EXPERIMENTAL STUDY ON STRENGTHCHARACTERISTICS OF BASALT FIBRE CONCRETE

1. EXPERIMENTAL STUDY ON STRENGTH
CHARACTERISTICS OF BASALT FIBRE CONCRETE
B. Mohan Babu1
CH. Sreenivas2
1
assistant professor Malla Reddy engineering college and management
2
PG Student Structural Engineering Distance, Osmania University
Abstract:
Research on the experimental investigation of basalt fibre concrete was carried out in the research
paper 'Experimental study on strength characteristics of basalt fibre concrete'. The present paper
focuses on the relation between compressive strength, tensile strength, basic concrete and concrete
using M50 grade concrete basalt fibres. In order to increase the tensile strength of concrete, different
types of fibres are used, such as steel, biomass, polypropylene and glass. Cubes, beams and
cylindrical specimens were cast at various proportions of 0%t, 1.0%, 2.0% and 3.0% to the weight of
the cement, based on laboratory studies on basalt fibre concrete. The results obtained show that, at 28
days, the compressive strength and tensile strength of basalt fibre concrete have improved
substantially compared to that of plain concrete.
Key words: basalt fiber concrete, compressive strength, split tensile strength.
1.INTRODUCTION
The world's most common building material is human-made concrete. As we know, in compression,
the concrete is strong but poor in stress. Different forms of fibres are applied to the concrete mix to
improve the tensile strength of the concrete. We concentrate on one of the recent developments
known as basalt fibres of these different fibres to improve the tensile strength of concrete and it also
serves as the great resistance to cracking. A French scientist was given the first patent disclosing the
technique of making basalt fibre, and the work was subsequently initiated in the USSR. Basalt fibres
come from basalt rock, which is a type of igneous rock. Basalt fibre is formed by rapid basalt rock
cooling, which contains 50-60% SiO2. It has some special properties in terms of tensile strength,
elastic module, percentage of elongation compared to those of the various other fibres.
1.1 Properties of ballast fiber:
A relative newcomer to fibre reinforced polymers (FRPs) and structural composites is basalt fibre. It
has a similar chemical composition to glass fibres, but a stronger strength, and is highly resistant to
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2. alkaline, acidic and salt attacks and a good candidate for concrete, bridge or shoreline designs, unlike
the majority of glass fibres.
S.NO PROPERTY VALUE
1 Tensile strength 4.84 GPa
2 Elastic modulus 89 GPa
3 Elongation at break 3.15%
4 Density 2.7 g/cm³
Table 1 properties of basalt fiber
Figure 1 basalt fiber
2. EXPERIMENTAL WORKS:
2.1 Cement
The cement works to bind the compounds and the sand to a homogenous mixture in a concrete. For
the casting of the specimen, ordinary Portland cement 53 grade confined to IS: 12269-2013 was used
in this article.
S.No DESCRIPTION OF TEST
TEST RESULTS
IS LIMITS REMARKS
1. Fineness 99% >90% Good
2. Specific gravity 3.08 3.15 Good
3. Standard consistency 32% 26-33% Acceptable
4. Initial setting time 33 min >30 min Acceptable
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3. 5. Final setting time 110 min <600 min Good
6. Compressive strength 35.51N/mm² >27N/mm² Good
Table 2 Physical properties of cement
2.2 Fineaggregates
Aggregates are the main concrete materials that make up between 70-75 percent of the total
amount. For the casting of specimens, local sand confining to zone III was used as defined in
IS:383-1970.
S.No PHYSICAL PROPERTY TEST RESULTS IS LIMITS REMARKS
1. Specific gravity 2.7 2.6-2.8 Good
2. Fineness modulus 2.3 2-4 Acceptable
Table 3 physical properties of fine aggregates
2.3 Coarseaggregates
In this paper, crushed stone aggregates of 20mm & 16mm(base course) are used confining to IS:
383-1970.
S.No PHYSICAL PROPERTY TEST
RESULTS
IS LIMITS REMARKS
1. Specific gravity 2.54 2.5-3.0 Good
2. Aggregate impact valve 22.58% >30% Acceptable
3 Aggregate crushing valve 22.58% >30% Acceptable
4 Aggregate abrasion valves 16.82% <30% Acceptable
Table 4 physical properties of coarse aggregates
2.4 Water
Water distributes cement uniformly in the concrete mix and reacts to cement, which contributes to the
formally named CSH gel of calcium silicate hydrate. In this study, potable water was used for casting
concrete specimens confined to IS: 456-2000.
3. MIX DESIGNS
The design mixing process can be defined as a process for selecting suitable concrete materials, such
as cement, aggregates, water and establishing their relative proportions as economically as possible
with the object to produce the necessary minimum strength, functionality and durability. In the above
concepts, the function of design can be seen in two ways. The first target is to obtain the minimum
strength and longevity stipulated. The second target is to create the most economical concrete.
Standard grade concrete M50 is the grade of concrete used in the present investigation. Using IS
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4. 10262-2009, the mix proportions are designed for standard grade concrete. The percentages of the
combinations are as follows.
GRADE: M50
Type of cement: OPC 53
Maximum water cement ratio: 0.40
Exposure condition: Severe
Workability: 100mm
Step 1: Target strength for mix proportioning
fck¹ = fck+(1.65s)
Where fck¹ - target average compressive strength at 28 days
fck - characteristic compressive strength at 28 days, and
s - Standarddeviation.
fck¹= 50+1.65 x 5 (s is taken as 5 from table 1)
= 58.25 N/mm²
Step 2: Selection of water cement ratio
From table 5 of IS 456,
W/C= 0.40 (Even super plasticizers are used)
Max. W/C =0.5
0.40 <0.5 (ok)
Step 3: Selection of water content
From table 2 of IS 10262-2009
Maximum water content for 20mm aggregate = 186 litre
Estimated W/C for 100mm slump = 186 +6
Step 4: Calculation of cement content
Water cement ratio = 0.40
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5. Cement content = 197/0.40 = 492.5 kg/m³
Min cement content = 320 kg/m³ (From table 5 of IS 456)
492.5 kg/m³ > 320 kg/m³
Hence ok.
Step 5: Proportioning of coarse and fine aggregates
Volume of coarse aggregate for W/C ratio of 0.5 = 0.62
But present W/C ratio is 0.40, thus the fine aggregate is increased at rate 0.01 for every change in
W/C ratio.
But present W/C ration is 0.40,thus the volume of coarse aggregate is increased at the rate of 0.01 for
every 0.05 decrease in W/C ratio.
For 0.05 decrease – 0.01 increase
For 0.1 decrease – 0.02 increase
The volume of coarse aggregate, thus, is 0.62+(2*0.01) =0.64.
Volume of fine aggregate is (1-0.64) =0.36
Step 6: Mix calculations:
Materials required for 1 cubic meter of concrete are:
❶. volume of concrete =1m
❷. volume of cement =
𝑚𝑎𝑠𝑠𝑜𝑓𝑐𝑒𝑚𝑒𝑛𝑡
𝑠𝑝𝑒𝑐𝑖𝑓𝑖𝑐𝑔𝑟𝑎𝑣𝑖𝑡𝑦𝑜𝑓𝑐𝑒𝑚𝑒𝑛𝑡
×
1
1000
=
492.5
3.08
×
1
1000
= 0.1599 𝑚3
❸. volume of chemical admixture =
𝑚𝑎𝑠𝑠𝑜𝑓𝑐 𝑕𝑒𝑚𝑖𝑐𝑎𝑙𝑎𝑑𝑚𝑖𝑥𝑡𝑢𝑟𝑒
𝑠𝑝𝑒𝑐𝑖𝑓𝑖𝑐𝑔𝑟𝑎𝑣𝑖𝑡𝑦𝑜 𝑓𝑐𝑕𝑒𝑚𝑖𝑐𝑎𝑙𝑎𝑑𝑚𝑖𝑥𝑡𝑢𝑟𝑒
×
1
1000
=
7
1.145
×
1
1000
= 0.006
𝑚3
❹.volume of water =
𝑚𝑎𝑠𝑠𝑜𝑓𝑤𝑎𝑡𝑒𝑟
𝑠𝑝𝑒𝑐𝑖𝑓𝑖𝑐𝑔𝑟𝑎𝑣𝑖𝑡𝑦𝑜𝑓𝑤𝑎𝑡𝑒𝑟
×
1
1000
197
1
×
1
1000
= 0.197 𝑚3
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6. ❺.volume of all in aggregate = 1-[❷+❸+❹]
=1 – [0.1599+0.006+0.197]
=0.6371
❻ . mass of coarse aggregate = ❺× 𝑣𝑜𝑙𝑢𝑚𝑒𝑜𝑓𝐶𝐴 ×
𝑠𝑝𝑒𝑐𝑖𝑓𝑖𝑐𝑔𝑟𝑎𝑣𝑖𝑡𝑦𝑜𝑓𝐶𝐴 × 1000
=0.6371× 0.64× 2.54× 1000
=1035.66
𝑘𝑔
𝑚3
❼mass of fine aggregate =❺× 𝑣𝑜𝑙𝑢𝑚𝑒𝑜𝑓𝐹𝐴 × 𝑠𝑝𝑒𝑐𝑖𝑓𝑖𝑐𝑔𝑟𝑎𝑣𝑖𝑡𝑦𝑜𝑓𝐹𝐴 × 1000
=0.6371× 0.36 × 2.7 × 1000
=602.05
𝑘𝑔
𝑚3
Step 7: Mix proportion:1:1.22:2.10: 0.4
For 1 cubic meter of concrete:
Cement: 492.5
𝑘𝑔
𝑚3
Fine aggregate: 602.05
𝑘𝑔
𝑚3
Coarse aggregate: 1035.66
𝑘𝑔
𝑚3
Water: 197
𝑘𝑔
𝑚3
3.1 mixing:
Concrete mixing is clearly defined as the complete blending of the materials necessary for
homogenous concrete production. Careful blending of high-quality, standardised concrete is important
for the production. For this purpose, equipment and methods should be able to mix concrete materials
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7. that contain the largest specified compound effectively so that the lowest practical slumps are created
uniformly.
3.2casting:
Casting is the process by which the mix is poured into a mould containing a desired hollow cavity,
and solidified. Also known as casting is the solidified component.
3.3 placing and compacting
Following mixation, fill the cube and cylindrical moulds immediately after adding graiss on all sides
and then position the concrete and compact it manually or by vibration. Any air trapped in the
concrete will reduce the strength of cube. Care shall be taken not to overly compress as this might
cause the mixture to isolate the aggregates and cement paste. The compressive intensity can also be
decreased.
For maximum concrete compactation, the applied vibration by either the roll or the vibrating table
should be of minimum length. As soon as the concrete surface becomes relatively smooth, vibration
should cease and air bubbles avoid forming on the cement surface of the mould. If the mould is too
complete, the overconcrete cannot be removed by scraping the top surface during finishing because
this eliminates the cement paste which has been applied to the top and leaves the concrete short. The
right thing to do is to use a trowel corner to take a fair sample of the entire concrete to finish the area
by scooping.
The mould should be held aside and labelled until the compaction is done to label the sample for
grade and basalt fibre.
3.4 demoulding
Test cubes should be removed within 20-24 hours of being made. Take the mould off absolutely when
the cube is removed. Be careful not to damage the cube as compressive strength can be decreased if
any cracking occurs. The mould must be removed, and the grate or dirt must not accumulate between
the flanks, because it will not match the two halves correctly and leaks will occur through the joint
and an irregularly formed cube. The mould must be removed.
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8. Figure 2 demoulding of concrete cubes and cylinders
3.5 curing:
Curing is the phase in which the concrete is preserved from moisture loss and retained within a safe
range of temperature. Increased strength and reduced permeability are the product of this process. In
minimising cracks in the concrete, which have a significant effect on toughness, curing is also a key
player. Care must be taken to properly cure concrete, to achieve the highest strength and hardness, to
maintain a regulated temperature and humid environment throughout this period of time. Properly
curing concrete contributes to higher strength and decreased permeability and prevents cracking if the
concrete dries out early. Scaling, decreased strength , low abrasion resistance and cracking are caused
by improper curing. The healing in the healing tank is performed here.
4 RESULTS&DISCUSSIONS:
4.1 test for compressive strength:Compressive strength of cube specimens is evaluated in
compliance with IS 515: 1959. The compressive strength of the cubes is determined after a healing
time of 7 days. The specimen is put in the testing machine for compression and load is applied until it
fails.
Compressive strength =
𝐿𝑜𝑎𝑑 𝑎𝑡𝑓𝑎𝑖𝑙𝑢𝑟𝑒
𝐴𝑟𝑒𝑎 𝑜𝑓𝑐𝑢𝑏𝑒
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9. 4.2 test for split tensile strength:Cylindrical specimens were tested according to IS16:1999 for
split tensile strength. The test is carried out by horizontally positioning the cylindrical specimen in
CTM, which are used to help the tubes. After 7 days of cure, samples are tested.
Figure 3 compressive machines
S.NO GRADE % OF
BASALT
COMPRESSIVE
STRENGTH
SPLIT TENSILE
STRENGTH
7 DAYS 28DAYS
1. M0 0% 36.07 6O.12 3,16
2. M1 1% 37.73 62.88 3.49
3. M2 2% 40.23 67.04 4.46
4. M3 3% 40.05 67.5 4.5
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10. Table 5 strengths of basalt fiber concrete
Graph 1 compressive strength of basalt fiber concrete
Graph 2 tensile strength of basalt fiber concrete
0
10
20
30
40
50
60
70
80
0 1 2 3
Compressive
strength
of
concrete
percentages of ballast fibers mixed
compressive strength of ballast fiber concrete mix M 50
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5
0 1 2 3
Tensile
strength
of
concrete
Percentages of ballast mixed in concrete
Splite tensile strength of basalt fiber concrete M50
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11. 5 CONCLUSIONS
Compared to traditional concrete of the same grade, the following findings are drawn from detailed
experimental studies performed on the action of M-50 grade concrete reinforced with basalt fibres.
Basalt fibre addition: Basalt fibres are derived from igneous rock that occurs naturally and are easily
obtained because of the abundance of the parent rock.
Studies on compressive strength and m-50 grade concrete split tensile strength:
The following improvements in the strength parameters of concrete have been demonstrated by basalt
fibres applied to the concrete. It is noted that with 3% basalt fibre addition to the M-50 grade
concrete, the compressive strength of concrete increased by 12% at 28 days compared to the
traditional M-50 grade concrete. It is also noted that there is a substantial improvement in the split
tensile strength of concrete with a 3% addition of basalt fibres to the M-50 grade concrete.
It can be inferred from the above statements that the addition of basalt fibres to the concrete can be
performed in order to achieve an overall improvement in m-50 grade concrete strength characteristics.
REFERENCES
1. Concrete technology by M .S .SHETTY , S. Chand and company ltd.
2. Concrete technology by M . L. GAMBHIR , Tata Mc Graw Hill Education Private Limited.
3. IS : 10262-2009, Concrete mix proportioning – guidelines , First revision.
4. IS : 456-2000, Plain and Reinforced Concrete – code of practices , Fourth revision.
5. IS : 2386-1963 , Methods of test for aggregates of concrete.
6. IS : 2720-1973 , Methods of test for soils ,Second revision.
7. IS: 4031 -1988 – Methods of physical tests for hydraulic cement
8. IS: 383 – 1970 – Specification for Coarse and Fine Aggregates from natural sources for
concrete, Second revision.
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