effect of using limestone as a partial sustainable ... · effect of using limestone as a partial...

Journal of Engineering and Sustainable Development Vol. 22, No.02 (Part -1), March 2018 www.jeasd.org (ISSN 2520-0917)

The fourth Scientific Engineering and First Sustainable Engineering Conference

30

2018(, اراس1-)انجضء 2, انعذد22انجهذ

ISSN 2520-0917 10.31272/jeasd.2018.2.3

EFFECT OF USING LIMESTONE AS A PARTIAL

SUSTAINABLE MATERIAL ON DRYING SHRINKAGE OF

CONCRETE

Dr. Mouhamed Mosleh Salman1, *

Jasmine Majed Taofeq2

1) Prof., Architecture Engineering Department, Mustansiriyah University, Baghdad, Iraq

2) Instructor, Civil Engineering Department, Mustansiriyah University, Baghdad, Iraq

Abstract : Drying shrinkage can be reduced by using maximum practical amount of aggregate in the

mix lowest water to cement ratio or by using some material helps to reduce shrinkage .Therefore

different percentage of limestone ( 0 -10 -20 -30 %) were used by replacement of cement in both

conventional and self-compacting concrete for studying strength and drying shrinkage .For each mix

nine cubes (150 ×150 ×150 mm) for compressive strength ,six prisms (100 ×100 ×500 mm) for flexural

strength,six cylinders ( 100 ×300 mm) for tensile splitting strength and four prisms (75 ×75 ×285 mm)

for shrinkage test . Also, some tests such as slump flow, L-box and V-funnel made on fresh concrete

for testing workability and segregation. The results increased by increasing filler material for all fresh

concrete test except blocking ratio of L-box and maximum strength for CC was 45.84 MPa at 28 days

when replaced 30 % of cement by limestone and 36 MPa at 56 days at 0% replacement for SCC.

Maximum flexural for SCC was 2.50 MPa at 56 days with 30% replacement and 2.73 MPa for CC at

56 days with 0% replacement. Maximum splitting strength was 5.10 MPa at 56 days with 10%

replacement for SCC and 4.11 MPa for CC at 28 days and 30% replacement. While for shrinkage test,

the result was 557.5 micro strain at air and 390.3 micro strain for water at 90 days and 30%

replacement for CC. while 680.5 micro strain at air and 436.1 micro strain for water at 90 days and

30% replacement for SCC.

KeyWords: Self-compacting concrete, Limestone, Shrinkage, Compressive strength, Splitting strength, Flexure strength.

تأثير استخذام الغبرة كمادة مستبذلت جزئيا من السمنت على انكماش الجفاف للخرسانت

سج او بأسخخذاو اناء/انطت وكت قههت ي سبت ك حقههه بأسخخذاو كاث كبشة ي انشكاو ف انخهانجفاف اكاشالخالصت :

%( حى اضافخها كادة يسخبذنت جضئا 30-20-10-0االكاش ,نزنك سب يخخهفت ي انغبشة )يىاد يضافت حعم او حساعذ عهى حقهم

×150×150يكعباث بأبعاد ) 9بذل انسج نكم ي انخشسات انعادت وانخشسات راحت انشص نذساست انقاويت واكاش انجفاف .

يى( نقايت انشذ و 300×100أسطىااث بأبعاد ) 6يى( نقايت االثاء ,500×100×100يىاشش بأبعاد ) 6يى( نقايت االضغاط ,150

يى( نفحض االكاش .285×75×75يىاشش بأبعاد ) 4

*[email protected]

http://[email protected]/



31

نفحض قابهت انخشغم واالعضال.( V-funnel) وفحض Slump flow)يثم فحض) اضافت نبعض انفحىطاث نهخشسات انطشت

واعظى يقاويت اضغاط نهخشسات انعادت (L-Box)انخائج بج صادة ف انقى بضادة انادة انضافت نكم انفحىطاث يا عذا فحض

45.84 MPa و30بسبت اسخبذال ىو 28عانجت عذ ي %MPa 36 نهخشسات راحت 0ىو عذ سبت اسخبذال 56عذ يعانجت %

ىو بسبت 28عذ يعانجت 4.11%نهخشسات راحت انشص و 10ىو بسبت 56عذ يعانجت 5.10انشص. اعظى يقايت اثاء كاج

ياكشوسخش نهعانجت ف 390.3نهعانجت ف انهىاء و ياكشوسخش 557.5% اسخبذال نهخشسات انعادت .با االكاش كا 30

ياكشوسخش 680.5%.با اكاش انخشسات راحت انشص ف انهىاء كاج 30ىو وسبت اسخبذال 90اناء نهخشسات انعادت بعش

% اضا.30ىو وسبت اسخبذال 90ياكشوسخش نهعانجت ف اناء بعش 436.1و

1. Introduction

The common cause of cracking in concrete is shrinkage due to drying. This type of

shrinkage is caused by the loss of moisture from the cement paste constituent, which

can shrink by as much as 1% per unit length .unfortunately ,aggregate provides

internal restraint that reduces the magnitude of this volume change to about 0.05%

.upon wetting ,concrete tends to expand. If the shrinkage of concrete could take place

without any restraint ,the concrete would not crack .It is the combination of shrinkage

and restraint ,which is usually provided by another part of the structure or by the

subgrade that causes the tensile strength of stresses to develop .When the tensile

stresses of concrete are exceeded ,it will crack .Cracks may propagate at much lower

stresses than are required to cause crack initiation .[1] For these problems many of

investigations made to develop concrete ,so limestone in different percentage replaced

by cement to develop concrete and reduce cracks .

2. Experimental Procedure

To investigate the drying shrinkage of self-compacting concrete, eight mixes was

made with local material such as limestone with different percentage (0 -10 -20 -30%)

,four mixes for conventional concrete and the other for self-compacting concrete to

get 30 MPa for compressive strength at 28 days .

3. Materials

3.1 Cement

Sulphate resistant Portland cement type V traditionally named Al-Geser complies

with the Iraqi standards was used (IQS No.5/1984). [2]

3.2 Aggregate

3.2.1 Fine aggregate

It was yellowish brown coloured sand with rounded shaped particles and the

grading of this sand satisfies Iraqi Standard Specification No.45-1984 [3]



32

3.2.2 Coarse aggregate

The crushed gravel has a nominal maximum size of 5-10 mm and with a grading

that satisfies the Iraqi Standard Specifications No. 45- 1984 [3].

3.3 Limestone Powder

The use of limestone in the construction industry had been growing due to good

strength, low possibility of alkali-silica response and the reduction in drying

shrinkage in concrete. Limestone powder from local market was used and the

fineness of the grading material was high (9850) cm2/gm. This powder completely

passes the sieve size 0.125 mm.

3.4 Superplasticizer

A high performance concrete superplasticizer based on a unique carboxylic ether

polymer with long lateral chains is used. The commercial name of this material is

''Glenium 51'', [4].

4. Proportioning and mixing of constituent

4.1 self-compacting concrete

The SCC mixes are prepared according to the “Specification and Guidelines for

SCC” EFNARC 2002 [5]. The mix proportions of self-compacting concrete are

shown in “Table1”

Table 1. Mix proportions of self-compacting concretes

Mix

Symbol

Mix proportions kg/m3

Filler C:S:G:W

(by weight) Water

(W)

Cement

(C)

Sand

(S)

Gravel

(G)

*SP

l/m3

L g P

RS 126 420 779 756 4 - - - 1:1.85:1.8:0.3

SL10 113.4 378 779 756 4 42 - - 1: 2.06: 2: 0.3

SL20 100.8 336 779 756 4 84 - - 1:2.32:2.25:0.3

SL30 88.2 294 779 756 4 126 - - 1:2.65:2.57:0.3

*SP: superplasticizer dosage

4.2 Conventional Concrete

Mix proportions were selected according to the standard practice reported by

British Standard Method BS 5328: part 2:1991 [6] mix design method. To achieve the

value of compressive strength of concrete (20, 30 and 50 MPa), six mixes were made

using two different types of gypsum with different percentage (5 -10 -15 %) as a

replacement of cement. The mix proportions of conventional concrete are shown in

“Tables 2”.



33

Table 2. Mix proportions of conventional concretes

Mix

Symbol

Mix proportions kg/m3

C:S:G:W

(by weight) Water

(W)

Cement

(C)

Sand

(S)

Gravel

(G)

RN 185 400 600 1200 1 :1.5 :3 :0.4625

NL10 166.5 360 600 1200 1 :1.66 :3.33 :0.4625

NL20 148 320 600 1200 1 :1.875 :3.75 :0.4625

NL30 129.5 280 600 1200 1: 2.14 :4.28 :0.4625

5. Workability Tests on Fresh Concrete

5.1 Slump Test

The slump-flow test was performed immediately after mixing according to ASTM

C 1611, the result should be between (650 -800 mm) to be acceptable in EFNARC ,as

shown in "Fig.1" and "Fig.2" [6]

5.2 V-Funnel Test

The test was developed in Japan by Ozawa et al. [7] the described V-Funnel test

was used to determine the filling ability of the concrete and time taken for it to flow

through the apparatus measured , the result should be between (6-12 sec) to be

acceptable in EFNARC ,as shown in "Fig.3"

5.3 L-Box test

It assesses filling and passing ability of SCC, and serious lack of stability

(Segregation) can be detected visually. Segregation may also be detected by

subsequently sawing and inspecting sections of the concrete in the horizontal section,

the result should be between (0.8 -1.0) to be acceptable in EFNARC, as shown in

"Fig.4" .

The results of fresh self-compacting concrete test are shown below in “Table 3”

Table 3. Results of fresh self-compacting concrete tests

Mix

Symbo

l

Slump-Flow test V-Funnel test L-Box

test

Diamete

r

(mm)

T50cm

(sec)

Flow

time

(sec)

Flow time at 5

min.

(sec)

Blocking

ratio

RS 645 4 6.8 10.8 0.92

SL10 672.5 4.13 8.7 11.9 0.88

SL20 800 6.02 9.1 12.3 0.86

SL30 820 9.34 9.9 12.8 0.83



34

Figure 1.Slump-flow Diameter of SCC

Figure 2. Time required to pass 50 cm Diameter of SCC

Figure 3. Flow times of v-funnel at first filling and refilling of SCC

645 672.5 800 820

0

200

400

600

800

1000

RS SL10 SL20 SL30

self-compacting concrete

4 4.13

6.02

9.34

0

2

4

6

8

10

RS SL10 SL20 SL30


6.8

8.7 9.1 9.9

10.8 11.9 12.3 12.8

0

2

4

6

8

10

12

14

RS SL10 SL20 SL30


after 1 min. after 5 min.



35

Figure 4. Blocking ratio of SCC

6. Casting and Curing

For each mix of CC as well as SCC, various concrete specimens are casted and

cured according to ASTM C 192 [8], as follows: nine 150×150×150mm cubes for

compressive strength, six 100×100×500mm prisms for flexural strength, six

150×300mm cylinders for compressive strength, and four 75×75×285 mm cylinders

for shrinkage test A vibrating table is used for consolidation of the conventional

concrete into the steel moulds. After being moulded, all the specimens are cured

under nylon sheets for about 24hr for CC and 48hr for SCC in a laboratory

environment. Then, the specimens are removed from the moulds and submerged in

water at a temperature of about 22 ± 2˚С until the time of testing at (7, 28 and 56

days).

6.1 Compressive Strength Test

Nine cubes of 150×150×150mm from each mix are casted as shown in “Plate 1” to

determine the compressive strength as shown in "Fig.5" and "Fig.6" at the age of (7,

28 and 56) days, and an average value is obtained according to BS 1881: part 4:1970

[9] for cube specimens as below in “Table 4” and “Table 5”.

Plate 1. Compressive strength test

0.92

0.88

0.86

0.83

0.78

0.8

0.82

0.84

0.86

0.88

0.9

0.92

0.94

RS SL10 SL20 SL30




36

Table 4. Compressive strength of SCC

Mix

Symbol

Compressive

strength at

7 days

(MPa)

Compressive

strength at

28 days

(MPa)

Compressive

strength at

56 days

(MPa)

RS 25.11 26.15 36

SL10 27.11 32.22 27.85

SL20 27.26 30.10 27.53

SL30 27.53 28.66 27.53

Limestone group

Figure 5. Development of compressive strength of SCC with time

Table 5. Compressive strength of CC

Mix

Symbol

Compressive

strength at

7 days

(MPa)

Compressive

strength at

28 days

(MPa)

Compressive

strength at

56 days

(MPa)

RN 31 31.85 43.26

NL10 38 40 45.11

NL20 27.74 37 32.57

NL30 30.81 45.84 36.37

0

5

10

15

20

25

30

35

40

45

50

7 days 28 days 56 days

Co

mp

ress

ive

Str

en

gth

(M

Pa)

Test Age

Self-Compacting Concrete

RS

SL10

SL20

SL30



37

Limestone group

Figure 6. Development of compressive strength of CC with time

6.2 Flexural Strength Test

The flexural strength is tested at the age of (7, 28 and 56) days as shown in "Fig.7"

and "Fig.8" on prisms of 100×100×500mm with two points loading as shown in

“Plate 2” according to BS1881: part 4:1970 [9] as shown in “Table 6” and “Table 7”.

The modulus of rupture of the specimens is calculated to the nearest of 0.05 MPa, as

follows in “Eq.1” :

fr=

for a > 133mm (1)

where:

fr = Modulus of rupture, MPa.

A = Distance between the line of fracture and the nearest support, mm.

b = Width of beam at the line of fracture, mm.

d = Depth of beam at the line of fracture, mm.

P = Maximum applied load to the beam, N.

Plate 2. Flexural strength test

0

10

20

30

40

50


Co

mp

ress

ive

Str

en

gth

(M

Pa)

Test Age

Conventional Concrete

RN

NL10

NL20

NL30



38

Table 6. Flexural strength of SCC

Mix

Symbol

Flexural

strength at

7 days

(MPa)

Flexural

strength at

28 days

(MPa)

Flexural

strength at

56 days

(MPa)

RS 1.43 1.55 1.67

SL10 1.40 1.50 1.58

SL20 1.55 1.68 1.72

SL30 1.60 1.82 2.50

Limestone group

Figure 7. Development of flexural strength of SCC with time

Table 7. Flexural strength of CC

Mix

Symbol

Flexural

strength at

7 days

(MPa)

Flexural

strength at

28 days

(MPa)

Flexural

strength at

56 days

(MPa)

RN 2.10 2.20 2.73

NL10 1.91 1.96 2.03

NL20 1.80 1.82 1.84

NL30 1.70 1.75 1.76

0

0.5

1

1.5

2

2.5

3

3.5


Fle

xura

l Str

en

gth

(M

Pa)

Test Age


RS

SL10

SL20

SL30



39

Limestone group

Figure 8. Development of flexural strength of CC with time

6.3 Splitting Tensile Strength Test

Six cylinders of 150×300 mm for each mix as shown in “Plate 3” are tested to

determine the splitting tensile strength as shown in "Fig.9" and "Fig.10" at the age of

(7, 28 and 56) days, and an average value is obtained according to ASTM C 496 [10]

as shown in “Table 8” and “Table 9”. The splitting tensile strength is measured to the

nearest of 0.05 MPa , as follows in “Eq.2” :

fs =

(2)

where:

fs = Splitting tensile strength, MPa.

d = Diameter of cylinder, mm.

l = Length of cylinder, mm.

P= Maximum applied load, N.

Plate 3. Splitting strength test

0

0.5

1

1.5

2

2.5

3

3.5


Fle

xura

l Str

en

gth

(M

Pa)

Test Age


RN

NL10

NL20

NL30



40

Table 8. Splitting tensile strength of SCC

Mix

Symbol

Splitting

tensile

strength at

7 days

(MPa)

Splitting

tensile

Strength at

28 days

(MPa)

Splitting

tensile

Strength at

56 days

(MPa)

RS 2.55 3.68 4.00

SL10 3.63 4.33 5.10

SL20 3.58 4.15 4.95

SL30 3.00 4.10 4.91

Limestone group

Figure 9. Development of splitting strength of SCC with time

Table 9. Splitting tensile strength of CC

Mix

Symbol

Splitting tensile

strength at

7 days

(MPa)

Splitting tensile

strength at

28 days

(MPa)

Splitting tensile

strength at

56 days

(MPa)

RN 2.37 2.40 3.10

NL10 2.43 2.46 3.15

NL20 2.30 1.97 1.82

NL30 1.82 4.11 2.70

0

1

2

3

4

5

6

7


Fle

xura

l Str

en

gth

(M

Pa)

Test Age


RS

SL10

SL20

SL30



41

Limestone group

Figure 10. Development of splitting strength of CC with time

6.4 Shrinkage Test

Four prisms (75×75×285 mm) used for testing, two for air curing and the other for

water curing as shown in “Plate 4”

Plate 4 .Shrinkage test

Table 10. Shrinkage for air curing of conventional concrete

Mix

Symbol

Strain x10-6

at 7 days

Strain x10-6

at 28 days

Strain x10-6

at 56 days

Strain x10-6

at 90 days

RN -73.5 -184.1 -259.8 -354.4

NL10 -71.7 -179.8 -284.1 -425.7

NL20 -74.4 -181.7 -288.5 -486.6

NL30 -77.3 -185.1 -294.4 -557.5

0

1

2

3

4

5

6

7


split

tin

g te

nsi

le S

tre

ngt

h (

MP

a)

Test Age


RN

NL10

NL20

NL30



42

Limestone group

Figure 11. Shrinkage for air curing of CC

Table 11. Expansion for water curing of conventional concrete

Mix

Symbol

Strain x10-6

at 7 days

Strain x10-6

at 28 days

Strain x10-6

at 56 days

Strain x10-6

at 90 days

RN 87.4 100.4 240.4 316.8

NL10 85.6 96.1 234.7 288.5

NL20 88.3 98 239.1 328.8

NL30 91.2 101.4 245.8 390.3

Limestone group

Figure 12. Expansion for water curing of CC

-800

-700

-600

-500

-400

-300

-200

-100

0

7 days 28 days 56 days 90 days

Stra

in x

10

-6

Test Age


RN

NL10

NL20

NL30

0

50

100

150

200

250

300

350

400

450


Stra

in x

10

-6

Test Age


RN

NL10

NL20

NL30



43

Table 12. Shrinkage for air curing of self-compacting concrete

Mix

Symbol

Strain x10-6

at 7 days

Strain x10-6

at 28 days

Strain x10-6

at 56 days

Strain x10-6

at 90 days

RS -82.3 -220.8 -393.4 -527

SL10 -90.5 -236.5 -487.7 -598.7

SL20 -93.2 -238.4 -492.1 -649.2

SL30 -96.1 -241.8 -498.3 -680.5

Limestone group

Figure 13. Shrinkage for air curing of SCC

Table 13. Expansion for water curing of self-compacting concrete

Mix

Symbol

Strain x10-6

at 7 days

Strain x10-6

at 28 days

Strain x10-6

at 56 days

Strain x10-6

at 90 days

RS 68.5 76.5 208.3 356.8

SL10 60.2 70.3 203.4 314.3

SL20 64.9 72.2 207.8 374.6

SL30 68.7 75.6 213.7 436.1

-800

-700

-600

-500

-400

-300

-200

-100

0


Stra

in x

10

-6

Test Age


RS

SL10

SL20

SL30



44

Limestone group

Figure 14. Expansion for water curing of SCC

7. Conclusions

1. It is possible to produce conventional concrete with compressive strength of 38

MPa at 7 days by adding 10% limestone as a replacement of cement and 45.84

MPa at 28 days by adding 30% limestone while the maximum compressive

strength at 56 days was 45.11 MPa when adding 10% limestone using normal

water curing at room temperature without using heat curing

2. The higher compressive strength was 45.84 MPa at 28 days for CC when the

replacement was 30% so the filler material filled more spaces and w/c was less .

3. The higher flexural strength was 2.50 MPa at 56 days for SCC when the

replacement was 30%.

4. Splitting strength for CC at 7 days was 2.43 MPa with 10% limestone and 4.11

MPa with 30% limestone at 28 days while 4.00 MPa when replacing 15%

Gypsum from cement.

5. The higher splitting strength was 5.10 MPa at 56 days for SCC when the

replacement was 10%.

6. The results revealed that values measured from fresh SCC can be increased with

increasing the filler material replacing of cement. This behaviour is dominant in

all tests of fresh SCC except blocking ration measured by L-box test where the

value decreased by increasing the filler material instead of cement.

7. The limestone leads to less shrinkage for the mix, so the shrinkage value was

557.9x10-6

at 90days test with 30% limestone content

8. References

1. “Reducing drying shrinkage in concrete “, 2011, https://theconstructor.org

,pp.211-213.

0

50

100

150

200

250

300

350

400

450

500


Stra

in x

10

-6

Test Age


RS

SL10

SL20

SL30

https://theconstructor.org/



45

انشكضيالجهاز الخرسانة والبناء, ) انواع االسمنت المستعمل في ,1984( 5المواصفة العراقية رقم ) .2

للتقييس والسيطرة النوعية , بغداد .,) ركام المصادر الطبيعية المستعملة في الخرسانة والبناء ,1984( 45المواصفة القياسية العراقية رقم ) .3

.الجهاز المركزي للتقييس والسيطرة النوعية , بغداد .(

4. "A high performance concrete superplasticizer based on modified polycarboxylic

ether" 2008, BASF construction chemicals UAE LLC ,www.basf.cc.ae, pp.2-8.

5. EFNARC 2002 ,”specification and guidelines for self-compacting concrete “ ,Feb.

, pp.1-15. 6. ASTM C1611-2014, ” Standard test method for slump flow of self-compacting

concrete “ ,pp.2-4.

7. Ozawa tests for self-compacting concrete, 2002 , ”V-Funnel test on self-

compacting concrete “,pp.5-15 .

8. ASTM C192, 2004, ”Standard practice for making and curing concrete test

specimens in the laboratory “, pp.3-5.

9. B.S 1881-124 :2015 ,”British standard methods of testing concrete “ ,pp.2-6.

10. ASTM C496-2017 ,”Standard test method for splitting tensile strength of

cylindrical concrete specimens “ ,PP. 2-4 .

11. ASTM C490/C490 M-2011, “Standard practice for use of the apparatus for the

determination of length change of hardened cement paste, mortar and concrete”,

April, pp.1-5 .

effect of using limestone as a partial sustainable ... · effect of using limestone as a partial...

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