 85 367 2799025 90 393 294
9525 95 420 323
10025 100 442 347
553
545
533
473
437
429
423
409
407
397
387
369
346 3
72 4
14
434
458 4
87 5
22
530
553
407
388
358 353 351 346
337
330
318
309
308
281
292
287 3
20 36
7 410
435 4
63 4
91
514
0
100
200
300
400
500
600
0 10 20 30 40 50 60 70 80 90 100ChargePassed(C
oulombs)
Replacement Level
Without Super Plasticiser
With Super Plasticiser
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Figure 7: Values of charge passed through M25 grade GGBS added concrete without
and with Superplasticiser
8 TEST RESULTS & DISCUSSIONWater Permeability:
The permeability tests in M20 & M25 grades of GGBS added concrete without
and with Superplasticiser were conducted by depth of penetration method.
For conventional concrete, the Co-efficient of permeability for M20 and M25
grade concrete are 16.04 x 10-13 m/sec and 13.23 x 10-13 m/sec respectively.
For M20grade GGBS added concrete, the Co-efficient of permeability varies
decreases from 14.89 x 10-13 m/sec to 1.90 x 10-13 m/sec for the replacement of
cement by 5% to 60% at interval of 5% and then the value increases upto 100%. And
for M25 grade GGBS added concrete, the Co-efficient of permeability varies from
12.33 x 10-13 to 1.25 x 10-13 m/sec for the replacement of cement by 5% to 60% at
interval of 5% and the value increases upto 100%.
For Superplasticiser added GGBS concrete, the Co-efficient of permeability of
conventional concrete for M20 and M25 grade are 14.18x10-13 m/sec and 10.41x10-13
m/sec respectively.
For Superplasticiser added GGBS concrete, the Co-efficient of permeability
for M20 grade values decreases from 13.09 x 10
-13
m/sec to 1.04 x 10
-13
m/sec for thereplacement of cement by 5% to 60% at interval of 5% and then the value increases
up to 100%. And the Co-efficient of permeability for M25 grade varies from 9.45 x 10-
13 to 0.68 x 10-13 m/sec upto 60% at interval of 5% and the value increases upto 100%.
378
368
353
297
259
243
2
27
2
24
220
215
20
5
194
185 2
29 2
57 2
95 3
33 3
67 3
93 4
20
442
318 308
298
272
244
239
221
217
200
200
193
178
171
185 2
17 2
43
261
279
294 32
3347
0
100
200
300
400
500
0 10 20 30 40 50 60 70 80 90 100ChargePassed(Coulombs)
Replacement Level
Without Super Plasticiser
With Super Plasticiser
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Chloride Permeability:
The Chloride diffusion tests in M20 & M25 grade concrete were conducted
using RCPT testing machine.
For conventional concrete, the Charge passed for M20 and M25 grade concrete
are 553 Coulombs and 378 Coulombs respectively.
For M20 grade GGBS concrete, the Charge passed values varies from 545
Coulombs to 346 Coulombs for 5% to 60% at interval of 5% and the value increases
up to 100% and for M25 grade GGBS concrete, the Charge passed values varies from
368 Coulombs to 185 Coulombs for 5% to 60% at interval of 5% and the value
increases upto 100%.
For M20 grade Superplasticiser added GGBS concrete, the Charge passed
values varies from 388 Coulombs to 287 Coulombs for 5% to 65% at interval of 5%
and the value increases up to 100%. And for M25 grade Superplasticiser added GGBS
concrete, the Charge passed values varies from 308 Coulombs to 171 Coulombs for
5% to 60% at interval of 5% and the value increases up to 100%.
9 CONCLUSIONFor both the grades of GGBS concrete and Superplasticiser added GGBS
concrete, as the replacement level increases, the chloride permeability value decreases
which improves the chloride penetration resistance of the concrete and durability of
concrete.
By using GGBS as a replacement material for cement, the cost of construction
will be reduced. Use of GGBS in concrete also prevents the environment from
degradation.
10 REFERENCE1. Rajamane N.P., et.al (2003) Improvement in Properties of High Performance
Concrete with Partial Replacement of Cement by Ground Granulated BlastFurnace Slag, IE (I) Journal-CV, 84pp38-41.
2. Oner A, & Akyuz S. (2007) An experimental study on optimum usage ofGGBS for the compressive strength of concrete, Cement & Concrete
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3. Adakhar (2001) Compatibility of super plasticizer slag added concrete insulphate resistance and chloride penetration, Advances in Civil EngineeringMaterials and construction technology, 33pp.
4. Alexander M.G & Milne T.I., Influence of cement Blend and aggregate typeof stress strain behaviour and elastic modulus of concrete, AC1 MaterialsJournal, 92, no.3, pp227-235.
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International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 6308
(Print), ISSN 0976 6316(Online) Volume 3, Issue 2, July- December (2012), IAEME
40
5. Annie peter & Rajamane N.P. (1997) Bond strength of reinforcement in Highperformance concrete: The role of GGBS, casting position and superplasticizer dosage, Indian concrete Journal, August pp.
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13.Gambhir (2003) A Text Book of Concrete Technology, Tata McGraw Hill,New Delhi.
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