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International Journal of Advances in Engineering Sciences Vol.2, Issue 1, Jan, 2012

Print-ISSN: 2231-2013 e-ISSN: 2231-0347 RG Education Society (INDIA)

INHIBITIVE EFFECT OF ORGANIC INHIBITORS IN CONCRETE CONTAINING

QUARRY DUST AS FINE AGGREGATE

Prof. M. Devi

Department of Civil Engineering,

Paavai Engineering College,

Namakkal, Tamilnadu

Prof. V. RajkumarDepartment of Civil Engineering,

Government College of Engineering,

Salem, Tamilnadu

Dr. K. Kannan

Department of Chemistry,

Govt. College of Engineering,

Salem, Tamilnadu, India

[email protected]

Abstract- Concrete is the widely used building material in theworld. River sand has been the most popular choice for the fine

aggregate in concrete in the past, but overuse of the material

has led to environmental concerns, reduction of sources and an

increase in price. Quarry dust has been proposed as an

alternative to river sand that gives additional benefit to

concrete. The objective of this work is to study the strength

and corrosion resistive properties of concrete containing

quarry dust as fine aggregate along with organic inhibitors

namely Triethanolamine and Diethanolamine at 1%, 2%, 3%

and 4% by weight of cement. The specimens were tested for

compressive strength, split tensile strength, flexural strength,

and bond strength in addition to water absorption. The

resistance to corrosion is evaluated based on the performance

of the concrete for the penetration of chloride ions by means of

Polarization Technique, Rapid Chloride Penetration Test

(RCPT) and Gravimetric weight loss method. From the results

obtained, it is found that replacement of sand by well graded

quarry dust along with super plasticizer increases the strength

of concrete; with the addition of inhibitors it offers very good

resistance against chemical attack and increases corrosion

resistance in addition to overall properties of concrete. The

optimum percentage addition of the organic inhibitors by

weight of cement in concrete containing quarry dust as fine

aggregate was also determined

Key words: concrete, quarry dust, super plasticizer,corrosion resistance, inhibitor

1. INTRODUCTIONConcrete containing quarry dust as fine aggregate is

promising greater strength, lower permeability and greater

density which enable it to provide better resistance tofreeze/thaw cycles and durability in adverse environment

(1,2). 100% replacement of quarry dust in concrete is

possible with proper treatment of quarry dust before

utilization (3,4). The compressive strength of quarry dust

concrete can be improved with admixture E (5) and alsosuper plasticizers can be used to improve the workability ofquarry dust replaced concrete (6). Concrete produced using

quarry fines shows improvement in higher flexural strength,

abrasion resistance, and unit weight which are very

important for reducing corrosion or leaching(7). Self-

compacting concrete can also be produced using quarry dust(8).

Durability of concrete may be defined as the ability

of concrete to resist weathering action, chemical attack and

abrasion while maintaining its desired engineering

properties (9,10).Corrosion of reinforcing steel is a majorproblem facing the concrete infrastructures (11,12). Many

structures in adverse environments have experienced

unacceptable loss in serviceability of safety earlier than

anticipated due to the corrosion of reinforcing steel (13)and thus need replacement, rehabilitation or strengthening

(14,15). Corrosion can be prevented by chemical method

by using certain corrosion inhibiting chemical and coating

to reinforcement. According to NACE (National

Association of Corrosion Engineers) inhibitors aresubstances which when added to an environment decrease

the rate of attack on a metal (16). Corrosion inhibitors

function by reinforcing a passive layer or by forming oxide

layer and prevent out side agents and reduce the corrosion

current (17). Corrosion inhibitors are becoming an accepted

method of improving durability of reinforced concrete inchloride laden environments (18). Organic corrosioninhibitors consist of amines and fatty-acid act by adsorption

on the metal surface forming an organic layer that may

inhibit both the anodic and cathodic processes and they are

considered as mixed inhibitors [19].The organic inhibitor

inhibits the corrosion of steel in concrete by a twofold

mechanism that involves the formation of a protective filmon the steel surface and a reduction in the susceptibility of

concrete to chloride ion penetration[20]. This paper deals

with the experimental study to investigate the effect of two

organic inhibitors namely Triethanolamine and

Diethanolamine in concrete containing quarry dust as fine

aggregate in resisting corrosion.

2. MATERIALSOrdinary Portland Cement (43 Grade) was used

throughout the investigation. Locally available well-gradedquarry dust, conforming to Zone-II having specific gravity

2.68 and fineness modulus 2.70 was used as fine aggregate.Natural granite aggregate having density of 2700kg/m

3,

specific gravity 2.7and fineness modulus 4.33 was used as

coarse aggregate. High yield strength deformed bars of

diameter 16mm was used for pullout and corrosion tests. To

increase the workability of quarry dust concrete

commercially available super plasticizer ROFF 320 has

been used. The organic inhibitors used were

Triethanolamine - N(CH2CH2OH)3, Diethanolamine-

HN(CH2CH2OH)2at the dosage of 1%, 2%, 3% and 4% by

weight of cement. To attain strength of 20 N/mm2 a mix

proportion was designed based on IS 10262-1982 and


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SP23:1982(21). The mixture was 1:1.517:3.38 with water

cement ratio 0.45.

3. EXPERIMENTALPROGRAMANDTESTSPECIMENS

The following experiments were conducted to

thoroughly investigate the strength, water absorption and

corrosion resistance properties of the quarry dust replacedconcrete with and without inhibitors. For each inhibitor, the

dosage added were 1%, 2%, 3% and 4% by weight of

cement. Tests were conducted on a minimum of three

replicate specimens after 3 days , 7 days and 28 days curing

and the average values are reported.

Strength testConcrete cubes of size 150 X 150 X 150mm, beams of

size 500 X 100 X 100 mm, cylinders of size 150mm

diameter and 300 mm long were cast with and with out

inhibitors for compressive, flexural and split tensile

strength. After 24 hours the specimens were demoulded and

subjected to water curing. After 3, 7and 28 days thespecimens were tested as per IS: 516 1964. Cylinders of

size150mm diameter and 300 mm long with rods of 70cm

length kept at the centre were used for determination of

bond strength. Water absorption of hardened concrete

specimens was calculated based on ASTM C642-81.

Durability tests

To assess the corrosion protection efficiency under

accelerated test conditions, concrete cylinders of size 75mm

diameter and 150mm length, with centrally placed steel rod

of 16mm diameter were cast. The steel rod is placed in sucha way that a constant cover is maintained all round

(i.e.29.5mm).

Polarization Technique or Impressed current method:

Specimens were subjected to the acceleration

corrosion process by impressed current method. 3% sodium

chloride salt mixed with water which represents typical seawater was used as electrolyte solution; using a power pack

the current was supplied to the specimens. The test

specimens were subjected to a constant voltage of 6 volts

from the D.C power pack. The reinforcement in specimens

was connected to positive terminals of the power pack.

Stainless steel plates connected to the negative terminal of

the power pack was used as cathode to gather irons ions

diffusing from embedded steel (anodic area). Thegalvanostat cell was created in FRP (fibre reinforced

plastics) tank. After the process of accelerated corrosion was

over the entire specimens were disconnected and removed

from FRP tank.

Rapid Chloride Permeability Test (ASTM-C1202)

The Rapid Chloride Penetration Test (RCPT) is used to

determine the electrical conductance of concrete to provide

a rapid indication of its resistance to the penetration of

chloride ions. The RCPT is performed by monitoring the

amount of electrical current that passes through concrete

discs of 50mm thickness and 100mm diameter for a period

of six hours. A voltage of 60 V DC is maintained across theends of the specimen throughout the test. One lead is

immersed in a sodium chloride(NaCl) solution(0.5N) and

the other in a sodium hydroxide(NaOH) solution (0.3). The

total charge passed through the cell in coulombs has been

found in order to determine the resistance of the specimen to

chloride ion penetration

Corrosion by weight loss method

The steel rod of size 16 mm diameter and 150 mm

long is immersed in the pickling solution (Hydrochloric acid

+water in equal parts) for 15 minutes to remove the initial

rust. The initial weight (W1) of the rod was measured. At the

end of accelerated corrosion process, the cylinder specimens

were broken open and weight-loss rods were retrieved. After

cleaning with water, the rod was air dried and its final

weight (W2) was measured. From the initial and final

weight, the corrosion rate was calculated.

The corrosion rate is calculated using the following formula:Corrosion rate in mmpy = 87.6 (W1W2) / DAT

Where, W1 = Initial weight in milligrams, W2 = Final

weight in milligrams

D = Density of steel gm/ cm3,

A = Area of the

specimen in cm2,T = Test period in hours.

4. RESULTS ANDDISCUSSIONCompressive, Split tensile, Flexural and Bond strength

The compressive strength results after 28 days curing

are shown in figure1.From the figure it is evident that 1%addition of Triethanolamine shows 9.8% increase in the

compressive strength, while the addition of 2% of this

inhibitor gives hike of 13% and this yields the maximum

increase in the strength value. Further, addition of

Triethanolamine to 3% and 4% gives 7.2% and 0.7%

respectively which yields a comparatively lower value thanusing 2%.Similarly, the addition of Diethanolamine gives

the maximum increase in the strength value at 2% dosage

and the increase in strength values is 12.45%. The split

tensile strength test results at the age of 28 days are shown

in figure2. In accordance with figure 2, it is understood thataddition of 2% of Triethanolamine and Diethanolamine

shows the maximum increase in the strength value by

14.55% and 11.43%. Figure 3 shows the flexural strength

test results after 28 days curing.Considering figure 3, it is

observed that the maximum increase in the strength is given

by 2% addition of Triethanolamine and Diethanolamine.The strength values are increased by 12.68%, 10.38%

respectively. The Bond strength test results at 28 days are

shown in figure 4. The specimens with 2% addition of

Triethanolamine and Diethanolamine show a maximum

increase in the bond strength by 15.28% and 13.38%.

However, by increasing the inhibitor to 3% and 4 % therewas a marginal reduction in the strength values.


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From the results of the strength tests, it is observed that

when compared to control specimens, all the inhibitor added

specimens display slightly a higher strength than the controlspecimen. The ethanolamine based organic inhibitors

Triethanolamine and Diethanolamine show improvement in

strength properties for 1% and 2% dosage since the total

porosity of the paste was lower in these percentages. For 3%

and 4% addition of inhibitors, there was a slight reduction in

strength due to retardation of C3S hydration (26).

Compress ive strength at 28 days

25

27

29

31

33

35

1% 2% 3% 4%

Percentage of inhibitor

Compressive

strengthinN/mm

2

C

S1

S2

Fig .1Compressive strength

Split tensile strength at 28 days

2

2.5

3

3.5

4

1% 2% 3% 4%


Splittensilestrength

inN/mm

2

C

S1

S2

Fig.2 Split Tensile Strength

Water absorption test

Figure 5 shows the water absorption verses

percentage of inhibitors for all the mixes after 28 days

curing. The control specimen shows the highest water

absorption value than all mixes. For all the inhibitors theabsorption decreases as the concentration of inhibitor

increases up to 2%, on the other hand, 3% and 4% addition

of other inhibitors show relatively higher absorption than

the optimal percentage. However, when compared to thecontrol specimens, the addition of inhibitors definitely

produces lower absorption values.

Flexural strength at 28days

0

2

4

6

8

1% 2% 3% 4%


Flexuralstrengthin

N/mm

2 C

S1

S2

Fig. 3 Flexural strength

Bond strength at 28 days

0

5

10

15

1% 2% 3% 4%


Bondstrengt

hin

N/mm

2C

S1

S2

Fig. 4 Bond strength

Water absorption

0

0.5

1

1.5

2

2.5

3

3.5

1% 2% 3% 4%

Percentage of inhibitors

Waterabsorpti

on

in%

C S1 S2

Fig .5 Water absorption

Durability Tests

Rapid Chloride Permeability Test

Figure6 shows the chloride diffusion results of thedifferent percentages of inhibitors. The RCPT value for

control concrete at 28 days is found to be 2426 Coulomb.

From the figure it is evident that 1% addition of

Triethanolamine shows 51.8%improvement, while the

addition of 2%and 3% gives 96.59% and 41.7%respectively. Similarly the addition of Diethanolamine

shows 50.3%, 91.78% and 33.07% improvement at 1%, 2%

and 3% respectively. Further addition of 4% inhibitor yields

a comparatively lower value than control specimen for all

the organic inhibitors. The inhibitors reduce the ingress of

chlorides by filling concrete pores and blocking the porosity


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of concrete by the formation of complex compounds and

reduce the extent of corroded area.

Rapid chloride ion penetration

0

500

1000

1500

2000

2500

3000

1% 2% 3% 4%


Chargepas

sedin

Coulom

bs

C

S1

S2

Fig 6 Rapid chloride ion penetration

Polarization (impressed current) method

Corrosion initiation time of the organic inhibitors namely

Triethanolamine and Diethanolamine, at the dosage of 1%,

2%, 3% and 4% by weight of cement in concrete containing

quarry dust as fine aggregate are shown in figures 6 and 7.The corrosion initiation time for control concrete is found to

be 168 hours.

From figure 6and 7, it is to be noted that even the

minimum value of the corrosion initiation time with respect

to the addition of inhibitors is slightly higher than that of the

control specimens. Among all the percentages added, 2%

addition of Triethanolamine and Diethanolamine proves to

be more effective in resisting corrosion. However thecorrosion resistance is slightly reduced for 3% and 4%

addition of inhibitors. The reasons for decrease in resistance

are formation of C-S-H with higher C/S ratio, rapid initial

setting followed by large heat development and a more

porous structure.

Corrosion initiation Time for addition of

Triethanolamine

0

5

10

15

20

25

30

35

40

45

0 66 132 198 264 330 396

Time in hours

CurrentinmA

C S11 S12 S13 S14

Fig. 6 Corrosion initiation time

Corrosion initiation Time for addition of

Diethanolamine

0

5

10

15

20

25

30

35

40

45

0 66 132 198 264 330 396

Time in hours

CurrentinmA

C S21 S22 S23 S2

Fig. 7 Corrosion initiation time

Gravimetric Weight Loss test

Table 5 Weight Loss Readings

Corrosion rate from the weight loss measurements(Table 5) clearly indicates that the rate of corrosion

decreases with the increase of percentage of inhibitor upto

2% and further addition shows a slight increase in corrosionrate. The results in Table 5 show the reduction of corrosion

rate by the addition of inhibitor.

Test Images:

(i) Compressive strength test:

Fig. 1.a.Cube specimens

InhibitorCorrosion rate in mmpy

1% 2% 3% 4%

Control

specimen0.468

Triethanola

mine0.209 0.190 0.221 0.246

Diethanola

mine0.224 0.216 0.246 0.261


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Fig. 1.b.Compressive strength Test set up

(ii) Split Tensile strength test:

Fig. 2.a.Cylindrical specimens

Fig.2.b.Split tensile strength test set up

(iii) Flexural Strength test:

Fig. 3.a. Beam specimens

Fig. 3.b.Flexural strength test set up

(iv) Bond Strength test:



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Fig. 4.b.Bond strength test setup

(v) Water absorption

Fig. 5.a.Specimens in water

Fig. 5.b.Specimens in oven

(vi) Durability Test


Fig. 6.b.Accelerated corrosion set up

5. CONCLUSIONFrom the experimental studies the following conclusions

were drawn:

1. The concrete containing well graded quarry dust asfine aggregate along with plasticizer can beeffectively utilized in the construction industry.

2. Among the various percentages (1%, 2%, 3% and4%) of Triethanolamine and Diethanolamine

added, the quarry dust replaced concrete with 2%

addition of inhibitor shows maximum improvementin the compressive strength, split tensile strength,

flexural strength, and bond strength when

compared to the control specimen.

3. By adding corrosion inhibitor permeability & waterabsorption properties were considerably reduced.

4. Addition of the organic inhibitors to quarry dustreplaced concrete, offered very good resistanceagainst chemical attack and increases corrosion

resistance by forming thin oxide layer to prevent

outside agents and shielding the anodic sites.

5. Considering strength as well as durability criteria,the optimum percentage of Triethanolamine and

Diethanolamine to be added in concrete containing

quarry dust as fine aggregate is 2% for delaying

corrosion and to increase the strength and other

durability characteristics.

6. REFERENCES1. Sahu A.K., Sunil Kumar and Sachan A.K.2003. Quarry

stone waste as fine aggregate for concrete. The I ndian

concrete journal. Pp. 845-8482. R. Ilangovan, N.Mahendrana and K.Nagamani October

2008, Strength and durability properties of concretecontaining quarry rock dust as fine aggregate. ARPN

Journal of Engineering and Applied Science, VOL.3, no.5.3. R. Iangovan and K.Nagamani 2006 Application of quarry

rock dust as fine aggregate in concrete construction.

National Journal on construction Management: NICMR, P

UNE, December.pp.5-13.4. R. Ilangovan and K.Nagamani 2006, Studies on strength

and Behavior of concrete by using quarry dust as fine


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aggregate. CE and CR Journal, New Delhi. October.pp.40 -42.

5. E. Prachoom Khamput A study of compressive strengthof concrete using quarry dust as fine aggregate and mixingwith admixture type, Rajamangla University ofTechnology Thanyaburi, Pathumthani, Thailand.

6. R.Murugesan, N.R.Chitra, P.Saravanakumar, Effect ofpartial replacement of sand by Quarry Dust in concretewith and without Super plasticizer Proceedings of theNational conference on Concrete Technology for the future,

pp,167-170\

7. Nagaraj T.S and Zahida Banu. Efficient utilization of rockdust and pebbles as aggregates in Portlandcement concrete. The Indian concrete journal,pp,53-56

8. Professor David Manning and Dr. Jonathan Vetterlein.Explotation and use of quarry fines ReportNo:087/MIST2/DACM/01. MST project reference:

MA/2/4/2003.9. S.N.Raman, Md.Safiuddin and M.F.M.Zain, 2007 Non

Destructive of flowing concretes incorporating quarrywaste. Asian journal of Civil Engineering (Building andHousing) VO.8. NO.6PAGES 597 -614.

10. M.S.Shetty. Concrete Technology theory and practice.11. Concrete durability, Canadian strategic highway research

programme, C-SHRP12. R.D.Browne, M.P. Geoghegan and A.F.BAKER, In:

A.P.Crane, Editor, Corrosion of reinforcement in

concrete construction. London, UK, 1983, P.193.Transportation association of Canada

13. Ha-Won Song, Velu Saraswathy,2007 Corrosionmonitoring of reinforced Concrete structures A

review, International journal of electrochemical science,No. 2 1- 28.

14. A.Castel,R. Francois and G.Arligue, 2000 Mechanicalbehavior of corroded reinforced Concrete beams damagedby reinforcement steel corrosion .Material structural

Journal.33 539- 544.Part1

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Videm, Corrosion of Reinforcement in concrete.Monitoring, prevention and Rehabilitation. EFCNo: 25. London, 1998, pa.104-121.

16. R.Vedalakshmi and N.S.Rengasamy, Quality assurancetests for corrosion resistance of steel

reinforcementTheIndian concrete journal, April 2000.17. Michael C.Brown, Richard E.Weyers, and Michael

M.Sprinkel. July August 2002 Solution tests ofcorrosion inhibiting admixtures for reinforced concrete.ACI Material journal,.

18. Violetta F. Munteanu and Frederick D.Kinney,2000,"Corrosion Inhibition Properties of a

Complex Inhibitor - Mechanism of Inhibition", CANMET,pp 255-269

19. Michael C.Brown, Richard E.Weyers, and MichaelM.Sprinkel. 2001 Effect of corrosion Inhibitingadmixtures on material properties of concrete. ACIMaterial journal,V.98. No.3.

20. Ping Gu, S.Elliott, R.Hristova, J.J.Beaudoin, R.Brousseau,and B.Baldock.Oct 1997 Study of corrosion inhibitorperformance in chloride contaminated concrete byElectrochemical impedence spectroscopy. ACI Materialjournal, V.94 .No.5.
http://www.corrosioninhibitors.org/synopses4.htmhttp://www.corrosioninhibitors.org/synopses4.htmhttp://www.corrosioninhibitors.org/synopses4.htmhttp://www.corrosioninhibitors.org/synopses4.htmhttp://www.corrosioninhibitors.org/synopses4.htmhttp://www.corrosioninhibitors.org/synopses4.htmhttp://www.corrosioninhibitors.org/synopses4.htm

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