AN EXPERIMENTAL INVESTIGATION ON CHARACTERISTIC
PROPERTIES OF FIBRE REINFORCED CONCRETE CONTAINING
WASTE GLASS POWDER AS POZZOLANA
S.M. Chikhalikar, Govt. of Maharashtra, India
S.N. Tande, Walchand, College of Engineering, India
37th Conference on OUR WORLD IN CONCRETE & STRUCTURES: 29 - 31 August 2012,
Singapore
Article Online Id: 100037017
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37 Conference on Our World in Concrete & Structures
29-31 August 2012, Singapore
AN EXPERIMENTAL INVESTIGATION ON CHARACTERISTIC
PROPERTIES OF FIBRE REINFORCED CONCRETE CONTAINING
WASTE GLASS POWDER AS POZZOLANA
S.M. Chikhalikar* and S.N. Tande†
Executive Engineer, Govt. of Maharashtra, Nashik, India
e-mail: <[email protected]>
Keywords:
Fibre reinforced concrete, Glass powder, Pozzolana, Strength, Temperature;
Abstract: The production of one tone of cement liberates one tone of carbon
dioxide and it is enhancing the global warming. There is a need to replace a part
of cement by some pozzolanic material to reduce the consumption of cement and
the environmental pollution can be checked to some extent. Some of the
industrial wastes like fly ash, silica fume, blast furnace slag etc have already
established their usage in concrete. Recently the research has shown that the
waste glass can be effectively used in concrete either as glass aggregate or as a
glass pozzolana. Waste glass when grounded to a very fine powder shows some
pozzolanic properties because of silica content. Therefore the glass powder to
some extent can replace the cement and contributes for the strength development
and also enhances durability characteristics.
The main objective of this experimentation is to study the effect of replacement
of cement by waste glass powder on workability and strength properties of steel
fibre reinforced concrete. Cement is replaced by glass powder in different
percentages like 0%, 10%, 20%, 30% and 40%. Strength properties of steel fibre
reinforced concrete (SFRC) such as compressive strength, tensile strength,
flexural strength and impact strength were studied.
1
INTRODUCTION
The usefulness of fiber reinforced concrete (FRC) in various civil engineering applications is
indisputable. Fiber reinforced concrete has so far been successfully used in slabs on grade,
shotcrete, architectural panels, precast products, offshore structures, structures in seismic regions,
thin and thick repairs, crash barriers, footings, hydraulic structures and many other applications.
Compared to other building materials such as metals and polymers, concrete is significantly more
brittle and exhibits a poor tensile strength. Based on fracture toughness values, steel is at least 100
times more resistant to crack growth than concrete. Concrete in service thus cracks easily, and this
cracking creates easy access routes for deleterious agents resulting in early saturation, freezethaw
damage, scaling, discoloration and steel corrosion. The concerns with the inferior fracture toughness
of concrete are alleviated to a large extent by reinforcing it with fibers of various materials. The
______________________________
†
Associate Professor, Applied Mechanics Department, Walchand College of Engineering Sangli-416415,
Maharashtra, INDIA, e-mail: <[email protected]>
S.M. Chikhalikar and S.N. Tande
resulting material with a random distribution of short, discontinuous fibers is termed fiber reinforced
concrete (FRC) and is slowly becoming a well accepted mainstream construction material. Significant
progress has been made in the last thirty years towards understanding the short and long-term
performances of fiber reinforced cementitious materials, and this has resulted in a number of novel
and innovative applications. There are currently 200,000 metric tons of fibers used for concrete
reinforcement. Table 1 shows the existing commercial fibers and their properties. Steel fiber remains
the most used fiber of all (50% of total tonnage used) followed by polypropylene (20%), glass (5%)
and other fibers (25%).
In recent times animal hair has been used to strengthen plaster. Patent records show that
cement systems containing steel fibres were introduced early in this century. In the past 20 years,
there has been a renewed interest in the science and application of fibre reinforced concretes. The
organic and in-organic fibres can be advantageously used in concrete. In recent years, intensive
research has resulted in advances and innovation in the technology of fibres such as steel, glass,
polypropylene, carbon etc., and more basic knowledge has been gained on the behavior of cement
concrete containing these fibres.
2
LITERATURE REVIEW
The concrete industry has been making use of industrial mineral wastes like fly ash, silica fume
and blast furnace slag as pozzolana by replacing a part of cement. While Pozzolanic reaction adds to
the strength of concrete and the utilization of these materials brings about economy in concrete
manufacture. It has been estimated that several million tons of waste glasses are generated annually
worldwide. The key sources of waste glasses are waste containers, window glasses, windscreen,
medicinal bottles, liquor bottles, tube lights, bulbs, electronic equipments, etc. Only a part of this
waste glass can be recycled. A majority of the waste glass remains unutilized. The earlier research
works carried out by various researchers are as follows.
[1]
Meyer C, Egosi N. and Andela C. , in their paper entitled “Concrete with waste glass as
aggregate” have discussed about the use of waste glass as aggregate in concrete industry. This
paper discusses the various steps that need to be taken by recyclers to collect the glass,
separate it from the other materials, clean it and crush it to obtain the appropriate grading to meet
[2]
the specifications for specific applications. Bin Mu and Christian Meyer , in their paper entitled
“Flexural behavior of fibre mesh-reinforced glass aggregate concrete”, have studied the flexural
responses of concrete specimens with crushed waste glass as aggregate and reinforced either
with randomly distributed short fibres or with continuous fiber mesh, are compared for equal fibre
volume ratios. The results indicate that fibre efficiency increases with their concentration near the
tension face and fibre mesh is considerably more effective in bending than randomly distributed
[3]
fibers. Christian Meyer , in his paper entitled “Glass concrete” has studied to improve certain
[4]
properties of concrete products and create new market opportunities. Ahmad Shayan , in his
paper entitled “Value-added Utilization of Waste Glass in Concrete” has dealt with effective use of
[5]
waste glass in concrete and recycling of glass. Byars E.A., Zhu H.Y. and Morales B. , in their
paper entitled “Conglasscrete I ” have discussed about the use of waste glass as aggregate and
the possibility of ASR. Post-consumer and other waste glass types are a major component of the
solid waste stream in many countries and most is currently land filled. Ravindra Dhir, Tomdyer,
[6]
Albert tang and Yongjun cui , in their paper entitled “Towards maximizing the value and
sustainable use of glass” have dealt with minimization of waste generation and disposal by
recycling waste generation and its disposal in land fill sites is unsustainable. Caijun Shi and
[7]
Yanzhong Wu , in their paper entitled “Mixture proportioning and properties of self-consolidating
lightweight concrete containing glass powder”, have studied the design and properties of selfconsolidating lightweight concrete. Glass powder and ASTM Class F fly ash are added to produce
aggressive paste to increase the flowability and segregation resistance to the concrete. Chi Sing
[8]
Lam et al , in their paper entitled, “Enhancing the performance of pre-cast concrete blocks by
incorporating waste glass - ASR consideration”, have indicated that recycled crushed glass
[9]
(RCG) aggregate can be used in non-structural elements. Ziad Bayasi and Henning Kaiser ,
have conducted an experimental investigation on “Steel fibres as crack arrestors in concrete”.
This experiment investigates the cracking behaviour of steel fibre reinforced concrete (SFRC).
Concrete mixtures containing steel fibres in volume fractions (Vf) of 0, 0.5, 1.0, and 2.0 percent
[10]
were investigated. De Gutierrez R.M. et al , in their paper entitled “Effect of pozzolans on the
performance of fibre-reinforced mortars”, have found that randomly oriented short fibres have
been shown to increase tensile strength and retard crack propagation of cement based materials
such as fibre-reinforced mortars for diverse applications, especially in aggressive environments.
S.M. Chikhalikar and S.N. Tande
3 TYPES OF FIBRES
a) Metallic Fibres: Some of the metallic fibres used in concrete are steel fibre, low carbon steel fibre,
galvanized iron fibre and aluminum fibre. Among these fibres steel fibre is one of the most commonly
used fibres.Steel fibres for use in concrete are available in different shapes, sizes and types. Many
different types of fibres, with round, rectangular and crescent shaped cross sections are commercially
available. They range in ultimate strength from 345 to 2070 MPa. Fibre size ranges from 13 × 0.25
mm to 64 × 0.76 mm.
b) Non Metallic Fibres: In this classification we come across many fibres such as asbestos, glass,
carbon, polypropylene, recron, nylon, acrylic, aramid, kevlar, coconut coir, sisal, sugar cane bagasse,
bamboo, jute, wood and vegetables. Among these fibres glass, carbon and polypropylene fibre are
most commonly in use.
i. Glass Fibres: Glass fibre is a recent introduction in making fibre concrete. Commonly used glass
fibres are round and straight and have diameters of 0.0005 to 0.015 mm, but these fibres may be
bonded together to produce glass fibre elements with diameters of 0.13 to 1.3 mm. It has very high
2
tensile strength of 1020 to 4080 N/mm .
ii. Carbon Fibres: These fibers are very small in diameter and are generally used in shorter lengths.
They are also manufactured as continuous mats and continuous straight fibres. They can be
manufactured in strength as high as steel with a density only one-fifth that of steel.
iii. Polypropylene Fibres: Polypropylene fibres are specially engineered for use in concrete and mortar
as a micro reinforcement system. They posses very high tensile strength, but their low modulus of
elasticity and higher elongation do not contribute to the flexural strength.
iv. Asbestos Fibres: Asbestos fibres have a thermal, mechanical and chemical resistance making it
suitable for sheets, pipes, tiles and corrugated roofing elements. Asbestos cement products contain
about 8 to 16 percent by volume of asbestos fibres.
4 PROPERTIES OF STEEL FIBRE REINFORCED CONCRETE
a) Compressive Strength: Compressive strength is little influenced by steel fibre addition, with
increase in strength ranging from 0 to 15 percent for up to 1.5 percent volume of fibres. It is mainly
controlled by the concrete matrix design.
b) Tensile Strength: Effect depends on alignment , aspect ratio, smoothness etc, increases upto133%
& for randomly dispersed fibres upto 60%.
c) Flexural Strength: Elements incorporating steel fibres have higher flexural stiffness (reduced
deflections) and smaller crack widths when subjected to service loads. Increase in flexural strength
is ranging from 0 to 20 percent up to 1.5 percent by volume of fibres.
d) Toughness: The toughness indices for SFRC vary greatly depending on the position of the crack,
the type of fibre, aspect ratio, the volume fraction of the fibre and the distribution of the fibres.
Significant increase in the toughness of concrete with fibres, sustains multiple hammer blows
without breaking into pieces as compared with normal concrete. It can be demonstrated by loading
SS beam (structural integrity is not lost)
e) Corrosion: When using steel fibres in concrete, attention has to be given to the question of
corrosion of the fibres. As the steel volume locally is very small when fibres are used, only limited
expansion forces develop due to the corrosion and normally no spalling occurs.
f) Creep & Shrinkage: The addition of steel fibres decreases the shrinkage and creep.
5 MATERAILS USED
The Main objective of this experimentation is to study the effect of replacement of cement by
waste glass powder on workability and strength properties of steel fibre reinforced concrete.
Cement is replaced by glass powder in different percentages like 0%, 10%, 20%, 30% and 40%.
Strength properties of steel fibre reinforced concrete (SFRC) such as compressive strength,
tensile strength, flexural strength and impact strength were studied. The following materials are
used for experimentation to study durability and strength properties of fibre reinforced concrete
containing waste glass powder as pozzolana with proper mix-design carried out based on individual
material properties.
S.M. Chikhalikar and S.N. Tande
• Cement: 43 grade Ordinary Portland Cement (OPC) with specific gravity of 3.15, initial setting
time 100 minutes, final setting time 300 minutes,7days compressive strength 35 MPa and 28
days compressive strength 48 MPa, complying with IS:8112-1989
IS:8112 1989 was used.
• Fine aggregate: Locally available sand with specific gravity of 2.62 falling under zone II
complying with IS:383-1970
1970 was used.
• Coarse aggregate: Locally available coarse aggregate with specific gravity of 2.93 complying
with IS:383-1970 was
as used.
• Superplasticiser: Conplast SP430 complying with IS:9103 and IS:2645-1975
IS:2645
was used.
Dosage used was 1% by weight of cement.
• Glass powder: Obtained by crushing the waste glass in a cone crusher mill and sieved through
600 micron sieve was used.
• Steel
el fibres: Corrugated steel fibres of length=40 mm, width=2.2 mm, thickness=0.5 mm and
aspect ratio=80 were used.
• The mix design has been carried out for M20 grade as per IS 10262-1982
10262 1982 and mix proportion
is 0.45 : 1: 1.34: 3.2
6
TEST RESULTS
Table 1 shows the experimental test results for workability, initial & final setting time and
compressive strength of steel fibre reinforced concrete (SFRC) with 0%, 10%, 20%, 30% and 40%
replacement of cement by glass powder. It also indicates the percentage increase
increase or decrease in
compressive strength of concrete. Fig.1, Fig.2, Fig.3 and Fig.4 shows the graphical variation of slump,
compaction factor, Vee Bee degree and compression strength of SFRC respectively for various
percentage such as 0%, 10%, 20%, 30% and
and 40% replacement of cement by glass powder.
% replacement of
cement by waste
glass powder
Slump
in mm
Compaction
factor
Vee bee Initial
degree setting
in (sec.) time
(min.)
Final
setting
time
(min.)
Compressive % increase
strength (fck) or decrease
(MPa)
in fck
0%
80
0.81
110
40
420
36.12
-
10%
100
0.82
70
42
425
37.54
+4
20%
125
0.84
60
48
440
41.91
+16
30%
115
0.83
68
52
450
39.53
+9
40%
100
0.80
75
60
470
33.56
-7
Table 1: Workability, Initial & Final Setting time and Compressive
Compressive strength test results of SFRC
Fig.1: Variation of slump
Fig.2: Variation of compaction factor
S.M. Chikhalikar and S.N. Tande
Fig.3: Variation of Vee Bee degree
Fig.4: Variation of compressive
compressive strength of SFRC
Table 2 shows the experimental test results for tensile strength and flexural strength along with
percentage increase or decrease in tensile and flexural strength for steel fibre reinforced concrete
(SFRC) with 0%, 10%, 20%, 30%
% and 40% replacement of cement by glass powder.
Fig.5 and Fig.6 shows the graphical variation of tensile and flexural strength of SFRC respectively for
0%, 10%, 20%, 30% and 40% replacement of cement by glass powder.
% replacement of
cement by glass
powder
Tensile
strength(MPa)
% increase or
decrease in tensile
strength
Flexural
strength(MPa)
% increase or
decrease in flexural
strength
0%(Ref. mix)
5.93
-
6.10
-
10%
6.09
+3
6.74
+10
20%
6.64
+12
7.42
+22
30%
6.49
+9
6.18
+1
40%
5.84
-2
5.44
-11
Table 2: Results of tensile strength and flexural strength
Fig.5: Variation of tensile strength of SFRC
Fig.6: Variation of flexural strength of SFRC
S.M. Chikhalikar and S.N. Tande
Table 3 shows the experimental test results for average impact energy and percentage increase or
decrease in impact energy required to cause first crack and final failure with respect to reference mix
for 0%, 10%, 20%, 30% and 40% replacement of cement by glass powder.
Fig.7 shows the graphical variation
variation of impact strength of SFRC for 0%, 10%, 20%, 30% and 40%
replacement of cement by glass powder.
Percentage
replacement of
cement by
glass
powder
Average impact energy
required to cause
(N
(N-m)
first crack
final failure
first crack
final failure
0%(Ref. mix)
4551.16
4945.42
-
-
10%
5166.66
5385.16
+14
+9
20%
5823.83
6325.65
+28
+28
30%
5443.42
5955.25
+20
+20
40%
4952.33
5830.75
+9
+18
Percentage increase or decrease in impact energy
with respect to reference mix.
Table 3: Results of impact strength
Fig.7: Variation of impact strength of SFRC
7 THEORETICAL FORMULATION
The mathamatical formulation for calculation of compressive
compressiv strength, tensile strength, flexural
strength and impact strength is developed as follows,
Mathematical modeling for compressive strength
σcus = 0.96(4E-05x4 - 0.0036x3 + 0.0924x2 - 0.444x + 36.089)
Where
σcus = Compressive strength of steel fibre reinforced concrete
Mathematical modeling for tensile strength
σts = 0.96(4E-06x4 - 0.0004x3 + 0.0116x2 - 0.0602x + 5.9282)
Where σts = Tensile strength of steel fibre reinforced concrete
Mathematical modeling for flexure strength
σfs = 0.98(4E-06x4 - 0.0003x3 + 0.0033x2 + 0.0724x + 6.0722)
Where σfs = Flexural strength of steel fibre reinforced concrete
S.M. Chikhalikar and S.N. Tande
Mathematical modeling for impact strength
σis = 0.98(0.0031x4 - 0.295x3 + 6.9876x2 + 12.956x + 4924.6)
Where σis = Impact strength of steel fibre reinforced concrete
x = Percentage replacement of cement by waste glass powder
8 TEST RESULTS OF SFRC CONTAINING WASTE GLASS POWDER AS POZZOLANA WHEN
SUBJECTED TO SUSTAINED ELEVATED TEMPERATURES
For the resistance to sustained elevated temperature, specimens after 60 days of curing were
transferred to an oven where in a temperature of 300˚C and 550˚C was maintained for 12 hours.
Before transferring them into the oven they were weighed accurately. After subjecting them to 300˚C
and 550˚C for 12 hours they were cooled and again weighed accurately. The percentage weight loss
was calculated and the specimens were tested for their respective strengths. Table 4, 5, and 6 shows
results for copmressive, tensile and flexural strength respectively for SFRC subjected to 0˚c, 300˚C for
12 hours and 550˚C for 12 hours with 0%, 10%, 20%, 30%, 40% and 50% replacement of cement by
glass powder.
%
replaceme
nt of
cement by
glass
powder
0%
SFRC without
subjecting to temp
Compressi %
ve strength increas
(MPa)
e or
decreas
e of
comp
strength
36.12
-
SFRC subjected to 300˚C for 12 hours
SFRC subjected to 550˚C for 12
hours
Average Comp Percentag %
Average Comp %
%
percentag strengt e
decreas percentag strengt increas decreas
e weight h
increase e of
e weight h
e or
e of
loss
(MPa) or
comp
loss
(MPa) decreas comp
decrease strength
e of
strength
of comp
comp
strength
strength
7.77
35.53
2
8.58
33.27
8
10%
37.54
+4
6.78
35.93
+1
5
7.45
35.09
+5
7
20%
41.91
+16
6.10
40.44
+14
4
7..27
38.65
+16
8
30%
39.53
+9
6.39
38.33
+8
3
7.49
36.44
+9
8
40%
33.56
-7
6.60
30.06
-15
10
7.85
29.61
-11
12
50%
32.22
-11
7.06
28.44
-20
12
8.12
27.77
-17
14
Table 4: Results of compressive strength
%
replaceme
nt of
cement by
glass
powder
SFRC without
subjecting to
temp
Tensil
%
e
increas
strengt
e or
h
decrea
(MPa)
se of
tensile
strengt
h
SFRC subjected to 300˚C for 12 hours
Average Tensil
percenta
e
ge weight strengt
loss
h
(MPa)
%
increas
e or
decrea
se of
tensile
strengt
h
SFRC subjected to 550˚C for 12 hours
%
Average Tensil
decreas percenta
e
e of
ge weight strengt
tensile
loss
h
strength
(MPa)
when
subject
ed to
temp.
25
9.76
3.73
%
increas
e or
decrea
se
of
tensile
strengt
h
%
decreas
e of
tensile
strength
when
subject
ed to
temp.
37
0%
5.93
-
7.94
4.45
10%
6.09
+3
6.60
4.90
+10
20
8.22
3.93
+5
35
20%
6.64
+12
6.17
5.28
+19
20
7.59
4.71
+26
29
30%
6.49
+9
6.71
5.04
+13
22
7.64
4.45
+19
31
40%
5.84
-2
7.33
4.62
+4
21
8.60
3.42
-8
41
50%
5.73
-3
7.47
4.48
-1
22
9.65
3.25
-13
43
Table 5: Results of tensile strength
S.M. Chikhalikar and S.N. Tande
%
SFRC without
SFRC subjected to 300˚C for 12 hours SFRC subjected to 550˚C
550 for 12 hours
subjecting to
replaceme
nt of
temp
cement by Flexur
%
Average Flexur
%
%
Average Flexur
%
%
glass
al
al
increas percenta
al
increas decreas percenta
increas decreas
powder
strengt
e or
e or
e of
ge weight strengt
e or
e of
ge weight strengt
h
decreas
loss
h
decreas flexural
loss
h
decreas flexural
(MPa)
e of
e of
strength
(MPa)
e of
strength
(MPa)
flexural
flexural
when
flexural
when
strength
strength subjecte
strength subjecte
d to
d to
temp.
temp.
0%
6.10
7.95
4.70
23
8.79
3.70
39
10%
6.74
+10
7.36
4.90
25
27
8.15
3.90
+5
42
20%
7.42
+22
6.09
5.40
+15
27
6.57
4.60
+24
38
30%
6.18
6.51
5.00
+6
19
7.36
4.00
+8
35
+1
40%
5.44
-11
7.56
4.80
+2
12
7.75
3.90
+5
28
50%
5.00
-18
7.79
4.60
-2
8
8.15
3.62
-2
28
Table 6: Results of flexural strength
Graph 8, 9 & 10 shows graphical variation of copmressive, tensile and flexural strength respectively
for SFRC subjected to 0˚c, 300˚C
˚C for 12 hours and 550˚C for 12 hours with 0%, 10%, 20%,
20% 30%, 40% and
50% replacement of cement by glass powder.
Fig.8: Variation of compressive strength of SFRC with
& without subjecting to sustained elevated temperature
Fig.9: Variation of tensile strength of SFRC with &
without subjecting to sustained
ed elevated temperature
Fig 10: Variation of flexural strength of SFRC with and without subjecting to sustained elevated temperature
S.M. Chikhalikar and S.N. Tande
8 CONCLUSIONS
The following conclusions are drawn based on the experimental results:
1. The 20% replacement of cement by waste glass powder will result in higher strengths for SFRC.
2. The 20% replacement of cement by waste glass powder gives better workability to SFRC.
3. The initial setting time and final setting time increases with the increase in percentage replacement
of cement by waste glass powder
4. The mathematical equations can be used to find the strengths of SFRC
5. Higher strengths can be achieved when 20% cement is replaced by glass powder in SFRC.
6. The 20% replacement of cement by glass powder in SFRC induce better resistance to sustained
elevated temperature of 300˚C for 12 hours
7. The 20% replacement of cement by glass powder in SFRC induce better resistance to sustained
elevated temperature of 550˚C for 12 hours
8. Strength properties will be seriously affected when SFRC produced by replacing cement by glass
powder is subjected to sustained elevated temperature of 550˚C for 12 hours.
9. The use of glass powder as pozzolana can be recommended where the steel fibre reinforced
concrete structures are subjected to a temperature range of 300˚C to 550˚C such as ovens.
REFERENCES
[1]
[2]
[3]
[4]
[5]
[6]
[7]
[8]
[9]
[10]
[11]
[12]
[13]
[14]
[15]
[16]
Meyer C, Egosi N. and Andela C., Concrete with waste glass as aggregate, Proceedings of
ICFRC International Symposium Concrete Technology Unit of ASCE and University of Dundee,
March 2001.
Bin Mu and Christian Meyer, Flexural behavior of fiber mesh-reinforced glass aggregate
concrete, ACI Material Journal, Septemer-October 2002, pp 425-433
Christian Meyer, Glass concrete, Concrete International, June 2003, pp 55-58.
Ahmad Shayan and Aimin Xu, Value-added utilization of waste glass in concrete, Cement and
Concrete Research 34(2004) 81-89.
Byars E.A., Zhu H.Y. and Morales B. (2004), Conglasscrete I ,The Waste & Resources Action
Programme, March 2004, www.wrap.org.uk.
Ravindra Dhir, Tomdyer, Albert tang and Yongjun cui, Towards maximizing the value and
sustainable use of glass, The Waste & Resources Action Programme, January 2004,
www.wrap.org.uk.
Caijun Shi and Yanzhong Wu, Mixture proportioning and properties of self-consolidating
lightweight concrete containing glass powder, ACI Material Journal, Septemer-October 2002, pp
355-363.
Chi Sing Lam, Chi Sun Poon and Dixon Chan, Enhancing the performance of pre-cast concrete
blocks by incorporating waste glass - ASR consideration, Cement and Concrete Composites
29(2007) 616-625
Ziad Bayasi and Henning Kaiser., Steel Fibres as Crack arrestors in Concrete, The Indian
Concrete Journal, March2001, pp.215-219.
De Gutierrez R.M., Diaz L.N. and Delvasto S., Effect of pozzolans on the performance of fiberreinforced mortars, Cement and Concrete Composites 27 (2005) pp 593-598
B.R. Patagundi and K.B. Prakash, Effect of chloride and sulphate attack on the properties of
concrete containing waste glass powder as pozzolana, Indian Concrete Journal, Dec. 2008
nd
Nemkumar Banthia, Fiber Reinforced Concrete, proc.,2
interanational symp.Concrete
technonlogy for Sustainable development with Emphasis on Infrastructure, Hyderabad ,India
feb27 to March3 , 2005.pp.333-349.
IS : 10262-1982 “Recommended guide line for concrete mix design”.
SP 23: 1982 Hand book on concrete mixes
IS 456:2000 Plain and Reinforced Concrete-Code of practice
IS 9013:1978 Method of making, curing and determining compressive strength of cured concrete
test specimen.