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Vol.03, Issue 11, November 2018, Available Online: www.ajeee.co.in/index.php/AJEEE

1 “STRENGTH ANALYSIS OF CLASS F-FLY ASH IN COMBINATION WITH MARBLE DUST”

Deepak Baghel

¹

, Prof. Charan Singh Thakur

²

, Prof. Anil Sanodiya

³ Department of Civil Engineering, Shri Ram Group Of Institutions,

Jabalpur, Madhya Pradesh, India [email protected]

Abstract - The aim of this investigation is to study the variation in strength characteristics of concrete structures, with M20 grade. In each mix containing different percentages of fly ash, is super-imposed by incorporating some proportion of marble dust starting from 0% as normal concrete, i.e. controlled concrete and 10%, 20%, and 30%, as test concrete

Keywords: Concrete, marbal dust, fly ash, structural-characteristics , test concrete.

1 INTRODUCTION

The infrastructure needs our country is increasing day by day & with concrete is a main constituent of construction material in a significant portion of this infra-structural system, it is necessary to enhance its characteristics by means of strength & durability. It is also reasonable to compensate concrete in the form of using waste materials and saves in cost by the use of admixtures such as fly ash, silica fume etc. as partial replacement of cement, one of the many ways this could be achieved by developing new concrete composites The composite reinforced with 5 and 10 percentage by wt of marble dust demonstrated the highest strength compressive strength.

2. FLY ASH:

Fly ash is a by-product from coal based electricity power plant. The coal used in these power plants is mainly composed of combustible elements such as carbon, hydrogen and oxygen (nitrogen and sulphur being minor elements), and noncombustible impurities (10 to 40%) usually present in the form of clay, shale, quartz, feldspar and limestone. At high temperature zone in the furnace, the combustible elements of the coal are burnt off, whereas the mineral impurities of the refuse chemically recombine to produce various crystalline phases. The molten ash is entrained in the flue gas and cools dry, when leaving the combustion zone (e.g.

from 1500˚c to 2000˚c in seconds), into spherical, glassy particles. Most of these particles fly with the flue gas stream and are therefore called fly.

2.1 Points Should be Understood Using fly ash based technology:

1. It is understood that, fly ash is not a waste, but a highly potential

2. Building material.

3. It is learnt that the fly ash has technical edge in enhancing the durability of concrete.

4. It opened up the awareness about the new business opportunities in packing and transportation of fly ash like a cement industry.

5. It is learnt that the use of fly ash is mandatory as per the government directives.

2.2 Reasons for low level utilization of fly ash:

The current low level utilization of the fly ash is mainly due to:

1. Strong myths that fly ash is a inferior building material.

2. Inadequate promotion of the technology.

3. Lack of confidence in the fly ash based technologies.

4. Lack of proper training and demonstration facilities.

5. Higher cost of production of building material using fly ash.

6. Non availability of dry fly ash collection facilities at many stations.

7. Easy availability of land with topsoil at cheap rates for manufacturing

8. Conventional bricks.

9. Lack of proper co-ordination between thermal plants and ash users.

10. Inadequate government policies and codes.

2.3 Fly Ash Base Innovative and Commonly Produced Building Products are available in India:

1. Cellular lightweight concrete (CLC) blocks.

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2. Fly ash based polymer composites as

wood substitute.

3. Fly ash based Portland pozzolana cement.

4. Ready mixed fly ash concrete.

5. Fly ash sand lime gypsum (cement) bricks/blocks.

6. Clay fly ash bricks

2.4 Classifications of Fly Ash: Astm – C618-93 [1] categorizes fly ash into the following three Categories

1. Class N fly ash: Raw or calcined natural pozzolanas such as some diatomaceous earths, opaline chart and shale, stuffs, volcanic ashes and pumice come in this category. Calcined kaolin clay and laterite shale also fall in this category of pozzolanas.

2. Class F fly ash: Fly ash normally produced from burning anthraciteor 3. bituminous coal falls in this category.

This class of fly ash exhibits pozzolanic property but rarely if any, self- hardening property.

4. Class C fly ash: Fly ash normally produced from lignite or sub bituminous coal is the only material included in this category. This class of fly ash exhibits pozzolanic property but rarely if any, self hardening property.

2.5 BIS Categorizes Fly Ashes into the following two categories:

1. Class F fly ash: The burning of harder, older anthracite and bituminous coal typically produces class F fly ash. This fly ash is pozzolanic in nature, and contains less than 10% lime (cao).

2. Class C Fly ash: Fly ash produced from the burning of younger lignite or sub bituminous coals are classified as class C fly ash. Fly ash is one of the most extensively used by product materials in the construction field resembling Portland cement (Pfeifer, 1969). It is

an inorganic, noncombustible, finely divided residue collected or precipitated from the exhaust gases of any industrial furnace (Halstead 1986). Most of the fly ash particles are solid particles spheres and some particles, called cenosperes, are hollow (Kosmatka et al. 2002). Also present are plerosheres, which are spheres containing smaller spheres inside. The particle sizes in fly ash vary from less than 1 mm to more than 100

with the typical particle size measuring under 20 mm. Their surface areas is typically 300 to 500 m²/kg, although some fly ashes can have surface areas as low as 200 m²/kg and as high as 700 m²/kg. Fly ash is primarily silicate glass containing silica, alumina, iron, and calcium. The relative density or specific gravity of fly ash generally ranges between 1.9 and 2.8 and the colour is generally gray or tan (Halstead, 1986).

3. EXPERIMENTAL PROGRAM Table No. 01: Casting and

Curing of M20 Grade of Concrete with 0% Fly Ash

Curing Sl. Particular Mix

Code

No. of period

Remark

No. Design Specimen in

days

1 Cube

M20 M1 9 no’s 7, 14,28

Cube size 150x150x 150mm

Table no. 02: Casting and curing of M20 grade of concrete with 10% cement replaced by fly ash

Curing Sl.

Particular Mix

Code

Remark

Days

7,

Cube size

1 Cube M20 M2 9 no’s 150x150x

14,28

150mm

Table no. 03: Casting and curing of M20 grade of concrete with 20% cement replaced by fly ash.

Curing Sl.

Particular Mix

Code

Remark

Days

7, 14,28

Cube size

1 Cube M20 M3 9 no’s

150X150X 150mm

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Table No. 04: Casting and curing of M20 grade of concrete with 30%

cement replaced by fly ash.

Sl . N o.

Partic ular

Mix Desi gn

Co de

No. of Speci men

Curi ng peri od in Days

Remar k Cube 7, size 1 Cube M20 M4 9 no’s 14,2 150X1

8 50X

150mm

Testing of Materials: Cement

Ordinary Portland Cement of 53 Grade confirming to IS: 8112-1989 was used in the investigation

Table No. 05: Chemical Composition of OPC

OXIDE PERCENTAGE

CONTENT

CAO 60-67

SO2 17-25

AL2O3 3.0-8.0

FE2O3 0.5-6.0

MGO 0.1-4.0

ALKALIES (K20M,

NA20) 0.4 1.3

SO3 1.0-3.0

Table No. 06: Properties of Cement

SERIAL NO

PROPERTI ES

CHART RESULTS

REQUIREMENTS AS PER IS:8112-

1989

1. Specific

gravity 3.15 -

2. Finness

(specific 301m2/kg Should not be less

gravity) Than 225m2/kg

3. Normal

consistency 30% -

4. Setting time in min.

1. Ini

tial 130 Should not

set tin

g 197 be less than tim

e 30min

2. Fin

al Should not be

set tin

g exceed 600min.

tim e

5 Soundness Test:

By 1. Le

Chatelier 0.5mm Should not exceed 2. Auto clave

method. 0.0935% 10mm Should not

exceed 0.8%

6 Compressive strength 1. 3 –

days 34.5N/m

m² Should not less than 2. 7 –

days 45.50N/m

m² 27N/mm² 3. 28 -

days 65.00N/m

m² Should not be less

than 37N/mm² Should not

be less than 53N/mm² 7 Temperature

during 27 ˚c Min 25 ˚c and Max

testing 29˚c

Fly Ash:

Fly ash obtained from Satana Thermal Power Plant, M.P with specific Gravity = 2.3.

Table No. 07: Chemical composition of F-fly ash

Serial Chemica

l Class F- ASTM Fly Ash Require

ment No. Analysis

(%) C618 (%).

1. Silicon 55.3 - dioxide sio2

2. Aluminum 25.70 - oxide al2o3

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3. Ferric oxide, 5.30 - fe2O3

4. Sio2 +

al2o3 + 85.9 70.0 minimu

m fe2O3

5. Calcium 5.60 - oxide,

cao

6. Magnesium 2.10 5.0 maximu

m oxide

mgo

7. Titanium 1.30 - oxide tio2

8. Potassiu

m 0.60 -

oxide k2o

9. Sodium oxide 0.40 1.5 maximu

m

nao

10. Sulfur trioxide 1.40 5.0 maximu

m

so3

11. LOI (1000˚c) 1.90 6.0 maximu

m

12. Moisture 0.30 3.0 Maximu

m.

Fine Aggregate (FA):

Table No. 08: Sieve analysis of fine aggregate

SR.

NO IS SIEV

E SIZE

Wei g ht reta i ned (gm)

Corr ectio n

Corr ected

weig ht

Cumul a tive weight retaine

d

Cumul ative percen

tage weight

retain ed

Cu mu l ativ

e per c ent a

ge pas s ing

1. 10m - - - - - -

m

2. 4.75 25 +0.5 25.5 25.5 2.55 97.4 mm

5 3. 2.36 29 +0.58 29.58 55.08 5.508 94.5

mm

0 4. 1.18 209 +4.18 213.1 268.26 26.826 73.1

mm 8

8 5. 600µ 317 +6.34 323.3 591.60 59.16 40.8

4

4 6. 300µ 350 +7.0 357 948.60 94.86 5.16

7. 150µ 50 +1.0 51.0 999.6 99.96 0.04

Properties of Fine Aggregate:

Fineness modulus of fine aggregate = Cumulative

percentage weight retained/100 Fineness modulus 288.864/100 =2.88 Specific gravity = 2.68

Water absorption = 0.86%

Silt or clay content= 0.5%

Bulk density = 520kg/m3 Grading =well graded (zone II).

Coarse Aggregate:

Table No. 9: Sieve analysis of coarse aggregate

S r.

N o

Is siev

e size

Weig ht retain

ed (gm)

Cumulat ive weight retained

Cumulat ive Percenta

ge weight retain d

Cumulat ive Percenta

ge passing 1. 63. 0.00 0.00 0.00 100

00

2. 40. 0.00 0.00 0.00 100 00

3. 20. 2000 2000 20.00 80.00 00

4. 12. 7580 9580 95.80 4.20 50

5. 10. 220.0 9800 98.00 2.00 00

6. 8.0 120.0 9920 99.20 0.80 0

7. 6.3 40.00 9960 99.60 0.40 0

8. 4.7 20.00 9980 99.80 0.20 5

9. pan 20.00 10,000 - 0.00

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Properties of Coarse Aggregate:

Fineness modulus of coarse aggregates = cumulative percentage weight retained/100 Fineness Modulus= 512.40/100

= 5.12 Specific gravity = 2.7 Water absorption = 1.12%

Impact value = 11.76%

Bulk density = 1440kg/m³.

Water [IS: 456-2000

Water used for both mixing and curing should be free from injurious amount of deleterious materials such as acids, alkalies, salts, organic materials etc. Potable water is generally considered satisfactory for mixing and curing concrete. In present work potable tap water was used.

Slump Cone Test

Table No. 10: Description of workability and magnitude of

slump

Description of workability

Slump in mm No slump

Very low 5 – 10

Low 15 – 30

Medium 35 – 75

High 80 – 155

Very high 160 to collapse

Table No. 11: Workability of various concrete mixes design for slump cone test is as follows

Mix design codes Slump cone test in mm.

M1-MIX (normal concrete) 38

M2-MIX (10% fly ash) 42

M3-MIX (20% fly ash ) 46

M4-MIX (30% fly ash ) 48

Compaction Factor Test

Table No. 12: Workability of various concrete mix design for compaction factor

test

Serial Mix Design Compaction

No. Code Factor

1 M1 0.81

2 M2 0.82

3 M3 0.84

4 M4 0.85

5 M13 0.87

6 M22 0.90

Details of Specimens Used:

150mm x 150mm x 150mm cube specimens for Compressive strength.

Figure 1: Mixing of materials and casting

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Figure 2: Freshly Placed Specimen

Figure 3: Curing of Specimens Test For Compressive Strength of Concrete (IS: 516-1959):

Table No: 13: Compressive Strength of Grade M20 as M1, M2, M3,

M4,

Mix M-1 M-2 M-3 M-4

Fly as

0 10 20 30

(%) Test

age 3-3 SAMPLES

(days) COMPRESSIVE STRENGTH (N/mm²)

12.0 12.6 13.3 13.7

7

15.0 16.7 17.7 18.4

14

19.5 20.0 22.2 22

28

4.CONCLUSIONS:

Compressive strength, of fly ash based reinforced concrete specimens were higher than the plain concrete (Control Mix) and fly ash concrete specimens at all the ages. The strength differential between the plain concrete specimens and fly ash reinforced concrete specimens became more distinct after at 28 days.

The replacement of cement with 20% and

30% fly ash reduced the compressive strength of concrete. It has been observedthat as the percentage of fly ash increases the compressive strength increases initially, on further increase in its percentage reduces its compressive strength

REFERENCES:

1. Prof veena G pathan.prof mdm gulfam pathan feasibility and need of use of waste marbal powed in concerte production

2. A.Zutaida,S.Norshahida, I.Sopian and H.Zahurin (malaysia) on effect of fiber length variation on mechanical and physical properties of coir fiber reinforced cement albumen composite. IIUM Engg Journal Vol.12 No 1, 2011.

3. Alida Abdullah, Shamsul Baharin Jamaludin, Mazlee Mohd Noor, Kamarudin Hussin on Composite Cement Reinforced Coconut Fiber: Physical and Mechanical Properties Australian Journal of Basic and Applied Sciences, 5(7): 1228- 1240, 2011

4. Wilson o. tablan Flexural Strength of Concrete Beams Containing Twinned Coconut Fibers Vol 5 No.1 December 2007 ISSN: 2094-1064

5. Majid Ali Marbal dust : A versatile material and its applications in engineering Journal of Civil Engineering and Construction Technology Vol. 2(9), pp. 189-197, 2 September, 2011 Available online at http://www.academicjournals.o rg/jcect ISSN 2141-2634 ©2011 Academic Journals.

6. Tan eng slang effect of coconut fibre and egg albumen in concrete for greener environment.

7. Ben Davis on Natural Fibre Reinforced Concrete.

8. Baruah and Talukdar properties of plain concrete and coconut fiber

reinforced concrete Journa of Civil Engineering and Construction Technology Vol. 2(9), pp. 189-197, 2 September, 2011 Available online at http://www.academicjournals.o