International Journal of Engineering Trends and Technology (IJETT) – Volume3 Issue 4 Number1–Jul 2012
An Influence of Maximum Nominal Size of Coarse Aggregates in Fresh and
Hardened Properties of Cement Concrete
P. Sachithanantham1
1
Asst. Professor, Department of Civil Engg, Bharath University, Chennai, Tamilnadu, India,
e-mail:sachu_civil@yahoo.co.in
Abstract
Concrete is the most widely used man made material, with constituents of cement, fine
aggregate, coarse aggregate and water. In which the coarse aggregate occupies three
fourth of the volume of concrete and influences the properties and performance of concrete
with various physical, chemical and thermal properties. In this paper an attempt is made to
investigate experimentally, the influence of various nominal maximum sizes of coarse
aggregate (10mm, 12.5mm, 16mm and 20mm) in evaluation of NDT values of concrete.
Specimens are prepared with concrete designed using IS method. To study the fresh
concrete properties tests are conducted such as slump, Vee-Bee and Compacting Factor.
To determine the properties of hardened concrete, tests such as Compression, Tension and
Flexure are conducted. Non Destructive Tests (NDT) like Rebound Hammer Test and Ultra
Sonic Pulse Velocity (UPV) Test are conducted on the hardened concrete specimens. It is
concluded that the fresh and hardened concrete properties are increased with the increase
in nominal maximum size of coarse aggregate.
Keywords: coarse aggregate, workability, rebound hammer, ultrasonic pulse velocity
INTRODUCTION
General
Concrete is the most widely used manmade construction material and studies indicate
that this trend will continue to be so in the years to come [1]. Coarse aggregates which
occupy nearly 70 to 75% volume of concrete are some times referred as ingredients in
more than one sense. Aggregates are in general cheaper than cement and impart greater
volume stability and durability to concrete. However it is now well recognised that
physical, chemical and thermal properties of aggregates substantially influence the
properties and performance of concrete. Hence selection and use of aggregates are
important considerations in economical as well as technical aspects.
In general classification of aggregate can be done on the basis of their sizes, geological
origin, soundness, unit weight etc,. As far as the sizes are concerned, aggregates range
from a few microns to a few centimetres. The maximum size of coarse aggregate used in
concrete may vary but in each case the aggregate is to be graded that particles of different
size fractions are incorporated in the mix in appropriate proportions. The properties and
performance of concrete are dependent upon characteristics and properties of aggregates to
a large extent and thus the knowledge of properties of aggregate is inevitable. In case of
marginal aggregate, the record of performance of concrete made with them may be the best
guide. In general the aggregate which brings about the desired quality in concrete with
economy should be selected.
The maximum size of aggregate to handle under a given set of conditions should be as
large as possible. Perhaps 80mm size is the maximum size which can be used for concrete
making. Using the largest possible maximum size will result in reduction of cement
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content, reduction in water requirement, reduction in drying shrinkage. But the usage of
maximum size aggregate is limited by thickness of section, spacing of reinforcement, clear
cover, mixing, handling and placing techniques.
IS 456-2000 [2], stipulates that the nominal maximum size of coarse aggregate should
be as large as possible within the limits specified but, in no case greater than one fourth of
the minimum thickness of the member. For most work 20mm aggregate is suitable.
Where there is no restriction to the flow of concrete into sections, 40mm or large size may
be permitted. In concrete elements with thin sections, closely spaced reinforcements, or
small cover consideration should be given the use of 10mm nominal maximum size. An
attempt is made to study the influence of aggregates with various nominal maximum sizes
in concrete, both in fresh and hardened state and also to evaluate the NDT values on the
hardened concrete.
Literature Review
Liu Hanlong et al have observed that coarse aggregates are the major infrastructure
materials of concrete-faced rock-fill dams and are consolidated to bear upper and lateral
loads [3]. Chengzhi Zhanga et al, have shown that the expansion of the mortar bar with
reactive siliceous aggregate increases as the reactive particle size is reduced, but the
expansion doesn’t increase continuously when the particle is smaller than 20 mm [4].
Krishna et al., have observed that strength of concrete is directly proportional to the size of
coarse aggregate [5]. Tarun et al., observed that particle size of coarse aggregate affects not
only strength but also has some effect on the heat of hydration, shrinkage and
expansion[6]. Lin et al observed that the changes in volume ratio of fine aggregate to total
aggregate have influence on the pluse velocity[7]. Ozbek and Gul studied the rebound
hammer values of fine to medium grained sandstone and indicated that bedding and other
anisotropic features can cause significant changes in strength [8]. Balakrishna and
Jayaramappa showed that the Linear regression analysis is the best fit for the compressive
strength prediction relationship by using rebound hammer and Ultrasonic pulse velocity
test on concrete cube for different age and grade of concrete[9]. Mohammed et al
proposed models and statistically validated to predict the relationship between compressive
strength with UPV and rebound number (RN) for rubbercrete mixtures at 3, 7 and 28 days
[10]. Karakoc and Demirboga showed that the relationship between compressive strength
and UPV was exponential for percent expanded perlite aggregate both wet and dry curing
conditions[11]. Sachithanantham et al concluded that the fresh and hardened concrete
properties are increased with the increase in the nominal maximum size of coarse
aggregates[12].
METHODOLOGY
Materials
Concrete specimens are prepared with cement, fine aggregate and coarse aggregate of
various nominal maximum sizes of 10mm, 12.5mm, 16mm and 20mm and designated as
AI, AII, AIII and AIV for which design mix proportion is arrived as shown in table 2.
Basic tests are conducted as per IS standards on the materials used for concrete, such as
specific gravity, fineness, consistency, and initial setting time for cement. For fine and
coarse aggregates tests such as sieve analysis, specific gravity, impact value, crushing
value and abrasion value (Los Angeles) are conducted as per standards[13][14] and results
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are tabulated. To study the properties of concrete constituting with coarse aggregate of
various nominal maximum sizes, four types of concrete namely
i)
AI - Concrete with coarse aggregate of nominal maximum size 10mm
ii)
AII - Concrete with coarse aggregate of nominal maximum size 12.5mm
iii)
AIII - Concrete with coarse aggregate of nominal maximum size 16mm
iv)
AIV - Concrete with coarse aggregate of nominal maximum size 20mm
are prepared and tests such as slump, Compacting Factor, Vee-Bee consistometer are
conducted to find the properties of fresh concrete.
Fig. 1 Aggregates of different nominal maximum sizes
(10mm, 12.5mm, 16mm and 20mm)
Cubes of size 150mmx150mmx150mm, cylinders of 150mm diameter and 300mm
height and beams of size 100mmx100mmx500mm are prepared and cured. Tests such as
compression test, Split tension test, flexure test, rebound hammer and UPV tests are
conducted to determine the hardened concrete properties such as compressive strength,
tensile strength, flexural strength, rebound number and UPV values.
Mix Design
Concrete used for the investigation is designed in accordance with IS 10262 [15].
Test Data for Materials
Cement used
- OPC – 43 grade
SpeAIfic gravity of Cement
- 3.15
SpeAIfic gravity of coarse aggregate - 2.70
SpeAIfic gravity of Fine aggregate
- 2.63
Water absorption
Coarse aggregate
- 0.64%
Fine aggregate
- 1.8%
Free surface moisture
Coarse aggregate
- Nil
Fine aggregate
- 1.5%
Sieve analysis
Coarse aggregate
- Confirms grading of IS 383 - 1973
Fine aggregate
- Confirms zone - II
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The design stipulations for M20 grade concrete is given in table 1.
Table 1: Design Stipulations for M20 grade Concrete
Materials
Properties
Values
Cement
Specific Gravity
3.15
Fine Aggregate
Specific Gravity
2.63
Grade
Coarse Aggregate
Zone II
Water Absorption
1.8%
Free Surface Moisture
1.5%
Specific Gravity
2.70
Water Absorption
0.64%
Free Surface Moisture
Grade
M20
Nil
Table 2: Design Mix proportion
Coarse
Cement
Fine Aggregate
Aggregate
1
1.71
3.48
w/c ratio
0.53
Experimental Investigations
The following tests are conducted on cement, fine aggregate and coarse aggregate and
the results are tabulated in table 3.
Table 3: Test on Cement, Fine aggregate and Coarse aggregate
Fine
Coarse
Test
Cement
aggregate
aggregate
Specific Gravity
3.15
2.63
2.70
Fineness
95.32%
-
-
32%
-
-
38 min
-
-
Free Surface Moisture
-
1.5%
-
Gradation
-
Zone II
-
Aggregate Impact Value
-
-
23.32%
Aggregate Crushing Values
-
-
14.75%
Aggregate Abrasion Value
-
-
8%
Consistency
Initial Setting Time
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(Los Angeles)
Workability
Tests to measure the workability of fresh concrete such as slump cone test, compacting
factor test and Vee-Bee Consistometer test are carried for fresh concrete with concrete of
types AI, AII, AIII and AIV and the values are tabulated in table 4.
Table 4: Test on Fresh Concrete
Type
Slump,
Compacting
Vee-Bee
mm
Factor
time, s
AI
15
0.81
8
AII
20
0.85
7
AIII
30
0.87
6
AIV
50
0.89
5
Fig. 2 Concrete specicmen
Test on Hardened Concrete
The compression test [16], flexural strength test [16] and split tensile strength test[16]
on specimens made of concrete of types AI, AII, AIII and AIV, are conducted for both 7
days and 28 days and the values are tabulated in table 5.
Type
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Table 5: Test on Hardened Concrete Specimens
Compressive
Flexural Strength,
Tensile
Strength, N/mm2
N/mm2
Strength, N/mm2
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Type
7 days
28 days
7 days
28 days
7 days
28 days
AI
A II
A III
A IV
20.49
21.94
23.10
23.54
26.10
26.16
28.34
29.64
4.45
5.46
5.70
5.80
8.07
8.38
8.47
8.62
1.94
2.08
2.49
2.77
2.49
2.63
2.77
2.80
Fig. 3 Flexural test on concrete beam
Rebound Hammer Test
The Rebound Hammer test[17] on cube specimens of size 150 x 150 x 150 mm, beam
specimens of size 100 x 100 x 500 mm and cylinder specimens of size 150mm diameter
and 300mm height cast with concrete of types AI, AII, AIII and AIV, and are conducted
for both 7 days and 28 days and the values are tabulated in table 6.
Fig. 4 Rebound Hammer test on concrete beam
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Ultra Sonic Pulse Velocity Test
The UPV test[18] on cube specimens of size 150 x 150 x 150 mm, beam specimens of
size 100 x 100 x 500 mm and cylinder specimens of size 150mm diameter and 300mm
height cast with concrete of types AI, AII, AIII and AIV, and are conducted for both 7 days
and 28 days and the values are tabulated in table 7.
Table 6: Average Rebound Number
Cube
Type
Beam
Cylinder
AI
Rebound
Number
(7 days)
20.33
Rebound
Number
(28 days)
26
Rebound
Number
(7 days)
19.91
Rebound
Number
(28 days)
26.66
Rebound
Number
(7 days)
17.8
Rebound
Number
(28 days)
27
A II
21.33
26.66
20.11
28.33
20.6
29
A III
23.33
28.66
21.28
29.33
21.0
29.33
A IV
23.77
30
22.46
30.66
22.2
30
Fig. 5 Ultrasonic Pulse Velocity test on concrete beam
Table 7 Average Ultrasonic Pulse Velocity
Cube
Type
AI
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UPV, km/s
(7 days)
4.132
Beam
UPV,
km/s
(28 days)
4.243
Cylinder
UPV, km/s
(7 days)
UPV, km/s
(28 days)
UPV, km/s
(7 days)
1.895
2.326
1.54
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UPV,
km/s
(28 days)
3.350
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A II
4.174
4.348
2.247
3.962
2.056
4.313
A III
4.211
4.375
2.662
4.241
2.48
4.335
A IV
4.274
4.539
3.314
4.763
2.626
4.382
RESULTS AND DISCUSSIONS
Workability of Fresh Concrete
i) Effect of nominal maximum size of coarse aggregate on Slump of fresh concrete
From the table 4 curves are plotted between nominal maximum sizes of coarse
aggregate with slump as shown in fig. 6. It is observed that the slump of the fresh concrete
increases with the increase in nominal maximum size of coarse aggregate.
Slump Test
55
50
Slump, mm
45
40
35
M20 Grade
30
25
20
15
10
10
12
14
16
18
Nominal Max. size, mm
20
22
Fig. 6 Relation between nominal maximum size of coarse aggregate and Slump
Compacting Factor
0.9
Compacting Factor
0.89
0.88
0.87
0.86
M20 Grade
0.85
0.84
0.83
0.82
0.81
0.8
10
12
14
16
18
Nominal Max. size, mm
20
22
Fig. 7 Relation between nominal maximum size of aggregate
and Compacting Factor
ii) Effect of nominal maximum size of coarse aggregate on compacting factor of fresh
concrete
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From the table 4 curves are plotted between nominal maximum sizes of coarse
aggregate with compacting factor as shown in fig. 7. It is observed that the compacting
factor of the fresh concrete increases with the increase in nominal maximum size of coarse
aggregate.
iii) Effect of nominal maximum size of coarse aggregate on Vee-Bee degree of fresh
concrete
From the table 4 curves are plotted between nominal maximum size of coarse aggregate
and Vee – Bee degree as shown in fig. 8. It is observed that the Vee – Bee degree of the
fresh concrete decreases with the increase in nominal maximum size of coarse aggregate.
From the table 4 curves are plotted between slump and Vee-Bee degrees, Slump and
Compacting Factor and Compacting Factor and Vee-Bee degrees. From the fig 9, fig 10,
and fig. 11 as the slump of fresh concrete increases, the Vee-Bee degree decreases and the
Compacting Factor increases and when Compacting Factor of fresh concrete increases
Vee-Bee degree also decreases.
Vee-Bee Degrees
10
Vee-Bee Degrees
9
8
M20 Grade
7
6
5
4
10
12
14
16
18
Nominal Max. size, mm
20
22
Fig.8 Relation between nominal maximum size of aggregate and Vee-Bee degrees
Slump vs Vee-Bee degrees
55
50
Slump, mm
45
40
35
M20 Grade
30
25
20
15
10
4
5
6
7
8
Vee-Bee degrees
9
10
Fig. 9 Relation between Slump in mm and Vee-Bee degrees
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Slump vs Compacting Factor
55
50
Slump, mm
45
40
35
M20 Grade
30
25
20
15
10
0.75
0.8
0.85
0.9
Compacting Factor
0.95
1
Fig. 10 Relation between Slump in mm and Compacting Factor
Properties of Hardened Concrete
i) Compressive Strength
From the table 5 curves are plotted between nominal maximum sizes of coarse
aggregate with compressive strength as shown in fig. 12. It is observed that both 7 days
and 28 days compressive strength of concrete increases with the increase in nominal
maximum size of coarse aggregate.
Compacting Factor
Compacting Factor vs Vee Bee degrees
0.95
0.93
0.91
0.89
0.87
0.85
0.83
0.81
0.79
0.77
0.75
M20 Grade
4
5
6
7
Vee-Bee degrees
8
9
Fig. 11 Relation between Compacting Factor and Vee-Bee degrees
ii) Flexural Strength
From the table 5 curves are plotted between nominal maximum sizes of coarse
aggregate with flexural strength as shown in fig. 13. It is observed that both 7 days and 28
days flexural strength of concrete increases with the increase in nominal maximum size of
coarse aggregate.
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Compressive Strength, N/sqmm
Compressive Strength
29
27
25
7 days
28 days
23
21
19
17
15
10
12
14
16
18
Nominal Max. size, mm
20
22
Fig 12. Relation between nominal maximum size of aggregate and Compressive
Strength
iii) Tensile Strength
From the table 5 curves are plotted between nominal maximum sizes of coarse
aggregate with tensile strength as shown in fig. 14. It is observed that both 7 days and 28
days tensile strength of concrete increases with the increase in nominal maximum size of
coarse aggregate.
Non Destructive Testing of Concrete- Methods of Test
i) Rebound Hammer
From the table 6 curves are plotted between nominal maximum sizes of coarse
aggregate with average rebound number as shown in fig. 15, fig. 16 and fig.17. It is
observed that both 7 days and 28 days of average rebound number increases with the
increase in nominal maximum size of coarse aggregate.
Flextural Strength, N/sqmm
Flexural Strength
9
8.5
8
7.5
7
6.5
6
5.5
5
4.5
4
7 days
28 days
10
12
14
16
18
Nominal Max. size, mm
20
22
Fig. 13 Relation between nominal maximum size of aggregate and Flexural Strength
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Tensile Strength, N/sqmm
Tensile Strength
2.9
2.7
2.5
7 days
28 days
2.3
2.1
1.9
1.7
1.5
10
12
14
16
18
Nominal Max. size, mm
20
22
Fig. 14 Relation between nominal maximum size of aggregate and Tensile Strength
Rebound Number
Rebound Number - Cube
28.5
26.5
24.5
7 days
22.5
28 days
20.5
18.5
16.5
10
12
14
16
18
20
22
Nominal Max. size, mm
Fig. 15 Relation between nominal maximum size of aggregate
and Rebound number – Cube
Rebound Number
Rebound Number - Beam
31
29
27
7 days
25
28 days
23
21
19
10
12
14
16
18
20
22
Nominal Max. size, mm
Fig. 16 Relation between nominal maximum size of aggregate
and Rebound number – Beam
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Rebound Number
Rebound Number - Cylinder
31
29
27
25
23
21
19
17
15
7 days
28 days
10
12
14
16
18
20
22
Nominal Max. size, mm
Fig. 17 Relation between nominal maximum size of aggregate
and Rebound number – Cylinder
ii) Ultrasonic Pulse Velocity
From the table 7 curves are plotted between nominal maximum sizes of coarse
aggregate with average ultrasonic pulse velocity as shown in fig. 18, fig. 19 and fig.20. It is
observed that both 7 days and 28 days of average ultrasonic pulse velocity increases with
the increase in nominal maximum size of coarse aggregate.
Ultrasonic Pulse Velocity, km/s
UPV - Cube
4.6
4.5
4.4
7 days
4.3
28 days
4.2
4.1
4
10
12
14
16
18
20
22
Nominal Max. size, mm
Fig. 18 Relation between nominal maximum size of aggregate
and UPV – Cube
Ultrasonic Pulse Velocity, km/s
UPV - Beam
4.5
4
3.5
7 days
3
28 days
2.5
2
1.5
10
12
14
16
18
20
22
Nominal Max. size, mm
Fig. 19 Relation between nominal maximum size of aggregate
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and UPV – Beam
Ultrasonic Pulse Velocity, km/s
UPV - Cylinder
4.5
4
3.5
7 days
3
28 days
2.5
2
1.5
1
10
12
14
16
18
20
22
Nominal Max. size, mm
Fig. 20 Relation between nominal maximum size of aggregate
and UPV – Cylinder
CONCLUSIONS
The following conclusions are drawn from the test results.
i)
The workability of fresh concrete such as slump, Vee-Bee degree and
Compacting Factor increases with the increase in nominal maximum size of
coarse aggregate.
ii)
The compressive strength of concrete type A IV increases to a maximum of
15% to that of concrete type A I for both 7 days and 28 days.
iii)
The Flexural strength of concrete type A IV increases to a maximum of 30% for
7 days and 7% for 28 days to that of concrete type A I.
iv)
The Tensile strength of concrete type A IV increases to a maximum of 39% for
7 days and 12% for 28 days to that of concrete type A I.
v)
In general the properties of hardened concrete such as compressive strength,
Tensile strength and Flexural strength are increasing with the increase in
nominal maximum size of coarse aggregate.
vi)
The average rebound number of concrete type A IV increases to a maximum of
29%, 30 %, and 29% to that of concrete type A I for both 7 days and 28 days in
cube, beam and cylinder respectively.
vii)
The ultrasonic pulse velocity of concrete type A IV increases to a maximum of
4%, 4%, and 3.5% to that of concrete type A I for both 7 days and 28 days in
cube, beam and cylinder respectively.
References
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