graduation project comparative study between...
TRANSCRIPT
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
Specifications 1109/1971
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
Specifications 1109/1971
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
Specifications 1109/1971
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.
Shows Cylinder Split Tensile Strength at Ages 7 and 28 Da~'s
According to ACI 211-1-91
Shows Cylinder Split Tensile Strength at Ages 7 and 28 Da~'s
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
According to BS: 882:1992 and ACI 211-1-91.
Relation between Cube Compressive Strength a nd C yUnder
Compressive Strength at Age 28 Days for All Mixes Cast
According to BS: 882:1992 and ACI 211-1-91.
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
According to BS: 882:1992 and ACI 211-1-91.
Relation between Cube Compressive 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 Cube Compressive Strength a nd Cylinder
Compressive Strength at Age 28 Days for All Mixes Cast
According to BS: 882:1992 and ACI 211-1-91.
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.
Relation between Cylinder Compressive Strength (7.5x15)
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.
Relation between Cylinder Compressive Strength (7.5x15)
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 Compressive Strength (7.5x15)
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.
Relation between the B S: 882:1992 & the ACI 211-1-91 for
Cylinder Compressive Strength (15x30) at Age 28 Days.
Relation between the B S: 882:1992 & the ACI 211-1-91 for
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
specification 1109/1971.
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
specification 1109/1971.
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
specification 1109/1971.
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.