227
CHAPTER – VI
6.1 CONCLUSIONS AND RECOMMENDATIONS
The Following Conclusions are drawn from the Experimental
investigation in Present Thesis
6.1.1 A reduction in bleeding is observed by addition of glass fibre
in the glass fibre concrete mixes.
6.1.2 A reduction in bleeding improves the surface integrity of
concrete, improves its homogeneity, and reduces the
probability of cracks
6.1.3 The percentage increase of compressive strength of various
grades of glass fibre concrete mixes compared with 28 days
compressive strength is observed to be 8 to 27%.
6.1.4 The percentage increase of flexural strength of various
grades of glass fibre concrete mixes compared with 28 days
flexural strength is observed to be 9 to 25%.
6.1.5 The percentage increase of split tensile strength of various
grades of glass fibre concrete mixes compared with 28 days
split tensile strength is observed to be 5 to 25%.
6.1.6 The variation in compressive strength of glass fibre concrete
mixes are observed to be 15 to 20% when compared with
ordinary concrete mixes.
6.1.7 The variation in flexural strength of glass fibre concrete
mixes are observed to be 14 to 19% when compared with
ordinary concrete mixes.
228
6.1.8 The variation in split tensile strength of glass fibre concrete
mixes are observed to be 13 to 18% when compared with
ordinary concrete mixes.
6.1.9 The decrease in compressive strength of ordinary concrete
mixes in comparison with zero thermal cycles for 500 C are
observed to be varied from 14 to 23 % for 28, 56, 90, and
180 thermal cycles.
6.1.10 The decrease in compressive strength of ordinary concrete
mixes in comparison with zero thermal cycles for 1000 C are
observed to be varied from 19 to 31 % for 28, 56, 90, and
180 thermal cycles.
6.1.11 The decrease in compressive strength of glass fibre concrete
mixes in comparison with zero thermal cycles for 500 C are
observed to be varied from 13 to 22 % for 28, 56, 90, and
180 thermal cycles.
6.1.12 The decrease in compressive strength of glass fibre concrete
mixes in comparison with zero thermal cycles for 1000 C are
observed to be varied from 17 to 28 % for 28, 56, 90, and
180 thermal cycles.
6.1.13 The percentage decrease of compressive strength will be
higher for higher exposure time and temperature.
6.1.14 A gradual reduction in strength was found with increase in
temperature from 200o C to 600o C for duration of 4, 8 and
12 hours in ordinary concrete mixes.
229
6.1.15 The percentage weight loss of ordinary concrete mixes after
exposure of the specimens to 600o C for 12 hrs duration are
observed to be varied from 4.5 to 4.9.
6.1.16 The percentage decrease of compressive strength of glass
fibre concrete mixes will be higher for higher exposure time
and temperature.
6.1.17 The loss of compressive strength in ordinary concrete mixes
are more than glass fibre concrete mixes.
6.1.18 A gradual reduction in strength was found with increase in
temperature from 200o C to 600o C for duration of 4, 8 and
12 hours in glass fibre concrete mixes.
6.1.19 The percentage decrease of compressive strength was found
lower with increase in temperature from 200o C to 600o C for
duration of 4, 8 and 12 Hours for glass fibre concrete mixes
when compared to ordinary concrete mixes.
6.1.20 The percentage weight loss of glass fibre concrete mixes after
exposure of the specimens to 600o C for 12 Hrs duration are
observed to be varied from 4.2 to 4.6.
6.1.21 Glass fibre concrete mixes are observed to give higher
strengths on thermal effect than ordinary concrete mixes.
6.1.22 The pulse velocity of ordinary concrete mixes at room
temperature are observed to be varied from 4350 to 4450
m/s.
230
6.1.23 The pulse velocity of Glass fibre concrete mixes at room
temperature are observed to be varied from 4362 to 4480
m/s.
6.1.24 The pulse velocity of ordinary concrete mixes after exposing
the specimens to 600o C for 12 hrs duration are observed to
be varied from 2700 to 4010 m/sec at 600o C for 12 hrs
duration.
6.1.25 The pulse velocity of Glass fibre concrete mixes after
exposing the specimens to 600o C for 12 hrs duration are
observed to be varied from 2720 to 2785 m/sec at 600o C for
12 hrs duration.
6.1.26 In Non Destructive Testing by ultrasonic pulse velocity test
there is no much variation in the time of travel for glass fibre
concrete mixes.
6.1.27 The percentage weight loss of ordinary concrete mixes after
immersing in 5% Hcl solution increases corresponding to the
time.
6.1.28 The percentage weight loss of ordinary concrete mixes after
immersing in 10% Na2SO4 is observed to be nil for any period
of time. This shows that concrete mixes of all the grades can
have the resistance against Na2SO4 solution.
6.1.29 The percentage weight loss of ordinary concrete mixes after
immersing in 5% H2SO4 solution increases corresponding to
the time.
231
6.1.30 The percentage weight loss of glass fibre concrete mixes after
immersing in 5% Hcl solution increases corresponding to the
time.
6.1.31 The percentage weight loss of glass fibre concrete mixes after
immersing in 10% Na2S04 is observed to be nil for any period
of time. This shows that glass fibre concrete mixes of all the
grades can have the resistance against Na2S04 solution.
6.1.32 The percentage weight loss of glass fibre concrete mixes after
immersing in 5 % H2SO4 solution increases corresponding to
the time.
6.1.33 The performance of GFC increased with regard to durability.
6.1.34 Chloride permeability of glass fibre concrete shows less
permeability of chlorides for higher grade of concrete.
6.1.35 The RCPT is moderate for M30 grade of concrete for 0% GFC
6.1.36 For M50 grade of concrete with 0.06 and 0.10% is very low.
6.1.37 In general for addition of GF reduces the cracks causing
interconnecting voids to be minimum.
6.1.38 Due to the addition of 0.10% of glass fibres there is decrease
of chloride permeability at 720 days for M50 grade of
concrete is very low.
6.1.39 Due to the addition of 0.10% of glass fibres there is decrease
of chloride permeability at 720 days for M40 grade of
concrete is low.
232
6.1.40 Due to the addition of 0.10% of glass fibres there is decrease
of chloride permeability at 720 days for M30 grade of
concrete is low.
6.1.41 Due to the addition of 0.10% of glass fibres there is decrease
of chloride permeability at 720 days for M20 grade of
concrete is moderate.
6.1.42 The impact strength of ordinary concrete mix increases from
15 to 19 % for 90 days and from 18 to 23 % for 180 days
compared with 28 days impact strength.
6.1.43 All the cracks observed in ordinary concrete mixes on impact
specimens are brittle failure cracks.
6.1.44 The increase in impact strength of glass fibre concrete mixes
is observed to be 17 to 21 % for 90 days and 19 to 23 % for
180 days compared with 28 days impact strength.
6.1.45 The increase in impact strength of glass fibre concrete mixes
at 28, 56, 90, 180 days are observed to be 13 to 19% when
compared with ordinary concrete mixes.
6.1.46 All the cracks observed in glass fibre concrete mixes on
impact specimens are brittle failure cracks.
6.1.47 All the cracks observed in glass fibre concrete mixes on
impact specimens are brittle failure cracks.
6.1.48 The load carrying capacity of glass fibre reinforced concrete
beams at 0.03% are on higher side when compared with
other beams with 0%, 0.06% and 0.1 % .
233
6.2 Scope of the future study
6.2.1 The above experimental programme can be carried out using
Glass Fibres for high strength concrete i.e., M 60, M 70, M 80
etc,. to study the long term properties of high strength Glass
fibre concrete.
6.2.2 The above experimental programme can be carried out using
Glass Fibres to study the behaviour of Glass fibre concrete
columns, slabs, etc.
6.2.3 The above experimental programme can be carried out using
Mineral Admixtures like Microsilica, Flyash, etc., to study the
behaviour of Triple blended Glass fibre concrete.
234
Plate No.1 Casting of test Specimens
Plate No.2 Casting of test Specimens
235
Plate No.3 Test Specimens
Plate No.4 Test Specimens
236
Plate No.5 Pulse velocity testing of specimens
Plate No.6 Impact Testing Machine
237
Plate No.7 Impact Failure Test Specimens
Plate No.8 RCPT test specimens cutting machine
238
Plate No.9 RCPT test specimens
Plate No.10 Adding Chemicals to RCPT Specimens
239
Plate No.11 Adding Chemicals to RCPT Specimens
Plate No.12 Adding Chemicals to RCPT Specimens
240
Plate No.13 RCPT test apparatus
Plate No.14 RCPT test apparatus
241
Plate No.15 Test Setup for Flexure Testing of specimens
Plate No.16 Flexure test
242
Plate No.17 Cutting of RCPT Specimens
Plate No.18 Test setup for measuring flexure test on beams
243
Plate No.19 Test setup for Measuring Flexure Test
244
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LIST OF I.S. CODES
1. I.S. 456 – 2000 Indian Standard Plain and Reinforced Concrete – Code
of Practice
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3. I.S. 12269 1989 Specification for 53 Grade Ordinary Portland Cement
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5. I.S. 1489 – 1991 Specification for Portland – Pozzolana Cement Part 1
6. I.S. 2386 – 1963
(all parts) Methods of Tests for Aggregates for Concrete
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concrete
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(PT 2)
Methods for physical tests for hydraulic cements : part
2 determination of fineness by specific surface by
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11. I.S. 4031 – 1988
(PT 5)
Methods for physical tests for hydraulic cements : part
5 determination of initial and final setting times
12. I.S. 4031 – 1988
(PT 3)
Methods for physical tests for hydraulic cements : part
3 determination of soundness
13. I.S. 1199 – 1959 Methods of sampling and analysis of concrete
14. I.S. 5512 – 1983 Specification for flow table for use in tests of hydraulic
cements and pozzolanic materials
15. I.S. 5514 – 1969 Apparatus used in “Le Chatelier” test
16. I.S. 5513 - 1966 Vicat Apparatus