PERFORMANCE OF CARBIDE WASTE CONCRETE AT …ijpres.com/pdf31/24.pdf · composed of Portland cement and water combined with ... 5% of partial replacement of carbide waste shows high

INTERNATIONAL JOURNAL OF PROFESSIONAL ENGINEERING STUDIES Volume VIII /Issue 3 / MAR 2017

IJPRES

ABSTRACT:Concrete is a construction material

composed of Portland cement and water combined with

sand, gravel, crushed stone, or other inert material such

as expanded slag. The major constituent of concrete is

aggregate which may be natural (gravel or crushed rock

with sand) or artificial (blast furnace slag, broken brick

and steel shot). Another constituent is binder which serves

to hold together the particles of aggregate to form

concrete. The Ordinary Portland cement concrete

deteriorates considerably when exposed to aggressive

environment such as fire or elevated temperature. Fire

belongs to one of the dangerous aspects of civil and

underground engineering, mainly in the assessment of

underground structures. The extensive use of concrete as

structural material of linings or envelopes of

underground power stations has led to the need of full

understanding the effects

.The investigation is carried out mainly in two phases.

The first phase of investigation is carried out to study the

compressive strength of carbide waste concrete for one

standard grade (M40) and one high grade (M60) by

maintaining the water cement ratio constant and by

replacing cement with carbide waste in varying

proportions by using absolute volume method. The design

mixes were prepared by adopting the IS code, IS: 10262-

2009 for M40 and Entropyand shaklock method for

M60 high grade. To know the performance of the carbide

waste concrete when compared with the conventional

concrete totally 170 cubes are casted which are of

150x150x150 mm size in which 85 cubes are for each

grade of concrete. Samples with and without carbide at

different proportions of 0%,5%,15%,20% were casted. In

second phase the compressive strength is found out for

each specimen after heated to different elevated

temperatures from 200℃ to 800℃ for 2 hours and cooled to

room temperature.

The experimental results shows that for M-40 grade with

10% of partial replacement of carbide waste shows high

compressive strength 0f 53.60N/mm2 and for M-60 grade

5% of partial replacement of carbide waste shows high

compressive strength of 79.6 N/mm2. M-40 grade has a

high compressive strength of 56.88N/mm2 which is

16.08% more than normal concrete at 500℃ and low

compressive strength of 47.22 N/mm2 at 800℃ which is

3.63% less than normal concrete. M-60 grade has a high

compressive strength of 80.44N/mm2 which is 11.30%

more than normal concrete at 400℃ and low compressive

strength of 64N/mm2 at 800℃ which is 11.4% less than

normal concrete.

INTRODUCTION

Concrete is a construction material composed of

Portland cement and water combined with sand,

gravel, crushed stone, or other inert material such as

expanded slag or vermiculite. The major constituent

of concrete is aggregate which may be natural (gravel

or crushed rock with sand) or artificial (blast furnace

slag, broken brick and steel shot) another constituent

is binder which serves to hold together the particles

of aggregate to form concrete. Commonly used

binder is the product of hydration of cement, which is

the chemical reaction between cement and water.

During the past 20 years, concrete mix design and

PERFORMANCE OF CARBIDE WASTE CONCRETE AT HIGHER

TEMPERATURES

G.KARUNAKAR REDDY1,A.MOWNIKA VARDHAN2

1M. Tech(Structural Engineering), Department of Civil Engineering,VishwaBharathi College of Engineering, Adj.Brundavan colony, Nizampet road, Opp. JNTUH, Kukatpally, Hyderabad, A.P., India.

2Assistant Professor (M.Tech), Department of Civil Engineering,VishwaBharathi College of Engineering,

Adj.Brundavan colony, Nizampet road, Opp. JNTUH, Kukatpally, Hyderabad, A.P., India.

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manufacturing have been progressed quite rapidly

and the concrete ingredients have been tailored

toprovide better performance those suites different

types of environments. This hasbeen carried out by

selecting the concrete mix ingredients that produce

concretesuitable for certain exposure conditions. The

change occurred in the concrete mix design includes

reducing the w/c ratio, using high range water

reducers(super-plasticizers), optimizing the grain size

distribution of concrete constituentmaterials,

employing cement replacement materials with

pozzolanicactivity,incorporation of certain types of

fibers, etc. Since human safety in case of fire is one

of the major considerations in the design of buildings,

it is extremely necessary to have a complete

knowledge about the behavior of all construction

materials before using them in the structural

elements.Under normal conditions, most concrete

structures are subjected to a range of temperature no

more severe than that imposed by ambient

environmental conditions. Characteristics such as

colour, compressive strength, elasticity, concrete

density and surface appearance are affected by high

temperature.

Properties influencing fire resistance

The fire response of reinforced concrete (RC)

members is influenced by the characteristics of

constituent materials, namely, concrete and

reinforcing steel. These include (a) thermal

properties, (b) mechanical properties,(c) deformation

properties, and (d) material specific characteristics

such as spalling in concrete. The thermal properties

determine the extent of heat transfer to the structural

member, whereas the mechanical properties of

constituent materials determine the extent of strength

loss and stiffness deterioration of the member. The

deformation properties, in conjunction with

mechanical properties, determine the extent of

deformations and strains in the structural member. In

addition, fire induced spalling of concrete can play a

significant role in the fire performance of RC

members. All these properties vary as a function of

temperature and depend on the composition and

characteristics of concrete as well as those of the

reinforcing steel.

Thermal properties The thermal properties that influence temperature rise and distribution in a concrete structural member are thermal conductivity, specific heat, thermal diffusivity, and mass loss.Thermal conductivity is the property of a material to conduct heat. Concrete contains moisture in different forms, and the type and the amount of moisture have a significant influence on thermal conductivity. Thermal conductivity is usually measured by means of “steady state” or “transient” test methods. Transient methods are preferred to measure thermal conductivity of moist concrete over steady-state methods, as physio-chemical changes of concrete at higher temperatures cause intermittent direction of heat flowSpecific heat is the amount ofheat per unitmass, required to change the temperature of a material by one degree andis often expressed in terms of thermal (heat) capacity which is the product of specific heat and density. Specific heat is highly influenced by moisture content, aggregate type, and density of concrete.

Mechanical properties

The mechanical properties that determine the fire

performance of RC members are compressive and

tensile strength, modulus of elasticity, and stress-

strain response of constituent materials at elevated

temperatures.Compressive strength of concrete at an

elevated temperatureis of primary interest in fire

resistance design. Compressive strength of concrete

at ambient temperaturedepends upon water-cement

ratio, aggregate-paste interface transition zone, curing

conditions, aggregated type and size, admixture

types, and type of stress. At high temperature,

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compressive strength is highly influenced by room

temperature strength, rate of heating, and binders in

batch mix (such as silica fume, fly ash, and slag).

Unlike thermal properties at high temperature, the

mechanical properties of concrete are well

researched. The strength degradation in HSC is not

consistent and there are significant variations in

strength loss.The tensile strength of concrete is much

lower than compressive strength, due to ease with

which cracks can propagate under tensile loads. In

HSC tensile strength ratio is further reduced. Thus,

tensile strength of concrete is oftenneglected in

strength calculations at room and elevated

temperatures.

Deformation properties

The deformation properties that determine the fire

performance of reinforced concrete members are

thermal expansion and creep of the concrete and

reinforcement at elevated temperatures. In addition,

transient strain that occurs at elevated temperatures in

concrete can enhance deformations in fire exposed

concrete structural members.

Need for the present work

Appearance of cracks fissures and spalling is an

inevitable phenomenon during the aging process of

concrete structures when exposed to weather

changes. Such cracking leads to easy passage for

aggressive environment to reach the reinforcement

and initiate corrosion. Many admixtures are used for

the structural behaviour of concrete at elevated

temperatures. However, they may damage the

appearance of the surface at some point of

temperature. Many fire accident results in the failure

of the structure at some high temperatures. This

experiment may investigate the structural resistance

to elevated temperature.

Generally, in practice we use code specified stress-strain relation in the analysis and design, but generally they are recommended for normal vibrated concretes only. Now, as the advancement in concrete technology has been promoting the use of modern concretes like Bacterial concrete Fire resistance concrete etc., the behaviour of carbide waste concrete is to be used in design. For the prediction structural behaviour of concrete at elevated temperatures, many models based on experimental investigation have been reported in the literature during last three decades. It is important to propose a similar model for carbide waste concrete also.

Objectives of thesis

1. To investigate the compressive strength of

concrete with various proportions of carbide

waste.

2. To study the compressive strength of the various

proportions of carbide waste concrete for one

normal grade (M40) and one high grade(M60)

concrete at different elevated temperatures.

LITERATURE REVIEW

Selin Ravi Kumar and thandavamoorthy

(2013)has conducted the experiment by using

glassfibers available. Glass fibers have the

advantages of having higher tensile strength and fire

resistant properties thus reducing the loss of damage

during fire accident of concrete structures. The

followings are the conclusions drawn from the study

on addition of glass fiber in concrete. With 0.5 per

cent addition of fiber, the increase in the compressive

strength is 13 per cent, the increase in flexural

strength is 42 per cent and the increase in split tensile

strength is 20 percent over conventional concrete.

With 1 per cent addition of fiber, the increase in the

compressive strength is 35 per cent, the increase in

flexural strength is 75 per cent and the increase in

tensile strength is 37 per cent. Therefore reinforcing

with glass fiber contributes immensely in enhancing

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the compressive strength of concrete and the increase

is 1.78 times that of normal concrete. From the test

results, it is found that the glass fiber possesses the

high flexural strength.

Tumadhir and AlJabiri (2013) investigated the

behavior of polymer concrete under various

temperatures, and percent of epoxy was found out.

The mechanical properties such as splitting tensile

strength and compressive strength are evaluated

under working conditions. Results of 120 specimens

with different shapes which represented concrete

specimen having compressive strength ranging from

14.5 MPa to 31.5 MPa and splitting tensile ranging

from 1.52 to3.18 MPa.

Balakrishnaiahet al (2011)carried experiment by

using materials with varying combination and

different experimental conditions. These materials

include cement, different percentages of admixtures

like fly ash, silica fume, metakaolin, finely grained

pumine, group granulated slag, polypropylene fiber,

palm oil fuel ash, Portland pozzolana cement, rice

huskash, different fine and coarse aggregates and

included a temperature range of 28°c to 1200°c.The

other conditions that were varied are the shapes and

sizes of testspecimens, curing methods, curing

conditions and test methods.

Amad&Abdulkareem(2009) investigated about

effect of high temperature on mechanical properties

of concrete containing admixtures .This research

work includes an experimental investigation to study

the effect of hightemperatures on the mechanical

properties of concrete containing admixtures. A

comparativestudy was conducted on concrete mixes,

reference mix without an additive and that with

anadmixture. Concrete was exposed to three levels of

high temperatures (200,400,600) °C, for aduration of

one hour, without any imposed load during the

heating. Five types of admixtureswere used,

superplasticizer, plasticizer, retarder and water

reducing admixture, an acceleratorand an air

entraining admixture.

EXPERIMENTAL WORK AND

METHODOLOGY

The present investigation is aimed at arriving the

compressive strength of the CARBIDE WASTE by

considering M-40 grade and M-60 grade after

thoroughly understanding the parameters influencing

the strength improvement which are designed with

the help of IS: 10262-2009 and Erontroi and shaklock

method. The experimental programmed is divided in

to five phases.

Phase 1:

Phase I is about the establishment of necessary

laboratory set up and procurement of required

materials.

Laboratory setup

The Concrete Technology Laboratory available with

the Vishwabharathi college of engineering is used for

this project. Universal testing machine was used to

test all the concrete specimens and storage tanks were

used for the curing of the concrete specimens.

Oven setup

The furnace is available at Maheshwari heat testers at

Cherlapalli, Hyderabad. In the research work the

furnace used was a pit typefurnace which is run by

electrical heating. The furnace has the capacity until

10000c. The furnace has a diameter of 900 mm and a

depth of 1200 mm which has capacity of 850 kg.

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Showing the furnace

Procurement materials

The materials used for the investigative study of

carbide waste Concrete are given below.

i. Cement

ii. Fine aggregate

iii. Coarse aggregate

iv. Water

v. Carbide waste

Cement

Ordinary Portland cement of 53 grade confirming to

IS: 12269 were used. Physical properties of cement

as per IS : 12269-1999 were tested at the concrete

testing laboratory in our college are presented in

Tables. The normal consistency and specific gravity

of the cement used are 33.70% and 3.15 respectively.

Properties of Portland cement (53 grade) for M-40

Properties of Portland cement for (53 grade) for M-60

Fine aggregate

Fine Aggregate used was natural sand obtained from

local market. The Physical properties of fine

aggregate like specific gravity and fineness modulus

were found to be 2.65 and 2.47 respectively. The

details of sieve analysis are given in Table 3.3. It

could be noted that the sand confirms to Zone-III as

per IS: 383-1970. The physical properties of the fine

aggregate are given in Table

Properties of fine aggregate

Coarse aggregate

Coarse Aggregate used was with maximum size

aggregate of 20 mm obtained fromlocal market. The

physical properties of coarse aggregate like specific

gravity and fineness modulus were found to be 2.63

and 7.30 respectively. The details of sieve analysis

are given in Table.

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Water

The least expensive but the most important ingredient

of concrete is water. The water which is used for

mixing concrete should be clean and free from

harmfulimpurities such as oil,alkali, acid etc. Potable

water was used for the mixing and curing work in the

project.

Carbide waste

CW is the remnant of oxy-acetylene gas used in

welding industries to join pieces of metal by road

side panel. It is whitish in color. The whitish color

material which was regarded as waste and ordinarily

posedenvironmental nuisance in terms of its

unpleasant and unsightly appearance in open-dump

sites located at strategicplaces within the societies is

now considered as binder in partial replacement for

expensive. This material is dried in the sun in an open

field for a period of one week, grinded and then

sieved to cementfineness.

Showing the carbide waste material

Properties of carbide waste

Phase II

Phase II is about the mixing of cement mortar and

curing of cement mortar specimens.

Mixing of Cement Mortar

The following mix cases have been considered or

both normal cement mortarand

Carbide waste cement mortar for both M-40 and M-

60 grade concrete

i. Normal cement mortar mix case with 0%

replacement of c/w.

ii. Cement Mortar mix case with 5% replacement of

c/w.

iii. Cement Mortar mix case with 10% replacement

of c/w.

iv. Cement Mortar mix case with 15% replacement

of c/w.

v. Cement Mortar mix case with 20% replacement

of c/w.

Moulding and Demoulding of specimens

A total of 170 specimens were casted during the

project work, 85 specimens of M-40 grade and 85

specimens M-60 grade concrete are casted for each of

the five mix cases considered. The specimens of cube

size 150mm X 150mm X 150mm were casted. After

curing the moulded specimens was stored in the

laboratory at the room temperature for 24hours.After

this period, the specimens were demoulded and

submerged in clean, fresh water of the curing tank.

Ages of curing

The specimens were cured for 28days.A total of

specimens for each period of curing for each of five

mix cases were tested and the recorded details of the

testing procedure and the results are given in

following sections.

Phase III

Phase III is about the mixing of cement concrete,

testing procedure for evaluating the strength

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parameters of cement mortar & Concrete specimens.

Moulding and curing of cement concrete specimens.

Mixing of cement concrete

Three mix cases with M-40 grade and M-60 grade of

concrete have been considered for both normal

concrete and carbide waste concrete. The mix design

is adopted as per IS: 10262-2009 for M-40 and

Erontroi and shacklok method for M-60 mixes as

follows.

i. Normal mix case of concrete in M-40 grade as

per IS: 10262-2009

ii. Concrete with 5% of partial replacement of

carbide waste in place of cement for M-40 and

M-60 grade as per IS: 10262-2009 and Erontroi

and shacklok method respectively.

iii. Concrete with 10% of partial replacement of


M-60 grade as per IS: 10262-2009and Erontroi


iv. Concrete with 15% of partial replacement of


M-60 grade as per IS: 10262-2009 and Erontroi


v. Concrete with 20% of partial replacement of


M-60 grade as per IS: 10262-2009and Erontroi


Test on Fresh Concrete

Workability, slump and compaction factor of

Carbide waste Concrete for M-40 grade

Workability, slump and compaction factor of Carbide waste concrete for M-60 grade

Moulding and demoulding of specimens

A total of 170 specimens were casted during the

project work which includes casting of 85 cubes

specimens of M-40 and 85 cubes specimen of M-60

grade. The details of dimensions of specimens are

specified below. After curing the moulded specimens

were stored in the laboratory at the room temperature

for 24hours. After this period, the specimens were

demoulded and submerged in clean, fresh water of

the curing tank.

Specimens moulded

Cubes specimens

i. Cube size: cube moulds of 150x150x150mm

size.

ii. Number of cubes :17 cubes at 0% c/w+17 cubes

at 5% c/w+17 cubes at 10% c/w +17 cubes at

15% c/w+17 cubes at 20% c/w

iii. Total number of cubes cast:85for M-40 and 85

for M-60 =170 cubes

Showing cubes casted

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Ages of Curing

i. The cubes specimens were cured for 28days for

normal and carbide waste concrete samples.

ii. After curing, the cube specimens were tested and

the recorded details of the testing procedure and

the results are given in the following sections.

Phase IV

Phase IV is about the testing procedure for evaluating

the strength parameters of cement mortar & concrete

specimens.

Testing procedure

Compression test

Compression test has been conducted confirming to

IS 516-1959(5), on the concrete specimens in the

universal testing 200MT. In this test, cube is placed

with the cast faces not in contact with the platens of

testing machine i.e., the position of the cube when

tested is at right angles to that cast. Load has been

applied at a constant rate of stress equal to 15

MPa/min according to relevant IS code and the load

at which the specimens failed has been recorded.

Thus from the results, compressive strengths of the

specimens have been obtained. After obtaining the

results of samples, they have been presented.

Furnace test

In this test each cube of varying proportions of

carbide waste is heated at different elevated

temperature i.e. from 200oc to 800oc. At each

temperature two cubes of same percentage of carbide

waste concrete cubes are heated for equal intervals of

one hour time and each cube is cooled to normal

room temperature. Once the cubes are cooled to

normal room temperature each cube is tested under

compression.

Showing cubes under heating

Showing cubes after heating

Showing heated cubes cooled at room temperature

MIX DESIGN FOR M-40 AND M-60 GRADE

CONCRETE

Indian standard code recommended guidelines of

concrete mix design are as per IS: 10262:2009.

For M-40

Mix proportions for trial

i. Cement = 461 kg/m3

ii. Water = 175 kg/m3

iii. Fine aggregate = 653 kg/m3

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iv. Coarse aggregate = 1225 kg/m3

v. W/C ratio = 0.38

Mix proportion is 1:1.4:2.6

For M-60

Experimental mix proportions

RESULTS AND DISCUSSIONS

Strength characteristics

Properties of mortar

i. Weight of cubes

Before conducting the different test on the specimen

the weight of each specimen is weighed and noted so

that all the specimens are within same range.

Weight of the cubes for M40 grade

Weight of the cubes for M60 grade

Compressive strength

The most common of all the parameters is the

compressive strength because it is a desirable

characteristic of concrete and also quantitatively

related to compressive strength.

Compressive strength for M40 grade (28 days)

Showing the graph of compressive strength values for

various proportions of carbide waste for M40 grade

Compressive strength values for M60 grade (28 days)

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Showing the graph of compressive strength values for

proportions of carbide waste for M60 grade

M40 grade loading values after heated to different

temperatures which were cooled to room temperature

Compressive strength values of M40 grade after

heated to evaluated temperatures

Showing the line graph of M40 grade specimens

compressive strength varying temperatures

Showing the bar graph of M40 specimens

compressive strength at varying temperature

Loading values obtained after heating the cubes to

different temperatures in KN for M-60 grade

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Compressive strength values of M-60 grade concrete

Showing the M-60 line graph of specimen

compressive strength at varying temperatures

Showing theM-60 Line Graph of Specimen Compressive Strength at Varying Temperatures

Discussions

i. The carbide waste concrete in fresh state is

observed to be workable. The Slump results

indicate a decreasing trend of workability

when the addition of percentage of the carbide

waste increases.

ii. M-40 grade has shown high compressive

strength at 10% partial replacement of carbide

waste

iii. M-60 grade has shown high compressive

strength at 5% partial replacement of carbide

waste.

iv. In furnace test M-40 grade has shown the high

compressive strength of 56.88 at 500 at 10%

partial replacement of carbide waste.

v. In furnace test M-40 grade has shown the

lowest compressive strength of 28.22 at 800 at

20% partial replacement of carbide waste.

vi. In furnace test M-60 grade has shown the high

compressive strength of 80.44 at 300 at 5%

partial replacement of carbide waste.

vii. In furnace test M-40 grade has shown the

lowest compressive strength of 38 at 800 at

20% partial replacement of carbide waste.

Tables show the variation of compressive strength

between normal concrete and carbide waste

concrete of M-40 and M-60 grades respectively.

Shows the % of increase of compressive strength for

M-40 grade when compared to normal concrete

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Shows the % of increase of compressive strength M-

60 grade when compared to normal concrete

CONCLUSIONS

i. For M-40 at 10% of carbide waste replacement

has high compressive strength of 53.60 N/mm2

when compared to remaining.

ii. After heated to different elevated temperature

only 5% to 10% replacement of carbide waste

has shown good results.

iii. For M-40 at 10% replacement the compressive

strength gradually increased to 56.88 N/mm2 at

500oC and decreased to 47.22 N/mm2 at 800oC.

iv. For M-40 grade at 10% of carbide waste there is

a 9.38% of increase of compressive strength

when compares to normal concrete.

v. After furnace there is a 10.42% of more

compressive strength at 200oC when compared

to normal concrete, 16.08% more compressive

strength at 500oC and there is an reduction of

compressive strength of 3.63% when compared

to normal concrete at 800oC.

vi. For M-60 grade concrete 5% replacement of

carbide waste has shown good results.

vii. For M-40 60 at 5% of carbide waste replacement

has high compressive strength of 79.6 N/mm2

when compared to remaining.

viii. After heated t different elevated temperature

only 5% replacement carbide waste has shown

good results.

ix. For 5% replacement the compressive strength

gradually increased to 80.44 N/mm2 at 300oC

and 400oC and decreased to 64 N/mm2 at 800oC.

x. For M-60 grade concrete at 5% of carbide waste

there is 10.14% increase of compressive strength

when compared to normal concrete.

xi. After furnace test there is 10.22% of more

compressive strength at 200oC and 11.30% of

more compressive strength that 500oC and there

is an 11.4% of decrease in the compressive

strength at 800oC when compared to normal

concrete.

xii. The mostbenfitin using the carbide waste is it is

an waste material

xiii. Carbide waste if completely cost free.

xiv. 5 to 10% replacement of carbide waste is

advisable.

REFERENCES

i. Aka AdefemiUsman Muhammad (2013) “Effect

of Admixture on fire Resistance of Ordinary

Portland Cement”. Civil and Environmental

Research ISSN 2222-1719 (paper) ISSN 2222-

2863 (Online) Vol.3 No.1, 2013.

ii. Md. AkhtarHossainRajashahi, Mohammad Nurul

Islam, Md. RajbulKarim (2010) 31st Conference

on Our World In Concrete & Structures. Online

Id: 100031022.

iii. Amad, A.H & Abdul Kareem O.M (2009)

“Effect of High Temperature on Mechanical

Properties of Concrete Containing Admixtures”

ISSN2222-1729.

iv. Balakrishnaiah D, Balaji K.V.G.D and

SrinivasaRao. P “Study of Mechanical Properties

of Concrete at Elevated Temperatures – A

Review” International Journal of Research and

Technology, Essin: 231921163.

v. C. SeliinRavikumar and T.S. Thandavamurthy.

“Investigation on Strength and Fire Resistant

Properties”. IOSR Journal of Mechanical and

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Civil Engineering (IOSR-JMCE) e-ISSN: 2278-

1684, p-ISSN: 2320-334X, Volume 9, issue 3

(Sep – Oct. 2013).

vi. ShwethaPatil, Dr. K.B.Prakash (2014) “Effect of

Mineral Admixtures on the resistance of

Concrete Subjected to Elevated temperatures-A

Review” International Journal of Advanced

Technology in Engineering and Science

www.ijates.com Volume No. 02, Issue No. 12,

December 2014 ISSN (online): 2348 – 7550.

vii. Tumadir m al-jabiri (2013): “Resistance of

Polymer Concrete to High Temperature” Journal

of Babylon University Engineering Sciences /

No (2) / Vol. (21): 2013.

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PERFORMANCE OF CARBIDE WASTE CONCRETE AT …ijpres.com/pdf31/24.pdf · composed of Portland cement and water combined with ... 5% of partial replacement of carbide waste shows high