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International Journal Of Advancement In Engineering Technology, Management and Applied
Science (IJAETMAS)
UGC APPROVED JOURNAL (Number-63082)
ISSN: 2349-3224 || www.ijaetmas.com || Volume 05 - Issue 02 || February-2018 || PP. 97-111
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Finite Element Analysis on Experimentally Studied
Alccofine Concrete by Partial Replacement of cement
Dr G Elangovan1, G Vimal Arokiaraj
2
1HOD, Department of Civil Engineering, University College of Engineering Thirukkuvalai, Nagappattinam District,
Tamil Nadu, India
2Research Scholar, Department of Civil Engineering, University College of Engineering Thirukkuvalai,
Nagappattinam District, Tamil Nadu, India
Abstract :- This experimental work deals with the effects of Alccofine in the
concrete, by partial replacement of cement in compressive strength. In this program 36
cube samples of size 150 mm were cast for different percentages of Alccofine with partial
replacement of cement at the percentages of 0%, 2.5%, 5%, 7.5%, 10%, and 12.5%. From
the test results, it was found that strength was increased with the increase of alccofine in
the concrete after 7 days and 28 days curing. For the experimental values best fit models
were also developed. From the model one can easily predict the experimental values for any
percentage of alccofine. Also using ANSYS software all the concrete cubes were studied by
plane stress model with constant strain triangle to find out deformation, principal stresses
and shear stresses.
Keywords: Alccofine, Principal Stress, Shear Stress, Nodal Displacement, Stress Contour.
I INTRODUCTION
Alccofine is a new generation, micro fine material of particle size much finer than other
hydraulic materials like cement, fly ash, silica etc. being manufactured in India. Alccofine has
unique characteristics to enhance 'performance of concrete' in fresh and hardened stages due to
its optimized Particle size distribution. It can be used as practical substitute for Silica Fume as it
has optimum particle size distribution. It is manufactured in the controlled conditions with
special equipments to produce optimized particle size distribution which is its unique property.
International Journal Of Advancement In Engineering Technology, Management and Applied
Science (IJAETMAS)
UGC APPROVED JOURNAL (Number-63082)
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Alccofine 1203 and Alccofine 1101 are two types of Alccofine with low calcium silicate and
high Calcium silicate respectively. Alccofine 1200 series is of 1201, 1202, 1203 which
represents fine, micro fine, ultrafine particle size respectively.
II LITERATURE REVIEW
Many researchers have investigated the possible use of alccofine as a concrete aggregate. For
this investigation, some of the important literatures were reviewed and presented briefly.
Mechanical strength development of high strength concrete (M50) with partial replacement of
cement by ultra-fine slag (alccofine) is carried out by Saurav et al. Comparison is done between
cubical strength and cylindrical strength of M50 grade concrete using ultra-fine slag. Siddharth et
al suggested in their research that Ordinary Portland cement-fly ash-Alccofine concrete was
found to increase the compressive strength of concrete on all age when compared to concrete
made with fly ash and Alccofine alone. Ansari et al conducted cement is partially replaced by
alccofine and fly ash for M70 grade of concrete. The compressive strength of concrete increases
with increase alccofine and fly ash content in HPC up to 15-20%. Similarly Devalsoni et al
studied on strength of concrete of grade M80 with different proportions of Alccofine and fly ash
in the mix and to find optimum range of Alccofine and fly ash content in the mix. Concluded
that-Alccofine has better performance compare to other slag materials and micro silica. Pawar et
al concluded in their experimental work that the addition of Alccofine in SCC mixes increases
the self compatibility characteristic like filling ability, passing ability and resistance to
segregation. Fresh Properties and harden Properties of SCCs with 10% Alccofine are superior
than SCCs with5% and 15% of Alccofine. But in all the study no experimental work is
conducted for M25 grade concrete and also not studied for finding principal stresses. Hence an
attempt is made to use finite element analysis on M25 grade concrete with Alccofine material.
III EXPERIMENTAL WORKS
MATERIALS USED
The grade of cement is 53 with specific gravity of 3.12. The initial time and final setting time
were found to be 30min and 600min respectively. The fine aggregate are taken in saturated
surface dry condition. Local aggregate comprising 20mm, and less than 20mm coarse aggregates
International Journal Of Advancement In Engineering Technology, Management and Applied
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in saturated surface dry condition, were used. All the preliminary tests were conducted as per
IS: 383-1970. Table 1 shows preliminary test results of concrete materials. Table 2 shows
physical and chemical properties of Alccofine material used. In this work Alccofine 1203 was
used. Water is the key ingredient mixed with cement, forms a paste that binds the aggregate
together. The water causes the hardening of concrete through a process called hydration. Excess
of water reduces increases workability and decreases strength of concrete.
Table 1 PRELIMINARY RESULTS
TESTES MARERIALS VALUES
Specific gravity G
Fine aggregate 2.51
Coarse aggregate 2.60
Alccofine 2.84
Cement 3.12
Sieve analysis
Fine aggregate 4.60 %
Coarse aggregate 4.05 %
Water Absorption
Fine aggregate 1.5 %
Coarse aggregate 0.51%
Table 2 PHYSICAL AND CHEMICAL PROPERTIES OF ALCCOFINE USED
Physical and Chemical
properties Alccofine
Colour White
Specific gravity 2.86 ± 0.02
Appearance Powder
Bulk Density (kg/m3) 600-700
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Glass content >90%
Silica dioxide (SiO2) 33-35 %
Calcium oxide (CaO) 31-33 %
Aluminum oxide (Al2O3) 23-25 %
IV EXPERIMENTAL RESULTS and DISCUSSION:
Based on the preliminary test results concrete mix was designed as per IS: 10262-2009. Grade of
the concrete was M25. Mix ratio is 1: 1.12: 2.24: 0.4. In this program 36 cube samples of size
150 mm were cast for different percentages of Alccofine with partial replacement of cement at
the percentages of 0%, 2.5%, 5%, 7.5%, 10%, and 12.5%. All the experimental test results like
workability test, compressive strength after 7 days and 28 days are presented in table3. From the
table 3 it is found that workability of concrete goes on reducing while increasing Alccofine. But
on the contrary compressive strength goes on increasing with increased percentage of Alccofine.
From figure 1 and 3, Max percentage improvement over reference concrete was found as 23.86
and 16.49.
Table 3 COMPRESSIVE STRENGHT TEST ON CONCRETE CUBE
Mix Workability Test Compressive Strength N/mm2 after
Slump Value 7 Days curing 28 Days curing
AF0 60 34.66 39.00
AF1 55 34.81 39.83
AF2 53 37.33 40.10
AF3 38 39.41 41.70
AF4 30 40.00 43.67
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AF5 21 42.93 45.43
From the test results slump value for the reference mix is 60mm it is value goes on reducing up
to 21 mm on increasing alccofines. The compressive strength for reference mix 34.66
N/mm2,while adding alccofine the compressive strength was found be increase up to 42.93
N/mm2 under 7 days curing.The compressive strength for reference mix 39N/mm2, while adding
alccofine the compressive strength was found be increase up to 45.43 N/mm2 under 28 days
curing. It can be easily predicted compressive strength of Alccofine concrete after 7 and 28 days
curing by using best fit models shown in figure 2 and 4. From the experiment results optimum
percentage of alccofine is found as 2.5% for the mix AF1. All the values are closely matched
with experimental values by referring R2
values as 0.967 and 0.991 from figures 2 and 4.
Figure 1. Compressive Strength after 7 Days Curing
34.66 34.8137.33
39.41 4042.93
0.00 0.43
7.70
13.70 15.41
23.86
05
101520253035404550
AF0 AF1 AF2 AF3 AF4 AF5
CO
MP
RES
SIV
E ST
REN
GTH
&
% O
F IN
CR
ESIN
G S
TREN
GTH
ALCCOFINE
COMPRESSIVE STENGTH FOR 7 DAYS
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Figure 2. Best Fit Model for Compressive Strength after 7 Days Curing
y = 0.017x2 + 0.453x + 34.34R² = 0.967
30
32
34
36
38
40
42
44
0 2 4 6 8 10 12 14
CO
MP
RES
SIV
E ST
REN
GTH
% OF ALCCOFINE
COMPRESSIVE STRENGTH FOR 7 DAYS
39 39.83 40.141.7
43.6745.43
0.002.13 2.82
6.92
11.97
16.49
0
5
10
15
20
25
30
35
40
45
50
AF0 AF1 AF2 AF3 AF4 AF5
CO
MP
RES
SIV
E ST
REN
GTH
&
% 0
F IN
CR
ESIN
E ST
REN
GTH
ALCCOFINE
COMPRESSIVE STRENGTH FOR 28 DAYS
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Figure 3. Compressive Strength after 28 Days Curing
Figure 4. Best Fit Model for Compressive Strength after 28 Days Curing
V PLANE STRESS ANALYSIS by CST ELEMENTS
All the concrete cubes of various mixes are modeled by ANSYS software for plane stress
analysis by considering one fourth of the concrete cube with 1mm thickness. Size of the
model is taken 75mmx75mmx1mm thick as continuum. This continuum is discretized
into eight elements and each element is assigned as three nodded constant strain triangle
elements CST. Young’s modulus and poison’s ratio were taken as 38E5 and 0.3
respectively. Loading is applied corresponding to each mix at node No.1. Stress resultant
like displacements, normal stress and shear stress were noted for all the concrete cubes in
both x and y direction. From these stresses, major and minor principal stresses are
calculated along with maximum shear stress. Maximum major and maximum minor
principal stresses for all the mixes are shown in figures 5, 6, 7 and 8. Element numbering
and node numbering are shown in figure 9a. Major Principal tensile stress is found
invariably found in element No. 6 for all the mixes. These tensile stresses are responsible
y = 0.032x2 + 0.108x + 39.07R² = 0.991
38
39
40
41
42
43
44
45
46
0 2 4 6 8 10 12 14
CO
MP
RES
SIV
E ST
REN
GTH
% OF ALCCOFINE
COMPRESSIVE STRENGTH FOR 28 DAYS
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for crack propagation in the concrete. First crack may be developed as soon as tensile
stress exceeds the permissible tensile strength of concrete as per IS:456-2000. Maximum
shear stress is also found in element No.2. Influence of shear stress generally increases
tensile strength of concrete. Maximum minor principal stresses are mostly compressive
stresses and found in element No 2. Consequently it was found that crack formation over
concrete cube was greatly reduced and found as only micro crack alone formed due to
high compressive strength. Similarly stress contours are shown and limited for AF0 and
AF1 mixes having 7 and 28 days curing respectively as it was considered about
performance of concrete at optimum percentage alccofine. These are shown in figures 9,
10, 11 and 12.
Figure 5. Major Principal Stress (Tension) after 7 Days Curing
0
5
10
15
20
25
AF0 AF1 AF2 AF3 AF4 AF5
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Figure 6. Minor Principal Stress (Compressive –ve) after 7 days Curing
0
20
40
60
80
100
120
140
AF0 AF1 AF2 AF3 AF4 AF5
17
17.5
18
18.5
19
19.5
20
20.5
21
21.5
22
22.5
AF0 AF1 AF2 AF3 AF4 AF5
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Figure 7. Major Principal Stress (Tension) after 28 Days Curing
Figure 8. Minor Principal Stress (Compressive –ve) after 28 Days Curing
9a) DISPLACEMENT DIAGRAM 9b) CONTOUR OF NODAL DISPALCEMENT
105
110
115
120
125
130
135
140
AF0 AF1 AF2 AF3 AF4 AF5
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9c) MAX MAJOR PRINCIPAL STRESS @Element6 9d) MAX MINOR PRINCIPAL STRESS @Element 2
Figure 9. Stress Contour of Concrete Mix after 7 Days Curing
10a) DISPLACEMENT DIAGRAM 10b) CONTOUR OF NODAL DISPALCEMENT
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10c) MAX MAJOR PRINCIPAL STRESS @Element 6. 10d) MAX MINOR PRINCIPAL STRESS @Element 2
Figure 10. Stress Contour of Concrete Mix with 2.5% Alccofine after 7 days Curing
11a) DISPLACEMENT DIAGRAM 11b) CONTOUR OF NODAL DISPALCEMENT
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11c) MAX MAJOR PRINCIPAL STRESS @Element 6. 11d) MAX MINOR PRINCIPAL STRESS @Element 2
Figure 11. Stress Contour of Concrete Mix after 28 Days Curing
12a) DISPLACEMENT DIAGRAM 12b) CONTOUR OF NODAL DISPALCEMENT
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12c) MAX MAJOR PRINCIPAL STRESS @Element 6. 12d) MAX MINOR PRINCIPAL STRESS @Element 2
Figure 12. Stress Contour of Concrete Mix With 2.5% Alccofine after 28 Days Curing
VI CONCLUSION
Based on the test results obtained from the experimental program the following major
conclusions are arrived from workability, compressive strength.
1. From the workability test results, slump value slightly decreases for concrete mixes
with alccofine when compared with reference concrete mix.
2. Compressive strength of concrete mix AF1 has higher strength than reference mix
after 7 days and 28 days curing. The compressive strength for reference mix 34.66
N/mm2, while adding Alccofine the compressive strength was found be increase up
to 42.93 N/mm2 under 7 days curing. The compressive strength for reference mix
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39N/mm2, while adding alccofine the compressive strength was found be increase up
to 45.43 N/mm2 under 28 days curing.
3. Optimum percentage of Alccofine for the M25 grade concrete is 2.5%.
4. Best fit models are presented for Alccofine concrete mix after 7 and 28 days curing.
5. Displacement diagram and stress contours are presented for tested concrete mixes.
6. Major and Minor principal stresses are calculated for Alccofine concrete mixes after
7 days and 28 days curing by finite element analysis.
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