The addition of small, closely spaced and uniformly dispersed fibers in concrete would act as crack arrester and would substantially improve its static and dynamic properties. The test result shows that the increase in compressive strength of concrete with LIWF for 7 days and 28 days for various percentage of fibers ranges from 3 to 15%.There is increase in flexural strength of concrete as the % of steel increases and decrease in flex. Strength is observed for grater w/c ratio.

1. A Paper
on
Strength Properties of
Concrete Using Lathe Waste
Steel Fibers
By
Mr.Ghumare S. M

2.  The conventional plain concrete possesses,
1)Low tensile strength
2) Poor impact strength & ductility,
3)Little resistance to cracking and
chemical Attack.
INTRODUCTION
 The presence of micro cracks is
responsible for the inherent weakness of
plain concrete.

3.  This weakness can be removed by
inclusion of fiber in the mix.
INTRODUCTION
 The fiber help to transfer loads at the
internal micro cracks.
Such a concrete is called fiber reinforced
concrete.

4.  The fiber reinforced concrete
overcomes deficiencies and improves,
Abrasion resistance, Resistance to
plastic shrinkage cracks, Toughnes,
Thermal shocks and Spalling; Lowers
water migration.
INTRODUCTION

5.  The addition of small, closely spaced
and uniformly dispersed fibers in
concrete would act as crack arrester
and would substantially improve its
static and dynamic properties.
INTRODUCTION

6. INTRODUCTION
Fibre Reinforced Concrete:
A composite material consisting of
mixtures of concrete and
discontinuous, discrete, uniformly
dispersed suitable fibers.

7. NEED OF INVESTIGATION
 With increasing demand for concrete
as a construction material.
Continuous reduction of the resource.
It necessitates the optimum utilization
of the available construction material.

8.  To study the suitability of the Lathe Waste
steel Fibers in concrete as a construction
Material.
OBJECTIVES OF THE INVESTIGATION
 To develop the concrete using Lathe
Waste steel Fibers which will satisfy the
various structural properties of concrete.

9. OBJECTIVES OF THE INVESTIGATION
 It is also expected that the final
outcome of this work will have an
overall beneficial effect on the utility
of LWSF concrete in the field of civil
engineering.

10. The scope of the experimental
work is limited to
1)Study the influence of LWSF on
strength of concrete for various water
to cement ratios 0.40, 0.45, 0.50 with
concrete mixes M1, M2, M3 and M4.
SCOPE OF THE INVESTIGATION

11. SCOPE OF THE INVESTIGATION
2) The properties of fresh concrete with
different dosage of fibers
3) The properties of hardened concrete
such as compressive strength, flexural
strength in water curing.
4) Study the failure pattern

12. SELECTION OF VARIOUS PARAMETERS
1. Percentage Addition of Fibers
2. Water to Cementatious Material Ratio.
3. Type of Curing and Age.
MATERIAL PROPERTIES
1. Lathe Waste Steel Fibers.
2. Fine Aggregate.
3. Coarse Aggregate.
4. Mixing Water.
5. Cement
SYSTEM DEVELOPEMENT
EXPERIMENTAL PROGRAM

13. Properties of Lathe Waste Fiber
Property Value
Diameter 25micron
Length of fiber 2-4mm
Color Black
Specific gravity 7
Young’s modulus 5GPa
Poisson’s ratio 0.29
Tensile strength 400 MPa
% Elongation 8

14. Collection of Fibers
 The Lathe Waste Steel Fibers (Raw
Material) required for the present work
is collected from local Industrial
workshops and college of Engg.
workshop.

15. Raw Lathe Scrap

16. Raw Lathe Scrap

17. Percentage Addition of Fibers
 The application of lathe waste fiber used
in this work is 2%, 4%, 6% and 8% of
weight of cement used in the concrete
mix.
 The raw lathe scrap collected was
compressed by 800 KN load Under CTM
and sieved through IS 4.75mm sieve to
get the uniform size of fiber for the mix.

18. DESIGN OF CONCRETE MIX
 The M20 mix proportion of concrete
comprising of the ratio 1:1.5:3 of cement:
sand: aggregate respectively is used.
The strength and workability of concrete for
various water to cementations material ratio
0.40, 0.45, 0.50 with concrete mixes M0, M1,
M2 and M3 is calculated.

19. Type of Curing and Materials
 The immersion curing method at the age
of 7 and 28 days is considered.
 Fine Aggregate:
Locally available river sand is used as a
fine aggregate
 Coarse Aggregate:
Crushed angular basalt stone aggregate
from a local source are used as coarse
aggregate.

20. CEMENT USED
 The cement used in this experimental
work is “Portland Pozzolana Cement”.
PPC obtained from the single source is
used in this study.
 Mixing Water:
For mixing of concrete ingredients,
potable tap water is used.

21. TESTING OF CONCRETE
 Visual Observations
 Slump Test
TESTING OF FRESH CONCRETE
TESTING OF HARDENED CONCRETE
 Comp. Strength
 Flexural Strength

22. MIX DESIGNATIONS
M0 = Water/Cement Ratio 0%
M1 = Water/Cement Ratio 0.40
M2= Water/Cement Ratio 0.45
M3 = Water/Cement Ratio 0.50
M1 0, M2 0, M3 0 = Control Concrete
M1 1, M2 1 , M3 1 = 2% Fibers
M1 2, M2 2, M3 2 = 4% Fibers
M1 3, M2 3, M3 3 = 6% Fibers
M1 4, M2 4, M3 4 = 8% Fibers

23. PERFORMANCE ANALYSIS
EXPERIMENTAL RESULT ON WORKABILITY
Sr.No Concrete
mix
W/C
ratio
Slump in mm for Various % of Fibers
0% 2% 4% 6% 8%
1 M1 0.40 25 25 28 29 28
2 M2 0.45 35 35 38 38 40
3 M3 0.45 50 50 53 55 53

24. Figure shows the variation of
workability for various mixes.
WORKABILITY Vs W/C RATIO
0
10
20
30
40
50
0.35 0.4 0.45 0.5 0.55
W/C RATIO
WORKABILITY
0% STEEL
2% STEEL
4% STEEL
6% STEEL
8% STEEL

25. RESULT OF COMP. & FLEXURAL STRENGTH
Sr.No. Identification
Mark
W/C Ratio % of
Steel
Age(days) Avg. Comp.
Strength
Avg. Flex.
Strength
1 M0.1 0.4 0 7 22.73 3.14
2 M0.2 0.45 0 7 19.81 3.05
3 M0.3 0.5 0 7 18.51 2.92
4 M1,1 0.4 2 7 29.92 3.4
5 M2,1 0.45 2 7 27.96 3.3
6 M3,1 0.5 2 7 26.46 3.25
7 M1,2 0.4 4 7 32.14 3.57
8 M2,2 0.45 4 7 31.44 3.45
9 M3,2 0.5 4 7 30.62 3.37
10 M1,3 0.4 6 7 33.92 3.64
11 M2,3 0.45 6 7 32.11 3.57
12 M3,3 0.5 6 7 30.66 3.47
13 M1,4 0.4 8 7 36.4 3.72
14 M2,4 0.45 8 7 36.36 3.63
15 M3,4 0.5 8 7 36.01 3.55

26. RESULT OF COMP. & FLEXURAL STRENGTH
Sr.No. Identification Mark W/C Ratio % of Steel Age(days)
Avg. Comp.
Strength
Avg. Flex.
strength.
1 M0.1 0.4 0 28 32.88 4.03
2 M0.2 0.45 0 28 28.53 3.77
3 M0.3 0.5 0 28 26.97 3.47
4 M1,1 0.4 2 28 36.65 4.17
5 M2,1 0.45 2 28 38.15 4.09
6 M3,1 0.5 2 28 37.41 3.90
7 M1,2 0.4 4 28 38.14 4.41
8 M2,2 0.45 4 28 37.15 4.32
9 M3,2 0.5 4 28 36.75 4.15
10 M1,3 0.4 6 28 39.28 4.48
11 M2,3 0.45 6 28 38.44 4.41
12 M3,3 0.5 6 28 37.63 4.31
13 M1,4 0.4 8 28 39.88 4.56
14 M2,4 0.45 8 28 39.22 4.48
15 M3,4 0.5 8 28 38.3 4.43

27. RESULT OF COMPRESSIVE STRENGTH
Graph no: 1
Figure Shows the variation in compressive strength for
(0.4 W/C) with addition of fibers at 7 days and 28 days.
AVG. COMP. STENGTH Vs % OF STEEL (0.4 W/C RATIO)
0
5
10
15
20
25
30
35
40
45
0 2 4 6 8 10
% OF STEEL
AVG.COMP.STRENGTH
7 DAYS
28 DAYS

28. RESULT OF COMPRESSIVE STRENGTH
Graph no: 2
AVG. COMP. STRENGTH Vs % OF STEEL(0.45 W/C RATIO)
0
5
10
15
20
25
30
35
40
45
0 2 4 6 8 10
% OF STEEL
AVG.COMP.STRENGTH
7 DAYS
28 DAYS
Figure Shows the variation in compressive strength for
(0.45 W/C ) with addition of fibers at 7 days and 28 days.

29. RESULT OF COMPRESSIVE STRENGTH
Graph no: 3
AVG. COMP. STRENGTH Vs % OF STEEL( 0.5 W/C RATIO)
0
5
10
15
20
25
30
35
40
45
0 2 4 6 8 10
% OF STEEL
AVG.COMP.STRENGTH
7 DAYS
28 DAYS
Figure Shows the variation in compressive strength for
(0.50 W/C ) with addition of fibers at 7 days and 28 days.

30. DISCUSSIONS ON COMP. STRENGTH
 From above graph 1, 2 & 3, It is observed that the
compressive strength at 7 days and 28 days, in
comparison with ordinary concrete is increased
with addition of fibers.
 The results also show the increase in compressive
strength of ordinary concrete with LIWF for 7
days and 28 days for all percentage of fibers 2%,
4%, 6% and 8% by 18.25%, 10.10%, 8.5%, and
7.32% respectively when compared with reference
concrete.

31. DISCUSSIONS ON COMP. STRENGTH
 Further the graph also shows that there is a minor
increase in the compressive strength for the addition
of 6 to 8 percent steel for 7 and 28 days,
 From all the available results it is observed that
the same trend of increase in compressive strength
is observed.

32. VARIATION OF COMPRESSIVE STRENGTH
FOR VARIOUS W/C RATIOS
AVG COMPRESIVE STRENGTH Vs % OF STEEL
(7 DAYS)
0
5
10
15
20
25
30
35
40
0 2 4 6 8 10
% OF STEEL
AVGCOMPSTRENGTHN/mm2
0.4W/C
RATIO
0.45 W/C
RATIO
0.5 W/C
RATIO

33. VARIATION OF COMPRESSIVE STRENGTH
FOR VARIOUS W/C RATIOS
AVG.COMPRESIVE STRENGTH Vs % OF STEEL (28 DAYS)
0
5
10
15
20
25
30
35
40
45
0 2 4 6 8 10
%OF STEEL
AVGCOMPSTRENGTHNmm2
0.4 W/C RATIO
0.45 W/C RATIO
0.5 W/C RATIO

34. RESULT OF FLEXURAL STRENGTH
Graph no: 4
Figure Shows the variation in Flexural strength for (0.4
W/C) with addition of fibers at 7 days and 28 days.
AVG. FLEXURAL STRENGTH Vs % OF STEEL ( 0.4 W/C RATIO)
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5
0 2 4 6 8 10
% OF STEEL
AVG.FLEXURALSTRENGTH
7 DAYS
28 DAYS

35. RESULT OF FLEXURAL STRENGTH
Graph no: 5
Figure Shows the variation in Flexural strength for (0.45
W/C ) with addition of fibers at 7 days and 28 days.
AVG. FLEXURAL STRENGTH Vs 5 OF STEEL (0.45 W/C RATIO)
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5
0 2 4 6 8 10
% OF STEEL
AVG.FLEXURALSTRENGTH
7 DAYS
28 DAYS

36. RESULT OF FLEXURAL STRENGTH
Graph no: 6
Figure Shows the variation in Flexural strength for (0.5
W/C ) with addition of fibers at 7 days and 28 days.
AVG. FLEXURAL STRENGTH Vs % OF STEEL (0.5 W/C RATIO)
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5
0 2 4 6 8 10
% OF STEEL
AVG.FLEXURALSTRENGTH
7 DAYS
28 DAYS

37. DISCUSSIONS ON FLEX. STRENGTH
 From above graph no 4, 5 & 6, flexural
strength at 7 days and 28 days, in
comparison with control concrete for the
respective additions of steel by 2%,4%,6%
and 8% is increased by 10.69%, 11.11%,
10.52% and 10.48% resp.for 0.45 W/C .
 The same trend of increase in flexural
strength is observed for all the proportions.

38. VARIATION OF FLEXURAL STRENGTH
FOR VARIOUS W/C RATIOS
AVG. FLEXTURAL STRENGTH Vs % OF STEEL( 7 DAYS)
2.5
3
3.5
4
0 2 4 6 8 10
% OF STEEL
AVG.FLX.STRENGTHN/mm2
0.4 w/c ratio
0.45 w/c ratio
0.5 w/c ratio

39. VARIATION OF FLEXURAL STRENGTH
FOR VARIOUS W/C RATIOS
AVG. FLEXURAL STRENGTH Vs % OF STEEL
(28 DAYS)
2.5
3
3.5
4
4.5
5
0 2 4 6 8 10
% OF STEEL
AVG.FLX.STRENGTHN/mm2
0.4 w/c ratio
0.45 w/c ratio
0.5 w/c ratio

40. CONCLUSIONS
Based on results obtained, following
conclusions has been drawn.
 The test result shows that the increase in
compressive strength of concrete with
LIWF for 7 days and 28 days for various
percentage of fibers ranges from 3 to 15%.
 There is increase in comp. strength of
concrete for initial stage additions of % of
steel and decrease in strength is observed
for more grater % of steel and for grater
w/c ratio.

41. CONCLUSIONS
 There is increase in flexural strength of
concrete as the % of steel increases and
decrease in flex. Strength is observed for
grater w/c ratio.
 The average mass density of FRC concrete
is grater than that of reference concrete and
hence this concrete can be used where
higher density is required.

42. CONCLUSIONS
 Finally this is an attempt made to use
the industrial waste material in the
concrete for the production of modified
concrete.

43. REFERENCES
 M C Nataraj, N Dhang and A P Gupta.’Steel Fibre
Reinforced Concrete under Compression’. The Indian
Concrete Journal, vol 72, no7, July 1988, pp 353-356.
 B Zaid and K Henning,’Steel Fibres as Crack Arrestors
in Concrete.’ The Indian Concrete Journal, March 2001,
vol 75, no4, pp287-290.
 M S Shetty, Concrete Technology ,Fourth Edition 1993.
”, Published by S. Chand & Co., New Delhi.
 Kulkarni P.D and Mittal L.N “Laboratory Manual for
Concrete Technology” Technical Teacher’s Training
Institute, Chandigarh, Second Edition 1985

44. REFERENCES
 Lars Kutzing, “Influence of Fibers on the Improving of
Ductility of High Performance Concrete”, University
Lepipzig, 1996.
 Bayasi, Z. and Zeng, J. “Properties of polypropylene fiber
reinforced concrete” ACI Material Journal, Nov-Dec 1993,
Vol. 90, No. 6, pp 605-610.
 K.H. Tan, P. Paramasivam and K.C. Tan “Instantaneous
and Long Term Deflections of Steel Fiber Reinforced
Concrete B
 Neville A.M. (1981) Properties of Concrete ELBS Ed
 IS:2386(Part III) .
 I.S. 383