effect of waste foundry sand on durability properties of concrete

Effect of Waste Foundry Sand on Durability

Properties of Concrete

Guided By:

Dr. Urmil V. Dave

Prof. Tejas M. Joshi

By:

Tirth N. Doshi

33 National Convention of Civil Engineers

Institute of Engineers India

Flow of Presentation

• Introduction

• Literature Review

• Experimental Work

• Results & Discussion

• Conclusions

• References

Introduction

Waste foundry sand is the by product of ferrous and nonferrous metal casting

industries, Where sand has been used as molding material.

After certain numbers of cycles, sand is not possible to further reuse in foundries

which is removed and termed as waste foundry sand.

Categorized based on the type of binder used

• Green sand

• Molasses Sand

• CO2 Sand

Manufacturing Process of Molasses Sand

River Sand

+

Molasses

(10-12)%

Used Sand

Mixing for

2 min.

Molasses SandMolding Process

Waste Molasses Sand

Used in

molding

After number of

cycles

Reuse

Manufacturing Process of Green Sand

Used Sand

Mixing for

2 min.

Green SandMolding Process

Waste Green Sand

Used in

molding

After number of

cycles

Reuse

River Sand

+

Bentonite (4-6)%

+

Water 4%

Manufacturing Process of CO2 Sand

Mixing for

2 min.

Molding Process

Waste CO2 Sand

Used in

moldingWashed Sand

+

Sodium Silicate (4-6)%

+

CO2 Gas

CO2 Sand

Varying dosage of WFS sand

Considered concrete grade M25.

SAND% Replacement of various sand

CC Mix- A Mix- B

River Sand 100% 80% 60%

Molasses Sand 0% 20% 30%

Green Sand 0% 0% 5%

CO2 Sand 0% 0% 5%

Mix Specification

CC Control Concrete

Mix- A Concrete made with 80% river sand and 20% Molasses sand.

Mix- B Concrete made with 60% river sand, 30% Molasses sand, 5% of Green sand CO2 sand.

Mix Specification

CC Mix-A

M25 Grade of concrete

Mix-B

Durability Properties

1. Acid Attack

2. Sulphate Attack

3. Accelerated Carbonation

4. Water Impermeability

5. Rapid Chloride Penetration Test

Scope of the Work

Literature Review

Title Author Journal Work Carried Out

Comparative

investigation on

the influence of

SFS as partial

replacement of FA

on the properties

of two grade of

concrete [1]

Rafat Siddique,

Gurpreet Singh,

Rafik Belarbi,

Karime Ait-

Mokhtar, Kunal

Construction and

building

materials, Vol.

83, Pp. 216-222,

2015

Authors evaluated the influence of SFS as partial

replacement of FA on two grade of concrete up to 20%

in interval at an interval of 5%.

Replacement of FA by SFS upto 15% showed

improved effect on mechanical properties as compare

to higher dosage of SFS on both grade of concrete.

Effect of used-

foundry sand on

the mechanical

properties of

concrete [2]

Rafat Siddique,

Greet de

Schutter, Albert

Noumowe

Construction and

building

materials, Vol.

23, Pp. 976-980,

2009

Authors investigate the mechanical properties of

concrete mixtures in which fine aggregate was

partially replaced with UFS. Fine aggregate was

replaced with three percentages (10%, 20%, and 30%)

of UFS by weight.

Test results indicated that the mechanical properties

increase with the increase in foundry sand content.

Literature Review

Title Author Journal Work Carried Out

Effects of foundry

sand as a fine

aggregate in

concrete

production [3]

G. Ganesh

Prabhu, Jung

Hyun, Yun

Young Kim

Construction

and building

materials,

Vol. 70, Pp.

514-521,

2014

Authors evaluated the potential of using WFS as a

replacement of river sand. Replacement up to 50% at an

interval of 10%.

Authors had concluded that a substitution up to 20% of WFS

can be effectively used in good concrete production.

Effect of waste

foundry sand

(WFS) as partial

replacement of

sand on the

strength, ultrasonic

pulse velocity and

permeability of

concrete [4]

Gurpreeet

Sing, Rafat

Siddique

Construction

and building

materials,

Vol. 26, Pp.

416-422,

2012

Authors investigated the effect of WFS on the mechanical

and durability properties for concrete. Replacement of WFS

to sand up to 20% at an interval of 5%.

Authors had concluded that Partial replacement of sand with

WFS (up to 15%) increases the strength properties, increases

the USPV values and decreased the chloride ion penetration

in concrete. which indicates that concrete has become denser

and impermeable.

Material Properties

Material Properties

Properties Molasses Sand Green Sand CO2 Sand

Type Clay Bonded Clay Bonded Chemical Bonded

Color Dark Black Dark Black Lighter

Silica Content 85-95 % 80-83 % 93-99 %

Binder Molasses Bentonite Clay Sodium Silicate

Waste Foundry Sand Properties

Waste foundry sand are collected from Grey Nodules Inductocast Pvt. Ltd.

Properties Result Obtained Specification in IS:12269

Compressive Strength (MPa)

a) 3 Day 29.17 27(Min)

b) 7 Day 40.02 37 (Min)

c) 28 Day 55.19 53 (Min)

Fineness (m2/kg) 309 225 (Min)

Setting Time (Minute)

a) Initial Setting Time 125 30 (Min)

b) Final Setting Time 218 600 (Max)

Soundness

a) Le-Chatelier (mm) 1 10 (Max)

b) Autoclave (%) 0.13 0.8 (Max)

53 grade Ordinary Portland Cement is used for experimental work.

Physical properties of OPC-53 Grade

Material Properties (Continue…)


Physical properties of Aggregates

Properties UnitsCoarse Aggregates Fine Aggregates

20 mm 10 mm River Sand Molasses Sand Green Sand CO2 Sand

Specific

Gravity- 2.85 2.79 2.55 2.98 3.41 2.84

Water

Absorption% 1.37 1.37 1.83 1.38 26.69 0.6

Loose Bulk

Densitykg/m3 1440 1410 1531 1384 1168 1421

Compacted

Bulk Densitykg/m3 1630 1513 1681 1533 1315 1558

Free Moisture % 0.9 0.9 3.03 0.4 1.6 0.7

Chemical properties of Aggregates

ParametersMolasses Sand

(%)by mass

Co2 Sand

(%)by mass

Green Sand

(%)by mass

Reaction as per

pozzolonic material

I.R (Insoluble Residue) 81.87 91.88 87.19 -

So3 0.45 0.34 0 Max 3.0 %

LOI (Loss on Ignition) 4.73 2.38 6.23 Max 5.0 %

Sio2 76.46 88.35 78.3 -

Fe2o3 1.1 0.6 2.6 -

R2o3 (Al2o3+Fe2o3) 7.83 5.95 5.03 -

Cao 7.65 1.71 5.48 -

Mgo 0.6 0.16 0.19 Max 6.0 %

Cl2 0.18 0.1 0.15 Max 0.10 %

Al2o3 6.73 5.35 2.43 -

Chemical properties of sand tested By SGS Laboratery.


Parameter Observation

AspectLight brown free

flowing liquid

Relative Density 1.10 ± 0.01 at 25°C

pH > 6at 25°C

Chloride ion content < 0.2%

Properties of Super-Plasticizer

Dosage VS Time Duration

BASF Chemical admixture Masterglenium sky 8549 is used in manufacturing

of concrete.

Used as water reducing chemical admixture

Marsh Cone Test


Sieve

size(mm)

Mass

Retained

(gm)

% of Mass Retained Cumulative % of

Mass Retained

Cumulative % of

Pass

80 mm 0 0 0 100

40 mm 0 0 0 100

20 mm 0 0 0 100

10 mm 0 0 0 100

4.75 mm 39 3.9 3.9 96.1

2.36 mm 75 7.5 11.4 88.6

1.18 mm 102 10.2 21.6 78.4

600 micron 378 37.8 59.4 40.6

300 micron 353 35.3 94.7 5.3

150 micron 29 2.9 97.6 2.4

Lower than

150 micron24 2.4 0

Total 1000 100 288.6

Fineness Modulus=( 288.60/100.00 ) = 2.89 Zone - II

Sieve Analysis of Natural River Sand


Sieve

size(mm)

Mass Retained

(gm)% of Mass Retained

Cumulative % of Mass

Retained

Cumulative %

of Pass

80 mm 0 0 0 100

40 mm 0 0 0 100

20 mm 0 0 0 100

10 mm 0 0 0 100

4.75 mm 7 0.7 0.7 99.3

2.36 mm 5 0.5 1.2 98.8

1.18 mm 13 1.3 2.5 97.5

600 micron 18 1.8 4.3 95.7

300 micron 158 15.8 20.1 79.9

150 micron 681 68.1 88.2 11.8

Lower than

150 micron118 11.8 0

Total 1000 100 117

Fineness Modulus= ( 117.00/100.00 ) = 1.17 Zone - III

Sieve Analysis of Molasses Sand


Sieve Analysis of Green Sand

Sieve

size(mm)

Mass Retained



Retained

Cumulative % of

Pass

80 mm 0 0 0 100

40 mm 0 0 0 100

20 mm 0 0 0 100

10 mm 0 0 0 100

4.75 mm 3 0.3 0.3 99.7

2.36 mm 8 0.8 1.1 98.9

1.18 mm 62 6.2 7.3 92.7

600 micron 189 18.9 26.2 73.8

300 micron 436 43.6 69.8 30.2

150 micron 259 25.9 95.7 4.3

Lower than

150 microns43 4.3 0

Total 1000 100 200.4

Fineness Modulus= ( 200.40/100.00 ) = 2.00 Zone - IV

Material Properties (Continue…)Sieve Analysis of CO2 Sand

Sieve

size(mm)

Mass Retained



Retained

Cumulative % of

Pass

80 mm 0 0 0 100.1

40 mm 0 0 0 100.1

20 mm 0 0 0 100.1

10 mm 0 0 0 100.1

4.75 mm 0 0 0 100.1

2.36 mm 1 0.1 0.1 100

1.18 mm 268 26.8 26.9 73.2

600 micron 449 44.9 71.8 28.3

300 micron 252 25.2 97 3.1

150 micron 24 2.4 99.4 0.7

Lower than

150 microns7 0.7 0

Total 1001 100.1 295.2

Fineness Modulus= ( 295.20/100.10 ) = 2.95 Zone - I


Sieve Analysis of Foundry Sand Mix-A

Sieve Analysis also carried out for various mix proportion of replacement

Sieve

size(mm)

Mass

Retained (gm)

% of Mass

Retained

Cumulative % of

Mass Retained

Cumulative % of

Pass

80 mm 0 0 0 100

40 mm 0 0 0 100

20 mm 0 0 0 100

10 mm 0 0 0 100

4.75 mm 70 7 7 93

2.36 mm 63 6.3 13.3 86.7

1.18 mm 102 10.2 23.5 76.5

600 micron 372 37.2 60.7 39.3

300 micron 183 18.3 79 21

150 micron 150 15 94 6

Lower than

150 micron60 6 0

Total 1000 100 277.5

Fineness Modulus= ( 277.50/100.00 ) = 2.78 Zone - II

Replacement - A

RS 80%

MS 20%

GS 0%

CS 0%


Sieve Analysis of Foundry Sand Mix-B

Sieve

size(mm)

Mass Retained

(gm)

% of Mass

Retained

Cumulative % of

Mass Retained

Cumulative % of

Pass

80 mm 0 0 0 100

40 mm 0 0 0 100

20 mm 0 0 0 100

10 mm 0 0 0 100

4.75 mm 31 3.1 3.1 96.9

2.36 mm 63 6.3 9.4 90.6

1.18 mm 94 9.4 18.8 81.2

600 micron 339 33.9 52.7 47.3

300 micron 198 19.8 72.5 27.5

150 micron 213 21.3 93.8 6.2

Lower than

150 micron62 6.2 0

Total 1000 100 250.3


Replacement- B

RS 60%

MS 30%

GS 5%

CS 5%


Sieve Analysis of Foundry Sand Mix-C

Sieve

size(mm)

Mass Retained

(gm)

% of Mass

Retained

Cumulative % of

Mass Retained

Cumulative % of

Pass

80 mm 0 0 0 100

40 mm 0 0 0 100

20 mm 0 0 0 100

10 mm 0 0 0 100

4.75 mm 11 1.1 1.1 98.9

2.36 mm 23 2.3 3.4 96.6

1.18 mm 72 7.2 10.6 89.4

600 micron 376 37.6 48.2 51.8

300 micron 223 22.3 70.5 29.5

150 micron 226 22.6 93.1 6.9

Lower than

150 micron69 6.9 0

Total 1000 100 226.9


Replacement – C

RS 45%

MS 35%

GS 5%

CS 15%

Experimental Programme

2. Test data for materials

• Specific gravity of cement – 3.15

• Specific gravity of coarse aggregate – 2.82

• Specific gravity of fine aggregate – 2.55

• Specific gravity of chemical admixture – 1.1

• Fine aggregate zone -II

• Use 1.2% chemical admixtures.

1. Grade designation - M25

• Type of cement – OPC 53 grade

• Maximum nominal size of aggregate – 20mm

• Minimum cement content – 300 kg/m3

• Maximum w/c Ratio – 0.5

• Workability – 100 mm slump

• Exposure condition – Moderate (RCC)

• Method of concreting – Manual

• Type of aggregate – Crushed angular aggregate

• Degree of supervision – good

• Maximum cement content - 450 kg/m3

• Chemical admixture – Super plasticizer

Parameters of M25 Grade of Concrete

MD

Mix Design

Mix design of various concrete content

Material Units CC Mix-A Mix-B

Cement

kg/m3

315.46 315.46 315.46

Water 155.21 158.82 173.13

Coarse

Aggregate

20mm 781.89 781.89 781.89

10mm 510.29 510.29 510.29

River Sand 726.63 581.30 435.98

Molasses Sand - 166.17 249.26

Green Sand - - 35.96

Co2 Sand - - 40.02

Admixture Dosage lit/m3 1.15 1.15 1.15

Density kg/m3 2490.63 2514.84 2543.14

w/c Ratio - 0.50 0.50 0.50

Volume m3 1 1 1

w/c Obtained - 0.49 0.50 0.55

Slump mm 100 105 110

RS Content 726.45

Sand RS MS

% 80 20

Specific Gravity 2.55 2.98

Formula 726.45×80% 726.45/2.55×20%×2.98

Sand Content 581.30 166.17

By volume Calculation of various sands of Mix-A

RS Content = 726.45

Sand RS MS GS CS

% 60 30 5 5

Specific

Gravity2.55 2.98 3.41 2.84

Formula726.45×6

0%

726.45/2.55×3

0%×2.98

726.45/2.55×5

%×3.41

726.45/2.55×5

%×2.84

Sand

Content435.30 249.26 35.96 40.02

By volume Calculation of various sands of Mix-B

Durability Properties

Test schedule of durability properties

Durability Properties of

ConcreteSpecimen Size of Specimens

Age in DaysStandard

6 28 56

Acid Attack Cube 150mm × 150mm × 150mm - 3 3 IS 4456

sulphate Attack Cube 150mm × 150mm × 150mm - 3 3 IS 4456

Accelerated carbonation Cylinder 100mm dia.× 200mm 3 - - CEN12390

Water Impermeability Cube 150mm × 150mm × 150mm - 3 - DIN 1048

Rapid chloride

penetration Test Cylinder 100mm × dia. × 50mm

-3

-ASTM C1202

Acid Resistance (IS: 4456)

• The concrete specimen size 150 × 150 × 150 mm is casted for evaluating changein compressive strength and change in mass, respectively.

• The acid resistance of concrete is determined by measuring the residualcompressive strength and change in mass after acid exposure at 28 and 56 daysof time intervals.

• After 28 days of water curing cubes are immersed in 5% sulfuric acid solutionwith pH maintained at 3.

Mix

28 days 56 days

Before

Exposure

After

Exposure

Before

Exposure

After

Exposure

CC

8.80 8.46 8.51 7.96

8.51 8.12 8.30 7.75

8.67 8.18 8.86 8.29

Average 8.66 8.25 8.56 8.00

Mix-A

8.63 8.19 8.56 7.91

8.57 8.05 8.53 7.93

8.69 8.23 8.42 7.79

Average 8.63 8.16 8.50 7.88

Mix-B

8.43 7.85 8.57 7.79

8.94 8.31 8.45 7.64

8.59 8.04 8.52 7.75

Average 8.65 8.07 8.51 7.73

Weight loss for Acid ExposureAcid Resistance

4.70

6.51

5.48

7.376.78

9.24

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

28 days 56 days

Perc

enta

ge

CC Mix-A Mix-B

% Weight loss for Acid Exposure

Acid Resistance

Mix

Avg. Comp

Strength

Before

Exposure

Avg. Comp

strength

After Exposure

28

days

56

days

28

days

56

days

CC 30.59 35.56 25.77 27.23

Mix-A 32.22 39.78 28.01 30.10

Mix-B 25.85 33.33 19.69 22.99

% Variation in compressive strength of concrete mixes

15.75%

23.43%

13.06%

24.33%

28.83%31.02%

0.00%

5.00%

10.00%

15.00%

20.00%

25.00%

30.00%

35.00%

28 days 56 days

Per

centa

ge

CC Mix-A Mix-B

Acid Resistance

Sulphate Resistance (IS: 4456)

• The concrete specimen size 150 × 150 × 150 mm is casted for evaluating changein compressive strength and change in mass, respectively.

• The Sulphate resistance of both grade of concrete is determined by measuringthe residual compressive strength and change in mass after sulphate exposure at28 and 56 days of time intervals.

• After 28 days of water curing cubes are immersed in 5% sodium nitrate solutionwith pH maintained at 8.

Sulphate Resistance

Mix

28 days 56 days

Before

Exposure

After

Exposure

Before

Exposure

After

Exposure

CC

8.73 8.75 8.34 8.37

8.46 8.49 8.72 8.75

8.80 8.83 8.60 8.64

Average 8.66 8.69 8.55 8.59

Mix-A

8.52 8.57 8.43 8.51

8.40 8.44 8.71 8.78

8.71 8.75 8.68 8.75

Average 8.54 8.59 8.61 8.68

Mix-B

8.43 8.50 8.35 8.43

8.56 8.61 8.37 8.47

8.57 8.65 8.48 8.58

Average 8.52 8.59 8.40 8.49

Weight gain in concrete specimens for sulphate exposure

0.27% 0.32%

0.70% 0.74%

0.97%1.06%

0.00%

0.20%

0.40%

0.60%

0.80%

1.00%

1.20%

28 days 56 days

Per

centa

ge

(%)

% Weight gain for sulphate exposure

CC Mix-A Mix-B

Sulphate Resistance

• 3 cylinders of 100 mm diameter and 200 mm height for each mixes is casted and

placed in the carbonation chamber.

• Carbon dioxide gas is supplied from a standard industrial cylinder fitted with a

regulator. The temperature of the system is controlled by keeping it in a room at a

28 °C and a CO2 concentration of 4% with 60% humidity.

• At completion of test, the specimens is taken out of the chamber and the depth of

carbonation is measured by treating the surface of a freshly sliced specimen with a

pH indicator that was 1% solution of phenolphthalein in water.

• This test is carried out for 6 days.

Accelerated Carbonation Test (CEN 12390)

Mix

Avg. Comp

strength before

Avg. Comp

strength after

28 days56

days

28

days

56

days

CC 31.20 35.56 30.09 33.84

Mix-A 33.15 39.78 31.13 38.48

Mix-B 26.00 33.33 24.55 31.95

Sulphate Resistance

% Variation in compressive strength of concrete mixes for sulphate exposure

3.57%

4.83%

6.08%

3.26%

5.58%

4.14%

0.00%

1.00%

2.00%

3.00%

4.00%

5.00%

6.00%

7.00%

28 days 56 daysP

erce

nta

ge

(%)

Days

CC Mix-A Mix-B

Equipment capacity

Max. Temperature : 60°C

Humidity range : 40% to 80%

Max. CO2 concentration: 4.5%

Test parameters

Temperature : 28°C

Humidity : 60%

CO2 concentration: 4%

Accelerated Carbonation Test

Split Cylinder SideCarbonation depth (mm) Avg. carbonation

depth (mm)Near top Near middle Near bottom

13.05 4 3.12

3.523.59 3.9 3.52

23.7 3.78 3.16

3.65 3.53 3.22

Table: 18 Sample results taken from average of all side


• Based on the carbonation depth values carbonation coefficient is calculated using following

formula :

X = C × √t

X = Carbonation depth in mm,

C = Carbonation coefficient

t = exposure time in days

MixCarbonation

depth (mm)

Rate of

carbonation

(mm/day0.5)

Avg. rate of

carbonation

(mm/day0.5)

CC

3.52 1.33

1.434.05 1.53

3.80 1.44

Mix- A

4.27 1.61

1.644.56 1.72

4.19 1.58

Mix- B

7.54 2.85

2.857.60 2.87

7.49 2.83

Results of carbonation depth


• To perform this test specimen is treated under wet and dry cycles.

• To represent sea water condition, 3.5% NaCl solution water tank is made (3.5% NaCl

concentration is generally found in sea water) and specimens is submerged for wet cycle

in this tank for 24 hours and then it is taken out for dry cycle of 24 hours at outer

atmosphere. These 48 hours will be 1 dry-wet cycle.

• No. of cycles performed on specimens are 15, 30 W-D cycles (28, 56 days)

• Then the specimens are tested for Impermeability test. It is performed according to

German standard DIN-1048 part-5.

• During this test three concrete specimen are kept as shown in fig. 3.9. Water pressure is

maintained at 5 kg/sq.cm. by compressor attached to the impermeability test setup. After

3 days of exposure to pressurized water the specimen are removed from the test setup.

Cubes are then split in to two half and penetration depth is measured.

Water Impermeability Test (DIN 1048)

Water Impermeability Test

Water Impermeability Test Set-up

Splitting of specimen

Depth Measurement of tested Specimens

Split Cube SideWater penetration depth (mm)

Avg. water penetration depth (mm)Near left end Near middle Near right side

1 20.7 22.4 21.821.68

2 20.9 22.2 22.1

Sample results taken from average of all side

Mix Penetration depth (mm) Avg. rate of Penetration

CC

21.68

20.6919.95

20.45

Mix- A

19.89

19.2218.55

19.21

Mix- B

4.13

4.074.25

3.82

Water penetration results taken from average of all Specimens

• Specimens of 100 mm diameter and

50 mm length is submerged in the 5%

Sodium Chloride solution in a tank,

after 28 days of curing period for a 28

and 56 days exposure.

• Then specimens is tested as per

standard procedure of (ASTM

C1202-97) for 6 hrs.

Rapid Chloride Penetrations Test (ASTM C 1202)

Rapid Chloride Penetrations Test

• This test method consists of monitoring the amount of electrical current passed through

100 mm nominal diameter cylinders during a 6-h period.

• A potential difference of 60 V DC is maintained across the ends of the specimen, one of

which is immersed in a sodium chloride(NaCl) solution, the other in a sodium

hydroxide(NaOH) solution.

• The total charge passed, in coulombs, has been found to be related to the resistance of the

specimen to chloride ion penetration.

Charge Passed (coulombs) Chloride Ion Penetrability

>4000 High

2000 – 4000 Moderate

1000 – 2000 Low

100 – 1000 Very low

<100 Negligible

Chloride Ion Penetrability Based on Charge Passed


Time (min)Current in amp

CC Mix-A Mix-B

0 0 0 0

30 0.002 0.007 0.009

60 0.011 0.016 0.017

90 0.028 0.027 0.03

120 0.045 0.041 0.049

150 0.053 0.051 0.064

180 0.066 0.062 0.07

210 0.087 0.083 0.086

240 0.111 0.109 0.125

270 0.1375 0.129 0.164

300 0.175 0.163 0.209

330 0.2125 0.209 0.246

360 0.25 0.232 0.284

Cumulative current 2.2334 2.145 2.561

Charge passed 2010.06 1930.5 2304.9

Current passing through specimens during test

Area under the curve of current versus time duration is

the total charge passing through the respective concrete

specimens which can be calculate by trapezoidal rule as

mentioned in Equation 1.

Q = 900 (I0 + 2I30 + …. + 2I300 + 2I330 + 2I360)

(Eq. 1)

Where Q = charge passed (Coulombs)

I0 = current (Ampere) immediately after voltage is

applied

It = current (Ampere) at t minute after voltage is

applied.

0

0.05

0.1

0.15

0.2

0.25

0.3

0 30 60 90 120 150 180 210 240 270 300 330 360

Cu

rren

t (A

mp

)

Time (min)

Chloride Ion Penetrability

CC

Mix-A

Mix-B


Conclusions

• Gradation of Fine aggregate it is observed that more then 20% replacement of waste

foundry sand with river sand is not suitable.

• The compressive strength of waste foundry sand concrete increases upto 20%

replacement of river sand by the waste foundry sand in concrete for better protection

against the acid exposure. More than 20% replacement of river sand by the waste

foundry sand in concrete reduces the compressive strength and increases the damage

during the acid exposure.

• Sulphate resistance of waste foundry sand concrete increases with replacement of river

sand up to 20% by the waster foundry sand. More than 20% replacement of the waste

foundry sand in concrete results into reduction of the sulphate resistance of concrete.

• It has been observed that the rate of carbonation depth is marginally more as compared

to that for control concrete for upto 20% replacement of river sand by the waste

foundry sand in concrete. More than 20% replacement of river sand by the waste

foundry sand in concrete is not suitable for protection against carbonation.

• Depth of water penetration is marginally more as compared to that of control concrete

for upto 20% replacement of river sand by the waste foundry sand in concrete. More

than 20% replacement of river sand by the waste foundry sand in concrete results into

large depth of water penetration and hence, is not suitable.

• The concrete mix with provision upto 20% replacement of river sand by the waste

foundry sand is likely to offer better protection in rapid chloride penetration test as

compared to that of control concrete as well as the concrete with 40% replacement of

river sand by the waste foundry sand.

Conclusions

References[1] Rafat Siddique, Gurpreet Singh, Rafik Belarbi, Karim Ait-Mokhtar, Kunal,

"Comparative investigation on the influence of spent foundry sand as partial

replacement of fine aggregates on the properties of two grades of concrete",

Construction and Building Materials, Vol. 83, (2015), pp. 216-222.

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References (Continue…)

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