graduation project comparative study between...

ARAB ACADEMY FOR SCIENCE &TECHNOLOG)' AND MARITIME TRANSPORT

COLLEGE OF ENGINEERING AND TECHNOLOGY

CONSTRUCTION AND BUILDING ENGINEERING

DEPARTMENT

GRADUATION PROJECT

COMPARATIVE STUDY BETWEEN AMERICAN CONCRETE INSTITUTE MIX PROPORTION

PROCEDURE AND BRITISH STANDARD PROCEDURE USING LOCAL MATERIAL.

Amira Aly Radwan

Hayssam Moustafa Hamouda

Mohamed Said EIDeeb

Presented by

Saif Allah Mohamed Aboll Gazia

Yasmine Rafaa Bel Tamar

Supervised by:

Dr. Aly Ibrahim Eldarwish

August 2004

Abstract

Comparative Study between American Concrete Institute Mix

Proportion Procedure and British Standard Procedure using local

Material.

Prepared by

Amira Aly Radwan

Hayssam Moustafa Hamouda

Mohamed Said EI-Deeb

Saif Allah Mohamed Abou Gazia

Yasmine Rafaa Bel Tamar

This millennium has witnessed a surge of construction activities in the

infrastructural as well as the industrial segment of the economy concrete, being the most

popular material used in construction today, will playa significant role in the emerging

situation.

In order to study the effect Egyptian material (Aggregates) using BS 882:1992

and ACI 211-1-91 mix procedures, an experimental program was designed to

investigate the different mechanical properties. Six mixes were cast according to BS

882: 1992 with target cube strengths 0 f 250, 300, 350, and 4 00kg/cm2, t he other six

mixes were cast according to ACI 211-1-91 with target cylinder compressive strengths

of 200, 240, 280, and 320 kg/cm2. Two types of fine aggregate and coarse aggregate

were used in this study. The slump of all mixes were set to 20 ± 5 cm.

I

IT

It is evident from the test results that the British standard procedure for mix

proportioning is not compatible with local material. However the American concrete

institute method did procedure results that complied with the target strength required.

This also evident from cost analysis results.

III

Acknowledgements

To Allah ,first and foremost we bow for granting us the ability to complete

this work.

Weare greatly indebted and grateful to Dr.Aly Eldarwish for his continues

help, guidance, valuable and sincere supervision he offered us through this work.

Finally ,our sincere thanks to all our families, all our doctors and colleagues in

Arab Academy for Science and Technology and Maritime Transport for their support

and advice during the progress of this work.

IV

CONTENTS

Chapter 1

INTRODUCTION.......................... .......... .. .... 1

Chapter 2

Literature Review................................ . . . ... 3

2.1 Introduction............................................. ...... .......... ..... 3 2.2 Concrete .............................................................. .. . . . 3

2.2.1 What is Concrete....................................................................... ..... 6 2.2.1.1 Variability ............................................... ............... ... 6 2.2.1.2 Social/Ethical Issues .......................... . . . . . . . ............... . . ..... 8

2.2.2 Global Consumption of Concrete .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... 11 2.2.2.1 Concrete in housing ............................... '" ...... , .. ... . . . . .. 12 2.2.2.2 Concrete in infrastructure. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 2.2.2.3 Concrete in other civil works structures......................... 16 2.2.2.4 proper use of concrete ..... ......... ................................. ... 16 2.2.2.5 Durable concrete mix .............................................. . .... 17 2.2.2.6 Proper casting .......... " .... , ., ......................... " . . . . .. . . . . . ... 18 2.2.2.7 Proper design. ....................................................... . .. . . 18

2.2.3 Concrete in Relation to Ecology ..................................... 19 2.2.3.1 Concrete and its Applications............................... .... 20 2.2.3.2 Regulations.................................................................... ... 20 2.2.3.3 Possibilities of reuse .......................................... ... 21 2.2.3.4 Recycled aggregates ........................ " . . .. . . .. .. . .... . ... 22 2.2.3.5 Raw Material: Availability and Replacement.................... 22 2.2.3.6 Gravel and sand ................................................................ 23

2.2.4 Release of Harmful Substances During Manufacture. . . . . . . . . . . . . .. 25 2.2.4.1 Cement manufacture..................................................... . . . .. 25 2.2.4.2 Dust.......................................................................... . . .... 25 2.2.4.3 Concrete mortar manufacture................................. .... 27 2.2.4.4 Admixtures ...................................................... 28 2.2.4.5 Concrete products ............................................... 29

2.3Factors affecting mix proportions.................................... 30 2.3.1 Cement............................................................... 30

2.3.1.1 Manufacture of cement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . ... 30 2.3.1.2 Chemical composition................................... ....... 33 2.3.1.3 Types of Portland cement................................ ....... 34

v

2.3.1.4 Physical prop. of Portland cement....................... . ...... 35 2.3.1.4.1 Fineness of cement.............. .... .. .. .... .. . ...... 35 2.3.1.4.2 Setting of cement .................. " .. . . .. ... . ...... 36 2.3.1.4.3 Soundness........................................... 37 2.3.1.4.4 Hydration of cement. ............... .. .... ..... . ..... 37 2.3.1.4.5 Heat of hydration .. .................... ................ ....... 38 2.3.1.4.6 Strength of cement....... ............... .... .. . . ..... 39

2.3.1.5 Influence of Portland cement on concrete properties...... . ..... 40 2.3.1.6 Storage and transportation of cement..................... . . ..... 41

2.3.2 Effect of properties of aggregates on mix proportions ..........• .... 41 2.3.3 Maximum aggregate size........................................ • •.. 44 2.3.4 Grading and type of aggregate ••••••••••••••••••••.•••••••••••••••••••••••••••. 45 2.3.5 Workability .......................................................... 46 2.3.6 Nature of cementations material.......................... ••••••• .•• 47 2.3.7 Durability........................................................ . ... 47 2.3.8 )\drndxtures •••••••••••••••••••••••••••••••••••••••••••••••••••••••••• 49

2.3.8.1 Chemical admixtures........................................... 50 2.3.8.2 Mineral admixtures... .... . . .. . .. .. .. . . . .. . .. ..... . . . . .... . . .... 55 2.3.8.3 Effect of Admixtures on concrete properties.................... 57

2.3.9 Quality control ................................................. 58

2.4Workability ........................................................... ... 58 2.4.1 Importance of workability ....................................... . . . 58 2.4.2 Factors )\ffecting workability ............................................. . . . .. 59

2.4.2.1 Water content of the mix ....................................... 59 2.4.2.2 Particle shape and texture of aggregate.................... . .......... 60

2.4.2.2.1 Coarse aggregate......................... . . . . . . . . . .. . . . . . . . 60 2.4.2.2.2 Fine aggregate ....................................... 61

2.4.2.3 Ratio of coarse aggregate to fme aggregate ..................... 62 2.4.2.4 Rate of hydration and rate of loss of water ..................... 62 2.4.2.5 Time and temperature.. .. .. .. . .. .. . .. .. .. .. .. .. .. .. .. . .. .... . .. 62 2.4.2.6 Voids........................................................ ... 63 2.4.2.7 Water Cement ratio.. .. ................ .. ................... .... 64 2.4.2.8 Air entrainment ................................................ 64 2.4.2.9 Mix proportions.. .. . . . . . . . . . . . . . . . . . . . . . . .. . . . . . .. . . . . . . . . . . . . .. 65 2.4.2.10 Admixtures.... .... ... .. .. ... ... .. ...... ...... ... . . . . ... .... . ... 65

2.4.3 Measurements of workability ....................................... 66 2.4.3.1 Slump test... ..... ...... .. . . .. .. .. .. ... .. ... . .. .. . .. . . .. . .. . . . .. 67 2.4.3.2 Compacting factor test ......................................... , 68

VI

2.4.3.3 Vebetest ........................................................ 69 2.4.3.4 Flow test ..... ....................................................... . ... ........ 70 2.4.3.5 Ball penetration test....... .. .. ...... ... . .. .. .. . . . .. . .. ..... ...... 70

1.SStrength of concrete ................................................ ...... 72 2.S.1 Factors affecting the strength ............................... . ...... 74

2.5.1.1 Aggregate.. . . . . .. . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .... 74 2.5.1.1.1 Influence of properties of coarse aggregate in

strength. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 74 2.5.1.1.2 Influence of aggregate/cement ratio in strength. ...... 77

2.5.1.2 Bond between concrete and reinforcement. . . . . . . . . . . ..... . . . . . 79 2.5.1.3 Effective water in the mix ................................ ...... 80 2.5.1.4 Effect of age on strength of concrete. .... . .. . ... . . .. .. .. . . ..... 81 2.5.1.5 Abrasion...................................................... . 84

2.5.1.6 Poisson's ratio ................................................. , 84 2.5.1.7 Durability...................................................... 84 2.5.1.8 Porosity........................................................ 85

2.5.1.9 Curing.......................................................... 85 2.5.2 Types of concrete strength .......................................... . . . . . 86

2.5.2.1 Compressive strength................ ..... ..... ........................ . . . . . . ..... 86 2.5.2.1.1 Size and shape of aggregates............................ .... 88

2.5.2.1.2 water/cement ratio ................. " . . . . . . . . . . . . . .. ..... . .... 90 2.5.2.1.3 Voids .................... ~ ................................. '" 91 2.5.2.1.4 Curing and air entrainment ...... , . .. . .. . . . . ... . . . .... . .. . .... 91 2.5.2.1.5 Compression test.. . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . ..... . . . . .... 93

2.5.2.2. Tensile strength ................................................ . . .. 94 2.5.2.2.1 Direct tensile strength...... .. ... .. . . ... . . . . . . . .. . . .. ........ 95

2.5.2.2.2 Indirect tensile strength.......... .. . . .. . . . . . . . . . . . . . .. .... .. 95

2.5.2.3 Flexural strength .................................................... 95

1.6Durability of Concrete................................................... 102

2.6.1 Permeability of Concrete....................................................... . . . 103 2.6.1.1 Water Permeability .......................................... .... 103 2.6.1.2 Air and Vapor Permeability ................. . . . . . . . . . . . . . . . . . . . 105

2.6.2 Chemical Attack of Concrete •••••••••••••••••••••••••••••••••••••••. 106 2.6.2.1 Sulfate Attack ................................................... 106 2.6.2.2 Sea -Water Attack............................................... 108 2.6.2.3 Acid Attack. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . 108

2.6.3 Air-Entrained Concrete .............................................. 109 2.6.3.1 Air Entrainment. . . . . . . . . .... . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 109

VII

2.6.3.2 Air Content ..................................................... . 109 2.6.4 Measurement of Durability. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. ... . .. 112

2.6.4.1Use of strength as a measure of durability.................. .. .... 112 2.6.4.2 Long-tenn testing. . .. .. .. .. .... . ... . . ..... .... .. . ..... .... . . ..... 113 2.6.4.3 Accelerated testing. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. ...... 113

2.(i.5 Resistance of Concrete To Fire and Influence of Temperature on Strength........................................................................ ...... 113

2.7Mix design procedures ............. .................................... ... .. .. .. ..... 114 2.7.1 American method of selection of mix proportions ................... 114 2.7.2 British method of mix selection (mix design) .................... .... 119 2.7.3 Russian mix design stages........................................ .. ... 125

2.8Life cycle cost ....................................................... . . . . . .. 127 2.8.1 Cost design optimization......................................... .... 133 2.8.2 Life- cycle costing applications. .. ... .. .. . ... . .. .. .. . .. . . ...... .. . . ... 134 2.8.3 Life cycle cost plan .............................................. . . ... 135 2.8.4 Cost estimating. . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . 138 2.8.5 Price Analysis. . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . ... 140 2.8.6 Cost Analysis. . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . .... 141 2.8.7 The building cost infonnation service..... ....................... ... 141 2.8.8 General and background infonnation. ....................... ....... 142

. Chapter 3

MATERIALS, MIX PROPORTIONS AND EXPERIMENTAL PROGRAM.................. 143

3.1 Introduction......................................................... . .. ... 143

3.2 Properties of Materials.................. ................................ 143 3.2.1 Cement.......................................................... . .... 143 3.2.2 Fine Aggregate.......................................... ......... .... 146 3.2.3 Coarse Aggregate.................................................... 153 3.2.4 Water .......................................... , . . . .. . ..... . .. .. . . .... 160 3.2.5 Admixtures ....................................... , ., ..... . ..... . . .... 160

3.3 Experimental Program.......... .......... . .. ...... .... .... . ..... . . .... 161

VIII

3.4 Preparation of Concrete Specimens....... ... .. .. ... . . ... ..... . . ..... 165

3.5 Mixing Procedure.... ......... ...... .. .......... ........ .. ........ . ...... 165

3.6 Fresh Concrete Tests ................................................... . 166 3.6.1 SI1lll1p Test.. .... ... .... . ... ... .. ... .. .. . .. .. ...... . . . . . . . ... .... . .... 166 3.6.2 Curing.... ... .... .. .... ... ... .... . ... .... . .. . .... .. . .... .. .... ... . . ... 167

3.7 Hardened Concrete Tests........ ................................ . ..... 168 3.7.1 Compressive Strength Test.. . .. . .. ... . ... . . .. ... ... . . .. . . .. . .... . .... 168 3.7.2 Splitting Tensile Test............................................ .... 169 3.7.3 Flexural Strength Test........................................... .... 170

Chapter 4 Test Results and Discussion.................... .... 171

4.1 Introduction..................................................... ...... .... 171

4.2 Compressive Strength Test Results............................ ...... 171 4.2.1 Cube Compressive Strength . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 171 4.2.2 Cylinder Compressive Strength (7.5 xIS) ........................ . .. 176 4.2.3 Cylinder Compressive Strength (15 x 30) ............................ 181

4.3 Split Tensile Strength.......................................... .......... 183 4.3.1 Cylinder Split Tensile Strength. . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . ... 183

4.4 Flexural Strength .................................................... .. . . . 188 4.4.1 Beam Flexural Strength. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 188

4.5 Relationships between Compressive, Split Tensile and flexural St_r~ng.th ........................................................................ 192

4.5.1 Relation between Cube Compressive Strength and Cylinder Compressive Strength (7.5 xIS). . . . . . . . .. . . . . . .. . . . . . . . . . ... . . . . . . . .. 192

4.5.2 Relation between Cube Compressive Strength and Cylinder Split Tensile Strength . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 194

4.5.3 Relation between Cube Compressive Strength and Beam Flexural Strength .................................................. . . . . . . . . . . . .. 196

4.5.4 Relation between Cube Compressive Strength and Cylinder Compressive Strength (15 x 30) .................................. . . .. 197

4.5.5 Relation between Cylinder Compressive Strength (7.5 x 15) and Cylinder Split Tensile Strength ......... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 198

4.5.6 Relation between Cylinder Compressive Strength (7.5 x 15) and Beam Flexural Strength . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 200

4.5.7 Relation between Cylinder Compressive Strength (7.5 x 15) and Cylinder Compressive Strength (15 x 30) .............. . . . . . . . . . . . . . . . 201

IX

4.5.8 Relation between Cylinder Split Tensile Strength and Beam Flexural Strength ..... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 202

4.5.9 Relation between Cylinder Split Tensile Strength and Cylinder Compressive Strength (15 x 30) ................................. . .... 203

4.5.10 Relation between Beam Flexural Strength and Cylinder Compressive Strength (15 x 30) ............................................ 204

4.6 Relationships between the British Standard & The American Concrete Institute for Compressive, Split tensile and Flexural Strengths. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • . . . . 205 4.6.1 Relation between BS Cube Compressive Strength and ACI Cube

Compressive Strength . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 205 4.6.2 Relation between BS Cylinder Compressive Strength (7.5 x 15) and

ACI Cylinder Compressive Strength (7.5 x 15) ...................... 206 4.6.3 Relation between B S Cylinder Compressive Strength (15 x 30) and

ACI Cylinder Compressive Strength (15 x 30) ....................... 207 4.6.4 Relation between BS Cylinder Split Tensile Strength and ACI

Cylinder Split Tensile Strength. .. ....... .... .. ... . .. . . . . .... . . . . . ... 208 4.6.5 Relation between BS Beam Flexural Strength and ACI Beam Flexural

Strength .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 209 4.7 Cost Analysis........................................................... ... 210

4.7.1 Cost / unit Compressive Strength............................................. 210 4.7.2 Cost / unit split tensile Strength.............................................. 214 4.7.3 Cost / unit flexural strength ....... ........................................ ...... 218

Chapter 5 CONCLUSION AND RECOMMENDATION 222

5.1 CONCLUSION ......................................................... .... 222

5.2 RECOMMENDATION .......................................... ...... 223

References . . .. .. . .. . . .. . . . . . . . . . ... . . .... . . . . ... . . .. . . . . . . . .. . . .. . . . . . .... 224

x

List of figures

Figure (2.1)

Figure (2.2)

Figure (2.3)

Figure (2.4)

Figure (2-5)

Figure (2-6)

Figure (2-7)

Figure (2-8)

Production of cement 1989 and 1995 (CEMBURO)

Modem housing area - potential slum-area

An example of excellent architecture, Arken Museum for

modem art in Copenhagen

The Great Belt crossing

A flow diagram of Portland cement production.

Schematic diagram of rotary kiln.

Rate of heat evolution during the hydration of Portland

cement (10)

Influence of maximum size of aggregate on the 28-day

compressive strength of concrete of different richness

Figure (2.9) Relation between strength ratio & density- ratio

Figure (2-10) : Influence of temperature on slump of concretes with

differences maximum aggregate sizes

Figure (2-11) Effect of superplasticizer with water/ cement ratio

Figure (2.12) Method in measuring slump an slump test together with types of slump

Figure (2.13) : Compacting factor apparatus

Figure (2.14) : Vebe Apparatus

Figure (2-15) Kelly Ball Figure

Figure (2-16) Relation between Kelly ball penetration and slump

Figure (2-17) Relation between flexural strength and compressive stress at

creaking for concretes made different coarse aggregates

Figure (2-18) Relation between compressive strength and age for concretes

Figure (2-19)

Figure (2-20)

Figure (2-21)

Figure (2.22)

Figure (2.23)

Figure (2.24)

Figure (2-25)

Figure (2-26)

Figure (2-27)

Figure (2-28)

Figure (2-29)

Figure (2.30)

XI

Influence of the aggregate / Cement ratio on strength of

concrete

Diagrammatic representation of moisture in Aggregate

Relative gain of strength with time in concretes with different

water/ cement ratio made with ordinary Portland cement

Development of strength of concrete (determined on 150mm

(6 in.) modified cubes over a period of 20 years; storage under

moist conditions

Ratio of strength of concrete cured at different temperatures

to the 28- day strength of concrete cured at21 'C.

Rate of Strength development in concrete (based on tests

using 3x6 in cylinders

Effect cement on compressive strength of concrete

Concrete strength development with time

Effect of size aggregates on compressive strength (consistency

remaining constant)

Typical relationship between Fc and w/c ration at 21 days

(based on tests on water- cured 3x6 in samples

Effect of curing temperature on Fc

Effect of age on compressive strength of concrete. (Based on

University of Wisconsin tests. Journal of the American

Figure (2.31) Split cylinder test

Figure (2.32) Flexure test (third - point loading)

Figure (2.33) : Typical variation 0 f concrete strengths with water / cement

ratio

Figure (2.34) Relationship between compressive strength and modulus

XII

Figure (2.35) Typical stress strain diagram of concrete

Figure (2.36) : Stress- strain diagrams of various concretes (based on 3x6 in

cylinders)

Figure (2.37) Variation of modulus of elasticity with compressive strength

of normal weight concrete.

Figure (2.38) Typical variation of shrinkage in concrete specimens

Figure (2-39) : Shows Influence of Air Content on Expansion After 300

Cycles of Freezing and Thawing

Figure (2.40) : Effect of entrained & accidental air on the strength of

Figure (2.41)

concrete

Influence of the W/C Ratio on the Void Spacing in Concrete

with an Average Air Content of 5 Percent

Figure (2.42) Graphical method of combining aggregates

Figure (2.43) : Relation between compressive strength and free water/cement

ratio for use in the British m ix s election method 1411 (see

Table14.9) (Crown copyright)

Figure (2.44) Estimated wet density for fully compacted concrete 14.11

gravity is given for saturated and surface- dry aggregate)

Figure (2.45) Recommended proportion of fine aggregate (expressed as

percentage of total aggregate) as a function of free

water/cement ratio for various work abilities and maximum

sizes 14,11 (number refer to percentage of fine aggregate

passing 600m sieve)

Figure (2.46) : Phases of the life Cycle and Their Relative Cost

Figure (2.47) Life Cycle step

Figure (2.48) Production Cost and Operation cost

XIII

Figure (3.1) Fine Aggregate 1 Grading Limits According To BS 882. :

1992

Figure (3.2) Fine Aggregate 1 Grading Limits According To ASTM C 33-

97

Figure (3.3) Fine Aggregate 1 Grading Limits According To Egyptian

Specifications 1109/1971

Figure (3.4) Fine Aggregate 2 Grading Limits According To BS 882. :

1992

Figure (3.5) Fine Aggregate 2 Grading Limits According To ASTM C 33-

97

Figure (3.6) Fine Aggregate 2 Grading Limits According To Egyptian


Figure (3.7) Coarse Aggregate 1 Grading Limits According To BS 882. :

1992

Figure (3.8) Coarse Aggregate 1 Grading Limits According To ASTM

C33-97

Figure (3.9) Coarse Aggregate 1 Grading Limits According To Egyptian


Figure (3.10) : Coarse Aggregate 2 Grading Limits According To BS 882. :

1992

Figure (3.11) : Coarse Aggregate 2 Grading Limits According To ASTM

C33-97

Figure (3.12) Coarse Aggregate 2 Grading Limits According To Egyptian


Figure (3.13) Shows The Experimental Program Chart

Figure (3.14) Shows Concrete Tests Chart

Figure (3.15)

Figure (3.16)

Figure (3.17)

Figure (3.18)

Figure (3.19)

Figure (4.1) . .

Figure (4.2)

Figure (4.3)

Figure (4.4)

Figure (4.5)

Figure (4.6)

Figure (4.7)

Figure (4.8)

Figure (4.9)

Figure (4.10)

XIV

Shows Slump Test

Shows the Curing of Specimens

Shows Compressive Strength Test

Shows Splitting Tensile Test

Shows Flexural Strength Test

Shows Cube Compressive Strength at Ages 3, 7 and 28 da~'s

According to 8S882:1992 (kgIcor)

Shows Cube Compressive Strength at Ages 3, 7 and 28 Days

According to ACI 211-1-91 (kglcor)

Shows Cube Compressive Strength at Ages 3, 7 and 28 Days

According to 8S882:1992 and ACI 211-1-91

Shows Cylinder Compressive Strength at Ages 3, 7 and 28

Days According to BS: 882:1992.

Shows Cylinder Compressive Strength at Ages 3, 7 and 28

Days According to ACI 211-1-91.

Shows Cylinder Compressive Strength (7.51:15) Cast for

Mixes at Ages 3, 7 and 28 Days According to 8S: 882:1992

and ACI 211-1-91.

Shows Cylinder Compressive Strength (15x30) at Age 28

Days According to BS: 882:1992 and ACI 211-1-91.

Shows Cylinder Split Tensile Strength at Ages 7 and 28 Da~'s

According to BS: 882: 1992.


According to ACI 211-1-91


According to 8S: 882:1992 and ACI 211-1-91.

Figure (4.11)

Figure (4.12)

Figure (4.13)

Figure (4.14)

Figure (4.15)

Figure (4.16)

Figure (4.17)

Figure (4.18)

Figure (4.19)

Figure (4.20)

xv

Shows Beam Flexural Strength at Age 28 Days According to

BS: 882:1992 and ACI 211-1-91.

Relation between Cube Compressive Strength a nd Cylinder

Compressive Strength at Age 3 Days for Mixes Cast

According to BS: 882:1992 and ACI 211-1-91.

Relation between Cube Compressive Strength and Cylinder

Compressive Strength at Age 7 Days for All Mixes Cast


Relation between Cube Compressive Strength a nd C yUnder



Relation between Cube Compressive Strength and Split

Tensile Strength at Age 7 Days for All Mixes Cast According

to BS: 882:1992 and ACI 211-1-91.

Relation between the Cube Compressive Strength and the

Split Tensile Strength at Age 28 Days for All Mixes Cast


Relation between Cube Compressive Strength and Beam

Flexural Strength at Age 28 Days for All Mixes Cast


Relation between Cube Compressive Strength a nd Cylinder



Relation between Cylinder Compressive Strength (7.5x15)

and Cylinder Split Tensile Strength at Age 7 Days for All

Mixes Cast According to BS: 882:1992 and ACI 211-1-91.


and Cylinder Split Tensile Strength a t A ge 28 Days for All

Figure (4.21)

Figure (4.22)

Figure (4.23)

Figure (4.24)

Figure (4.25)

Figure (4.26)

Figure (4.27)

Figure (4.28)

Figure (4.29)

Figure (4.30)

XVI

Mixes Cast According to BS: 882:1992 and ACI 211-1-91.


and Beam Flexural Strength at Age 28 Days for All Mixes

Cast According to BS: 882:1992 and ACI 211-1-91.


and Cylinder Compressive Strength (l5x30) at Age 28 Days

for All Mixes Cast According to BS: 882:1992 and ACI 211-1-

91.

Relation between Cylinders Split Tensile Strength and Beam

Flexural Strength at Age 28 Days for All Mixes Cast

According to BS: 882:1992 and ACI 211-1-91

Relation between Cylinder Split Tensile Strength and

Cylinder Compressive Strength (15x30) at Age 28 Days for

All Mixes Cast According to BS: 882:1992 and ACI 211-1-91.

Relation between Beam Flexural Strength and Cylinder

Compressive Strength (15x30) at Age 28 Days for All Mixes

Cast According to BS: 882:1992 and ACI 211-1-91.

Relation between the B S: 882:1992 & the ACI 211-1-91 for

Cube Compressive Strength at Age 28 Days.

Relation between the BS: 882:1992 and ACI 211-1-91 for

Cylinder Compressive Strength (7.5xI5) at Age 28 Days.


Cylinder Compressive Strength (15x30) at Age 28 Days.


Cylinder Split Tensile Strength (7.5xI5) at Age 28 Days.

Relation between the BS: 882:1992 and ACI 211-1-91 for

Beam Flexural Strength at Age 28 Days.

Figure (4.31)

Figure (4.32)

Figure (4.33)

Figure (4.34)

Figure (4.35)

Figure (4.36)

XVII

Cost/unit compressive strength for mixes cast according to

BS:882:1992 & ACI 211-1-91.

Average cost/unit compressive strength for mixes cast

according to BS:882:1992 &ACI 211-1-91.

cost/unit split tensile strength for mixes cast according to

BS:882:1992 &ACI 211-1-91.

Average cost/unit split tensile strength for mixes cast

according to BS:882:1992 &ACI 211-1-91.

cost/unit flexural strength for mixes cast according to

BS:882:1992 &ACI 211-1-91.

Average cost/unit flexural strength for mixes cast according

to BS:882:1992 &ACI 211-1-91.

XVIII

List of Tables

Table (2.1)

Table (2.2)

Table (2.3)

Table (2.4)

Table (2.5)

Table (2.6)

Table (2.7)

Table (2.8)

Table (2.9)

Table (2.10)

Table (2.11)

Table (2.12)

Table (2.13)

Table (2.14)

Table (2.15)

Emissions during clinker and cement manufacture (ENCI,

1990)

Cement types and their use

(Composition of Portland cement with chemical composition

and weight percent)

Requirements of ACI 318-99 for concrete exposed to freezing

and thawing

Chemical Admixtures

Mineral Admixtures

Effect of Mineral Admixtures on Hardened Concrete

Effect of mineral Admixtures on Hardened Concrete

Approximate Mixing Water and Air Content Requirements for

Different Slumps and Nominal Maximum Sizes of Aggregates

given in ACI 211.1-91

Approximate mixing water and Air Content Requirements for

Different Slums and Maximum Sizes of Aggregates

Bulk Volume of coarse Aggregate per Unit Volume of concrete

Approximate Compressive Strengths of Concretes Made with a

Free Water/Cement Ratio of 0.5 According to the 1988 British

Method

Approximate free water Contents Required to Various Levels

of Workability According to the 1988 British Method59 (Crown

copyright)

Definition of life cycle phases

Life- Cycle cost plan

Table (3.1)

Table (3.2)

Table (3.3)

Table (3.4)

Table (3.5)

Table (3.6)

Table (3.7)

Table (3.8)

Table (3.9)

Table (3.10)

Table (3.11)

Table (3.12)

Table (3.13)

Table (3.14)

Table (3.15)

Table (3.16)

Table (3.17)

Table (3.18)

Table (3.19)

XIX

Mechanical Properties of Ordinary Portland cement According

to all Specifications

Chemical Properties of Ordinary Portland cement According to

All Specifications

Physical Properties of Two Types of Fine Aggregate.

Grading of Fine Aggregate 1 According to BS 882: 1992.

Grading of Fine Aggregate 1 According to ASTM C 33-97

Grading of Fine Aggregate 1 According to Egyptian

specification 1109/1971.

Grading of Fine Aggregate 2 According to BS 882: 1992.

Grading of Fine Aggregate 2 According to ASTM C 33-97

Grading of Fine Aggregate 2 According to Egyptian


Physical Properties of Two Types of Coarse Aggregate.

Grading of Coarse Aggregate 1 According to BS 882: 1992.

Grading of Coarse Aggregate 1 According to ASTM C33-97

Grading of Coarse Aggregate 1 According to Egyptian


Grading of Coarse Aggregate 2 According to BS 882: 1992.

Grading of Coarse Aggregate 2 According to ASTM C33-97

Grading of Coarse Aggregate 2 According to Egyptian


Technical Data of Admixture type F (1)

Concrete Mix Proportions According to BS:882:1992

Concrete Mix Proportions According to ACI211-1-91

Table (4.1)

Table (4.2)

Table (4.3)

Table (4.4)

Table (4.5)

Table (4.6)

Table (4.7)

Table (4.8)

Table (4.9)

Table (4.10)

xx

Values of Loads of Cube Compressive Strength (10xl0xl0)

Cast for Mixes at Ages 3, 7 and 28 days according to

BS882:1992 (kg/cm2)

Values of Loads of Cube Compressive Strength of Cubes

(1 Oxl Oxl 0) Cast for Mixes at Ages 3, 7 and 28 Days According

to ACI 211-1-91 (kg/cm2)

Values of Loads and Cylinder Compressive Strength (7.5xI5)

Cast for Mixes at Ages 3, 7 and 28 Days According to BS:

882: 1992 (kg/ cm2)

Values 0 f Loads and Cylinder Compressive Strength (7 .5xI5)

Cast for Mixes at Ages 3, 7 and 28 Days According to ACI 211-

1-91 (kg/cm2)

Values of Loads of Cylinder Compressive Strength (15x30)

Cast for Mixes at Age 28 Days According to BS: 882:1992

(kg/cm2)

Values of Loads of Cylinder Compressive Strength (15x30)

Cast for Mixes at Age 28 Days According to ACI 211-1-91

(kg/cm2)

Values of Loads of Cylinder Split Tensile Strength Cast for

Mixes at Ages 7 and 28 Days According to BS: 882:1992

(kg/cm2)

Values of Loads of Cylinder Split Tensile Strength Cast for

Mixes at Ages 7 and 28 Days According to ACI 211-1-91

(kg/cm2)

Values of Loads of Beam Flexural Strength (10xl0x30) Cast for

Mixes at Age 28 Days According to BS: 882:1992 (kg/cm2)

Values of Loads of Beam Flexural Strength (1 Oxl Ox30) Cast for

Mixes at Age 28 Days According to ACI 211-1-91 (kg/cml)

Table (4.11)

Table (4.12)

Table (4.13)

Table(4.14)

Table(4.15)

Table (4.16)

XXI

The cost/ unit compressive strength of concrete mixes cast

according to BS:882:1992.

The cost/unit compressive strength of concrete mixes cast

according to ACI 211-1-91.

The cost /unit tensile strength of concrete mixes cast according

to BS:882:1992.

The cost/unit tensile strength of concrete mixes cast according

to ACI 211-1-91.

The cost/unit beam flexural strength of concrete mixes cast

according to BS:882:1992.

The cost/unit beam flexural strength of concrete mixes cast

according to ACI 211-1-91.

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