Evaluating The Strength Gain And Structural Properties Of Self-Compacting Concrete By Incorporating Robo Sand And GGBS

1840
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Published On: February 12, 2016
InternationalJournalofInformative&FuturisticResearch ISSN: 2347-1697
Volume 3 Issue 6 February 2016Reviewed Paper
Abstract
Self-compacting concrete is identified as “highly flow able” and stable
concrete that can spread readily into place and fill the formwork without
any vibration and without undergoing any significant segregation. The
design of concrete mix is not a simple task on account of widely varying
properties of the constituent materials and many factors affect its target
value. The mix design problem is a multi-characteristic optimization
problem. However, in the present work, the problem is considered to the
single characteristic optimization problem and the characteristic to be
optimized strength of concrete. In the present paper, Okamora technique
has been applied to obtain optimum of SCC mix design to get the
mechanical and structural strength of concrete and cement is replaced
by GGBS and fine aggregate is replaced by Robo sand and the
experimentation work includes the fresh properties tests on SCC to know
the characteristic behaviour and the hardened properties of SCC is
determined to know the compression strength, split tensile strength,
flexural strength of beams and durability properties.
1. INTRODUCTION
Self-compacting concrete speaks to a standout amongst the hugest advances in solid
innovation for quite a long time. Lacking homogeneity of the cast solid because of poor
Evaluating The Strength Gain And Structural
Properties Of Self-Compacting Concrete By
Incorporating Robo Sand And GGBS
Paper ID IJIFR/ V3/ E6/ 001 Page No. 1840-1853 Subject Area Civil Engineering
Keywords
Mix Design, Self-Compacting Concrete, Robo Sand, Compression Strength,
Flexural Strength, Durability, GGBS
1st
S.Kavitha
Research Scholar,
Department Of Civil Engineering,
Dr. M.G.R Educational & Research Institute University,
Chennai - India
2nd
R.Umadevi
Assistant Professor ,
Department Of Civil Engineering ,
ACS college Of Engineering, Bangalore - India

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ISSN: 2347-1697
International Journal of Informative & Futuristic Research (IJIFR)
Volume - 3, Issue -6, February 2016
Continuous 30th Edition, Page No.:1840-1853
S. Kavitha, R. Umadevi:: Evaluating The Strength Gain And
Structural Properties Of Self-Compacting Concrete By Incorporating
Robo Sand And GGBS
compaction or isolation might radically bring down the execution of developed solid.
SCC has been produced to guarantee sufficient compaction and encourage situation of
solid in structures with congested fortification and in limited regions. Self-Compacting
concrete was presented in Japan in the late 1980's keeping in mind the end goal to defeat
the blockage of steel support in the event of intensely strengthened structures viz,
seismic safe structures and so forth. SCC in the meantime is spread everywhere
throughout the world with a consistently expanding number of utilizations. In regards to
its composition, SCC contains the identical add-ons conventionally vibrated natural
concrete which might be cement aggregates, water additives and admixtures. However
high volume of tremendous plasticizer for reduction of the liquid limit and for better
workability, the high powder content material as “lubricant” for the coarse aggregates as
good as the use of viscosity-sellers to increase the viscosity of the concrete need to be
taken into account have employed the following ways to obtain self-compact potential
of SCC. Inadequate mixture content, Low water/powder ratio and Use of higher dosage
of super-plasticizer. Robo sand, the ideal substitute for waterway sand Eco-preventing
so as to accommodate items whose use helps moderate nature consumption of ground
water levels. Robo Sand's one of a kind properties - desk area molecule shape, steady
degree and zero debasements - are the reasons that basic advisors and solid technologists
like to utilize these products. The Andhra Pradesh administration is empowering the
utilization of Robo sand, a characteristic sand substitute for development reason. GGBS
is readily available material and it is less pricey compared to normal cement. So it is
preferred as the partial addition for the concrete. It minimizes the usage of cement in
constructions. The structural behaviour of Reinforced concrete beams by GGBS
resembled the typical behaviour of reinforced cement concrete beams and there is
increase in load carrying capacity of GGBS beams with age. It provides good durability
to the structures and also it maintains low dry shrinkage. By using the slag, we can
provide the clean, healthy and eco-friendly environment.
2. MATERIALS AND METHODS
2.1 Materials
The materials used in the present investigation are as follows:
 53 Grade, Ordinary Portland Cement
 Coarse aggregate
 Fine aggregate
 Filler material as GGBS
 Super plasticizer
2.1.1 Cement (53 Grade OPC)
Cement is such a material that has cohesive and adhesive properties in the presence of
water such cements are called hydraulic cements. These consist preliminary of silicates
and aluminates of lime. On this experiment 53grade OPC manufacturer Adithya Birla
was used for all SCC mixes. The cement used was contemporary with none lumps, the

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Robo Sand And GGBS
testing of cement used to be completed as per IS: 8112-1989. Compressive strength of
mortar is determined to verify cement confirms IS specification. IS 269-1976 and able to
develop required compressive strength of concrete the test carried out as per IS 4301
part C 1988.
Table 1: Test results of Birla super brand cement (530Grade OPC)
No Properties Test Results
Limitations As per IS 12269
2004
1 Normal Consistency (in %) 30% 30 -35 %
2 Specific Gravity 3.1 Less than or equal to 3.15
Setting Time(in Minutes)
3 a)Initial Setting Time 70 < 30mins
b)Final Setting time 220 > 600mins
Compressive Strength (MPa) (70.6*70.6*70.6mm Cubes)
4 3 days strength 39 Not less than 27Mpa
7 days strength 48 Not less than 37Mpa
28 days strength 60 Not less than 53Mpa
5 Fineness of cement 2% <10%
6 Temperature during testing 28°C 28°C+ 2%
2.1.2 Fine Aggregates
Locally available sand gathered from the river bed Tungabhadra was used as high-
quality mixture sand used to be having fineness modulus 2.62 along with conforming to
grading zone II as per IS
Table 2: Sieve investigation results of fine aggregate
Sieve Retained
Cumulative Cumulative
%Cumulative
Retained % Retained Zone Grade
Dimension Weight(Gm) Passing
Weight Weight
10 mm 0 0 0 100
4.75 mm 18 18 1.8 98.2
2.36 mm 40 58 5.8 94.2
1.18 mm 82 140 14.0 86
Zone II600µ 372 512 51.2 48.8
300µ 394 906 90.6 9.4
150µ 84 990 99.0 1
Pan 10 1000 - 0
Fineness modulus 2.624

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Table 3: Fine Aggregate’s physical properties
Physical Properties Fine aggregates
Specific gravity 2.64
Water absorption 1.5%
Fineness modulus 2.62
Bulk density (kg/m3
) 1768
2.1.3 Coarse aggregates
The crushed stone blend had been gathered from the nearby quarry. Coarse aggregate
used within the experimentation had been 20mm down dimension and verified as per IS
383: 1970.
Table 4: Sieve analysis results of 12.5mm well graded coarse aggregate
Sieve
Retained Retained Retained %
%Cumulative
weight cumulative Cumulative Remarks
Dimension passing
(gm) weight weight
80 mm 0 0 0 100
40 mm 0 0 0 100
Confirms20 mm 0 0 0 100
IS 383-1970
10 mm 2270 2270 45.4 54.6
4.75 mm 2690 4960 99.2 0.8
Pan 40 5000 - 0
Table 5: Coarse Aggregate’s physical properties
Physical properties Coarse aggregates
Specific gravity 2.65
Water absorption 0.3%
Bulk density 1584 (kg/m3)
2.1.4 Filler ( GGBS)
Blast furnace slag cements are in use for moderately long period due to the overall
economic system in their creation as good as their improved performance characteristics
in aggressive environments. GGBS is received by using quenching molted iron slag
from a blast furnace in water or steam to supply a glassy granular product. Then it is
dried and grounded in to a best powder. In the last decade a fine deal of study work has

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Robo Sand And GGBS
been performed addressing the effectively of GGBS.
2.1.5 Super plasticizer (SP)
It is a chemical compound used to develop the workability without using any additional
water. The super plasticizer used in the present work is the commercially available
brand Glenium B233.
Table 6: Properties of Gleniun B233 (Superplasticizer)
Parameters
Specifications
Results
(as per IS 9103)
Physical state Light brown liquid Light brown liquid
Chemical name of active
Polycarboxylate Polymers Polycarboxylate Polymers
ingredient
Relative density at 25 C 1.08±0.02 1.083
Ph Min.6 6.92
Chloride ion content (%) Max 0.2 0.0079
Dry material content 34 (±5%) 34.58
3. METHODOLOGY
The experimental work will be conducted in the following five phases.
The primary segment incorporated a complete literature review and data assortment in
the following areas:
1. Basic desires of SCC.
2. Properties of Fresh SCC.
The second section involves fabrication, upgrading and calibration of the tools with
moulds. The equipment’s for V-funnel and U-tube exams had been made-up to assess
the self-compatibility of recently ready SCC. Moulds are fabricated used for casting of
specimens required for assessing the properties of hardened SCC.
In third section, the Okamura process of mix design of a suitable SCC was applied in an
exploratory method. A series of trials were once carried out towards raise a proper
combine design making use of local aggregates by varying the W/C ratio and Okamora
for calculating cement content simultaneously up to the desired strength M40 is
achieved. In the fourth phase, compressive split and flexural specimen moulds were
casted and cured for 28 days. The fifth phase, involved the study of experimental data
and comparison with various codes for the satisfactory requirements of SCC.
3.1 Mix design procedures:
SCC is widely used all over the world in spite of a lot of advantages including reduction
in labour and fast way construction etc. but there is refusal any actual mix design
procedure for making of SCC. Some of the methods suggested by various eminent
personalities and researchers across the world regarding development and mix design

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Robo Sand And GGBS
procedure for SCC are been listed below:
Japanese Method (or) Okamura’s method
EFNARC Method
Nan-Su Method Of Mix Design For S.C.C
JagadishVengala and RV Ranganath’s Method and etc.
In spite of all above mentioned Mix design procedures in this paper work Okamora and
Ozawa method of mix design is used for design mix.
3.2 The detailed steps for mix design are described as follows:
Count on air content material as 2% (100 liters) of concrete quantity.
Calculate the coarse aggregate Content via volume (50 –• 60%) of mix volume.
Take up satisfactory aggregate Quantity of 40 to 60% of the mortar volume.
Substitute cement with 10% GGBS of cementations material.
Optimize the dosages0of super plasticizer.
Carry out SCC tests.
3.2.1 Mixing procedure for SCC
Mixing procedure for SCC is described as follows:
Binder and aggregate are blended for one minute.
The 1st phase (70%) of water was once brought with pooled for two minutes
SP along with the 2nd
phase (30%) of water used to be added
and blended for 2 minutes.
The combine was stopped and kept leisure for two minutes.
The combo was once remixed for one minute and discharged for SCC
assessments.
3.2.2 Blend proportions:
Mix type with percentage relative proportion sand mix proportions of constituent
Materials are tabulated.
Table 7: Mix Design as per Dr. Hajime Okamura for 100 Liters of concrete
Constituent
3
Mix proportion (Kg/m )
Powder 21
Water 20 Litres
Coarse aggregate 91
water to powder ratio 0.40
Fine aggregate 70
Proportion 1:1.19:1.10

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Table 8: Mix Design as per Dr.Hajime Okamura For 100 Litres of concrete
No. Mix proportions Powder Fine Aggregate Coarse
Aggregate
Water
Powder
ratio
Cement GGBS Natural Robo
1 Normal SCC 6.8 1.7 10.12 0 9.36 0.4
2 RS 50%,GGBS
20%
5.45 3.06 5.06 5.06 9.36 0.4
3 RS 50%,GGBS
40%
4.08 4.42 5.06 5.06 9.36 0.4
4 RS 50%,GGBS
60%
2.72 5.78 5.06 5.06 9.36 0.4
5 RS 75%,GGBS
20%
5.45 3.06 2.53 7.59 9.36 0.4
6 RS 75%,GGBS
40%
5.45 4.42 2.53 7.59 9.36 0.4
7 RS 75%,GGBS
60%
5.45 5.78 2.53 7.59 9.36 0.4
4. RESULTS AND DISCUSSIONS
4.1 Fresh properties
The properties of workability tests for M40 grade SCC are as shown in Table 1.9
Table 9: Workability of fresh concrete
No. Description SCC M1 M2 M3 M4 M5 M6
1 Slump flow (mm) 660 670 690 695 710 690 700
2 V-funnel (sec) 7 9 8 8 9 8 10
3 L-box (H2/H1) mm 0.9 0.85 0.9 0.95 0.9 0.8 0.9
4 T5 (sec) 2.3 2.8 3.9 4.1 2.9 3.9 4.2
4.2 Hardened Properties
4.2.1 Compressive Strength
It is noted from Table 10 that the 56-days compressive strength for GGBS and ROBO
sand based on M40 grade SCC is 45.23 MPa, which is about 4.92% more than the
design strength. From the test results for 7 days, 28days and 56 days compressive
strength based on SCC, it may be noted that the results are satisfactory. The
Compressive strength of GGBS and ROBO sand based SCC after 7days, 28 days and 56
days

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Robo Sand And GGBS
Table 10: Results of Compressive strength
Compressive Strength (N/mm
2
)
No. Description
28 567
1 Normal SCC 34.49 41.33 50.22
2 20% GGBS + 50% RS 35.60 43.12 51.88
3 40% GGBS + 50% RS 36.80 44.51 52.92
4 60% GGBS + 50% RS 34.90 42.20 50.71
5 20% GGBS + 75% RS 36.20 44.48 52.35
6 40% GGBS + 75% RS 37.10 45.23 53.54
7 60% GGBS + 75% RS 35.30 42.90 51.24
Figure 1 : Compressive Strength of Various Mix Proportion

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Robo Sand And GGBS
4.2.2 Split Tensile strength
From Table Table 11 it is evident that the Split tensile strength of GGBS and Robo
sand based SCC is more than that of control mix based SCC for 7 days, 28 days and 56
days of curing period.
Table 11: Results of Split Tensile strength
Split Tensile Strength (N/mm2
)
No. Description
28 567
1 Normal SCC 2.66 3.81 4.13
2 20% GGBS + 50% RS 2.83 4.10 4.34
3 40% GGBS + 50% RS 3.26 4.51 4.76
4 60% GGBS + 50% RS 2.75 3.96 4.23
5 20% GGBS + 75% RS 2.98 4.32 4.51
6 40% GGBS + 75% RS 3.44 4.73 4.89
7 60% GGBS + 75% RS 2.90 4.22 4.47
Figure 2: Split Tensile Strength of Various Mix Proportion

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Robo Sand And GGBS
4.2.3 Flexural Strength
From Table 12 it is evident that the Flexural strength of GGBS Robo sand based SCC
is more than control mix based SCC for 7 days, 28 days and 56 days of curing period.
Table 12: Results of Flexural strength
Flexural Strength (N/mm2
)
No. Description
7 28 56
1 Normal SCC 4.21 4.95 5.69
2 M2 40% GGBS + 50% RS 4.53 5.45 6.05
3 M5 40% GGBS + 75% RS 4.76 6.25 7.10
Figure 3: Flexural Strength of Normal SCC and Optimum Mix Proportions
4.3 Durability test
4.3.1 Sulphate attack test
The sulphate attack was evaluated by means of measuring the burden losses of the
specimens at 7, 28 & 56 days respectively. The results for sulphate attack experiment
are proven here Table 13.

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Robo Sand And GGBS
Table 13: Results of loss of strength due to Sulphate Attack Test (Normal SCC)
Compressive Strength
Loss of Compressive Strength of
Normal SCC
No. Description
28 56 28 567 7
1 Normal SCC 34.49 41.33 50.22 31.04 36.37 43.59
Figure 4: Average Compressive Strength V/S Loss of Compressive Strength of NSCC
Table 14: Results of loss of strength due to Sulphate Attack Test (40% GGBS + RS 50%)
Loss of Compressive Strength of
No. Description
40% GGBS + 50% RS
28 56 28 567 7
1
40% GGBS +
36.80 44.51 52.92 34.63 41.34 48.68
RS 50%

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Figure 5: Average Compressive Strength V/S Loss of Compressive Strength (40% GGBS + RS 50%)
Table 15: Results of loss of strength due to Sulphate Attack Test (40% GGBS + RS 75%)
Loss of Compressive
Strength of 40% GGBS +
(N/mm2
)
No. Description
75% RS
7 28 56 7 28 56
1 40% GGBS + RS 75% 37.10 45.23 53.54 35.13 42.29 49.58
Figure 6: Average Compressive Strength V/S Loss of Compressive Strength (40% GGBS + RS 75%)

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5. CONCLUSION
The subsequent conclusions be able to drawn from the experimental investigations
carried out on the behaviour of concretes with GGBS and ROBO sand like partial
replacements for cement and sand.
 It is decided that there's an develop within the compressive strength used for
different concrete mixes completed with GGBS and ROBO sand substitute
mixes. The increase is when you consider that of excessive reactivity of
GGBS.
 Compressive strength increases with increase of percent of Robo sand and
GGBS upto certain limit.
 In order to increase the strength cement is replaced by combination of
GGBS.
 According to mix the combine gradation of 45% RS and 55% NS meets the
grading limits of IS: 383, But it has been found that on adding more percent
of Robo Sand i.e 50% RS and 50% NS also for the mix RS 75% and NS 25%
in concrete gives maximum compressive strength.
 Good compressive strength is obtained when 40% GGBS is replaced with
cement and natural sand is replaced by 50% and 75% Robo sand.
 The maximum 56 days split tensile strength was obtained with 40% GGBS
replaced with cement.
 The maximum 56 days flexural strength was obtained at mix (50% RS and
50% NS) and mix (75% RS and 25% NS) along with cement replacement
with GGBS 40%.
 Durability test implemented in the investigation by way of acid attack test
with 10% sulphuric acid revealed that 40%GGBS replaced with cement,
Robo sand replaced with50% and 75% of natural sand in concrete is more
durable in terms of durability factors than control mix.
 It is observed that mixture of GGBS with Robo Sand concrete will be durable
as compared to control concrete. 
 The other forms of fillers, viz., fly ash, stone powder, and floor glass (as
advocated by way of EFNARC) could also be tried in extraordinary mixtures
and the property of the mixes could also be investigated 
6. REFERENCES
[1] H.Okamora And M.Ouchi Self-compacting concrete progress, present use and future.
First worldwide RILEM Symposium on Self-compacting Concrete. Rilem Publications
SARL, 3-14.1999
[2] Poppe A.M. And Schutter, G.D. 2005. Cement hydration within the presence of
execessive filler contents. Cem. Concr. Res., 35 (12): 2290-2299.
[3] EFNARC 2005. European guidelines for self-compacting concrete, specification,
production and use. May 2005.
[4] Japan Society of Civil Engineers, ―Recommendation for Construction of Self

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Robo Sand And GGBS
Compacting Concrete‖,157- 164 pp., 1998.
[5] VenuMalagavelliet. Al “high performance CONCRETE WITH GGBS AND ROBO
SAND”/international journal of engineering and science/ vol. 2(10), 2010, 5107-5113.
[6] Swamy R.N, High Performance Durability Through Design. International Workshop on
High-performance Concrete, ACI-SP, Vol.159 (14), pp. 209-230, 1996.
[7] SyamPrakash*, ‘Ready Mixed Concrete using Manufactured Sand as Fine Aggregate
‘,32nd Conference on Our World in Concrete and Structures:28-29 August 2007.
[8] M. Sailakshmi and Dr.B.S.R.kprasad., ’strength and Workability traits of excessive
performance Concrete with Partial replacement of Cement and Sand with GBBS and
Robosand., international Journal of Engineering study & technological know-how
(IJERT)Vol. 2 issue 8, August – 2013.
[9] IS: 12089 (Specification for Granulated Slag for Manufacture of Portland Slag Cement),
Indian Standard Code of Practice, 1987.
[10] IS: 383 (Specification for coarse and fine aggregates from natural sources for concrete),
Indian Standard Code of Practice, 1970.
[11] IS: 10262 – 1982: (Recommended Guidelines for Concrete Mix Design) Indian Standard
Code of Practice.
[12] IS: 456 – 2000: (Plain and Reinforced Concrete Code of Practice) Indian Standard Code
of Practice.
[13] IS 12269: 1987, (Specification for 53 grade Ordinary Portland Cement) Indian Standard
Code of Practice.
[14] IS 2386 – 1963: (Methods of Test for Aggregates for Concrete) Indian Standard Code of
Practice

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