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1. Sustainable Utilization Of Waste Material In
Concrete
Submitted By:-
Tapaswinee Sahoo(1607109024)
Mtech (Structural Engineering)
Under The Guidance Of
Mr. JAGADISH MALLICK
Assistant Professor
Department Of Civil Engineering
PMEC, Berhampur

2. Introduction
• CONCRETE IS THE 2ND MOST CONSUMED SUBSTANCE IN THE WORLD
AFTER WATER.
• THE EXTENSIVE INCREASE IN THE RATE OF POPULATION,
URBANIZATION AND INDUSTRIALIZATION HAS MADE VAST
CONCRETE JUNGLES ALL OVER THE WORLD.
• IT IS ESTIMATED AROUND 10 BILLION TONNES OF CONCRETE IS
USED ANNUALLY.

3. The Effects Of Using Recycled
Concrete Aggregates Instead Of
Natural Aggregates
 Reduction in compressive strength up to 25%;
 Reduction in modulus of elasticity up to 30%;
 Improvement in damping capacity up to 30%;
 Higher amounts of drying shrinkage and creep.

4. Issues With Fine Aggregate
• The most commonly used fine aggregate is natural river sand. The global consumption
of natural river sand is very high due to the extensive use of concrete.
• Excessive instream sand-and-gravel mining causes the degradation of rivers, lowers
the stream bottom, which may lead to bank erosion.
• It also leads to deepening of rivers and wide part, and the enlargement of river mouths
and coastal inlets.
• Excessive instream sand mining is the possibility of danger to bridges, river banks and
nearby structures. Sand mining also affects the adjoining groundwater system and the
uses that local people make of the river.

5. AUTHOR Studied METHODOLOGY Findings
M. Etxeberria
et al:(2007))
Recycled coarse
aggregate as a
replacement of
natural coarse
aggregate.
Four different recycled
aggregate concretes were
produced; made with 0%, 25%,
50% and 100% of recycled
coarse aggregates, respectively.
Recycled aggregates were used
in wet condition, but not
saturated, to control their fresh
concrete properties, effective
w/c ratio and lower strength
variability
Improving its splitting
tensile strength
.Concrete made with
100% of recycled coarse
aggregates has 20–25%
less compression
strength than
conventional concrete.
Rao et al.
(2011)
Influence of field
recycled coarse
aggregate on
properties of
concrete.
Uses recycled coarse aggregates
from a demolished RCC culvert 15
years old
Density of RCA is less
than that of concrete
with natural aggregates.
Literature Review

6. Author Studied Methodology Finding
F. K.
Thomas ME
and P.
Partheeban
(2010)
High-
performance
concrete made
with fly ash as
fine aggregate
and partial
replacement of
cement with
admixtures.
Fly ash added by
weight was 0, 25, 50, 75
and 100% as a
replacement of sand
and cement was
partially replaced with
7.5% silica fume, 10%
fly ash, 10% slag and
1% super plasticiser.
Highest compressive
strength was
achieved in samples
containing 25% fly
ash.
M.
Chakradhar
a Rao
S. V. Barai et
al;(2011)
The Influence of
field recycled
coarse aggregate
on properties of
concrete
Strength and
durability study on
concrete
Density of RCA is less
than that of concrete
. Advantage in the
design of structures
where the light
weight concrete is
preferred.

7. Author Studied Methodology Findings
Pijie Ying et
al (2012)
The effect of
different
incorporation of fly
ash on the
workability,
mechanical property
and impermeability
performance of
concrete .
10% of cement was
replaced by the fly
ash.
concrete with an
appropriate dosage of fly
ash exhibits favourable
workability, impermeability
performance.
Rao et al:
(2017)
Properties of
recycled aggregate
and recycled
aggregate concrete
effect of parent
concrete.
four grades of normal
concrete mixes: M20,
M25, M30, and M40 were
considered as parent
concrete to produce
the recycled coarse
aggregates and the
recycled aggregate
concrete.
RCA made with higher
strength parent concrete
aggregate may produce
similar strength as the
normal concrete of same
grade. The split tensile
strengths of RCA are also
improved with the use of
RCA .

8. OBJECTIVE
 A critical review on the consumption of waste materials as fly ash as a
supplement of cement of cement and ingredient of concrete for the
production of sustainable concrete as well as sustainable development has
been presented.
 The proper utilization of waste material as a substitute of cement and
constituent of concrete will be valuable and effective way for production of
sustainable concrete as well as sustainable development for comfortable
and continued existence of present and future generation in the planet.

9. Materials
1. Cement
• Portland pozzolana cement (PPC) is made by combination of pozzolanic materials.
Pozzolana is an artificial or natural material which has silica in it in a reactive
form.
• It has OPC clinker and gypsum
• Pozzolanic materials include volcanic ash, calcined clay or silica fumes and fly ash
which make around 15% to 35% of cement weight.

10. Materials
2. Natural Coarse Aggregate
• These will not pass through a sieve with 4.75 mm openings. It will be retained on the
4.75 mm sieve and will pass 3 inch screen.
• Larger pieces offer less surface area of the particles than an equivalent of small
pieces.
• Using aggregates larger than the maximum size of coarse aggregates permitted can
result in interlock and form arches or obstructions within a concrete form.

11. 3. Recycled Coarse Aggregate
• Recycled coarse aggregate (RCA) made from waste concrete is not a suitable
structural material as it has high absorption of cement mortar, which adheres on
the aggregate surface and on the tiny cracks thereon.
• Therefore, when using RCA made from waste concrete, much water must be
added with the concrete, and slump loss occurs when transporting. Hence, its
workability is significantly worse than that of other materials.
Materials

12. Materials
4. Natural Fine Aggregate:
• The other type of aggregates are those particles passing the 9.5 mm (3/8 in.) sieve,
almost entirely passing the 4.75 mm sieve, and predominantly retained on the 75
µm (No. 200) sieve are called fine aggregate.
• For increased workability and for economy as reflected by use of less cement, the
fine aggregate should have a rounded shape.

13. PHYSICAL PROPERTIES

14. Experimental Procedure
• In this study, specimens would be prepared to involve five types of concretes,
for all tests.
• Normal concrete mix of grade M30 would be designed as per the guidelines on
BIS (IS: 10262— 2009) using fully natural coarse aggregates, fine aggregate,
Recycled fine aggregate and Recycled coarse aggregate.

15. Experimental Procedure
• Five different mix designs will be investigated for the concretes with natural
and slag sand. The first one was a control mix and would not contain any
Recycled Aggregate.
• The percentage of fly ash which would be added by weight is 10, 20, 30 and 40
percent as a replacement of cement used in concrete and coarse aggregate
would be replaced with construction and demolished concrete waste by weight
will be 10, 20, 30 and 40 percent.
• The concrete mixes will be tested for following strengths.

16. Experiments to be done on mortar
• Capillary Absorption Tests
• Consistency Tests
• Compressive Strength Tests
• Porosity Tests

17. Experiment to be done on concrete
• Compressive strength after 7 days,28 days
• Split tensile strength of concrete after 7 days and 28 days.
• Porosity tests after 7 days and 28 days
• Capillary absorption tests after 7 days and 28 days
• Wet - dry test after 26 days and 56 days
• Compressive strength by Rebound hammer method
• Compressive strength by Ultrasonic pulse velocity method
• Water absorption tests after 7 days and 28 days.

18. Compressive Strength
• Compressive strength of concrete is the Strength of hardened concrete
measured by the compression test.
• The compression strength of concrete is a measure of the concrete's ability to
resist loads which tend to compress it.
• The compressive strength of concrete should be influenced by proportion of
cement, water–cement ratio and curing
• Split tensile strength, flexural strength and bond strength of concrete can be
predicted using its compressive strength.
• Modulus of elasticity of concrete can also be predicted using compressive
strength and unit weight of concrete

19. RESULT
% Of Waste Material
(Fly ash)
7 Days Compressive Strength 28 Days Compressive Strength
0 22.7 38.25
10 24.7 40.67
20 26.9 42.10
30 24.8 39.3

20. Compressive Strength By Non-Destructive Methods:
1. Schmidt Rebound Hammer (SRH):
• From the code of practice (BS 1881-202 1986), it is clear that the Schmidt rebound
number reflects the surface strength of concrete and the number indicates strength of
about first 30-mm depth of concrete.
• The SRH test is affected by various factors, viz.: surface smoothness, size, shape,
rigidity, age and internal moisture condition of test specimen.
• It is affected by selecting the type of aggregate and type of cement.
• The rebound hammer calibrated compressive strength range differs from ± 15 to ±
20% with the actual values,

21. Compressive Strength By Non-Destructive Methods:
Schmidt rebound hammer

22. Compressive Strength By Non-Destructive Methods:
Quality Of concrete By Rebound Number

23. RESULT
% Of Waste Material 7 Days Compressive
Strength
28 Days Compressive
Strength
0 21.3 36.75
10 23.2 38.11
20 25.51 40.62
30 23.77 38.60
By Non-Destructive Tests:

24. Compressive Strength By Non-Destructive Methods:
2. Ultrasonic Pulse Velocity:
• The ultrasonic pulse velocity (UPV) test is generally used to estimate quality and
homogeneity of the concrete structures.
• High UPV results are generally indicative of good quality concrete and vice
versa. The cracks and voids of concrete structures can be easily estimated using
UPV values.
• The actual pulse velocity obtained depends primarily upon the materials and
mixed proportions of concrete. Density and modulus of elasticity of aggregate
also significantly affect the pulse velocity.

25. Compressive Strength By Non-Destructive Methods:
2. Ultrasonic Pulse Velocity:
• Surface condition, moisture content, path length, shape, size of the specimen
may also influence the pulse velocity .
• The estimated strength obtained from UPV may vary from the actual strength
by ± 20%.

26. Compressive Strength By Non-Destructive Methods:
UPV Apparatus

27. • In the test, the time that the pulse takes to travel through concrete is recorded. Then,
the velocity is calculated as follows (IS 13311-1 1992): V=L/T ;
where, V pulse velocity (m/sec), L length (m), T effective time (s).
Combined Methods :
• The use of one method alone would not be adequate to examine and evaluate the
required property .
• The use of more than one method yields more reliable results. For example, the
increase in moisture content of concrete increases the ultrasonic pulse velocity, but
decreases the rebound number.
• Hence, using both methods together will reduce the errors produced using one
method alone to evaluate concrete.

28. Capillary Absorption Test
Two cube specimens were cast for both (Mortar and concrete cube) to determine
capillary absorption coefficients after 7days, 28 days and 56 days curing.
This test is conducted to check the capillary absorption of different binder mix
mortar matrices which indirectly measure the durability of the different mortar
matrices
Procedure:
1. The specimen was dried in oven at about 1050C until constant mass was obtained.
2. Specimen was cool down to room temperature for 6hr.

29. 3. The sides of the specimen was coated with paraffin to achieve unidirectional
flow.
4. The specimen was exposed to water on one face by placing it on slightly raised
seat (about 5 mm) on a pan filled with water.
5. The water on the pan was maintained about 5mm above the base of the
specimen during the experiment as shown in the figure below.
6. The weight of the specimen was measured at 15 min and 30 min. intervals.

30. Porosity Test
Two cylindrical specimen of size 65 mm dia and 100 mm height for each mix
were cast for porosity test after 7 days and 28 day of curing. This indirectly
measures the durability of the mortar matrices
Procedure
1) The specimen was dried in oven at about 1000C until constant mass Wdry was
obtained.
2) The specimens were placed in a desiccators filled with distilled water under
vacuum for 3 hrs.
3) Weight of the saturated specimen Wsat in distilled water is taken.
4) The specimens are taken out and its weight is taken in air i.e. Wwat

31. Slump Test
• A steel mould in the form of frustum of cone is used in slump test which has the top
diameter of 100 mm, bottom diameter of 200 mm and the height is 300 mm.
• According to Indian standard specification, the maximum size of the aggregate in
concrete that can be used to perform slump test is restricted to 38 mm.
• Each layer is tamped 25 times with a standard tamping rod (16 mm dia, 0.6 meter
length). Immediately after filling, the cone is slowly lifted and the concrete is allowed
to subside.
• The decrease in the height of the centre of the slumped concrete is called slump and
is measured to the nearest 5mm

32. Types Of Slump

33. Compacting Factor Test
• The concrete is placed in the upper hopper gently so that no effort is applied to
produce compaction.
• The bottom door is opened so that the concrete falls on the lower hopper.
• Again the bottom door of the lower hopper is opened and the concrete falls on the
cylinder.
• After removing the excess concrete by the help of blades, the weight of the cylinder
(known volume) is taken to nearest 10 grams.
• The cylinder is emptied and then filled with the same sample rammed heavily so
as to obtain full compaction.

34. Compacting Factor Test
• The cylinder is weighed to nearest 10 grams.
• This weight is known as “weight of fully compacted concrete”.
• Compacting factor = (weight of partially compacted concrete) / (weight of fully
compacted concrete)

35. CONCLUSION
 By replacing waste material i.e. Recycled coarse aggregate and fly ash we
found the degree of workability of concrete is high.
 The slump value is 180 mm and the compaction factor is 0.957.
 The M30 Grade of concrete was prepared according to is code IS 10262:2019.
 The mix proportion of concrete was 1:0.75:1.5 and the w/c ratio was
determined according to the different physical properties of the ingredients.
 The compressive strength was initially increased up to 20% of replacement
then it started decreasing its value in addition with replacement.
 The highest compressive strength with 20% replacement was determined 42.1
by compressive testing machine and 40.62 by NDT method.
 So we finally concluded that we can replace the waste material up to 20% for
construction of concrete without much compromising the strength of it.

36. Reference
• Abhishek, B., Chouhan, R. K., Manish, M., & Amritphale, S. S. (2015). Fly ash based
geopolymer concrete a new technology towards the greener environment: a review.
International Journal of Innovative Research in Science, Engineering and
Technology (An ISO Certified Organization), 4(12), 12178–12186.
• Aminul, L. I., & Rajan, B. (2012). Effect of plasticizer and superplasticizer on
workability of fly ash based geopolymer concrete. Proceedings of International
Conference on Advances in Architecture and Civil Engineering, 2, 974–977.
• ASTM C 618-03. (2003). Standard specification for coal fly ash and raw or calcined
natural pozzolan for use in concrete. West Conshohocken: ASTM International.
• BS 1881-202. (1986). Testing concrete recommendations for surface hardness testing
by rebound hammer. UK: BSI.

37. • Ajdukiewicz, A., & Kliszczewicz, A. (2002). Influence of recycled aggregates on
mechanical properties of HS/HPC. Cement and Concrete Composites, 24, 269–279.
• Bairagi, N. K., Kishore, R., & Pareek, V. K. (1993). Behaviour of concrete with
different proportions of natural and recycled aggregates. Resources, Conservation and
Recycling, 9, 109– 126.
• Behera, M., Bhattacharyya, S. K., Minocha, A. K., Deoliya, R., & Maiti, S. (2014).
Recycled aggregate from C&D waste & its use in concrete—A breakthrough towards
sustainability in construction sector: A review. Construction and Building Materials, 68,
501–516.
• Chakradhara Rao, M., Bhattacharyya, S. K., & Barai, S. V. (2011). Influence of field
recycled coarse aggregate on the properties of concrete. Materials and. Structures, 44,
205–220.

38. THANK YOU