ASIF 04 MS Thesis Presentation(Update)

7/31/2019 ASIF 04 MS Thesis Presentation(Update)

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A STUDY ON ACHIEVING HIGHER STRENGTH CONCRETE USING

CRUSHED BRICK AS COARSE AGGREGATE

A Thesis

Submitted to the Department of Civil Engineering

in partial fulfillment of the requirements for the

Degree of Master of Science in civil Engineering

By

MOHAMMAD ASIF IQBAL

Under the Supervision of

Prof. Dr. MOHAMMAD ABDURE RASHID

DEPARTMENT OF CIVIL ENGINEERING, DUET, GAZIPUR, BANGLADESH

JUNE, 2012.



AGENDA

Objectives of the Study

Brief Overview On Literature Review

Test Program

Different Analyses

Summary of Results

Conclusion Recommendation



OBJECTIVES WITH SPECIFIC AIMS AND POSSIBLE OUTCOMES

Motivation of the Study: Limited study conducted separately on the major parameters to achieve higher

strength concrete using crushed brick as coarse aggregate .

Objectives with Specific Aims:

To know the Influence of Water-Cement Ratio on the Strength of Concrete.

To know The Influence of Aggregate-Cement Ratio on the Compressive Strength.

To know the Influence of the coarse aggregate to fine aggregate ratio on concrete

strength.

To know the Influence of Maximum Size of Coarse Aggregate on the Strength of

Concrete.

To know the Influence of the coarse aggregate to fine aggregate ratio on concrete

strength.

To make a comparative study among the influences of major parameters of brick

aggregate concrete in increasing its strength.



Scope of the Study

Cylindrical compressive strength ( f’c) of concrete made with brick aggregate

and Ordinary Portland cement (ASTM Type-I) has been studied.

Aggregate to cement ratio (by volume) considered are 3.0, 4.5, and 6.0.

Water to cement ratio (by weight) considered are 0.40, 0.50, and 0.60.

Coarse aggregate to fine aggregate ratio (by volume) considered are 1.5,

2.0, and 2.5.

Maximum sizes of coarse aggregate used in the concrete are 12.5 mm, 19.0mm, and 25.0 mm.

Replacements (by weight) of cement by fly ash considered are 10% and

20%.



OUTLINES OF METHODOLOGY

Study and review the typical steps involved in a water-cement ratio.

Study and review the typical steps involved in a total aggregate-cement ratio.

Study and review the typical steps involved in a coarse aggregate-fine aggregate ratio.

Study and review the typical steps involved in a maximum size of coarse aggregate.

Study and review the typical steps involved in a partial replacement of Replacing

Cement by Fly ash on Concrete Strength

Study and review the typical mix ratios for first phase of study.

Study and review the typical mix ratios for second phase of study.



Test and review the coarse aggregate for different approaches.

Test and review the fine aggregate and fly ash.

Casting cylindrical specimens.

Curing of specimens

Preparing the test specimens

Testing cylinders

Test results

Conduct production data analysis.

Conduct conventional decline curve analysis..

Analysis and review the different approaches for performance prediction.

OUTLINES OF METHODOLOGY



BRIEF OVERVIEW ON LITERATURE REVIEW

WATER-CEMENT RATIO AGGREGATE-CEMENT RATIO

Fig. 2.1: The relation between strength and

water-cement ratio of concrete (Neville A M, 1995)

Fig 2.2 Strength versus various combinations

of cements and pozzolans (M. A. Caldarone, 2009

Fig 2.3 Effect of aggregate-cement ratio on the strengthof concrete (Neville A M, 1995)

Fig. 2.4 Typical relation between concrete strength andaggregate-cement ratio for various compacting factors(Bureau of Indian Standards, 1990)



Brief Overview On Literature Review

Influence of the coarse aggregate to fine aggregate

ratio on concrete strength

Max Size of Coarse Aggregate Replacing Cement by Fly ash

Fig 2.5 Influence of maximum size of aggregate onconcrete strength (M S Shetty, 1988)

Chandaprasirt et. al. (2005) studied on concrete

with fly ash as the partial replacement of Portland

cement at 0%, 20%, and 40% by weight.Monmohan and Mehta, (1981) The slower

reaction rate of many fly ashes is a real help in

limiting the amount of early temperature.

S K Duggal, (2008) The puzzolanic action is

very slow, an addition of fly ash up to 30 per centmay result in lower strength at 7 and 28 days, but

may be about equal at 3 months and may further

increase at ages greater than 3 months provided

curing is continued



Mixdesignation

Concrete mix ratio(by volume)

ratio(by vol.)

ratio (byvol.)

M-1 1 : 2 : 4 6.0 2.0

M-2 1 : 1.5 : 3 4.5 2.0

M-3 1 : 1 : 2 3.0 2.0

M-4 1 : 2.4 : 3.6 6.0 1.5

M-5 1 : 1.8 : 2.7 4.5 1.5

M-6 1 : 1.2 : 1.8 3.0 1.5

M-7 1 : 1.714 : 4.286 6.0 2.5

M-8 1 : 1.286 : 3.214 4.5 2.5

M-9 1 : 0.857 : 2.143 3.0 2.5

Table-3.1 Mix ratios and relatedvariables for the first phase of study

Test Program

Mix designation % rep fly ash (by weight) Age of concrete

MF-1

0.0

3

MF-2 7

MF-3 14

MF-4 28

MF-5 60

MF-6 90

MF-7

10.0

3 MF-8 7

MF-9 14

MF-10 28

MF-11 60

MF-12 90

MF-13

20.0

3

MF-14 7

MF-15 14

MF-16 28

MF-17 60

MF-18 90

NB: For all of the above mixes the mix ratio, the maximum size of coarse

aggregate, and the water-cement ratio considered are 1:1.5:3 (by vol.), 19.0 mm,

and 0.50 respectively.

Table-3.2 Mixes of the second phase of experimental study

Phase 1

Phase 2



PROPERTIES OF INGREDIENTS

Property of cement Test value

Normal consistency 28% Initial setting time 3 hr. 17 min.

Final setting time 5 hr. 45 min.

Compressive strength (7 days) 29.19 MPa

Compressive strength (28 days) 36 .52 MPa

Table 3.3 Properties of the cement, fine aggregate andcoarse aggregate used in the experiment respectively

Property of aggregates Test value of

25.0 mm down

graded khoa

19.0 mm down

graded khoa

12.5 mm down

graded khoa

Fineness modulus 7.073 6.782 6.258

Water absorption (%) 11.4 11.4 11.4

Unit weight ( Kg /m3) 1075.66 1091.87 1100.88

Property of aggregate Test value

Fineness modulus 3.48

Water absorption (%) 2.0

Unit weight ( Kg /m3) 1492.36



(a) 25 mm down graded (b) 19 mm down graded (c) 12.5 mm down graded

Fig. 3.1: Coarse aggregate used in the study

Fig 3.2 Fine aggregate

Property of fly ash Test value

Fineness 2808 cm2 /gm

Residue 24.75 %

Moisture 0.23 %

Loi (Loss on ignition) 3.6 %

Properties of fly ash used (as provided by the supplier)



1. Preparation of Coarse Aggregate

2. Casting Cylindrical Specimens

3. Curing of Specimens



(a) Specimen under grinding (b) Grinded specimens



Testing Cylinders

a) Concrete cylinder under testing (b) Failure of specimen

Fig. 3.6: Testing of concrete cylinder

During testing Failure point



Test Results Mix

designation

(Mix ratio)

W/C ratio Maximum

size of CA

(mm)

Concrete

compressive

strength

(MPa)

M-1(1 : 2 : 4)

0.40 25.0 28.43

19.0 36.64

12.5 29.83

0.50 25.0 29.52

19.0 28.57

12.5 28.49

0.60 25.0 33.88

19.0 24.57

12.5 28.48

M-2

(1 : 1.5 : 3) 0.40 25.0 33.74

19.0 36.62

12.5 35.31 0.50 25.0 30.30

19.0 32.69

12.5 32.66

0.60 25.0 17.89

19.0 29.97

12.5 29.31

M-3

(1 : 1 : 2) 0.40 25.0 34.68

19.0 35.29

12.5 35.57 0.50 25.0 33.66

19.0 36.56

12.5 37.97

0.60 25.0 25.66

19.0 26.70 12.5 28.96

M-4

(1: 2.4 :

3.6)

0.40 25.0 27.31

19.0 32.98

12.5 26.81

0.50 25.0 24.91

19.0 25.11

12.5 23.67

0.60 25.0 19.57

19.0 21.86

12.5 21.60

Max value

T R l



M-5

(1: 1.8 : 2.7) 0.40 25.0 34.72

19.0 28.04

12.5 34.35

0.50 25.0 25.19

19.0 29.86

12.5 29.13

0.60 25.0 23.39

19.0 21.16 12.5 23.11

M-6

(1: 1.2 : 1.8) 0.40 25.0 37.74

19.0 37.37

12.5 34.44

0.50 25.0 28.46 19.0 34.26

12.5 32.93

0.60 25.0 22.09

19.0 20.32

12.5 19.72

M-7

(1: 1.714 : 4.286)

0.40 25.0 28.21

19.0 28.36

12.5 26.16

0.50 25.0 17.28

19.0 21.35

12.5 21.79

0.60 25.0 17.38

19.0 16.03 12.5 14.93

M-8

(1: 1.286 : 3.214) 0.40 25.0 32.44

19.0 32.74

12.5 29.50

0.50 25.0 20.62 19.0 25.26

12.5 25.39

0.60 25.0 19.65

19.0 19.19

12.5 17.45

Test Results



M-9(1: 0.857 :

2.143)

0.40 25.0 31.7 19.0 27.05

12.5 34.10

0.50 25.0 30.68

19.0 26.74

12.5 27.93 0.60 25.0 19.54

19.0 23.34

12.5 18.69

Mix

designation

% replacement of

OPC by fly ash (by

weight)

Age of concrete

(day) Compressive

strength (MPa)

MF-1

0.0

3 12.04

MF-2 7 20.67

MF-3 14 24.54

MF-4 28 28.24

MF-5 60 33.94

MF-6 90 35.59

MF-7

10.0

3 9.347

MF-8 7 17.22

MF-9 14 21.14

MF-10 28 25.55

MF-11 60 31.40

MF-12 90 34.48

MF-13

20.0

3 7.236

MF-14 7 15.55

MF-15 14 17.25

MF-16 28 25.43

MF-17 60 30.67

MF-18 90 33.00

NB: For all of the above mixes the mix ratio, the maximum size of coarseaggregate, and the water-cement ratio considered are 1:1.5:3 (by vol.), 19.0

mm, and 0.50 respectively.

Table 3.8: Fly ash concrete mix

variables and their compressive strengths

Test Results



ANALYSIS AND DISCUSSION

2 / 0.88 / 7.3883.30 cwcw f

c (4.1)

Where, /

c f = Compressive strength.

W / C = Water to cement ratio.

y = -88x2

+ 38.7x + 30.83

R2

= 1

10

15

20

25

30

35

40

0.2 0.3 0.4 0.5 0.6 0.7

Water-cement ratio (by weight)

C o m p r e s s i v e s t r e n g t h ( M

P a

Fig. 4.1 Variation in concrete strength with the

variation in water-cement ratio

C A f c / 463.1185.34

(4.2)

Where, /

c f = Compressive strength

A / C = Aggregate to cement ratio..

y = -1.4633x + 34.185

R2 = 0.9955

10

15

20

25

30

35

40

2 3 4 5 6 7

Aggregate-cement ratio (by volume)

C o m p r e s s i v e s t r e n g t h ( M P a

Fig. 4.3 Variation in concrete strength with the variation in

aggregate-cement ratio

Influence of Various Parameters on Concrete Strength




4.48 / 79.82 / 5.212

FACAFACA f c (4.3)

Where,

/


CA/FA= Coarse aggregate to fine aggregate ratio.

y = -21.5x2

+ 82.79x - 48.4

R2

= 1

10

15

20

25

30

35

40

1 1.5 2 2.5 3

CA-FA ratio (by volume)



variation in CA-FA ratio

202.068.031.22 MaxS MaxS f

c (4.4)

Where,

/


MaxS= Maximum size of coarse aggregate.

y = -0.0196x2

+ 0.6774x + 22.305

R2

= 1

10

15

20

25

30

35

40

5 10 15 20 25 30

Maximum size of CA (mm)



variation in max size of CA

Influence of Various Parameters on Concrete Strength



ANALYSIS AND DISCUSSION( Max size = 12.5 mm , A / C ratio = 3.0 )

10

15

20

25

30

35

40

45

0.3 0.4 0.5 0.6 0.7

Water-cement ratio ( by w eight )

C o m p r e s s i v

e s t r e n g t h ,

f ' c

( M P a )

CA/FA ratio = 1.5

CA/FA ratio = 2.0

CA/FA ratio = 2.5

( Max size = 12.5 mm , A / C ratio = 4.5 )

10

15

20

25

30

35

40

45

0.3 0.4 0.5 0.6 0.7


C o m p r e s s i v e s t r e n g t h ,

f ' c ( M P a )

CA/FA ratio = 1.5

CA/FA ratio = 2.0

CA/FA ratio = 2.5

( Max size = 12.5 mm , A / C ratio = 6.0 )

10

15

20

25

30

35

40

45

0.3 0.4 0.5 0.6 0.7

Water-cement ratio ( by weight )

C o m p r e s s i v

e s t r e n g t h ,

f ' c ( M P a )

CA/F A ratio = 1.5

CA/FA ratio = 2.0

CA/FA ratio = 2.5

(a)(b) (c)

( Max size = 19 mm , A / C ratio = 3.0 )

10

15

20

25

30

35

40

45

0.3 0.4 0.5 0.6 0.7


C o m p r e s s i v e s t r e n g t h , f

' c ( M P a )

CA/FA ratio = 1.5

CA/FA ratio = 2.0

CA/FA ratio = 2.5


10

15

20

25

30

35

40

45

0.3 0.4 0.5 0.6 0.7Water-cement ratio ( by weight )


f ' c

( M P a )

CA/Fa rati o = 1.5

CA/FA ratio = 2.0

CA/FA ratio = 2.5

( Max size = 19 mm ,A / C ratio = 6.0 )

10

15

20

25

30

35

40

45

0.3 0.4 0.5 0.6 0.7

Water-cement ratio ( by weight )

C o m p r e s s i v e s t r e n g t h , f ' c ( M P a )

CA/FA ratio = 1.5

CA/FA ratio = 2.0

CA/FA ratio = 2.5

(d) (f)(e)


10

15

20

25

30

35

40

45

0.3 0.4 0.5 0.6 0.7



f ' c ( M P a )

CA/F A ratio = 1.5

CA/FA ratio = 2.0

CA/FA ratio = 2.5


10

15

20

25

30

35

40

45

0.3 0.4 0.5 0.6 0.7



f ' c ( M P a )

CA/FA ratio = 1.5

CA/FA ratio = 2.0

CA/FA ratio = 2.5


10

15

20

25

30

35

40

45

0.3 0.4 0.5 0.6 0.7


c o m p r e s s i v e s t r e n g t h ,

f ' c ( M P a )

CA/FA ratio = 1.5

CA/FA ratio = 2.0

CA/FA ratio = 2.5

Fig. 4.2 Influence of water - cement ratio on compressive strength of concrete

(h)(g) (i)

S S SC SS O




(a)(b) (c)

(d) (f)(e)

(h)(g) (i)

( Max CA size = 12.5 mm , W / C = 0.40 )

10

15

20

25

30

35

40

45

2 2.5 3 3.5 4 4.5 5 5.5 6 6.5

A / C ratio ( by volume )

C o m p r e s s i v e s t r e n

g t h ,

f ' c

( M p a )

CA/FA =1.5

CA/FA=2.0

CA/FA=2.5

( Max CA siz e = 12.50 mm , W / C = 0.50 )

10

15

20

25

30

35

40

45

2 2.5 3 3.5 4 4.5 5 5.5 6 6.5



f ' c

( M p a )

CA/FA=1.5

CA/FA=2.0

CA/FA=2.5

( Max CA size = 12.5 mm , W / C = 0.60 )

10

15

20

25

30

35

40

45

2 2.5 3 3.5 4 4.5 5 5.5 6 6.5



f ' c

( M p a )

CA/FA=0.60

CA/FA=2.0

CA/FA=2.5

( Max CA size = 19.0 mm , W / C = 0.40 )

10

15

20

25

30

35

40

45

2 2.5 3 3.5 4 4.5 5 5.5 6 6.5


C o m p r e s s i v e s t r e n g t , f ' c

( M p

a )

CA/FA=1.5

CA/FA=2.0

CA/FA=2.5

( Max CA size = 19 mm , W / C = 0.50 )

10

15

20

25

30

35

40

45

2 2.5 3 3.5 4 4.5 5 5.5 6 6.5



f ' c

( M p a )

CA/FA=1.5

CA/FA=2.0

CA/FA=2.5

( Max CA size = 19.0 mm , W / C = 0.60 )

10

15

20

25

30

35

40

45

2 2.5 3 3.5 4 4.5 5 5.5 6 6.5



f ' c

( M p a )

CA/FA =1.5

CA/FA=2.0

CA/FA=2.5

( Max CA size = 25 mm , W / C = 0.40 )

10

15

20

25

30

35

40

45

2 2.5 3 3.5 4 4.5 5 5.5 6 6.5



f ' c

( M p a )

CA/F A=1.5

CA/FA= 2.0

CA/FA=2.5

( Max CA size = 25.0 mm , W / C = 0.50 )

10

15

20

25

30

35

40

45

2 2.5 3 3.5 4 4.5 5 5.5 6 6.5



f ' c

( M p a )

CA/F A=1.5

CA/FA=2.0

CA/FA=2.5

( Max CA s ize = 25.0 mm , W / C = 0.60 )

10

15

20

25

30

35

40

45

2 2.5 3 3.5 4 4.5 5 5.5 6 6.5



f ' c ( M p a )

CA/FA =1.5

CA/FA=2.0

CA/FA=2.5

Fig. 4.4 Influence of aggregate - cement ratio on compressive strength of concrete





(a) (b) (c)

(d) (f)(e)

(h)(g) (i)

( Max size = 12.5 mm , w / c = 0.40 )

10

15

20

25

30

35

40

45

1 1.5 2 2.5 3

CA / FA ratio


f ' c

( M P a )

A/C ratio= 6.0

A/C ratio= 4.5

A/C ratio= 3.0

( Max size = 12.5 mm , w / c = 0.50 )

10

15

20

25

30

35

40

45

1 1.5 2 2.5 3

CA / FA ratio

C o m p r e s s i v e s

t r e n g t h , f ' c

( M P a ) A/C ratio= 6.0

A/C ratio= 4.5

A/C ratio= 3.0

(Max size = 12.5 mm ,w / c = 0.60 )

10

15

20

25

30

35

40

45

1 1.5 2 2.5 3

CA / FA ratio

C o m p r e s s i v e s

t r e n g t h , f ' c


A/C ratio= 4.5

A/C ratio= 3.0

( Max size = 19.0 mm , w / c = 0.40 )

10

15

20

25

30

35

40

45

1 1.5 2 2.5 3

CA / FA ratio

C o m p r e s s i v e s t r e n g t h , f ' c

( M P a )

A/C ratio= 6.0

A/C ratio= 4.5

A/C ratio= 3.0

( Max size = 19 mm , w / c = 0.5 )

10

15

20

25

30

35

40

45

1 1.5 2 2.5 3

CA / FA ratio

C o m p r e s s i v e s t r e n g t h , f

' c

( M P a )

A/C ratio= 6.0

A/C ratio= 4.5

A/C ratio= 3.0

( Max size = 19 mm , w / c = 0.60 )

10

15

20

25

30

35

40

45

1 1.5 2 2.5 3

CA / FA ratio


f ' c


A/C ratio= 4.5

A/C ratio= 3.0

( Max size = 25 mm , w / c = 0.40 )

10

15

20

25

30

35

40

45

1 1.5 2 2.5 3

CA / FA ratio

C o m p r e s s i v e s t r e n g t h , f ' c

( M P a )

A/C ratio= 6.0

A/C ratio= 4.5 A/C ratio= 3.0

(Max size = 25 mm , w / c = 0.50 )

10

15

20

25

30

35

40

45

1 1.5 2 2.5 3

CA / FA ratio

c o m p r e s s i v e s t r e n g t h , f ' c


A/C ratio= 4.5

A/C ratio= 3.0

( Max size = 25 mm , w / c = 0.60 )

10

15

20

25

30

35

40

45

1 1.5 2 2.5 3

CA / FA ratio


f ' c

( M p a ) A/C ratio= 6.0


Fig. 4.6 Influence of coarse aggregate –

fine aggregate ratio on compressive strength of concrete





(a) (b) (c)

(d) (f)(e)

(h)(g) (i)

( W / C = 0.40 , CA / FA = 1.5 )

10

15

20

25

30

35

40

45

10 15 20 25 30


C o m p r e s s i v e

s t r e n g t h ,

f ' c

( M P a )

A/C ratio= 6.0

A/C ratio= 4.5

A/C ratio= 3.0

( W / C = 0.50 , CA / FA = 1.5 )

10

15

20

25

30

35

40

45

10 15 20 25 30


C o m p r e s s i v e

s t r e n g t h ,

f ' c

( M P a )

A/C ratio= 6.0

A/C ratio= 4.5

A/C ratio= 3.0

( W / C = 0.60 , CA / FA = 1.5 )

10

15

20

25

30

35

40

45

10 15 20 25 30



f ' c

( M P a )

A/C ratio = 6.0

A/C ratio = 4.5

A/C ratio = 3.0

( W / C = 0.40 , CA / FA = 2.0 )

10

15

20

25

30

35

40

45

10 15 20 25 30



f ' c

( M P a )

A/C ratio= 6.0

A/C ratio= 4.5

A/C ratio= 3.0

( W / C = 0.50 , CA / FA = 2.0 )

10

15

20

25

30

35

40

45

10 15 20 25 30



f ' c (

M P a )

A/C ratio= 6.0

A/C ratio= 4.5

A/C ratio= 3.0

( W / C= 0.60 , CA / FA = 2.0 )

10

15

20

25

30

35

40

45

10 15 20 25 30



f ' c (

M P a ) A/C ratio= 6.0

A/C ratio= 4.5

A/C ratio= 3.0

( W / C = 0.40 , CA / FA = 2.5 )

10

15

20

25

30

35

40

45

10 15 20 25 30



f ' c

( M P a )


A/C ratio= 3.0

( W / C = 0.50 , CA / FA = 2.5 )

10

15

20

25

30

35

40

45

10 15 20 25 30



f ' c

( M P a )

A/C ratio= 6.0

A/C ratio= 4.5

A/C ratio= 3.0

( W / C = 0.60 , CA / FA = 2.5 )

10

15

20

25

30

35

40

45

10 15 20 25 30



f ' c

( M P a )

A/C ratio = 6.0

A/C ratio = 4.5

A/C ratio= 3.0

Fig. 4.8 Influence of maximum size of CA (mm) on compressive strength of concrete




( W / C = 0.50 , Max size =19 mm , CA / FA = 2 )

0

5

10

15

20

25

30

35

40

45

0 14 28 42 56 70 84 98

Curing time ( Days )

C o m p r e s s i v e s t

r e n g t h ,

f ' c ( M P a )

o % fly ash

10 % fly ash

20 % fly ash

Fig. 4.9 Influence of fly ash on compressive strength of concrete



CONCLUSION AND RECOMMENDATION

1. The compressive strength of brick aggregate concrete is found to increase with the decrease in

w/c ratio (from 0.60 through 0.40).

2. Concrete compressive strength increases linearly with the decrease in total aggregate (fineaggregate plus coarse aggregate) to cement ratio (A/C, by volume).

3. The compressive strengths of brick aggregate concretes are found to be highest for the coarse

aggregate to fine aggregate (CA/FA) ratio (by volume) of 2.0.

4. Within the test parameters considered in this study, the maximum size of coarse aggregate is

found to have no significant influence on the concrete compressive strengths.

5. At early ages the rate of strength development is lower for concrete containing fly ash (partial)

and the difference between the strengths of concretes with and without fly-ash is found to

decrease with the increase of concrete age.

6. The water-cement ratio has the highest influence on the compressive strength of brick aggregateconcrete. Next influential parameter is seen to be the total aggregate-cement ratio followed by that

of the maximum size of coarse aggregate. Where as, the coarse aggregate-fine aggregate (CA/FA)

of 2.0 has been found to yield the highest strength of concrete.

7. Concrete compressive strength of 37.97 MPa has been found using good quality brick

aggregates and without using any admixture for a water-cement ratio of 0.5, maximum size of

CA of 12.5 mm and a mix ratio of 1:1: 2 by volume.

RECOMMENDATIONS FOR FUTUR STUDY



RECOMMENDATIONS FOR FUTUR STUDY

On the basis of the present study following recommendations are suggested for future

study.

Achieving higher strength brick aggregate concrete considering water-cement ratio as

low as 0.25 (by weight) along with using appropriate admixture.

Tensile strength and stiffness of brick aggregate concrete can be studied considering

the same parameters as have been used in this study.

Effect of the grading of coarse aggregate on the properties of brick aggregate

concrete.

Effect of fly-ash on the properties of brick aggregate concrete considering partial

replacement of cement with fly-ash at an increment of 5% and up to 50%.

ASIF 04 MS Thesis Presentation(Update)

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Transcript of ASIF 04 MS Thesis Presentation(Update)