Granite Powder Concrete
Granite Powder Concrete
Granite Powder Concrete
Indian Journal of Science and Technology Vol. 3 No. 3 (Mar 2010) ISSN: 0974- 6846
Abstract
This paper examines the possibility of using granite powder as replacement of sand and partial replacement of cement
with fly ash, silica fume, slag and superplasticiser in concrete. The percentage of granite powder added by weight was
0, 25, 50, 75 and 100 as a replacement of sand used in concrete and cement was replaced with 7.5% silica fume, 10%
fly ash, 10% slag and 1% superplasticiser. The effects of water ponding temperatures at 26oC and 38oC with 0.4 water-
to-binder (w/b) ratios on mechanical properties, plastic and drying shrinkage strain of the concrete were studied and
compared with natural fine aggregate concrete. The test results obtained indicate that granite powder of marginal
quantity as partial sand replacement has beneficial effect on the mechanical properties such as compressive strength,
split tensile strength, modulus of elasticity. Furthermore, the test results indicated that the values of both plastic and
drying shrinkage of concrete in the granite powder concrete specimens were nominal than those of ordinary concrete
specimens.
Keywords: Granite powder, fly ash, silica fume, superplasticiser, concrete, mechanical properties, shrinkage.
Indian Journal of Science and Technology Vol. 3 No. 3 (Mar 2010) ISSN: 0974- 6846
of the total mass of the cementitious material, the value of silica fume is considered (7.5% as a replacement of
10% being typical. Moreover, silica fume is very cement) as the most efficient micro filler for high
expensive. Wasting a very expensive material is not good performance concrete. The silica fume used in this study
engineering practice (Adam & Pierre-Claude, was in powder form and contained 95% SiO2,
1998). Table 1. Sieve 0.39% CaO, 0.21% MgO, 0.11% K2O, 0.15%
While considering the inclusion of fly ash analysis results Na2O, 0.13% Al2O3 and 40% Fe2O3. Fly ash
and slag in the mix, these materials are of coarse (Type F) from the thermal power plant Chennai,
aggregates
generally cheaper than Portland cement. India was used. 10% fly ash was considered in
Sieve
Secondly, they do not contribute to the slump % the present study as a replacement of cement. It
Size
loss. On the other hand, mixes that have more Passing is a fine, glass powder recovered from the
(mm)
fly ash or more slag develop a lower strength, 25 100 gases of burning coal during the production of
but this can be compensated by lowering the electricity. Fly ash improves considerably the
20 98
ratio of the mass of water to the total mass of performance of binder phase and increase the
cementitious material (Adam & Pierre-Claude, 16 87 bonding action with aggregate and
1998). The concrete with 10% fly ash exhibited 12.5 64 reinforcement. The properties of fly ash may
higher early strength followed by an excellent 10 26 vary considerably according to several factors
development of strength over time (Haque & 6.3 03 such as the geographical origin of the source
Kayali, 1998). Hence, it is expected that the 4.75 00 coal, conditions during combustion and
incorporation of silica fume in concrete Table 2. Sieve analysis results sampling position within the power plant.
with fly ash and slag as a partial of fine aggregates The major elemental constituents of fly
replacement of cement could contribute Sieve Sand %
Granite ash are Si, Al, Fe, Ca, C, Mg, K, Na, S,
the high strength concrete. Accordingly, Powder % Ti, P and Mn. In the present study, 10%
Size Passing
this paper will examine the properties of Passing ground granulated blast furnace slag was
concrete by varying the granite powder 4.75mm 98 100 used along with other admixtures as a
as a replacement of sand in the concrete 2.36mm 96 98 replacement of cement. Superplasticiser
that have originated from granite crushed 1.18mm 78 93 was added 1% of cement mass
unites along with admixtures such as 600µm 51 62 according to supplier prescription. With
silica fume, fly ash, ground granulated 300µm 26 47 higher dosage, some delay in hydration
blast-furnace slag and superplasticiser 150µm 7 26 and hardening may occur together with
as a partial replacement of cement. apparent early setting of the fresh mix.
Ordinary blue metal was used as a coarse aggregate in
Research objectives concrete. Stones are generally coarse to medium
The present study involves addition of fly ash, silica grained, holocrystalline and equigranular rocks. Optimum
fume, slag, superplasticizer and granite powder for size of the coarse aggregate in most situations was about
conventional concrete. Therefore, the study had several 1.9 cm. They generally posses all the essential qualities
typical objectives. of a good building stone showing very high crushing
• The first aim was to estimate an optimal composition of strength, low absorption value and least porosity. Sieve
concrete mixtures with respect to all operating analysis of the course aggregates was done and
conditions. percentages passing at different sieves are furnished in
• The other objective of this work was to determine Table 1. In the present study, the concrete mixes were
under what conditions the granite powder in prepared using river sand and granite powder. The
conjunction with silica fume, fly-ash and ground percentage of granite powder by weight ranging from 0 to
granulated blast-furnace slag and superplasticiser 100% as a replacement of sand was used in concrete.
increasing the strength of concrete when these are Granite powder is obtained from the crusher units are the
used as partial replacement materials. finer fraction collected from the crushing and sieving
• Further, to determine the degree of strength equipment and its properties were tested. Fineness
improvement in concrete obtained with the addition of modulus and specific gravity of the granite powder are
granite powder with admixtures. 2.43 and 2.58 respectively. Sand from seashores, dunes
• The last objective of this study was to estimate the or riverbanks are usually too fine for normal mixes. In the
plastic and drying shrinkage characteristics. present study locally available river sand was adopted.
Its range is size from less than 0.25 mm to 6.3 mm.
Materials and methods Fineness modulus and specific gravity of the sand are
Materials used 2.33 and 2.63 respectively. Sieve analysis was carried
The most commonly available Portland cement of 43- out for the sand and granite powder at different sieve
grade was selected for the investigations. It was dry, sizes and the results are presented in Table 2. It is shown
powdery and free of lumps. While storing cement, all that the amount of fine particles present in granite powder
possible contact with moisture was avoided. Condensed is considerably higher when compared to the river sand.
Research article “Granite powder concrete” Felix Kala & Partheeban
©Indian Society for Education and Environment (iSee) http://www.indjst.org Indian J.Sci.Technol.
313
Indian Journal of Science and Technology Vol. 3 No. 3 (Mar 2010) ISSN: 0974- 6846
Table 3. Details of concrete mix
Weight in kg per m3 of concrete Preparation of test
Mix
Ce Fly Silica Super Fine Aggregate specimens
Design Slag Coarse
me ash fume plasticizer Water Granite The granite powder was
ation (10%) Aggregate Sand
nt (10%) (7.5%) (1%) Powder
collected from different
GP0 343 48 36 48 5 192 1086 0 533
crusher units and its
GP25 343 48 36 48 5 192 1086 133 340
GP50 343 48 36 48 5 192 1086 266.5
properties
266.5
were tested. The
GP75 343 48 36 48 5 192 1086 340
aggregates were soaked in
133
part of the mixing water for
GP100 343 48 36 48 5 192 1086 533 0
about 5 min, prior to the start
NA100 480 - - - - 192 1086 533 0
of the mixing operations.
CC 480 - - - - 192 1086 - 533
Coarse aggregate was
placed in the drum first and batch water was increased to
In general, water fit for drinking is suitable for mixing
account for the adsorption of the aggregates during
concrete. Impurities in the water may affect concrete,
rotation. After mixing for 10 to 15 sec, the fine aggregates
setting time, strength, shrinkage or promote corrosion of
with correct proportions was introduced and mixed in for
reinforcement. Hence locally available purified drinking
the period of 15 to 20 sec. This was followed by the final
water was used in the present work.
20% of the water and all the cement were added with fly
ash, silica fume and slag which were mixed in until a total
Details of concrete mix
mixing time of 60 sec was achieved. Cube and cylinder
The mixes were designated with the grade of
specimens were cast and tested for studying the variation
concrete and the fine aggregate type used. ACI mix
in strength properties due to replacement of cement,
design method (Shetty, 1986) was used to achieve a mix
admixtures and fine aggregates. The superplasticiser was
with cube strength of 30 MPa. Based on the literature
added 30 s after addition of all the other materials during
survey, the mix proportions of the control mix M30 was
the mixing. After 1 day the demoulded specimens were
considered in the initial stage. The details of mix o o o
cured at water temperature of 26 C (±2 C) and 38 C
proportions are given in Table 3. In this study, the o
(±2 C). Different batches were adopted for 1 day, 7 days,
percentage of granite powder added by weight was 0, 25,
14 days, 28 days, 56 days and 90 days of ages. The
50, 75 and 100% as a replacement of sand (fine
various strength properties studied were compressive
aggregates) used in concrete. Mixes incorporating 0%
strength, split tensile strength, modulus of elasticity,
granite powder (100% river sand), 25% granite powder
plastic and drying shrinkage strains. The dimensions and
(75% river sand), 50% granite powder (50% river sand),
the number of specimens used
75% granite powder (25% river Table 4. Details of test specimens for the present study are listed in
sand), 100% granite powder (0% Shape and No: of
Material Table 4. The various specimens
river sand), no admixtures but Dimensions of the Specimens
Properties
Specimens Tested such as cube, cylinder and slab
with 100% granite powder and
Compressive Cube : 150 mm X were cast and tested for
conventional concrete were 72
Strength 150 mm X 150 mm studying the variation in strength
designated as GP0, GP25,
Split Tensile Cylinder : 100 mm X properties due to the
GP50, GP75, GP100, NA100 36
Strength 200 mm replacement of sand with granite
and CC respectively. Water
Modulus of Cylinder : 100 mm X powder after curing for required
curing is the most effective Elasticity 300 mm
24
period.
method of curing. It produced Plastic Slab : 1000 mm X
the highest level of compressive 06
Shrinkage 1000 mm X 100 mm Experimental procedures
strength and modulus of Drying Slab : 1000 mm X
12 Detailed study was carried
elasticity. If a concrete is not well Shrinkage 1000 mm X 100 mm
out on concrete as per the
cured, it cannot gain the
specifications prescribed in ASTM C 596-89 and IS: 516
properties and durability for its long service life. A proper
(1959) to ascertain the properties. Compressive strength
curing greatly contributes to reduce the porosity and
and split tensile strength were determined using
drying shrinkage of concrete and thus to achieve higher
compression testing machine (CTM) of 3000 kN capacity
strength and greater resistance to physical or chemical
and universal testing machine (UTM) of capacity 600 kN.
attacks in aggressive environments. Therefore, a suitable
Modulus of elasticity was determined at initial stages of
curing regime is essential in order to produce strong and
loading. The study of shrinkage is of great importance to
durable concrete (Zain & Matsufuji, 1997). This study
concrete engineers, especially when dealing with
presents the effect of 2 curing temperatures at different
o o o o admixtures. Plastic shrinkage and drying shrinkage are of
climates of 26 C (±2 C) and 38 C (±2 C) with 0.40 water-
great value owing to the application of high performance
to-binder (w/b) ratio for 1, 7, 14, 28, 56 and 90 days on
concrete (HPC) in construction. Hence, plastic and drying
compressive strength, split tensile strength, modulus of
shrinkage strain characteristics were also studied and the
elasticity and shrinkage strains of concrete.
Research article “Granite powder concrete” Felix Kala & Partheeban
©Indian Society for Education and Environment (iSee) http://www.indjst.org Indian J.Sci.Technol.
314
Indian Journal of Science and Technology Vol. 3 No. 3 (Mar 2010) ISSN: 0974- 6846
test procedures adopted are described here. Plastic Table 5 and illustrated in Fig.1 and Fig. 2. The data
shrinkage measurements were conducted for 24 hrs after presented show that the compressive strength of all the
casting while drying shrinkage measurements were granite powder concrete was closer to that of reference
conducted after the completion of the curing period. mix (GP0) for all the days of curing. In the present study,
Immediately significant increase was observed in the concrete mixture
Table 5. Compressive strength of various mixes with 25% granite powder
Compressive strength in MPa (GP25). The compressive
Mix
26 o
C Curing Temperature 38 o
C Curing Temperature strength of granite powder
Design
ation 1 7 14 28 56 90 1 7 14 28 56 90 concrete was increased
day days days days days days day days days days days days when admixtures were
GP0 7 21 26 35 44 47 5.6 15 22 30 36 43 used. The compressive
GP25 7.5 22 28 36 46 48 6.4 18 24 34 38 45 strength of GP25 is 2 to
GP50 7 20.5 26 34 44 46.5 6 16 22 31 36 44.2 9% higher than that of
GP75 6.6 20 25 33 42 46 5.6 15 23 31 36 44 GP0 for all the days of
o o
curing at 26 C and 38 C
GP100 6.4 18 24 32.5 39 46 5.8 17 22 31 35 44
temperatures. The other
NA100 6 17 24 32.5 39 45 5.8 14 20 29 34 42
mixes with higher than
after casting, the slab specimens 25% granite powder showed
were kept in open atmospheres at Fig.1 Variation of compressive lesser compressive strength
different stages of 26oC (±2oC) and strength (MPa)with days of curing
o than the mix with river sand
38oC (±2oC) with the mould. Plastic at 26 C curing temperature
(GP0). This can be explained in
shrinkage strain was measured by terms of voids present in the
embedding aluminium strips GP0 GP25
Co mpressive Strength (MPa)
GP0 GP25
40
thereafter. The drying shrinkage GP50 GP75 from the figs. that for all the
strain was measured after the 30 GP100 NA100 mixtures at the ages of 1 and 7
completion of the curing and days the difference in
readings were taken at 1, 7, 14, 28, 20 compressive strength is higher
o
56 and 90 days of drying for 26 C 10 than that of all other ages (7 to
o o o
(±2 C) and 38 C (±2 C) curing 90 days). This could be
temperatures. This was done by 0 endorsed that the lower curing
1 day 7 days 14 days 28 days 56 days 90 days
embedding demec gauges on the age is not sufficient to resist the
surface of the specimens. 2 pairs of Age (Days)
power. Further it could be
demec gauges were fixed on each Fig.3. Variation of split tensile strength observed that no significant
specimen. Drying shrinkage was (MPa) with days of curing at 26oC curing deviation in compressive
measured by measuring the length temperature strength was observed for 26 C
o
o
between the demec gauges with the
Split Tensile Strength (MPa)
Indian Journal of Science and Technology Vol. 3 No. 3 (Mar 2010) ISSN: 0974- 6846
and reliable method of measuring Fig.4. Variation of split tensile strength (MPa) curing temperature enhances
the tensile strength. The variation of with days of curing at 38oC curing temperature the strength. It can also be
split tensile strength with age of seen from the figs. that the
curing at 26oC and 38oC curing 6 significant improvement in the
GP0 GP25 GP50
temperature is shown in Fig. 3-4. modulus of elasticity has been
(M P a )
4
of 1, 28 and 90 days. It is observed 3 mixes at both 26oC and 38oC
from figs. that the tensile strengths 2
curing temperatures. It is to be
decreased with increase of granite noted from the numerical
powder in the mix and the results 1 results that the modulus of
indicate that the optimum 0 elasticity decreases with
replacement is 25%. The reduction 1 day 28 days 90 days increase in curing
in strength may be due to the Testing Age Interval (Days) temperatures for all the
presence of unfilled micro-voids in mixtures. Hence it can be
the concrete mixes with increase of granite powder. concluded that the higher curing temperature may be
These micro-voids might have acted as the weak zones avoided during construction of any buildings.
for the initiation and propagation of tensile cracks offering
a lower ultimate tensile strength for the hardened Plastic shrinkage strain
composites (Job, 2005). The figures reveal that the split Of all the 6 mixtures considered, concrete with 25% of
tensile strength of concerned mixes is nearly constant for granite powder (GP25) was found to be superior to other
o o
the 90 days of curing at both 26 C and 38 C curing mixtures as well as GP0 and NA100 for all operating
temperature. This is due to the reason that the increase conditions. Hence for shrinkage measurements, 25% of
of days of curing may not have significant effect for granite powder (GP25) was considered and compared
different curing temperatures. However test results with GP0 and conventional concrete (CC). Figs. 7-8 are a
demonstrate the effect of admixtures in all the concrete typical presentation of the plastic shrinkage strain of
mixes. The experimental results of split tensile strength different concrete mixtures GP0, GP25 and CC in the
for different concrete mixtures are presented in Table 6. specimen (1x1 m). The data presented in the figures.
indicate that the plastic shrinkage
Table 6. Split tensile strength and Modulus of elasticity of various mixes
o
26 C Curing Temperature o
38 C Curing Temperature
increased with the increase of period of
Split tensile Split tensile exposure to the curing temperatures at
Modulus Modulus o o
strength strength 26 C and 38 C. It can be seen from the
Mix of Elasticity of Elasticity figs. that the plastic shrinkage strain in the
in MPa in MPa
Design admixtures concrete (GP0 & GP25)
ation 28
1 90 7 90 1 28 90 7 90
day specimens was more than that in the
day days days days day days days days days
s conventional concrete. The increase in
GP0 2.6 4.2 5.8 33 41 2.4 4 5.6 32 39 plastic shrinkage strain of GP25 up to
GP25 2.9 4.4 6.2 34 43 2.7 4.2 5.8 33 42 about 900 min of casting is about 638 µm
GP50 2.9 4 6 33 42 2.4 3.8 5.4 30 39 and 630 µm respectively for 32oC and
GP75 2.5 3.8 5.4 30 40 2.2 3.5 5.2 30 36 38oC curing temperatures. After about 900
GP100 2.2 3.5 5.2 29 40 2 3.2 5 30 38 min of casting, the plastic shrinkage strain
NA100 2 3.2 5 25 35 1.9 3 4.8 24 34
in the conventional concrete specimens
are 282 µm and 275 µm respectively for 26oC and 38oC
Modulus of elasticity curing temperatures. The increased plastic shrinkage
The Modulus of elasticity of various mixes at 26oC strain in the granite powder concrete, GP25 specimens
o
and 38 C curing temperatures can be seen in the Fig.5-6. may be attributed to the low bleeding. Even though the
The measurements were performed at the age of 7 and plastic strain in the GP25 specimens was more than that
90 days. The experimental results of modulus of elasticity in the CC and GP0 specimens, they were not high
for different concrete mixtures are also presented in Table enough to cause cracking. A threshold value of plastic
6.The tests results show that the modulus of elasticity of shrinkage strain that could result in cracking was reported
all the concrete mixtures is almost similar or higher than to be around 1100 µm (Al-Amoudi et al., 2004).
that of GP0 and NA100 both for 7 and 90 days at 26oC
and 38oC curing temperatures. Similar to the strength Drying shrinkage strain
properties, it is also shown that the modulus of elasticity The drying shrinkage measurements were taken after
of concrete mixture with a 25% granite powder (GP25) is the completion of curing at the ages of 1, 7, 14, 28, 56
about 2% higher than that of GP0 at 90 days of curing at and 90 days of drying for 26oC (±2oC) and 32oC (±2oC)
26oC curing temperatures. This may be the reason that curing temperatures. Fig. 9-10 are a typical presentation
the combination of higher age of curing and the lower
Research article “Granite powder concrete” Felix Kala & Partheeban
©Indian Society for Education and Environment (iSee) http://www.indjst.org Indian J.Sci.Technol.
316
Indian Journal of Science and Technology Vol. 3 No. 3 (Mar 2010) ISSN: 0974- 6846
of the drying shrinkage strain of different concrete mixes strength, modulus of elasticity, plastic and drying
GP0, GP25 and CC in the specimen (1x1 m) cured by shrinkage strains of concrete mixtures at 26oC (±2oC) and
water ponding. The data presented in the figs. indicate 38oC (±2oC) for 1, 7, 14, 28, 56 and 90 days of curing for
that increasing the curing age, increase the drying
Fig.5. Variation of modulus of elasticity (GPa) with days Fig.7. Variation of plastic shrinkage in 1 x 1 m with
of curing at 26oC curing temperature days of curing at 26oC water ponding
700
Indian Journal of Science and Technology Vol. 3 No. 3 (Mar 2010) ISSN: 0974- 6846
admixtures in concrete possesses the higher properties 5. Haque MN and Kayali O (1998) Properties of high-
like concrete made by river sand. Thus granite powder strength concrete using a fine fly ash. Cement
aggregate in concrete is the best choice, where they are Concrete Res. 1445–1452.
available. It is believed that the granite powder concrete 6. IS: 516 (1959) Methods of tests for strength of
will be the benefit of construction industry in the near concrete. Bureau Ind. Stds. New Delhi, India.
future. 7. Job T (2005) Utilization of quarry powder as a
substitute for the river sand in concrete. J. Structural
Fig.9. Variation of drying shrinkage in1 x1 m with days of Engg. 401-407.
curing at 26oc water ponding 8. Kefeng Tan and Xincheng Pu (1998) Strengthening
effects of finely ground fly ash, granulated blast
furnace slag, and their combination. Cement
Concrete Res. 1819-1825.
GP25 9. Mitchell DRG, Hinczak I and Day RA (1998)
S h rin k age S train (µ m )
400
Interaction of silica fume with calcium hydroxide
GP0
solutions and hydrated cement pastes. Cement
300
CC Concrete Res. 1571-1584.
10. Shetty MS (2007) Concrete technology-theory and
200 practice. S. Chand and Company Ltd, New Delhi,
India.
100 11. SP23 (1983) Handbook on concrete mixes. Bureau
Ind. Std. New Delhi, India.
0 12. Swamy RN (1991) Mineral admixtures for high-
strength concrete. Ind. Concrete J. 265-271.
1 day 7 days 14 days 28 days 56 days 90 days 13. Xiaofeng Cong, Shanglong Gong, David Darvin and
Testing of Age (Days) Steven L McCabe (1992) Role of Silica fume in
compressive strength of cement paste, mortar and
Fig.10. Variation of drying shrinkage in 1 x 1m with days of Concrete. ACI Materials J. 375-386.
curing at 38oC water ponding 14. Zain MFM and Matsufuji Y (1997) The Influence of
curing methods on the physical properties of high
GP25
strength concrete exposed to medium temperature
(20oC-50oC). In: Proc. 5thIntl. Conf. on Concrete
Shrinkage Strain (µm)
400
GP0
Engg. & Technol., Kuala Lumpur, Malaysia. pp: 57-
300 CC 66.
200
100
0
1 day 7 days 14 days 28 days 56 days 90 days
Testing of Age (Days)
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