self compacting concrete

1
EFFECT OF W/C RATIO ON SELF COMPACTING CONCRETE
OF M70 GRADE WITH FLY ASH AND MICRO SILICA AS
FILLER MATERIAL

• By
• E. SRINIVASA RAO
• Under the Guidance of
• Smt. P. SRI LAKSHMI
• Associate Professor
• JNTUH College of Engineering
• Hyderabad

2
INTRODUCTION

• What is Self Compacting Concrete (SCC) ?
• Defined as Concrete that is able to flow and
  consolidate under its own weight, completely fill
  the formwork even in the presence of dense
  reinforcement, whilst maintaining homogeneity and
  without the need for any additional compaction.
• Why it is needed ?
• Concrete is a versatile material extensively used
  in construction applications throughout the
  world.
• Properly placed and cured concrete exhibits
  excellent compressive-force-resisting
  characteristics and engineers rely on it to
  perform in a myriad of situations.

3

• However, if proper consolidation is not provided,
  its strength and durability could be
  questionable.
• The growing use of concrete in special
  architectural configurations and closely spaced
  reinforcing bars have made it very important to
  produce concrete that ensures proper filling
  ability, good structural performance and adequate
  durability.
• To help alleviate these concerns, Japanese
  researchers in the late 1980s developed a
  concrete mixture that deformed under its own
  weight, thus filling around and encapsulating
  reinforcing steel without any mechanical
  consolidation.

4

• Self-Compacting Concrete offers new possibilities
  and prospects in the context of durability and
  strength of concrete.
• As a result of the mix design, some properties of
  the hardened concrete can be different for SCC in
  comparison to normal vibrated concrete.
• Mix design criterions are mostly focused on the
  type and mixture proportions of the constituents.
  
• Adjustment of the water/cement ratio and
  superplasticizer dosage is one of the main key
  properties in proportioning of SCC mixtures.

5

• Therefore, it is important to verify the
  mechanical properties of SCC before using it for
  practical applications, especially if the present
  design rules are applicable or if they need some
  modifications.
• Recently, a great native interest had been
  derived towards self-compacting concrete.

6

• Objective
• The aim of the present dissertation is to study
  the effect of water-cement ratio (referred also
  as water-binder ratio) on workability and
  mechanical properties of self-compacting concrete
  of M70 grade with fly ash and micro silica as
  filler material.

7

• Discussion Includes
• Basic Concepts of SCC
• Review of Literature
• Test Methods on SCC
• Experimental Investigations
• Results and Discussions
• Conclusions

8
Basic Concepts of SCC

• Functional Requirement of SCC
• Filling ability The ability of SCC to flow
  under its own weight into and fill completely all
  spaces within intricate formwork, containing
  obstacles, such as reinforcement.
• Passing ability The ability of SCC to flow
  through openings approaching the size of the mix
  coarse aggregate, such as the spaces between
  steel reinforcing bars, without segregation.
• Resistance to segregation The ability of SCC to
  remain homogeneous during transport, placing, and
  after placement.

9

• Constituents of SCC
• With regard to its composition, SCC consists of
  the same components as conventionally vibrated
  concrete, which are
• Cement
• Aggregates
• Water
• Chemical Admixtures i.e. Superplasticisers and
  Viscosity Modifying Agents
• Mineral Admixtures i.e., Fly ash, Silica Fume,
  GGBFS etc.

10

• Physical and Chemical Process of SCC
• The physical process is due to the particles
  fineness of the supplementary cementing materials
  that are much smaller than that of the cement,
  thereby providing densely packed particles
  between fine aggregates and cement grains, and,
  hence, the reduction in porosity.
• The chemical process is due to the activation of
  the non-crystalline silica, by the calcium
  hydroxide produced from the hydrating cement to
  form secondary calcium silicate hydrate that also
  fills the pore spaces and further reduces the
  porosity.

11

• Advantages of SCC
• Elimination of problems associated with
  vibration.
• Ease of placement results in cost savings
  through reduced equipment and labour requirement.
  
• Improves the quality, durability, and reliability
  of concrete structures due to better compaction
  and homogeneity of concrete.
• Faster construction
• Improves working conditions and productivity in
  construction industry.
• Greater freedom in design.

12

• Disadvantages of SCC
• More stringent requirements on the selection of
  materials .
• More precise measurement and monitoring of the
  constituent materials.
• Requires more trial batches at laboratory as well
  as at ready-mixed concrete plants.
• Costlier than conventional concrete based on
  concrete material cost (exception to placement
  cost).
• Lack of globally accepted test standards and mix
  designs

13
REVIEW OF LITERATURE

• Hajime Okamura et al. (2003) 4
• In early 1980s, the problem of the durability of
  concrete structures was a major topic of interest
  in Japan.
• The creation of durable concrete structures
  requires adequate compaction by skilled workers.
• Lack of uniform and complete compaction as the
  primary factor responsible for poor performance
  of concrete structures.
• Okamura solved the issue of degrading quality of
  concrete construction due to lack of compaction
  by the employment of SCC which is independent of
  the quality of construction work.

14

• Introduced SCC in the late 1980s.
• Early 1990s limited public knowledge about SCC,
  mainly in the Japanese language.
• The prototype of SCC was completed in 1988 with
  available materials in the market and is shown
  below.

Self Compacting Concrete (Admixture Superplasticizer) Self Compacting Concrete (Admixture Superplasticizer) Self Compacting Concrete (Admixture Superplasticizer) Self Compacting Concrete (Admixture Superplasticizer) Self Compacting Concrete (Admixture Superplasticizer) Self Compacting Concrete (Admixture Superplasticizer) Self Compacting Concrete (Admixture Superplasticizer)
Air W Powder Powder S S G

Air W C S S G G
Conventional Concrete Conventional Concrete Conventional Concrete Conventional Concrete Conventional Concrete Conventional Concrete Conventional Concrete
15
Mechanism for achieving Self Compactability
(Okamura Ozawa)
16

• Okamura and Ozawa proposed simple mix design
  method.
• The coarse aggregate content in concrete is fixed
  at 50 of solid volume.
• The fine aggregate content is fixed at 40 of
  mortar volume.
• The water-powder ratio in volume is assumed as
  0.9 to 1.0, depending on the properties of the
  powder.
• The SP dosage and the final w/b ratio are
  determined so as to ensure self compactability.
• Nan Su et al. (2001) 14
• Proposed new Mix design method based on
  experimental investigation carried out in Taiwan.
  
• Packing Factor is used to determine the aggregate
  contents.
• The volume of fine aggregate is more than coarse
  aggregate.

17

• Simpler, easier for implementation and less-time
  consuming, requires smaller amount of binders and
  saves cost as compared to the method developed
  by JRMCA (Japanese Ready-Mixed Concrete
  Association).
• Soo-Duck Hwang et al. (2006) 24
• Studied the suitability of various test methods
  for workability assessment and proposed
  performance specifications.
• 70 SCC mixes with w/c ranges of 0.35 and 0.42.
• For structural applications slump flow ranges of
  620 to 720mm, L-box ratio (h2/h1)0.7, J-Ring
  flow of 600 to 700mm, V-Funnel Flow time 8 sec.

18

• Paratibha Aggarwal et al. (2008) 20
• Presented the experimental procedure to obtain
  the SCC mixes based on Japanese Method of mix
  design.
• Initially trial mixes, CA 50 by volume of
  concrete, FA - 40 by volume of mortar with a w/c
  ratio of 0.90.
• Later on by reducing the coarse aggregate from
  45 to 37 and increasing fine aggregate contents
  from 40 to 47.5 to attain the required results
  in all the tests i.e., slump flow, V-funnel and
  L-Box.
• Dr. Hemant Sood et al. (2009) 2
• Presented the experimental investigation of SCC
  using Flyash and Rice husk ash as mineral
  admixtures and testing rheological properties as
  per European Standards.

19

• S. Venkateswara Rao et al. (2010) 25
• Aims at developing standard and high strength SCC
  with different sizes of aggregate based on
  Nan-sus mix design procedure.
• The variables involved in the study are size of
  aggregate, dosage of fly ash and grade of
  concrete.
• SCC can be developed with all sizes of graded
  aggregate satisfying the SCC characteristics.
• Noticed that the fresh properties improved with
  increase in fly ash percentages.
• This study illustrated that the optimum dosages
  of fly ash were 52 addition in case of standard
  grade SCC and it is 31 addition in case of high
  strength Self Compacting Concrete.

20

• C. Selvamony et al. (2010) 1
• Studied the effectiveness of various percentages
  of mineral admixtures in producing SCC.
• Okamura's method, based on EFNARC specifications,
  was adopted for mixed design.
• In this study, the effect of replacing the
  cement, coarse aggregate and fine aggregate by
  limestone powder (LP) with silica fume (SF),
  quarry dust (QD) and clinkers respectively.
• At the same constant SP dosage (08) and mineral
  additives content (30), LP showed the better
  workability.
• More than 8 replacement of cement by lime stone
  powder with silica fume showed very significant
  reduction in the compressive strength.

21

• N R Gaywala et al. (2011) 15
• Studied the strength properties of SCC when
  cement is replaced by different proportions of
  fly ash ranging from 15 to 55 and are compared
  with M25 concrete.
• The experimental result shows that the 15 fly
  ash mix gives the better strength characteristics
  as compared to the other fly ash mixes.
• Prof. Shriram H. Mahure et al. (2013) 22
• Aimed to develop Self Compacting Concrete using
  two industry wastes cement kiln dust (CKD) and
  fly ash (FA).
• CKD was used to replace the cement content by
  three various percentages (5, 10 and 15) and fly
  ash was kept as constant (20).

22

• The fresh properties of SCC follow direct
  relations with the CKD contents for all grades of
  concrete.
• The compressive strength flexural strengths
  increases with increase in CKD contents up to
  10.
• The mechanical properties of SCC follow direct
  relations with the CKD contents for all grades of
  concrete.

23
REVIEW OF LITERATURE Contd..

• Summary
• The literature review clearly indicates that the
  SCC having wider research scope and advantages in
  regard of performance, strength, quality and
  durability, etc.
• Proper selection of materials, mix proportions
  based on various mix design methods, type of
  mineral and chemical admixtures, test methods and
  workability specifications are key concerns in
  the optimization and control testing of self
  compacting concrete.
• In most of the test data evaluated that the
  design methods developed to predict the
  characteristics of SCC is based on different mix
  proportions, materials and on experimental work.

24

• Therefore investigations are still to be required
  for making the self compacting concrete as a
  standard practice concrete from the economical
  and conventional applications point of view.
• In this literature Nan Su mix design shows that
  it is a simpler, easier for implementation and
  less time consuming and cost effective method.
  This method is based on the investigation work
  carried out in Taiwan.
• Hence in the present investigation work, Nan Su
  mix design was adopted for Indian conditions and
  examines the workability characteristics of SCC
  for different water binder ratios.

25
TEST METHODS ON SCC

• Tests on Fresh Concrete
• Slump-Flow Test
• The slump-flow and T500 time is the easiest and
  most familiar test to evaluate the flowability
  and the flow rate of self-compacting concrete in
  the absence of obstructions. The diameter of the
  concrete circle is a measure of the filling
  ability of concrete.
• The higher the slump flow value, the greater its
  ability to fill formwork under its own weight.

26

• V-Funnel Test and V-Funnel at 5 minutes
• This test is used to determine the filling
  ability (flowability) of the concrete. The funnel
  is filled with about 12 litres of concrete and
  the time taken for it to flow through the
  apparatus measured. After this the funnel can be
  refilled concrete and left for 5 minutes to
  settle.
• This test measured the ease of flow of the
  concrete shorter flow times indicate greater
  flowability. After 5 minutes of setting,
  segregation of concrete will show a less
  continuous flow with an increase in flow time.

27

• L-Box Test
• This test is used to evaluate the fluidity of
  self-compacting concrete and its ability to pass
  through steel bars. The L-box consists of a
  chimney section and a channel section as
  described by Wu et al. With the L-box, the
  height of concrete in chimney, h1, the height of
  concrete in the channel section, h2, and the time
  for self-compacting concrete to reach 400 mm from
  three steel bars, T400, can be measured.
• According to EFNARC , when the ratio of h2 to h1
  is larger than 0.8, self compacting concrete has
  good passing ability.

28

• U-Box Test
• This test is used to evaluate to the fluidity of
  self-compacting concrete and its ability to pass
  through steel bars. The U-box consists of a
  vessel that is divided by a middle wall in to two
  compartments. An opening with a sliding gate is
  fitted between the two sections. Reinforcing bars
  with nominal diameter of 13mm are installed at
  the gate with centre to centre spacing of 50mm.
  This creates a clear spacing of 35mm between the
  bars.

29

• Tests on Hardened Concrete
• Compressive Strength Test
• Split Tensile Strength Test
• Flexural Strength Test

30
EXPERIMENTAL INVESTIGATIONS

• The present experimental investigations are
  focused to study the effect of water-cement
  ratios on fresh and hardened properties of self
  compacting concrete of M70 Grade.
• The Concrete mixes contains different proportions
  of Fly Ash, Super plasticizers, water binder
  ratios and constant proportions of Cement, Micro
  Silica, VMA, Coarse aggregate and Fine aggregate.
• A total of 5 concrete mixes with different
  combinations of water/cement ratios i.e., 0.23,
  0.24, 0.25, 0.26 and 0.27 were evaluated.

31

• Materials Used
• Cement
• Ordinary Portland Cement 53 grade (OPC 53-Grade)
  was used throughout the experimental work.
• Cement used has been tested for various
  proportions as per IS 4031-1988 and found to be
  confirming to various specifications of IS
  12269-1987.
• The physical properties of the cement are shown
  in Table 1.

32
Table 1 Testing of Ordinary Portland Cement as per IS 4031 - 1988 Table 1 Testing of Ordinary Portland Cement as per IS 4031 - 1988 Table 1 Testing of Ordinary Portland Cement as per IS 4031 - 1988
Test Parameter Test Value IS 12269 1987 Recommendation
Specific Gravity 3.01 -----
Standard Consistency ( of cement by weight) 30.0 -----
Setting Time ( Minutes ) (1) Initial (2) Final 96 207 30 (Min.) 600 (Max.)
Compressive Strength ( MPa ) (1) 3 day (2) 7 day (3) 28 day 29.4 38.9 54.6 27 (Min.) 37 (Min.) 53 (Min.)
Soundness ( mm ) 2.0 10 (Max.)
33

• Fine Aggregate
• The sand used for the experimental program was
  locally available river sand.
• The physical properties of the fine aggregate are
  shown in Table 2.
• Coarse Aggregate
• A locally available crushed stone aggregate of
  maximum nominal size 10 mm was used as coarse
  aggregate.
• The physical properties of the coarse aggregate
  are shown in Table 3.

34

• Water
• Tap water free from deleterious materials is used
  for casting as well as curing of the specimens.
• Fly Ash
• Procured from ACC RMC Limited, Bachupally,
  Hyderabad, Andhra Pradesh, India.
• Typical oxide composition of Indian fly ash is
  shown in Table 4.

35

• Micro Silica
• Obtained from Oriental Trexim Pvt. Ltd, Navi
  Mumbai, India.
• The typical oxide composition details of micro
  silica are shown in Table 5.
• Superplasticizer
• GLENIUM B233 conforming to IS 9103-1999 and ASTM
  C494 Types F was used.
• The details of the superplasticizer used are
  shown in Table 6.

36

• Viscosity Modifying Agent (VMA)
• The VMA used in this investigation was GLENIUM
  STREAM-2 which is a product of BASF construction
  chemicals.
• The typical composition details of VMA are shown
  in Table 7.

37

• MIX PROPORTIONING OF SCC
• In the present investigations, Nan Su method of
  mix design was adopted to design the SCC mix.
• The parameters that influence the mix proportions
  are packing factor, fine aggregate-total
  aggregate ratio and powder content.
• The packing factor of aggregate is defined as the
  ratio of mass of aggregate of tightly packed
  state to that of loosely packed state.
• The amount of fine aggregates will be more as
  compared to coarse aggregate from this method of
  mix which enhances the passing ability through
  gaps of reinforcement.

38

• This method is simpler, easier for implementation
  and less time-consuming, requires a smaller
  amount of binders due to the increased sand
  content as compared to other mix design methods
  and hence saves cost.
• The concrete mix was prepared for different
  water-binder ratios i.e., 0.23, 0.24, 0.25, 0.26
  and 0.27, with a packing factor of 1.12 by
  maintaining the constant proportions of Cement,
  Micro Silica, VMA, Coarse aggregate and Fine
  aggregate.
• The mix proportions of the concrete used in this
  study are shown in Table 8.
• The typical mix design calculation is shown in
  Table 8A.

39
Table 8.0 Mix proportions of concrete containing different water-binder ratios Table 8.0 Mix proportions of concrete containing different water-binder ratios Table 8.0 Mix proportions of concrete containing different water-binder ratios Table 8.0 Mix proportions of concrete containing different water-binder ratios Table 8.0 Mix proportions of concrete containing different water-binder ratios Table 8.0 Mix proportions of concrete containing different water-binder ratios Table 8.0 Mix proportions of concrete containing different water-binder ratios Table 8.0 Mix proportions of concrete containing different water-binder ratios Table 8.0 Mix proportions of concrete containing different water-binder ratios Table 8.0 Mix proportions of concrete containing different water-binder ratios Table 8.0 Mix proportions of concrete containing different water-binder ratios
Mix Constituents Mix Designation Mix Designation Mix Designation Mix Designation Mix Designation Mix Designation Mix Designation Mix Designation Mix Designation Mix Designation
Mix Constituents M1 (W/C0.23) M1 (W/C0.23) M2 (W/C0.24) M2 (W/C0.24) M3 (W/C0.25) M3 (W/C0.25) M4 (W/C0.26) M4 (W/C0.26) M5 (W/C0.27) M5 (W/C0.27)
Mix Constituents Qty. (kg/m3) Prop. Qty. (kg/m3) Prop. Qty. (kg/m3) Prop. Qty. (kg/m3) Prop. Qty. (kg/m3) Prop.
Cement 574 1 574 1 574 1 574 1 574 1
Fly Ash 41.00 0.071 34.30 0.06 27.60 0.05 20.90 0.04 14.20 0.02
Micro Silica 40.18 0.07 40.18 0.07 40.18 0.07 40.18 0.07 40.18 0.07
Fine Aggregate 844.48 1.47 844.48 1.47 844.48 1.47 844.48 1.47 844.48 1.47
Coarse Aggregate 805.32 1.4 805.32 1.4 805.32 1.4 805.32 1.4 805.32 1.4
Water to Binder ratio 140.68 0.229 143.82 0.236 146.97 0.244 151.18 0.254 153.25 0.261
Super Plasticizers 11.07 0.018 10.95 0.018 10.83 0.018 10.71 0.018 10.59 0.018
VMA 1.722 0.003 1.722 0.003 1.722 0.003 1.722 0.003 1.722 0.003
40

• PREPARATION OF TEST SPECIMENS
• A total of five batches for each mix based on the
  above mix proportions have been prepared.
• The mixing process is done in electrically
  operated concrete mixer.
• The predetermined quantities of fine and coarse
  aggregates are added to the mixer and mixed for
  thirty seconds.
• After that the cement, fly ash and micro silica
  were added to the mixer and mixed together with
  the aggregates for one minute.

41

• The various amounts of water, superplasticizer
  and viscosity admixture were added and mixed
  thoroughly.
• This process of production was adopted for the
  whole quantum of work.
• The mixes immediately after the preparation were
  used for carrying out the fresh concrete tests
  i.e., slump flow, V-funnel, L-box, U-box etc.
• Sufficient number of cubes, cylinders and prisms
  were casted, cured and tested after the
  recognized ages to evaluate the properties of
  hardened concrete.

42
RESULTS AND DISCUSSIONS

• TEST RESULTS ON FRESH CONCRETE
• The workability tests i.e., Slump flow test,
  V-Funnel test, L-Box test and U-Box test results
  obtained for different water-cement ratios are
  presented in Table 9.
• The graphical representations of water-cement
  ratio vs each of the workability tests are shown
  in Fig. 1 to Fig. 6.

43
Table 9.0 Test Results on Fresh Concrete and Acceptance Criteria for SCC Table 9.0 Test Results on Fresh Concrete and Acceptance Criteria for SCC Table 9.0 Test Results on Fresh Concrete and Acceptance Criteria for SCC Table 9.0 Test Results on Fresh Concrete and Acceptance Criteria for SCC Table 9.0 Test Results on Fresh Concrete and Acceptance Criteria for SCC Table 9.0 Test Results on Fresh Concrete and Acceptance Criteria for SCC Table 9.0 Test Results on Fresh Concrete and Acceptance Criteria for SCC Table 9.0 Test Results on Fresh Concrete and Acceptance Criteria for SCC Table 9.0 Test Results on Fresh Concrete and Acceptance Criteria for SCC Table 9.0 Test Results on Fresh Concrete and Acceptance Criteria for SCC
S. No Method Unit Water/Cement Ratio Water/Cement Ratio Water/Cement Ratio Water/Cement Ratio Water/Cement Ratio EFNARC3 Specification Remarks
S. No Method Unit 0.23 0.24 0.25 0.26 0.27 EFNARC3 Specification Remarks
1 Slump Flow Test mm 655 660 665 680 700 SF1 550-650 SF2 660-750 SF3 760-850 SF2
2 T500 sec 3.94 3.88 3.82 3.32 2.50 VS1 T500 2 VS2 T500 gt 2 VS2
3 V-Funnel sec 8.50 8.35 8.10 7.95 6.89 VF1 8 VF2 9-25 VF2
4 T5min sec 11.89 10.92 10.66 10.23 9.95 VF1 8 VF2 9-25 VF2
5 L-Box h2/h1 0.950 0.959 0.969 0.975 0.980 PA1 gt 0.8 (2 rebars) PA2 gt 0.8 (3 rebars) PA2
6 U-Box mm 9 7 6 5 4 0-30 23 OK
44
Fig. 1. W/C Ratio vs Slump Flow
45
Fig. 2. W/C Ratio vs T500
46
Fig. 3. W/C Ratio vs V-Funnel
47
Fig. 4. W/C Ratio vs T5
48
Fig. 5. W/C Ratio vs L-Box Ratio
49
Fig. 6. W/C Ratio vs U-Box
50

• TEST RESULTS ON HARDENED CONCRETE
• The strength tests i.e., compressive strength,
  split tensile strength and flexural strength test
  results on hardened concrete at the age of 7 days
  and 28 days obtained for different water-cement
  ratios are presented in Table 10.
• The graphical representations of water-cement
  ratio vs each of the strength tests are shown in
  Fig. 7 to Fig. 9.

51
Table 10.0 Test Results on Hardened Concrete Table 10.0 Test Results on Hardened Concrete Table 10.0 Test Results on Hardened Concrete Table 10.0 Test Results on Hardened Concrete Table 10.0 Test Results on Hardened Concrete Table 10.0 Test Results on Hardened Concrete Table 10.0 Test Results on Hardened Concrete
Concrete Mix Compressive Strength (N/mm2) Compressive Strength (N/mm2) Split tensile Strength (N/mm2) Split tensile Strength (N/mm2) Flexural Strength (N/mm2) Flexural Strength (N/mm2)
Concrete Mix 7days 28days 7days 28days 7days 28days
M1 (W/C0.23) 61.64 82.22 3.72 4.09 5.92 6.76
M2 (W/C0.24) 59.73 82.07 3.63 4.08 5.84 6.52
M3 (W/C0.25) 53.11 81.62 3.43 4.05 5.72 6.20
M4 (W/C0.26) 52.53 81.29 3.40 3.99 5.46 5.86
M5 (W/C0.27) 52.48 80.53 3.37 3.89 5.18 5.69
52
Fig. 7. W/C Ratio vs Compressive Strength
53
Fig. 8. W/C Ratio vs Split Tensile Strength
54
Fig. 9. W/C Ratio vs Flexural Strength
55

• DISCUSSION ON TEST RESULTS
• Based on the above experimental results, the
  observations are as follows
• Slump flow increases with the increase of
  water/cement ratio.
• T500 time, V-funnel time, T5 time and U-box
  values are decreases with the increase of w/c
  ratio.
• L-box value increases with the w/c ratio.
• All the workability test results are well in
  comply with the EFNARC specifications of SCC and
  acceptance criteria are shown in Table 9.

56

• Compressive strength, tensile strength and
  flexural strengths are decreasing as the w/c
  ratio increases.
• Marginal increase in the compressive strength at
  28 days of concrete as the w/c ratio decreases.
• Compressive strength and split tensile strength
  decreases at higher rate for 7 days strength when
  compared to 28 days strength, whereas it is also
  observed that flexural strength value decreases
  at higher rate for 28 days strength when compared
  to 7 days strength.
• The variation of decrease in strengths at 7
  days and 28 days with w/c ratios are shown Fig.
  10 to Fig. 11.

57
Fig. 10. W/C Ratio vs Decrease in Strength at 7
days
58
Fig. 11. W/C Ratio vs Decrease in Strength at
28 days
59
CONCLUSIONS

• All the mixes used in this study exhibits the
  good workability characteristics, in accordance
  with the EFNARC specifications.
• Workability characteristics i.e., passing
  ability, filling ability and segregation
  resistance of the SCC mixes are linearly
  increasing with the increase of water-cement
  ratio.
• It is observed that the w/c ratio increases, the
  compressive strength decreases by 14.9, split
  tensile strength decreases by 9.4 and flexural
  strength decreases by 12.5 at 7 days age of
  concrete.

60

• It is observed that as the w/c ratio increases,
  the compressive strength decreases by 2.1, split
  tensile strength decreases by 4.9 and flexural
  strength decreases by 15.8 at 28 days age of
  concrete.
• It is observed that compressive strength and
  split tensile strength decreases at higher rate
  for 7 days strength when compared to 28 days
  strength, whereas it is also observed that
  flexural strength value decreases at higher rate
  for 28 days strength when compared to 7 days
  strength.

61

• Therefore from the experimental results, the
  compressive strength, split tensile strength and
  flexural strength decreases as the w/c ratio
  increases.
• With these experimental results, all the mixes
  were able to develop a higher strength concrete
  without any vibration, with complies all the
  workability requirements of SCC.
• The relation between the strengths and water
  cement ratios, flow values and water cement
  ratios are almost linear.

62

• Scope of Future Work
• The present investigation will be extended to the
  more number of concrete strength ranges and also
  on the structural elements i.e., beams and slabs
  etc..
• The investigation may be extended to the alkaline
  and thermal effects.
• The investigations may be extended with different
  proportions and different types of mineral
  admixtures apart from fly ash and silica fume.

63

• PHOTOGRAPHS

64
SPECIMENS DURING CASTING
65
SPECIMENS DURING CASTING
66
SPECIMENS DURING CURING
67
SPECIMENS DURING TESTING
68
SPECIMENS DURING TESTING
69
SLUMP FLOW TEST
70
V FUNNEL TEST
71
L-BOX TEST
72
REFERENCES
1. C. Selvamony, M. S. Ravikumar, S. U. Kannan and S. Basil Gnanappa, Development of High Strength Self Compacting Self Curing Concrete using Lime Stone Powder and Clinkers, ARPN Journal of Engineering and Applied Sciences, Vol. 5, No. 3, March 2010.
2. Dr. Hemant Sood, Dr.R.K.Khitoliya and S. S. Pathak, Incorporating European Standards for Testing Self Compacting Concrete in Indian Conditions, International Journal of Recent Trends in Engineering, Vol. 1, No. 6, May 2009, pp. 41-45.
3. EFNARC (The European Federation of Specialist Construction Chemicals and Concrete Systems), The European Guidelines for Self Compacting Concrete Specification, Production and Use, SCC 028, May 2005.
4. Hajime Okamura, Masahiro Ouchi, Self-Compacting Concrete, Journal of Advanced Technology, Vol. 1, No. 1, April 2003, pp. 5-15.
5. IS 383-1970, Specification for Coarse and Fine Aggregate from Natural Sources for Concrete, Bureau of Indian Standards, Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi-110 002.
IS 456-2000, Plain and Reinforced Concrete-Code of Practice, Bureau of Indian Standards, Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi-110 002.
7. IS 516-1959, Methods of Test for Strength of Concrete, Bureau of Indian Standards, Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi-110 002.
8. IS 2386 (Part-I)-1963, Methods of Test for Aggregate for Concrete, Bureau of Indian Standards, Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi-110 002.
9. IS 3812-1981, Specification for Fly Ash for Use as Pozzolana and Admixture, Bureau of Indian Standards, Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi-110 002.
73
10. IS 5816-1999, Method of Test for Splitting Tensile Strength of Concrete Cylinders, Bureau of Indian Standards, Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi-110 002.
11. IS 9103-1989, Concrete Admixtures-Specification, Bureau of Indian Standards, Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi-110 002.
12. IS 12269-1987, Ordinary Portland Cement 53 Grade-Specification, Bureau of Indian Standards, Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi-110 002.
13. Kazim Turk, Mehmet Karatas, and Tahir Gonen, Effect of Fly Ash and Silica Fume on Compressive Strength, Sorptivity and Carbonation of SCC, KSCE (Korean Society of Civil Engineers) Journal of Civil Engineering, Vol. 17, No. 1/January 2013, pp 202-209.
14. Nan Su, Kung-Chung Hsu, His-Wen Chai A simple mix design method for self-compacting concrete, Cement and Concrete Research 31 (2001), pp. 17991807.
15. N. R. Gaywala and D. B. Raijiwala, Self Compacting Concrete A Concrete of Decade, Journal of Engineering Research and Studies, JERS/Vol. II/ Issue IV/October-December, 2011/213-218.
16. Nguyen, T.L.H., Roussel, N. and Coussot, P. Correlation between L-box test and rheological parameters of a homogeneous yield stress fluid, Cement and Concrete Research, 36, 2006, pp. 1789-1796.
17. Okamura, H., Self Compacting High Performance Concrete, ACI Concrete International, Vol. 19, No. 7, July 1997, pp. 50-54.
18. P. A. Ganeshwaran, Suji, S. Deepashri, Evaluation of Mechanical Properties of Self Compacting Concrete with Manufactured Sand and Fly Ash, International Journal of Civil Engineering and Technology (IJCIET), Volume 3, Issue 2, July- December (2012), pp. 60-69.
74
19. PCI (Precast/Prestressed Concrete Institute), Interim Guidelines for the use of Self Consolidation Concrete in Precast/Prestressed Member Plants, TR-6-03, April 2003.
20. Paratibha Aggarwal, Rafat Siddique,Yogesh Aggarwal, Surinder M Gupta Self-Compacting Concrete- Procedure for Mix Design, Leonardo Electronic Journal of Practices and Technologies, Issue 12, January-June 2008, pp. 15-24.
21. Prof. Kishor S. Sable, Prof. Madhuri K. Rathi, Comparison of Self Compacted Concrete with Normal Concrete by Using Different Type of Steel Fibres, International Journal of Engineering Research Technology (IJERT), Vol. 1, Issue 6, August 2012.
22. Prof. Shriram H. Mahure, Mayur B. Vanjare, Experimental Investigation On Self Compacting Concrete Using Cement Kiln Dust, International Journal of Engineering Research Technology (IJERT) Vol. 2 Issue 1, January- 2013.
23. Shetty, M.S., (2002), Concrete Technology, Theory and Practice, Chand, S. and Company Limited, Ramnagar, New Delhi 110 055.
24. Soo-Duck Hwang, Kamal H. Khayat, and Olivier Bonneau, Performance-Based Specifications of Self-Consolidating Concrete Used in Structural Applications, ACI Materials Journal/March-April 2006, pp. 121-129.
25. S. Venkateswara Rao, M. V. Seshagiri Rao and P. Ratihish Kumar, Effect of size of aggregate and fines on standard and high strength self-compacting concrete, Journal of Applied Science Research, 2010, 6(5) 433-442.
26. Wu, Z., Zhang, Y., Zheng, J. and Ding, Y., An experimental study on the workability of self-compacting lightweight concrete, Construction and Building Materials, 23, 2009, pp. 2087-2092.
75
Thank you