ot' pozzolan as and - Pakistan Research Repository
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\' (EI/ALUATION OT' POZZOLAN AS AND THEIR USE AS CONSTRUCTION MATERIALS' AIHESIS SUBMITTED TO LINIVERSITY OF THE PIJNJAB IN I\RTIAL FULFILLMENT OF THE REQI]IREMENT FOR THE DEGREE OF DOCTOR OF PHILOSOPHY IN CHEMISTRY r 5|UV\4 , \s 4t _v-:i-1 JlI$iIItr BY NISAR AHMAD (Ph.D. Scholar) 2011 SUPERVISOR DR. ABDUL QADIR ASSOCIATE PROFESSOR INSTITUTE OF GHEMISTRY UNIVERSITY OF THE PUNJAB LAHORE
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Transcript of ot' pozzolan as and - Pakistan Research Repository
\'
(EI/ALUATION OT' POZZOLAN AS ANDTHEIR USE AS CONSTRUCTION
MATERIALS'
AIHESIS SUBMITTED TO LINIVERSITY OF THE PIJNJAB INI\RTIAL FULFILLMENT OF THE REQI]IREMENT FOR THE
DEGREE OF
DOCTOR OF PHILOSOPHYIN
CHEMISTRY
r 5|UV\4 ,\s 4t_v-:i-1JlI$iIItr
BYNISAR AHMAD(Ph.D. Scholar)
2011
SUPERVISORDR. ABDUL QADIR
ASSOCIATE PROFESSORINSTITUTE OF GHEMISTRY
UNIVERSITY OF THE PUNJABLAHORE
Eelico*lto
My Parents
Mr. & Mrs. Ghulam Sabir Esq.
I
ACKNOWLEDGEMENT
I am most grateful to my thesis supervisor, Dr. Muhammad Abdul
Qadir, Associate Professor of Analytical Chemistry, lnstitute of Chemistry,
University of the Punjab, Lahore for his valued advice, guidance and
encouragement during the studies.
I would like to express my sincere thanks to my staff of the Computer
Section, Building Research Station Lahore particularly Mr. Muzammal Hayat
Malik, Miss Andleeb Nadia, Mr. lvluhammad Sajid, Mrs. Noreen Akhtar, Mr.
Muhammad Rafiq, Stenographer and l\ilr. Mehmood Abduho for their help in
the secretarial and typing work.
I wish to thank all my family members and especially to my parents for
their support and help during the entire studies. I am also thankful to my wife,
daughters and especially to my son Gullbadin for their patience and
encouragement during the preparation of the thesis.
Nisar Ahmad
lt
iii
Declaration Certifi cate
The author hereby declares that these studies were jointly carried out in the
laboratories of lnstitute of Chemistry, University of the Punjab, Lahore and
Building Research Station, Government of the Punjab, Lahore, Pakistan. The
author also declares that work reported in this thesis has not been submitted
to any University or lnstitute for the award of the Degree of Doctor of
Philosophy and shall not in future be submitted for obtaining similar degree
from any other University.
NISAR AH(Ph.D Scholar)
APPROVAL CERTIFICATE
This thesis enlilled
"EVALUATION OF POZZOLANAS AND THEIR USE AS CONSTRUCTIONMATERIAL"
Submitted by lvlr. Nisar Ahmad for the partial fulfilment of therequirements for the degree of Doctor of Philosophy in Chemistry iswritten under my supervision and hereby approved.
l-z,1,-'.4il,tttrilt
DR. M. ABDUL QADIRASSOCIATE PROFESSOR(SUPERVISOR)INSTITUTE OF CHEMISTRYUNIVERSIry OF THE PUNJABLAHORE, PAKISTAN,."0. t?lilD
APPROVAL CERTIFICATE
This thesis enlilled
"EVALUATION OF POZZOLANAS AND THEIR USE AS CONSTRUCTION
MATERIAL"
Submitted by Mr. Nisar Ahmad for the partial fulfilment of therequirements for the degree of Doctor of Philosophy in Chemistry is
written under my co-supervision and hereby approved.
MrlpRoF. DR. MUSaRRAT uL'[aH KHAN AFRtDt
(co-suPERVlsoR)23.IOBAL AVENUE HOUSINGsoclETY.LAHORE, PAKISTANDated: /q /) /t-za---7-
CONTENTS
SECTION DESCRIPTION
NATURE OF POZZOLANIC ADMIXTUR.ES
PAGENO.
I
3
4
4
ABSTRACT...........
I NTRODUCTIONl-
1_
1-l
t-2
t-2.1
1-2.1.I
t -2.1.2
1-2.1.3
1-2.2.1
t-2.2.4
1-2.2.5
1-3
2-t
2-1.1
2-t.t.t
CLASSIFICATION OF POZZOLANICADMIXTURES
NAI L RAL PO7lI OLA N IC MATERIAI
VOLCANIC ROCK/ASH & PYROCLASTIC ROCKS ..-5
ALTERED MATERIALS OF MIX ORIGIN 6
MATERIAL OF CLASTIC & PELITIC ORIGIN 6
ARTIFICIAL POZZOLANIC MATERIALS
fIRtDCLAY, \HALE AND SOILS..... .
SLAG
RICE HUSK ASH.
t-LY ASH...........
SILICA DUST, A WASTE FROM SILICONINDUSTRIES
6
6
7
7
8
8
LITERATURE RXVIEW....................................................................11
AIMS & OBJECTIVES............................................,.........8
OTIIER PORTLAND CEMENT t7
SECTION
2-t.3
2-1.3.1
2-1.3.1.1
2-1 .3.1 .2
2-t.3.1 .3
2-1.3.t.4
2-1.3.2
vii
pEscRrPrroN "$3:
MODIFIED CEMENT .17
POZZOLANIC CEMENT 17
PROPERT1ES OF FRES}ITfiARDENED CEMENT 18
PASTE & CONCRETE
PLASTIC PHASE (Fresh Cement Paste/Concrete)....... .. .20
woRKA8ILIry..,.....,..,.. . .20
2-1.3.2.1
2-t.3.2.2
2-1.3.2.3
2-L.3.2.4
2-t.3.3
2-1.3.3.1
2-1.3.3.2
2-t.3.3.3
2-t.3.3.4
2-1.3.3.4.1
2-t.3.3.4.2
SETTING TIME 21
BLEEDING....,, 23
HEAT OF HYDRATION.. ..,........ ...... ...... ........ 24
HARDENEDPHASE .26(Hardened Cement Paste/Concrete)
COMPRESSIVE STRENGTI'I 26
MODULUS OF ELASTICITY ,.,, , 27
DRYING SHRINKAGE,., , .-. 29
THERMAL CONDUCTIVITY
DURABILITY PHASE (Weathering Effects) -..............31
SULPHATE ACTION .............._....._.. 31
EFFECT OF SEA WATER -...,..,..,- 33
CONCRETE/STEEL CARBONATION ....-.......,.,,,, .-34
ALKALIAGGREGATEREACTION -.......,,..,..,-, .-.-..35
ALKALI SLTCA REACTION 35
ALKALI CARBONATE REACTION -. ., , . . .,., 36
3- METHODOLOGYANDEXPERIMENTALWORK............43
3-1 MATERIALS 43
SECTION
3-l.l
3-1.1.1
3-1.1.2
3-1.2
3-1.2.1
3-r.3
3-1.3.1
3- 1.3.1.1
3-1.3.1.1.1
3-1 .3.1.1.2
3-1.3. r.1.3
3- 1.3.1.1.4
3-1.3.1.1.5
3-1.3.1.2
3-t.3.1.2.1
1-l .3.1.2.2
3-t.3.1 .2.3
3-1.3.1.2.4
3-1.3.1.2.5
3-l.3.1.3
3-1.3.1.3.1
3-1.3.1.3.2
DESCRIPTION
ORDINARY POR I LAND CLMENT
viii
PAGENO.
43
SAMPLTNG 43
TEST METHODS....... .._.._.. . . 43
WATER 44
TEST METHODS....... .. ..44
AGGREGATE
FINE AGGREGATE
FINE ACGREGATE FOR CEMENT:SAND:MORTAR..44
SAMPLTNG ......,....,..,. -....44
TEST METHODS 44
NATURE & TYPE OF AGCREGATE,.. .., , ..--. .. 45
GRADING OF FINE AGGREGATE.,.,,, .-. . .. .,..,45
COMPOSTTION
44
44
46
]'DST MEI'HODS 48
SECTION
ix
PAGENO.DESCRIPTION
1-
3- 1.3.1.3.3
3-1.3.1.3.4
3-1.3.1.4
3-1.3.1.4.1
3-t.3.t.4.2
3-1.3.1.5
3-t.3.1.6
3-t.3.t.7
3-1.3.1.8
3-1.3.1.9
3-1.3.1.10
3-l.3.l .l l
3- 1.3.1.12
3-1.3.1.12.l
3- 1.3.1.13
3-1.3.1.14
3- L3.1.15
3- 1.3.1.15.1
3-1.3.1.15.2
RESULTS
4-1
4-2
GRADING OF COARSE AGGRIGATE,..,..,, ,, ..-..-.48
DELETERIOUSSUBSTANCES........,,,,,,,, .-.50
pozzoLANIC MATERIALS,......,.._... .................._.....52
SAMPLING .._-...,_....._.._._.... ..52
TEST METHODS--..... 52
DETERMINATION OF WORKABILITY 55
DETERMINATION OF SETIINGTIME....,,,,,,, ........-..55
EVALUATrONOFBLEEDING.,..,...,.... .........,.......,.. 55
EVALUATION OF HEAT OF HYDRATION 55
DETERMINATION OF COMPRESSIVE STRTNGTH 55
DETERMINATION OF MODULUS OF ELASTICITY.,.56
DETERMINATION OF THERMAL CONDUCTIVITY .56
EVALUATION OF SULPHATE ACTION , ..-. .,., 56
SULPHATE ACTION ON MORTAR,/CONCRETE - .-56
EFFECT OF SEA WATER............,... ..... ...,. ......... ..58
CONCRETE/STEEL CARBONATION ...... ..,,,,, .. ....,.58
ALKALI AGGREGATE REACTION 58
SECTION
4-2.t
4-2.3
4-2.5
4-2.6
4-2.8
4-2.9
4-2.10
1-2.tt
4-2.12
4-2.t3
4-2.t3.r
4-2.13.2
DESCRIPTION
ORDINARY PORTLAND CEMENT
X
PAGENO.
89
EVALUATION OF POZZOLANIC MATERIALS 89
SETTTNG TIME/WORKABTLTTY OF...,.._...,. ...............90OPC & OPC-POZZOLANA BLENDS PASTES
WORKABILITY OF CONCRETE...,.,,, .. .9I
BLEEDING,...... _.. -.............91
HEAT OF HYDRATION.,..,.....,..,...... . . .................. .. .._...92
CoMPRESSTVE STRENGTII ........... .....,..,.... . 92
MODULUSOFELASTICITY...................,...,.., .......93
DRyING SHRINKAGE..,..,....,.. -...-...-........._..__.._.._._.. .93
TIiERMAL CONDUCTIVITY..........,...,..,.._.. ...............94
SULPHATEACTION 94
EFFECT OF SEAWATER,,, ..,-.99
4-2.14
ALKALI AGGREGATE REACTION 100
ALKALI CARBONATE REACTION 101
(De- Dolomitization)
CARBONATION......., 101
1135- CONCLUSIONSANDRECOMMENDATIONS
ALKALI SLICA REACTION 1OO
xl
LIST OF TABLES
TABLENO.
DESCRIPTION
4.I.I TESTING OF VARIOUS ORDINARY PORTLANDCEMENT BEING MANUFACTURED IN THE COUNTRY
4.1,2 CHEMTCAL ANALYSIS OF POZZOLANASAVAII,ABLE IN PAKISTAN
4. 1 .3 DETERMINATION OF ACTTVE SILICA BYACID/ALKALI SOLUBLE METHOD
4.1,4 PHYSICAL PROPERTIES OF POZZOLANA ASREQUIRED BY ASTM C-593
4.I.5 SETTING TIME & WORKABILITY OFOPC AND OPC-POZZOLANA BLENDS PASTE
4.1.6 WORKABILITY OF OPC/OPC POZZOLANABLEND CONCRETE
4,1.7 EFFECT OF POZZOLANA ON BLEEDINGOF CONCRETEMORTAR
4.1.8 HEAT OF HYDRATION FOR VARIOUS OPC
POZZOLANIC BLENDS AT THE AGE OF 3 DAYSAT DIFFERENT TEMPERATURES
4.1.9 COMPRESSIVE STRENGTI{ OF OPC-POZOLANABLENDS (70:30) CONCRETE CUBES (1:2:4)PREPARED AND CURED IN SALT FREE MEDIA
4.],IO MODULUS OF ELASTICITY
4.1.I I DRYING SHRINKAGE
,I.1.12 COMPARISON OF THERMAL CONDUCTIVITY OFOPC-POZZOLANA BLEND AND OTHERBUILDINC MATERIALS
4.1,I3 COMPRESSIVE STRENGTH OF OPC-POZOLANABLENDS (70:30) CoNCRETE CUBES (l:2:4)PREPARED AND CURED IN SALT FREE MEDIA
4.I.14 COMPRESSIVE STRENGTH OF OPC-POZOLANABLENDS (70:30) CoNCRETE CUBES (1:2:4)PREPARED AND CURED IN SALTY MEDIA
PAGENO.
70
1l
72
73
'74
75
16
71
78
79
80
8t
83
83
xii
TABLENO.
DESCRIPTION PAGENO.
.1,I.I5 COMPRESSIVE STRENGTH OF OPC.POZOLANA 84BLENDS (70:30) MORTAR CUBES (1:2.75)PREPARED AND CURED IN SALT FREE MEDIA
4,1.16 COMPRESSIVE STRENGTH OF OPC-POZOLANA 84BLENDS (70:30) MORTAR CUBES (1:2.75)PRIPARED AND CURED IN SALTY MEDIA
4.I.17 EFFECT OF POZZOLANAS ON COMPRESSIVE STRENGTH 85BY CURTNG IN SALT FREE WATER AND SEA WATER ONMORTAR SPF,CTMEN
4,I.18 EFFECT OF POZZOLANA ON ALKALI SLICA REACTION 86USTNG REACTIVE AGGREGATES
4.1.19 ALKALI CARBONATE (DE-DOLOMITIZATION) 87REACTION
x l
LIST OF FIGURES
FIGURENO.
DESCRIPTION
EARTH COMPOSED STRUCTURES 39
MECALITHIC STRUCTT]RE 39
CYCLOPEAN MASONRY ART STRUCTI]RE 39
KOT DIGI FORT IN KHAIRPUR (PAKISTAN) 39
REMNANTS OF MOHENJUDARO (PAKISTAN) 39
REMNANTS OF HARAPA (PAKISTAN) 39
GREAT PYRAMIDS (EGYPT) 40
TOWN OF POZZOLT (TTALY) 40
REMNANTS OF TAXILA (PAKISTAN) 40
BAHA-UD-DIN ZAKRIYA MULTAN (PAKISTAN) 40
ROHTAS FORT JEHLUM (PAKISTAN) 40
ATTOCK FORT (PAKISTAN) 40
HARAN MINAR SHEIKHUPURA (PAKISTAN) 41
SHALIMAR BAGH LAHORE (PAKISTAN) 4I
LAHORE FORT (PAKISTAN) 4I
BADSHAHI MOSQUE LAHORE (PAKISTAN) 4I
MARYAM ZAMANI MOSQUE LAHORE (PAKISTAN) 4I
MASJID WAZIR KHAN (PAKISTAN) 4I
CTIAUBURGI LAHORE (PAKISTAN) 42
TOMB DIWAN SHURFA K}IAN SINDH (PAKISTAN) 42
JAMIA MOSQUE THATTA @AKISTAN) 42
TOMB OF LAL SIIAHBAZ KALANDAR SINDH (PAKISTAN) 42
TOMB OF MIR MASUM SINDH (PAKISTA}O 42
MIAN GHULAM SHAH KALHORA 42
APPARATUS USED IN EXPERIMENTAL WORK 6\-62
MICROSCOPIC VIEW OF VARIOUS POZZOLANIC 64.67MATERIALS
PAGENO.
1
2
4
5
6
7
8
9
10
11
t2
13
l4
l5
16
t7
18
l9
20
2t
22
23
24
4.1
4.2
4.3
1.4
4.5
4.6
4.7
4.8
4.9
4.10
4.tt
4.t2
4.13
4.14
,1.t5
4.16
4.17
4.18
4.19
4.20
4.21
4.22
4.23
SETTINC TIME/WORKABILITY OF OPC &OPC.POZZOLANA BLENDS PASTES
WORKABILIry OF CONCRETE
BLEEDINC
BLEEDING
BLEEDING
HEAT OF HYDRATION
HEAT OF HYDRATION
HEAT OF HYDRATION
COMPRESSIVE STRENGTH
DRYING SHRINKAGE
SULP}IATE ACTION
SULPHATE ACTION
SULPHATE ACTION
SULPIIATE ACTION
a,b,c,d,e,f,g
EFFECT OF SEA WATER
EFFECT OF SEA WATER
ALKALI AGGREGATE REACTION
ALKALI AGGREGATE REACTION
ALKALT CARBONATE REACTION
CARBONATION
CARBONATION
CARBONATION
CARBONATION
103
103
104
104
t04
105
105
105
r06
106
107
107
108
108
109
110
110
111
1
111
t12
112
tt2|2
Abstract
Pozzolanas are very significant in improving the properties of construction
materials, when utjlized as replacement materials or admixtures in Ordinary
Portland cement (OPC) based systems.
According to current studies, a number of natural and artificial materials were
subjected to evaluate the technical feasibility. The technical feasibility directly
related to the Pozzolanicity which is again a function of quality and quantity of
active silica of the materials under examinations. ln that respect the natural
materials undertaken for the evaluation were muscovite, biotite, kaolinite,
montmorillonite, illite, bauxite, benitoite and fullers earth. Simultaneously the
artiflcial materials (industrial waste materials) like iron slag, rice husk ash, fly
ash and burnt clay were also tested. The test results proved that iron slag,
rice husk ash, fly ash and burnt clay fall in the category of Pozzolanas having
good technical feasibility. The percent proportion of pozzonanic material was
also determined regarding their replacement in OPC. The positive effect of
pozzolanic addition were observed on OPC blends in plastic phase, hardened
phase and durability phase. The properties of plastic phase like workability,
setting time, bleeding and heat of hydration, were observed on feasible side.
Similarly the properties of hardened phase like compressive strength,
modulus of elasticity, drying shrinkage and thermal conductivity were also
noted in the same way. The use of pozzolanas blended with OPC in different
proportion also enhanced the durability of structures. The use of pozzolanic
blends mitigated the injurious effects of sulphate action, effect of sea water,
concrete/steel carbonation, alkali silica reaction and alkalicarbonate reaction.
I
Because of the above facts, the over all performance of the OPC-Pozzolanic
blends or blended cement have better performance as compared to ordinary
Portland cement system in various construction application.
The durability of the Pozzolanic blends or blended cement is far better than
the Ordinary Portland Cement systems. Therefore, it is recommended that
OPo-Pozzolanic blends or blended cements are more feasible in sulphate
bearing areas with reactive aggregates. The use of pozzolanic blends or
blended cements is highly recommended for construction requiring longer
durability and for mass concrete applications. The use of Pozzolanas in
cement as replacement admixtures reflected a vast scope of benefits of socio
economic in the human society. The social benefits encircle the durability and
stability of human dwellings while the economic is also strengthened due to
long life of structures.
Chapter - I
!ntroduction
Since the discovery of Portland cement, it has become almost an essential
material for construction purposes. The raw materials necessary for the
production of cement are available in most countries all over the world.
However, the use of cement in huge quantity, which is becoming vast day-by-
day, results into its shortage in many countries. Such vast needs of cement
necessitate searching of alternative materials or cement replacement
admixtures.
ln the world of construction, the cement replacement admixtures have an
important future, from the economic, technological and ecological points of
view. The pozzolanict materials have been the preferred admixtures in
cement replacements over other replacement admixtures due to the
economic, technical, energy savings, environmental protection and resources
conservation aspects. The pozzolanic admixtures also increase the resistant
to chemical attack2 in the case of plastef, mortar'and concrete5.
The pozzolanic admixtures comprise natural and artiflcial pozzolanas. Such
admixtures have been used in many countries, especially in dams, bridges
and other large works.
3
4
1-1 Nature of Pozzolanic Admixtures
By nature, pozzolanic admixtures6 are the siliceous or siliceous and
aluminous materials which, in themselves, possess little or no cementitious
properties unless they are, in finely divided form and in the presence of moist
conditions, they react chemically with calcium hydroxideT Ca(OH), at ordinary
temperature, to form the compounds possessing the cementitious properties.
The materials when occurring naturally are usually of volcanics origin but can
also be manufactured artificially basis. Several artificial admixtures have
become available as industrjal by-productse which are also advantageous in
energy saving. The nature of pozzolanic reaction into cementitious material is
quite non hydrauliclo with low heat of hydration. The pozzolanic admixture
reacts with lime11 that becomes free during the process of hydration and
hydrolysis in Portland cement. The resultant product of pozzolanic admixtures
and Portland cement, gives more resistance to injurious chemicals and
possesses higher compressive strengthl2.
1-2 Classification of Pozzolanic Admixtures
The pozzolanic admixtures have been divided into two categories, natural'3
pozzolanas and artificialrt pozzolanas. The natural pozzolanas are of volcanic
origin and found in regions where geological perturbation had recently
occurred and the creation of pozzolanas had resulted from volcanic activities
accompanied by an explosive eruption. There were many classifications of
pozzolanic additives given by various scientists, which, is given briefly
hereunder:
a) Natural Pozzolanic lvlaterials
b) ArtificialPozzolanicl\4aterials
l-2.1 Natural Pozzolanic Materials
The most recent system of classification for natural pozzolanas, gives three
main groups of admaxtures. The three types of natural pozzolanas are'5:
a) Volcanic rocldAsh & Pyroclastic rockst6.
b) Altered materials of mixed origin'7.
c) Material of clastic and pelitic origin?8.
1-2.1.1 Volcanic RocUAsh & Pyroclastic Rocks
This group consists of the materials of volcanic origin that may be an
unaltered incoherent or diagenetically altered coherent type. The true
pozzolana is mainly active due to the glassy material and the activity
increases with the increase of its vitreous nature. The group consists of
pozzolanas like, pumiceous glass with sanidine, leucite, augite mica, oljvine,
zeolite, fluorite and anorthite'e.
The coherent pyroclastic pozzolanas consist of tuffs, trass and zeolite
minerals (herschelite, analcime, phillipsite and chabazite).
6
1-2.1.2 Altered Materials of Mix Origin
This group contains pozzolanas with high contents of silica. Such pozzolanas
are formed by deposition of material of different origin and by undergoing the
chemical conversion into light or white coloured porous and light rocks.
1-2.1.3 Material of Clastic & Pelitic Origin
This group consists of clays2o and diatomaceous eafths2t. The clays mostly
consist of kaolinite22. lvlontomorillonite23, lllite, Bentonite and fullers earth etc.
1 -2-2 Aftiticial P ozzolanic Materials
Calcined clays were the first artificial pozzolanas and are still being used to
this day, as cement replacement material in the world, especially in lndia. The
artificial pozzolanas consist of various types, discussed as below:
a) Fired Clay, Shale and Soils
b) Slag
c) Rice Husk Ash
d) Fly Ash
e) Silica Dust, a Waste from Silicon lndustries
1-2.2.1 Fired Clay, Shale and Soils
The dehydration of shale, clays and bauxitic or lateritic soils occurs when
calcined at suitable temperature. The calcination modifles the properties of
such materials into cementitious form and on combination with lime, gives
pozzolanic cement. The crushed brick pozzolana is also common in lndia,
Egypt and Pakistan and may represent the best economic and technical
choice of cement replacement admixture. The clay minerals consist of
kaolinite, lllite, Montmorillonite, Attapulgite, and Chlorite. The pozzolanic soils
mainly consist of Laterite and Bauxite2a.
1-2.2.2 Slag
Another most important adificial pozzolana available in the form of by-product
of metallurgical process is commonly recognized as slag25. The slags are
fused products, separate in meta! smelting and float on the bath of metal.
Regarding the nature of slags, these are formed by the combination of flux
with gangue of ore, ash of fuel and perhaps furnace lining26. The slags vary in
chemical composition, structure and properties. Some of the slags are
hydrauliczT while some are non-hydraulic2s and others have only pozzolanic
properties. The slags are either crystalline stable solids or of vitreousze nature
with hydraulic nature.
1-2-2.3 Rice Husk Ash
Rice huskro ash is an agricultural residue that is being used for years on
limited basis. ln some parts of the world rice husk is used both for fuel3'
purpose and in cemenf2 manufacturing. Rice husk gives high pozzolanic
properties when burnt under controlled conditions and can be used as
replacement admixture33 in cement. The uncontrolled burning of rice husk
gives silica in crystalline form that has lost the activity factor necessary for
pozzolanicity.
The rice husk contains organic constituents3t like cellulose, lignin, fibre and
crude protein35 and fat. ln addition rice husk also constrains a considerable
range of minerals which include silica, alumina and iron oxide. The rice husk
can only be used as cement'6 replacement admixture after undergoing
pyroprocessings. The major constituent of rice husk ash is silica that gives the
cementing3T properties on combination with lime3'.
1-2.2.4 Fly Ash
Fly ash is an industrial residue of combustion of finely grinded coal3e used in
the generation of electric power. The first major practical application'Jo of fly
ash in concrete came with the construction of Hungry House Dam4'(USA).
The morphological, physical and chemical'2 characteristics of fly ash are such
that it can very effectively be used as a partial replacement of Portland
cement in concretes". There are also specific durabilitye beneflts where fly
ash can be used which is of particular advantage, e.g. in sulphate's attack and
Alkali-silica reaction'6.
The morphologyaT of fly ash consists mostly of glassy, hollow, spherical
particles called cenospheres".
1-2.2.5 Silica Dust, a Waste from Silicon lndustries
The silica dust is a by-product, available in the manufacturing of silicon
product. The material contains 80% silica, which is valuable due to its non-
crystalline form.
1-3 Aims & Objectives
The aims and objectives of this work are to experimentally evaluate the
natural and artificial pozzolana available in Pakistan and then to use them as
8
replacement materials in ordinary Portland cement based systems for various
construction applications. Atterwards, required tests will be conducted to
check the suitability of pozzolanic blends as construction mateials and to
make recommendations for their praciical field applications.
The use of pozzolanas in cement as replacement admixture makes it well
resistant to weathering agencies and ceases dangerous effect on durability of
concrete structure. Basically pozzolanic materials contain argillaceous non-
crystalline silica as constituent of its composition. This non-crystalline and
active silica plays a vital role in provision of high compressive strength by
combining with free lime creation of hydraulic ordinary Portland cement. The
social benefits imported in the world through use of pozzolanas cement are
their durable structural stability, hence long life of structure due to pozzolana
gives the long life social benefits of shelters and dwellings which are
fundamentals of human society and also narrate its historical/ ecological
values and reflect past traditions of a glorious society. Presently the
pozzolanic materials have been widely used in the world. Our neighbour
country lndia produce about 1.00 lac ton per day pozzolanic cement i.e.
based on the Agro-wastes and lndustrial-wastes. The main component of
such materials is rice husk. Two major brands of pozzolanic cements are
being manufactured on the named of Ashma and Mohan cement. ltalians are
also a big consumer of pozzolanic cement. The modern world is in practise to
use the pozzolanic cement in specific projects.
The pozzolanas are used in low heat cements whjch is used in the mass
concreting work to stop the thermal cracking. Pozzolana is also major
component of super sulphate cement that gives its beneflts when used in hilly
l0
areas. These produce early setting and high compressive strength in low
temperature. The pozzolana are best admixtures in ordinary Portland cement
to prevent the deterioration of concrete to stop corrosion and erosion of steel
in concrete. The use of pozzolanas is of precious nature when used in
concrete where Alkali Silica reaction is damageable. The failure due to
sulphate action is also eradicated through utilization of pozzolanic materials.
The Alkali carbonate reaction in dolomitic aggregate is also eliminateable,
when pozzolanas are preferred on ordinary Portland cement. Hence
considerjng socio-economical significance, the pozzolanic materials and
pozzolanic cements provide durable, sound and safe structure that is long Iife
one. Pakistan is majorly being affected with the brackish and water logging
condition. The use of ordinary Portland cement in our country is just to waste
the money due to lack of knowledge. The technology of pozzolanic material
cements will save the money as well to provide the durable structure. The
price of pozzolanic cement will also be curtailed at least half oi the price of
ordinary Portland cement.
I'I
Chapter - 2
Literature Review
2-',\ Historical Background
The literature concerning to pozzolanic materials in the historical and pre-
historic periodsae had already been surveyed that reaches up to modern age
of present history through intermediate stages of different eras. The literature
suryey covers the use of pozzolanas by the Greeks, Romans,
Mesopotamians, Egyptians, Syrians, Normans, Anglo-Saxons, lndian (during
British and Mughal periods) as well as in present modern wodd.
ln the early times the structures were composed of earth, raised in the form of
walls or domes (F/g-l) by rammingso successive layers. The stone blocks
were used by setting one over the other without cements. ln the prehistoric
structures, the megalithic techniques (Fig-2) wete used, in which a large
stone5'was placed over another large stone. The Greeks used the cyclopean
masonry art (Flg-3), in which the round stone method was used5'. The famous
ancient city of Mycenae of Greece was consisted of domed chamberssr.
ln 3ooo 8.C., Kot Digi in Khairpur Sindh (Fig-4), the Mud Mortar was used5'.
ln 3000-2500 B.C., Mohenjudaross (Flg-O, the burnt bricks were used with
gypsum mortar. ln the l"tancient city, the underground sewerage system was
developed. ln 3OOO-1000, in Masopotimian56 Civilization, lime mortar was
used. ln 2350 B.c.57, in Harapa (F/g-6) (lndus Valley Civilization), the burnt
bricks were used with Mud mortar and gypsum. ln 1600-1500 B.C.5', in Dir
12
and Swat, mud and gypsum was used in stone masonry. ln 14OO B.C.5e, in
Egypt, sun dried bricks were used with loam, with or without addition of
chopped straw. ln 1400 B.C.60, in Egypt, mortar from Great pyramids (Fig-Z)
was analysed and found that it was composed of CaSOI 81.5% & CaCO3
9.5%. ln 14OO B.C.6' burnt bricks and alabaster slabs were used by the
Babolians and Assyrians. Alabasters62 were combination of CaSOa+CaO
Egyptians used CaSOa instead of CaO because production of lime requires
high temperature.
The idea of using lime was borrowed from Greeks in Crete. ln 13OO B.C. 63,
the Greeks were well aware ofthe lime production and its use. ln 13OO B.C.6a,
Romans took the idea of lime mortar. They invented the use of slaked lime
with sand65.
This type of mortar was very hard. ln 1300 8.C.65, Greeks invented the use of
lime with volcanic rich pozzolana. ln 600 B.C.67, in Bengal (lndia) fat lime was
used with Surkhi (burnt bricks powder). That sticky mortar was added for
aggregation. The concept of concrete at first time was also introduced in lndia
(Malabar Coast) where the molasses6s was added to lime concrete to achieve
hardness. ln 4OO B-C.6e, the Greeks and Romans took a new turn in mortar
formation. They used volcanic deposits in finale divided form mixing with CaO.
That new mortar provided high strength. Greeks used volcanic tutf in lsland of
Thera, now called Santorin. The SantorinTo earth was used, that rapidly
become popular on the MediterraneanT'. The RomansT2 used red & purple tufi
found near the bay of Naples. The best material was discovered from the
neighbourhood of po zzoli731F ig-8'1.
t3
The material acquired the name of pozzolana. After while the term pozzolana
extended for the whole class of mineral matters of which it is a type.
ln 4OO-'1OO B.C.7a, Gandhara Civilization, mud was used in Texila (F,g-g),
Sakhar and Thatta. ln 4OO A.D.75, Saxons Norman used Lime as fat lime in
England.
ln 600-900 A.D.76, Arab period, mud was used for brick stone masonry in
BhamboreTT (near Karachi), Mansoora & Multan. ln 9OO-1300 A.D73 Sultanate
Period, mud was used in the construction of Mosques, Tomb of Khalid Walid,
Tomb of Shah Yousaf Gardezi, Tomb of Baha-ud-Din Zaktiya (Fig-l0), -lornb
of Shah Rukn-e-Alam and Uch Monuments. ln 9OO A.D.7e, fat lime was used
by French. ln 12OO A.D.'o, Mortar of lime was improved and was used for
binding material till late 13th century. 14OO A.D.8t, the excellent mortar made
of lime-pozzolana was used in England. ln the 14th century82, the term cement
was used instead of mortar. The pozzolana was evaluated and found that it
was a sand species, possessing extra ordinary quality. The sand or silica was
categorized into amorphous or non-crystalline Si02 and Crystalline SiO2. The
amorphous or non-crystalline silica (Si02) was found reactive with lime.
Reflecting the history of Muhgal Period, in 1539 A.D.33, Rohtas Fon (Fig-1 1)
constructed with lime-mud mortar and lime pozzolanic mortar. ln 1556 A.D.".
ln Attock Fort (Fig-l2), lime pozzolana and lime-pozzolana-gypsum mortar
was used. ln 1620-'1634 A.D.'5, the lime-pozzolana was used in the
construction of Haran Minar Sheikhupura (F,g-r3).
ln 1642 A.D.'6, Shalimar Bagh (Fig-14) was constructed with lime-pozzolana
(burnt bricksT powder). ln 1674 A.D., Lahore Fort (FigF75), Shahdrah &
Badshahi l\4osque (Fig-76)were also constructed using hydraulic lime'8.
t4
The Lahore School had a role in construction techniques. ln .1753 A.D.8e,
Maryam Zamani Mosque (F/9-7D, Mosque of Wazir Khan (Fig-lE, Chauburgr
& Ghulabi Bagh (Fig-79) constructed with hydraulic lime.
The Pozzolanic material was also utilized in lower Sindh. ln '1300-1800 A.D.e0,
Tomb of Diwan Shurfa Khan (Fig-20), Makli Tomb, Choukandi Tome, Dabn
Mosque and Jamia Mosque thatta (Fig-21) constructed with hydraulico, lime
mixed with gypsum having small contents.
Similarly, in Upper Sindh material was too used in the historical monument
which, are still available. ln 1356 A.D.e2, Tomb of Lal Shahbaz Katandar (Flg-
22) at Sehwan was constructed with lime Gypsum. ln 1752-1761 A.O.e3,
Tomb of Mir NIasum (Fig-23) and Tomb of Shah Khair-ud-Din in Sukhar
constructed with lime gypsum. ln 1803-'1830 A.D.e1.
Hyderabad Fort by Ghulam Shah Kalhora (Fig-2a\ &, Fort of Kot Digi by
Sohrab Khan with lime gypsum. Lower Punjab also retains such structure in
which Pozzolana was used. ln 'l8OO A.D.e5, Sikh Period, Samdhi of Ranjeet
Singh constructed with lime gypsum.
ln 1756 the lime was recognized as fat lime & hydraulic lime. ln 1796 A.D.e6
hydraulic lime was prepared in England by calcining argillaceous limestone.
That lime gave quick setting in comparison of Roman lime pozzolana. This
natural cement was used till 1850 in USA & FranceeT. The Pozzolanic material
was substituted by natural cement. Such cement was produced by calcining
naturally occurring argillaceous lime stone at a temperature below sintering
point and then grinding to a fine powderes.
Pozzolanas provide cementing properties only as a function of chemical
reaction with limeee. Therefore, the lime is basic material that makes the
l5
pozzolanas a feasible construction material. lt means the quality and type of
lime is significant in provision of strength to pozzolanic cements.
Since the science and technology entered in innovative stages, the cementing
materials were also improved in scientific and technical way. The analytical
identification of lime led the idea of modern cementing materials. Lime is CaO
obtained from burring of lime stone (CaCO3) at 980oC as shown in following
reaction:
CaCOr CaO+COz
Lime had been standardized into two types, the Fat lime, with 95% Calcium
Oxide, and Hydraulic lime that possesses CaO with 50% Alumina & Silica
(argillaceous material). When this second type of lime with argillaceous
material, is calcined at high temperature, hydraulic lime is obtained. ln fact the
argillaceous on burning at high temperature becomes pozzolan.
The idea of hydraulic lime led the scientists to explore a new type of
cementing material. Therefore they put foMard a new cementing material.
The name of that cement was natural cement'oo. After a while natural cement
was covered by technical specifications. The American standard for testing of
materials also formulated its speciflcations on natural cement.
Therefore the natural cement defined by ASTM C10, is that which is produced
by calcining naturally occurring argillaceous lime stone at a temperature
below sintering point and then grinding to a fine powder. That cement was
further categorized into N-Type (natural cement) and NA-Type'o' (air
entrained natural cement). The natural cement was abundantly used in
concrete construction. The symbols N and NA stand for natural cement and
980 0C
16
air entrained natural cement. Actually the natural cement was also a blend of
burnt lime-pozzolan in a non stechiometric way.
The natural cement had the drawback that it could not be used in the exposed
areas'o2. However, it had benefit on Ordinary Portland Cement (OPC) to be
used as its substitute where mass and weight were more essential than the
compressive strength.
The nelit and ultimate stage of cementing material was of Portland cement.
The Portland cement was prepared by Joseph Aspdin in 1824103. rhe
patented material after setting resembled the natural lime-stone quarried on
the isle of Portland in England'oa.
The raw materials required for Portland cement were Lime Stone, Clay and
Shale. The chemical composition of Portland cement was taken in very
precise stechiometric order. That Ordinary Portland cement was further
categorized into several types. one of those is pozzolanic cementtos A brief
detail of OPC varieties is provided as under:
2-1.1 Types'oo of cement
Ordinary Portland cement.
Rapid hardening Portland cement (Type-lll).
Special rapid hardening Portland cement.
Low heat Portland cement (Type-lv).
Portland pozzolanic (Type lP, Type lP-A, Type P and Type P-A)
cements.
Modified Cement (Type-ll).
Sulphate resisting cement (Type-V).
1-
4-
6-
7-
17
8- Portland blast furnace (Slag) cement.
9- Super sulphate (Slag) cement.
'10- White cement.
11- Coloured cement.
12- Expansive cements (or expanding).
13- High alumina cement.
14- Masonry cement.
2-'1.1.1 Other Portland Cements
1- Hydrophobic cement.
2- Anti-bacterialcement.
3- Anti-fungal and anti-algal cement.
4- Water proofing cement.
5- Oilwell cement.
6- Barium and strontium cement.
2-1.1.2 ModifiedCements
1. Latex modified cement (for concrete repair).
2. S.B.R. (styrin butadin rubber) modified cement.
3. l\4.lVl.A.(methylmethacreylate)modifiedcement.
4. Bitumen emulsion mixes.
2-'1.2 PozzolanicCement
The pozzolanic cements are generally named as oPC-pozzolan-cements'07.
Those are produced by inter grinding pozzolanas with OPC clinker. The
dominant concept prevails that pozzolans react with free lime of OPC
produced during the setting process'o8. The pozzolanic cement sets with slow
l8
initial strength but achieves higher strength after a long period'oe. The rate of
strength gaining and ultimate strength is a function of blending of percentage
of pozzolans with OPC. The international codes also Categorize pozzolanic
cement into various groups like Type lP, Type lP-A, Type P and Type P-A. All
these types are evaluated on the basis of strength rate, requirement and
blended proportion ot pozzolansl l0.
Type-lP, used for general construction with 15-40% (by weight) ot Pozzolana,
Type-P, it is used for construction when high strength at early ages is not
required and Type-l PM, modified Portland Pozzolanic cement having
Pozzolana less than '15%. The 83:6568-1985 recommends 35yo Pozzolana.
Whereas 25-40% Fly Ash is recommended by BS:3892-'1982. The 85:6610-
1985 recommends 35 to 50% Fly-Ash.
2-1.3 Properties of Fresh/Hardened CementPaste & Concrete
The OPC (Ordinary Portland cement) is an important basic material. The use
of OPC in masonry mortar, plaster and concrete is required to be evaluated
for its various properties. Such properties are different in its different phases.
Similar evaluation is required for the OPC-Pozzolanic blends. These phases
are as under;
D Plastic phase (fresh cement paste/concrete)
g) Hardened phase (hardened cement paste/concrete)
h) Durability phase (weathering effects)
Each phase has its own parameters. The evaluations of such parameters
determine the type and quality of cement. The properties attached with each
phase are detailed as under:
l9
1. Plastic Phase
. Workabitity
. Setting time
. Bleeding
. Heat of hydration
2. Hardened Phase
. Compressive strength
. lvlodulus of elasticity
. Drying shrinkage
. Thermal conductivity
3. Durability Phase
. Sulphate action
. Etfect of seawater
. Carbonation
. Alkali-aggregatereaction
o Alkali silica reaction
o Alkali carbonate reaction
The evaluation of pozzolanic materials is very significant. Only those
pozzolans with good character are feasible for use as replacement of OPC.
Therefore, to determine the pozzolanic character, the pozzolanicity of
pozzolanic materials is to be evaluated. The tests required for pozzolanicity
are through Chemical analysis and Mechanical evaluation.
20
2-'1.3.'l Plastic Phase (Fresh Cement Paste / Concrete)
2-1.3.'1.1 Workability
Workability is a frequently used term in concrete construction work and can be
appreciated easily during practice. There are various interpretations of this
term, which differ from person to person and for different placing conditions. lt
is measured by various test methods but none of these tests evaluate all
characteristics involved in this property. Workability is dependent on such
characteristics like finishing consistency of fluidity, pumpability, mobility and
bleeding. As no test method can measure all of these properties
simultaneously, hence measurement of workability is determined to a large
extent by judgment based on experience.
Workability depends upon the physical and chemical properties of individual
components and the proportion of each in the concrete. The degree of
workability required for proper placement and consolidation of concrete is
governed by the type of mixing equipment, size and type of placing
equipment, method of compaction and type of concrete.
According to ACl"' workability is the property of freshly mixed concrete or
mortar, which determines the ease homogeneity with which it can be mixed,
placed, compacted and flnished. Glanville"2 et al defined workability as that
property of concrete, which determines the amount of useful internal work
necessary to produce full compaction. ln Power's"3 opinion workability is that
property of plastic concrete mixture which determines the ease with which it
can be placed and the degree to which it resisis segregation Considering the
workability of pozzolanic cements, the workability"t increases when
pozzolanic materials are slagt'5 and fuel ash"6. However, in case of rice husk
21
ash?'7, super plasticizers"' may be used in order to achieve the adequate
workability. This is also the case for other OPC-natural pozzolanic blends"e.
2-1.3.1.2 Sefting Time
When water is mixed with cement, chemical reactions start and workable
fresh (plastic) paste is transformed into a rigid, brittle material (hardened
paste) due to the formation of interlocking hydration products. This overall
process of solidification from a fluid state is known as setting. However, this
setting process is based on two arbitrarily chosen stages namely initial set
and final sett2o.
Just after mixing of cement with water, the characteristics of resulting fresh
paste remains virtually unchanged for some time and this period is known as
the'dormant period'. At a certain age, the paste begins to stiffen to such an
extent that, although still soft, it becomes unworkable. This is known as the
initial set and the time required to reach this stage is known as the initial
setting time. Further stitfening of the paste continues until a stage is reached
when it may be regarded as a rigid solid. This stage is described as final set
and the time required to reach this stage is known as the final setting time.
Lerch'2' has divided the chemical reactions of setting process into four
stages. lmmediately after mixing cement with water.
Setting and hardening depend upon the hydration of cement constituents,
form and size of crystalline hydrated produced and are122 affected by the
relative rate at which the ionic species are released from the cement
components into the liquid phase and react to form solid particles. lt has also
22
been suggested that normal set is controlled by the CaS" hydrations, while
abnormal set is influenced by CaAb hydration. Because CaA reacts almost
instantaneously with water thereby causing rapid setting, hence gypsum has
to be added to the cement to delay its setting. This leads to the formation of
an ettringite layer on the sufface of trialuminate grains. In Locher'st23 view,
normal set is the consequence of recrystallization, during the induction period,
of fine-grained ettringite into large needle like particles' which by bridging the
adjacent cement particles, produce a rigid structure. While discussing forms of
abnormal set various methods have been used to determine setting times of
paste, mortar and concrete. Those include'24 electrical measurements,
consistency measurements (including penetration resistance methods),
towelling method, velocity and frequency measurements, bleeding
characteristics, heat of hydration, change in volume, strength determinations,
and deformability changes. Among these test methods, Vicat test is almost
universally accepted method (BS:12, ASTM Cl50, DIN 1164, JIS R:5201)'
for the determination of initial and final set. ln this test the resistance of a
paste of standard consistence to the penetration of a needle is measured
under a total load of 3oog. Three different types of needles are used in Vicat
apparatus to determine standard consistence, initial setting time and flnal
setting time. For measuring standard consistence, the needle is of 10 mm in
diameter, while for the determination of initial setting time, the cross sectional
area of the needle is 1mm2. The needle used for the determination of final
setting time is also of 1mm2 area but differs from that used for the
determination of initial setting time in that it projects %mm from the centre of a
" crs (Tri calciln silicate)b c,A(Tr cilcium Alumrat6l
23
circular cutting edge smm in diameter. lt had been revealed by most of the
researchers that initial and final set of OPc-pozzolana cements is effectedt25
by the amount of Portland cement replacement and the fineness and reactivity
of the pozzolana. Davis'26 et al. claimed lhat fot 2To/o cement replacement,
the setting time is almost the same as for plain Portland cement. Similarly,
Efes'27 is also of the same oprnion. on the other side, Mathey'2' reflected a
significant increase in setting of OPo-pozzolana cements, when 40 lo 7o%
pozzolana is replaced. Mathey'2e worked on fly ash and calcined shale.
Dass'3o and Mohan disclosed that setting of OPC-rice husk blend is slower
than ordinary Portland cement. The reaction of OPC-slag with water is also
slow it means that setting in this case is also slow as determined by
M.Regourd'3'.
2-1.3.1.3 Bleeding
Bleeding, known also as water gain, is a form of segregation in which some of
water in the mix tends to rise to the surface of freshly placed concrete. This is
caused by the inability of the solid constituents of the mix to hold all of the
mixing water when they settle downwards, water having the lowest specific
gravity of all the mix constituents.
Bleeding can be expressed quantitatively as the total settlement per unit
height of concrete, or as a percentage of the mixing water, in extreme cases,
this may reach 2O%. The specification 4.112 ASTM C232-92 prescribes two
methods of determination of total bleeding. The rate of bleeding can also be
determined experimentally.
24
The initial bleeding proceeds at a constant rate, but subsequenfly the rate of
bleeding decreases steadjly. Bleeding of concrete contjnues until the cement
paste has stiffened sufficiently to put an end to the process of sedimentation.
Bleeding is affected either positively or negatively when OPC is blended with
natural or artificial pozzolanic materials. Khanna'32 and Puri proved that
bleeding remains unaffected when 25% natural pozzolan (calcined shale) is
added. Saad'33 et al shows that bleeding is reduced in concrete with 50%
replacement of Portland cement. Mather'3' also shows same results and
proved the statement of Saad. However, in case of OPC-slag cement, the
bleeding is increased. This was proved by Powers'35, Cesarini, Frigione and
Allard. The behaviour of pozzolanas is different by different materials. The
bleeding is not only controlled but also reduced when fly ash is used with
Portland cement is used and the idea was proved by several researchers"6-
2-1.3.1.4 Heat of Hydration
ln common with many chemical reactions, the hydration of cement
compounds is exothermic energy of up to 500 j/g (120 cal/g) of cement being
liberated. Because the thermal conductivity of concrete is comparatively low it
acts as an insulator and in the interior of a large concrete mass hydration can
result in a large rise in temperature. At the same time, the exterior of the
concrete mass loses some heat so that a steep temperature gradient may be
established. During subsequent cooling of the interior, serious cracking may
result. This behaviour is, however, modifled by the creep of concrete or by
insulation of the surfaces of the concrete mass.
25
At the other extreme, the heat produced by the hydration of cement may
prevent freezing of the water in the capillaries of freshly placed concrete in
cold weather, and a high evolution of heat is therefore advantageous. lt is
clear, then, that it is advisable to know the heat-producing properties of
different cements in order to choose the most suitable cement for a given
purpose. lt may be added that the temperature of young concrete can also be
influenced by artificial heating or cooling.
The Addition of pozzolanic materials in Poland cement influences the
evaluation of heat of hydration. Consequently, hydraulic property of blended
cement is changed. The natural pozzolanas make the Portland cement, low
heat cement'37. The heat of hydration the Portland cement is normally higher
then that for a Portland-pozzolana blend even though, the pozzolanic reaction
also evolves heat. Davis'38 notes that the total heat librated during the
process of hydration is substantially greater than that which can be accounted
for by the cement alone. Davis clues that the low rate of heat evaluation is
desirable in mass concrete construction such as dams etc.
lvlather'3e concludes that considerable reduction in heat of hydration are
obtained by the addition of pozzolana. Massazza'a is also of the opinion that
a considerable reduction in the heat of hydration is quite possible when the
Portland cement is replaced with pozzolanic material in excess. Davis"'gives
that the percentage deduction in heat of hydration can be approximated to
about 50% of the Portland cement replacement. It is quite clear that heat of
hydration of cements containing a calcined pozzolana is less than for plain
Portland cement. The use of slag as replacement in Portland cement also
decreases the heat of hydration. Therefore slag cements are low heat of
26
hydration cements and are better than Portland cements in mass concrete
where adiabatic conditions exist as in dams with large volumes. The rate of
heat evolution is associated with blends of OPC and pozzolanas. The
increase of pozzolanas decreases the rate of heat evaluation. lt is understood
that when the rate of evolution decreases the temperature is also decreases.
Wainwright"2, Tolloczko and Atwell all confirm this statement. The behaviour
of fly ash is different when high lime fly ash is used. Owing to high lime
contents, the temperature rise in mass concrete when a rise in temperature
occurs. However, when low lime fly ash is used with OPC, the temperature
rise is negligible.
2-1.3.2 Hardened Phase(Hardened Cement Paste / Concrete)
2-1.3.2.1 CompressiveStrength
The mechanical strength of hardened cement is the property of the material
that is perhaps most obviously required for structural use. lt is not surprising,
therefore, that strength tests are prescribed by all specifications for cement.
The strength of mortar or concrete depends on the cohesion of the cement
paste, on its adhesion to the aggregate particles, and to a certain extent on
the strength of the aggregate itself. The last factor is not considered at this
stage, and is eliminated in tests on the quality of cement by the use of
standard aggregates.
Compressive strength is defined as the measured maximum resistance of a
mortar or concrete specimen to axial loading. Strength is the most useful and
important property of concrete because in most structural applications
concrete is employed, primarily to resist compressive stresses. Moreover,
27
many other properties like density, permeability, durability, resistance to
abrasion, resistance to impact, tensile strength, resistance to sulphates and
some other weathering agents are also important.
Pozzolanasta are of significant in providing strength to the hardened mortar
and concrete made of blended Portland cement with natural or artificial
pozzolana. Normally natural pozzolanas are used with lime although the rate
of strength gainingt" is low. ln the modern age, the general trend is to use
artificial pozzolanas in blend with Portland cement, either the pozzolans are
agri-based or industrial by-product. Slag-OPCtts blends give similar hydrates
and compressive strengths as Portland cements but the rate of gaining
strength is slow. lf the compressive strength of both slag cement and Portland
cement is evaluated at 28 days, the Portland cement is more mechanically
resistant than slag cement"6, however, at long term, the blended cement
shows higher compressive strengthtiT. Frigione"3 and Sersale achieved two
times more compressive strength by addition of more (0.75% to 2%) SO3
contents. The strength gaining for slag cement can also be accelerated by
increasing the flneness of slag. When rice husk ash"e (RHA) is intergrinded
with Portland cement, the strength of the blend is increased. However,
proportionate of replacement and corresponding strength gaining is also
dependent on fineness and water-cement ratio'50.
2-1.3-2.2 Modulus of Elasticity
The elastic modulus of cement paste matrix is determined by its porosity and
the porosity is in turn controlled by the factors such as water-cement ratio, air
content, mineral admixtures, and the degree of cement hydration. The
28
presence of void spaces, micro cracks and oriented calcium hydroxide
crystals in the transition zone play a very important role in determining the
stress-strain relation in concrete. Wet specimens may show about 15% higher
elastic modulus than the corresponding specimens tested in dry condition,
possibly because the cement paste under wet conditions is saturated and the
adsorbed water in C-S-H is load bearing.
Modulus of Elasticity is the ratio of normal stress to corresponding strain for
tensile or compressive stresses below the proportional limit of the material
and is referred to as "Elastic modulus of elasticity", "Youngs modulus", and
"Youngs modulus of elasticity".
When modulus of elasticity is determined for pozzolana-OPC blends,
encouraging results are encountered. The elastic modulus and age
relationship is quite similar to that of compressive strength and age. The
pozzolanalsl Portland cement blends concretes develop their modulus more
slowly than concrete made of Portland cement. Higher the pozzolanic content,
the slower the reaction. ln case of slag'52 cement the rate of gain of modulus
at or below ambient temperature is slow. However, at temperature above
ambient, the slag cement is more sensitive to increase in temperature than
the Portland cement. Wainwright'53 and Tolloczko'5t proved that the rate of
gain of modulus at early ages for slag cements increases far more with an
increase in temperature than an equivalent Portland cement concrete. Results
compiled by Fultonr55 and Stutterheim show that slag cement concretes have
lower modulus than OPC concrete. The results of Bamforth'56 show that for a
given compressive strength the modulus of 75% slag cement is more than
29
ordinary concrete. The larger values of modulus are important in pre-stressed
concrete structures.
2-1.3.2.3 DryingShrinkage
Drying shrinkage in hardened concrete takes place due to the withdrawal of
water upon its storage in unsaturated air. Dry shrinkage is perhaps the most
important among the deformations unrelated to load and is usually
encountered in common practice. lt consists of irreversible and reversible
parts. lrreversible shrinkage is that part of total shrinkage on first drying that
cannot be reproduced on subsequent wet-dry cycles, probably due to the
development of chemical bonds within the C-S-H structure. While, reversible
shrinkage is that part of total shrinkage which can be reproduced due to wet-
dry cycles. lt is assumed that most important cause of the dry shrinkage is the
removal of absorbed water from the hydrated cement paste and the driving
force for this purpose is the differential relative humidity between the concrete
and the environment.
The drying shrinkage of concrete cannot be predicted at the basis of general
agreement. Drying shrinkage is a complex property of concrete although it is
assumed that for a given set of materials the drying shrinkage of concrete is a
function of the volume percentage of paste present in concrete. The inclusion
of fly ash'57 in Portland cement reduces the drying shrinkage of concrete This
does not only reduce the drying shrinkage but also water demand of concrete.
Simultaneously, the fly ash produces finer paste structure owing to which the
loss of pore water within the paste system is restricted and consequently the
30
drying shrinkages reduce. The other factors like type of cement and
aggregate as well as carbonation also affect the role of fly ash in concretes'
2-1.3.2.4 Thermalconductivity
Thermal conductivity measures the ability of the material to conduct heat and
is defined as the ratio of the flux of heat to temperature gradient Thermal
conductivity is measured in joules p-er second per square meter of area of
body when the temperature difference is 1oC per metre of thickness of the
body (Btu per hour per sq. ft when temperature difference is 1oF per ft of
thickness).
The conductivity of ordinary concrete depends on its composition and, when
the concrete is saturated, the conductivity ranges generally between about 1 4
and 3.6 j/m'zs'c/m (0.8 to 2.1 Blufifh 'Ffft). Density does not appreciably
affect the conductivity of ordinary concrete but, due to the low conductivity of
air, the thermal conductivity of concrete varies with its density.
The degree of saturation of concrete is major factor because the conductivity
of air is lower than that of water. For instance, in the case of lightweight
concrete, an increase in moisture content of 10 per cent increases
conductivity by about one-half. On the other hand, the conductivity of water is
less than half that of the hydrated cement paste, so that the lower the water
content of the mix the higher the conductivity of the hardened concrete
There is insufficient data available to understand the thermal behaviour of
Pozzolana-Cement'58 Concrete regarding conduction of heat. Wainwright'50
and Tolloczko conducted experimental work to investigate the thermal
conductivity in concrete with 50% and 70'k slag. They are of the opinion that
3',|
no significant difference between the concrete is observed. Similarly'
Qureshi'60 et al determine the thermal conductivity of rice husk ash however,
no work had been conducted regarding thermal conductivity of fly ash cement
concrete.
2-1.3.3 Durability Phase(Weathering Effects)
2-1-3.3-1 SulphateAction
Solid salts do not attack concrete but, when present in solution, they can react
with hydrated cement paste. Particularly common are sulphates of sodium,
potassium, magnesium, and calcium, which occur in soil or in groundwater.
Because the solubility of calcium Sulphate is low, ground waters with a high
sutphate content contain the other sulphates as well as calcium sulphate. The
significance of this lies in the fact that those other sulphates react with the
various products of hydration of cement and not only with Ca(OH)2.
Sulphates in ground water are usually of natural origin but can also come from
fertilizers or from industrial effluents. These sometimes contain ammonium
sulphate, which attacks hydrated cement paste by producing gypsum.
Pozzolanarol Portland cement blends show a remarkable resistance against
Sulphate action as compared to Ordinary Portland cement concrete.
Naturalt62 pozzolana are found affected in resisting sulphate action on
Portland cement concrete. The burnt clay'63 trass and other volcanic ashes
fall in this category. Results obtained by Lea for a trass indicate lhal a 20ok
Portland cement replacement produced only a marginal improvement against
sulphate attack. However, 4070 replacement produced a signiflcant increase.
Mehta'64 using Santorin showed that a 10% replacement did not effectively
32
control the expansion due to sulphate attack while replacement of 20 and
30% were progressively more effective'65. lt is notable that calcium aluminate
component in Portland cement is the major cause of sulphate attackt6'.
Turriziani and Rio have also suggested that large amount of Calcium Silicate
hydrates in Portland Pozzolana cement provide some protection for the
Calcium Aluminate hydrates. These Calcium Silicate hydrates, besides being
more abundant, also appear to possess a lower CaO/Si02 ratio in comparison
with those present in Portland cement pastes therefore, they are able to
strongly retain lime and to suffer a lower reaches. The degradation due to
sulphate attack is ameliorated by Portland cement replacement with calcined
Pozzolanal6T. Lea conducted experiments by using burnt clay and burnt shale
against sulphate attack. Bakker'68 related the better resistance of slag cement
to sulphate attack compared to that of Portland cement to the difference in
impermeability. The higher permeability of Portland cement is due to the
precipitation of hydrates close to the reacting grains. The lower permeability of
slag is considered as the consequence of hydrates formation between clinker
and slag grains'6e, filling the space as a semi-permeable membrane.
Replacement of fly ash in Portland cement is suitable for protection against
sulphate attack. The fly ash'70 reduced the permeability of concrete and
thereby controlling the ingress of sulphate ions into concrete. lt is also
generally agreed that whilst fly ash can effectively improve the sulphate
resistance of concrete'7', in the most severe sulphate exposure conditions the
use of sulphate-resisting Portland cement would be required.
33
2-1.3.3.2 Effect of Sea Water
Concrete exposed to seawater may undergo various chemical actions. These
include chemical attack and chloride induced corrosion of steel reinforcement.
Chemical action of seawater on concrete arises from the fact that sea water
contains a number of dissolved salts. The total salinity is typically 3.5%.
Specific values are 0.7 per cent in the Baltic sea, 3.3% in the North Sea, 3.6
per cent in the Atlantic and lndian Oceans, 3.9% in the Mediterranean Sea'
4.0% in the Red Sea, and 4.3% in the Persian-Arabian Gulf
The pH of seawater varies between 7.5 and 8.4, the average value in
equilibrium with atmospheric C02 being 8.2. lngress of seawater into concrete
does not significantly lower the pH of pore water in the hardened cement
paste: the lowest value reported is 12.0.
The presence of a large quantity of sulphates in seawater could lead to
expectation of sulphate attack. lndeed, the reaction between sulphate ions
and both CaA and C-S-H takes place, resulting in the formation of ettringite
However, this is not associated with deleterious expansion because ettringite,
as well as gypsum, are soluble in the presence of chlorides and can be
leached out by the sea water.
When Portland cement concrete is totally immersed in sea water, a
remarkable expansion/swelling'72 is noted. The compressive strength is lost
by the concrete'73. However, when more than 65% slag-Portland cement
concrete is exposed to sea water, a good resistancetTa is observed. The
concrete is not only affected by the salts present in sea water but also
affected physically by the sea waves, sand, wind, sun and freezing process.
Slag cement is abundantly used in most of European countries. The other
34
pozzotanic'75 materials like burnt clay, fly ash and rice husk ash also possess
resisted tendency against salts in sea water.
2-1.3.3.3 Concrete/Steelcarbonation
Carbonation is a complex reaction of carbon dioxide with concrete and its
steel reinforcement. lt is general concept that air is inert to reinforced concrete
but it is found adversely affecting the durability of RCC (reinforced cement
concrete). Carbon dioxide is a part of air. When surface of RCC is exposed to
air, the carbon dioxide from air reacts with it. During the hydration of cement,
calcium carbonate is formed. This calcium carbonate is severely attacked by
carbon dioxide in the presence of moisture when concrete is porous. ln moist
conditions, carbon dioxide is solubilised in water and carbonic acid (H2CO3) is
formed. Carbonic acid reacts with calcium carbonate of concrete. The reaction
is shown as under:
CaCO3 + CO, + H2O+ Ca(HCO3),
The end products formed in the above reaction are water soluble. With
passage of time these are leached out leaving easy passages for further
penetration of carbon dioxide. Ultimately, carbon dioxide penetrates to steel
reinforcement causing it to rust. The carbonation of concrete and its
reinforcement is a simultaneous reaction. The mechanism of steel
carbonation is as under;
Fe + COz+ H2O+ FezCOs / Fe(HCOr)z
By blending the OPC with pozzolanic materials, etfect of carbonation can be
mitigated'76. Languet determined that the clinker slag cements containing
more than 80% slag protect the steel reinforcing as well as Portland cement.
35
Slag cement have a good resistance to thermal carbonated waters'77. The
cO2 dissolved in the water can penetrate only very slowly because of the
compactness of the material. As per prevailing literature, the effect of fly ash
is not clear about the resistance against carbonation of concrete. The results
were also collected from different sites which revealed no evidence that fly
ash causes any increase in the depth of carbonation'78.
2-1.3.3.4 AlkaliAggregateReaction
Two types of aggregate are found reactive. One is that having amorphous
silica and other aggregate with sufficient %age of magnesium sulphates The
mechanism of reactivity in both cases is different. The type of aggregates
along with reaction is explained as under:
a) Alkali Silica Reaction
b) Alkali Carbonate reaction
2-1-3.3.4.1 AlkaliSilicaReaction
Some deleterious chemical reactions are observed between aggregates and
cement paste. The most common reaction is that between the amorphous
silica of the aggregate and the alkalis in cement.
It is not surprising; therefore, that although we know that certain types of
aggregate tend to be reactive there is no simple way of determining whether a
given aggregate will cause excessive expansion due to reaction with alkalis in
the cement.
Natural as well as artificial pozzolana when used with Portland cement, are
found to resist'7e alkali aggregate reaction well. The use of pozzolana with
36
Portland cement, not only affect the physical and chemical properties but also
durability of concrete. Such blends control the alkali aggregate reaction. The
calcined pozzolanas'8o are also found effective in reducing expansion due to
alkali aggregate reaction. Elfer t'8' conducted similar investigatlons and found
the same results. Similarly, when siliceous aggregates react with the alkaline
interstitial aqueous phase, the formation of a silicate gel which imbibes a large
volume of water causes expansion and cracking of concrete. Such test
conducted by Smolczyk'32, Bakker, oberholster, Westra, Nixon and Gaze.
They show that slag cements prevent the alkali aggregate reaction. Hobbs'83
found that the use of slag and Portland cement decreases the alkali
aggregate expansion. The ASR (Alkali Silicate Reaction) deteriorates a
concrete structure through drastic cracking. By using pozzolanas, the risk can
be reduced to a safe level. The researchers concluded that 50% slag
improves the durability in this respect.
The fly ash'aa Portland cement blend also prove to be effective in increasing
durabllity with respect to alkali silica reaction.
2-1.3.3.4.2 AlkaliCarbonateReaction
Another type of deleterious aggregate reaction is that between some dolomite
limestone aggregates and alkalis in the cemenl. Expansion of concrete similar
to that occurring as a result of the alkali-silica reaction, takes place under
humid conditions.
Alkali carbonate reaction is observed in concretes prepared from aggregates
based on dolomite"s. ln the presence of alkali de-dolomitization take place
and harmful expansion is encountered. The use of calcined pozzolanas'36 has
37
been seen to cease the alkali carbonate reaction. Similarly, slag, rice husk
ash and fly ash reduce the release of alkali during de-dolomitization"T.
The literature survey reveals that human being utilized the construction
materials in different periods of history was utilized by human bays in a non-
technical way. With the passage of time, the human-need explores the new
variety of construction materials. Such materials were more specified than the
initial ones. The invention of materials necessitated the evolution of
methodology regarding their manufacture and use. ln the remote past, the
material was never used through understanding its specifications like
properties in plastic and hardened phases. But later-on, a time came when
specifications of construction materials were stared to be formulated and
formatted. For example the surkhi-lime cementing material was being used for
a long time span. Atter while, scientist took the raw materials of argillaceous
and calcareous nature to prepare the cementing material in combined molten
form through calcining it at high temperature. Such material was called natural
cement. Natural cement was the flrst one that was manufactured and tested
on scientific basis. After while, it was used adopting prevailing technical
parameters. The natural cement was further improved by adjusting
stoichiometric properties between the argillaceous and calcareous
components. The time went on passing and scientist worked steadily to reach
the best results and ultimately the Portland cement was invented. The
Portland cement was named as Ordinary Portland Cement (OPC). The
ordinary Portland cement was perfectly regularized under specification
relating to its different properties in fresh and hardened phase. Therefore, it
38
was necessary to check and regulate the use of pozzolanic cementing
material quite in the light of specifications.
The work compiled in this thesis correlated the test specifications common to
evaluate the properties of other cementing materials. There was a gap
between technical feasibilities of pozzolans to be evaluated right way on the
basis of methodology as adopted in case of OPC. Now the current research
work provides the evaluation of properties of OPc-pozolanic blends in similar
way as in case of OPC. Such properties are related to plastic, hardened and
durability phases of pozzolanic cements.
39
Ei8-l Eanh Composed Slruclures
Fig-3 Cyclopen Masonr) Ad Struclure
Fig-2 Me8alilhicSlructure
Fi8-4 Kor DiSi Fort in Khairpur (Pakistan)
FiB-s Remnanls of Mohcnjuddo (Pakislan) fig-6 RemnantsofHarapa(P.kistan)
40
Fi8-7 GrealPyramids(E8yp1) lis-8 Town of Pozzoli (Ilal))
l,ia-9 Remnars ofTaxila (Pakktan)
Fig-ll ltohus Foft Jchlum (Pakisl!n)
rji!-10 B.ha-ud-Din zakriya Mulran (Pakislan)
Fig-12 Attock Fort(Pakistan)
41
[ig-]3 Hamn Minar Sheiknupura (Pakistan) Fig-14 Shalimar Bagh Lahore(Pakistu)
l ig 16 Badshahi Mosque Lahorc (Pakisran)FiB-15 Lahore Fort (Pakistan)
ffivr1amza.."lMos.]ueI,ah;(Pakis1an)Fi8.l8MasiidwazirKhan(Pakish)
42
l'ig']9 Chaubursi Lahorc (Pakistan)
Fig-2I Jamia Mosque ltatla (Pakistan)
Fi8-20 Tomb Diwd Shurfa Khan Sindh (Pakislan)
Irig'23 Tomb of Mir Masum Sindh (Pakistan)
Eie-22 Tomb of l,al Shahbz Kalandar S indh(Pakistan)
Fis-24 Mian Ghulam Shah Kalhora
43
Chapter - 3Methodology
andExperimental Work
The experimental work was planned, on the basis of chemical analysis of
pozzolanic materials. On the basis of these chemical analyses, the
pozzolanicity of the pozzolanic materials was determined. Pozzolanicity
directly gives the feasibility of a pozzolan to blend with OPC or it may give the
possibility of replacing cement with a pozzolan in a mortar or concrete mix.
AtteMards, fresh, hardened and weathering etfect of durability on
mortar/concrete tests were carried out through tests as prescribed in various
standards. (Each value provided in the experimental work is a mean of 10 test
values).
3-1 Materials
3-1.1 Ordinary Portland Cement
3-1.1.1 Sampling
The sampling of ordinary Portland cement (OPC), for its testing was required to
be done as prescribed in ASTN/I C183.
3-'|.1.2 Test Methods
The properties of OPC were determined by adopting the following test
Specifications:
ASTM Cl14. Cj09, C204, cl86, C151 and C191.
44
3-1.2 Water
Water to be used in mortar, concrete and
conform to following permissible limits:
Solid Content
Silt Content
pH-Value
Total Soluble Salts
Na+K
Chlorides
Sulphate
Coz
3-1.2.1 Test Methods
other experimental work should
= 0.05%
= 0.2'k
= 6 - ao/.
= 0.15%
= 0.3o/"
= 0.05%
= 0.036%
= Nil
The test method applied for determination of salts and other contents of water
to be used in mortar and concrete was adopted as prescribed in MSHTO
Methods of Sampling and Testing Designation: T-26.
3-'1.3 Aggregate
The aggregates used in the research are fine and coarse ones. The
procedure for evaluation test properties adopted, is as under:
3-1.3.1 Fine Aggregate
3J.3.1.1 Fine Aggregate tor Cement:Sand Mortar
3-1.3.1.1.'l Sampling
Sampling was done in accordance with ASTM D75.
3-1.3-1.1.2 Test Method
The test was conducted by adopting following test specifications:
ASTM c4o, C87, C88, C1'17, C123, c128, C136 and D75.
45
3-1.3.1.'1.3 Nature & Type of Aggregate
Aggregate for use in cement mortar was consisted of natural sand
manufactured sand. Manufactured sand is the product obtained by crushing
stone, gravel, or air-cooled iron blast-furnace slag specially processed to
ensure suitable gradation.
3-1.3.1.1.4 Grading of Fine Aggregate
Aggregate for use in masonry mortar was graded within the following limits,
depending upon whether natural sand or manufactured sand is to be used:
4.75-mm
2.36-mm
1.18-mm
600-um
300-pm
150-pm
75-pm
Sieve Size
No.4
No.8
No.l6
No.30
No.50
No.l00
No.200
100
95 to 100
70 to 100
40 to 75
10 to 35
2to 15
0to5
Percent Passiog- Manufactured
Natural saod sand
100
95 to 100
70 to 100
40 to'75
20 to 40
10 to 25
0to 10
The aggregate should not have more than 50% retained between any two
consecutive sieves of those listed in 3-1.3.1.1.4 not more than 25% between
300-pm (No.50) and the 150-Um (No.100) sieve.
lf the fineness modulus varies by more than 0.20 from the value assumed in
selecting proportion for the mortar, the aggregate was reiected unless suitable
adjustments are made in proportions to compensate for the change in
grading.
When an aggregate fails the gradation limits as specified in 3-1.3.1 '1.4, it may
be used provided the mortar can be prepared to comply with the aggregate
46
ratio, water retention, and compressive strength requirements of the property
specifications of Specification ASTM C270.
3-'1.3.1.1.5 Composition
The fine aggregate to be used in masonry cement-sand mortar and plaster
conformed to the following specified limits regarding its composition:
a) DeleteriousMaterial:
Item Maximum permissibleWeioht %aqe
Friable particles 1.0Lightweight particles, floating on liquidhavinq a sDecific qraviw of 2.0
0.5
b) Organic lmpurities:
Item Mass Percent of Totalsamples, Max.
Where surface appearance of concreteis of imDortant
0.5
All other concrete 1.0
c) Soundness:
Except as provided, aggregate subjected to five cycles of the
soundness test was show have a weighted average loss not
greater than 10% when sodium sulphate is used or 15olo
when magnesium sulPhate is used.
Fine aggregate failing to meet the requirements of 3-1.3 1 1.4(a) was
regarded as meet the requirements of this section provided that the
supplier demonstrates to the purchaser or consumer that concrete of
comparable properties, made from similar aggregate from the same
source, has given satisfactory service when exposed to weathering
similar to that to be encountered.
(D
47
(iD Fine aggregate not having a demonstrable service record and failing to
meet the requirements of 3-1.3.1.1.4(a) was regarded as meeting the
requirements of this section provided that the supplier demonstrates to
the purchaser or consumer it gives satisfactory results in concrete
subjected to freezing and thawing test (see Test lilethod ASTlil C666).
3-1.3.1-2 Fine Aggregate for concrete
3-1.3.1.2.1 Sampling
Sampling was done in accordance with ASTI\il D75.
3-1.3.'1.2.2 Test Method
The test was conducted by adopting following test speciflcations:
ASTM C40, C87, C88, C117, C123, C136, C142, C666, D75 and D3665.
3-1.3.1.2.3 Nature & Type of Aggregate
Aggregate for use in cement mortar consist of natural sand manufactured
sand. Manufactured sand is the product obtained by crushing stone, gravel, or
air-cooled iron blast-furnace slag specially processed to ensure suitable
gradation.
3-1.3-1.2.4 Grading of Fine Aggregate
(a) Fine aggregate, except as provided in (b) and (c) was graded within the
following limits;
Sieves Percent Passing
9.5-mm 3/8-in l00
4.75-mm No.4 95 to 100
2.36-mm No.8 80 to 100
1.18-mm No.16 50 to 85
600-pm No 30 25 to 60
300-Um No.50 5 to 30
150-pm No.100 0to l0
48
(b)
(c)
The fine aggregate was have not more than 45% passing any sjeve
and retained on the next consecutive sieve of those shown in (a), and
its fineness modulus was not be less than 2.3 nor more than 3.1.
Fine aggregate failing to meet these grading requirements meet the
requirements of this section provided that the supplier can demonstrate
to the purchaser or consumer that concrete of the class specified,
made with fine aggregate under consideration, will have relevant
properties at least equal to those of concrete made with the same
ingredients, with the exception that the reference flne aggregate was
selected from a source having an acceptable performance record in
similar concrete.
3.1.3.1.2.5 Composition
The requirement of composition for line aggregate to be used in concrete is
quite similar as provided in section 3-1.3.'1.1.5 for flne aggregate to be used in
mortar and plaster.
3"1.3.1.3 CoarseAggregate
3-1.3.1.3.1 Sampling
ASTIVI Practice D 75 and Practice D 3665.
3-1.3.1.3.2 TestMethod
The test was conducted by adopting following test specirications:
ASTM D75 and D3665, C136, C117, C40, C87, CBA, C142, C'123,
c29lC29M, C131 and C535.
3-1.3.1.3.3 Grading of Coarse Aggregate
Coarse aggregates were conformed to the requirements prescribed in the
table on the next page for the size number specified.
(D
,.1
!
EGi; 9
E
! I
I 3 I I h9
E- I 9c69
E
:i'3
9^
E^ !- 3o39 9
r9
9.39
;a
ES
E
H +^
za9t: ::i
E
s194,
E.Ei':e
E
i<++991
E
,];Ssl 39'.-
E.F19'- 9.
Ee-R*
!a
G+E. E
5z
I
50
a)
b)
c)
3.'1.3.'1.3.4 DeleteriousSubstances
Except for the provision of (c), the limits given on the next page table,
was apply for the class of coarse aggregate.
Coarse aggregate for use in concrete that will be subject to wetting,
extended exposure to humid atmosphere, or contact with moist ground
was not contain any materials that are deleteriously reactive with the
alkalis in the cement in an amount sutflcient to cause excessive
expansion of mortar or concrete.
Coarse aggregate having test results exceeding the limits specified in
the table on next page, was regarded as meeting the requirements of
this section.
sj
2?E
E
.=v_{e
g6 Zyt
,2e
9.'a Fo
;63bo
*e3e.aEs.
zE=ez5
a'! *
5
a
i:
4"
2;4
EE?
3! e
ar ! *
;9p 5
gE e3
h. g
f ;;;
E
u
i
EEE!
EeB:e9 7
b
!a
.:l ,; u
EE T
! 29
-{E€ b
3
E
I7e
I
90
iz
!-. E
.:i
Ig
!
a= z z 7 z
ooBo
o
0oo
oE
tEoe(!(!.9
(!
-oooI-go.9
E--l
52
3-1,3.1.4 PozzolanicMaterials
The testing of pozzolanic matedals pe(aining to sampling, classification and
determination of chemical and physical properties, the following test methods
had been adopted ASTM C618. The other documents/standards consulted in
this regard were as under:
3.1.3.1.4.1 Sampling
Sampling was done in accordance with ASTM C125 (Terminology Relating to
Concrete and Concrete Aggregate) and ASTM C3'1'1 (Test Methods for
Sampling and Testing Fly Ash or Natural Pozzolans for Use in Portland-
Cement Concrete).
3-1.3.1.4.2 Test Method
ASTM Standards:
ASTM C33, C109C/109M, Cl14, C150, C'151, C157C/157M, C185,
c188, C204, C226, C227, C430, C441, C618, C670, C778, C1012,
C1157 , C1437 , D1426, D4326 and ACI 201.2R.
The sampling and testing was brought out as provided in ASTlvl C31'1. The
chemical composition and physical properties as required under ASTM C618
is given in table below:
Class N: Raw or calcined natural Pozzolans.
Class F: Fly ash notmally produced from buming anthracite or bituminous coal.
Class C: Fly ash normally produced from lignite or subbituminous coal.
Chemica uirementsClass
N F C
Silicon dioxide (SiOr) plus aluminum oxide (Alro) min, % 70.0 70.0 50.0
Sulfur trioxid (Sor, max % 4.0 5.0 5.0
Moisture content, ma-x o% 3.0 3.0 3.0
Loss on ignition, 7o 10.0 6.0^ 6.0
53
rThe use of Class F pozzolan containing up to l2.O % Ioss on ignition may be approvedby the user if either acceptable performance records or laboratory test results are madeavailable.
strength ty the
compressive strength ofcorcrete containing the fly ash or natural Pozzolan.
The mass of fly ash or natural pozzolan specified for the test to determifie the strengthactivity index with Portland c€ment is not considered to be the proportion recommendedfor the concrete to be used in the work. The optimum amount of fly ash or naturalpozzolan for any specific project is determined by the required properties ofthe conoeteand is subject to variation depending on the source of both the fly ash or natural pozzolan
and the cement.
d Meeting the 7 day or 28 day strength activity index will indicate specification
c if the fly ash or nalural pozzolan will constjtute more than 20% by mass of the
cementations material in the project mixture, the test specimens for aotoclave expansion
Shall contain that anticipated percentage Excessive autoclave expansion is highlysignificant in where water to cementations matelial ratios are low, for example, in blockor shot Crete mixtures.
The chemical and physicaltesting pertains to the properties mentioned above
are evaluated by adopting the speciflcations as provided in the sections
provided on next Page.
uiremenlsClass
N F CFineness:
Amount retained when wet-sieved on 45 um (No. 325)sieve. ma-x o%
34 34 34
Strenglh activity index:'With Portland cement, at 7 days, min percent ofcontrolWith Portland cement, at 28 days, min percent ofcontrolWater rcquirement. ma,\. percent ofcontrol
75u758
153153
758758
Soundness: c
Autoclave expansion or contraction, max 0%
Uniform ity re quirefi e nls :The density and fineness ofindividual samplesShall not vary fiom the average established by theTen preceding tests, o, by all pr€ceding tests iftheNumber is less than ten, by more than:
Density, max variation from average, oZ
Percent rctained on 45-um (No. 325), max variation,Percentage points from average
0.8
5
5
5
5
0.8
5
5
activitv index with Portland cemert is not to be considered a measure of
54
Section
Sampling 7
CHEMICAL ANALYSIS
Reagents and apparatus 10
Moisture content ll and 12
Loss on ignition l3 and 14
Silicon djoxide, aluminium oxide, iron oxide, calcium oxide, magnesiumoxide, sulphur trioxide, sodium oxide, and potassium oxide
t5
Available alkali 16 and 17
Ammonia t8
PHYSICAL TESTS
Density t9
Fineness 20
Increase of drying shrinkage ofmofiar bars z1-23
Soundness 24
Air-entrainment of mortar 25 and 26
Strength activity index with Porlland cement 21-30
Water rcquirement 31
Effectiveness ofFly Ash or Natural Pozzolan in controlling Alkali-SilicaReactions
32
Effectiveness ofFly Ash or Natural Pozzolan in Contributiflg to Sulphate
Resistance
34
55
3-1.3.1.5 DeterminationofWorkabllity
The workability had been determined adopting the procedure as prescribed in
ASTI\4 C143C/143M-08. The other reference documents are as under:
ASTN4 C172 and C670
3-1.3.1.6 Determination of Setting Time
The setting time had been determined adopting the procedure as prescribed
in ASTM C1398-07. The other reference documents are as under:
ASTM C125. C150, C185, C266. C305. C490 and C778.
3-1,3,1.7 Evaluation of Bleeding
The bleeding of concrete had been determined adopting the procedure as
prescribed in ASTN4 C232IC232M-09. The other reference documents are as
under:
ASTM C138/C138M, C172, c1921c192M and c670.
3-1.3.1.8 Evaluation of Heat of Hydration
The heat of hydration of concrete had been determined adopting the
procedure as prescribed in ASTM C186. The other reference documents are
as under:
ASTM C109/C 109M, Cl14, C670, C1005, E1 1 and IEEE/ASTM Sl 10.
3-1.3.1.9 Determination of CompressiveStrength
The compressive strength of concrete had been determined adopting the
procedure as prescribed in ASTM C109. The other reference documents are
as under:
ASTM Cl14, C1s0, C230/C230M, C305, C349, C511, C595, C618, C670,
C778, C 989, Cl OO5, Cl157, C1328, C1329, C1437, and IEEE/ASTM Sl 10.
56
3-1.3.1.10 Determination of Modulus of Elasticity
The modulus of elasticity of concrete had been determined adopting
procedure as prescribed in ASTIM C469. The other reference documents
as under:
ASTM C31/C31M, C39/C39M, C42|C42M, C174, C192|C192M, C617, E4,
E6, E83 and E177.
3-'1.3.1.11 Determination of Thermal Conductivity
The thermal conductivity of concrete and other materials had been
determined adopting the procedure as prescribed in ACI 207.1R.
3-'1.3.1.'12 Evaluation of Sulphate Action
3-1,3,'1.12,1 Sulphate Action on Mortar / Concrete
Experimental Studies to observe effect of addition of pozzolanic materials as
a part replacement of cement in preventing salt attack was carried out in the
Building Research Station, Lahore for five years, for this purpose blast
furnace slag (BFA), rice husk ash (RHA), Fly ash (PFA) and burnt clay were
selected as pozzolanic materials. The study proceeded in two stages, the first
consisted of finding out percentage of pozzolanic materials to be part replaced
in the cement and to observe compressive strength of various OPC-
pozzolanic blends concrete/mortar cubes at ditferent ages.
Mortar cubes were casted of pozzolanic-cement blends using pozzolanas
percentage varying from 10% lo 35o/., indicate 30% of par replacement of
OPC with pozzolanic material as optimum useful and appropriate.
For second stage of the study, OPc-pozzolanic blends (70yo OPC-30%
pozzolana) were used in the preparation of concrete cubes (6"x6"x6"\ ol 1:2:4
(cement-pozzolana: aggregate) and were tested all in accordance with ASTM
the
are
57
C109. Concrete cubes were also casted in the ration of 1:2:4 using 100%
cement wjth no pozzolanic material. The second stage study was carried out
in two series. ln the lslseries water for preparing concrete cubes and their
curing contained nil sodium sulphate. Water curing was carried out for 28
days and thereafter moist air curing method was adopted. Cubes were tested
at 7 and 28 days, 6 months, 'l year and onward to 5 years results are in
Table-4.1.13.
ln the second series, the whole process was repeated but using water with
0.1% sodium sulphate for preparation as well as for subsequent 28 days
water curing for cubes. The cubes were tested for compressive strength at the
age of 7 days, 28 days, 6 months, '1 year and onward to 5 years period.
Results are tabulated in Table4.1.14.
Similar experimental work was carried out by preparing mortar cubes in the
.alio ol 1:2.75 (Cement:Sand) in this case also two series were performed.
Mortar cubes (2"x2"x2") wete casted by using OPc-pozzolanic blend (OPC
70o/o and pozzolanas admixtures 30%) and Ravi sand. Pozzolanas
admixtures were same as before i.e. furnace slag, rice husk ash, pulverized
Fly ash and burnt clay for each series of cubes. Water used contained nil of
sodium sulphate in the first series and 0.'1 % sodium sulphate in the second
series. Both series included mortar cubes prepared using 100% cement i.e.
without addition of pozzolanic materials. Mortar cubes were tested for
compressive strength at the same ages i.e. 7 days 28 days, 6 month, I year
and up to 5 years. Results of the two mortar cube series are included in
Table-4.'1.'15 and Table4.1.16.
58
3-1.3.1.13 Effect of Seawater
Concrete cubes (6"x6"x6") were prepared as specified in AST[,] ClOg with
mix ratio of 1:2:4. The cubes were casted and cure in normal water. After
while each set of cube placed in normal water medium and sea water
medium. The compressive strength of the concrete was determined for the
duration up to one year. The effect of sea water was assessed through
evaluation of compressive strength. The results are tabulated in Table-4.1.17.
3-'1.3.'1.14 Concrete / Steel Carbonation
Carbon dioxide severely affects the concrete as well as its steel
reinforcement. To mitigate these atfects practical work was conducted in
Building Research Station Lahore. Mortar cubes ot 2"x2"x2" size were
prepared as specified in ASTM C109. Steel pieces were imbedded in mortar
cubes. Similar, combjnation of mortar cubes was prepared using OPC-FIy Ash
blend (70:30). Both of the mortar cube sets were placed in water free from
salts and in water mixed with sodium by carbonate. After a long period, the
affect of carbonation on concrete and steel was observed in both sets of
mortar cubes made of ordinary Portland cement (OPC) and OPC-Fly Ash
blend (70;30).
3-'1.3.1.'15 Alkali Aggregate Reaction
3-1.3.1.15.1 Alkali Silica Reaction
The alkali silica reaction of concrete had been determined adopting the
procedure as prescribed in ASTM C1567. The other reference documents are
as under:
ASTM C109/C109M, C125, C127, C128, C150, C',|51, C305, C490,
c494tC494M. C511, C618, C670, C989, C1240, C1260, C1437, C1',193 and
E11.
59
3-1.3.1.15.2 Alkali Carbonaae Reaction
The alkali carbonate reaction of concrete had been determined adopting theprocedure as prescribed in ASTM C586. The other reference documents are
as under:
ASTM C294, C295, C1105, O7s,D1248,E177.
60
APPARATUS USED INEXPERIMENTAL IIIORK
6l
vessel for bleeding test
Vlcat .ppaEtu., lor th6evaluation ol s.tting tlm.ndwo.labllltv of cement @rl.
Determination of concrete wortabllityby slumpt*t.
Bleedlng ve66el with vibrator
Calorim€t€r for determination ofhcal of Hydration.
Compre$ion machine, f ordEterminalion ol compT$sive
strength
62
Apparatus for determinarbn Apparatus for detemination ofmodulus of elasticlty
Dryifl g Shrinkage apparatusDete.minlng Apparatus.
Thermal Conductivliy
Corosion Measurement Apparatus
i
-
63
MICROSCOPICVIEIII OF VARIOUS
POZZOLANICMATERIALS
64
Muscovite
Biotite
Eloctor Micrograph ofCrystal of Muscovite
crysial of Biorite Eleclro micrograph ofBiorit€
Kaolinite
El€ctron Microg.aph of Kaollnlte
65
Montmorillonite
crystal of Montmorilloniie Eleclron Micrograph of
lite
Crystal ofllliie Electron Micrograph lllite
Bauxite
Electron Micrograph Bau{te
66
Crystalof Benitoite
Benitoite
Electron Micrograph
Fuller's Earth
Electron Micrograph of Fuller's Earth
lron Slag
CrystalofFuller Earth
Electro Microglaph
H.t]
67
Rice Husk Ash
Electro Micrograph
Photograph lc View of grinded
Fly Ash
Electron Micrograph
Burnt Clay
Electron Micrograph
68
Chapter - 4
Results and Discussion
69
4.L Results
ot.
6o
,Io9l<\llo-ol.
oEoo
doF
zotru,fF
LIJ
=lL<ij
e3beo-!
oL
o(!
(!E
oo
E>+E-eE*olo
oG
oE"
Eo(,F
o)o
oL
o(!
(!
o
EESflEEESqE
Ei.-ir r>
.gc'E> onirind6
,6E
h0bc,o
ooo+si6NNNod.i
oe
=Eo6.9E
o6 E3EEEq3frHft
a<
q?qa?\q9a.!!.
,q
nqoc99.?9(qao
90.?nqYcrtc?994
) o\qqqqeoc.9
,E
qqgqot9.!u?q?u?
EEY e.'b k & q- a 4
E : I r ;Et : * E 3
t\
t-
a-:+6?oh6+!{j-xdi6
99o-*9*6c!-i
q94-.:1c.eUlq-ao..a
a\, , q, , ,
= -6Ph-o
= oriscj.i.i
9r
>iisz>=d56i=;E5
aa-a
g.EF
J,E
E= 6
a'4 2
E
;30
E
:=Ea
E,;ioe;.t
Ee'
3ni
6tE+aINo^o.clLt50
o
l.\
72
Table - 4.'t.3
Determination of Active Silicat by Acid/AlkaliSoluble Method
l\4uscovite
Biotite
Kaolinite
lMontmorillonite
lllite
Bauxite
Benitoite
Fullers earth
lron slag
10 Rice Husk Ash
4.50 11.33
4.16 14.01
4.13
38.94
45.99
13.71
0.92
3.01
5.46
38.00
89.95
46.00
58.80
12.00
'13.00
37.14
17.47
23.19
66.29
39.00
13.00
14.15
1.15
30.00
25.50
32.90 36.'13
39.91 16.90
14.00 24.23
1.02 59.19
4.30 41.00
11 Fly Ash
5.65
35.00
14.00
83.89 39.00
51.39 26.96
57.21 24.0012 Burnt Clay
Sr.No.
Name of pozzolanaadmixture
solubitized in acid solubilized iu
Yo olsio,
"/o olRrOr
oh oIsio,
o/o olRzOr
I The Acli!e Silica is soluble in borh Acid (HCl) mdAlkali(NaOH)
F.
N?ges:nqE:\Eorocrrct-c{o(ooe)F-(O@@rf)soF-rro)
$8Sr*eqPEPsil
(o_(.)<oNoos@oF-,^ [6i : 6i ; c'i + (.i c.i oi ri ci \
.o*+c\rNF+F@olr)c{
sj$\t('ro(o(osro(olr)
o oo
lr)lr)lr)(orJ.f,- t-- t- F- F- F- r.- N F- (O (O r,,
Es6a:;6 ;-.:,-: ot.! o o o o !-: (', o .9
=;<ai trooN-F(\NNNooN 6 c:: =O:g I E E Eo-o
o t t t.!Od6E i = to ,I O (! (U -N r- c c c! .oo.9 or or E,= g
F_ o N d, o N o E e d ; g e..LL
B 5^^oo Ie p E E E?,iE'"ot., !?-'i q-t 3 5 N I 5o 3
=o H..39cEF - e ^, E8KEEP5 i < FtrcicitE'ls = -.E x e Firzz=Fa
a o E E ;6 P!^T.AY-:;=;E ", IEC:O<Fg 3 E S
= s g E e # i;
+l
+l
rt
a
.3:
E
2
rN.rSr)(oF-co619::
N(J+P*rqtrt3<
-sE r,(E
=YFIi
.=e
N
74
Table - 4.1.5
Setting Time & Workability ofOPC and OPC-Pozzolana Blends Paste
Ordinary PortlandCement
1000/o
70%
70%
70%
30% Rice HuskAsh
14248
2
3
30% Slag 210 319
70% 30% Fly Ash 250 360
230 310
30% Burnt Clay 260 380
Sr.No. %age of pozzolana Name of
pozzolanaSettins lime
lnitial (m) Final (m)
4
5
75
Table - 4.1.6Workability of OPCIOPC (70o/ol Pozolana (30o/ol
Blend Concrete
^ Concrete made of" BurntClay:Sand:Aggregate('l:2:4)
Concrete made ofOPC:Sand:Aggregate (1 :2:4)
Concrete made ofSlag blend:Sand:Aggregate (1 ;2:4)
Concrete made ofFly As h:Sa nd:Ag g reg ate (1:2:4)
Concrete made ofRHA:Sand:Aggregate ('l :2:4)
0.45
0.55
0.55
nature of Pozzolanicother in attaining the
43
510.60
480.50
47
Note:The water cement ratio varies in each case due tomaterial. Some pozzolana requires more water thandesired slump.
Sr.No.
Description of pozzolanic blendWater/Cement
ratio
Slump(mm)
76
1 Ordinary Portland cement 0.45 43 10.75
Table - 4.1.7
Effect of Pozzolana on Bleedingof Concrete/Mortar
2 30% slag pozzolan blend 0.60 51 8.90cement
3 30% fly ash pozzolana blend 0.50 48 9.20cement
4 30% Rice Husk Ash pozzolanic 0.55 51 9.80blend cement
5 30% burnt clay pozzolanic blend 0.55 47 A.72cement
Sr.No.
Description of pozzolanicblend
Water/Cement
ratio
Slump Bleeding./"
77
Table - 4.'1.8
Heat of Hydration For Various OPCPozzolanic Blends at the Age of 3 Days at Different
Temperatures
Descriptionof Sample
Heat ofHydration
at 10'cJ/cal
oer oram
Heat ofHydration
at 20oCJ/Cal
Der qram
Heat ofHydration
at 30oCJ/Cal
Der oram
Heat ofHydration
at 40ocJ/cal
Der oram
Heat ofHydration
at 50'cJ/Cal
per qram
OrdinaryPortlandCement
173t41.32 281167 .12 299n 1.43 330t78.42 393/93.88
OPC:Fly Ash(70:30)
165t39 41 27 4t65.44 288t68.79 320t76.43 378t90.28
OPC:RiceHusk Ash(70:30)
125t29.86 208/49.68 212t50.64 234155.89 278t66.40
OPC Slag(70:30)
120t28.69 195t46.61 207154.73 229t54.73 272t65.18
OPC:BurntClay(70-30)
130/31.06 211t50.46 224t53.69 248t59.26 295n0.57
Table - 4.1.9
Compressive Strength of oPc-Pozzolana Blends (70:30)
Concrete Cubes (1:2:41 Prepared and Cured in Salt Free Media
PRESSIVE STR NGTH (PSI)oPc-P.F.A
oPc.R.H.A.
OPC-Burnt
3 days
7 days
14 days
28 days
3 months
6 months
1 yeat
2 years
3 years
5 years
1100
'1800
2100
2500
3000
3100
3200
3250
3200
31 00
1000
1100
1500
1900
2200
2600
2800
3000
3500
3800
1000
1100
1400
1700
2000
2400
2500
3000
3700
4100
1000
1 100
'1600
1800
1900
2200
2500
3'100
3600
3800
'1100
1250
1500
1750
2000
2400
2700
3100
3600
3800
Note:The water cement ratio is same as provided in table 4.1.6 because of the
reason that slump is same.
78
79
Table4.1.10Modulus of Elasticity
Description o nge oI Stress (PSD As per ACI CodeModulus of Elasticity
{4700*sortruCS)}
OPC Pozzolaaa 7 days 28 days 28 davsx 1ot'
O.P.C - Slag 9085807570
101520
30
15501500'1400
14001350'1000
260025002400230022001400
239653235000
22540422044917 5857
O,P,C - FIYAsh
100908580757065
ro'15
20
30
2280'1900
1750'1500
1450'1400
1350
2900245024002300220020001800
253102232638230252225404220449210190199404
O.P.C - RiceHusk Ash
9085807570
101520
30
1800170015001450'1400
1200
240023502250220020001750
227841222940220449210190196615
O.P.C - BurntClay
908580757065
10
20
30
19501850150014501350900
270022002150210020001650
2302522278412229402204492'10'190196615
I
l_
:3EEFF
9
9-999\e99
o9..E
,)+QJ
a 2':|'r_U U
o
o6t
-(t,--Y+'=ja
Lo
o
8l
rabb - 4.'1.12Comparison of Thermal Conductivity of
OPC-Pozzolana Blend and Other Building Materials
I2
3
4
5
6
7
8
I10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
27
28
29
30
31
32
oPcOPC + Sand
OPC + Sand
OPC + Sand
OPC + Sand
OPC + Sand
OPC + Sand
1:0
1.1
1:2
'lr3
1:4
1:5
1:6
1:0
111
112
1:3
1:4
1:6
1:0
1:1
1:2
1:3
1:4
1:5
'1:6
'1:0
1:1
1:3
1.4
'1:5
'1:6
1r0
1'.1
1'.2
1:3
0.280
0.268
0.220
0.215
0.170
0.165
0.150
0.067
0.069
0.072
0.076
0.082
0.089
0.138
0.051
0.068
0.080
0.099
0.1 't 0
0.130
0.'190
0.044
0.049
0.057
0.062
0.078
0.091
0.097
0.249
0.252
0.290
0.298
Slag-OPC (30%-70%) : Sand
Slaq-OPC (30%-70%) : Sand
Slag-OPC (30%-70ol") : Sand
Slag-OPC (30%-70%) : Sand
Slag-OPC (30%-70%o) : Sand
Slag-OPC (30%-70%) : Sand
Slag-OPC (30%-70ol") : Sand
Rice Husk Ash+OPC (30%+70%)
Rice Husk Ash OPC blend
Rice Husk Ash OPC blend
Rice Husk Ash OPC blend
Rice Husk Ash OPC blend
Rice Husk Ash OPC blend
Rice Husk Ash OPC blend
Fly Ash + OPC (30o/.+70o/.)
Fly Ash + oPc (30%+70o/a\
Fly Ash + OPC (3oo/o+70%l
Fly Ash + OPC \30o/o+70%)
Fly Ash + oPC \30o/o+70o/o)
Fly Ash + OPC (30%+70ol")
Fty Ash + oPC (30%+71ok)
Burnt Clay + OPC (30%0+70%)
Burnt Clay + OPC (3070+70%)
Burnt Clay + OPC (30%+70%)
Burnt Clay + OPC (30%+70%)
Sr.No.
D€scription ofsampleC€ment sand
RstioThermal conductivity
K = BTu/(h)(sq.ft (F/ft.)
a2
Sr.No.
Description ofsample Cement sandRatio
Thermal conductivityK = BTU(hXsq.ft.(F/ft.)
33
34
36
37
38
40
41
42
43
44
45
46
47
4A
49
50
51
54
56
58
59
60
61
63
64
65
1:4
1:5
'1r6
112:4
Burnt Clay + OPC (30o/o+70%)
Burnt Clay + OPC (30%+70%)
Burnt Clay + OPC (30%0+70%)
OPC-Concrete
Foam concrete
Asbestos
Gypsum stone
Gypsum powder
cypsum foam
Brick made of clay
Saw dust loose
Wheat husk loose
Wheat husk blended with gypsum
Rice straw blended with gypsum
Bagasse chips blended withgypsum
Thermopore
Hay stuff blended with clay
Hay stuff blended with gypsum
Light weight concrete
30% slag-OPC blended concrete.
30% Rice Husk Ash-OPC blendedconcrete
30ol" Fly Ash-OPC blendedconcrete
30% Burnt Clay-OPC blendedconcrete
Slag-Gypsum blend
Slag-Gypsum blend
Slag-Gypsum blend
Slag-Gypsum lime
Slag-Gypsum lime
Gypsum Burnt clay blend
Gypsum Burnt clay blend
Gypsum Burnt clay blend
Gypsum-mud clay blend
Gypsum-mud clay blend
cypsum-mud clay blend
1:2:4
1'.2'.4
1'.2'.4
112t4
1:2:4
1:1
1:2
1:3
60:33:7
60:35:5
1:1
1i3
1.1
1'.2
1'.3
0.310
0.370
0.450
0.560
0.039
0.041
0.270
0.198
0.030
0.510
0.031
0.029
0.032
0.021
0.020
0.008
0.0'13
0.o12
0.095
0.'101
0.130
0.125
0.207
0.032
0.047
0.170
0.180
0.201
0.196
0.198
0.097
0.103
0.107
83
Table - 4.1.13compressive Strength of OPc-Pozzolana Blends (70;30) Concrete
Cubes (1:2:4) Prepared and Cured in Salt free Media
AGE
7 days
28 days
6 months
l years
2 years
3 years
5 years
COMPRESSIVE STRENGTH (PSI)
oPc- oPc- oPc-oPC sil n.i_r. ni-.n oPC-Burnr clay
'1 800 1 1 00 'r 'r 00 'r '1 00 1250
2500 1900 1800 1700 1750
3100 2600 2200 2400 2400
3200 2800 2500 2500 2700
3250 3000 3100 3000 3100
3200 3500 3600 3700 3600
3100 3800 3800 4100 3600
Table - 4.1.14Compressive Strength of OPC.Pozzolana Blends (70:30) concrete
Cubes (l:2:4) Prepared and Cured in Salty Media(Media containing 0.1% NarSOl)
COMPRESSIVE STRENGTH (PSI)AGE
7 days
28 days
6 months
1 yeat
2 years
3 years
5 years
oPc
1800
2500
2 600
2400
2200
2150
2000
o^lc- opc-n.s.o.slag
1000 1000
1900 1600
2400 2300
2600 2500
3100 2800
3300 3000
3500 3200
oPc-P-F.a oPc--BurtrtLlay
1000 1000
1600 1500
2200 2300
2300 2700
2500 2800
2800 3100
2900 3100
84
Table - 4.1.15Compressive Strength of OPC-Pozzolana Blends (70:30) Mortar Cubes
('l:2.75) Prepared and Cured in Salt Free Media
COMPRESSIVE STRENGTH (PSI)AGE
7 days
28 days
6 months
l year
2 years
3 years
5 years
ACE
days
28 days
6 months
1 yeat
2 years
3 years
5 years
OPC
1900
2900
3000
2900
2800
2800
2800
oPc
'1800
2600
3000
3000
2700
2500
2200
9!c- opc-n.n.l.slsg
1300 1200
2300 1900
2600 2100
3100 2600
3300 3000
3800 3300
3900 4000
9lc- opc-n"s.,r..5lag
1000 900
2200 '1900
2600 2500
2800 2700
3200 2800
3300 3000
3600 3300
oPc-P.F.A oPc-Burnr
1000 1200
'1700 1800
2100 2100
2600 2900
2900 3200
3300 3s00
3700 4100
OPC-P.F.A
900
1800
2200
2500
2600
2800
3100
OPC-BurntClay
900
2000
2400
2700
2900
3200
3300
Table - 4.1.16Compressive Strength of OPc-Pozzolana Blends (70:30) Mortar cubes
(l:2.75) Prepared and Cured in Salty Media(0.1% Na, gor Salt)
COMPRESSTVE STRENCTH (PSI)
@
a
a
a
?
a
.= (,
,a60 r:
6r!t\.=L
.d=
s F2I oe:-9. Qa.EOE
4Ao>!0,
FI
f
c')
,q
UJ
oz
a .=9 ; + P A
I 90 9 la a
cEa E'r rE !r =o
o -d ;45 =d i,z
i
.z
'E-
q
q
Nd
d
q
q
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4.2 Discussion
89
4-2.1 Ordinary Portland Cement
Chemical and physical testing of ordinary porfland cement was made as
provided in ASTM C110 specification. The samples of cement were taken
from different manufacturers after testing the results are incorporated in
Table-4.1.1. All the samples were found qualified the regarding tests
specifications. The Portland cement used in the research work was from the
sources/ manufacturers available in Pakistan.
4-2.2 Evaluation of Pozzolanic Materials
The pozzolanic materials based on natural sources as well as artificial
sources were selected to evaluate their technical feasibilities. The chemical
constituent as well as physical properties are significant regarding their use as
replacement materials. The detail of materials and their detailed chemical
analysis is provided in Table- j.2. The most important factor is to evaluate
the pozzolanacity of material. The pozzolanacity depends on the %age of
reactive silica available in the materials. The active silica can be estimated by
solubilising in acid or alkali. Table-4.1.3 provides the %age of active sitica in
selected materials. The materials were also subjected to the testing of
physical properties as required by ASTN4 C593. The test results are provided
in Table-4.1.4. The technical feasibjlity on the basis of active silica was
evaluated. On such basis the pozzolanic material selected for use in study
were lron Slag, Rice Husk Ash, FIy Ash and Burnt Clay. The %age of soluble
90
silica as provided in Table-4.1.3 strongly supported the feasibility of these
materials.
4-2.3 Setting Time/Workability of OPC & OPC-PozzolanaBlends Pastes.
Ihe workability of cement paste is determined as per procedure laid down in
ASTM, quoted in the methodology Chapter3 Section 3-1.3.'l 5/6. The results
are provided in Table-4.1.5. The graphical Fig-4.1, shows that the setting time
in case of pozzolanic blend is highly retarded as compared to the OPC, The
30% replacement of slag, fly ash, rice husk ash and burnt clay with OPC was
subject to evaluate the setting time. The increase in setting time against initial
and final set is multiple times than observed for OPC. The sequence in
increase is not in order; however, it is proved that OPC-Slag, OPC-Fly Ash,
OPC-RHA and OPC-Burnt clay were found more workable than OPC. The
slow setting of OPc-Pozzolanic blends is due to slow reaction of CaO and
Sio, components of OPC. At initial stage the pozzolanic replacement in OPC
also acts as retarder. The setting time at initial for OPC-Slag is 4.4 times, for
OPC-Fly Ash is 5 times, for OPC-RHA is 4.8 times and for OPC-Burnt Clay is
5.4 times more than the OPC. Similarly, increase in final setting time for OPC-
Slag is 2.4 times, for OPC-Fly Ash is 2.5 times, for OPC-RHA is 2.2 times and
for OPC-Burnt Clay is 2.6 times more as compared to OPC. lt means, the
workability of OPc-pozzolana blends concrete is too high than that of OPC. lt
is notable that the setting time directly determines the workability of OPC and
OPC-Pozzolana blends pastes.
91
4-2.4 Workability of Concrete
So far as workability of concrete made of OPC and OPc-Pozzolana blend is
concerned, it is determined by slump test. The procedure adopted for
evaluation of workability of concrete, in this case, is mentioned is chapter-3
Section 3.1.5. The mix ratio of Cement-Sand-Aggregate in all mixes of OPC,
OPC-slag, OPC-Fly Ash, OPC-Rice Husk Ash and OPC-Burnt Clay was
(1:2:4). The water cement ratio adopted was mentioned in Table-4.1.6.
The graphical representation as given in Fig-4.2, reflects that slump increases
in OPc-Pozzolana blends. On comparing with workability of OPC concrete,
the increasing values for OPC-slag, oPC-Fly Ash, OPC-Rice Husk Ash and
OPC-Burnt clay is 18.60%, 11.620/0, 18.60% and 2.32'/0 tespectively.
4-2.5 Bleeding
Bleeding is most important in concrete work. The high water cement ratio
leads the concrete to bleed. The use of vibrator also causes bleeding in
concrete. Table-4.1.7 reflected the results of testing of fresh cements
regarding bleeding evaluation. ln this respect, the concrete cubes prepared
from cements like OPC, OPC-slag, oPC-Fly Ash, OPC-Rice Husk Ash and
oPc-Burnt Clay. The Pozzolanic blends reflected low bleeding even at high
water cement ratio as compared with OPC concrete.
The decreasing range of bleeding is 8.72o/o lo 9.80% in various oPC
pozzolanic blends. The graphical representation in Fig-4.3, shows that to how
much extent bleeding decreases on replacing 30% OPC with pozzolanas. The
uncontrolled bleeding leads the concrete to segregation which makes it weak
and damageable. The photograph at Fig-4.4 reflects fresh concreting work
92
with high bleeding on concrete surface, making it de_shaped. Fig-4.5
represents a column of building in collapsed form, owing to high bleeding in
concrete column. The segregation occurred due to high bleeding that caused
it to be collapsed. On observing minutely the course aggregate is seen
segregated at one side and its mortar portion on other side.
4-2.6 Heat of Hydration
The heat of hydration of OPc-pozzolana blends had been determined and
test results are given in Table-4.1.8. The property was determined at the age
of 3 days on various temperature ranges of 10oC, 20oC, 3OoC, 4OoC, & sOoC
(reaction temperature). The cements used in this test were OpC, OpC-Slag,
OPC-Fly Ash, OPC-Rice Husk Ash and OPC-Burnt ctay. The test resutts
reflected that OPc-pozzolanic blends the heat of hydration is low as compare
to OPC. The Fig4.7 and Fig-4.8 show that heat evolving behaviour of such
cements during hydratjon reaction. The low heat of hydration also reflected
the rate of hydration in OPc-pozzolana blends. The test results give the proof
that heat of hydration in OPC is higher than that as in case of OPg-pozzolana
blends.
4-2.7 Compressive Strength
The compressive strength is an important property of concrete. The concrete
specimens were prepared as prescribed in ASTNI C109. The concrete cubes
were retained and tested at the age of 3 days, 7 days, 14 days, 28 days, 3
months, 6 months, 1 year,2 yeats, 3 years and 5 years. The test results are
given in Table-4.1.9. The graphical representation is provided in Fig-4.9,
which shows the rate of gaining strength is slow in OPC-Pozzolana blends up
t3
till 2 years. After that the compressive strength increases till 5 years. The
ultimate increase in compressive strength in comparison with OpC is 2g% to
32% which proves that after a Iong period the pozzolanic blends not only meet
the strength limits of OPC but also gain increase than the strength of OpC.
4-2.8 Modulus of Elasticity
The modulus of elasticity is the ratio between stress and strain. The strain is
measured in pm (104). The test results are provided in Table4.1.1o. Test
results show that values of modulus of elasticity of OpC and Opc-pozzolana
blends are slightly different. ln this case the Opc-pozzolana cements with
30% replacement, have less value of modulus of elasticity, however, the
decrease is small. The results also clued that the property is almost un-
affected.
4-2.9 Drying Shrinkage
The drying shrinkage in concrete work creates detrimental affects. Several
test specimens were prepared. The concrete with mix ratio of 1:2:4
Cement:Sand:Aggregate was casted. The cements used were OPC and
blends of OPc-pozzolanas. The pozzolanic materials selected were Slag, Fly
Ash, Rice Husk Ash and Burnt Clay. The blends wjth OPC were prepared by
replacing Portland cement with 10ok, 15./", 20%, 25%, 30% and 35%
pozzolana. The shrinkage was measured in micro strain at the age of 24-
hours, 3-days, 7-days, l4-days, 28-days and 6-months. The test results are
provided in Table4.1.11. The test results against each blend and age of
testing provides that there is a remarkable decrease in drying shrinkage. The
94
values of drying shrinkage in Table-4.1.1'l are also reflecting the decreasing
tendency in OPo-pozzolana blends as compared to that for OPC.
The photograph at Fig-4.10 is showing the development of cracks due to
drying shrinkage because of high de-hydration of water from the surface level.
4-2.10 ThermalConductivity
The thermal conductivity of building material determines the extent of
comfortability of a building structure for living purpose. A number of
combinations of different materials were prepared. The test results are
provided in f able4.1.12. The results at serial No. 1 to 66 provide a
comprehensive glance regarding thermal conductivity of not only concrete
materials but also of other material with different compositions. A concrete
made of Portland cement with mix ratio of '1:2:4 cement: sand: aggregate was
prepared. The test results are given at serial No.36 of Table-4.1.12. The K
value is 0.560. The same mix proportion was adopted for blends of OPC-
pozzolana concrete. The pozzolanas used were, Slag, Fly Ash, Rice Husk
Ash and Burnt Clay. The proportion of these pozzolana in blends was 30%.
The test results for K value are given at serial No. 52, 53, 54 & 55 of Table-
4.1.12. The K value of such blends ranges from 0.10'l to 0.207 it means that
the decreasing range is 48% to 82%, these results proves that the pozzolanic
blends, are the good insulating materials.
4-2.'l'l SulphateAction
The practical work carried out compares compressive strength of concrete
cubes casted using ordinary Portland cement as well as those prepared using
Portland cement pozzolanic blends (ratio 70:30). Table-4.1.13 & Fig 411
95
show that for concrete samples prepared with ordinary Portland cement, using
portable water (without addition of sodium sulphate), the 28 days compressive
strength is 25o/o morc than of those concrete samples prepared using 30%
pozzolanic materials (OPC-slag). The compressive strength of the former
continues increasing till the age of 2 years. Simultaneously the OPC-
pozzolanic blends concrete cubes show increase in strength. However, after
two (2) years period whereas OPC concrete samples declining slightly in
compressive strength, the OPC pozzolanic blends show increase in
compressive strength. At five (5) years age, strength, attained by the OPC -pozzolanic blends cubes was at least 16% more than that of OPC concrete
sample.
Table 4.1.14 & Fig-4.12 which contain results of compressive strength of
concrete cubes prepared and cured with salty water containing 0.1% sodium
sulphate, indicate that the 28 days strength of the concrete samples using
oPC is 24o/o to 40% more than those of OPC pozzolanic blends (OPC-Slag).
However, the OPC concrete cubes samples started loosing strength after one
(1) year age when the strength of both concrete samples i.e. one prepared
with OPC and the other with OPC- pozzolanic blends in more or less the
same. The OPc-pozzolanic blend concrete samples continue gaining
compressive strength even after 1 year. At the end of 5 years percentage loss
in compressive strength for the OPC concrete c cubes is 20% as against its
compressive strength at 28 days. On the other hand OPC -pozzolanic blends
(OPC-Slag) Gaines about 80% more as compared with its compressive
strength at the age of 5 years, the strength of the OPC cubes and OPC-
pozzolanic blends cubes at the age of 5 years, the strength of the OPC -
96
pozzolanic blends (OPC-Burnt clay) is 55% more than that of OPC concrete
samples. From Table-4.1.15 & Fig-4.13 representing compressive strength of
mortar cubes prepared in salt free water, it is observed that their behaviour is
exactly on the same pattern as already mentioned for concrete cubes. The
compressive strength of mortar cubes prepared with OPC at the age of 28
days js about 21yo mote than those of mortar cubes prepared with OPC -pozzolanic blend (OPC-Slag). OPC mortar cubes compressive strength more
or less remains constant. On the other hand OPC -pozzolanic blends mortar
show that thought their compressive strength is lower in the early days as
compared with that OPC mortar cubes but the gain in strength continues with
the age. At 5 years age the strength of these cubes (OPC-PFA) is about 30%
more than that of OPC mortar cubes.
On going through Table-4.1.16 & Fi9.4.14 containing which compressive
strength of mortar cubes prepared and cured with salty media, it is observed
that the mortar cubes prepared with OPC have more compressive strength as
compared with OPc-pozzolanic admixture samples (OPC-Slag) at the age of
28 days, the strength being about 15% more. The OPC mortar cubes continue
gaining strength till the age of 6 months when it is about 4% more than that of
its strength at the age of 28 days. However, after this period the OPC mortar
cubes started losing strength and at the age of 5 years the compressive
strength at the age of 28 days but with time they continue gaining it. At five
years age their strength (OPC-Burnt clay) is about 30% more as compared
with corresponding compressive strength of OPC mortar cubes. Further the
gain in compressive strength of OPC- pozzolanic admixtures mortar cubes at
this age is about 60% more than their 28 days compressive strength. The
97
work of above series reflects injurious effect of sulphates on cement concrete/
mortar cubes case. Deleterious action is due to the formation of Calcium
Sulpho-Aluminates complex when sulphate ions reach in the vicinity of
ordinary Portland cement structure which contains Calcium-aluminates, a vital
component in cement that imparts binding forces in the hardened cement
structure. Fig-4.11 to Fig-4.14 show that the declining tendency for ordinary
OPC specimen in either of the media is due to the fact that the gypsum
(Calcium Sulphate dihydrate) added to the clinker to adjust the setting
properties of OPC, resides in the OPC structure. On availability of moist
conditions, the soluble Sulphate reacts with Calcium-Aluminates resulting in
lowering the compressive strength. ln the water containing sodium sulphate
ions, such type of reaction starts with multiple intensity owing to greater
contents of sulphates available in the media as well as those already present
in the cement.
Another important factor encountered is the aspect of slow rate of gaining
compressive strength in the initial period by the pozzolanic-OPc blends as
compared with that of OPC. This is because the main reactions are hydration
and hydrolysis of cement. ln hydration process, hydrates of calcium and
silicates are formed. The hydrolysis process bifurcates water molecules which
in turn combine with the Ca-Oxide to form Hydroxides of Calcium, Aluminium
and iron. Hydroxides of Calcium are known as lime. When water is added into
the cement, the reaction starts vigorously, basic function of water is to provide
a media of reaction to combine Calcium-Oxide (CaO) with Aluminium Oxide
(AhOr, Silica (SiO2), Ca-Aluminates (Ca(Alro, and Calcium Ferrite
(CaO-FerO3). Calcium Hydroxide (Ca(OHr) formed during the reaction is
98
called free lime. The amount of free lime depends upon the water cement
ratio, larger the amount ofwater, greater is the formation of free lime.
The free lime formation greafly etfects the compressive strength of OpC. The
literature reveals that up to 3oo/o free lime formation is possible. ln order to
consume free lime, pozzolanic materials suit well. ln other words, addition of
pozzolana in OPC accepts the free lime as a new cement component. This
provides extra binding forces in addition to binding components of Calcium
Oxide (CaO) with aluminum oxide (At2O), Sitica (SiO, and Fericoxide (FerO3).
The pozzolana free lime combination lowers the heat of hydration. This
explains initial rate of gaining of compressive strength of ordinary porfland
cement which exceeds that of OPc-pozzolanic blends.
Sulphate resisting properties of OPc-pozzolanic blends is due to the newly
formed pozzolana free lime components. This hinders the sulphate ions to
digest calcium aluminates components due to its interstitial position and is
non reactive to sulphate contents. The behaviours of OPC and OPC-
pozzolanic blends differ slightly for concrete and mortar is probably due to the
presence and absence of course aggregates respectively.
A study to observe the weathering effect in practice was conducted. The wall
panel were constructed and exposed to open air environment. Considered the
photograph at (a), (b) & (c), the mortar/ plaster used in the masonry of panels
shown in photograph (a) & (b), was prepared from OPC-Slag cement. After 5-
years, there was no sign of sulphate attack or other weathering effects. Now
considering the photograph at (c), the mortar/ plaster used in the masonry
work of this panel was prepared from simply ordinary Portland cement. After
s-years, the masonry mortar and plaster can be seen under sulphate attack.
99
Due to sulphate attack, the mo(ar in the brick courses is seen deeply
digested.
The study was also focused on concrete specimens prepared from ordinary
Portland cement and OpC-Slag cement. The photograph at (d) shows a
deteriorated concrete slab by the sulphate actjon. This slab was prepared
from ordinary Portland cement. Similarly, consjder the photograph at (e), the
concrete of the slab after s-years is seen to be sound and without any sign of
deterioration. This slab was prepared by the OpC-Slag cement. lt js notable
that both of the concrete slabs were kept exposed in the same environment.
Another study was also conducted. ln that study two number concrete cubes
were prepared. The concrete cube seen at photograph (f) was prepared by
using ordinary Portland cement while the concrete cube see at photograph (g)
was prepared by using OPC-Slag cement. Both of the cubes were kept
retained in a water tank in which l% sodium sulphate was added in water.
The concrete specimen were placed for a period of 3-years and afterwards it
was observed that concrete cube made of ordinary porfland cement was
found digested and deteriorated on either sides by the attack of sodium
sulphate. On the other hand, the concrete cube made of OPC-Slag was quite
in sound condition position as was at initial stage. lt is realised that the slab
used in the above discussed the experiment proved that the OPc-pozzolana
blend cements are highly resistant to obvious sulphate attack.
4-2.12 Effect of Seawater
The effect of sea water on mortar specimens was observed. During the
experimental study, the mortar specimens were cured in pure water as well as
sea water. The specimens were placed for duration up to 2-years. A
't00
comparison between specimens cured in salt free water and in sea water was
also evaluated. The test results are given in Table-4.1.17. Fig-4.15 & Fig-4.'16,
give the graphical representation of study. Considering the Fig-4.15, it has
been noted that the mortar specimens prepared from OPC are gaining
strength at the higher rate than those of mortar specimens prepared from
OPc-pozzolanic blends. However, the ultimate strength of mortar specimens
made from OPc-pozzolanic blends is higher than that of OPo-mortar
specimens.
Considering the Fig-4.16, it has been observed that sea water effects the
compressive strength of OPC mortar specimen negatively. The test results
provided in Table-4.1.17, reflect that the pozzolanic blends mortar specimens
not only resist the sea water but have the tendency of gaining the
compressive strength. Fig-4.16 is reflecting the tendency of loosing tendency
to compressive strength by the OPC mortar specimens. The test results
confirm the best resistance of OPC-pozzolanac blends against the sea water.
4-2.13
4.2.13.1
Alkali Aggregate Reaction
AlkaliSilica Reaction
The effect of alkali in Portland cement had been expedmentally observed on
mortar specimens. The reactive aggregate used in this experiment was
grinded glass. The mortar bars were prepared as per procedure laid down in
ASTM C'1567. The cements used were OPC and OPC-Pozzolana blends. The
blends were prepared by replacing 30% Portland cement with slag, Fly Ash,
Rice Husk Ash and Burnt Clay. The expansion of mortar bars was observed.
The test results are providing in Table-4.'1.18. The study was conducted for a
period of 5 years as to observe the comprehensive results. Fig-4.17 provides
l0'l
'the well deflned resistive behaviour against alkalis present in the ditferent
types of cement used in mortar bars. The expansion in mortar bars made of
OPC was 0.790% after s-years while the expansion in mortar bars made of
OPc-pozzolana ranges from 0.095% to 0.100%. The results are a good proof
of resistivity against ASR.
The photograph at Fig-4.18 reflects a severe attack of ASR on OpC concrete.
4-2.13.2 AlkaliCarbonateReaction(De-Dolomitization)
When dolomite aggregate is used in concrete, mortar/concrete, the alkalis
from Portland cement react with magnesium carbonate. As a result of reaction
the magnesium hydroxide is released, which is called De-Dolomitization
reaction. To observed the resistive effect of pozzolanic material on de-
dolomitization a study was planned. The test results are provided in Table-
4.1.19. The released of magnesium hydroxide was checked at the age of 6
month, 1 year, 3 years and 5 year. The test results show that there is no
remarkable difference in resistive behaviour of OPo-pozzolanic blends and
ordinary Portland cement. Fig-4.'19 shows graphical representation regarding
de-dolomitization in concrete specimen made of OPC and OPc-pozzolanic
blends.
4-2.'14 Carbonation
The concrete carbonation makes the concrete weak whereas steel
carbonation corrode the steel and eventually cracks develop, cover detaches,
reinforcement erodes just following the corrosion, tensile strength is lowered
and ultimately concrete looses its durability. The CO2 in atmosphere reacts
with concrete and makes it cracked._The CO2 than reacts with steel and
102
reinforcement is weakened. The HzCOr (carbonic acid) in rainy water also
cause concrete carbonation and steel carbonation. The photographs at Fig-
4.20 and Fig4.21 reflect the attack of carbonation on OPC concrete. The
cracks were developed and concrete is deteriorated. After concrete
carbonation the steel reinforcement is involved under attack of carbon dioxide.
As a result the reinforced concrete is severely damaged. To mitigate the effect
of carbonation a study was conducted in which mortar cubes was prepared
from OPC-Fly Ash blend. The steel pieces were embedded in mortar cubes.
Similarly, the mortar cubes were also prepared from ordinary Portland
cement. The steel pieces were embedded in such cubes on the same pattern
as in the case of OPC-Fly Ash blended cubes. The cubes were retained in
open atmosphere to face the weathering etfect. The photographs al Fig-4.22
show that cube made of OPC-Fly Ash blend well resisted the carbonation on
mortar and steel, while photographs at Fig-4.23 reflect that specimen made of
OPC failed to resist the carbonation attack on mortar as well as steel pieces.
r03
=
400
350
300
250
200
150
100
50
0
Fig: 4.1. Setting Time/Workability ofOPC & OPC Pozzolana Blends Pastes
52
50
48
46
42
40
38
.-'" "-"" "Cd" o"c' dcl'-.d nd
OPClw/cO.!5) OPC+30%5hE OPC+30%FA OPC+30%RHA
lw/co 60i {w/co 50) (w/c0.s5)
lig: 4.2. Workdbilir) ofConcrele
oPc+30%8claylw/co.ss)
I
l
:lli
I
r04
BLEEDING
rD 4'r
^30E
.t
-
Fig:4.3
Fig:4.5Fig:4.4
-E
r05
HEAT OF HYDRATION
l lg:4.o.'j.- .lLra E:11., tra:r E5Jcj
I:a
q
o
Fig:4.7
10090
59:r, 60
E40930t20E"
o
!
oo
Fig:4.8
't06
;.rs00
3 2000
fFa s.a +oPc,PFr cPa R F A ,
3L) iL) ],4D 26D 3M 6M 1Y
Age (days in log scale)
Fig:4.9 Compressive Strength ofOPC-Pozzolana blends (70:30) concrele cubes(1:2:4) Prepared and cured in sall free media
Fig 4.10 Drying Shrinkage
107
+oPc oPcsaq oPcRtsA - oPcPFA
-oPc sunn c.yl
;3500
! rooo6:2500
E
6 r5oo
1000
7D 28D
Fig - 4.1 I compressive strength of OPC- Pozzolanic blends (70:30) concrete cubes(l:2:4) prepared and cured in Salt free media.
+oPc oP.saq ofLRHA ---IJPCP|A -
lrPc-Br^rcray
qqeraavlln oo sca et 2 \'
Fig.4.l2 Compressive strength ofOPc-pozzolanic blends (70:30) Concrete cubes(1:2:4) prepared and curd in salty media.
6M,ra"(any{f too."ur") 2Y
35011
g3ooo
e2500
;2ooo
E1500
108
7D 28O 6M ]Y 2Y 3Y 5Y
Aoeldavs n roas.ae)
Fig-4.13 Compressive strength ofoPc-pozzolanic blends (70:30) mortar cubes
(l:2.75) prepared and cured in salt free media.
;4ooog53500
I3000
92500
3 2000
5 i500
.irsoog
I2500ai9 ?ooo
B r s00
500
dM ]Y .'YAqe(tuvs n oa s.ae)
Fig.4.l4 Compressive strength ofOPC- pozzolanic blends (70:30) Mortar Cubes(l:2.75) prepared and cured in Salty media.
109
(a) (b)
(c)
(e)
(c)
(d)
(0
110
oFc sr3q +QP(-HFA OPC FHA
-OpC.Huml Cr.y
t4D 23D 3M
Ase(days in log scale)
Fig:4.15 ilortar specimens prepared by OPC & OPc-pozzolanic blends lo observed the eflectof salt free water on lheir compressive strength
oPc saq +otscPrA oPc Eunt cay i
r40 280 3M
Age(d6ys in log scal.)
Fig:4-16 Mortar specimens prepared by OPC & OPc-pozzolanic blendsto observed theeffect of sea water on their compressive shength
;3s00
b 3000
$ :oooaE 1500
1000
500
;3500
t :soo
3 21!u
500
lll
roPc aoPcr3o% saq aoPc|3o% FA aopc+3o% RHA Eopca:ro% ts ctay
o7
05
03
02
01
,9
-3
EaE'P
Fig:4.18
12
3
6
1
0
.:
:Fig:4.19
112
Figure 4.20 Figure,{.21
Figure 4.22
rtgure +.1,,
3
Chapter - 5
Gonclusions and Recommendations
On the basis of studies made in this Thesis, it can be conclude that:
(D The workability and setting time of pozzolanic blends is more
than the ordinary Portland cement systems. This behaviour of
increase in workability and setting time is also both for OPC-
pozzolana blended cement pastes and concretes made.
Bleeding of pozzolanic blends decreases as compared to
ordinary Portland cement system.
The heat of hydration of OPc-Pozzolanic blends is lesser than
that of ordinary Portland cement systems, hence the pozzolanic
blends or blended cements are good for mass concreting.
The initial rate of gaining strength ol pozzolanic blends, both in
mortar and concrete, was observed slow as compared to
ordinary Portland cement systems. However, the ultimate
strength of pozzolanic blends, both in mortar and concrete, was
more than the ordinary Portland cement systems, hence proving
better than the ordinary Portland cement systems, particularly in
larger projects of mass concreting.
(iv)
(v) There is a slight increase in the modulus of elasticity of
pozzolanic blends than that of ordinary Portland cement
(iD
(iiD
ll4
(vi)
(vii)
systems. This is not
pozzolanic blends.
The drying shrinkage
cements was observed
cement concrete.
a limitation in practical applications of
in concrete made of OPo-Pozzolanic
less than that of the ordinary Portland
The thermal conductivity of pozzolanic blends or blended
cements was less than that of the ordinary Portland cement
systems. Hence, pozzolanic cements were found to be better
insulating materials than ordinary Portland cement system.
Pozzolanic blends withstood the injurious effects of sulphate
environment (containing 0.1% NarS04). The compressive
strength of ordinary Portland cement system decreases in
sulphate environment while that of pozzolanic blends went on
increasing. The open masonry wall panels constructed from
pozzolanic blends,r,/ere found without any sign of deterioration
while those constructed from ordinary Portland cement system
were deteriorated. lt has been therefore proved that pozzolanic
blends have superior performance against sulphate action than
those of ordinary Portland cement systems.
The concretes made from pozzolanic blends showed higher
strength after storage in seawater than those of concretes made
from ordinary Portland cement system. Hence, pozzolanic
blends have better durability against seawater corrosion than
those of ordinary Portland cement systems.
(viii)
(ix)
I l5
(x) The pozzolanic blends proved better in resisting the carbonation
attack as compared to ordinary porfland cement systems.
Hence, pozzolanic blends have better durability than those of
the ordinary Portland cement systems against corrosion in
concrete originating from carbon dioxide attack from the
atmosphere.
Pozzolanic blends njcely mitigated the action of alkalis on
reactjve aggregates during alkali silica reaction (ASR) testjng.
When dolomite aggregate was used in concrete made of
pozzolanic blends and ordinary Portland cement systems, the
de-dolomitization reaction was depressed in the concrete made
from blended pozzolanic blends as compared to that of
concretes made from ordinary Portland cements systems.
Considering the overall peformance, the OPC-pozzolanic
blends have better performance as compared to ordinary
Portland cement systems in construction application. The
durability of these pozzolanic blends is far better than the
ordinary Portland cement systems. Therefore, it is recommend
that the OPc-pozzolanic blends are more feasible in sulphate
bearing areas, with reactive aggregates.
(xi)
(xii)
ll6
8.
11.
12.
13.
11.
6.
7.
10.
4.
5.
2.
1.
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Reference of Publications
Sr,No.
Name of Paper Submitted to
1 Use ofPozzolanas as to Mitigate the effects ofSulphate Action on OPC (Ordinary PortlardCement) $hen used in Brackish EnvironmentNisdr Ahmod* and M.Abdul Qadir**,*Building Research Station, Go,rernnent of Punjab,Nedr Punjab Uniwrsity, New Canpus, Lahore-54590;Phone # +92-42-99230110. Fel # +92-42-99230111 :e nai I : b rs la ho re@yahoo. co m ;* *Inst itute of Chemistry, Universi', of the Punjab,Lahore 51590 P&inan
Joumal ofCement &ConcreteCompositeswww.elsevier.com
2 Use ofPozzolanas to Eradicate the InjuriousEffect of Sulphates in Brick MasonryNisar ,4hmad* and M.Abdul Qadir**,*Building Research Stalion, Go,remment of Punjab,Neat Punjab UniNersity, Ne.$ Campus, Lahorc-51590:Phone # +92-12-992j0110, Fdx # +92-42-99230111:e mai I : b rs lahore (@)aho o. co m ;**Institute ofche istry, Ur1h,elsity olthe Puriab,Lahore 51590 Pakistan
Joumal ofCement &ConcreteCompositeswww.elsevier.com
3 Use of Fly Ash Pozzolana for Protectionof Concrete Structure against environmentalpollution,Nisdr Ahmad* and M.Abdul Qadir**,*Building Research Station, Govemme t ofPunjab,Neal Punjab Universit!, New Campus, Lahore-54590;Phone * +92-12-99230440, Fax # +92-42-99230111;ernai I : brs I ahorc @ydhoo. co m ;**Institute ofche istry, Untuelsity ofthe Punjab,Lahore 54590 Pakistan
Joumal ofCement &Concrete
Compositeswww.elsevier.com
andJournal ofCement &ConcreteResearch
(Pergamon)
