high volume class c fly ash containing self … · 2019. 5. 4. · high volume class c fly ash...

\http://www.iaeme.com/IJCIET/index.asp 2908 [email protected]

International Journal of Civil Engineering and Technology (IJCIET)

Volume 10, Issue 03, March 2019, pp. 2908-2920, Article ID: IJCIET_10_03_293

Available online at http://www.iaeme.com/ijciet/issues.asp?JType=IJCIET&VType=10&IType=03

ISSN Print: 0976-6308 and ISSN Online: 0976-6316

© IAEME Publication Scopus Indexed

HIGH VOLUME CLASS C FLY ASH

CONTAINING SELF COMPACTING

CONCRETE FOR SUSTAINABLE

DEVELOPMENT

C. P. Ramesh

Department of Civil Engineering, SET- JAIN University, Kanakpura taluk, Ramanagara

district, Bengaluru-562112, Karnataka, India

H. P. Vageesh

Department of Civil Engineering, R.V. College of Engineering, Mysore road, Bengaluru-

560059, Karnataka, India

T. Raghavendra



B. C. Udayashankar



A. Shashishankar

Department of Civil Engineering, A.M.C Engineering college, 18th K.M, Bannerghatta

Main Road, Bengaluru-560083, Karnataka, India

ABSTRACT

Self-compacting concrete (SCC) is a highly flowable concrete that is placed by

means of its own weight. The importance of SCC is that it maintains all concrete’s

durability and uniqueness, gathering expected routine requirements. Researchers

confirmed that the usage of industrial by products such as Fly ash, GGBS, Pond ash

etc., as partial replacements for cement in concrete for green initiatives, due to the

speedy growth of urbanization influencing the cutback of natural aggregate

recourses, thereby encouraging the tradition using alternative aggregate materials

such as, manufactured sand, crushed stone aggregates, construction and demolition

waste, quarry dust, copper slag, crushed sand, marble and granite waste aggregates

and etc. This paper illustrates the laboratory findings of SCC by incorporating

C. P. Ramesh, H. P. Vageesh, T. Raghavendra, C. Udayashankar and A. Shashishankar

http://www.iaeme.com/IJCIET/index.asp 2909 [email protected]

European Federation of National Associations Representing for Concrete (EFNARC)

guidelines, by complete replacement of fine aggregates with Processed Slag Sand

(PSS) and partial replacement of Binder with Class C fly ash i.e.50 percent of total

binder as which is represented as SCC 55. The outcome obtained pertaining to flow,

strength, and durability; for this SCC mix when compared with control concrete was

found to be satisfactory and thereby promote today's Engineers to implement SCC

technology with this new blend for sustainable development.

Key words: SCC, PSS sand, Class C Fly ash

Cite this Article: C. P. Ramesh, H. P. Vageesh, T. Raghavendra, C. Udayashankar

and A. Shashishankar, High Volume Class C Fly Ash Containing Self Compacting

Concrete For Sustainable Development. International Journal of Civil Engineering

and Technology, 10(3), 2019, pp. 2908-2920

http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=10&IType=03

1. INTRODUCTION

In 1980’s Japan’s construction industry faced a problem of unavailability of skilled labours,

this leads to the development of an innovative concrete which able to consolidate under its

own weight, termed as self-compacting concrete, by the work of Okamura. SCC can be used

where the compaction of concrete is complicated in places with heavy reinforcement, beam-

column junctions and etc.

The main objective of this work makes us to use of the industrial by-products and other

wastes as a constituent material in the preparation SCC, to produce a set of investigational

data and to design suitable mix. Furthermore to find out the strength and durability aspects of

SCC mixes with these marginal materials, The durability and strength parameters were

enhanced by the utilization of marginal resources as class C fly ash in SCC73 (Vageesh H P

et.al 2018) similarly ISP slag as substitute for natural sand, even for small ratios (Zofia

Szweda et.al 2017) same trend was observed in the enhancement of durability; chloride

migration, electrical resistivity, and carbonation by inclusion of fly ash (FA) and limestone

filler (LF) as partial substitution for cement through SEM image analysis (Pedro Raposeiro

da Silva and Jorge de Brito 2016) . Due to the inclusion of high volume in fly ash content 0-

35%, the Slump Flow and flexural strength values were improved whereas the compressive

strength and modulus of elasticity values decreased (Khaled Omar Mohamed Oraibi et.al

2015). A similar values for Modulus of elasticity were reported for SCC and Vibrated

concrete based on the data collected and compared with the predicted from the

formulations and existing models developed (from Euro code 2 and the Model Code

)(BartCraeye et.al 2014). By the replacement level at 0 to 50%, Recycled asphalt pavement

(RAP) and supplementary cementitious materials (SCM’s) reduced the ultimate strength, and

also compressive strength increase rate at 3, 14, and 28 days however they fulfilled the fresh

properties of SCC, mixes possessing moderately high percentages of SCMs and RAP showed

satisfactory compressive strength (Enad Mahmoud et.al 2013). By the incorporation of waste

mineral Admixtures, limestone powder (LP), basalt powder (BP) and marble powder (MP) as

partial replacement of Portland cement improved the economic feasibility of SCC but

reduced the Elastic and dynamic modulus of SCC mixes(Mucteba Uysal and Kemalettin

Yilmaz 2011). Concrete mixes with different substitution levels of metakaolin (MK) and

limestone filler (LF) were remained sound and maintained their original pore structure after

different exposure periods which are examined for rapid chloride permeability (RCPT), water

sorptivity, water porosity, rapid freezing and thawing and also with sulphuric acid solutions

High Volume Class C Fly Ash Containing Self Compacting Concrete For Sustainable

Development


with concentrations of 3%, 5% and 7%, with the mutual action of LF into MK concretes

exhibit superior resistance against sulphuric acid attack, the water absorption, water porosity

of concrete with MK and LF was better than the nominal mix, RCPT results in the mixture

has drastically higher permeability than other concrete mixture. (Seyed Mahmoodreza

Joorabchian 2010)

The Purpose of this laboratory investigation is to examine the fresh and hardened

Properties of novel SCC mixes, by the complete replacement of fine aggregates with

Processed Slag Sand (PSS) and partial replacement of cement with Class C fly ash at 50

percent to the total weight, on compressive strength 7, 28, 56 and 90 day’s age, split tensile

strength and flexure at 28 and 56 day’s age. The stress strain characteristics, effect of water-

powder ratio on Properties of SCC mixes, durability, water permeability and rapid chloride

ion penetration which has been not evaluated in SCC73 (Vageesh H P et.al 2018) were also

studied. At present scenario there is no IS code for SCC and hence, the Japanese method of

mix design for SCC mixes by incorporating course of action given by EFNARC (European

Federation of Natural Association Representing for Concrete) are followed. Finally suitable

concrete mix is anticipated based on the workability property in its fresh state, compressive

strength and durability requirements.

2. MATERIALS AND METHODS

2.1. Materials

The chemical and physical properties of the SCC ingredients were investigated. Bureau of

Indian Standards (IS) procedures were followed for determining the properties of the

ingredients in this investigation.

Binders

1. Cement (C): 53 grade; Specific gravity = 3.15

Figure 1 SEM-EDS Analysis for Cement



2. Class-C fly ash (F): Specific gravity = 2.12

Figure 2 SEM-EDS Analysis for Class C Fly ash

Super-plasticizer

1. Master Glenium Sky 8233: Specific gravity = 1.08

Fine Aggregate

1. A) Processed Slag Sand (PSS): Specific gravity = 2.53

Figure.3 SEM-EDS Analysis for Processed Slag Sand

B) Water absorption for (PSS) = 0.3%


Development


2. M-sand: Specific gravity = 2.63

Coarse aggregate

1. A) Crushed granite stones of 12.5 mm down size; Specific gravity = 2.67

B) Water absorption = 0.8%

Water

1. Potable water of pH 7

2.2. Methodology

Japanese method of mix design:

The Japanese method mix design procedure as indicated in literature is adopted.

(Jagadish vengela and R.V. Ranganath 2004).

Vageesh H P et.al (2018) considered Japanese method as uncomplicated procedure to

“satisfy flow parameters such as slump flow, V-Funnel, U-Box and J- Ring only super

plasticizer dosage was varied and ultimate dosage was fixed using Marsh cone apparatus,

maintaining all other parameters like water-powder ratio, fine aggregates, coarse aggregates

were kept constant”. With complete replacement of fine aggregates by Processed Slag Sand

(PSS) and partial replacement of cement with Class C fly ash, 50% by the weight of cement

i.e. (50:50) which is indicated as SCC 55 whereas SCC CM for controlled mix, several trial

mixes were carried out to arrive at desired mix fraction. Each and every SCC mix was

verified to achieve workability property then cylindrical specimens of size 150mm diameter

and 300mm height were cast to calculate compressive strength, splitting tensile strength and

Young’s modulus. 500mm x 100 mm x 100mm beams were cast to calculate flexure strength.

To calculate durability properties such as acid attack test, alkaline attack test and water

permeability; 150mm x 150mm cubes. For rapid chloride penetration (RCPT) cylindrical

specimens of size 100mm diameter x 50 mm height were cast. Water permeability test was

carried out according to German Standard DIN 1048 on concrete specimens of size

150x150x150 mm, at an age of 28 days, by passing water under pressure of 500 KPa (5 bar)

for 72 hours duration. RCPT was carried out in accordance to ASTM C 1202. The concrete

specimen used for this test was 100 mm diameter x 50 mm thick cylindrical specimen. The

total charge passed in Coulombs was determined.

Based on the EFNARC guidelines, tests such as slump flow, V-funnel, L-box and U-box

tests were carried out to calculate the fresh properties. EFNARC specifications for SCC

workability tests requirements in fresh state for both the mixes SCC 55 and SCC CM are

given in below table.

Table. 1. Acceptance criteria for both the mixes (SCC 55 and SCC CM) as per

EFNARC

Sl. No Tests Specification As Per

EFNARC SSC CM SSC 55 Units

1 Slump flow 600-800 mm 725 675 mm

2 T50 slump 2-5 Sec 3 3 sec

3 V Funnel 6-12 Sec 10 9 sec



4 L box (H2/H) 1 0.8-1 0.8 0.8 Ratio

5 U Box (H2-H1) 0-30 mm 18 0 mm

3. RESULTS AND DISCUSSION

3.1. Compressive Strength

As mentioned in literature (Vageesh H P et.al 2018) “Compressive Strength indicates the

resistance to permanent deformation of normal and modified self-compacting mixtures”,

Compressive strength was evaluated at 7, 28, 56 and 90 day’s age. It has been noted that at

the age of 7 days the SCC 55 mixes obtained minor strength of about 27% when compared

with SCC CM which is more of around 92% of its 28 days strength (with cement content of

434.3 kg/m3), this trend was also observed by (R. Saleh Ahari et al. 2015) around 89% for

control mix (with cement content of 454.5 kg/m3) It may be observed in (Figure 12), the

formation and presence of ettringites, indicating the onset of secondary reaction involving fly

ash. and later due to pozzolonic action of fly ash(refer Figure 10 and 12), the compressive

strengths at (28, 56 and 90 days) was better which is almost equal to SCC CM mixes

indicated in Figure 4.

Figure 4. Comparison of Compressive strength of SCC CM and SCC 55 at 7, 28,

56 and 90days

3.2. Tensile strength

The split tensile strength value is affected by percentage of fly ash (Vageesh H P et.al 2018).

As observed in Figure 5, SCC CM mixes gained comparatively more split tensile strength

value of about +42% and +40% when compared with SCC 55, at the age of 28 and 56 days

respectively.


Development


Figure 5. Comparison of Split tensile strength of SCC CM and SCC 55 at 28 and

56 days

3.3. Flexural Strength

It may be observed in Figure 6, SCC CM mixes has flexural strength value of about +44%

and +43% when compared with SCC 55 at the age of 28 and 56 days respectively.

Figure 6. Comparison of Flexure strength of SCC CM and SCC 55 at 28 and 56

Day

3.4. The modulus of elasticity

The highest value of elastic modulus was found for SCC CM (36GPa) when compared to

SCC 55 (2.2GPa) same was observed in literature (Vageesh H P et.al 2018) as shown in

Figure 7 and Figure 8



Figure 7. Modulus of Elasticity of SCC CM at 28 days

Figure 8. Modulus of Elasticity of SCC 55 at 28 days

3.5. Durability

3.5.1. Acid and Alkali attack Tests

Durability tests for acid and alkali resistance was carried out as per literature (Vageesh H P

et.al 2018) and the performance of the concrete specimens were evaluated after immersion

into the 10% sulphuric acid solutions and 10% of 1N NaOH solution, The weight and

dimension of the concrete samples was monitored weekly throughout the entire testing period

was recorded refer Table 2 and 3; the compressive strength of specimens was evaluated and

compared in Table 4 at the age of 28 days in acid / alkali exposure (refer Figure 9 to 13).

Acid exposure resulted in huge difference with respect to weight loss and compressive

strength, of about 18%). And 54% for SCC CM which is identical from previous observation

(Seyed Mahmoodreza Joorabchian 2010) in comparison with SCC 55. Whereas, the alkaline


Development


exposure resulted in no major weight loss and compressive strength for both the mixes and

were relatively same.

Table 2. Comparison of change in weight and dimensions of 10% Acid Cured

SCC Specimen at the age of 56 days

SCC mix

Original weight for

10% Acid in

Kg

Change in weight for

10% Acid in

Kg

Original dimension for

10% Acid in

mm

Change in dimension for

10% Acid in

mm

SCC CM 8.18 6.64 150 X 150 141 X 142

SCC 55 8.21 7.44 150 X 150 144 X 146

Table 3. Comparison of change in weight and dimensions of 1N 10% Alkaline

Cured SCC Specimen at the age of 56 days

SCC mix

Original weight for 1N

10% Alkaline in

Kg

Change in weight for

1N 10%

Alkaline in

Kg

Original dimension for

1N 10%

Alkaline in

mm

Change in dimension for

1N 10%

Alkaline in

mm

SCC CM 8.255 8.32 150 X 150 150 X 150

SCC 55 8.35 8.37 150 X 150 149 X 150

Table 4. Compressive strength Comparison of Acid and Alkaline Cured SCC

Specimen at the age of 56 days

SCC mix

10% Acid cured strength

(MPa)

1Normal 10% Alkali cured

strength (MPa)

SSC CM 9.57 35.88

SSC 55 20.42 28.74

Figure 9. Comparison of Compressive strength of Acid and Alkaline Cured SCC

Specimens at the age of 56 days



3.5.2. Water Permeability

Water permeability test results in terms of depth of penetration for all the mixes are tabulated

in Table 5. German Standard DIN 1048 specified method was followed for evaluating water

permeability of SCC CM, SCC 55 and SCC 73 and all the specimens passes as per the DIN

specifications. Water permeability test for SCC 73 mix was earlier not evaluated in literature

(Vageesh H P et.al 2018). It has been noted that all the SCC mixes satisfy the guidelines up to

the replacement level of 40% for binder with class C fly ash similar observation was made in

literature (L.A. Pereira-de-Oliveira et. al. 2014)

Table 5. Water permeability results for SCC CM, SCC 64 and SCC 55 mixes at the age of 28 days

SCC mix

Test Results Requirements as per DIN 1048

SSC CM 22.5

Maximum 25 mm SSC 73 23

SCC 55 23

3.5.3. Rapid chloride ion permeability

The RCPT tests were performed at the age of 28 days and the results obtained reported as an

average of three tested specimens. Above specified method was followed for SCC CM, SCC

55 and SCC 73(which was not been evaluated by, Vageesh H P et.al 2018) charge passed in

Coulombs for all the mixes are tabulated in below Table 6. The twenty-eight day total

charged passed for SCC CM mixes are 2974 coulombs, and is more for SCC 73 mixes 3493

coulombs which are falls under moderate rage of permeability as per C 1202 ASTM whereas

SCC 55 mixes having higher value of RCPT of around (6880 Coulombs) due to the usage

higher volumes of fly ash (refer Figure 10 to 12) of about 50 percent of total binder as

reported same with (R. Saleh Ahari et al. 2015)

Table 6. Rapid chloride ion permeability results for SCC CM, SCC 55 and SCC 73 mixes at the age

of 28 days

SCC mix

Total charge passed (Coulombs)

Requirements as per ASTM C

1202

SSC CM 2974 Moderate

SSC 73 3493

SCC 55 6880 Higher


Development


Figure 10: SEM image for SCC CM @ 28 Days

Figure 11: SEM image for SCC 73 @ 28 Days



Figure 12: SEM image for SCC 55 @ 28 Days

4. CONCLUSIONS

The following conclusions were drawn based on the experimental results conducted on

sustainable self-compacting concrete mixes incorporating marginal and waste materials to

mitigate carbon footprint, and these SCC mixes also satisfied EFNARC guidelines for flow

properties.

At the early ages, SCC 55 mix gained very less compressive strength compared to SCC

CM this trend was also observed by (R. Saleh Ahari et al. 2015) and at later ages such as 28,

56 and 90 days, due to the pozzolonic action of Class C fly ash, the compressive strength of

SCC 54 was increased and found to be more or less equal to SCC CM.

SCC 55 resulted in lesser values of splitting tensile strength and flexural

strength(Vageesh H. P. et.al 2018) in comparison with SCC CM at 28 days and 56 days,

respectively this may be due to increase in the volume of fly ash at 50% of total cement

content .

The modulus of elasticity of SCC 55 mixes were relatively less in comparison with SCC

CM mixes due to the incorporation of mineral admixtures, and the same was observed in

literatures of (Mucteba Uysal et.al and Vageesh H. P. et.al 2018)

Significant loss in terms of dimension and weight was observed for SCC CM mix when

compared with SCC 55 mix, due to the action of sulphuric acid (Seyed Mahmoodreza

Joorabchian). Whereas, in case of alkaline exposure, the weight of specimens were found to

be negligibly increased and also notable changes in dimension were not observed.

SCC 55 mixes resulted in comparatively better and acceptable compressive strength

values when compared to SCC CM after exposure to acid and alkaline environment same

trend was observed (Vageesh H. P. et.al 2018).

Due to the incorporation of higher volume of Fly ash, doesn’t affect the water

permeability results, all the SCC mixes i.e. SCC CM, SCC 73 and SCC 55, showed very

satisfactory penetration depths as specified in DIN 1048, these same trend was noted by (L.A.

Pereira-de-Oliveira et. al. 2014)


Development


Due to the incorporation of larger volume of mineral admixture, SCC 55 mixes showed

higher chloride permeability then compared with other two mixes SCC CM and SCC 73

which falls under moderate chloride permeability this trend was also recorded by (R. Saleh

Ahari et al, 2015)

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[1] Bart Craeye, et al, “Modulus of elasticity and tensile strength of self-compacting

concrete: Survey of experimental data and structural design codes” Cement and Concrete

Composites Volume 54, November 2014, Pages 53-61.

[2] Enad Mahmoud, et al, “Self-Consolidating Concrete Incorporating High Volume of Fly

Ash, Slag, and Recycled Asphalt Pavement”, International Journal of Concrete Structures

and Materials Vol.7, No.2, June 2013, pp.155–163, Springerlink.com

[3] Hajime Okamura and Masahiro Ouchi, “Self-compacting concrete”. Japan concrete

institute, journal of advanced concrete technology, vol.1, No. 1, 2003, pp 5-15.

[4] Jagadish Vengala, et al, “Experimental Study for Obtaining Self-Compacting Concrete”,

The Indian Concrete Journal, August 2003, pp.1261-1266.

[5] Jagadish Vengala and R.V. Ranganath “Mixture proportioning procedure for Self-

Compacting Concrete”, The Indian Concrete Journal, August 2004, pp.13-21.

[6] Joorabchian, Seyed M., "Durability of concrete exposed to sulfuric acid attack”, Theses

and dissertations. Presented to Ryerson University, Toronto, Ontario, Canada, 2010

[7] Khaled Omar Mohamed Oraibi, et al,”Mechanical Properties of Self Compacting

Concrete Using Fly Ash” 2015.

[8] L.A. Pereira-de-Oliveira et.al, “Permeability properties of self-compacting concrete with

coarse recycled aggregates”, Construction and Building Materials 51, 2014, pp 113–120,

Elsevier

[9] Mucteba Uysal and Kemalettin Yilmaz “Effect of mineral admixtures on properties of

self-compacting concrete”, Cement and Concrete Composites, Volume 33, Issue 7,

August 2011, Pages 771-776, Elsevier

[10] Pedro Raposeiro da Silva and Jorge de Brito. “Durability performance of self-compacting

concrete (SCC) with binary and ternary mixes of fly ash and limestone filler”, Volume

49, Issue 7, 2016, pp 2749–2766,Springer

[11] R. Saleh Ahari et al, “Permeability properties of self-consolidating concrete containing

various supplementary cementitious materials”. Construction and Building Materials 79,

2015, pp 326–336, Elsevier

[12] Vageesh H.P et al, “Engineering properties of Self-Compacting Concrete containing

Class C fly ash And Processed slag sand”, Sustainable Civil Infrastructures, GeoMEast

2018, 2018, pp. 219–229, Springer Nature Switzerland AG 2019

[13] Zofia Szweda, et al, “A study on replacement of sand by granulated ISP slag in SCC as a

factor formatting its durability against chloride ions”. Journal of Cleaner Production,

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