PERFORMANCE OF RECYCLED AGGREGATE CONCRETE ALONG …

International Journal of Science, Technology, Engineering and Management - A VTU Publication

2021; Vol: 3, No:1, pp:15-24

ISSN: 2582-5844(online)

© 2021 VTU Page No. 15

PERFORMANCE OF RECYCLED AGGREGATE CONCRETE ALONG

WITH POLYPROPYLENE FIBERS AT SUSTAINED ELEVATED

TEMPERATURE

Dr. N. Suresh a, Vadiraj Rao N R

*b

aDepartment of Civil Engineering, The National Institute of Engineering, Mysore, India;

b Department of Civil Engineering, The National Institute of Engineering, Mysore, India;

Abstract: The present investigation focus on the utilisation of Recycled Coarse Aggregates (RCA)

along with Fly ash and polypropylene fibers subjected to sustained elevated temperature. The research

describes the studies on Mechanical properties of Recycled Aggregate Concrete (RAC), namely flexural

strength, compressive strength and tensile strength at elevated temperatures. For the study of each

parameter, the specimens are subjected to elevated temperatures of 200, 400 and 600 degrees for 2

hours of duration.

A comparative study was made between the reference mix (with no replacements of RCA and fly ash)

to that of concrete with 20% and 30% fly ash replacements for cement and the corresponding 20%, 30%

& 40% replacements of RCA along with the addition of 0.5% of polypropylene fibers. The result

illustrates that for all combination of mixes, the compressive strength reduces at 200oC and 600oC,

while the compressive strength increases at 400oC. The tensile strength of different mixes reduces

gradually with the increase in temperature whereas an increase in flexural strength is observed at 400oC.

A R T I C L E H I S T O R Y

Received: 12-01-2021

Revised: 14-02-2021

Accepted: 10-03-2021

Keywords: Compressive strength, Recycled Aggregate Concrete (RAC), Flexural strength, Elevated temperature, Split tensile strength

1. INTRODUCTION

One of the primary issues facing our current society is environmental conservation. The reduction of energy consumption and natural resources are some of the key elements in this regard and simultaneous utilization of waste materials being generated. Hence, considerable attention is given on these topics under sustainable development.

Concrete being the most vital and commonly used material

in the construction industry has been used from many

decades, meaning that a tremendous quantity is utilized and

also have to continue using it. The concrete uses up large

quantities of natural resources and creates an impact on

environment because of the debris created by the demolition

waste, which is being generally discarded in landfills. The

primary components of concrete being cement, water, coarse

and fine aggregates with the major fraction being the coarse

aggregates i.e., nearly 65% of the concrete is made up of

coarse aggregates. The production of aggregates that are

naturally occurring resources requires mining from the

quarries resulting in the depletion of resources at a rapid

pace.

The primary attention being on the preservation of

ecosystem and management of natural resources along with

the issue of waste disposal in particular the demolition

rubble has become a major concern for planning engineers

and environmentalists, resulting in attempts to replace

natural materials with the waste generated from demolition

of different structures. Researchers have proposed an

adequate treatment and reuse of concrete as an aggregate of

new construction. In order to make this possible, a

considerable amount of scientific studies were carried out

globally, primarily engaged in the handing of demolished

concrete and its mix design along with mechanical properties

and enhancement of durability aspects.

16 IJESM – VTU, 2021, Vol. 3, Issue. 1, pp. 15- 24 Dr. N. Suresh et. al.

While RCA are increasingly being used to render new

concrete in Western region and some of the far eastern

countries such as Japan and Korea, whereas there is a fairly

little understanding of the prospective use of these

aggregates in India. In addition, next to China India is the

world's largest cement user, implying that India is also one

of the primary consumers of concrete products such as fine

aggregates and coarse aggregates. Since aggregate resources

are not inexhaustible, information on the possible use of

RCA in the concrete manufacturing in India is essential.

The limitations of recycled concrete include higher creep,

larger drying shrinkage and greater chloride ion diffusion in

comparison with traditional concrete. This weakness shall be

negated by adding a definite volume of Fly ash to the

concrete, since Fly ash is expected to reduce the penetration

of concrete thereby reducing the creep, shrinkage and

chloride ion penetration [22].

It is clearly established that fire damage can cause explosive

spalling with the loss of strength due to spalling action of

some concretes under fire inhibits their usage in structures

requiring enhanced fire resistance. As a solution from the

literatures, the use of polypropylene fibres tends to be an

important step in reducing spalling of concrete. In addition,

the melting of polypropylene fibres provides an alternative

route that has been created, thereby releasing the internal

vapour pressure at higher temperatures [23]. The rationale

behind the experimental study is to assess the performance

of various mixes consisting of Recycled aggregates, Fly ash

and polypropylene fibers subjected to sustained higher

temperatures to produce concrete mixes, which comprises

more of sustainable materials without compromising the

performance.

The present investigation is to study the mechanical properties of RAC like flexural strength, compressive and split tensile strengths of mixes for different percentages of RCA, along with fly ash and 0.5% polypropylene fibers at sustained elevated temperatures of 200

0C, 400

0C and 600

0C

for 2 hours of duration.

1.1 LITERATURE REVIEW

Increased proportions of recycled aggregates in concrete can reduce the efficiency of masonry mortars, which cannot be compensated easily, but the majority of recycled aggregate mortars for descriptive applications has shown similar performances to traditional mortars and comply with the guidelines of European standards [1].

The applications of RAC have drawn global attention owing

to its socio, ecological and economic benefits in the future.

Out of several reasons, one important reason for utilizing

RAC in buildings is the resistance to spalling and improved

post-fire residual properties. With the inclusion of steel

fibers, the development of cracks gets postponed and

confines the crack opening in RAC thereby considerably

enhancing the fracture toughness and fracture energy of

RAC at elevated temperatures [2].

The fresh and rheological properties of SCC (Self-Compacting Concrete) with RCA both as fine and coarse aggregates reveals that Self Compacting qualities of concrete improves significantly with the levels of replacement

percentages of recycled coarse and fine aggregates included in the mixes for testing [3]. Also the structural behavior of elements casted using coarse aggregates of crushed recycled concrete from redundant components of the precast concrete industry had little influence on young’s modulus of elasticity [4].

The feasibility and quality of RCA obtained from crushed blocks of concrete obtained from demolished buildings had shown that RCA offers lower resistance to freezing / thawing than natural aggregates, but the degradation measured by Micro-Deval index, water absorption and porosity is less important [5]. Further, the properties of High Performance Concrete declines with the reduction in quality of RCA obtained from lower to higher grades of concrete [6].

RCA can be a potential answer for sustainability

developments since its residual performance was more often

comparable but slightly lower than the reference mixes

considered. In addition, the existence of impurities of non-

cementitious particles speeds up the damages on concrete at

higher temperatures [7].

The Mixed usage of Recycled Aggregates (MRA) as fine or

coarse aggregates fraction and the amount of usage of

cement showed decrease in permeability and strength of

concretes produced from sulphate resistant cement with the

increase in amount of MRA [8].

Studies were carried out on the concrete consisting of RCA

and insulation type of aggregates. A Recycled Aggregate

Thermal Insulation Concrete (RATIC) was created to lessen

the impact on environment with the improvement in

efficiency of the buildings. The study confirmed that beyond

400oC the residual compressive strength of concrete at

elevated temperatures reduces considerably and modulus of

elasticity deteriorates earlier than strength. Based on the

investigation, equations are developed for predicting

ultimate strain, peak strain, elastic modulus and residual

strength of RATIC after the exposure to higher temperatures

along with the compressive stress-strain relationship [9].

The inclusion of RCA in Hot-Mix Asphalt (HMA) can be a

means for encouraging sustainability in construction.

Presently, various investigators have evaluated the utilisation

of RCA in hot-mix asphalt. The results showed that HMA

with Recycled coarse aggregates covered with bitumen

emulsion displayed similar mechanical properties compared

to regular concrete mixes [10].

The Durability aspects of SCC prepared with RCA as full or

partial substitution for Natural Coarse Aggregates (NCA)

along with partial replacement of mineral admixtures for

cement were examined. The results showed that with the

usage of Metakaolin (MK) or Silica Fume (SF) at 10% by

weight of cement compensates for the lowering of durability

properties with 50% replacement of RCA, with Meta Kaolin

being more efficient than Silica Fume. At 100% replacement

of RCA for NCA, the mentioned pozzolans were inefficient

in balancing the loss of durability properties [11].

Shi Cong Kou et al had studied the influence of Fly ash as

Replacement for Cement on the Properties of RAC. The

study deals with the deficiency in the utilisation of recycled

aggregates by scientifically proving the results of including

Performance of recycled aggregate concrete along with polypropyle

Class F Fly ash on concrete properties. The outcome

indicated that the realistic way to develop a greater

percentage of RAC in concrete used for structures is by

including 25–35% Fly ash, so that the drawbacks persuading

with the usage of RA in concrete could be reduced [22].

Salah R et al. investigated on the Residual Mechanical

properties of RAC after subjecting the specimens

temperatures. The authors conducted an investigation where

six types of mixes was developed with combinations for

coarse aggregates produced from crushed limestone

aggregates, Recycled Concrete Aggregates (RCA) and river

gravel. The results indicated that for complete or partial

replacement of RCA for natural aggregates shows better

performance at elevated temperatures and are

to regular concrete. Further, no disintegration of concrete

specimens was observed in RCA concrete at elevated

temperature of nearly 750°C. The residual mechanical

properties show variations among the concrete mixtures with

various percentages of replacement for RCA [24].

1.2. Concrete at Sustained Elevated Temperature

Concrete when subjected to elevated temperature undergo

several transformations. Since aggregate occupies nearly 70

percent of volume in concrete, the behavior

elevated temperatures is largely affected by

aggregates used in concrete. The characteristics of

aggregates such as thermal expansion, thermal conductivity

and chemical stability plays a vital part in studying the

performance of concrete at elevated temperature.

1.3. Materials & Mix Proportions

Cement, Natural Coarse aggregates, Fine aggregates, Fly

ash, Water and Recycled coarse aggregates are used in

casting of specimens.

Cement: The cement used is Ordinary Portland cement

(OPC) of 53 grade which confirms to IS 12269:1987 with

the following properties - Specific gravity

fineness-2%, Standard consistency-27.75%, Initial setting

time and final setting time of 118 minutes and 255 minutes

respectively

Fine aggregates: Zone II Manufactured sand conforming to

IS 383- 1970, having a density of 1612 Kg/ m

gravity of 2.63 is used

Coarse aggregates: Crushed granite which are locally

available conforming to IS 383- 1970, with a Specific

gravity of 2.65 and passing through 20 mm sieve were used

as coarse aggregates.

Mineral admixture: Class F Fly ash is used which conforms

to IS 3812:2003 (part-1) with specific gravity of 2.01 and

18% standard consistency.

Polypropylene Fibers: Recron3S fibers of type CTP 2024

of Reliance make with length of 12 mm, melting point of

160-165OC with Specific gravity 0.90.

Water: Regular tap water that is free from salts and

impurities is used.

Performance of recycled aggregate concrete along with polypropylene fibers at sustained elevated temperature IJESM

on concrete properties. The outcome

indicated that the realistic way to develop a greater

n concrete used for structures is by

, so that the drawbacks persuading

with the usage of RA in concrete could be reduced [22].

Salah R et al. investigated on the Residual Mechanical

properties of RAC after subjecting the specimens to higher

temperatures. The authors conducted an investigation where

six types of mixes was developed with combinations for

coarse aggregates produced from crushed limestone

aggregates, Recycled Concrete Aggregates (RCA) and river

ated that for complete or partial

replacement of RCA for natural aggregates shows better

performance at elevated temperatures and are nearly similar

no disintegration of concrete

specimens was observed in RCA concrete at elevated

temperature of nearly 750°C. The residual mechanical

properties show variations among the concrete mixtures with

various percentages of replacement for RCA [24].

e at Sustained Elevated Temperature

Concrete when subjected to elevated temperature undergo

several transformations. Since aggregate occupies nearly 70

behavior of concrete at

elevated temperatures is largely affected by the type of

aggregates used in concrete. The characteristics of

aggregates such as thermal expansion, thermal conductivity

and chemical stability plays a vital part in studying the

performance of concrete at elevated temperature.

Cement, Natural Coarse aggregates, Fine aggregates, Fly

ash, Water and Recycled coarse aggregates are used in

: The cement used is Ordinary Portland cement

(OPC) of 53 grade which confirms to IS 12269:1987 with

Specific gravity-3.14, percentage

27.75%, Initial setting

time and final setting time of 118 minutes and 255 minutes

: Zone II Manufactured sand conforming to

ing a density of 1612 Kg/ m3 and specific

: Crushed granite which are locally

1970, with a Specific

gravity of 2.65 and passing through 20 mm sieve were used

: Class F Fly ash is used which conforms

1) with specific gravity of 2.01 and

: Recron3S fibers of type CTP 2024

of Reliance make with length of 12 mm, melting point of

water that is free from salts and

Recycled Coarse Aggregates (

a) The waste concrete cubes and

in the laboratory are collected and transported to the

crushing yard.

b) The samples were fed and crushed by mechanical crushers

c) The crushed samples are segregated into the respective

sizes of 4.75mm, 12.5mm, 20mm down etc.

d) The different sizes of aggregates are dumped

and transported

e) Since the crushing machine used for RCA is same as that

of NCA, the RCA obtained will be of similar in size of

that of NCA

IJESM - VTU, 2021, Vol. 3, Issue.1 17

ggregates (RCA)

The waste concrete cubes and cylinders, which were tested

are collected and transported to the

The samples were fed and crushed by mechanical crushers

The crushed samples are segregated into the respective

sizes of 4.75mm, 12.5mm, 20mm down etc.

The different sizes of aggregates are dumped separately

Since the crushing machine used for RCA is same as that

of NCA, the RCA obtained will be of similar in size of

16 IJESM – VTU, 2021, Vol. 3, Issue. 1, pp. 15

Fig1. Different Stages of Production of RCA

*Details of Corresponding Author: AddressDepartment of Civil Engineering, The National Institute of EngineeringMysore; Phone No.-9986590409; E-mail – [email protected]

18 5- 24

Different Stages of Production of RCA

Address:-Assistant Professor, Department of Civil Engineering, The National Institute of Engineering,

[email protected]

Table 1: Properties of NA and RCA

Table 2: Mix proportions of different concrete

mixes

Mix identification

RC1 = Regular concrete without any replacements along

with 0.5% PPF

RC2 = Concrete mix with 20%

cement + 20% RCA as a replacement for natural aggregates

+ addition of 0.5% PPF







Type of

aggregates

Loose

density

(kg/m3)

Compacted

bulk density

(kg/m3 )

Natural

aggregates

(NA)

1392.5 1604.4

Recycled

Coarse

aggregates

(RCA)

1266.7 1515.5

Material RC1 RC2 RC3

NCA

(kg/m3) 1133 906.5 793

RCA

(kg/m3) ----- 226 340

M-sand

(kg/m3) 657.3 657.3 657.3

Cement

(kg/m3) 394 315.2 315.2

Fly ash

(kg/m3) --------- 78.8 78.8

Water

(lts) 224 228 231

Dr. N. Suresh et. al.

Properties of NA and RCA

Mix proportions of different concrete

mixes

RC1 = Regular concrete without any replacements along

RC2 = Concrete mix with 20% Fly ash as replacement for


RC3 = Concrete mix with 20% Fly ash as replacement for


th 20% Fly ash as replacement for


Specific

gravity

Fineness

modulus

Water

absorpt

ion

2.76 2.2 0.5%

2.54 4.1 3%

RC4 RC5 RC6 RC7

680 906.5 793 680

453 226 340 453

657.3 657.3 657.3 657.3

315.2 275.8 275.8 275.8

78.8 118.2 118.2 118.2

233.7 226.4 229 231.6


RC5 = Concrete mix with 30% Fly ash









2. EXPERIMENTAL PROGRAM

2.1 Mixing and casting of concrete

At first, thorough mixing of coarse and fine aggregates was

done. After getting the homogeneous mixture, cement was

added and further mixing was continued. Meanwhile the

Polypropylene fibers which were soaked in water are added

to the mixer at regular intervals along with water. Finally

concrete was mixed until obtaining a homogeneous and

consistent mix.

2.2 Curing of concrete

The demoulded concrete specimens a

immersed in water for curing.

Fig 2. Curing of specimens

2.3 Heating of specimens

After curing, the specimens were allowed for surface drying

and exposed to 200, 400 and 600°C of sustained elevated

temperatures for 2 hours duration. Post exposure, the

specimens were cooled to room temperature inside the

furnace and later removed for testing.


Fly ash as replacement for






At first, thorough mixing of coarse and fine aggregates was

mixture, cement was

added and further mixing was continued. Meanwhile the

Polypropylene fibers which were soaked in water are added

to the mixer at regular intervals along with water. Finally

concrete was mixed until obtaining a homogeneous and

The demoulded concrete specimens after 24hrs were

were allowed for surface drying

and exposed to 200, 400 and 600°C of sustained elevated

temperatures for 2 hours duration. Post exposure, the

specimens were cooled to room temperature inside the

Fig 3. Specimens kept inside the oven for subjecting it to

elevated temperature

An electric oven with digital control panel, capable of

attaining 1000°C is used to elevate the temperature of the

specimens.

Further, the samples were tested for different properties.

Under each type of sample at a particular temperature, three

specimens of prisms, cylinders and cubes were tested. The

results obtained are tabulated for the average values. The

increase in the temperature was gradual and the rise in

temperature with respect to time is shown in Fig 4.

Fig 4. Graph showing Time v/s Temperature variation

3. RESULTS AND DISCUSSIONS

In the current study, the results of the mechanical properties

i.e., flexural strength, split tensile strength and compressive

strength for mixes containing natural coarse aggregates

(NCA) and recycled coarse aggregates (RCA) at normal and

elevated temperatures were discussed.


ept inside the oven for subjecting it to

elevated temperature

An electric oven with digital control panel, capable of

attaining 1000°C is used to elevate the temperature of the

Further, the samples were tested for different properties.

ch type of sample at a particular temperature, three

specimens of prisms, cylinders and cubes were tested. The

tabulated for the average values. The

increase in the temperature was gradual and the rise in

me is shown in Fig 4.

Graph showing Time v/s Temperature variation

RESULTS AND DISCUSSIONS

In the current study, the results of the mechanical properties

i.e., flexural strength, split tensile strength and compressive

containing natural coarse aggregates

(NCA) and recycled coarse aggregates (RCA) at normal and

elevated temperatures were discussed.

19

16 IJESM – VTU, 2021, Vol. 3, Issue. 1, pp. 15

3.1 RESIDUAL COMPRESSIVE STRENGTH

Fig 5. Testing for Compressive strength of concrete

Table 3. Residual comp. strength of various mixes

(in MPa) at different temperatures

Fig 6. Graph showing the variation in residual compressive

strength of the mixes at different temperatures

The following observations are made from the

graph of residual comp. strength at

temperatures.

20 5- 24

RESIDUAL COMPRESSIVE STRENGTH

strength of concrete

of various mixes

(in MPa) at different temperatures

Fig 6. Graph showing the variation in residual compressive


The following observations are made from the

graph of residual comp. strength at various

In general, for each mix considered, the

compressive strength drops down at 200

600oC whereas an increase of comp. strength is

noticed at 400oC for most of the mixes.

The maximum compressive strength of

43.75MPa is obtained for

minimum of 28.12 MPa for RC2 at 600

The strength of the reference mix (RC1) is lesser in

comparison with the mixes containing fly ash

(replacement for cement). This shows that cement can

be partially replaced without the loss of streng

After exposure to 4000C, the specimens showed improved

residual comp. strength in comparison to exposure after

2000C. This observation has been made by several

researchers which are reasoned as a outcome of re

of CSH at nearly 3000C, especially when water migrates and

concentrate in the colder areas of concrete [27].

3.2 RESIDUAL SPLIT TENSILE STRENGTH

This indicates the tensile property of the concrete. The

testing procedure is carried out as per IS 516

cylindrical specimens, which were subjected to elevated

temperatures, are tested and the results were tabulated.

Fig 7. Testing for Split tensile strength of concrete

Table 4. Residual split tensile strength (in MPa) for

various mixes at different

Dr. N. Suresh et. al.

In general, for each mix considered, the

compressive strength drops down at 200oC and

C whereas an increase of comp. strength is

C for most of the mixes.

The maximum compressive strength of

43.75MPa is obtained for RC3 at RT, and a

minimum of 28.12 MPa for RC2 at 600oC.

The strength of the reference mix (RC1) is lesser in

comparison with the mixes containing fly ash


be partially replaced without the loss of strength.

C, the specimens showed improved

residual comp. strength in comparison to exposure after

C. This observation has been made by several

researchers which are reasoned as a outcome of re-hydration

especially when water migrates and

concentrate in the colder areas of concrete [27].

RESIDUAL SPLIT TENSILE STRENGTH

This indicates the tensile property of the concrete. The

testing procedure is carried out as per IS 516-1959. The

, which were subjected to elevated

are tested and the results were tabulated.

Fig 7. Testing for Split tensile strength of concrete

. Residual split tensile strength (in MPa) for

various mixes at different temperatures


Fig 8. Graph showing the variations in residual split tensile


The following observations were made from the graph of

residual split tensile strength at different temperatures

For majority of the mixes the tensile strength decreases

gradually as the temperature increases

There is an increase in strength for most of the mixes at

400oC in comparison with 200

oC, Further a substantial

reduction in tensile strength is observed at 600

The maximum tensile strength is observed for RC3 and

minimum for RC7 mix

The tensile strength of the reference mix (RC1) is

lacking in comparison with the mixes containing fly ash

(replacement for cement)

The tensile behavior is largely associated to

the mixes at interfaces. In comparison to the comp. strength,

the development of tensile strength with increase in

temperature demonstrates higher variations among

conventional concrete and RAC. The decrease in split tensile

strength at higher temperatures can be attributed to higher

no. of interfaces in the RAC, enhancing the progress of

cracks thereby reducing the tensile strength [27].

3.3 RESIDUAL FLEXURAL STRENGTH OF PRISMS

The testing procedure adapted is according to IS 516

Prisms were used for determining the flexural

which were subjected to elevated temperature.


Fig 8. Graph showing the variations in residual split tensile


The following observations were made from the graph of

residual split tensile strength at different temperatures

For majority of the mixes the tensile strength decreases

gradually as the temperature increases

There is an increase in strength for most of the mixes at

C, Further a substantial

reduction in tensile strength is observed at 600oC

The maximum tensile strength is observed for RC3 and

The tensile strength of the reference mix (RC1) is

lacking in comparison with the mixes containing fly ash

The tensile behavior is largely associated to the strength of

the mixes at interfaces. In comparison to the comp. strength,

the development of tensile strength with increase in

temperature demonstrates higher variations among

conventional concrete and RAC. The decrease in split tensile

gher temperatures can be attributed to higher

no. of interfaces in the RAC, enhancing the progress of

cracks thereby reducing the tensile strength [27].

RESIDUAL FLEXURAL STRENGTH OF PRISMS

ing to IS 516-1959.

ed for determining the flexural strength,

which were subjected to elevated temperature.

Fig 9. Flexural strength test

Table 5. Residual flexural strength (in MPa) of

various mixes at different temperatures

P

Fig 10. Graph showing the variation in residual flexural


1

2

3

4

5

6

7

8

25 200

Fle

xu

ral

Str

en

gth

(in

Mp

a)

Temperature in

Flexural strength results


Fig 9. Flexural strength test

. Residual flexural strength (in MPa) of

different temperatures

Fig 10. Graph showing the variation in residual flexural


400 600

Temperature in oC

Flexural strength results

RC1

RC2

RC3

RC4

RC5

RC6

RC7

21


The following observations are made from the graph

regarding the residual flexural strength at different elevated

temperatures

For most of the mixes, the decrease in flexural strength

was noticed at 200oC and further an increase at 400

oC

For all the mixes at 600oC, the loss in flexural strength is

more than 50%.

Maximum flexural strength of 7.68MPa is observed for

RC6 at room temperature and minimum strength is for

the Reference mix.

The flexural strength of the reference mix (RC1) is

lesser in comparison with the mixes containing fly ash


be partially replaced without the loss of flexural

strength.

4.0 CONCLUSIONS

From the studies made on the RAC along with replacement

of Fly ash for cement the following important conclusion can

be made

1. For practical considerations, maximum of 0.5 %

polypropylene fibers can be used effectively in the mixes.

Higher percentages of fiber results in the decrease in

workability of concrete

2. At 200oC the residual comp. strength of all the mixes

decreases considerably when compared to room

temperature. Further at 400oC, most of the mixes show

increase in the residual comp. strength

3. The residual split tensile strength of specimens reduces

with increase in temperature i.e., nearly 40% reduction

occurs at 600oC

4. At room temperature, flexural strength of the mixes

increases with the introduction of fibers. Also the

residual flexural strength decreases by more than 50% at

600oC

5. From the results of 7 mixes (i.e., out of 84 cubes, 84

cylinders and 84 prisms), the ideal being RC2 and RC6,

showing better compressive, flexure and tensile

properties

6. The mix RC2 consisting of 20% fly ash (replacement for

cement) + 20% RCA (replacement for natural

aggregates) and RC6 consisting of 30% fly ash

(replacement for cement) + 30% RCA (replacement for

natural aggregates) along with 0.5% PPF provides better

performance which signifies that cement can be replaced

by fly ash between 20 to 30 percent along with same

amount of replacement for RCA for natural aggregates

7. Finally it can be inferred that, the addition of recycled

aggregates (from 20-30%), fly ash, along with

polypropylene fibers improves the concrete properties.

Further, as the mixes consists more of supplementary

materials, it largely helps in sustainable construction

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23


Brief Biodata of authors

a. Dr. N. SURESH

Dr. N. Suresh, currently Professor of Civil

Engineering, and Director of the Building Fire

Research Centre (BFRC) at The National Institute of

Engineering, Mysuru. With a doctorate from Anna

University, Chennai, in Structural Engineering, he

has over 100 papers in journals and conferences. He

is a member of Cement and Concrete (CED-2) and

Fire Fighting (CED-22) committees of Bureau of

Indian Standards. He has been involved in many

projects with national and international universities.

b. VADIRAJ RAO N R

Mr. VADIRAJ RAO N R had completed his B.E &

M. Tech from Visveswaraiah Technological

University (VTU), Belgaum. He had worked as a

structural engineer in various consultancy firms

including L&T constructions. His areas of interest

includes structural engineering, design of RC

structures and concrete subjected to elevated

temperatures. Presently he is working as an assistant

professor in the department of civil engineering, NIE,

Mysore

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Documents

PERFORMANCE OF RECYCLED AGGREGATE CONCRETE ALONG …