chapter 6.1 conclusions and …shodhganga.inflibnet.ac.in/bitstream/10603/2181/14/14...227 chapter...

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


flexural strength is observed to be 9 to 25%.

6.1.5 The percentage increase of split tensile strength of various


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



228

6.1.8 The variation in split tensile strength of glass fibre concrete



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



180 thermal cycles.

6.1.11 The decrease in compressive strength of glass fibre concrete



180 thermal cycles.

6.1.12 The decrease in compressive strength of glass fibre concrete



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.


immersing in 5% Hcl solution increases corresponding to the

time.


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.


immersing in 5% H2SO4 solution increases corresponding to

the time.

231


immersing in 5% Hcl solution increases corresponding to the

time.


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.


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.



concrete is low.

232



concrete is low.



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.


Glass Fibres to study the behaviour of Glass fibre concrete

columns, slabs, etc.


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



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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256

LIST OF I.S. CODES

1. I.S. 456 – 2000 Indian Standard Plain and Reinforced Concrete – Code

of Practice

2. I.S. 383 – 1970 Specification for Coarse and Fine Aggregate from

Natural Sources for Concrete

3. I.S. 12269 1989 Specification for 53 Grade Ordinary Portland Cement

4. I.S. 516 – 1959 Methods of test for strength of concrete

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

7. I.S. 3085 – 1965 Methods of test for permeability of cement and

concrete

8. I.S. 3812 – 1981 Indian Standard Specification for Fly Ash for use as

Pozzolana and Admixure

9. I.S. 10262 – 1982 Recommended guide lines for concrete mix design

10. I.S. 4031 – 1988

(PT 2)

Methods for physical tests for hydraulic cements : part

2 determination of fineness by specific surface by

Blaines air permeability method

11. I.S. 4031 – 1988

(PT 5)


5 determination of initial and final setting times

12. I.S. 4031 – 1988

(PT 3)


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

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