NEAR EAST UNIVERSITYdocs.neu.edu.tr/library/4713168994.pdfTable 3.5 Turkish and British Standards: TS EN 12350 -2/ April 2002 ..... 64 vii Acknowledgment I am greatly indebted to my

NEAR EAST UNIVERSITY

GRADUATE SCHOOL OF APPLIED SCIENCES

Department of Civil Engineering

CE 500

Master Thesis Fall Semester 2008/2009

Comparison of Ready Mix Concrete Techniques and Achieved Results in

Turkish Republic of North Cyprus

Wael Mohammed Abu Dagga (20000538)

Nicosia - 2009

i

Table of Contents

Table of Contents ............................................................................................................. i

List of Figures ................................................................................................................ iii

List of Tables ................................................................................................................... v

Acknowledgment ........................................................................................................... vii

Abstract ........................................................................................................................ viii

Introduction .................................................................................................................... ix

Chapter 1 Cement and Aggregate ................................................................................. 1

1.1 Overview ................................................................................................................. 1

1.2 Cement .................................................................................................................... 1

1.3 Fineness, Setting Time and Strength of Cement ..................................................... 1

1.4 Aggregate ................................................................................................................ 2

1.5 Classification of Aggregate .................................................................................... 2

1.6 Sieve Analysis ......................................................................................................... 3

1.6.1 Pre-Sieve: Aggregate Analyzing Method ........................................................ 3

1.6.2 Sieve Analysis Process .................................................................................... 3

1.6.3 Gap-Graded Aggregate .................................................................................... 4

1.7 Bulk Specific Gravity Saturated Surface Dry (SSD) .............................................. 4

1.8 Bulk Specific Gravity (Dry) ................................................................................... 5

1.9 Water Absorption .................................................................................................... 5

1.10 Moisture Content on Saturated Surface Dry ......................................................... 5

1.11 Chemical Admixtures ........................................................................................... 6

1.11.1 Superplasticiser .............................................................................................. 7

Chapter 2 Results of Material Analysis ........................................................................ 8

2.1 Overview ................................................................................................................. 8

2.2 Sieve Analysis for Sand (Fine Aggregate) ............................................................. 8

2.3 Sieve Analysis for Coarse Aggregate ................................................................... 18

2.4 Sieve Analysis for Coarse Aggregate ................................................................... 27

2.4.1 Los Angeles Crash Test ................................................................................. 36

2.5 Water Analysis ...................................................................................................... 37

2.6 Admixture ............................................................................................................. 38

2.7 Cement Analysis ................................................................................................... 40

2.8 Ready Mixed Concrete ......................................................................................... 44

ii

2.9 Ready Mix Design ................................................................................................ 44

2.9.1 Concrete Mix Design Method: TS EN 206-1 ................................................ 44

2.10 Workability ......................................................................................................... 46

2.11 Measurement of Workability .............................................................................. 46

2.11.1 Method of Testing Workability and Equipment (Slump Test) .................... 47

2.12 Conditions before Pouring Concrete ................................................................... 48

2.12.1 Weather Cast Concrete ................................................................................ 48

2.12.2 Concrete protection ...................................................................................... 48

2.13 Concrete Trial Mix Design ................................................................................. 49

2.13.1 Design Requirement (Tüfekçi Ltd.): TS EN 206-1 ..................................... 49

2.13.2 Design Requirement (Kascon Ltd.): TS EN 206-1 ...................................... 50

2.13.3 Design Requirement (Korman Ltd.): TS EN 206-1 ..................................... 51

2.13.4 Design Requirement (Öder Ltd.): TS EN 206-1 .......................................... 52

2.14 Concrete Compressive Strength .......................................................................... 53

Chapter 3 Results and Discussion ............................................................................... 58

3.1 Presentation of Test Results .................................................................................. 58

3.2 Results and Discussion ......................................................................................... 58

Conclusion ..................................................................................................................... 68

Recommendations ......................................................................................................... 69

References ...................................................................................................................... 70

Appendix 1: Fine Aggregate Analysis ............................................................................ I

Appendix 2: Sieve Analysis for Coarse Aggregate ................................................. XXI

Appendix 3: Sieve Analysis for Coarse Aggregate ................................................. XLI

Appendix 4: Bulk Specific Gravity SSD & Dry ...................................................... LXI

Appendix 5: Los Angeles Crash Test .................................................................... LXIX

Appendix 6: Water Analysis ............................................................................... LXXIII

Appendix 7: Admixtures Analysis ..................................................................... LXXVII

Appendix 8: Mix Design ............................................................................................ XCI

Appendix 9: Cement Analysis .................................................................................. XCV

Appendix 10: Compressive Strength ........................................................................ CII

Appendix 11: Weather Condition .................................................................. CXXXVII

iii

List of Figures

Figure 2.1 Sieve Analysis for Sand (0-4 mm) 1st Week of August 1-2/08/2008* .......... 14

Figure 2.2 Sieve Analysis for Sand (0-4 mm) 2nd

Week of August 7-9/08/2008* ......... 14

Figure 2.3 Sieve Analysis for Sand (0-4 mm) 3rd

Week of August 14-16/08/2008* ..... 15

Figure 2.4 Sieve Analysis for Sand (0-4 mm) 4th

Week of August 21-23/08/2008* ..... 15


Week of August 28-30/08/2008* ..... 16

Figure 2.6 Bulk Specific gravity saturated surface Dry (SSD) (1st Week of August

2008)† ..................................................................................................................... 16

Figure 2.7 Bulk Specific gravity (Dry) (4rh

Week of August 2008)† ............................. 17

Figure 2.8 Sieve Analysis for Coarse Aggregate (4-11.2 mm) 1th

Week of August 7-

9/08/2008* .............................................................................................................. 23

Figure 2.9 Sieve Analysis for Coarse Aggregate (4-11.2 mm) 2nd

Week of August 7-

9/08/2008* .............................................................................................................. 23

Figure 2.10 Sieve Analysis for Coarse Aggregate (4-11.2 mm) 3rd

Week of August 14-

16/08/2008* ............................................................................................................ 24

Figure 2.11 Sieve Analysis for Coarse Aggregate (4-11.2 mm) 4rh

Week of August 21-

23/08/2008* ............................................................................................................ 24


Week of August 28-

30/08/2008* ............................................................................................................ 25


2008)† ..................................................................................................................... 25

Figure 2.14 Specific gravity (Dry) (4rh

Week of August 2008)† .................................... 26

Figure 2.15 Sieve Analysis for Coarse Aggregate (11.2-22.4 mm) 1st Week of August 1-

2/08/2008* .............................................................................................................. 32

Figure 2.16 Sieve Analysis for Coarse Aggregate (11.2-22.4 mm) 2nd

Week of August

7-9/08/2008* ........................................................................................................... 32

Figure 2.17 Sieve Analysis for Coarse Aggregate (11.2-22.4 mm) 3rd

Week of August

14-16/08/2008* ....................................................................................................... 33

Figure 2.18 Sieve Analysis for Coarse Aggregate (11.2-22.4 mm) 4th

Week of August

21-23/08/2008* ....................................................................................................... 33


Week of August

28-30/08/2008* ....................................................................................................... 34

iv


2008)† ..................................................................................................................... 34

Figure 2.21 Bulk Specific gravity (Dry) (4th

Week of August 2008)† ........................... 35

Figure 2.22 Concrete Compressive Strength* ................................................................ 57

Figure 3.1 The annual temperature degree of North Cyprus [16]. ................................. 64

Figure 3.2 The annual relative humidity of North Cyprus [16]. ..................................... 65

v

List of Tables

Table 2.1 Sieve Analysis for Sand- Tüfekçi Ltd. ............................................................. 9

Table 2.2 Specific Gravity Absorption Tüfekçi Ltd. 2-9-16/8/2008 ................................ 9

Table 2.3 Specific Gravity Absorption Tüfekçi Ltd. 23-30/8/2008 ................................. 9

Table 2.4 Sieve Analysis for Sand- Kascon Ltd. ............................................................ 10

Table 2.5 Specific Gravity Absorption Kascon Ltd. 2-9-16/8/2008 ............................... 10

Table 2.6 Specific Gravity Absorption Kascon Ltd. 23-30/8/2008 ................................ 10

Table 2.7 Sieve Analysis for Sand- Korman Ltd. ........................................................... 11

Table 2.8 Specific Gravity Absorption Korman Ltd. 1-7-14/8/2008) ............................ 11

Table 2.9 Specific Gravity Absorption Korman Ltd. (21-28/8/2008) ............................ 11

Table 2.10 Sieve Analysis for Sand- Öder Ltd. .............................................................. 12

Table 2.11 Specific Gravity Absorption Öder Ltd. (01-7-14/8/2008) ............................ 12

Table 2.12 Specific Gravity Absorption Öder Ltd. (21-28/8/2008) ............................... 12

Table 2.13 Sieve Analysis for Coarse Aggregate- Tüfekçi Ltd. ..................................... 19

Table 2.14 Specific Gravity Absorption Tüfekçi Ltd. (02-09-16/8/2008) ..................... 19

Table 2.15 Specific Gravity Absorption Tüfekçi Ltd. (23-30/8/2008) ........................... 19

Table 2.16 Sieve Analysis for Coarse Aggregate- Kascon Ltd. ..................................... 20

Table 2.17 Specific Gravity Absorption Kascon Ltd. (02-09-16/8/2008) ...................... 20

Table 2.18 Specific Gravity Absorption Kascon Ltd. (23-30/8/2008) ........................... 20

Table 2.19 Sieve Analysis for Coarse Aggregate- Korman Ltd. .................................... 21

Table 2.20 Specific Gravity Absorption Korman Ltd. (01-7-14/8/2008) ....................... 21

Table 2.21 Specific Gravity Absorption Korman Ltd. (21-28/8/2008) .......................... 21

Table 2.22 Sieve Analysis for Coarse Aggregate- Öder Ltd. ......................................... 22

Table 2.23 Specific Gravity Absorption Öder Ltd. (01-07-14/8/2008) .......................... 22


Table 2.25 Sieve Analysis for Coarse Aggregate - Tüfekçi Ltd. .................................... 28

Table 2.26 Specific Gravity Absorption Tüfekçi Ltd. (02-09-16/8/2008) ..................... 28

Table 2.27 Specific Gravity Absorption Tüfekçi Ltd. (23-30/8/2008) ........................... 28

Table 2.28 Sieve Analysis for Coarse Aggregate - Kascon Ltd. .................................... 29

Table 2.29 Specific Gravity Absorption Kascon Ltd. (2-9-16/8/2008) .......................... 29

Table 2.30 Specific Gravity Absorption Kascon Ltd. (23-30/8/2008) ........................... 29

Table 2.31 Sieve Analysis for Coarse Aggregate - Korman Ltd. ................................... 30

Table 2.32 Specific Gravity Absorption Korman Ltd. (01-07-14/8/2008) ..................... 30

vi

Table 2.33 Specific Gravity Absorption Korman Ltd. (21-28/8/2008) .......................... 30

Table 2.34 Sieve Analysis for Coarse Aggregate - Öder Ltd. ........................................ 31

Table 2.35 Specific Gravity Absorption Öder Ltd. (01-07-14/8/2008) .......................... 31


Table 2.37 Los Angeles Crash Test Tüfekçi Ltd. ........................................................... 36

Table 2.38 Los Angeles Crash Test Kascon Ltd. ........................................................... 36

Table 2.39 Los Angeles Crash Test Korman Ltd. .......................................................... 36

Table 2.40 Los Angeles Crash Test Öder Ltd. ............................................................... 36

Table 2.41 Tüfekçi Ltd. Concrete Admixture Specifications ......................................... 38

Table 2.42 Kascon Ltd. Concrete Admixture Specifications ......................................... 38

Table 2.43 Korman Ltd. Concrete Admixture Specifications ........................................ 38

Table 2.44 Öder Ltd. Concrete Admixture Specifications ............................................. 39

Table 2.45 Cement Analysis-Tüfekçi Ltd. ...................................................................... 40

Table 2.46 Cement Analysis-Korman Ltd. ..................................................................... 41

Table 2.47 Cement Analysis-Kascon Ltd. ...................................................................... 42

Table 2.48 Cement Analysis-Öder Ltd. .......................................................................... 43

Table 2.50 Mix Design Quantities for One Cubic Meter. Tüfekçi Ltd.- Haspolat. ........ 49

Table 2.51 Mix Design Quantities for One Cubic Meter. Kascon Ltd.- Haspolat. ........ 50

Table 2.52 Mix Design Quantities for One Cubic Meter. Korman Ltd.- Bogaz. ........... 51

Table 2.53 Mix Design Quantities for One Cubic Meter. Öder Ltd.- Gecitkoy. ............ 52

Table 2.54 SAMPLE AGE (7 DAYS) -Tüfekçi Ltd. - Haspolat. ................................... 53

Table 2.55 SAMPLE AGE (28 DAYS) -Tüfekçi Ltd. - Haspolat .................................. 53

Table 2.56 SAMPLE AGE (7 DAYS) -Kascon Ltd. - Haspolat .................................... 54

Table 2.57 SAMPLE AGE (28 DAYS) -Kascon Ltd. - Haspolat .................................. 54

Table 2.58 SAMPLE AGE (7 DAYS) -Korman Ltd. - Bogaz ....................................... 55

Table 2.59 SAMPLE AGE (28 DAYS) -Korman Ltd. - Bogaz ..................................... 55

Table 2.60 SAMPLE AGE (7 DAYS) -Öder Ltd. - Gecitkoy ........................................ 56

Table 2.61 SAMPLE AGE (28 DAYS) -Öder Ltd. - Gecitkoy ...................................... 56

Table 3.1 Turkish and British Standards: TS 3530 and EN 933-1 ................................. 59

Table 3.2 Standard deviation of sieve anlaysis for sand (45 days) ................................. 60

Table 3.3 Standard deviation of sieve analysis for coarse aggregate (45 days) ............. 61

Table 3.4 Standard deviation of sieve analysis for coarse aggregate (45 days) ............. 61

Table 3.5 Turkish and British Standards: TS EN 12350-2/ April 2002 ......................... 64

vii

Acknowledgment

I am greatly indebted to my thesis advisor Prof. Dr. Ata ATUN for his constant

help, guidance and the countless hours’ attention he devoted throughout the supervision

of this work. His priceless suggestion made this work interesting and learning for me. I

would like also to place one record my grate appreciation to all Civil Engineering

Department members.

My thanks are to the Department Chairman Prof. Dr. Hüseyin GÖKÇEKUġ.

I would like to thank my advisor Assoc. Prof. Dr. Umut TÜRKER for

instruction guidance, and his full corporation.

I would like to express my special thanks to Assist. Prof. Dr. Rifat

REġATOĞLU

I would like to express my special thanks to Assist. Prof. Dr. Pınar AKPINAR

I would like to express my special love and thanks to all my family and friends

for their constant encouragement.

I wish to express my heartfelt gratitude to the Companies Managements, whom

enabled me to finish my work.

viii

Abstract

Comparison of Ready Mix Concrete Techniques and Achieved

Results in Turkish Republic of North Cyprus (TRNC)

By: Wael M. ABU-DAGGA

Supervised by: Prof. Dr. Ata ATUN

The aim of the study is to compare the ready mix concrete components in four

ready mix concrete companies in TRNC. The study covers the period of two months in

weekly base. The findings show that the fine and coarse aggregate in the tested

companies were close to the Turkish Standard TS 500. Moreover, Korman Ltd. and

Tüfekçi Ltd. were closer to the Turkish Standard. The water analysis results show that

all companies are relatively similar to each other. The admixture results show that all

companies provide quality type of concrete. Kascon Ltd. and Tüfekçi Ltd. provide more

quality in absorbing water during production. Finally the result of the cement analysis

shows that two types of cement are used in the four companies, BEM type Portland

cement limestone (CEMII/A-L 42.5N) and Portland Pozzolana Cement (CEMII/A-P

42.5N).

Key Words

Concrete, Cement, Aggregate, Water, Admixture.

ix

Introduction

Everybody living in times when asking about the most important materials in the

world, the answer would be inevitably concrete, especially in emerging nations, which

are still under construction. The study of this material in all respects is very urgent and

important for anyone interested in building a world. Every year billions of tones of

concrete is used in construction of buildings, highways, dams, sidewalks, and even in

artwork and the list continues.

This material exists everywhere and has a long history as some of the Romans

inventing concrete which depends basically on the cement. The concrete material easy

installation where concrete form the basis of sand, gravel and rocks crashed by 60 to

70% and from the water rate ranging between 15 to 20% of cement, consisting of lime

stones and mud and other materials by between 15 and 20%. The cement is putty that

mixes ingredients for conversion to rule concrete.

The first ready mixed concrete batch plant or factory was built in the 1930’s, but

the industry did not begin to expand significantly until the 1960’s, and it has continued

to grow since then.

Despite its use in construction all over the world over the last years, it took a

while before ready-mixed concrete entered building sites of TRNC. The start of ready

mix concrete in TRNC was on 1982 by Marble Ltd. Famagusta; Partners were Hüseyin

BaĢbuğ, Ata Atun and Günay Arıkan.

There are many ways in changing the characteristics of concrete; the amendment

of the elements can enhance the strength and rigidity.

Concrete also includes chemical additives that can affect its characteristics such

as liquidity, or the time required to make it solid. In view of the importance of concrete,

big countries experience rapid urban accelerating growth. The study of manufacturing

processes concrete and conduct comparisons will have a great benefit and will give

those interested the opportunity to take advantage of difference and thus improve the

standard of this vital industry.

Generally; models of transit mixers in TRNC are between 2000 and 2002.

Scania, Volvo and Daf are the most used in TRNC. Mixer speed, whether it is full or

empty, is 60 – 70 km/h. Mixers consume 0.7 – 1 Liter/km of fuel. This depends on

traffic conditions.

x

Therefore, decided to dedicate my efforts to undertake a study of the industry

TRNC is subjected to comparison and draw conclusions, which will build upon my

vision for improving the level of concrete industry in tested companies.

The methodology of the analysis used in this study is based on the analysis of

laboratory methods applied in analyzing materials in manufacturing concrete and

examining the types of materials used in the manufacturing of concrete and quality.

Also this study highlights the types of chemicals which were added to concrete to

change its physical quality.

In chapter three, based on the test findings we compare the components of the

manufactured concrete in our sample. The findings have different impact on the quality

of the manufactured concrete. The important issues are the manufacturing techniques

and conditions applied in the production of concrete. Also, this study marks the effects

of the weather condition on the quality of concrete.

Transportation laws and concrete checks during and after the casting process

play an important rule in the quality of the manufactured concrete.

The last part of the study is to develop the final results of the comparisons

between the sample companies, based on these findings, recommendations and

suggestions for the development of industry concrete level in TRNC.

1

Chapter 1

Chapter 1 Cement and Aggregate

1.1 Overview

Aggregates used in concrete production must be tested regularly to ensure their

continuing suitability, and as for all tests, a sample must first be obtained. This chapter

presents some aggregates tests: their methods and results.

1.2 Cement

Cement is primarily produced from the combination of calcareous material such

as limestone or chalk and silica and alumina found as clay or shale in nature. Cement is

obtained by grinding the clinker by addition of little amount of gypsum. Clinker is the

product formed by partial fusion of argillaceous; silica, alumina, iron oxide, etc and

calcareous materials at high temperature around 1450 °C.

The main elements in cement are lime, silica, alumina and iron oxide. The

reaction of Portland cement with water involves the conversion of anhydrous calcium

silicates and aluminates to hydrates. These hydrates occupy greater volume than the

anhydrous compounds and grow into the free space occupied by water of produce a

dense interlocking structure [1].

1.3 Fineness, Setting Time and Strength of Cement

The fineness of cement is a measure of the size of particles of cement and expressed in

terms of specific surface area of cement; For example British Standards specify fineness

of cement from 225 m2/kg to 325 m

2/kg.

The reaction between the water and cement starts on the surface of the cement particles;

the greater the surface area of a given volume of cement the greater the hydration.

Fine cement will develop strength and heat quicker than coarse cement. However, finer

cement has a risk of being air-set before use and they increase the tendency of shrinkage

cracking [2].

Setting and hardening of cement paste are the main physical characteristics affected by

cement composition, cement fineness, rate of hydration, and the ambient temperature.

Initial Set: The beginning of noticeable stiffening in cement paste is known as initial set.

(Minimum is about 1hr).

2

Final set: Start of hardening which is responsible for its strength known as final set.

(Maximum is about 10 hr).

The strength of hardened cement paste is its most important property. There are several

forms of strength tests performed in order to determine the strength activity of cement;

direct tension, compression and flexure. However, it is compressive strength test

nowadays in all related standards addressed.

The strength tests are made on prism of cement-sand mortar. The least compressive

strength that must be attained on the 28th

curing day is the strength class of cement.

Depending on the rate of early strength development subclass, the compressive strength

on the 2nd

or 7th

curing days is also addressed [2].

1.4 Aggregate

An aggregate is a granular material of mineral composition such as sand, gravel, shell,

slag, or crushed stone, used with a cementing medium to form mortars or concrete or

alone as in base courses, railroad ballasts, etc [3].

Aggregates are used in concrete because they greatly reduce the cost of concrete, and

because they produce higher durability, shrinkage resistance and other improvements

than does a cement paste [4].

1.5 Classification of Aggregate

To produce good quality concrete, the aggregates should be grouped according

to sizes at least into two:

Fine Aggregate (sand): Fine aggregate includes the particles that passes through

4.75 mm sieve and retain on 0.075 mm sieve.

Aggregate particles with sizes 0.002-0.075 mm is called as silt and particles

smaller than that known as clay.

Aggregates can be classified according to their weights as:

1) Normal weight aggregates: Sand, gravel, and crushed stone are called as normal

weight aggregates. Concrete produced by these aggregates weighs from 2160 to

2560 Kg/m3.

2) Light Weight Aggregates: Light weight aggregates are slag, slate and other light

stones; the concrete produced by them weighs from 240 to 1440 kg/m3. This

concrete is normally used for insulating or filling purposes.

3

3) Heavy Weight Aggregates: Hematite, barite magnetite, steel and iron punching

are used to make heavy weight concrete that weighs from 2800 to 6400 kg/m3

[2].

1.6 Sieve Analysis

Sieve analysis is the name of the operation of dividing a sample of aggregate into

fractions, each consisting of particles of the same size.

In practice each fraction contains particles between specific limits, these being the

opening of standard test sieves. The sieves are placed one above the other in order, the

size with the larger sieve at the top, and the material retained on each sieve after shaking

represents the fraction of aggregate coarser than the sieve in question but finer than the

sieve above.

Before the sieve analysis is performed the aggregate sample has to be air dried in order

to avoid lumps of fine particles being classified as large particles and also to prevent

slogging of the finer sieves. [1].

1.6.1 Pre-Sieve: Aggregate Analyzing Method

At the beginning, the aggregate to be analyzed is put in the oven to get rid of the

humidity. Temperature furnace must not be more than 110°C. Aggregate should be

mixed every 5 - 10 minutes. The weight of the aggregate is taken dry. This is called the

initial weight (W1). Then the aggregate is washed with water, compressed carefully,

dried in the oven and then weighted again. This is called the final weight (W2). In the

end, percentage weight loss (X) is calculated by:

%1001

21

W

WWX (1.1)

1.6.2 Sieve Analysis Process

Sieving process is carried out to grade an aggregate according to its size. There are three

main size categories: fine, coarse and coarse aggregates.

Sieve processing is done by passing air dried fine aggregate through a series of sieves of

decreasing dimensions: 8, 4, 2, 1, 0.5, 0.25, 0.125 and 0.063 mm. The quota remained in

each sieve is weighted and recorded. Finally, the passing percentage by weight of the

total is determined as:

4

%100Passing%0

W

Wn (1.2)

Same procedures are applied for sieving coarse aggregates except that sieve dimensions

are 22.4, 16, 11.2, 8, 4 and 2 mm.

At the end of sieve process, all obtained results are analyzed reported using

computer.

1.6.3 Gap-Graded Aggregate

Aggregate particles of a given size pack form voids that can be penetrated only

if the next smaller size of particles is sufficiently small. This means there must be a

minimum difference between the sizes of any two adjacent particle fractions.

Gap grading is a grading in which one or more intermediate size fractions are

omitted.

On a grading curve, gap grading is represented by a horizontal line over the

range of sizes omitted. Gap graded aggregate can be used mostly in: Prep lace aggregate

concrete; where aggregate is placed first and then mortar is pumped among those

aggregate particles. Useful in mass concrete, present over heating, by cooling the

aggregate with cold water. [1].

1.7 Bulk Specific Gravity Saturated Surface Dry (SSD)

The bulk specific gravity saturated surface dry of a material is the ratio of the weight of

a specific absolute volume of the material, including the weight of water within the

pores, to the weight of an equal volume of distilled water. Simply stated, it is the unit

weight of a saturated material divided by the unit weight of water and is computed as

follows:

CDB

B

WeightSpecific SSD

(1.3)

Where:-

BSSD weight in grams.

CCup Vol (measurement) +Water + sample weight in grams.

DCup Vol (measurement) + Full Water weight in grams.

5

1.8 Bulk Specific Gravity (Dry)

The bulk specific gravity of a material is the ratio of the weight of a specific absolute

volume of the material, excluding the weight of water within the pores, to the weight of

an equal volume of distilled water. Simply stated, it is the unit weight of a dry material

divided by the unit weight of water.

Bulk specific gravity applies to porous materials. For non-porous materials the specific

gravity and bulk specific gravity are the same.

CDB

A

WeightSpecificDry

(1.4)

Where:-

ADried material weight in grams.


CCup Vol (measurement) +Water + sample weight in grams.

DCup Vol (measurement) + Full Water weight in grams.

1.9 Water Absorption

Water absorption is the process by which water is drawn into and tends to fill permeable

pores in a porous solid material. It is expressed as a percentage of the dry weight of the

material. The water absorption of aggregate is determined by measuring the increase in

weight of an oven-dried sample when immersed in water, for 24 hours.

Water absorption is calculated as follows:

%100absorptionWater

A

AB

(1.5)

Where:-

ADried material weight in grams.


1.10 Moisture Content on Saturated Surface Dry

Any water on the surface of the aggregate will contribute to the water in the mix. The

surface moisture is expressed as a percentage of the weight of the saturated and surface

dry aggregate, and is termed as moisture content on saturated surface dry basis.

Since absorption represents the water in aggregate in a saturated and surface dry

condition, and the moisture content is the water in excess of that saturated surface dry

6

state, the total water content of a moist aggregate is equal to the sum of absorption and

moisture content.

If dry basis moisture content is required, the weight of total moist (in the aggregate and

on the surface) should be considered.

%100Dry Surface Saturatedon Content Moisture

A

BA

(1.6)

Where:-

AMoisten material weight in grams.

BDry material weight in grams.

1.11 Chemical Admixtures

Admixture is defined as: a material other than water, aggregates, hydraulic cement, and

fibre reinforcement, used as an ingredient of concrete or mortar, and added to the batch

immediately before or during its mixing [5].

Chemical admixtures are materials that are added to the constituents of concrete to

either enhance its properties; either in its plastic or hardened state, or to modify some

specified and desired chemical reaction within the concrete itself.

ASTM sets the standards that an admixture must meet. The ASTM sections concerning

chemical admixtures are:

ASTM C 260 - Air-entraining admixtures: improve the durability of concrete,

through increased resistance to the cycle of freezing and thawing. Also they

have the effect of improving the workability and handling characteristics of the

fresh concrete mix.

ASTM C 494

Type A - Water-Reducing admixtures: increase the fluidity of the cement paste

with out significantly affecting the air content of a mix. They increase the

workability of concrete at constant water-to-cement ratio, or permit concrete to

be made with an equal workability using a decreased amount of water and

resulting in an increase in compressive strength.

Type B - Retarding admixtures: decrease the initial rate of reaction between

cement and water. They are commonly used in hot countries to counteract the

effects high temperatures. A slight reduction in water content can usually be

made with retarding admixtures.

7

Type C - Accelerating admixtures: increase the initial rate of reaction between

cement and water. These are commonly used to facilitate early stripping of

formwork, particularly in winter conditions.

Type D - Water-reducing and retarding admixtures: combine the functions of

retarders and water-reducers. Placing in hot weather is the main applications

where these admixtures are used.

Type E - Water-reducing and accelerating admixtures: combine the functions of

accelerators and water-reducers.

Type F - High-range water-reducing admixtures: also called integral water

proofing admixtures. They are used to reduce the permeability of concrete. They

can also increase the workability of a mix, particularly where aggregates are

poorly graded.

1.11.1 Super plasticiser

Super plasticisers or high range water reducing admixtures are an essential

component of concrete. Viscosity modifying admixtures (VMA) may also be used to

help reduce segregation and the sensitivity of the mix due to variations in other

constituents, especially to moisture content. Other admixtures including air entraining,

accelerating and retarding may be used in the same way as in traditional vibrated

concrete but advice should be sought from the admixture manufacturer on use and the

optimum time for addition.

Choice of admixture for optimum performance may be influenced by the physical and

chemical properties of the addition. Factors such as fineness and carbon content may

have an effect. It is therefore recommended that compatibility is carefully checked if a

change in supply of any of these constituents is to be made.

Admixtures will normally be very consistent from batch to batch but moving to

another source or to another type from the same manufacturer is likely to have a

significant effect on concrete performance and should be fully checked before any

change is made.

8

Chapter 2

Chapter 2 Results of Material Analysis

2.1 Overview

This chapter presents results of sieve analysis, SSD and bulk specific gravity for

different types of aggregates. Using Microsoft Office Excel 2007 software, collected

results are represented graphically using grading curve method. Also crash test of coarse

aggregate results are presented. Moreover, water analysis, admixture (super plasticizer)

analysis. Cement analysis mix design of concrete and compressive strength result are

introduced in this chapter. All aforementioned collected results are obtained from four

companies located in TRNC.

2.2 Sieve Analysis for Sand (Fine Aggregate)

Results of sieve analysis for sand are represented in tables. Each table represents

results of one company for a period of four weeks as follows:

Tables (2.1-2.4-2.7-2.10) represent results of sieve analysis for sand.

Tables (2.2-2.5-2.8-2.11) represent results of specific gravity absorption for first

two weeks.

Tables (2.3-2.6-2.9-2.12) represent results of specific gravity absorption for last

two weeks.

9

Table 2.1 Sieve Analysis for Sand- Tüfekçi Ltd.

Source location CYPROMER Ltd.(Bas Barmek)

Sample Description 0-4 mm Dune sand Quarry

Sieve size(mm) % passing

2/8/2008

% passing

9/8/2008

% passing

16/8/2008

% passing

23/8/2008

% passing

30/8/2008

4 99.8 99.7 99.9 99.6 99.1

2 77.6 76.4 78.2 80.6 78.3

1 48.5 47.4 56.6 58.1 52.3

0.5 28.5 23.0 26.0 42.5 32.8

0.25 16.0 13.0 13.4 19.4 16.8

0.063 8.3 8.4 10.1 11.5 11.0

Total 2686.1 gr. 2500 gr. 1900 gr. 1600 gr. 1500 gr.

Table 2.2 Specific Gravity Absorption Tüfekçi Ltd. 2-9-16/8/2008

Specific Gravity Absorption

Bulk Specific gravity saturated surface Dry (SSD) 2.668

Bulk Specific gravity (Dry) 2.629

Water absorption % 1.467

Table 2.3 Specific Gravity Absorption Tüfekçi Ltd. 23-30/8/2008





10

Table 2.4 Sieve Analysis for Sand- Kascon Ltd.

Source location ÜSTAġ Ltd. (Bas Barmek)



2/8/2008

% passing

9/8/2008

% passing

16/8/2008

% passing

23/8/2008

% passing

30/8/2008

4 99.60 99.78 98.76 99.10 98.83

3 89.63 90.84 84.38 85.38 84.26

1.7 70.61 72.38 64.38 66.48 67.62

1 55.54 58.11 51.04 54.48 54.29

0.5 40.70 50.39 39.43 43.69 41.79

0.25 12.14 42.56 13.22 14.55 11.54

0.063 11.46 12.16 13.11 11.79 10.00

Total 2035 gr. 1846 gr. 1850 gr. 1990 gr. 2100 gr.

Table 2.5 Specific Gravity Absorption Kascon Ltd. 2-9-16/8/2008





Table 2.6 Specific Gravity Absorption Kascon Ltd. 23-30/8/2008





11

Table 2.7 Sieve Analysis for Sand- Korman Ltd.

Source location ARPALIKLI Ltd.- (Bogaz)



1/8/2008

% passing

7/8/2008

% passing

14/8/2008

% passing

21/8/2008

% passing

28/8/2008

4 97.9 98.7 99.3 98.1 98.0

2 72.7 74.9 90.4 71.5 74.8

1 52.0 59.1 68.3 50.1 57.3

0.5 35.3 39.9 31.1 31.4 38.8

0.25 23.6 25.1 24.9 22.3 21.1

0.063 11.4 13.0 9.9 11.8 12.4

Total 1700 gr. 1505.4 gr. 1100 gr. 1600 gr. 1650.4 gr.

Table 2.8 Specific Gravity Absorption Korman Ltd. 1-7-14/8/2008)





Table 2.9 Specific Gravity Absorption Korman Ltd. (21-28/8/2008)





12

Table 2.10 Sieve Analysis for Sand- Öder Ltd.

Source location MOZĠDEX Ltd. – (Sirinevler)



01/8/2008

% passing

07/8/2008

% passing

14/8/2008

% passing

21/8/2008

% passing

28/8/2008

4 97.2 98.2 96.0 98.5 96.8

2 72.6 82.7 63.9 69.8 70.6

1 46.8 54.7 39.7 37.5 46.8

0.5 33.8 29.0 25.8 28.5 36.0

0.25 25.0 21.6 23.5 14.3 22.8

0.063 7.1 12.8 12.3 11.7 11.5


Table 2.11 Specific Gravity Absorption Öder Ltd. (01-7-14/8/2008)





Table 2.12 Specific Gravity Absorption Öder Ltd. (21-28/8/2008)





13

Results of a sieve analysis can be graded much easier if represented graphically.

Therefore, grading charts are very extensively used. Charts ease to see at glance

whether the grading of a given sample conforms to that specified, is coarser or finer

[18].

In graphical charts, the vertical ordinate represents % passing and the abscissa

represents the sieve opening in mm. For ease of reading grading curves, results of four

companies for each week are represented in one graphical chart. The average value of

the standard gradation curve is calculated by arithmetic mean formula:

n

xN

i

i 1 (2.1)

Where:-

μ arithmetic mean value of the data set.

xi represents each data value from i=1 to i=N.

nnumber of samples in the data set.

14

Figure 2.1 Sieve Analysis for Sand (0-4 mm) 1st Week of August 1-2/08/2008*

Figure 2.2 Sieve Analysis for Sand (0-4 mm) 2nd

Week of August 7-9/08/2008*

*Sieve size for Kascon LTD is 1.7 mm instead of 2 mm.

15

Figure 2.3 Sieve Analysis for Sand (0-4 mm) 3rd




*Sieve size for Kascon LTD is 1.7 mm instead of 2 mm.

16




2008)†

*Sieve size for Kascon LTD is 1.7 mm instead of 2 mm. †The type of sand available was the same for each company for the mentioned sample.

Each sample has a time interval of one week.

17

Figure 2.7 Bulk Specific gravity (Dry) (4rh

Week of August 2008)†

†The type of sand available was the same for each company for the mentioned sample.


18

2.3 Sieve Analysis for Coarse Aggregate

Results of sieve analysis for coarse aggregate are represented in tables. Each table

represents results of one company for a period of four weeks as follows:

Tables (2.13-2.16-2.19-2.22) represent results of sieve analysis for coarse

aggregate.

Tables (2.14-2.17-2.20-2.23) represent results of specific gravity absorption for

first two weeks.


last two weeks.

19

Table 2.13 Sieve Analysis for Coarse Aggregate- Tüfekçi Ltd.

Source location CYPROMER Ltd.- (Bas Barmek)

Sample Description 4-11.2 mm Dune Agg. Quarry


02/8/2008

% passing

09/8/2008

% passing

16/8/2008

% passing

23/8/2008

% passing

30/8/2008

22.4 100 100 100 100 100

16 100 100 100 100 100

11.2 99.4 99.8 99.8 99.8 99.3

8 56.6 53.8 46.2 63.2 44.9

4 8.0 10.0 7.0 11.0 15.0

2 2.0 1.0 2.0 2.0 3.0


Table 2.14 Specific Gravity Absorption Tüfekçi Ltd. (02-09-16/8/2008)





Table 2.15 Specific Gravity Absorption Tüfekçi Ltd. (23-30/8/2008)





20

Table 2.16 Sieve Analysis for Coarse Aggregate- Kascon Ltd.

Source location ÜSTAġ Ltd. (Bas barmek)

Sample Description 4-12 mm Dune Agg. Quarry


02/8/2008

% passing

09/8/2008

% passing

16/8/2008

% passing

23/8/2008

% passing

30/8/2008

12.5 100 100.00 100.00 100.00 100.00

10 99.28 99.27 99.31 99.48 99.58

8 85.59 83.13 80.31 85.95 84.74

5 45.57 39.24 42.13 43.52 37.58

4 32.84 27.99 31.41 32.67 26.24

3 35.73 100.00 21.47 32.67 25.58


Table 2.17 Specific Gravity Absorption Kascon Ltd. (02-09-16/8/2008)





Table 2.18 Specific Gravity Absorption Kascon Ltd. (23-30/8/2008)





21

Table 2.19 Sieve Analysis for Coarse Aggregate- Korman Ltd.

Source location ARPALIKLI Ltd. (Bogaz)



01/8/2008

% passing

07/8/2008

% passing

14/8/2008

% passing

21/8/2008

% passing

28/8/2008

16 100.00 100.00 100.00 100.00 100.00

11.2 99.2 99.8 99.9 98.2 99.2

8 78.4 66.1 60.5 47.3 65.0

4 22.0 19.0 19.0 17.0 12.0

2 2.0 3.0 2.0 3.0 4.0

Total 1038.7 gr. 1035 gr. 1067 gr. 1100.5 gr. 1100.5 gr.

Table 2.20 Specific Gravity Absorption Korman Ltd. (01-7-14/8/2008)










22

Table 2.22 Sieve Analysis for Coarse Aggregate- Öder Ltd.

Source location MOZĠDEX Ltd. (Sirinevler)



01/8/2008

% passing

07/8/2008

% passing

14/8/2008

% passing

21/8/2008

% passing

28/8/2008

16 100.00 100.00 100.00 100.00 100.00

11.2 100.00 100.00 100.00 100.00 100.00

8 56.6 37.6 45.5 38.1 48.4

4 7.0 6.0 2.0 8.0 11.0

2 2.0 3.0 0.0 3.0 9.0

Total 1844 gr. 1250 gr. 1000 gr. 1060.5 gr. 1000 gr.











23

Sieve Analysis for Coarse Aggregate

0

10

20

30

40

50

60

70

80

90

100

Sieve size(mm)

% passing

Tüfekçi LTD

Kascon LTD

Korman LTD

Öder LTD

Avg. Standard

Upper Limit

Lower Limit

Tüfekçi LTD 8 56.6 99.4 100

Kascon LTD 32.84 85.59 99.28 100

Korman LTD 22 78.4 99.2 100

Öder LTD 7 56.6 100 100

Avg. Standard 10 55 90 100

Upper Limit 20 80 100 100

Lower Limit 0 30 80 100

4 8 11.2 16


Week of August 7-

9/08/2008*


0

10

20

30

40

50

60

70

80

90

100

Sieve size(mm)

% passing

Tüfekçi LTD

Kascon LTD

Korman LTD

Öder LTD

Avg.Standard

Upper Limit

Lower Limit

Tüfekçi LTD 10 53.8 99.8 100

Kascon LTD 27.99 83.13 99.27 100

Korman LTD 19 66.1 99.8 100

Öder LTD 6 37.6 100 100

Avg.Standard 10 55 90 100



4 8 11.2 16

Figure 2.9 Sieve Analysis for Coarse Aggregate (4-11.2 mm) 2nd

Week of August 7-

9/08/2008*

*Sieve size for Kascon LTD is 10 mm instead of 11.2 mm.

24


0

10

20

30

40

50

60

70

80

90

100

Sieve size(mm)

% passing

Tüfekçi LTD

Kascon LTD

Korman LTD

Öder LTD

Avg.Standard

Upper Limit

Lower Limit

Tüfekçi LTD 7 46.2 99.8 100

Kascon LTD 31.41 80.31 99.31 100

Korman LTD 19 60.5 99.9 100

Öder LTD 2 45.5 100 100




4 8 11.2 16

Figure 2.10 Sieve Analysis for Coarse Aggregate (4-11.2 mm) 3

rd Week of August 14-

16/08/2008*


0

10

20

30

40

50

60

70

80

90

100

Sieve size(mm)

% passing

Tüfekçi LTD

Kascon LTD

Korman LTD

Öder LTD

Avg.Standard

Upper Limit

Lower Limit

Tüfekçi LTD 11 63.2 99.8 100

Kascon LTD 32.67 85.95 99.48 100

Korman LTD 17 47.3 98.2 100

Öder LTD 8 38.1 100 100




4 8 11.2 16

Figure 2.11 Sieve Analysis for Coarse Aggregate (4-11.2 mm) 4rh

Week of August 21-

23/08/2008*

*Sieve size for Kascon LTD is 10 mm instead of 11.2 mm.

25


0

1020

30

4050

60

7080

90100

Sieve size(mm)

% passing

Tüfekçi LTD

Kascon LTD

Korman LTD

Öder LTD

Avg.Standard

Upper Limit

Lower Limit

Tüfekçi LTD 15 44.9 99.3 100

Kascon LTD 26.24 84.74 99.58 100

Korman LTD 12 65 99.2 100

Öder LTD 11 48.4 100 100



4 8 11.2 16


Week of August 28-

30/08/2008*

Bulk Specific gravity saturated surface Dry (SSD)

2.6

2.65

2.7

2.75

2.8

2.85

2.9

2.95

3

SAMPLE

SS

D

Tüfekçi LTD

Kascon LTD

Korman LTD

Öder LTD

Tüfekçi LTD 2.673 2.656

Kascon LTD 2.74 2.72

Korman LTD 2.716 2.707

Öder LTD 2.757 2.638

1 2


2008)†

*Sieve size for Kascon LTD is 10 mm instead of 11.2 mm. †The type of sand available was the same for each company for the mentioned sample.


26

Bulk Specific gravity (Dry)

2.6

2.65

2.7

2.75

2.8

2.85

2.9

2.95

3

SAMPLE

Dry

Tüfekçi LTD

Kascon LTD

Korman LTD

Öder LTD




Öder LTD 2.715 2.609

1 2

Figure 2.14 Specific gravity (Dry) (4rh

Week of August 2008)†



27

2.4 Sieve Analysis for Coarse Aggregate

Results of sieve analysis for coarse aggregate are represented in tables. Each table

represents results of one company for a period of four weeks as follows:

Tables (2.25-2.28-2.31-2.34) represent results of sieve analysis for coarse

aggregate.


first two weeks.


last two weeks.

28

Table 2.25 Sieve Analysis for Coarse Aggregate - Tüfekçi Ltd.

Source location CYPROMER Ltd.- (Bas Barmek)

Sample Description 11.2-22.4 mm Dune Agg. Quarry


02/8/2008

% passing

09/8/2008

% passing

16/8/2008

% passing

23/8/2008

% passing

30/8/2008

31.5 100.00 100.00 100.00 100.00 100.00

22.4 99.1 99.6 99.4 99.5 99.6

16 31.0 28.0 30.0 31.0 39

11.2 7.0 16.0 9.0 5.3 8

5.6 2.0 3.0 1.0 2.0 2

Total 1646.3 gr. 1800 gr. 2148.5 gr. 2135.5 gr. 1759.4 gr.

Table 2.26 Specific Gravity Absorption Tüfekçi Ltd. (02-09-16/8/2008)





Table 2.27 Specific Gravity Absorption Tüfekçi Ltd. (23-30/8/2008)





29

Table 2.28 Sieve Analysis for Coarse Aggregate - Kascon Ltd.

Source location ÜSTAġ Ltd. (Bas Barmek)



02/8/2008

% passing

09/8/2008

% passing

16/8/2008

% passing

23/8/2008

% passing

30/8/2008

20 98.09 97.05 96.48 98.14 98.09

19 88.09 88.68 84.25 84.60 88.09

16 54.78 53.84 45.97 58.10 54.62

14 30.72 28.16 17.98 24.45 30.44

12.5 14.64 18.60 9.95 6.85 16.26

10 3.16 6.47 6.22 4.20 5.81

8 0.53 4.98 4.72 2.75 2.39

5 0.53 4.49 4.14 2.29 2.33


Table 2.29 Specific Gravity Absorption Kascon Ltd. (2-9-16/8/2008)





Table 2.30 Specific Gravity Absorption Kascon Ltd. (23-30/8/2008)





30

Table 2.31 Sieve Analysis for Coarse Aggregate - Korman Ltd.

Source location ARPALIKLI Ltd. (Bogaz)



01/8/2008

% passing

07/8/2008

% passing

14/8/2008

% passing

21/8/2008

% passing

28/8/2008

31.5 100.00 100.00 100.00 100.00 100.00

22.4 99.7 99.6 98.8 99.0 99.6

16 29.8 28.6 18.4 31.8 31.6

11.2 12.4 15 12 8.1 8.9

8 9.0 2 3.0 1.0 6.0

Total 2010.5 gr. 1784.5 gr. 1298 gr. 1937.9 gr. 1972.9 gr.

Table 2.32 Specific Gravity Absorption Korman Ltd. (01-07-14/8/2008)










31

Table 2.34 Sieve Analysis for Coarse Aggregate - Öder Ltd.

Source location MOZIDEX Ltd. (Sirinevler)


Sieve size(mm) % passing % passing % passing % passing % passing

31.5 100.00 100.00 100.00 100.00 100.00

22.4 99.2 99.4 99.2 99.7 98.9

16 36.1 40.0 38.3 33.0 36.0

11.2 19.0 10.0 13.0 12.0 24.0

8 4.0 9.0 1.0 4.0 2.0












32

Coarse Aggregate Analysis

0

10

20

30

40

50

60

70

80

90

100

Sieve size(mm)

% passing

Tüfekçi LTD

Kascon LTD

Korman LTD

Öder LTD

Avg.Standard

Upper Limit

Lower Limit

Tüfekçi LTD 2 7 31 99.1 100

Kascon LTD 0.53 14.64 54.78 98.09 100

Korman LTD 9 12.4 29.8 99.7 100

Öder LTD 4 19 36.1 99.2 100

Avg.Standard 2.5 12.5 20 90 100

Upper Limit 5 25 40 100 100

Lower Limit 0 0 0 80 100

8 11.2 16 22.4 31

Figure 2.15 Sieve Analysis for Coarse Aggregate (11.2-22.4 mm) 1st Week of August 1-

2/08/2008*


0

10

20

30

40

50

60

70

80

90

100

Sieve size(mm)

% passing

Tüfekçi LTD

Kascon LTD

Korman LTD

Öder LTD

Avg.Standard

Upper Limit

Lower Limit

Tüfekçi LTD 3 16 28 99.6 100

Kascon LTD 4.98 18.6 53.84 97.05 100

Korman LTD 2 15 28.6 99.6 100

Öder LTD 9 10 40 99.4 100

Avg.Standard 2.5 12.5 20 90 100

Upper Limit 5 25 40 100 100


8 11.2 16 22.4 31

Figure 2.16 Sieve Analysis for Coarse Aggregate (11.2-22.4 mm) 2nd

Week of August

7-9/08/2008*

*Sieve size for Kascon LTD is 12.5 mm instead of 11.2 mm and 20 mm instead of 22.4

mm.

33


0

10

20

30

40

50

60

70

80

90

100

Sieve size(mm)

% passing

Tüfekçi LTD

Kascon LTD

Korman LTD

Öder LTD

Avg.Standard

Upper Limit

Lower Limit

Tüfekçi LTD 1 9 30 99.4 100

Kascon LTD 4.72 9.95 45.97 96.48 100

Korman LTD 3 12 18.4 98.8 100

Öder LTD 1 13 38.3 99.2 100

Avg.Standard 2.5 12.5 20 90 100

Upper Limit 5 25 40 100 100


8 11.2 16 22.4 31

Figure 2.17 Sieve Analysis for Coarse Aggregate (11.2-22.4 mm) 3rd

Week of August

14-16/08/2008*


0

10

20

30

40

50

60

70

80

90

100

Sieve size(mm)

% passing

Tüfekçi LTD

Kascon LTD

Korman LTD

Öder LTD

Avg.Standard

Upper Limit

Lower Limit

Tüfekçi LTD 2 5.3 31 99.5 100

Kascon LTD 2.75 6.85 58.1 98.14 100

Korman LTD 1 8.1 31.8 99 100

Öder LTD 4 12 33 99.7 100

Avg.Standard 2.5 12.5 20 90 100

Upper Limit 5 25 40 100 100


8 11.2 16 22.4 31


Week of August

21-23/08/2008*


mm.

34


0

10

20

30

40

50

60

70

80

90

100

Sieve size(mm)

% passing

Tüfekçi LTD

Kascon LTD

Korman LTD

Öder LTD

Avg.Standard

Upper Limit

Lower Limit

Tüfekçi LTD 2 8 39 99.6 100

Kascon LTD 2.39 16.26 54.62 98.09 100

Korman LTD 6 8.9 31.6 99.6 100

Öder LTD 2 24 36 98.9 100

Avg.Standard 2.5 12.5 20 90 100

Upper Limit 5 25 40 100 100


8 11.2 16 22.4 31


Week of August

28-30/08/2008*

Bulk Specific gravity saturated surface Dry (SSD)

2.6

2.65

2.7

2.75

2.8

2.85

2.9

2.95

3

SAMPLE

SS

D

Tüfekçi LTD

Kascon LTD

Korman LTD

Öder LTD




Öder LTD 2.751 2.69

1 2


2008)†


mm. †The type of sand available was the same for each company for the mentioned sample.


35

Bulk Specific gravity (Dry)

2.6

2.65

2.7

2.75

2.8

2.85

2.9

2.95

3

SAMPLE

Dry

Tüfekçi LTD

Kascon LTD

Korman LTD

Öder LTD




Öder LTD 2.739 2.673

1 2

Figure 2.21 Bulk Specific gravity (Dry) (4

th Week of August 2008)†



36

2.4.1 Los Angeles Crash Test

Table 2.37 Los Angeles Crash Test Tüfekçi Ltd.

Type No of Weight in grams

Weight Difference Crash Test

Cycles Before Test After Test %

A 500 5050.5 3917.5 1133 22.43

Table 2.38 Los Angeles Crash Test Kascon Ltd.




A 500 5010 3990.5 1019.5 20.35

Table 2.39 Los Angeles Crash Test Korman Ltd.




A 500 5020 4085 939 18.65

Table 2.40 Los Angeles Crash Test Öder Ltd.




A 500 5010 3905 1105 22.06

37

2.5 Water Analysis

The water required to be used in concrete should be suitable for drinking devoid

of acid and bases.

There are different values of water used in TRNC companies. According to

chemical test analysis report no 11304/08 which is issued by the governmental

laboratories on 10.9.2008, pH value of water used by Tüfekçi Ltd. is 8.2. The report

shows that water contains 425 ppm of Chloride (Cl.

According to chemical test analysis report no 11301/08 which is issued by the

governmental laboratories on 10.9.2008, pH value of water used by Kascon Ltd. is 7.4.

The report shows that water contains 500 ppm of Chloride (Cl.

The chemical test analysis report no 11305/08 which is issued by the

governmental laboratories on 10.9.2008 shows that pH value of water used by Korman

Ltd. is 7.7. The report also says that water contains 925 ppm of Chloride (Cl).

According to chemical test analysis report no 11306/08 which is issued by the

governmental laboratories on 10.9.2008, pH value of water used by Öder Ltd. is 7.6.

The report shows that water contains 745 ppm of Chloride (Cl).

38

2.6 Admixture

Table 2.41 Tüfekçi Ltd. Concrete Admixture Specifications

Admixture Type Draco Fluicon 269

Super Plasticizer

Appearance Brown liquid

Density 1.20 ±0.03 gr/cm3 (20

oC)

pH 6.0-8.0

Chlorine (Cl) < 0.1 % (EN 480-10)

Alkali < 5 (EN 480-12)

Consumption 0.8-2.0% of Cement Weight

Table 2.42 Kascon Ltd. Concrete Admixture Specifications

Admixture Type Draco Fluicon 985

Super Plasticizer


Density 1.14 ± 0.03 gr/cm3 (20

oC)

pH 6.0-8.0

Chlorine (Cl) < 0.1 % (EN 480-10)

Alkali < 3 (EN 480-12)


Table 2.43 Korman Ltd. Concrete Admixture Specifications

Admixture Type YKS-Rheobuild 737

Plasticizer Fluidity


Density 1.178-1.23 kg/lt (20oC)

pH 6.0-8.0

Chlorine (Cl) < 0.1 % (EN 480-10)

Alkali < 10 (EN 480-12)

Consumption 0.1-0. 2% of Cement Weight

39

Table 2.44 Öder Ltd. Concrete Admixture Specifications

Admixture Type YKS-Pozzolith-MR27

Plasticizer Fluidity


Density 1.11-1.17 kg/lt (20oC).

pH 6.0-8.0

Chlorine (Cl) < 0.1 % (EN 480-10)

Alkali < 10 (EN 480-12)


40

2.7 Cement Analysis

Table 2.45 Cement Analysis-Tüfekçi Ltd.

Standard Number TS EN 197-1

Cement Type

CEMII/A-L 42.5N

(Portland Cement

Limestone)

Insoluble Residue (%) 0.62

Magnesium Oxide (MgO) (%) 2.45

Sulphur Trioxide (SO3) (%) 2.65

Loss on Ignition (%) 6.38

Chloride (Cl) (%) 0.02

Calcium Oxide (CaO) (%) -

Specific Weight (g/cm3) 3.06

Blaine (cm2/g) 3916

Water/Cement (%) 27.6

Initial Setting Time (20ºC) (min) 160

Final Setting Time (20ºC) (min) 250

41

Table 2.46 Cement Analysis-Korman Ltd.


Cement Type

CEMII/A-L 42.5N

(Portland Cement

Limestone)








Blaine (cm2/g) 3916




42

Table 2.47 Cement Analysis-Kascon Ltd.


Cement Type

CEMII/A-P 42.5N

(Portland Pozzolana

Cement)



Sulfur Trioxide (SO3) (%) 3.44


Chlorine (Cl) (%) 0.0110



Blaine (cm2/g) 3720



Final Setting Time (20ºC) (min) -

43

Table 2.48 Cement Analysis-Öder Ltd.


Cement Type

CEMII/A-L 42.5N

(Portland Cement

Limestone)








Blaine (cm2/g) 3916




44

2.8 Ready Mixed Concrete

Ready mixed concrete is a type of concrete that is manufactured at a batch plant

or factory, according to a pre determined recipe, and delivered to a project site by truck

mounted transit mixers. This results in a close mixture, allowing specialty concrete

mixtures to be developed and implemented on construction project sites.

Ready mixed concrete is option preferred over on-site mixing because of the

precision of the concrete mixture and reduced project or work site confusion. Concrete

is a mixture of Portland cement, water, and aggregates comprising sand and gravel or

crushed stone. These raw materials are purchased by weight whereas the batched

concrete mixture is sold by the volume - usually expressed in cubic yard or cubic meter.

Most of ready mixed concrete is currently manufactured under computer-controlled

operations and transported and placed at project sites using sophisticated equipment and

methods.

2.9 Ready Mix Design

The objective of a good concrete mix design is to utilize the available materials as

economically as possible.

Concrete is made up of three basic components: water, aggregate (rock, sand, or

gravel) and Portland cement. Cement, usually in powder form, acts as a binding agent

when mixed with water and aggregates [6].

2.9.1 Concrete Mix Design Method: TS EN 206-1

Tüfekçi Ltd., Kascon Ltd., Korman Ltd. and Öder Ltd use mix design method

mentioned in Turkish Standard (TS EN 206-1).

In this method the workability of concrete mix is determined by the water-

content for different maximum nominal size of aggregate. The bulk volume of coarse

aggregate per unit volume of concrete is estimated for the maximum size of aggregate

and fineness modulus of sand. The water-cement ratio is determined to satisfy both

strength and durability requirements. The air content in concrete is taken into account in

calculating the volume of fine aggregate.

For example, mix design calculations for mix design results of Korman Ltd.

(Appendix 8) are done as follows:

45

Amount of cement: 300 kg/m3

Water/cement ratio 0.65

Admixture 1% from cement

Density = mass/volume

Mass = density x volume

Cement 300 kg/3.09 =97.09 kg, (3.09 Specific Weight of Cement)

Water 195 L /1 =195 L

Admixture =3 L/1.17 =2.565 L, (1.17 Specific Weight of Admixture)

Air content =2 % x 10 =20%

Total 318.65 dm3

Volume of Aggregate 1000 dm3-318.65 =681.35 dm3

Sieve Analysis of 681.35 dm3 sample: 56% Sand, 18% middle aggregate, and

26% coarse aggregate.

Volume for 1m3 of Sand 681.35 x 0.56=381.55 dm3

Volume for 1m3 Middle Aggregate 681.35 x 0.18=122.64 dm3

Volume for 1m3 Coarse Aggregate 681.35 x 0.26=177.15 dm3

1000 dm3-318.65 dm3-381.55 dm3-122.64 dm3-177.15 dm3=0 dm3 volume

Volume of Cement =97.09 kg x 3.09 =300 kg

Volume of Water =195 x 1 =195 lt.

Volume of Admixture =2.565 x 1.17 =3 lt.

Air content (%) =2 x 10 =20

381.55 x 2.722=1039 kg/m3, (2.722 Specific Weight of Sand)

122.64 x 2.714=332.84 kg/m3, (2.714 Specific Weight of Middle Aggregate)

177.15 x 2.716=481.13 kg/m3, (2.716 Specific Weight of Coarse Aggregate)

Without Water absorption

1039 x 0.470/100=7.26 1039-7.26=1032 kg/m3 Unit Weight

332.84 x 0.428/100=1.42 332.84-1.42=331.42 kg/m3 Unit Weight

481.13 x 0.470/100=2.31 481.13-2.31=479 kg/m3 Unit Weight

Total weight of 1 m3: Cement 300 kg, water 195 lt., admixture 3 lt., Sand

1032 kg/m3, Middle aggregate. 331.42 kg/m

3 and Coarse aggregate.

479 kg/m3.

Total Unit Weight of Concrete is 2340 kg/m3

46

2.10 Workability

The term workability is used to describe the ease with which concrete mixes can be

transported, placed and compacted.

The highest workability must be so that concrete will be as completely compacted as

possible while using the lowest possible water/cement ratio.

Workability should be obtained by the use of a well graded aggregate and one which

has the largest maximum particle size possible.

The use of smooth and rounded, rather than irregularly shaped aggregate also

increase workability, but in high strength concretes, there may be no overall increase

in strength, because with equal water/cement ratios irregularly shaped aggregate

produce, the stronger concrete.

Air entraining admixtures improve the workability of mixes (and improve the frost

resistance of hardened concrete) but reduction in density of the concrete is

accompanied by a loss of strength.

Consequently we can summarize the factors of workability as:

Water Content of the Mix: Adding water increases workability but decreases

strength of concrete Maximum size of aggregate: Less surface area to be petted

means relatively more water in the medium

Grading of Aggregate: Poor grading reduces the consistency of concrete

Shaped and texture of aggregates: smooth surfaces provided better workability.

In general water content and the other mix proportions are fixed.

So the workability is governed by the maximum size of aggregate, it is grading and

shaped and texture [7].

2.11 Measurement of Workability

Unfortunately, there is no accepted test which measures directly the workability.

There are numerous attempts to correlate workability with some easily determinable

physical measurements, but none of these is fully satisfactory, although they may

provide useful information within a range of variation in workability.

47

2.11.1 Method of Testing Workability and Equipment (Slump

Test)

In order to determine and measure the workability of a given sample of concrete,

slump test method is used.

Slump test method involves the following steps:

To obtain a representative sample, samples are taken from two or more regular

intervals throughout the discharge of the mixer or truck. Samples must not be

taken at the beginning or the end of the discharge.

Cone must be dampened inside and then placed on a smooth, moist, non-

absorbent, level surface large enough to accommodate both the slumped

concrete and the slump cone. The test procedure should be stood or, foot pieced

throughout to hold the cone firmly in place.

Then cone is filled 1/3 full by volume and rod 25 times with 5/8-inch diameter x

24-inch-long hemispherical tip steel tamping rod. (This is a specification

requirement which will produce nonstandard results unless followed exactly).

Roding then distributed evenly over the entire cross section of the sample.

Then cone is filled 2/3 full by volume and layer is rod 25 times rod penetrating

into, but not through first layer. Roding then distributed evenly over the entire

cross section of the sample.

After that cone is filled to overflowing and layer is rod 25 times rod penetrating

into, but not through second layer. Roding then distributed evenly over the entire

cross section of the sample.

The excess concrete is removed from the top of the cone, using tamping rod as a

screed. Overflow from base of cone is then cleaned.

Immediately, cone is lifted vertically with slow, even motion. The concrete must

not be jarred and the cone must not be tilted during this process. Next, the

withdrawn cone is invert, and placed next to, but not touching the slumped

concrete. (Perform in 5-10 seconds with no lateral or torsional motion).

A straight edge is laid across the top of the slump cone. Then the amount of

slump is measured in inches from the bottom of the straight edge to the top of

the slumped concrete at a point over the original center of the base. The slump

48

operation shall be completed in a maximum elapsed time of 2 1/2 minutes.

Finally, concrete must be discarded and not used in any other tests [19].

2.12 Conditions before Pouring Concrete

There are some conditions that must be taken into consideration before pouring

concrete:

1) Make control for the mixer before leaving the concrete factory, making account

that mixer keeps rotating until reaches to the casting area with non stop.

2) Slump test to learn that the cast were valid for (7.5 ± 2.5) cm taking into account

not to add water at the site.

3) Testing of the decline was related to the element to be casing such as roof,

Columns, Succession (i.e. each component has slump test).

4) The pouring of the concrete is not preferred in hot and cold weathers, also

during rainfall.

5) Before pouring the concrete in the summer, uniform coverage component should

be covered with nylon to decrease the crack.

2.12.1 Weather Cast Concrete

It is not allowed in any way to pour concrete in cold weather, when the

temperature of is 4 degrees Celsius and also the same thing in the hot weather when the

temperature is higher than 40 degrees Celsius.

2.12.2 Concrete protection

Concrete be must be protected after casting from harmful influences, shocks and

vibrations. Also it must be free of any weight after a short time on the cast for a period

of 28 days.

49

2.13 Concrete Trial Mix Design

2.13.1 Design Requirement (Tüfekçi Ltd.): TS EN 206-1

1. Workability slump (10 cm-18 cm)

2. Water cement ratio (0.55-0.6)

3. Minimum cement content 290 kg/m3

4. Aggregate/cement ratio 6.1

5. Maximum aggregate size (22.4 mm)

Table 2.49 Mix Design Quantities for One Cubic Meter. Tüfekçi Ltd.- Haspolat.

Material

description Size/Type Condition

Weight

(kg/m3)

Volume

(m3)

Material source

Cement Type II Dry 310 0.130 BEM CEM II

42.5 N

11.2-22.4

Agg. 22.4 mm SSD 492 0.206 Coarse Agg.

4-11.2 Agg. 11.2 mm SSD 378 0.158 Coarse Agg.

0-4 Sand 4 mm SSD 1020 0.427 Sand

Free Water - LIQUID 186 0.078 Natural ground

water

Admixture Super

Plasticizer LIQUID 3.1 0.0013

Draco Fluicon

268

Air Content AIR AIR 2.2% 0.022

TOTAL 2389 1.00

50

2.13.2 Design Requirement (Kascon Ltd.): TS EN 206-1






Table 2.50 Mix Design Quantities for One Cubic Meter. Kascon Ltd.- Haspolat.

Material


Weight

(kg/m3)

Volume

(m3)

Material source

Cement Type II Dry 290 0.122 CEM II 42.5 N-

Pozzolana

12-22.5

Agg. 22.4 mm SSD 497.26 0.209 Coarse Agg.

4-12 Agg. 11.2 mm SSD 362.06 0.152 Coarse Agg.

0-4 Sand 4 mm SSD 1036.6 0.436 Sand


water

Admixture Super

Plasticizer LIQUID 2.9 0.012

Draco Fluicon

985

Air Content AIR AIR 2% 0.02

TOTAL 2374.4 1.00

51

2.13.3 Design Requirement (Korman Ltd.): TS EN 206-1






Table 2.51 Mix Design Quantities for One Cubic Meter. Korman Ltd.- Bogaz.

Material


Weight

(kg/m3)

Volume

(m3)

Material

source


42.5 N

11.2-22.4



0-4 Sand 4 mm SSD 1044 0.442 Sand


water

Admixture Plasticizer-

Fluidity LIQUID 3.00 0.0127

Rehobuild

YKS-737


TOTAL 2361 1.00

52

2.13.4 Design Requirement (Öder Ltd.): TS EN 206-1





5. Maximum aggregate size (22.4 mm).

Table 2.52 Mix Design Quantities for One Cubic Meter. Öder Ltd.- Geçitköy.

Material


Weight

(kg/m3)

Volume

(m3)

Material

source


42.5 N

11.2-22.4



0-4 Sand 4 mm SSD 1054 0.441 Sand


water

Admixture Plasticizer-

Fluidity LIQUID 2.95 0.0123

Pozzolith

MR-27


TOTAL 2388 1.00

53

2.14 Concrete Compressive Strength

Table 2.53 SAMPLE AGE (7 DAYS) -Tüfekçi Ltd. - Haspolat.

SAMPLE

NO.

Dimension (cm) Weight

(kg)

Average

Density

(kg/m3)

Average

Stress

(MPA)

Average

Stress

(kg/cm2)

Average Length Width Height

1

02.08.2008 15 15 15 8.080 2.40 29.38 299.38

2

09.08.2008 15 15 15 8.065 2.40 28.40 289.39

3

16.08.2008 15 15 15 8.093 2.40 29.74 303.05

4

23.08.2008 15 15 15 8.085 2.40 30.54 311.20

5

30.08.2008 15 15 15 8.061 2.40 31.74 323.4

Table 2.54 SAMPLE AGE (28 DAYS) -Tüfekçi Ltd. - Haspolat

SAMPLE

NO.


(kg)

Average

Density

(kg/m3)

Average

Stress

(MPA)

Average

Stress

(kg/cm2)


1

30.08.2008 15 15 15 8.125 2.40 38.52 392.51

2

06.09.2008 15 15 15 8.110 2.40 37.77 384.87

3

13.09.2008 15 15 15 8.098 2.40 35.02 356.85

4

20.09.2008 15 15 15 8.126 2.40 36.87 375.70

5

27.09.2008 15 15 15 8.063 2.40 36.74 374.38

54

Table 2.55 SAMPLE AGE (7 DAYS) -Kascon Ltd. - Haspolat

SAMPLE

NO.


(kg)

Average

Density

(kg/m3)

Average

Stress

(MPA)

Average

Stress

(kg/cm2)


1

02.08.2008 15 15 15 8.121 2406 26.19 266.9

2

09.08.2008 15 15 15 8.149 2414 26.60 271.9

3

16.08.2008 15 15 15 8.147 2413 26.02 265.2

4

23.08.2008 15 15 15 8.151 2415 27.23 277.5

5

3

Documents

NEAR EAST UNIVERSITYdocs.neu.edu.tr/library/4713168994.pdfTable 3.5 Turkish and British Standards: TS EN 12350 -2/ April 2002 ..... 64 vii Acknowledgment I am greatly indebted to my