1. Characteristics of self- compacting concretes with tire rubber wastes
Prepared by: NAHLA N. HILAL
Supervisor:Assoc.Prof.Dr.Erhan GÜNEYISI
Hi everbody, at first I would like to my thanks to my advisor, examination committe. My subject….
January 2016

2. better quality and stability,
Introduction
Self-compacting concrete (SCC) can be placed and consolidating under its own-weight without any mechanical vibration.
Advantages of (SCC)
Greater strength,
rapid construction,
better quality and stability,
reduced problems related with vibration and
low noise-level in the construction sites and plants.
Rubberized concrete
When a portion of the fine or coarse aggregate is replaced with rubber scraps, we are gain the rubberized concrete, comparison with traditional concrete, the rubberized concrete is found to be cheap and resists more temperature.

3. industrial floorings Fuel for cement kilns
Rubber tyre recycled carbon black feedstock
Fuel for cement kilns

4. Recycled tire rubber as partial aggregate in concrete
Rubber scraps in parks
In marine environments as reefs
Recycled tire rubber as partial aggregate in concrete

5. AIM OF THE THESIS
The main objective of the thesis is to investigate ‘The properties of the self compacting concretes made with fly ash and tire waste’. For this purpose, an experimental program was conducted in two stages
The first part covered the sieving of scrap tire rubber to three sizes (FCR, CCR,MCR and Tire chip) and found specific gravity for each type.
The second part of the thesis included the production of the self-compacting rubberized concretes (SCRC), and testing of fresh and hardened properties.

6. MATERIALS
CEM I R ordinary Portland cement.
Class F type fly ash
Superplasticizer(Glenium 51).
A mixture of natural sand and crushed sand was incoporated in the concrete production as well as natural coarse aggregate.
Two types of scrap tire rubber, crumb rubber (CR) and tire chips (TC) came from used truck tires castaway after a second recapping were utilized.
Steel bar with 16 mm and length 500 mm.

7. The photographic views of No.18 and No.5 crumb rubbers and tire chips

8. Mix proportions for self-compacting rubberized concrete (kg/m3)
Mixes
Cement
Fly Ash
Water SP NS CS NG
FCR
CCR TC
Control
364
156
182
3.38
573.57
245.81
819.38
0.00
FCR5
3.64
544.89
233.52
819.06
7.94
FCR10
3.90
516.21
221.23
818.74
15.88
FCR15
4.16
487.53
208.94
818.42
23.82
FCR20
4.42
458.85
196.65
818.10
31.76
FCR25
4.68
430.17
184.36
817.77
39.70
CCR5
10.64
CCR10
21.28
CCR15
31.92
CCR20
42.56
CCR25
53.20
MCR5
3.75
5.62
MCR10
7.49
11.24
MCR15
16.86
MCR20
14.99
22.48
MCR25
18.73
28.10
TC5
778.41
15.42
TC10
737.44
30.84
TC15
696.47
46.26
TC20
655.50
61.68
TC25
614.53
77.10

9. Concrete Mixing
According to this mixing procedure by Khayat et al. (2000)
The crumb rubber, fine and coarse aggregates in a power-driven revolving pan mixer were mixed homogeneously for 30 seconds,
half of the mixing water was added into the mixer and it was allowed to continue the mixing for one more minute.
After that, the crumb rubber and aggregates were left to absorb the water in the mixer for 1 min. Thereafter, the cement and fly ash was added to the mixture for mixing another minute.
Finally, the SP with remaining water was poured into mixer, and the concrete was mixed for 3 min and then left for a 2 min rest.
At the end, to complete the production, the concrete was mixed for additional 2 min.

10. TESTS ON SCRC slump flow
A-Fresh Properties
To measure the slump flow, an ordinary slump flow cone is filled with SCC without any compaction and leveled. The cone is lifted and average diameter of the resulting concrete spread is measured as seen.
slump flow

11. V-funnel flow time test
To measure the V-funnel flow time filling the V-shaped funnel with fresh concrete, thereafter, the hinged trapdoor is released and the flow time measured until it completely becomes empty.
V-funnel flow time test

12. To measure L-box height ratio and T20and T40 flow time the test procedure is pouring fresh concrete in the vertical section and then the gate is opened and let the concrete flows to horizontal section through the gaps between the obstructing bars.
L-box test

13. Views of rheometer and detailed schematic representation
ICAR rheometer was used to characterize the rheology of SCRCs fresh self-compacting concrete was poured up to a height of 300 mm in to 300 mm diameter container in which a 125 mm diameter and 125 mm height four-bladed vane was placed in the centre of the container with a 87.5 mm spacing above and below the vane. Flow curves for every fresh concrete mixture was obtained representing shear stress and shear rate.
Views of rheometer and detailed schematic representation

14. The number of casting samples for each mix

15. B- Mechanical Properties SCRCs
Compressive strength
Splitting tensile strength

16. Modulus of Elasticity

17. Fracture energy
In order to obtain the fracture energy (GF) of SCRCs, the test was carried out coinciding with of RILEM 50-FMC (1985). The measurement of displacement was observed simultaneously via a linear variable displacement transducer (LVDT) at midpoint of span. A testing machine (Instron 5590R) The beams having length of 500 mm and cross-section of 100x100 mm were cast for the fracture energy test. The opening notch was achieved through reducing the effective cross section to 60x100 mm via a saw .

19. Characteristic Length
Net Flexural Strength
The notched beams were used to calculate the net flexural strength using the following equation on the assumption that there is no notch sensitivity.
Characteristic Length
By the following expression, the brittleness of materials can be determined in terms of characteristic length .

20. Bond Strength: The stress acting parallel to the bar along the interface is called bond stress

21. Detail of the bond strength test specimen
An adequate concrete cover is necessary in order to properly transfer bond stresses between steel and concrete

22. Slump Flow Diameter of SCRCs
The longitudinal particles blocked the rolling of other ingredients in the mixtures, which adversely affect the self-compatibility of concrete.

23. Slump Flow Time of SCRCs

24. V-funnel Flow Time of SCRCs
an increase in the TC content is accompanied with segregation.

25. L-box Height Ratio of SCRCs

26. 2.84s

27. 29.68 s
7.04 s

28. Torque versus rotational speed obtained from rheometer for SCRC produced with: a) No.18
utilization of rubbers, which are not spherical as much as natural aggregate, increased the applied torque. Aggregate shape and texture are strongly effective on the rheology of self-compacting concretes.

29. b) No.5 CR

30. c) Mixed crumb rubbers

31. d) Tire chips

32. Use of 25% of No.18 resulted in 6.2% increase ‘n’
Application of the Herschel-Bulkley model on the rheological data for the SCRC produced with: a) No.18
Use of 25% of No.18 resulted in 6.2% increase ‘n’

33. 25 %NO.5CR increased the exponent ‘n’ values as much as 24.2%
b) No.5
25 %NO.5CR increased the exponent ‘n’ values as much as 24.2%

34. c) Mixed crumb rubbers
25 %MCR increased the exponent ‘n’ values as much as 20.2%.

35. 25% of TC resulted in 36.0% increment ‘n’ value .
d) Tire chips
25% of TC resulted in 36.0% increment ‘n’ value .

36. Application of the modified Bingham model on the rheological data for the SCC produced with:
a) No.18
c/µ=0.253
‘c/µ=0.362 ’

37. b) No.5
‘c/µ=’ 1.054

38. c) Mixed crumb rubbers
moderate ‘c/µ= 0.814’

39. d) Tire chips highest ‘c/µ ’
The replacing the spherical grains, natural aggregate, with longitudinal grains, rubber, needed the higher torque values at the same rotational speed.

40. There is a strong relationship between ‘c/µ’ coefficients and exponent ‘n’ values.

41. Higher reduction with FCR Lower reduction with TC
Fresh Density of SCRCs
Higher reduction with FCR
Lower reduction with TC

42. Compressive Strength of SCRCs at 28 days
62.8 Control
58.3 FCR5
31.0 TC25

43. Compressive Strength of SCRCs at 90days
72.4 Control
68.0 FCR5
35.5 TC25
Rubber is a soft material and the adhesion between rubber particles and cement paste is low.

44. Splitting Tensile Strength of SCRCs 90 days
4.36 Control
2.24 CCR25

46. Net Flexural Strength of SCRCs at 90 days
This behavior may be related to the very low adhesion between the chipped rubber and the cement paste.

47. Fracture Energy of SCRCs at 90 days
FCR TC

48. Typical loads versus displacement curves ofNo
Typical loads versus displacement curves ofNo.18CRwith respect to control mix

49. Typical loads versus displacement curves ofNo
Typical loads versus displacement curves ofNo.5CRwith respect to control mix

50. Typical loads versus displacement curves of MCR with respect to control mix

51. Typical loads versus displacement curves of tire chip with respect to control mix

52. Characteristic Length of SCRCs at 90 days

53. 14.6
poor bonding characteristic around rubber tires and cement paste and . There are a lot of micro - cracks near the ITZ in the rubberized concrete.

54. CONCLUSIONS
It is very clear from the test results that all most the mixes satisfy the requirements of SCC with respect to EFNARC (2005).
Densities in the range of kg/m3 were produced.
The slump flow diameters ranging from 560 to 750 mm were obtained for the self-compacting rubberized concretes.
Replacing the crumb rubber with fine aggregate increased both T50 slump flow and V-funnel flow times while replacing the tire chip with coarse aggregate decreased both T50 slump flow and V-funnel flow times.

55. using the crumb rubber caused increasing of the L-box T20 and T40 flow times. And replacement of coarse aggregates with the TC caused increasing of T20 and T40 flow times and decreasing of the L-box.
The highest exponent ‘n’ values and ‘c/µ’coefficients were obtained when the natural coarse aggregate was substituted with tire chips, while the lowest values were achieved when the natural fine aggregate was replaced with FCR crumb rubber at each replacement level.
The compressive strength of self-compacting rubberized concrete having more than 30 MPa could be produced easily.
The self-compacting concretes produced with FCR gave the highest splitting tensile strength those produced with CCR gave the lowest splitting tensile strength.

56. The self-compacting concretes produced with (TC) gave the lowest static elastic modulus while the control mix gave the highest static elastic modulus.
The control mix had greater net flexural strength compared to other mixture.
The lowest reduction of fracture energy with 5FCR where it was 9%.
The best value for ductility was obtained with MCR.
It was observed decreasing of bond strength with increasing the crumb rubber and tire chip size and content.

57. THANK YOU FOR YOUR ATTENTION