SUMMER RESEARCH REPORT

SUMMER RESEARCH REPORT
FRESH AND HARDENED CHARACTERISTICS OF
NORMAL STRENGTH SELF-COMPACTING
CONCRETE
May 15th 2015 – July 15th 2015
Prepared by
ADITYA S BAJAJ
B.TECH CIVIL ENGINEERING
VJTI, MUMBAI
Guided by
DR. BHUPINDER SINGH
ASSOCIATE PROFESSOR
DEPT. OF CIVIL ENGINEERING
Department of Civil Engineering
INDIAN INSTITUTE OF TECHNOLOGY ROORKEE
ROORKEE-247667, UTTARAKHAND, INDIA

Summer Research Report-Fresh and Hardened Characteristics of Normal Strength SCC
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Department of Civil Engineering, IIT Roorkee.
CANDIDATE’S DECLARATION
I hereby declare that the work presented in this dissertation entitled “Fresh and
Hardened Characteristics of Normal Strength Self-Compacting Concrete” has been carried
out by me in partial fulfilment of the requirements for the Summer Research Training at the Civil
Engineering Department, Indian Institute of Technology Roorkee. This report is an authentic
record of my own work carried out in the period from May 2015 to July 2015 under the
supervision of Dr.Bhupinder Singh, Associate Professor, Department of Civil Engineering,
Indian Institute of Technology Roorkee. Matter presented in this report has not been submitted
for the award of any degree.
Place: Roorkee
Date:
Aditya S. Bajaj

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CERTIFICATE
This is to certify that Aditya S. Bajaj of Veermata Jijabai Technological Institute (V.J.T.I),
Mumbai, has successfully completed his summer training from 15.05.2015 to 15.07.2015 at
Department of Civil Engineering, Indian Institute of Technology Roorkee, Roorkee on “Fresh
and Hardeened Characteristics of Normal Strength Self Compacting Concrete” submitted
by him to the undersigned. It is an authentic record of his original work, which he has carried out
under my supervision and guidance.
I wish him all the very best.
Date:
Dr. Bhupinder Singh
Associate Professor
Department of Civil Engineering
Indian Institute of Technology Roorkee
Roorkee – 247667
Uttarakhand, India

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ACKNOWLEDGEMENT
First of all, I praise God, the almighty, merciful and passionate, for providing me this
opportunity and granting me the capability to proceed successfully.
I would like to take this opportunity to express my profound gratitude and deep regards to
my guide Dr. Bhupinder Singh,Associate Professor, Civil Engineering Department, Indian
Institute of Technology Roorkee, for his valuable guidance, feedback and generosity throughout
the duration of the project. His valuable suggestions were of immense help throughout my
project work. I thank him for always being available in spite of his busy schedule.
Dr. Bhupinder Singh has truly been awe-inspiring and working under him was a
completely new and highly educating experience for me.
.
I would also like to thank Dr. P.P. Bhave, Associate Professor and Head, Civil and
Environmental Engineering Department, Veermata Jijabai Technological Institute (V.J.T.I),
Mumbai for giving me the permission and opportunity to work for this summer internship
project. I extend my sincerest gratitude to Dr. Sandeep S. Pendhari, Associate Professor,
Structural Engineering Department, V.J.T.I., Mumbai for recommending and encouraging me to
pursue this training.
I thank Mr. Subhash B. Gurram, Scientist, CBRI Roorkee, Ajit Saini, Research Assistant,
Rajdeep Maurya, MTech 1st
Year and Mr. Shakeel Waseem, Ph.D student, Structural Dynamics,
IITR for their continuous assistance and help during the project.
Finally, I thank the Lab incharge and all supporting staff of the Casting and Materials
testing laboratory, Structural Engineering Department, IIT Roorkee.
Aditya S. Bajaj

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TABLE OF CONTENTS
Candidate Declaration...............................................................................................................1
Certificate.................................................................................................................................2
Acknowledgement ....................................................................................................................3
Table of Contents......................................................................................................................4
1. CHAPTER 1.......................................................................................................................6
1.1. Abstract .......................................................................................................................6
1.2. Introduction .................................................................................................................6
1.2.1 Advantages of SCC……………………………………………………………….6
1.3. Experimental Program…………………………………………………………………. 7
2. CHAPTER 2…………………………………………………………………………………8
2.1. Cement…………………………………………………………………………………....8
2.2. Fly Ash……………………………………………………………………………………8
2.3. Fine Aggregate……………………………………………………………………………9
2.4. Coarse Aggregate…………………………………………………………………………9
2.5. Water…………………………………………………………………………………….10
2.6. Super plasticizer…………………………………………………………………………10
2.7. Viscosity Modifying Admixture (VMA) ……………………………………………….10
3. CHAPTER 3…………………………………………………………………………………11
3.1. Requirements……………………………………………………………………………11
3.2. Workability and Acceptance Criterion………………………………………………….11
3.3. Test Methods…………………………………………………………………………....12
3.3.1. Slump Flow and T50……………………………………………………………..12
3.3.2. V-Funnel and V-Funnel 5Minutes……………………………………………….13
3.3.3. L-Box Test……………………………………………………………………….15
3.3.4. U-Box Test……………………………………………………………………….16
3.3.5. J-Ring Test……………………………………………………………………….18
4. CHAPTER 4…………………………………………………………………………………20
4.1. SCC Mix Design………………………………………………………………………...20
4.2. Selection of Mix Proportion…………………………………………………………….20
4.3. Mix Proportions and Trials……………………………………………………………...20
4.3.1. The V-Funnel Complication……………………………………………………..21
4.3.2. The V-Funnel Solution…………………………………………………………..21
5. CHAPTER 5…………………………………………………………………………………25
5.1. Hardened Characteristics………………………………………………………………..25

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5.2. Normal Strength Mix……………………………………………………..……………..25
5.3. 7-Days Cube Compressive Strength………………………………………………….....25
5.4. 14-Days Cube Compressive Strength……………………………………………….…..26
5.5. 14-Days Split Tensile Strength………………………………………………………….26
5.6. 14-Days Flexural Strength (Modulus of Rupture) ……………………………………..29
5.7. 14-Days Stress-Strain Analysis…………………………………………………………30
5.7.1. Stress V/S Percentage Strain Curves…………………………………………... 30
5.8. Hardened Properties Discussion………………………………………………………. 32
6. CHAPTER 6………………………………………………………………………………...33
6.1. Concrete Rheology……………………………………………………………………..33
6.2. The Bingham Model……………………………………………………………………33
7. CONCLUSION……………………………………………………………………………..36
8. REFERENCES……………………………………………………………………………..37
9. APPENDIX…………………………………………………………………………………38
1. Application to program and Consent letter from Parent Institute…………………..38
2. Approval Letter from IIT Roorkee………………………………………………….39

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CHAPTER 1
1.1 Abstract
The research study presented in this report aims to establish a reliable mix design for
normal strength self-compacting concrete. Subsequently, it also tends to investigate some of
the essential fresh properties of self-compacting concrete that distinguish it from
conventionally vibrated concrete. Finally, the report states the result of certain characteristic
hardened properties of the finalized mix design.
Self-consolidating or Self-Compacting concrete, abbreviated as SCC, may be one of the
most significant concrete technology developments in many years. Because of its
characteristic fresh properties, it has the potential to dramatically alter and improve the
future of concrete placement and construction processes. The use of SCC may lead to labor
and construction time savings and result in far better architectural finishes. The primary
difference between SCC and conventional concrete is in their fresh properties. Much
research has been conducted and the industry understand of SCC has developed since its
inception. There are certainly some new developments needed to further improve its
applications.
1.2 Introduction
SCC is defined as concrete that “can be compacted into every corner of a formwork, purely
by means of its own weight and without the need for vibratory compaction”. SCC is a highly
flowable concrete that can spread easily under its own weight without segregation and
blockage. Such a concrete is used to ensure the filling of the spaces between heavily
congested reinforced sections and in areas with restricted access to vibration. It is also
employed to improve the productivity of the concrete placement, as well as improve site
working condition as it ensures noise reduction by eliminating vibration consolidation. Self
Compacting Concrete is presently being used only as a special concrete by large
construction company because of stringent requirements of quality control in its mixture
proportioning. SCC is an extension of existing concrete technology and typically uses the
same materials as conventional concrete. The primary difference between SCC and
Conventional Concrete is in their fresh property targets.
1.2.1 Advantages of SCC
SCC which is properly proportioned and placed has both economic and technological benefit to
the end user. SCC can provide the following benefits:
 Reduce labor and equipment:
o No need for vibration to ensure proper consolidation. This also results in
savings in equipment purchasing and their maintenance & operation.

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o Less need for screeding operations to ensure flat surfaces.
 More rapid placement of concrete and accelerated construction.
 Ease of placement and consolidation in difficult situations owing to access
limitations or configuration of element formwork and reinforcement.
 Expanded use of concrete in architecturally challenging applications.
 Reductions in equipment needs such as vibrators, concrete pumps.
 Shortened concrete delivery times.
 Improved surface finish.
 Reduced patching labor and materials.
 Improved working conditions for laborers, potentially resulting in :
o Improved employee retention
o Reduced employee absence
 Improved Safety
o Fewer workers on the walls needed for placement and consolidation.
o Fewer electrical and air lines running across the plant floors for vibration
o Less noise
 All these have potential to result in:
o Fewer injuries and resulting lost time.
o Reduced workers compensation claims.
o Reduced insurance Premium.
Therefore, it can be said that SCC is a technology that provides both cost savings and
expanded performance benefits.
1.3 Experimental Program
The experimental program was carried out in the following stages:
a. Materials Property Testing
b. Batching Trial Mixes
c. Investigating Fresh Properties
d. Modifying Trial Mixes based on observations
e. Investigating Hardened Properties
In addition to proportioning normal strength mix design, trials were simultaneously carried out
on medium strength SCC mixtures as well.

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CHAPTER 2
Materials
The experimental work was initiated with characterization of the locally available materials in
Roorkee routinely used for the making of concrete. The measured physical properties of these
materials and the details of the empirically developed SCC mixtures are discussed in the
following sections.
2.1 Cement
43 Grade Ordinary Portland Cement (OPC 43) from a single source was used and the
physical properties of the cement which conformed to Indian Standard IS 8112: 1989 are listed
in Table 1.
Table 2.1: Physical properties of Cement (OPC Grade 43)
Charactersitic
Result
IS 8112:1989
Requirement
Blaines Fineness (cm2
/gm) 2776.08 >2250
Specific Gravity 3.16 3.14
Soundness-Le Chatelier's test (mm) 2 <10
Autoclave expansion(%) 0.07 <0.8
Normal Consistency (%of Cement by weight) 29 30
Intitial Setting Time(mins) 30 >30
Final Setting Time(mins) 180 <600
Compressive Strength (Mpa)
3-days 23.02 >23
7-days 30 >33
2.2 Fly-ash
A low-calcium fly ash obtained from the combined fields of the electrostatic precipitator
of the thermal power plant at Dadri, India was used. The physical and chemical characteristics of
the fly ash is given in Table 2 satisfy the requirements of IS 3812: 1981.

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Table 2.2: Physical & Chemical Properties of FlyAsh
Property Measurement
Blaines Fineness (cm2
/gm) 3477
Specific Gravity 2.24
Silicon dioxide, SiO2, (%by mass) 51.4
SiO2 + Al2O3 + Fe2O3 , (by mass) 91
Loss on Ignition, (%by Mass) 0.6
2.3 Fine aggregate
The physical properties of the fine aggregate are listed in Tables 3. The fine aggregate
confirmed to Zone III of IS 383: 1970.
Table 2. 3: Physical properties of the Fine Aggregate
Characteristic Result
Grading Zone III (IS:383-1970)
Fineness Modulus 2.5
Density (Loose) kN/m3
15.5
Water Absorption (%) 2.04
Moisture Content (%) 0.45
2.4 Coarse aggregate
Locally available crushed stone aggregate of 12.5 mm nominal maximum size and having
a specific gravity of 2.70 was used as the coarse aggregate in the SCC mixtures. Physical
properties of the aggregates are given in Table 5.
The Fig.1 shows the Particle size distribution of the coarse and fine aggregates used from
storage bin. The coarse aggregates used were specifically in the size range of 10mm to 12.5mm.
Table 2.4: Physical Properties of Coarse Aggregate (Nominal size <16mm)
Characteristic Result
Fineness modulus 7.27
Dry Rodded Bulk density (kg/m3
) 1596.667
Water Absorption 0.81
Moisture Content (%) Nil

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Fig 2.1: Gradation Curve for Coarse and Fine Aggregate
2.5 Water
Potable tap water which was free of any deleterious materials is used for both mixing and
curing of concrete.
2.6 Superplasticizer
A commercially available super plasticizer (Glenium 51) based on modified
polycarboxylic ether and conforming to ASTM C 494 Types A and F and IS 9103: 1999 with a
specific gravity of 1.05 was used as the high range water reducing admixture in the SCC
mixtures. The molecular configuration of the super plasticizer accelerates hydration of cement.
Rapid adsorption of the molecules onto the cement particles, combined with an efficient
dispersion effect, exposes an increased surface of the cement grains to reaction with water.
2.7 Viscosity Modifying Admixture (VMA)
MasterMatrix VMA 362 viscosity-modifying admixture (VMA), a ready-to-use, liquid
admixture that is specially developed for producing concrete with enhanced viscosity and
controlled rheological properties, was used. Concrete containing MasterMatrix VMA 362
admixture exhibits superior stability, thus increasing resistance to segregation and facilitating
placement and consolidation. MasterMatrix VMA 362 admixture meets ASTM C 494/C 494M
requirements for Type S, Specific Performance, admixtures. The VMA had a specific gravity of
0.98.
020406080100
0.1 1 10 100
%FinerThan
Particle Size (mm)
Fine
Aggregate
Coarse
Aggregate

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CHAPTER 3
This chapter briefly describes the desired performance criteria for fresh SCC mixture. It enlists
the basic requirements of the concrete mix and the test methods used to establish the fresh
properties and parameters.
3.1 Requirements
SCC can be designed to fulfill the requirements regarding density, strength development, final
strength and durability.
Due to the high content of powder, SCC may show more plastic shrinkage or creep than ordinary
Concrete mixes. These aspects should therefore be considered during designing and specifying
SCC. Current knowledge of these aspects is limited and this is an area requiring further research.
Special care should also be taken to begin curing the concrete as early as possible.
The workability of SCC is higher than the highest class of consistence described within EN 206
and can be characterized by the following properties:
Filling ability: It is the ability of the fresh concrete mixture to flow into and fill formwork under
its own weight. This term is often used interchangeably with fluidity and flow as they pertain to
SCC. For a mixture to be considered SCC, it must have adequate filling ability.
Passing ability: It is the ability of SCC mixture to flow through restricted spaces without
blocking. This property is generally concerned with aggregate flowing through dense
reinforcement; however, it can also refer to flow through narrowing sections in formwork or
when reducers are present on concrete pipelines. Any situation where the concrete particles have
to rearrange themselves in order to flow through an obstacle is where passing ability
characteristics are important.
Segregation resistance: It is the ability of an SCC mixture to resist segregation of its constituent
materials. Stability is defined under two conditions: dynamic and static. Dynamic stability refers
to the segregation resistance of the mix during transport, placement and up to the point where
static stability takes over. Techniques for improving the dynamic stability of SCC include
reducing the slump flow level and reducing the coarse aggregate size and density. Static stability
refers to the ability of the mixture constituents to resist segregation and settlement as the
concrete sits undisturbed.
A concrete mix can only be classified as Self-compacting Concrete if the requirements for all
three characteristics are fulfilled.
3.2 Workability and Acceptance criterion
So far, no single test method has been developed to characterize SCC properties. The following
table enlists the test methods for determining various fresh parameters of SCC, which are
established by EFNARC.

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Table 3.1: List of test methods for workability properties of SCC
Sr. no Method Property
1 Slump-flow by Abrams cone Filling Ability
2 T50 Slump-flow Filling Ability
3 J-Ring Passing Ability
4 V-funnel Filling Ability
5 V-funnel at 5 Minutes Segregation Resistance
6 L-Box Passing Ability
7 U-Box Passing Ability
8 GTM-Screen Test Segregation Resistance
Workability Criteria:
These requirements are to be fulfilled at the time of placing. Typical acceptance criteria for Self-
compacting Concrete with a maximum aggregate size up to 20 mm
are shown in Table 7.
Table 3.2: Acceptance Criteria for Self Compacting Concrete
Sr.
No
Method Unit
Typical range of Values
Minimum Maximum
1 Slump flow by Abrams Cone mm 650 800
2 T50 Slump Flow sec 2 5
3 J-ring mm 0 10
4 V-funnel sec 6 12
5 V-funnel 5 minutes sec 0 3
6 L-Box (h2/h1) 0.8 1
7 U-Box (h2-h1)mm 0 30
8 GTM Screen Test % 0 15
3.3 Test Methods
3.3.1 Slump flow and T50
The slump flow is used to measure free flow of SCC horizontally in the absence of obstructions.
The diameter formed by the concrete paddy is a measure for the filling ability of the concrete. This is
a simple, rapid test procedure. It does not gives any indication of passing ability between
reinforcement without blocking, but may give some indication of resistance to segregation.
3.3.1.1 Equipment
 Mould of any shape of truncated cone with the internal dimensions 200 mm diameter at
the base, 100 mm diameter at the top and a height of 300 mm, confirming to EN 12350-2
 Base plate of a stiff non absorbing material, at least 700 mm square, marked with circle
marking the central location for a slump cone, and for the concentric circle of 500 mm
diameter .
 Trowel, Scoop, Measuring Tape, Stopwatch.

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3.3.1.2 Procedure
 Base plate and slump cone is moistened and placed on a level ground with slump cone
placed centrally on the base plate then about 6 litre of concrete is filled with scoop.
 Do not tamp, simply strike off the concrete level with the top of the cone with trowel.
Surplus concrete is removed from around the base of the cone and the cone is raised
vertically to allow the concrete flow out freely.
 Simultaneously, start the stopwatch and record the time taken for the concrete to reach
500mm spread circle.
 Measure the final diameter of the concrete in two perpendicular directions.
 Average of the two measured diameter is calculated. Note any border of mortar or cement
paste without coarse aggregate at the edge of the pool of the concrete
3.3.1.3 Interpretation of Result
The higher the slump flow value, the greater its ability to fill formwork under its own weight. A
value of at least 650 mm is required for SSC. The T50 time is a secondary indication of flow. A
lower time indicates greater flowability. The Brite-EuRam research suggested that a time of 3-
7sec is acceptable for civil engineering applications and 2-5secs for housing applications. In case
of severe segregation most coarse aggregate will remain in the center of the pool of concrete and
mortar and cement paste at the concrete periphery. In case of minor segregation a border of
mortar without coarse aggregate can occur at the edge of the pool of concrete.

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3.3.2 V-funnel test and V-funnel 5minutes
The V-Funnel test is used to determine the filling ability of the concrete with a maximum
aggregate size of 20mm. The funnel is filled with about 12 litre of concrete and the time taken
for it to flow through the apparatus is measured.
After this the funnel can be refilled with concrete and left for 5 min to settle. If the concrete show
segregation then the flow time will increase significantly.
3.3.2.1 Assessment of test
Though the test is designed to measure flowability, the result is affected by the concrete
properties other than flow. The inverted cone shape will cause any liability of the concrete to
block to be reflected in the result. If, for example there is no too much coarse aggregate. High
flow time can be associated with the low deformability due to high paste viscosity, and the high
inter-particle friction.
3.3.2.2 Equipment: V-funnel, Bucket, Trowel, Scoop, Stopwatch.
Img 3.3: Performing V-funnel test
3.3.2.3 Procedure
 About 12 litres of concrete is needed to perform the test, sampled normally.
 Set the V-funnel on the firm ground.
 Moisten the inside surfaces of the funnel.
 Keep the trap door open to allow any surplus water to drain.
 Close the trap door and place a bucket underneath.

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 Fill the apparatus completely with concrete without compacting or tamping, simply strike
off the concrete level with top with the trowel.
 Open within 10 sec after filling the trap door and allow the concrete to flow out under
gravity.
 Start the stopwatch when the trap door is opened, and record the time for the discharge to
complete (the flow time). This is taken to be when light is seen from above through the
funnel. The whole test has to be performed within 5 minutes.
3.3.2.4 Procedure for V-funnel 5Minutes
Do not clean or moisten the inside surfaces of the funnel again.
Close the trap door and refill the V-funnel immediately after measuring the flow time.
Place a bucket underneath.
Fill the apparatus completely with concrete without compacting or tapping, simply strike off the
concrete level with the top with the trowel.
Open the trap door 5 minutes after the second fill of the funnel and allow the concrete to flow out
under gravity. Simultaneously start the stopwatch when the trap door is opened, and record the
time for the discharge to complete (the flow time at T 5 minutes). This is taken to be when light
is seen from above through the funnel.
3.3.2.5 Interpretation of Result
This test measures the ease of flow of the concrete; shorter flow times indicate greater
flowability. For SCC a flow time of 10 seconds is considered appropriate. The inverted cone
shape restricts flow, and prolonged flow times may give some indication of the susceptibility of
the mix to blocking.
After 5 minutes of settling, segregation of concrete will show a less continuous flow with an
increase in flow time.
3.3.3 L-Box Test
This is Japanese based design for under water concrete. It assesses the flow of the concrete and
the extent of blockage by reinforcement. The apparatus consists of a rectangular-section box in
the shape of an ‘L’, with a vertical and horizontal section, separated by a moveable gate, in front
of which vertical lengths of reinforcement bar are fitted.
The vertical section is filled with concrete, and then the gate lifted to let the concrete flow into
the horizontal section. When the flow has stopped, the height of the concrete at the end of the
horizontal section is expressed as a proportion of that remaining in the vertical section (H2/H1in
the diagram). It indicates the slope of the concrete when at rest. This is an indication passing
ability, or the degree to which the passage of concrete through the bars is restricted.
This is a widely used test, it assesses filling and passing ability of SCC, and serious lack of
stability (segregation) can be detected visually.
3.3.3.1 Equipment
L box of a stiff, non-absorbing material, trowel, scoop and stopwatch.
3.3.3.2 Procedure
 About 14 litre of concrete is needed to perform the test, sampled normally.

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 Set the apparatus level on firm ground, ensure that the sliding gate can open freely and
then close it.
 Moisten the inside surfaces of the apparatus, remove any surplus water
 Fill the vertical section of the apparatus with the concrete sample. Leave it to stand for 1
minute.
 Lift the sliding gate and allow the concrete to flow out into the horizontal section.
 Simultaneously, start the stopwatch and record the times taken for the concrete to reach
the 200 and 400 mm marks. When the concrete stops flowing, the distances “H1” and
“H2” are measured. Calculate H2/H1, the blocking ratio.
 The whole test has to be performed within 5 minutes.
3.3.3.3 Results
If the concrete flows as freely as water, then H2/H1 = 1. Therefore as the test value the
‘blocking ratio’ is nearer to unity, the better is the concrete flowabilty. The EU research
team suggested a minimum acceptable value of 0.8. T20 and T40 times can give some
indication of ease of flow, but no suitable values have been generally agreed.
3.3.4 U-Box Test
The test is used to measure the filling ability of self-compacting concrete.
The apparatus consists of a vessel that is divided by a middle wall into two compartments.
An opening with a sliding gate is fitted between the two sections. Reinforcing bars with
nominal diameters of 13 mm are installed at the gate with centre-to-centre spacings of 50
mm. This creates a clear spacing of 35 mm between the bars. The left hand section is filled

17
with about 20 litre of concrete then the gate lifted and concrete flows upwards into the other
section. The height of the concrete in both sections is measured.
3.3.4.1 Equipment
U box of a stiff non absorbing material, Trowel, Scoop, Stopwatch.
Fig 3.2: U-Box Apparatus
Img 3.5: Filling U-Box

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3.3.5 J-Ring Test
The test is used to determine the passing ability of the concrete. The equipment consists of a
rectangular section (30mm x 25mm) open steel ring, drilled vertically with holes to accept
threaded sections of reinforcement bar. These sections of bar can be of different diameters and
spaced at different intervals: in accordance with normal reinforcement considerations, 3x the
maximum aggregate size might be appropriate. The diameter of the ring of vertical bars is
300mm, and the height 100 mm.
3.3.5.1 Equipment
Mould, without foot pieces, in the shape of a truncated cone with the internal dimensions 200
mm diameter at the base, 100 mm diameter at the top and a height of 300 mm.
 Base plate of a stiff non absorbing material, at least 700mm square, marked with a circle
showing the central location for the slump cone, and a further concentric circle of 500mm
diameter.
 Trowel, Scoop, Measuring tape.
JRing a rectangular section (30mm x 25mm) open steel ring, drilled vertically with holes.
In the holes can be screwed threaded sections of reinforcement bar (length 100mm, diameter
10mm, spacing 48 +/- 2mm)
3.3.5.2 Procedure
 About 6 litre of concrete is needed to perform the test, sampled normally.
 Moisten the base plate and inside of slump cone,
 Place base-plate on level stable ground.
 Place the JRing centrally on the base-plate and the slump-cone centrally inside it and hold
down firmly.
 Fill the cone with the scoop. Do not tamp, simply strike off the concrete level with the
top of the cone with the trowel.
 Remove any surplus concrete from around the base of the cone.
 Raise the cone vertically and allow the concrete to flow out freely.
 Measure the final diameter of the concrete in two perpendicular directions.
 Calculate the average of the two measured diameters. (in mm).
 Measure the difference in height between the concrete just inside the bars and that just
outside the bars.
 Calculate the average of the difference in height at four locations (in mm).
 Note any border of mortar or cement paste without coarse aggregate at the edge of the
pool of concrete.
The average height difference calculated should be less than 10mm.

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Img 3.6: Performing J-ring Test

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CHAPTER 4
4.1 SCC Mix Design
The proportioning of SCC is considered complex because it depends on various factors such as
grain size distribution, quantity and quality of aggregates, distribution of size of aggregates,
dosage and quality of super plasticizers and cement content. A highly flowable SCC should have
a good flowability but an adequate resistance to segregation and bleeding until the onset of
hardening.
4.2 Selection of Mix Proportions
In designing the SCC mix, it is most useful to consider the relative proportions of the key
components by volume rather than by mass. The following key proportions for the mixes are
listed below:
1. Air content (by volume)
2. Coarse aggregate content (by volume)
3. Paste content (by volume)
4. Binder (cementitious) content (by weight)
5. Replacement of mineral admixture by percentage binder weight
6. Water/ binder ratio (by weight)
7. Volume of fine aggregate/ volume of mortar
8. SP dosage by percentage cementitious (binder) weight
9. VMA dosage by percentage cementitious (binder) weight
Fig 4.1: Items to consider for proportioning Paste fraction/Fluid Phase
4.3 Mix Proportions and Trials
The SCC mix design was formulated first on basic strength requirements of normal
strength (25-30MPa). This was followed by aggregate content calculation by volume, cement
Paste
Paste
Volume
Paste
Rheology
Paste
Composition
Powder
Content
Powder
Composition
Cement SCMs
Aggregate
Fines
Other
Powders
Admixtures
VMA HRWR
Air Content
Water
Content

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replacement by volume and finally SP and VMA dosages were formulated based on the
observations from the trial mixes.
While also parallely performing trial batches for medium strength SCC, a total of 9 trial
mixes were casted before finalizing the mix proportions for normal strength SCC.
Beginning with trial 1, the trials were observed for the fresh state properties such as
flowability, passing ability and segregation.
Based on the visual observations (concrete texture during mixing, degree of segregation
during slump flow, flowability during V-funnel and overall bleeding signs) changes were made
in the mix design to eliminate these unwanted characteristics.
4.3.1 The V-funnel Complication
In many trials it was observed that even with satisfactory segregation resistance and slump
flow, the V-funnel time was taking too long. Also, if at all the V-funnel time was in range, then
the V-funnel 5min time was taking exceptionally long. It took a sufficiently long time for the
first lump of concrete to fall on opening the trap door, followed by the rest of the concrete mix.
The problem suspected was a kind of arching formed by the coarse aggregate near the notch of
the v-funnel. The coarse aggregate quickly settled to the bottom forming a clog.
4.3.2 The V-funnel solution
In order to prevent the coarse aggregate from quickly settling to the base of the V-funnel, it was
necessary to keep the particles in suspension for the duration of the test being performed. Hence,
the use of the viscosity modifying admixture was proposed.
Trial mixes, after administering VMA dosages showed highly improved segregation and bleed
resistance. Moreover, the V-funnel and V-funnel 5mins parameters were also well under control.
Fig 4.2: Aggregate Blocking and Flowing Through Restricted Spaces

22
Img 4.1: slump flow with 0% VMA
Img 4.2: Slump Flow 0.2% VMA

23
Img 4.3: Slump Flow with 0.3% VMA

24

25
CHAPTER 5
5.1 Hardened Characteristics
This chapter shall illustrate the test results for the basic hardened strength characteristics
of Self Compacting Concrete. The mix design is the one pertaining to trial 9 of Table 4.1.
The tests carried out were:
a) 7-Days cube compressive strength (IS 516 : 1959)
b) 14-Days cube compressive strength (IS 516 : 1959)
c) 14-Days Split tensile Strength (IS 5816 :1999)
d) 14-Days Flexural Strength (IS 516 : 1959)
e) 14-Days Stress-Strain Relationship
Note: Hardened tests are to be usually performed at 28-days but tests for 14-days were carried
out due to shortage of time of the training.
The samples were kept completely immersed in water for the curing period in curing tanks
outside the casting laboratory. Specimens were surface dried after removing them from water
before testing for strength parameters.
Test Specimens:
1. Cubes of dimension 150mm*150mm*150mm (6 nos)
2. Cylinders of dimension 150mm dia, 300mm height (6nos)
3. Prisms 100mm*100mm*500mm (3nos)
5.2 Normal Strength Mix
Cement Water
Coarse
Agg
Fine
Agg
Fly Ash SP VMA
W/C
ratio
W/P
254.1 183 725.3 930.8 211.3 2.29% 0.3% 0.7202 1.0381
5.3 7-Days Cube Compressive strength
Table 5.1: 7-day Cube Compressive Strength Data
Cube Date of casting Date of Testing
Failure
load
(kN)
Compressive
strength
(Mpa)
Average
Compressive
Strength
(Mpa)
1 22/06/2015 29/06/2015 390 17.33
19.42 22/06/2015 29/06/2015 480 21.33
3 22/06/2015 29/06/2015 440 19.56

26
Result: The 7-Days Cube Compressive Strength was 19.4MPa
Img 5.1: Performing Cube Compression Test
5.4 14-Days Cube Compressive Strength
Table 5.2: 14-days Cube Compressive Strength
Cube Date of casting Date of Testing
Failure
load
(kN)
Compressive
strength
(Mpa)
Average
Compressive
Strength
(Mpa)
1 22/06/2015 7/07/2015 640 28.44
26.662 22/06/2015 7/07/2015 600 26.67
3 22/06/2015 7/07/2015 560 24.88
Result: The 14-Days Cube Compressive Strength was 26.66MPa

27
5.5 14-Days Split Tensile Strength
The test was performed in accordance with IS 5816: 1999.
The Split Tensile Strength is calculated according to the formula:
2P
STS
ld

Where,
STS = Split tensile Strength (MPa)
P = Failure Load (N)
l = Length of specimen (mm)
d = Diameter of Specimen (mm)
Test Data:
Weight of specimen holder = 93.09N
Weight of cover plate = 127.53N
Total Additional load (A) = 0.22kN
Table 5.3: 14-days Split Tensile Strength Data
Specimen Weight
(kg)
Failure Load
(kN)
Total
Failure
Load (kN)
STS
(MPa)
Average
STS
(Mpa)
1 13.0 157.8 158.02 2.235
2.0362 12.52 130.0 130.22 1.842
3 12.34 143.3 143.52 2.030
Result: The Average Split Tensile Strength of the SCC mix at 14 – Days is
2.036Mpa

28
Img 5.2: Cylindrical Specimens after STS test
Img 5.3: Test setup for STS test

29
5.6 14-Days Flexural Strength (Modulus of Rupture)
The test was performed using four-point load setup. The central two points were spaced at
0.133m and 0.05m overhang beyond each side supports.
The flexural strength was calculated using basic moment equations as given below;
cr
M
f
Z

………………………………...(1)
( 0.1)
2 3
P l
M X

 ……………………………..(2)
2
6
bd
Z  ………………………………Section Modulus for rectangular section
M = Bending Moment at Critical section
Z = Section Modulus of test Specimen
P = Failure Load (N)
l = Length of Specimen (m)
b = Width of Specimen at Critical Section (m)
d = Depth of Specimen at Critical Section (m)
For the tested specimens,
l = 0.5m
b = 0.1m
d = 0.1m
Table 5.4: 14-days Flexural Strength Test Data
Specimen Failure Load (kN) Flexural Strength crf
(MPs)
Average Flexural
Stength (MPa)
1. 13 5.2
4.72. 11 4.4
3. 11.3 4.52
Result : The average 14-days modulus of rupture for the SCC mix was 4.7MPa
Interpretation: The above value for flexural strength is found out to be very high in comparison
with ordinary concrete for normal strength. This result is suspected to be an outcome of improper
testing equipment.

30
Img 5.4: Test Setup for Flexural Strength Test
5.7 14-Days Stress-Strain Analysis
The Stress-Strain Analysis was carried out on cylindrical specimens of 150mm diameter and
300mm height. The loading machine used was a universal testing machine manufactured by
CONTROLS. The test was performed at a displacement control rate of 3.35µm/s until failure.
There was a single LVDT placed in order to measure the uniform displacement of the specimen.
Specimen Peak Load (kN) Strain at Peak Load (mm/mm)
1. 385.3 0.00417
2. 323.3 0.0037
3. 315 0.0035
Table 5.5: Critical Points data for Stress-strain analysis
5.7.1 Stress V/S Percentage Strain Curves

31
Fig 5.1: Stress-%Strain Curves for cylindrical specimens
As evident from the stress strain curve shown in Fig: 4, the data for specimen 3 shall be
discarded. The sudden fall in was due to uneven surface finish of the specimen. It is noted that
Care must be taken henceforth for surface and specimen preparation before performing
stress analysis.
Result: The average strain for the test was found to be 0.0039 mm/mm at failure.
The modulus of Elasticity was determined as the tangent modulus of the straight line
portion in the stress-strain curve. The Average of the tangent modulus of elasticity of specimen 1
and specimen 2 was computed as 20880.78MPa
0
5
10
15
20
25
0 0.2 0.4 0.6 0.8 1 1.2
Stress(MPa)
%Strain
Stress V/S Percentage Strain
Specimen 1
Specimen 2
Specimen 3

32
Img 5.5: Test Setup for Stress Analysis
5.8 Hardened Properties Discussion
The tests carried out at 7-days and 14-days revealed that the concrete had compressive and
tensile strengths in an acceptable range. The flexural strength was computed to be on the higher
side of expected value, reason being suspected as faulty/improperly calibrated test equipment.
Also, Modulus of elasticity for the SCC mixture was found to be 20880.78MPa
It is learnt from this experience that preparation of specimen and following test protocols to the
very detail, as per established standards should be given utmost importance. This is crucial to
yield accurate and reliable test results and economize the study.

33
CHAPTER 6
6.1 Concrete Rheology
SCC mixtures are much more fluid than conventional concrete mixtures. Rheology is the
science dealing with the flow of materials. SCC is a concrete whose very foundation was built on
rheological characteristics. With SCC, the flowing properties of a concrete mixture are
paramount and rheology helps us understand and differentiate performance in a fundamental
way.
6.2 The Bingham model
It is quite prominent that concrete should be rheologically described according to the Bingham
Model. The model proposes two constants defining the flow of a material: the yield stress, which
is defined as the amount of force required to initiate flow of material, and the plastic viscosity,
defined as the material’s internal resistance to flow. For concrete, these parameters are measured
through the use of a concrete rheometer.
These rheometers are very useful for studying concrete performance. The typical
concreterheometer will measure torque values as a sample of concrete is sheared at different
rates. The Plot in Fig. 5 shows the increased torque on the impellar as the rate at which spins
through concrete increases the rheological data is derived by plotting a best-fit line through the
set of points. The extrapolated point at which this line intersects the y-axis is the yield stress of
the material, which is the point at which the mixture will “yield” or begin to flow. Applied stress
levels above this point will cause the concrete to flow, but below this level the concrete will not
move. The yield stress is inversely proportional to the slump of the concrete.
For SCC, the yield stress should be very low so that the material will flow exclusively under its
own weight and the techniques required for placing and consolidating conventional concrete are
not required.

34
Fig 6.1: Bingham Model (Image Courtesy: ICAR Rheometer, GERMANN INSTRUMENTS)
The viscosity of SCC mixtures can vary significantly depending on materials, mixture
proportions and admixtures. This is important as it can impact certain performance attributes
such as segregation resistance. Theologically then, SCC mixtures are characterized as having low
yield stress and a plastic viscosity that varies with the intended applications.
Apart from using the Concrete Rheometer, the V-funnel time and T50 test aslo provide a
relative and reliable indication of plastic viscosity.

35
Img 6.1: ICAR Concrete Rheometer

36
CONCLUSION
The report presented here is a comprehensive compilation of the work carried out at IIT
Roorkee during a course of two months. It includes all experimental data and results pertaining
to the study of normal strength self-compacting concrete derived in the mentioned period.
It is concluded from this report that establishing the right constituent proportions of an SCC
mixture is highly dependent on required performance criteria. It is very important that a mix
satisfies all required test parameters in its fresh state in order to be called SCC. However, it is
also concluded that attaining a robust design for a given SCC requirement is a challenge and
further study needs to be carried in this regard.
With respect to hardened properties, the SCC mixture provides quite satisfactory strength
results at compared to conventional slump concrete. For a well-designed and sufficiently flowing
SCC mixture, the surface finishes are decent and may fulfill aesthetic standard requirements.
Finally, SCC being a non-Newtonian fluid, further study is necessary to better understand its
flow characteristics so as to optimize fluidity, keeping adequate mix stability.

37
REFERENCES
1. Daczko, Joseph A. (2012), Self-Consolidating Concrete Applying What We Know, CRC
Press.
2. Kumar, Rajesh (2014), SRENGTH AND DEFORMATION CHARACTERISTICS OF
OVERLY REINFORCED SELF COMPACTING CONCRETE BEAMS, Doctoral
Thesis, Department of Civil Engineering, Indian Institute of Technology Roorkee,
Roorkee 247667, Uttarakhand, India.
3. Saurabh, Anuj (2015), A Review of The Properties of Recycled Aggregate Concrete,
M.Tech Thesis, Department of Civil Engineering, Indian Institute of Technology
Roorkee, Roorkee 247667, Uttarakhand, India.
4. IS 10262 (2009). Indian Standard Concrete Mix Proportioning – Guidelines. (First
Revision). Bureau of Indian Standards, New Delhi.
5. IS 2386 (1963). Indian Standard Method of Test for Aggregates for Concrete. Part I-
Particle Size and Shape. Bureau of Indian Standards, New Delhi.
6. IS 516 (1959-Reaffirmed 1999). Indian Standard Methods of Tests for Strength of
Concrete. Bureau of Indian Standards, New Delhi.
7. IS 5816 (1999-Reaffirmed 2004). Indian Standard Splitting Tensile Strength of Concrete
-Method of Test. (First Revision). Bureau of Indian Standards, New Delhi.
8. ACI 237R-07, Emerging Technology Series, Self-Consolidating Concrete, American
Concrete Institute.
9. Murthy, Krishna N., Rao, Narsimha A.V., Reddy, Ramnan I. Vand, Reddy, Vijaya
Sekhar M., (2012) Mix design Procedure for Self Consolidating Concrete, IOSR Journal
of Engineerinh (IOSRJEN), Volume 2, Issue 9, pp 33-41.
10. Specifications and Guidelines Self-Compacting Concrete (2002), EFNARC, Association
House, 99 West Street, Farnham, Surrey GU9 &EN, UK.
11. Kulasegaram, S., Krihaloo, B.L., Ghanbari, A., (2010) Modeling the flow of self-
compacting concrete, INTERNATIONA JOURNAL FOR NUMERICAL AND
ANALYTICAL METHODS IN GEOMECHANICS, Wiley Online Library DOI:
10.1002/nag.924.
12. Okamura, H., and Ozawa, K., (1994), Self Compactible High Performance Concrete in
Japan, ACI International Workshop on High Performance Concrete, SP-159, P. Zia, ed.,
American Concrete Institute, Farmington Hills, Mich., pp. 31-44.
13. Ouchi, M., (2001), Current Condition of self-Consolidating Concrete in Japan,
Proceedings of the Second International Symposium on SCC, K. Ozawa and M. ouchi,
eds., Tokya, pp.63-68.

38
APPENDIX
1. Application to program and Consent Letter From Parent Institute, Veermata
Jijabai Technological Institute, Mumbai.

39
2. Approval letter from Indian Institute of Technology Roorkee.

SUMMER RESEARCH REPORT

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