Draft Copy 231

EFFECT OF ARTIFICIAL FINE AGGREGATE AND NATURAL FINE AGGREGATE AVAILABLE IN HAVERI DISTRICT ON STRENGTH OF CONCRETE (M20)

CHAPTER 1

INTRODUCTION

The use of the artificial fine aggregate in concrete has increased rapidly in last few years because of more reduction in natural fine aggregate in river due to tremendous excavation. And also band on excavation from river form court.

Concrete is the most widely used construction material because of its flow ability in most complicated from i.e. it is ability to take any shape while wet and its strength development characteristics when it hardens. Concrete requires consumption of virgin materials. It requires cement, water, and suitable aggregates. Its production involves a number of operations according to prevailing site condition. The ingredients of widely varying characteristics can be used to produce concrete of acceptable quality. The strength, durability, and other characteristics of concrete depend upon the properties of its ingredients. In concrete fine and coarse aggregate constitute about 75% of the total volume. It is therefore important to obtain right type and good quality aggregate at site. The aggregates from the main matrix of concrete of mortar.

Now a day, in construction of roads, buildings, dams, canals etc., cement concrete plays an important role. Concrete is an artificial stone resulting from hardening of rationally chosen mixture of binding material, water and aggregate (Sand crushed stone or gravel). The mixture of these materials, before it hardens, is called concrete mix. Particles of sand, and crushed stone from a stone are carcass in concrete. Cement paste resulting from the interaction of concrete mix with water coating on the grains of sand and crushed stone, fills the voids between them, lubricates the aggregate, and imparts mobility (fluidity) to the concrete mix. When the cement paste hardens, it binds the aggregate in to an artificial stones or concrete.

Fine aggregate (smaller than 4.45mm) play a very important role in controlling the properties of fresh concrete. They help to improve cohesiveness of fresh concrete, improve workability and prevent segregation and bleeding of concrete.

STJ INSTITUTE OF TECHNOLOGY Ranebennur 1


So fine aggregate is an essential component of concrete. The most commonly used fine aggregate is natural river or pit sand. The global consumption of natural sand is very high due to extensive use of concrete. In particular the demand of natural sand is quite high in developing countries owing of rapid infrastructural growth. In this situation developing countries are facing shortages in supply of natural sand.

Natural sand deposits are being depleted and causing serious threat to environment as well as the society. Increasing extracting of natural sand from river beds is causing many problems loosing water retaining sand strata Deeping of the river courses and causing bank slides, loss of vegetation on the bank of river, exposing the intake well of water supply schemes etc are few examples.

River sand is becoming a very scare material sand mining from our river becomes objectionable. Is has now reached a stages where it is killing all our rivers of our country from total depth. Also dams are constructed on every river hence these resources are erasing very fast. Now day good quality sand is not readily available so it is a need of the time to find some substitute to natural river sand some alternative material have already been used a apart natural sand for examples fly ash slag and lime stone and siliceous stones powder were used in concrete mixtures as a partial replacement of natural sand. On this basis the present study has used manufactured sand in concrete mixtures as a partial replacement of natural sand.

Waste pebble is used to manufacture the artificial sand. Pebble means the waste material which is found on the river bank, this mineral are the waste product which are left out after purifying the natural sand on all river bed. This waste product is not used since the natural sand mining started. The pebble is in huge quality.



CHAPTER 2

OBJECTIVE OF WORK

Considering, the acute shortage of river sand, huge short coming on

quality of river sand, high cost, greater impact on road damages and

environmental effects, The Construction Industry shall start using the

manufactured sand to full extent as alternative, reduce the impacts on

environment by not using the river sand.

The Local Authorities/PWD/ Govt, shall encourage the use of

Manufactured sand in Public Construction Works, if possible, shall make

mandatory to use Manufactured sand wherever available with immediate

effect.

The Govt. Shall come out with, Policy on Sand – encourage the

industry people to set up more no of Sand crushing Units across the all

Districts, States to meet the sand requirements of the Construction

Industry.

The main object of our project is to find out the strength of different

places of sand and compare with the artificial sand. To gain the best sand

for the construction purpose.



CHAPTER 3

MATERIALS AND METHODOLOGY

3.1 Materials Used:

The properties of various materials used in making the concrete (M20) are discussed in the

following sections.

3.1.1 Cement:

Ordinary Portland cement of 43grade satisfying all the requirements of IS12269-1987 [4] was used in making the concrete slab panels and cubes in the experimental work. Vol. 1 Issue 7, September - 2012

ISSN: 2278-01812www.ijert.org

3.1.2 Natural (River) Sand:

Sand consists of fine angular or rounded grains of silica. Sand is commonly

used as the fine aggregate in cement concrete. Both natural and artificial

sands are used for this purpose.

The natural sand having fineness modulus of 2.9 and conforming to zone II as per IS: 3831970 [5] was used for the experimentation after washing it with clean water. The specific gravity of this natural sand was found to be 2.7. The water absorption and moisture content values obtained for the sand used was found to be 6% and 1.0% respectively.

Functions of sand:

It fills the voids existing in the coarse aggregate.

It reduces shrinkage and cracking of concrete.

By varying the proportion of sand can be prepared economically for

any strength of concrete.



It helps in hardening of cement by allowing by allowing water through

voids.

To form hard mass of silica as it is believed that some chemical

reaction take place between silica and sand constituents of cement.

Environmental Impact of natural sand :

The River sand lifting from river bed, impact the environment in many ways:

Due to digging of the sand from river bed reduces the water head, so

less percolation of rain water in ground, which result in lower ground

water level.

The roots of the tree may not be able to get water.

The rainwater flowing in the river contents more impurities.

Erosion of nearby land due to excess sand lifting

Disturbance due to digging for sand & lifting, Destroys the flora &

fauna in surrounding areas

The connecting village roads will get badly damaged due to over-

loading of trucks, hence, roads become problem to road users and also

become accidents prone

Diminishing of Natural Rivers or river beds, not available for future

generations.

3.1.3 Coarse Aggregate:

Crushed stone aggregates of 20mm size obtained from local quarry site were used for the experimentation. The fineness modulus of coarse aggregates was found to be 6.3 with a specific gravity of 2.75. The water absorption and moisture content values obtained for the sand used was found to be 2.5% and 0.5% respectively.



3.1.4 Artificial sand (Crushed sand):

There is standard specification for Fine aggregates(Sand). It is divided in four gradations. Generally known as Zone I, Zone II, Zone III and Zone IV. There is sieve design for each grade. Gradation is made as per the use of sand. There are testing sieves for testing the sand. A set of Sieves with square hole is available. Followings are the sieves 1) 4.75, 2) 2.36, 3) 1.18, 4) 600 microns, 5) 300 microns, 6) 150 microns, and 7) Pan.

Specific percentage is designated for each size for each Zone sand in terms of material retained or passed from the sieves.

Sieve size Percentage retained Percentage passing4.75 0-10% 90-100%2.36 0-25% 75-100%1.18 10-45% 55-90%

600 microns 41-65% 35-59%300 microns 70-92% 8-30%150 microns 90-100% 0-10%

Where concrete of high strength and good durability is required Sand used should be of proper gradation. The concrete mix design should be done properly. When the sand of finer grade is used, the ratio of finer to course aggregates should be reduced. The fine to course ratio depends upon the particle shape, shape, surface texture of both fine and course particles. The gradation of fine and course aggregates is very important. Very fine sand is not recommended for concrete purpose.

The fines content in the sand below 600 microns should be about 30 to 50%. This will a ideal sand for concrete work as well as masonry and plaster work.

At present it is generally observed that the fine content in river sand is less then the required percentage. Fines below 600 microns are very less. Some Engineers and Concrete designers recommended to use stone dust to compensate this shortage in River sand. Which is known as toning of sand. Addition of fine dust should be as per mix design.



General Requirements of Manufactured Sand :

All the sand particles should have higher crushing strength.

The surface texture of the particles should be smooth.

The edges of the particles should be grounded.

The ratio of fines below 600 microns in sand should not be less than

30%.

There should not be any organic impurities

Silt in sand should not be more than 2%, for crushed sand.

Effects of fine aggregate on strength of concrete :

Free moisture in fine aggregate affects the quality of concrete in more than one way. In case of weigh batching, determination of free moisture content of the aggregate is necessary and than correction of water/cement ratio to be affected in this regard .but in volume batching not required to finding the moisture content.

Due to bulking of fine aggregate it effects the bulking in proportioning the concrete by volume.

Due density of fine aggregate, its effect the strength of concrete .the aggregate weight is more ,than void spacing is less.

Due to large size aggregate it reduces the cement requirement, water requirement, and shrinkage of concrete.

Resultant particle size distribution is called gradation. The gradation is important for concrete strength and workability of concrete. Gradation of fine aggregate can be divided into zone 1, zone2 ,zone3 ,zone 4

Quality of aggregate is also important in strength of concrete.

CHAPTER 4



MANUFACTURED SANDCivil engineers, Architects, Builders, Contractors agree that the

natural sand, which is available today, is difficult in many respect. It is not

having he fine particles, in proper proportion as required. Presence of other

impurities such as coal, bones, shells, mica and silt etc makes it inferior for

the use in cement concrete. The decay of this material, due to weathering

effect shortens the life of the work. Now a day’s Government have put bane

on lifting sand from river bed.

Due to lifting the sand from river bed reduces the seepage of rain

water in ground which result in lover level of ground water. Other effect is

the water flowing in the river is more exposed to Sun, so more evaporation.

The rain water in filtered due to sand in the river. Lifting of sand from river-

bed so no filtration of water.

Vastu Shastra: Now a day’s Vastu Shastra is followed by so many

persons while constructing house. As per Vastu Shastra the building material

must be free from traces of human body or animal body. The river sand

contains bones of human beings and animals. The shells are also type of

bone. It is not easy to take out all such things present in river sand. The best

solution for this is to use artificial crusher sand of good quality.

Only the long term solution is manufactured sand. The manufactured

sand must have cubical particles or spherical particles. Flaky particles

increases voids over cubical or spherical particles about 5 to 6% more. So

the process of manufacturing should be such that it should give cubical

particles. Fine aggregates are manufactured by using different types of

machines. Roll crusher, Hammer crushers, Cone crushers and V.S.I crushers

are generally used to manufactured sand. Fine aggregates manufactured by

Roll crusher and Cone crushers are flaky and sharp. Which is difficult to use.



Sand manufactured by Vertical Shaft Impactor is of cubical shape

such and can be used for all types of construction work, Concreting,

Plastering etc and better substitute to river sand.

IS Code Provisions:

BIS Guidelines IS: 383-1970 for selection and testing of Coarse and Fine

aggregates available. Generally, Sand is classified as Zone I, Zone II, Zone

III and Zone IV (i.e. Coarser to Finer). There is sieve designation for each

zone. Gradation is made in accord with the usage of the sand. There are

testing sieves, consists of 4.75mm, 2.36mm, 1.183mm, 600microns, 300

microns, 150 microns and a pan



CHAPTER 5

SIEVE ANALYSIS

Sieve analysis of Coarse Aggregate (Qty of taken-10 kg)IS Sieve

Designationin mm

Mass retained in gms

Cum mass retainedin gms

Cum % of mass retained%

passing(100-0)

63 0 0 0 10050 0 0 0 10040 0 0 0 9525 500 500 5 53.620 4140 4640 46.4 26.116 2750 73.9 73.9 9

12.5 1710 9100 91 910 598 9698 96.98 3.02

4.75 290 9988 99.88 0.12PAN 12 10000 100

Sieve analysis of Fine Aggregate (BELURU), (Qty of taken- 2 kg)

IS Sieve Designation

in mm


Cum mass

retainedin gms

Cum % of mass retained

% passing(100-0)

Limiting Zone

10 40 40 2 98

Zone - II

4.75 90 130 6.5 93.52.36 80 210 10.5 89.51.18 1020 1230 61.5 38.5

600 microns 530 1760 88 12300 microns 230 1990 99.5 0.5150 microns 10 2000 100 0

PAN 0 2000 100 0



Sieve analysis of Fine Aggregate (HARANGIRI), (Qty of taken- 2 kg)


in mm


Cum mass

retainedin gms


% passing(100-0)

Limiting Zone

10 10 10 0.5 99.5

Zone - II

4.47 40 50 2.5 97.52.36 30 80 4 961.18 1010 1090 54.5 45.5

600 microns 680 1770 88.5 11.5300 microns 220 1990 99.5 0.5150 microns 10 2000 100 0

PAN 0 2000 100 0

Sieve analysis of Fine Aggregate (IRANI), (Qty of taken- 2 kg)


in mm


Cum mass

retainedin gms


% passing(100-0)

Limiting Zone

10 10 10 0.5 99.5

Zone - II

4.47 40 50 2.5 97.52.36 30 80 4 961.18 1010 1090 54.5 45.5

600 microns 680 1770 88.5 11.5300 microns 220 1990 99.5 0.5150 microns 10 2000 100 0

PAN 0 2000 100 0

Sieve analysis of Artificial Fine Aggregate (KOTIHALA),(Qty of taken- 2 kg)


in mm


Cum mass

retainedin gms


% passing(100-0)

Limiting Zone

10 0 0 0 0

Zone - II

4.47 20 20 1 992.36 150 170 8.5 91.51.18 550 720 36 64

600 microns 380 1100 55 45300 microns 600 1700 85 15150 microns 300 2000 100 0

PAN 0 2000 100 0



Behavior of Manufactured & River Sand when used in Concrete:

Sl No Property River sandManufactured

sandRemedies

1Workability &

its retention

Good &

Good

retention

Less & Less

retention

Control of fines &

apply water

absorption correction,

use of plasticizers

2 Setting NormalComparatively

faster

Apply water

absorption correction,

use retarders

3Compressive

strengthNormal Marginally higher As shown above

4 Permeability Poor Very poor

5 Cracks NilTend to surface

crack

Early curing &

protection of fresh

concrete

Typical Compressive Strength of Concrete:



The following results show the behavior of manufactured sand and riverbed

sand when used in concrete:

With using Riverbed Sand: (All proportions are by weight)

Cement -50 Kg

River Sand -75 Kg

Agg. 20 mm- 75 Kg

Agg. 12 mm -37.5 Kg

Water -19 ltrs

Compressive strength achieved after 7 - days curing …….44.1MPa

With using Artificial Sand : (All proportion are by weight)

Cement -50 Kg

Artificial Sand - 70 Kg

Agg. 20 mm - 80 Kg

Agg. 12 mm - 35 Kg

Water - 19 ltrs

Compressive strength achieved after 7 -days curing …….46.8MPa

In manufactured sand the permissible limit of fines below 75

microns shall not exceed 15%.

CHAPTER 6

PRELEMINARY TESTS



6.1 Workability tests

After there tempering time over, following workability tests are conducted on fresh concrete.

Slump cone test.

Compaction factor test.

6.1.1 Slump cone test:

The following procedure is adopted to conduct the slump cone test.

Place the mixed concrete in the cleaned slump cone mould in four layers. Each layer is 1/4th of the height of the mould.

Tamp each layer with 25 blows spreading the blows uniformly over the entire surface.

For second and subsequent layer tamping rod should penetrate to the under lying layer. Strike of the top with a towel or tamping rod so that mould is exactly filled.

Raise the handle of the slump cone instrument vertically and bring it on the top of the slump cone.

Measure the height between the handle and the top of the slump cone, note this as H1.

Lower the handle to the sides of the slump cone and lift the cone gradually without disturbing the concrete. Concrete start settling, as soon as the settlement stops. Raise the handle and bring it on the top of the unsupported concrete. Measure the vertical height between the handle and top of concrete, call this as H2.

Slump= (H2-H1) in mm.

6.1.2 Compaction factor test:

The following procedure is adopted to conduct the compaction factor test .



Keep the compaction test set up on a level ground and applying grease on the inner surface of hopper and cylinder.

Tighten the flap doors of hoppers.

Take the weight of cylinder (W1).

Fix the cylinder below the hoppers in such a way that center point of hoppers and cylinder should lie in the same vertical line.

Fill the mixed concrete in the upper hopper gently and carefully with hand without compacting.

After two minutes release the flap door of the upper hopper so that concrete may fall in to the lower hopper bringing the concrete into standard compaction.

As soon as concrete comes to rest in the second hopper, open the flap door of lower hopper and allow the concrete to fall in the cylinder, bringing the concrete into compaction under its free fall.

Remove the excess concrete above the top of the cylinder by a trowel keeping the blades horizontal.

Clear the cylinder from all the sides properly and then find the mass of partially compact concrete, thus filled in the cylinder (W2).

Take out all concrete from the cylinder and refill it in the cylinder in three layers. Each layer is being compacted with a concrete (W3).

Compaction factor is obtained as follows.

Compaction factor = (W2-W1)/W3-W1)

6.2 Casting:

The following procedure is adopted to conduct the casting.



Place the moulds on the vibrating table and put the wet concrete mix inside the moulds in tree layers.

Put the button of vibrating table and along with that tamping has to be done using standard tamping rod as shown in fig.

Vibration should not be more otherwise segregation will takes place.

After filling the moulds with wet concrete level the surface and give the designation to it as shown in fig.

De moulds the specimen after 24 hours as shown in fig.

6.3 Strength tests:

After the specimens taken out from the curing tank, they are allowed for 24 hours to dry up. The four strength tests were conducted, they are

Compressive strength test using 150mmx150mmx150mm cube.

Tensile strength using 150mm x300mm cylinder.

Flexural strength using 100mmx100mmx500mm beam.

Shear strength using L shape shear specimen.

6.3.1 Compressive strength test:

The following procedure is adapted to conduct the compressive strength test.

Size of the test specimen is determined by averaging perpendicular dimensions at least at 2 places.

Place the specimen centrally on the compression test machine and load is applied continuously and uniformly on the surface perpendicular to the direction of tamping.

The load is increased until the specimen fails and record the maximum load carried by each specimen during the test as shown in fig.

Compressive stress was calculated as follows

Compressive strength=P/Ax1000

Where,



P = Load in KN

A = Area of cube surface = 150 x 150 mm^2.

6.3.2 Tensile strength test:

The following procedure is adopted to conduct the tensile strength test.

Draw diametric lines on 2 ends of the specimen so that they are in the same axial plane.

Determine the diameter of specimen to the nearest 0.2mm by the diameters of the specimen lying in the plane of pre-marked lines measured near the ends and the middle of the specimen. The length of specimen also shall be taken be nearest 0.2mm by averaging the 2 lengths measured in the plane containing pre marked lines.

Centre one of the plywood strips along the centre of the lower platen. Place the specimen on the plywood strip and align it so the lines marked on the end of the specimen are vertical and centred over the plywood strip. The second plywood strip is placed length wise on the cylinder centered on the ends of the cylinder.

Apply the load without shock and increase it continuously at rate to produce a split tensile stress of approximately 1.4 to 2.1 N/mm^2/min, until no greater load can be sustained. Record the maximum load applied to specimen as shown in fig.

Computation of the split tensile strength was as follows.

Split tensile strength = 2P/PIdLx1000

Where,

P = Load in KN

PI = 3.142

D = Diameter of cylinder = 150mm

L = Length of cylinder = 300mm



6.3.3 Flexural strength test:

The following procedure is adopted to conduct the flexural strength test.

Brush the beam clean. Turn the beam on its side, with respect to its position as modeled, and place it in the breaking machine.

Set the bearing plates square with the beam and adjust for distance by means of the guide plates furnished with the machine.

Place a strip of leather or similar material under the upper bearing plate to assist in distributing the load.

Bring the plunger of the jack into contact with the ball on the bearing bar by turning the screw in the end of the plunger.

After contact is made and when only firm finger pressure has been applied, adjust the needle on the dial gauge to “0”.

Here we are applying 2 point loading on the beam specimen, apply load till it breaks and note that as failure load as shown in fig.

Computation of the flexural strength was as follows.

Flexural strength = PL/bd^2x1000

Where,

P = Load in KN

L = Effective length of beam = 400mm

B = Width of the beam = 100mm

D = Depth of the beam = 100mm

6.3.4 Shear strength test:

The following procedure is adopted to conduct these hear strength test.



Place the specimen centrally on the compression testing machine and load is applied continuously and uniformly as shown in fig.

The load is increased until the specimen fails record the maximum load carried by each specimen during the test.

Note the type of failure and appearance of crack.

Computation of the shear strength was as follows.

Failure load = PL1/L1+L2

Shear strength = Failure load/60x150 x1000

Where,

P = Load in KN

A = Area of shear surface = 60x150mm^2

L1 = 25mm

L2 = 25mm

CHAPTER 7

MIX DESIGN FOR M-20 GRADE CONCRETE



7.1 STIPULATIONS FOR PROPORTIONING:

1.Grade designation : M-20

2.Type of cement : OPC 43 (IS 8112-1989)

3.Maximum nominal size of agg : 20mm

(TABLE-5 of IS-456-2000)

Minimum cement content : 320 Kg/m3

maximum water cement ratio :0.45

(TABLE-5 of IS-456-2000)

Workability :50mm slump

Type of aggregate : crushed angular

Maximum cement content : 450 kg/m3

Chemical admixture type :

7.2 TEST DATA FOR MATERIALS:

Cement used : opc 43 grade

sp Gr

a)cement : 3.15

b)Coarse agg : 2.6

c) Fine agg : 2.58

Water absortion

a) Coarse agg : 0.6%

b) Fine agg : 1.0%

Free (surface) moisture

a) Coarse agg : Nil



b) Fine agg : Nil

Sieve analysis

a) Course agg : Conforming to table 2 of IS 383-1970

b)Fine agg : Conforming to zone 2 of Table 4 IS 383-1970

7.3 TARGET SIRENGTH FOR MIX PROPORTIONING:

Fck = fck + 1.65 x 5

Fck = Target avg compressive strength @ 28 days

fck = Characteristic Compressivestrength @ 28 days

S = Standard deviation

From table of IS :10262-2009 for M-20 grade concrete S=4.6

Fck =20+1.65*4.6

Fck =27.59 N/mm^2

7.4 SELECTION OF WATER CEMENT RATIO:

From table 5 of IS-456-2000

for M-20 =0.45

7.5.SELECTION OF WATER CONTENT:

from table 2 of IS-10262-2009 for 20mm nominal size of aggregate maximum water content 186 kg [25- 50mm slump volume]

Water content = 186 kg

7.6 CALCULATION OF CEMENT CONTENT:

W/ c = 0.45



Cement content : Water content

W/c

= 186/0.45

Cement content = 413.35kg

From table 5 of 15 :456 – 2000

Minimum Cement content for ‘severe’ exposure condition = 320kg /m3

Cement content: 413.33kg/m3 > 320 kg/m3

Hence ok

7.7 PROPOTION OF VOLUME OF COARSE AGGREGATE

AND FINE AGGREGATE CONTENT:

From Table 2 of 15 : 10262 -2009

Volume of Coarse agg corresponding to 20mm size agg of lone 11 for

w/c of 0.5 =0.6

In present case = w/c =0.45

The volume of course agg required to be Incresed & to decrese the volume of Fine agg content

As w/c lowered by 0,05 the proportion of course agg Incresed by 0.01, (@ The rate of -/+ 0.01 for every -/+ 0.05 change of w/c)

Corrected volume of course agg for

w/c of 0.45 = 0.62+ 0.01

Corrected volume of course agg =0.63

Corrected volume of fine agg = 1.00 – 0.63

Corrected volume of fine agg = 0.37

7.8 MIX CALCULATION:



The mix calculation per unit volume of concrete shakk be as fallows

Volume of concrete : 1.00m3(assume) b) Volume of cement : mass of cement x 1/1000

sp gr of cement

= 413.33 x 1

315 1000

= 0.131 m3

c) Volume of water = mass of water x 1/1000

Sp Gr of water

= 186/1 x 1/1000 = 0.186 m3

d) Volume of all in agg

= Vol of concrete – (Volume of cement + vol of water

= 1.0 – ( 0.131 + 0.186)

d= 0.683m3

e) mass of coarse agg

= d x corrected volume of coarse agg x sp Gr

of course agg x 1000

= 0.683 x 0.063 x 2.60 x 1000

= 1118.75kg

f) Mass of fine agg

= d x corrected volume of fine agg xSp Gr of fine agg x 1000

= 0.683 x 0.37 x 1000 x 2.58

= 652.0kg

7.9 MIX PROPOTION:

Cement = 413.33 kg/ m3



Water = 186.0kg /m3

Fine agg = 652.0 kg / m3

Coarse = 1118.7 kg/ m3

w/c = 0.45

7.10 DESIGN RATIO:

PLACE DESIGN RATIO Cement Sand Aggregate

HARANGIRI 1:1.485:2.70 1 1.485 2.70

BELURU 1:1.500:2.70 1 1.500 2.70

IRANI 1:1.467:2.70 1 1.467 2.70

ARTIFICIAL SAND 1:1.487:2.70 1 1.487 2.70

CHAPTER 8

CONCLUSION



Considering, the acute shortage of river sand, huge short coming on

quality of river sand, high cost, greater impact on road damages and

environmental effects, The Construction Industry shall start using the

manufactured sand to full extent as alternative, reduce the impacts on

environment by not using the river sand.

The Local Authorities/PWD/ Govt, shall encourage the use of

Manufactured sand in Public Construction Works, if possible, shall

make mandatory to use Manufactured sand wherever available with

immediate effect.

The Govt. Shall come out with, Policy on Sand – encourage the

industry people to set up more no of Sand crushing Units across the all

Districts, States to meet the sand requirements of the Construction

Industry.

CHAPTER 9

REFERENCE



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2. Ilangovan R., Nagamani K., Application of Quarry Dust in

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performance Concrete, Federal highway Administration PP1-3

http://knowledge.fhwa.dot.gov/cops/hpcx.nsf.4/25/2008, 2007.

3. Uchikawa H.S., Hanehara Hirao H., Influence of microstructure on

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properities of concrete prepared by substituting mineral powder for

part of fine

aggregate, Cement and Concrete Research, 1996, 26(1), p. 101-111.

4. Siddique R., Effect of fine aggregate replacement with class F fly

ash on the Mechanical

Properties of Concrete.Cement and Concrete research, 2003, 33 (4),

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5. Nagaraj T.S., Banu Z., Efficient Utilization of rock dust and Pebbles

as Aggregate in

Portland cement concrete, The Indian Concrete Journal, 1996, 70(1),

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6. Safiuddin M.D., Raman S.N., Zain M.F.M., Utilization of Quarry

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in Concrete Mixtures, Journal of Applied Sciences Research, Insinet

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7. Murdock L.J., Brook K.M., Dewar J.D., Concrete Materials and

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London, 1991.

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Draft Copy 231