Utilization of Recycled Concrete Aggregate and Quarry Dust in Concrete

7/25/2019 Utilization of Recycled Concrete Aggregate and Quarry Dust in Concrete

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Utilization of Recycled Concrete Aggregate and

Quarry dust in Concrete

A dissertation submitted in partial fulfilment of the requirement for the award of the degreeof

5 YEAR DUAL DEGREE INTEGRATED POST GRADUATE PROGRAM

In

Civil Engineering (Structural Engineering)

Submitted By

Neelendra Singh

Enrollment No. 0007CE11DD11

Under the Guidance of

Dr. S.S. Kushwaha

Department of Civil Engineering

Rajiv Gandhi Proudyogiki Vishwavidyalaya, Bhopal

Dec 2015


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CERTIFICATE

This is to certify that the dissertation titled, "Utilization of Recycled Concrete Aggregate

and Quarry dust in Concrete", submitted by Neelendra Singh Enrolment No.

0007CE11DD11, in partial fulfilment of the requirement for the award of 5 Year Dual Degree

Integrated Post Graduate Program in Civil Engineering (Structural Engineering)to the Rajiv

Gandhi Proudyogiki Vishwavidyalaya, Bhopal is a bonafied record of the work carried out by

him/her under my supervision and guidance during the 2015-2016 academic year.

Dr. S.S. Kushwah

Professor and Head of Department

Rajiv GandhiProudyogikiVishwavidyalaya,

Bhopal


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ABSTRACT

Currently India has taken a major initiative to developing many infrastructure such as

buildings, express highways, power projects and industrial structures etc, to meet therequirements of globalization in the construction of buildings and other structures, concrete

plays a rightful role and a large quantum of concrete is being utilized.

Environmentally friendly building is becoming a crucial issue in construction industry. The

course towards sustainable concrete involves mainly minimizing the environmental impact of

concrete production by substituting virgin mineral materials by recycled ones as well as

reducing the global CO2 emissions. The approach adopted here includes substitution of natural

aggregates (NA) by recycled concrete aggregates (RCA) obtained from crushed concrete debris

and quarry dust (QD), i.e. stone crusher waste.

Coarse recycled aggregates recovered from demolished concrete structures and fine aggregates

from quarry dust (stone crushers) were utilized in the manufacture of new concrete mixtures.

A judicious use of resources, by using by-products and waste materials, and a lower

environmental impact, by reducing carbon dioxide emission and virgin aggregate extraction,

allow to approach sustainable building development.

In proposed work concrete specimens will be manufactured by replacing natural coarse

aggregates (0%, 30%, 50%, 100%) with recycled concrete aggregates (RCA) and by replacing

fine aggregates (0%, 30%, 50% and 100%) from quarry dust (QD).


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Contents

CERTIFICATE............................................................................................................................................ ii

ABSTRACT.............................................................................................................................................. iii

ABBREVATIONS AND NOTATIONS......................................................................................................... v

Chapter 1.............................................................................................................................................. vi

Introduction.......................................................................................................................................... vi

1.0 Overview............................................................................................................................... vi

2.0 Objective and Scope of Study:.............................................................................................. viii

Aim of Study:.................................................................................................................................. viii

3.0 Literature review..................................................................................................................... ix

4.0 Experiments to be performed......................................................................................................... xiii

4.1 Initial and Final Setting Time................................................................................................. xiii

4.2 Particle Size Distribution of Fine Aggregate..........................................................................xiv

4.3 Determination of Bulking of Fine Aggregate .............................................................................xvi

4.4 Workability of fresh concrete................................................................................................. xvii

4.5 Compressive strength test........................................................................................................ xix

4.6 Splitting Tensile Test................................................................................................................ xxi


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ABBREVATIONS AND NOTATIONS

Abbreviations:

ACI American Concrete Institute

ASCI American Society of Civil Engineers

IS Indian Standard

BS British Standard

Notation:

RCA Recycled Concrete Aggregate

FA Fine Aggregate

QD Quarry Dust


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Chapter 1

Introduction

1.0

Overview

Concrete industry, is known to be a heavy contributor to the environmental damage and

CO2emissions. Over the years, the use of FA and RCA in concrete production has become a

common practice worldwide not only to reduce environmental charges but also due to the

several benefits. The use of FA in concrete has proven to improve workability and long term

strength, reduce permeability, minimize risk of alkali silica reaction, lowering heat of hydration

in mass concrete, and enhancing durability performance (resistance to chloride and sulphateattack). Aggregates, in terms of volume, are the major component of concrete and may have

significant effect on both engineering properties and the final cost of concrete mixture.

Moreover, natural resources remarkably decline due to extensive use generated by high demand

of new buildings and constructions. Every year, more than 165 million tonnes of natural

aggregates are used in different civil and industrial constructions. Meanwhile, approximately

109 million tonnes of construction and demolition residues are generated in the UK; around 60

million tonnes of this is derived from concrete.

Therefore, as concrete is still the material the most used in civil and industrial infrastructure

and is also the major absorbing of natural mineral resources, recycling rubble concrete gains

importance. It preserves natural resources and eliminates the need for disposal by using the

demolished concrete as an alternative aggregates for new concrete production.

Embedding the maximum possible amount of recycled materials in concrete matrix is the most

effective and a promising policy toward sustainable concrete material. In fact, a sustainable

concrete design includes minimizing the global CO2released and energy consumed to produce

concrete as well as the various components needed. Indeed, extracting virgin aggregates is

causing huge damage to the environment and considerable energy is required for both

extraction as well as crushing processes. Thus, a growing interest in substituting natural

aggregates with alternative recycled aggregates derived from different constructions and

demolitions wastes.

On the other hand, aggregate in fact, is known to play a substantial role in determining

workability, strength, dimensional stability, and durability of the concrete. Due to their bonded


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mortar, recycled concrete aggregates have a lower specific gravity and a higher water

absorption capacity compared to natural aggregates. The compressive strength varies with the

compressive strength of the old concrete and the water-cementing materials ratio (w/c) of the

new concrete. While recycling old concrete into aggregate is a relatively simple process which

involves breaking, removing, and crushing existing concrete into a material with a specified

size and quality; the properties of concrete made with RCA are strongly dependent on the

quality of the recycled materials used as well as the primary concrete crushed. Although the

potential for the use of coarse RCA has now been widely acknowledged and promoted,

however RCA shall conform to the requirements specified in BS 8500-2 and the resulted

composites with RCA shall perform quite similarly to NA concrete. Lack of widespread

reliable data on RCA aggregate characteristics and its influence on concrete performance can

restrict it use to full potential. For durable RCA concrete design, a wide range of test data are

need on concrete made with various cements and combinations, and different replacement

levels of RCA. The use of various industrial by-products and recycled materials offers multiple

environmental advantages by offering potential diversion of useful materials from the waste

streams, reducing the energy investment in processing virgin materials, conserving natural

resources, and allaying pollution. Extensive research work has already been performed on the

use of fly ash and other supplementary cementitious materials to enhance sustainability and

durability of concrete material; whereas, most of the existing work is mainly carried out on

concrete with natural aggregates.


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2.0Objective and Scope of Study:

To find the optimum percentage of replacement of natural sand with quarry dust andcoarse aggregate with recycled concrete aggregate at which maximum strength is

obtained. .

To conduct compression test on and control concrete on standard IS specimen size

(150x150x150) mm.

To study about the mix properties of QD and RCA in concrete.

To conduct compressive strength test, split tensile strength test

To provide economical construction material.

Provide safeguard to the environment by utilizing waste properly

Aim of Study:

The Main aim of proposed work:

To find out the replacement of fine aggregate with increase compressive and tensile

strength of conventional concrete

The replacement should be such that it should be economical as a compared to

conventional concrete

Various study conducted on waste product of RCA with different percentage with

conventional sand shows that it strength is increases with proper mix ratio

In the test mixture dust and RCA are using as a full and partially replacement of fine

aggregates and coarse aggregate and know its compressive and tensile strength of 7

days and 28 days

All the work are done for M40 concrete

The comparison of strength with control mix are found


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3.0Literature review

In 1977, Frondistou-Yannas evaluated and compared the mechanical properties of

conventional concrete and concrete containing pieces of concrete from demolition waste in the

place of natural coarse aggregate[1]. He found out that recycled concrete best matches the

mechanical behaviour of conventional concrete when the recycled concrete is enriched in

gravel at the expense of mortar. The recycled aggregate concrete has a compressive strength of

at least 76% and modulus of elasticity from 60% to 100% of the control mix.

Hansen and Narud[2] found that the compressive strength of recycled concrete is strongly

correlated with the watercement ratio of the original concrete if other factors are kept the

same. When the watercement ratio of the original concrete is the same or lower than that ofthe recycled concrete, the new strength will be as good as or better than the original strength,

and vice versa.

Later in 1984, Hansen and Hedegkd showed that the addition of a plasticizing, an air entraining,

a retarding, and an accelerating admixture to the original concrete had little or no effect on the

properties of recycled concrete[3].

Test results by Tavakoli and Soroushian indicated that thestrength of recycled aggregate

concrete is affected by the strength of the original concrete, percentage of the coarse aggregate

in the

original concrete, the ratio of top size of aggregate in the original concrete to that of the recycled

aggregate, and the Los Angeles abrasion loss as well as the water absorption of the recycled

aggregate[4]. It was shown that the conventional relationships between splitting tensile,

flexural and compressive strengths are different for recycled concrete.

In a study by Sagoe-Crentsil and Brown [5], it was found that the processing of recycled

concrete aggregates commercially produces smoother spherical particles than those produced

in the laboratory, which improves concrete workability.

Tests on the compressive and tensile strengths of hardened concrete showed no significant

difference between recycled concrete and concrete made with natural aggregates. Investigation

of the durability indicated that the recycled aggregates caused a higher drying shrinkage values

and reduced the abrasion resistance by about 12%. The water absorption and carbonation rates

showed little difference between the recycled concrete and conventional one.


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Ajdukiewicz and Kliszczewicz examined the mechanical properties of high performance and

high strength concretes made with recycled aggregates [6]. In their work, they considered

recycled aggregates produced from concrete with compressive strength 4070 MPa. They

concluded that the water content should be modified in the recycled concrete mix design to

obtain the same workability. The results indicated that the compressive strength dropped by

about 10% when using recycled aggregates, while the bond stress at failure dropped by 820%,

depending on the type of fine aggregate used in the concrete.

The porosity of recycled concrete made with substitution of recycled concrete aggregate was

studied by Gomez-Soberon[7]. The distribution of the theoretical pore radius, critical pore

ratio, surface area of concrete, threshold ratio, and average pore ratio were investigated at 7,

28, and 90 days. The results showed that porosity increases when natural aggregate is replacedby recycled concrete aggregate. The increase in porosity is accompanied by a reduction in

compressive and tensile strengths, as well as in modulus of elasticity.

Olorunsogo and Padayachee[8]investigated the durability of concrete made with different

percentages of recycled concrete coarse aggregates (0%, 50%, and 100%). They showed that

durability quality of recycled concrete is reduced with increases in the quantities of recycled

aggregate, and the quality improved with the age of curing. They concluded that this

phenomenon is due to cracks and fissures created within the recycled aggregate during

processing, which make the aggregate susceptible to ease of permeation, diffusion and

absorption of fluid.

Misra[9] studied the water requirements and compressive strength of cement mortar using

manufactured sand as FA, with FM ranging from 0.50 to 2.0 and 75% and 100% flow of mortar.

Based on the above extensive experimental investigations, he had concluded that the strength

of mortar with manufactured sand is higher than that of the corresponding mix with cement

(sand) mortar. He has recommended the use of manufactured sand for mortar and has cautioned

the removal of excessive proportions of very fine particles.

Studies were carried out at Pondicherry Engineering Collage, Puduchery[10] for using

manufactured sand as FA in concrete and its compressive, flexural and split tensile strengths;

sand abrasion; elastic modulus; mortar making properties and durability test under various

acidic and alkaline mediums were determined and the performance compared with

conventional concrete for M15 and M20 concretes. The size of manufacture sand used in the

above study was restricted to 4.75 mm to 150 microns i.e. the size range presented in IS


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specification. From the studies, it is concluded that the manufactured sand can be used in the

concrete effectively by replacing normal river sand. Sieve analysis of the raw samples revealed

that the fine materials content (i.e. less than 150 microns) was at the maximum 10% and it was

generally between 5 - 10%. Being the case it would be of interest to study the properties of

concrete and mortar using the raw sample as such in the above.

The suitability of Crushed Granite Fine (CGF) to replace river sand in concrete production for

use in rigid pavement was investigated by Manasseh[11] . Slump, compressive strength and

indirect tensile strength tests were performed on fresh and hardened concrete. The 28 day peak

compressive and indirect tensile strength values of 40.70 N/mm2 and 2.30 N/mm2 respectively,

were obtained with the partial replacement of river sand with 20 per cent CGF, as against values

of 35.00 N/mm2 and 1.75 N/mm2 obtained with the use of river sand as fine aggregate. Basedon economic analysis and results of tests, river sand replaced with 20 per cent CGF is

recommended for use in the production of concrete for use in rigid pavement. Conservation of

river sand in addition to better ways of disposing wastes from the quarry sites are some of the

merits of using CGF.

The investigation carried out by Nagabhushana and Sharada Bai[12] studied the properties of

mortar and concrete in which Crushed Rock Powder (CRP) was used as a partial and full

replacement for natural sand. For mortar, CRP is replaced at percentages of 20, 40, 60, 80 and

100. The strength properties of concrete were investigated by replacing natural sand by CRP

at replacement level of 20, 30, and 40 per cents.

Aggrarwal[13] have carried out experimental investigations to study the effect of use of

bottom ash as a replacement of fine aggregate. Different strength properties were studied and

it consisted of compressive strength, flexural strength and splitting tensile strength. The

strength development for various percentages of 0-50 replacement of fine aggregates with

bottom ash can easily be equated to the strength development of normal concrete at various

ages.

Siddique[14] presented the results of an experimental investigation carried out to evaluate the

mechanical properties of concrete mixtures in which fine aggregate i.e., sand was partially

replaced with Class F fly ash. Sand was replaced in five percentages. i.e., 10, 20, 30, 40 and 50

of class F fly ash by weight. Tests were performed for the evaluation of properties of fresh

concrete. Compressive strength, splitting tensile strength, flexural strength and modulus of

elasticity were determined at 7 14, 28, 56, 91 and 365 days. Test results indicated significant


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improvement in the strength properties of plain concrete by the inclusion of fly ash as partial

replacement of fine aggregate (sand), and could be effectively used in Structural Concrete.

Abdurrahman [15], Alshahwany,Mosul University , Effect of Partial Replacement of Sand

with Limestone Filler on Some Properties of Normal Concrete 2011. In this paper they present

the extent of improvement in concrete properties for different amounts of limestone filler,

proportion of (0, 10, 20, 30, 40, 50)% replacement are considered, and they found compressive

strength of concrete increases with the increase in limestone filler replacement up to an optimal

value, concrete made with 20% limestone filler replacement by sand showed higher

compressive strength which increased by 14.6% . Slump decreases with the increase of

limestone filler amount, so water demand increases slightly with increasing limestone filler

content.


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4.0 Experiments to be performed

4.1 Initial and Final Setting Time

Objective: To determine the initial and final setting time of a given sample of cement.

Reference: IS : 4031 ( Part 4 ) -1988, IS : 4031 ( Pat 5 ) - 1988, IS : 5513-1976,

Theory : For convenience, initial setting time is regarded as the time elapsed between the

moments that the water is added to the cement, to the time that the paste starts losing its

plasticity. The final setting time is the time elapsed between the moment the water is added to

the cement, and the time when the paste has completely lost its plasticity and has attained

sufficient firmness to resist certain definite pressure.

Apparatus: Vicat apparatus conforming to IS : 5513-1976, Balance, Gauging Trowel, Stop

Watch, etc

Procedure:

1. Preparation of Test Block - Prepare a neat 300 gms cement paste by gauging the cement

with 0.85 times the water required to give a paste of standard consistency. Potable or distilled

water shall be used in preparing the paste

. 2. Start a stop-watch at the instant when water is added to the cement. Fill the Vicat mould

with a cement paste gauged as above, the mould resting on a nonporous plate. Fill the mould

completely and smooth off the surface of the paste making it level with the top of the mould.

3. Immediately after moulding, place the test block in the moist closet or moist room and allow

it to remain there except when determinations of time of setting are being made.

4. Determination of Initial Setting Time - Place the test block confined in the mould and resting

on the non-porous plate, under the rod bearing the needle ( C ); lower the needle gently until it

comes in contact with the surface of the test block and quickly release, allowing it to penetrate

into the test block

5. Repeat this procedure until the needle, when brought in contact with the test block and

released as described above, fails to pierce the block beyond 5.0 0.5 mm measured from the

bottom of the mould shall be the initial setting time.


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6. Determination of Final Setting Time - Replace the needle (C) of the Vicat apparatus by the

needle with an annular attachment (F).

7. The cement shall be considered as finally set when, upon applying the needle gently to the

surface of the test block, the needle makes an impression thereon, while the attachment fails

to do so.

8. The period elapsing between the time when water is added to the cement and the time at

which the needle makes an impression on the surface of test block while the attachment fails

to do so shall be the final setting time

4.2 Particle Size Distribution of Fine Aggregate

Objective: To determine fineness modulus of fine aggregate and classifications based on IS: 383-1970

Reference: IS : 2386 ( Part I)1963, IS: 383-1970, IS : 460-1962

Theory: This is the name given to the operation of dividing a sample of aggregate into various fractions

each consisting of particles of the same size. The sieve analysis is conducted to determine the particle


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size distribution in a sample of aggregate, which we call gradation. Many a time, fine aggregates are

designated as coarse sand, medium sand and fine sand. These classifications do not give any precise

meaning. What the supplier terms as fine sand may be really medium or even coarse sand. To avoid this

ambiguity fineness modulus could be used as a yard stick to indicate the fineness of sand.

The following limits may be taken as guidance: Fine sand : Fineness Modulus : 2.2 - 2.6, Medium sand

: F.M. : 2.6 - 2.9, Coarse sand : F.M. : 2.9 - 3.2

Sand having a fineness modulus more than 3.2 will be unsuitable for making satisfactory concrete.

Apparatus: Test Sieves conforming to IS : 460-1962 Specification of 4.75 mm, 2.36 mm, 1.18 mm,

600 micron, 300 micron, 150 micron, Balance, Gauging Trowel, Stop Watch, etc.

Procedure:

1. The sample shall be brought to an air-dry condition before weighing and sieving. The air-dry sample

shall be weighed and sieved successively on the appropriate sieves starting with the largest. Care shall

be taken to ensure that the sieves are clean before use.

2. The shaking shall be done with a varied motion, backward sand forwards, left to right, circular

clockwise and anti-clockwise, and with frequent jarring, so that the material is kept moving over the

sieve surface in frequently changing directions.

3. Material shall not be forced through the sieve by hand pressure. Lumps of fine material, if present,

may be broken by gentle pressure with fingers against the side of the sieve.

4. Light brushing with a fine camel hair brush may be used on the 150-micron and 75-micron IS Sieves

to prevent aggregation of powder and blinding of apertures. 5. On completion of sieving, the material

retained on each sieve, together with any material cleaned from the mesh, shall be weighed

Calculation: Fineness modulus is an empirical factor obtained by adding the cumulative percentages

of aggregate retained on each of the standard sieves ranging from 4.75 mm to 150 micron and dividing

this sum by an arbitrary number 100.

Fineness Module (FM) = ( Total Cumulative Percentage passing(%) /100)

Conclusion / Result:


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i) Fineness modulus of a given sample of fine aggregate is .. that indicate Coarse sand/ Medium

sand/ Fine sand.

ii) The given sample of fine aggregate is belong to Grading Zones I / II / III / IV

4 3 Determination of Bulking of Fine Aggregate

Objective: To determine bulking of a given sample of fine aggregate.

Reference: IS : 2386 ( Part III ) - 1963

Theory: Free moisture forms a film around each particle. This film of moisture exerts what is known

as surface tension which keeps the neighbouring particles away from it. Similarly, the force exerted by

surface tension keeps every particle away from each other. Therefore, no point contact is possible

between the particles. This causes bulking of the volume. It is interesting to note that the bulking

increases with the increase in moisture content upto a certain limit and beyond that the further increase

in the moisture content results in the decrease in the volume and at a moisture content representing

saturation point, the fine aggregate shows no bulking.

Apparatus: Measuring jar, Taping rod etc

Procedure:


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1. Put sufficient quantity of the sand loosely into a container. Level off the top of the sand and pushing

a steel rule vertically down through the sand at the middle to the bottom, measure the height. Suppose

this is h1 cm.

2. Empty the sand out of the container into another container where none of it will be lost. Half fill thefirst container with water. Put back about half the sand and rod it with a steel rod, about 6 mm in

diameter, so that its volume is reduced to a minimum. Then add the remainder of the sand and rod it in

the same way.

3. The percentage of bulking of the sand due to moisture shall be calculated from the formula:

Percentage Bulking =( h/h11 )*100

Conclusion / Result: Bulking of a given sample of fine aggregate is found to be . %

4.4 Workability of fresh concrete

Objective : To determine the relative consistency of freshly mixed concrete by the use of

Slump Test

Reference: IS: 7320-1974, IS: 1199-1959, SP : 23-1982

Theory : The word workability or workable concrete signifies much wider and deeper

meaning than the other terminology consistency often used loosely for workability.

Consistency is a general term to indicate the degree of fluidity or the degree of mobility.

The factors helping concrete to have more lubricating effect to reduce internal friction for

helping easy compaction are given below:

(a) Water Content (b) Mix Proportions (c) Size of Aggregates (d) Shape of Aggregates (e)

Surface Texture of Aggregate (f) Grading of Aggregate (g) Use of Admixtures.

Measurement of Workability

The following tests are commonly employed to measure workability (a) Slump Test (b)

Compacting Factor Test (c) Flow Test (d) Kelly Ball Test (e) Vee Bee Consistometer Test.


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Slump Test:

Slump test is the most commonly used method of measuring consistency of concrete which can

be employed either in laboratory or at site of work. It is not a suitable method for very wet or

very dry concrete. It does not measure all factors contributing to workability, nor is it always

representative of the placability of the concrete. The pattern of slump is shown in Fig. It

indicates the characteristic of concrete in addition to the slump value. If the concrete slumps

evenly it is called true slump. If one half of the cone slides down, it is called shear slump. In

case of a shear slump, the slump value is measured as the difference in height between the

height of the mould and the average value of the subsidence.

Apparatus: The Slump Cone apparatus for conducting the slump test essentially consists of

a metallic mould in the form of a frustum of a cone having the internal dimensions as under:

Bottom diameter : 20 cm, Top diameter : 10 cm, Height : 30 cm and the thickness of the metallic

sheet for the mould should not be thinner than 1.6 mm Weights and weighing device, Tamper

( 16 mm in diameter and 600 mm length), Ruler, Tools and containers for mixing, or concrete

mixer etc.

Procedure :

1. Dampen the mold and place it on a flat, moist, nonabsorbent (rigid) surface. It shall be heldfirmly in place during filling by the operator standing on the two foot pieces. Immediately fill

the mold in three layers, each approximately one third the volume of the mold.

2. Rod each layer with 25 strokes of the tamping rod. Uniformly distribute the strokes over the

cross section of each layer.

3. In filling and rodding the top layer, heap the concrete above the mold before rodding start.

If the rodding operation results in subsidence of the concrete below the top edge of the mold,

add additional concrete to keep an excess of concrete above the top of the mold at all time.

4. After the top layer has been rodded, strike off the surface of the concrete by means of

screeding and rolling motion of the tamping rod.

5. Remove the mold immediately from the concrete by raising it carefully in the vertical

direction. Raise the mold a distance of 300 mm in 5 2 sec by a steady upward lift with no

lateral or torsional motion.


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6. Immediately measure the slump by determining the vertical difference between top of the

mold and the displaces original center of the top surface of the specimen. Complete the entire

test from the start of the filling through removal of the mold without interruption and complete

it within 2 min.

7. If a decided falling away or shearing off of concrete from one side or portion of the mass

occurs, disregard the test and make a new test on another portion of the sample. If two

consecutive tests on a sample of concrete show a falling away or shearing off of a portion of

concrete from the mass of specimen, the concrete lacks necessary plasticity and cohesiveness

for the slump test to be applicable. 8. After completion of the test, the sample may be used for

casting of the specimens for the future testing

4.5 Compressive strength test

Objective :The test method covers determination of compressive strength of cubic concrete

specimens. It consists of applying a compressive axial load to molded cubes at a rate which is

within a prescribed range until failure occurs.


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Reference :IS : 516 - 1959, IS: 1199-1959, SP : 23-1982, IS : 10086-1982

Theory: Age at Test - Tests shall be made at recognized ages of the test specimens, the most

usual being 7 and 28 days. Where it may be necessary to obtain the early strengths, tests may

be made at the ages of 24 hours hour and 72 hours 2 hours. The ages shall be calculated

from the time of the addition of water to the 63 dry ingredients.

Number of Specimens- At least three specimens, preferably from different batches, shall be

made for testing at each selected age.

Cube Moulds- The mould shall be of 150 mm size conforming to IS: 10086-1982.

Procedure :

1. Sampling of Materials - Samples of aggregates for each batch of concrete shall be of the

desired grading and shall be in an air-dried condition. The cement samples, on arrival at the

laboratory, shall be thoroughly mixed dry either by hand or in a suitable mixer in such a manner

as to ensure the greatest possible blending and uniformity in the material.

2. Proportioning - The proportions of the materials, including water, in concrete mixes used

for determining the suitability of the materials available, shall be similar in all respects to those

to be employed in the work

3. Weighing - The quantities of cement, each size of aggregate, and water for each batch shall

be determined by weight, to an accuracy of 0.1 percent of the total weight of the batch.

4. Mixing Concrete - The concrete shall be mixed by hand, or preferably, in a laboratory batch

mixer, in such a manner as to avoid loss of water or other materials. Each batch of concrete

shall be of such a size as to leave about 10 percent excess after moulding the desired number

of test specimens.

5. Mould - Test specimens cubical in shape shall be 15 15 15 cm. If the largest nominal

size of the aggregate does not exceed 2 cm, 10 cm cubes may be used as an alternative.

Cylindrical test specimens shall have a length equal to twice the diameter

6. Compacting - The test specimens shall be made as soon as practicable after mixing, and in

such a way as to produce full compaction of the concrete with neither segregation nor excessive

laitance.


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7. Curing - The test specimens shall be stored in a place, free from vibration, in moist air of at

least 90 percent relative humidity and at a temperature of 27 2C for 24 hours hour from

the time of addition of water to the dry ingredients.

8. Placing the Specimen in the Testing Machine - The bearing surfaces of the testing machine

shall 64 be wiped clean and any loose sand or other material removed from the surfaces of the

specimen which are to be in contact with the compression platens.

9. In the case of cubes, the specimen shall be placed in the machine in such a manner that the

load shall be applied to opposite sides of the cubes as cast, that is, not to the top and bottom.

10. The axis of the specimen shall be carefully aligned with the centre of thrust of the

spherically seated platen. No packing shall be used between the faces of the test specimen and

the steel platen of the testing machine

11. The load shall be applied without shock and increased continuously at a rate of

approximately 140 kg/sq cm/min until the resistance of the specimen to the increasing load

breaks down and no greater load can be sustained. 12. The maximum load applied to the

specimen shall then be recorded and the appearance of the concrete and any unusual features

in the type of failure shall be noted.

4.6 Splitting Tensile Test

Objective: This method covers the determination of the splitting tensile strength of cylindrical

concrete specimens.

Reference: IS : 516 - 1959, IS: 1199-1959, SP : 23-1982, IS : 10086-1982

Theory: Age at Test - Tests shall be made at recognized ages of the test specimens, the most

usual being 7 and 28 days. Where it may be necessary to obtain the early strengths, tests may


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be made at the ages of 24 hours hour and 72 hours 2 hours. The ages shall be calculated

from the time of the addition of water to the dry ingredients.

Number of Specimens- At least three specimens, preferably from different batches, shall be

made for testing at each selected age.

Cylinders -The cylindrical mould shall be of 150 mm diameter and 300 mm height conforming

to IS: 10086-1982. Weights and weighing device, Tools and containers for mixing, Tamper

(square in cross section) etc

Procedure :

1. Sampling of Materials - Samples of aggregates for each batch of concrete shall be of the

desired grading and shall be in an air-dried condition. The cement samples, on arrival at the

laboratory, shall be thoroughly mixed dry either by hand or in a suitable mixer in such a manner

as to ensure the greatest possible blending and uniformity in the material.

2. Proportioning - The proportions of the materials, including water, in concrete mixes used for

determining the suitability of the materials available, shall be similar in all respects to those to

be employed in the work.

3. Weighing - The quantities of cement, each size of aggregate, and water for each batch shall

be determined by weight, to an accuracy of 0.1 percent of the total weight of the batch.

4. Mixing Concrete - The concrete shall be mixed by hand, or preferably, in a laboratory batch

mixer, in such a manner as to avoid loss of water or other materials. Each batch of concrete

shall be of such a size as to leave about 10 percent excess after moulding the desired number

of test specimens.

5. Mould - The cylindrical mould shall be of 150 mm diameter and 300 mm height conforming

to IS: 10086-1982.

6. Compacting - The test specimens shall be made as soon as practicable after mixing, and in

such a way as to produce full compaction of the concrete with neither segregation nor excessive

laitance.

7. Curing - The test specimens shall be stored in a place, free from vibration, in moist air of at

least 90 percent relative humidity and at a temperature of 27 2C for 24 hours hour from

the time of addition of water to the dry ingredients.


23/25

8. Placing the Specimen in the Testing Machine - The bearing surfaces of the supporting and

loading rollers shall be wiped clean, and any loose sand or other material removed from the

surfaces of the specimen where they are to make contact with the rollers.

9. Two bearings strips of nominal (1/8 in i.e 3.175mm) thick plywood, free of imperfections,

approximately (25mm) wide, and of length equal to or slightly longer than that of the specimen

should be provided for each specimen.

10. The bearing strips are placed between the specimen and both upper and lower bearing

blocks of the testing machine or between the specimen and the supplemental bars or plates.

11. Draw diametric lines an each end of the specimen using a suitable device that will ensure

that they are in the same axial plane. Center one of the plywood strips along the center of the

lower bearing block.

12. Place the specimen on the plywood strip and align so that the lines marked on the ends of

the specimen are vertical and centered over the plywood strip.

13. Place a second plywood strip lengthwise on the

cylinder, centered on the lines marked on the ends of the

cylinder. Apply the load continuously and without shock, at

a constant rate within, the range of 71 689 to 1380 kPa/min

splitting tensile stress until failure of the specimen

14 .Record the maximum applied load indicated by the

testing machine at failure. Note the type of failure and

appearance of fracture.


24/25

REFERENCE

[1] Frondistou-Yannas S. Waste concrete as aggregate for new concrete. ACI J1977;74(8):373

6.

[2] Hansen TC, Narud H. Strength of recycled concrete made from crushed concrete coarse

aggregate. Concrete Int 1983;5(1):7983.

[3] Hansen TC, Hedegkd SE. Properties of recycled aggregate concretes as affected by

admixtures in original concretes. ACI J 1984;81(1):216.

[4] Tavakoli M, Soroushian P. Strengths of recycled aggregate concrete made using field-

demolished concrete as aggregate. ACI Mater J 1996;93(2):18290.

[5] Sago-Crentsil KK, Brown T, Taylor AH. Performance of concrete made with commercially

produced coarse recycled concrete aggregate. Cement Concrete Res 2001;31:70712.

[6] Ajdukiewicz A, Kliszczewicz A. Influence of recycled aggregates on mechanical properties

of HS/HPC. Cement and Concrete Comp 2002;24:26979.

[7] Gomez-Soberon JMV. Porosity of recycled concrete with substitution of recycled concrete

aggregatean experimental study. Cement Concrete Res2002;32:130111.

[8] Olorunsogo FT, Padayachee N. Performance of recycled aggregate concrete monitored by

durability indexes. Cement Concrete Res 2002;32:17985

[9]. Misra R.N., Use of stone dust from crushers in cement-sand mortars, The Indian

Concrete Journal, August 1984, pp. 219-224.

[10]. Uma Maheswari, G., Strength and durability studies on manufactured sand concrete M.

Tech. Thesis, Submitted to the Pondicherry University, December 1996, pp. 53.

[11]. Elavenil, S., and Vijaya, B., (2013), Manufactured sand, a solution and an alternative to

river sand and in concrete manufacturing, Journal of Engineering, Computers and Applied

Sciences (JEC&AS) Volume 2, No.2, February, pp.20-24.

[12]. Manasseh, S., (2010), Use of Crushed Granite Fine as Replacement to River Sand in

Concrete Production, JOEL,Civil Engineering Department University of Agriculture

P.M.B.2373, Makurdi, Benue State, Nigeria.


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[13]. Nagabhushana, K. And Sharada Bai, H., (2011), Use of Crushed Rock Powder as

Replacement of Fine Aggregate in Mortar and Concrete, JSS Academy of Technical

Education, Bangalore, India.

[14]. Aggarwal, P., Aggarwal, Y., and Gupta, S.M., (2007), Effect of bottom ash as

replacement of fine aggregates in concrete, National Institute of Technology, Kurukshetra,

India.

[15]. Siddique, R., (2002) Effect of fine aggregate replacement with Class-F fly ash on the

mechanical properties of concrete, Institute of Engineering and Technology, Deemed

University, Patiala, India.

[16] Kondraivendhan, B., Sairam, V., and Nandagopal, K., (2011). Influence of pond ash as

fineaggregate on strength and durability of concrete, The Indian Concrete Journal, 85(10),

pp.27-36.

List of IS Code reffered

1. I.S. :269-1976 Specification for ordinary and low heat portland cement, BIS, New

Delhi.

2. I.S. :383 -1970 Specification for coarse and fine aggregate from natural sources for

concrete, BIS New Delhi.

3.

I.S. :516-1959, Methods of test for strength of concrete, BIS, New Delhi.

4. I.S. : 2386 (PartI) 1963, Methods of test for aggregates for concrete, part I: Particle

size and shape, BIS, New Delhi.

5.

I.S. : 2386 (Part III) 1963, Methods of test for aggregates for concrete, Part III:

Specific gravity, density, voids, absorption and bulking, BIS New Delhi.

6. I.S. : 2386 (Part V) 1963, Methods of test for aggregates for concrete, Part V:

Soundness, BIS, New Delhi.

7. S.P. :23 -1982, Hand book on Concrete mixes, BIS, New Delhi.

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Utilization of Recycled Concrete Aggregate and Quarry Dust in Concrete

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