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GREEN CONCRETE

Pradip R. Choudhari1 and Dr. M.R. Wakchaure

2

1,2PG Scholar, Department Of Civil Engineering, Amrutvahini College of Engineering Sangamner, pune

University.

Abstract—The concrete is made with wastes which are eco-friendly so called as Green concrete. Green

concrete is revolutionary topic in the history of concrete industry. Concrete is an environmental friendly

material and the overall impact on the environment per ton of concrete is limited. The project covers the

aspect of choosing a required partial replacement of cement material and comparison to OPC for green

concrete; It presents the feasibility of the usage of by product materials like fly ash, query dust, marble

powder/ granules, plastic waste and recycled concrete and masonry as aggregates in concrete. The use of

fly ash in concrete contributes the reduction of greenhouse emissions with negative impacts on the

economy. To avoid the pollution and reuse the material, the present study is carried out. Thus, green

concrete is an excellent substituent of cement as it is cheaper, because it uses waste products, saving

energy consumption in the production.

Keywards— Environmental conditions, eco-friendly, fly ash

I. INTRODUCTION

Green concrete is revolutionary topic in history of concrete industry. This was first invented in

Denmark in year 1998. Green concrete has nothing to do with color. Green concrete is concept of using

eco-friendly material in concrete, to make the system more sustainable. Green concrete is very often and

also cheap to produce, because for example, waste product are use as a partial substitute for cement,

charges for the disposal of waste are avoided, energy consumption in production is lower, and durability

is greater.

The conventional concrete is one of the most widely used manmade building materials in the

world. It has numerous advantages such as easy operation, durability, steady mechanical property. This

advantages enable conventional concrete to be widely used in the field of civil bridges, roads, hydraulic

structure, etc. despite such advantages conventional concrete has some disadvantages such as high

energy and raw material consumption and environmental pollution etc. which tends to serious effect on

the image of conventional concrete as a sustainable material in this respect the concept of green concrete

is introduced.

The CO2 emission related to concrete production, inclusive of cement production, is between 0.1

to 0.2 tons per tons of produce concrete. Every one ton of cement produced leads to about 0.9 tons of

CO2 emission and 0.7643 m3 of concrete contains about 10% by weight of cement [1]. There have been

of ways for reducing the CO2emissions from concrete primarily, through the use of lower amount of

cement and higher amount of supplementary cementations material.

Figure 1: Cement Demand of India 2006-2015E (MT)

Volume: 02 Issue: 06 June– 2017 (IJRIER)

Available Online at : www.ijrier.com

The cement is used largely for housing i.e 67% & the minimum cement is used for industrial

construction which is shown in below diagram.

Figure 2: Segment-wise revenue

II. OBJECTIVE OF PROJECT

In order to make Portland cement–one of the main ingredients in ordinary cement–pulverized

limestone, clay, and sand are heated to 1450 degrees C using natural gas or coal as a fuel. This process is

responsible for 5 to 8 percent of all carbon dioxide (CO2) emissions worldwide. The manufacturing of

green concrete releases has up to 80 percent fewer CO2 emissions. As a part of a global effort to reduce

emissions, switching over completely to using green concrete for construction will help considerably.

To reduce the use of natural resources such as limestone, shale, clay, natural river sand, natural rocks

that are being consume for the development of human mankind that are not given back to the earth.

If you use less Portland cement and more fly ash while making concrete, then you will use less

energy. The materials that are used in Portland cement require huge amounts of coal or natural gas

to heat it up to the appropriate temperature to turn them into Portland cement. Fly ash already exists

as a byproduct of another industrial process so you are not expending much more energy to use it to

create green concrete.

Use of waste materials in concrete that also prevents the large area of land that is used for the

storage of waste materials that result in the air, land and water pollution.

Use of concrete industries own residual products.

Use of new types of residual products, previously land-filled or disposed of in other ways.

CO2 neutral waste-derived fuels shall replace at least 10% of the fossil fuels in cement production.

III. SCOPE OF PROJECT

1. Green concrete gains strength faster and has a lower rate of shrinkage than concrete made only

from Portland cement. Structures built using green concrete have a better chance of surviving a

fire (it can withstand temperatures of up to 2400 degrees). Therefore in factory region the green

concrete will be used as replacement of conventional concrete.

2. The green concrete will widely use in future because it reduces environmental impact and also

economical.

3. Low budget project can be constructed using green concrete.

4. The green concrete made with concrete wastes therefore it will be widely use in India as industry

does not have land to dispose waste.

III. STUDY OF MATERIAL

SUPPLEMENTARY CEMENTATIONS MATERIAL (SCM)

SCM is nothing but the supplementary cementations material which is used to make cement

during construction. In green concrete, the cement is replaced by Fly Ash, Red Mud, Sugarcane Baggage

Ash (SCBA), Rice Husk Ash (RHA), Ground Granulated Blast Furnace Slag (GGBS), and Quarry

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Stone. If the more amount of SCM is added in cement the cement is reduced in the construction at most.

The economy and also the eco-friendly construction are achieve.

A. Sugarcane Bagasse Ash (SCBA)

Bagasse is the waste produced after juice extraction in sugar industry, which is usually used as a

fuel for boilers in the sugar mills and alcohol factories which produce high amounts of ash annually.

Previously the sugar cane bagasse (SCB) was burnt as a means of solid waste disposal, with increasing

of the cost of natural gas, electricity, and fuel oil and with calorific properties of these wastes; since last

decade the SCB has been used as the principal fuel in cogeneration plants to produce electric power.

Sugarcane Bagasse Ash (SCBA) is usually obtained under uncontrolled burning conditions in

boilers, thus the ash may contain black particles due to the presence of carbon and crystalline silica when

burning occurs under high temperature (above 800 °C) or for a prolonged time[10]. The quality of the

ash can be improved by controlling parameters such as temperature, rate of heating. When the SCB is

burnt under controlled conditions it may produce ash with high amorphous silica, which has the

pozzolanic properties.

Figure 3: Burned Bagasse Ash

Table 1: Composition of Bagasse [10]

S/No. Component MASS%

1 Silicon dioxide (SiO2) 78.34

2 Aluminium (Al2) 8.55

3 Iron (ll) 0xide (Fe2O) 3.61

4 Calsium oxide (CaO) 2.15

5 Sodium oxide (Na2O) 0.12

6 Potassium oxide (K2O) 3.46

7 Magnesium oxide (MnO) 0.13

8 Titanium dioxide (TiO2) 0.50

9 Barium oxide (BaO) <0.16

10 Phosphorous pentoxide (P2O5) 1.07

11 LOSS OF IGNITION 0.42

B. Silica fume (SF)

Silica fume, also known as micro silica, is an amorphous (non-crystalline) polymorph of silicon

dioxide, silica. It is an ultrafine powder collected as a by-product of the silicon and ferrosilicon alloy

production and consists of spherical particles with an average particle diameter of 150 nm. The main

field of application is as pozzolanic material for high performance concrete.

It is sometimes confused with fumed silica (also known as pyrogenic silica. However, the

production process, particle characteristics and fields of application of fumed silica are all different from

those of silica fume

During the last three decades, great strides have been taken in improving the performance of

concrete as a construction material. Particularly Silica Fume (SF) and fly ash individually or in

combination are indispensable in production of high strength concrete for practical application. The use

of silica fume as a pozzolana has increased worldwide attention over the recent years because when


https://en.wikipedia.org/wiki/Amorphous

https://en.wikipedia.org/wiki/Silicon_dioxide

https://en.wikipedia.org/wiki/Silicon_dioxide

https://en.wikipedia.org/wiki/Silica

https://en.wikipedia.org/wiki/Pozzolan

https://en.wikipedia.org/wiki/Fumed_silica



properly used it as certain percent, it can enhance various properties of concrete both in the fresh as well

as in hardened states like cohesiveness, strength, permeability and durability. Silica fume concrete may

be appropriate in places where high abrasion resistance and low permeability are of utmost importance

or where very high cohesive mixes are required to avoid segregation and bleeding.

Silica fume is a byproduct in the production of silicon alloys such as ferro-chromium, ferro-

manganese, calcium silicon etc. which also creates environmental pollution and health hazard. From the

study carried out by Ray, it is found that compressive strength increased by about 21%, flexural strength

by 35% and split tensile strength by 10% when silica fume was added (5-12.5) % with a increment of

2.5% on a high slump concrete. Joshi observed that reduction in cement content at fixed water cement

ratio was not detrimental to fresh and hardened concrete properties and may actually improve

performance when silica fume was added as 10% by weight of cement content.

During the viaduct construction between J.J hospital and Crawford market in Mumbai, Saini has

undergone a research work based on high performance concrete (HPC) of grade M75 where SF was

added @10% by weight of cement to ensure durability of the structure. They found 28days compressive

strength of HPC varied between 79.6 to 81.3 MPa indicating good control of quality of concrete.

Figure 4: Silica fume

Table no 2: Composition of silica fume[19]

Property Value

Particle size

(typical)

< 1 micro m

Bulk density 130–430 kg/m3

Specific gravity 2.22

Surface area 13,000–30,000 m2 /kg

C. Fly Ash

The use of fly ash has a number of advantages. It is theoretically possible to replace 100% of

Portland cement by fly ash, but replacement levels above 80% generally require a chemical activator [4].

Moreover, fly ash can improve certain properties of concrete, such as strength. Since it generates less

heat of hydration, it is particularly well suited for mass concrete applications. Fly ash is also widely

available, namely wherever coal is being burned. Another advantage is the fact that fly ash is still less

expensive than Portland cement. Maybe most important, as a byproduct of coal combustion fly ash

would be a waste product to be disposed of at great cost, if we don‘t make good use of it. By utilizing its

cementitious properties of fly ash, we are making best use of its value.

Figure 5: Fly Ash




Table 3: Physico-chemical properties of fly ash [13]

S/No. Parameter Permissible value as per IS 3812-2003

1 Specific surface area >250 m2/Kg

2 Particle retained on 45 micron sieve <35%

3 Compressive strength at 28 days >39-43 N/mm2

4 Soundness <8%

5 Silica + alumina +

Iron oxide content

>70%

6 Silica 35%

7 Sulfur as SO3 <0.3%

8 MgO <0.5%

9 Loss on ignition <1.5%

10 Available alkalies as

Na2O

1.5%

11 Chlorides 0.05%

D. Rise Husk Ash

The Rice milling generates a byproduct know as husk. This surrounds the paddy grain. During

milling of paddy about 78 % of weight is received as rice, broken rice and bran .Rest 22 % of the weight

of paddy is received as husk [4]. This husk is used as fuel in the rice mills to generate steam for the

parboiling process. This husk contains about 75 % organic volatile matter and the balance 25 % of the

weight of this husk is converted into ash during the firing process, is known as rice husk ash (RHA).

This RHA in turn contains around 85 % - 90 % amorphous silica. Rice husk ash is not yet commercially

available. Along with fly ash and granulated blast furnace slag, rice husk ash, when it becomes

commercially available, will be the most significant supplementary cementitious material for use as a

partial replacement for Portland cement in concrete to reduce CO2 emissions. Rice covers 1% of the

earth‗s surface and is a primary source of food for billions of people. Globally, approximately 600

million tons of rice paddy are produced each year [4]. On average 20% of the rice paddy is husk, giving

an annual total production of 120 million tones.

Figure 6: Unburned rice husk

Figure 7: Burned rice husk ash




Table 4: Properties of Rice husk ash [8]

S/

No

.

Parameters Values

1 Silicon dioxide

(SiO2)

87.20%

2 Aluminium oxide

(Al2O3)

0.15%

3 Ferric oxide (Fe2O3) 0.16%

4 Calcium oxide (CaO) 0.55%

5 Magnesium oxide

(MgO)

0.35%

6 Sulphur trioxide

(SO2)

0.24%

7 Carbon (C) 5.91%

8 Loss of Ignition 5.44%

9 Fineness passing 45

micron

96%

10 Mineralogy Non

crystalline

11 Shape Irregular

E. Ground Granulated Blast Furnace Slag (GGBS)

Ground granulated blast furnace slag (GGBFS) is another excellent cementitious material. It is

obtained by quenching molten iron slag (a by-product of iron and steel making) from a blast furnace in

water or steam, to produce a glassy, granular a very economical material for carrying vertical loads in

high-rise structures. Until a few years ago, 41.36 mpa concrete was considered to be high strength [4].

Today, using silica fume, concrete with compressive strength in excess of 103.42 mpa can be readily

produced [4].

Figure 8: GGBS

Table 5: Chemical composition of GGBS [14]

S/No. Constituents Percentage

1 (Silicon dioxide) SiO2 34.4

2 (aluminium oxide) Al2O3 21.5

3 (iron oxide) Fe2O3 0.2

4 (calcium oxide) CaO 33.2

5 (magnesium oxide) MgO 9.5




6 (potassium oxide) K2O 0.39

7 (sodium oxide) Na2O 0.34

8 (sulfur trioxide) SO3 0.66

IV. METHODOLOGY

The methodology use for this project is calculation of material by mix design of concrete as follows

A. Material Calculation By Volume Batching

Volume of cube = 0.15×0.15×0.15

(for one cube) = 3.375×10-3

No of cube = 36 cube casting

Wet volume = 36×3.375×10-3

= 0.1215 m3

Adding wastages 30% & uneven voids 34%

Dry volume = 1.52×0.1215

= 0.18468 m3

Cement = 0.18468/1+1+2

= 0.04617 m3

No of bags = 0.04617/0.035

= 1.32 bags

Cement in kg = 1.32×50 = 66kg

Fine aggregate = 66×1 = 66 kg

Coarse aggregate = 66×2 = 132 kg

Coarse aggregate 1 = 132/2 = 66 kg

Coarse aggregate 2 = 132/2 = 66 kg

B. Data Required For Concrete Mix Design [20]

i) Concrete Mix Design Stipulation

a) Characteristic compressive strength required in the field at 28 days grade designation — M 25

b) Nominal maximum size of aggregate — 20 mm

c) Shape of CA — Angular

d) Degree of workability required at site — 50-75 mm (slump)

e) Degree of quality control available at site — As per IS:456

f) Type of exposure the structure will be subjected to (as defined in IS: 456) — Mild

g) Type of cement: OPC 53 grade

ii) Test data of material (to be determined in the laboratory)

a) Specific gravity of cement — 3.15

b) Specific gravity of FA — 2.64

c) Specific gravity of CA1 — 2.65

d) Specific gravity of CA2 — 2.93

e) Aggregate are assumed to be in saturated surface dry condition.

f) Fine aggregates confirm to Zone II of IS – 383

C. Procedure For Concrete Mix Design Of M25 Grade Concrete

STEP 1: Determination of Target Strength

Himsworth constant for 5% risk factor is 1.65. In this case standard deviation is taken from IS: 456

against M 25 is 4.0.

ftarget = fck + 1.65 × S = 25 + 1.65 ×4.0




= 31.6 N/mm2

Where,

S = standard deviation in N/mm2 = 4 (as per table -1 of IS 10262- 2009)

STEP 2: Selection of water / cement ratio

From Table 5 of IS 456, (page no 20)

Maximum water-cement ratio for Mild exposure condition = 0.55

Based on experience, adopt water-cement ratio as 0.45

0.45 < 0.55, hence OK.

STEP 3: Selection of Water Content

From Table 2 of IS 10262- 2009,

Maximum water content = 186 Kg (for Nominal maximum size of aggregate — 20 mm)

Estimated water content = 186 + (3 / 100) ×186

= 191.6 kg /m3

STEP 4: Selection of Cement Content

Water-cement ratio = 0.45

Corrected water content = 191.6 kg /m3

Cement content =

From Table 5 of IS 456,

Minimum cement Content for mild exposure condition = 300 kg/m3

383.2 kg/m3 > 300 kg/m3, hence, OK.

This value is to be checked for durability requirement from IS: 456.

In the present example against mild exposure and for the case of reinforced concrete the

minimum cement content is 300 kg/m3 which is less than 383.2 kg/m3. Hence cement content adopted =

383.2 kg/m3.

As per clause 8.2.4.2 of IS: 456

Maximum cement content = 450 kg/m3.

STEP 5: Estimation of Coarse Aggregate proportion

From Table 3 of IS 10262- 2009,

For Nominal maximum size of aggregate = 20 mm,

Zone of fine aggregate = Zone II

And For w/c = 0.45

Volume of coarse aggregate per unit volume of total aggregate = 0.62

Parameters Values as per Standard

reference condition

Values as

per

Present

Problem

Depa

rture

Correcti

on in

Water

Content

Slump 25-50 mm 50-75 25

(+3/25)

x 25 =

+3

Shape of Aggregate Angular Angular Nil –

Total +3




STEP 6: Estimation of the mix ingredients

a) Volume of concrete = 1 m3

b) Volume of cement = (Mass of cement / Specific gravity of cement) × (1/100)

= (383.2/3.15) × (1/1000)

= 0.122 m3

c) Volume of water = (Mass of water / Specific gravity of water) × (1/1000)

= (191.6/1) × (1/1000)

= 0.1916 m3

d) Volume of total aggregates = a – (b + c )

= 1 – (0.122 + 0.1916)

= 0.6864 m3

e) Mass of coarse aggregates

= 0.6864 × 0.558 × 2.84 × 1000

= 1087.75 kg/m3

f) Mass of fine aggregates = =0.6864 × 0.442 ×

2.64 ×1000

= 800.94 kg/m3

Recommended mix proportion of ingredients for grade of concrete M25:

From Compressive Strength vs. c/w graph for target strength 31.6 MPa we get,

W/c = 0.44

Water content = 197.4 kg/m3

Cement content = (197.4 / 0.44) = 448.6 kg/m3

Volume of all in aggregate = 1 – [{448.6 / (3.15 × 1000)} + (197.4 / 1000)] = 0.660 m3

A reduction of 0.05 in w/c will entail and increase of coarse aggregate fraction by 0.01.

Coarse aggregate fraction = 0.558 + 0.01 = 0.568

Volume of fine aggregate = 1 – 0.568 = 0.432

Mass of coarse aggregate = 0.660 × 0.568 × 2.84 × 1000 = 1064.65 kg/m3

Mass of fine aggregate = 0.660 × 0.432 × 2.64 × 1000 = 752.71 kg/m3

V. EXPERIMENTAL WORK AND TEST

COMPRESSION TEST

The tests are required to determine the strength of concrete and therefore its suitability for the job.

IS : 516-1959 – Methods of tests for strength of concrete.

The tests are required to determine the strength of concrete and therefore its suitability for the job.

Compressive strength is calculate using the following formula

Compressive strength (kg/cm2) = Wf / Ap

Where

Wf = Maximum applied load just before load, (kg)

Ap = Plan area of cube mould, (mm2)




VI. RESULT AND DISCUSSION

Table 7: Result Table

0

10

20

30

40

50

60

7 days 14 days 28 days

OPC

SBA 10%

SBA 20%

SF 10%

SF 20%

C1

C2

Figure 9: Chart

M

AT

ER

IA

L

O

PC

%

%

REP

LAC

E

MAT

ERI

AL

LOAD (KN) COMPRESTI

ON

STRENGTH

(Mpa)

7

DA

YS

14

DA

YS

28

DA

YS

7

D

A

Y

S

14

D

A

YS

28

DA

YS

OP

C

10

0

0 376.

8

506.

2

562.

5

16

.7

22.

5

25

SB

A

90 10 300 360 112

0

13

.3

16 49.

77

80 20 320 460 860 14

.2

20.

4

38.

22

SF 90 10 380 430 820 16

.8

19.

1

36.

44

80 20 350 427.

5

625 15

.5

19 27.

77

C

1

75 SBA

10 +

SF

15

350 580 740 15

.5

25.

7

32.

88

C

2

75 SBA

15 +

SF

10

450 650 450 20 28.

8

20




VII. CONCLUSION

The study described here is a part of a continuing investigation of some author that they observed

that partially replacement of cement gives good result hence reducing the overall cement production. The

focus of the present work is to reduce the overall cement production and generation or production of

such cement which is ecofriendly. From the investigations carried out, a number of conclusions may be

deduced.

They concluded that the SCBA in blended concrete had significantly higher compressive

strength, tensile strength, and flexural strength compare to that of the concrete without SCBA. It was

found that the cement could be advantageously replaced with SCBA up to maximum limit of10%.

Although, the optimal level of SCBA content was achieved with 1.0% replacement. Partial replacement

of cement by SCBA increases workability of fresh concrete; therefore use of super plasticizer is not

substantial. The density of concrete decreases with increase in SCBA content ,low weight concrete

produced in the society with waste materials (SCBA).

They also concluded that reduction in cement content at fixed water cement ratio was not

detrimental to fresh and hardened concrete properties and may actually improve performance when silica

fume was added as 10% by weight of cement content.

Following conclusions may be drawn based on the test results, observation and discussion for the

grade of concrete (M25) investigated:

At 7 days, SBA 20% & SF 20% gives good results but the C2 gives excellent result.

At 14 days, SBA 20% & C1 gives good result but C2 gives best result.

At 28 days, the picture is change at 28 days, the SBA10% & SBA 20% gives excellent results.

It may be concluded that SBA gives more good result. The combination of SBA & SF used to

build less important structure.

SBA can replace with cement by 10% and used in concrete will gives best result and also it is used

for light weight structure.

VIII. ACKNOWLEDGMENT

It gives me immense pleasure in submitting my paper of project work towards the partial

fulfillment of M.E. (Structure) course. I take this august opportunity to sincerely show panegyrics and

thank my guide Dr. Wakchaure M.R. and co-guide Dr. Mate N.U. who timely suggestions and valuable

inputs helped me a lot throughout the duration of my efforts on this paper.

I am also indebted to Dr. Gurav J.B. Head of the Department for their counsel and constructive

guidance, active interest and constant encouragement.

I am also grateful to all support staff of our department for providing laboratory and internet

facilities. Last but not the list; I am thankful to my parents, friends my classmates and colleagues who

help to sustain my determination to accomplish this work in spite of many hurdles

REFERENCES

[1] Chiraggarg and Aakashjain , ―Green concrete: Efficient and eco- friendly construction materials‖, International journal of

research in engineering and tech, volume 2 Issue, feb 2014, 259-264

[2] Kakamare M. S., Nair V. V., ―Sustainable Constructional material and tech: Green concrete‖, International journal of

advance technology in engineering and science, Vol. 03, Special issue 02, Feb 15, 310-314.

[3] Rajiwala D. B., Patil H. S., Sankalp, ―High performance green concrete‖, Civil engineering and architecture (1), 1-6,

2013.

[4] Karman wangchuk, KelzangTsheten, KingaTeeze, loday,―Green concrete for sustainable construction‖, International

journal of research Engg. and Tech, volume 2 issue: 11, Nov 13, 143-144




[5] M. Shaulhameed& A. S. S. Sekar, ―Properties of green concrete containing quarry rock Dust and marble sludge powder

as fine aggregate‖, ARPN journal of engineering and applied science, Vol. 04, No. 04 June 2009

[6] Chetna M.Vyas, Darshana R. Bhaat,―Concept of green concrete using construction demolished waste as recycle course

aggregate‖, Intentional journal of engineering Trends and Tech, Vol. Issue 07 July 2013.

[7] Yogendra O. Patil, P. N.Patil, Arun Kumar Drivedi, ―GGBS as partial replacement of OPC in cement concrete an

experimental study‖, International journal o Scientific research, Vol. 2, issue 11, Nov13, 189-191

[8] Naveen, SumitBansal&YogendraAntil,―Effect on rise husk on compressive strength of concrete‖, International journal on

emerging technologies, 144-150, 04 Jun 2015.

[9] S. L. Patil, J N Kale, S Suman, ―Fly ash concrete: A technical analysis for compressive strength‖, International journal of

advance engineering Research and studies, Vol. Issue 1, Oct-Dec 2012,128-129

[10] R. Srinivasan ,K.bathiya,―Experimental study on bagasse ash in concrete‖, International journal for service learning

Engg. , Vol. 5. No 2, PP 60-66, Fall 2010

[11] D.Linorametilda, C Selvamony, R Anandakumar and A.Seeni, ―Investigation on optimum possibility of replacing cement

partially by red mud in concrete‖, academic journal, Vol. 1014, PP 137-143, 28 Feb 2015

[12] M.S. Shetty, Concrete technology, pp1-26 &Santa kumar, Concrete technology, pp32-36

[13] IS: 3812 (Part 1) – 2003, ―Specification for Pulverized Fuel Ash,Part 1: For Use as Pozzolana in Cement, Cement Mortar

and Concrete [CED 2: Cement and Concrete]‖, Bureau Of Indian Standards, October 2003

[14] IS : 12089–1987, ―Specification for granulated slag for the manufacture of Portland slag cement‖, Bureau Of Indian

Standards, November 1987

[15] IS :10262 – 2009, ―Guidelines for concrete mix design proportioning [CED 2: Cement and Concrete]‖, Bureau Of Indian

Standards, July 2009

[16] IS : 2386 (Part 3) – 1963, ―Methods of test for aggregates for concrete, Part 3: Specific gravity, density, voids,

absorption and bulking [CED 2: Cement and Concrete]‖, Bureau Of Indian Standards, October 1963

[17] IS : 12269 – 1987, ―53 grade ordinary Portland cement [CED 2:Cement and Concrete]‖, Bureau Of Indian Standards,

March 2013

[18] IS : 516 – 1959, ―Method of Tests for Strength of Concrete[CED 2: Cement and Concrete]‖, Bureau Of Indian Standards,

December 1959

[19] Dilip Kumar Singha Roy & Amitava Sil, ―Effect of Partial Replacement of Cement by Silica Fume on Hardened

Concrete‖, International Journal of Emerging Technology and Advanced Engineering, ISSN 2250-2459, Volume 2, Issue

8, August 2012

[20] IS : 456 – 2000, ―Plain And Reinforced Concrete‖, Bureau Of Indian Standards, July 2000


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