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RHEOLOGICAL AND MECHANICAL BEHAVIOR
OF MICROFINE CEMENT-BASED GROUTS
by
Marc-André Langevin
Department of Civil Engineering and Applied Mechanics
McGiIi University
Montréal, Canada
November 1993
A THESIS SUBMITIED TO THE FACUL TV OF GRADUATE STIJOIES
AND RESEARCH IN PARTIAL FULFILLMENT OF THE REQUIREMENTS
FOR THE DEGREE OF MASTER OF ENGINEERING
© Copyright 1993 by Marc-André Langevin
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ABSTRAcr
Some of the hydrauhc structures in Québp,c are faced with serious
cracking problerns lOir reJSOi1S such as age, freeze-thaw cycles, alkali
aggregate reactivity (J\AR), wel' 'I1g-drying cycles, excessive applied loads,
etc. One way of (epairing these cracks is to inject them with a liquid/resln
which solidifies with time. Portlémd cement, epoxy resins, polymers and
polyurEllhanes ,are the materials normally used 10 strengthen or seal concrete
structures but recentlv a new type of (;eml~nt ~;JI!~d "microfine cement",
manufactured in Europe and Japan, has become available on the Canadian
market.
Vrliry little information is available so far about the rheological and
rnechanical chamGt(~ristics of these new prodiJets, especially for the harsh
climatlc conditions enc:ountered in the northem parts of Ouébec and other
parts of Canada. \lePI few results at ,an ambient temperaturc of 20°C are
supplied by the manufacturers.
The primary objective of this e)(perimental research program was,
therefore, to define the characteristics of microfine cement-ba~ied grouts at
different ambient temperé:ltures using thel following parameters:
• Ten cements: 2 Portland cements (Type 10 and Type 30) were
used as reference cements, 1 Portland with 8% of siliC:8 fume, and!
7 microfine cements: Microcern 1650SR, Micfocl9m 900, Lanko 737,
MC500, Spinor A 12, Spinor A 16 and Spinor E12.
• Thirteen characteristics: 3 rheological
bleeding, sE~tting tlme) and 10 mechanical
pmperties (viscosity,
properties (orain size,
modulus of elasticity and Poisson's ratio, compressive strength,
indirect tEmsile strength, bond strength (direct tensile),
shrinkage/expansion, ultrasonic pulse velocity, water permeability
and leachecl Vlater analysis, and miGrostructural characteristics .
• Three ternperatures: 4°C, 10°C and 20°C.
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• Eight water/cement ratios (0.4:1, 0.5:1, 0.6:1,0.8:1,1.0:1,1.2:1,
1.5:1 and 2.0:1/.
• Other parameters: different types and amounts of admixtures,
mixing times and mixlng speeds.
The study revealed that:
• Temperature variations have a strong influence on grouts' setting
time and some mechanlc31 characteristics (compressive strength,
modulus of elasticity, Poisson's ratio, etc.).
• The variation of graut water/cement ratios is important for both
rheological and mechanical behavior; high W IC ratios lead to
stability problems (high bleeding), which results in an effective W IC
ratio which is not the same as the ratio recorded dw'ing mlxing.
• Superplasticizers are needed to imprave the fluidity (viscosity) of
microfine cement-based grouts :n order to achieve the same degree
of workability as the ordinary PCJrtland cements, but they increase
the graut setting time .
• Both mixing time and mixing speed (in the range tested) have
minimal effect on the rheological characteristics of the grouts .
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RÉSUMÉ
Au Québec, certaines structures hydrauliques en béton sont
confrontées à des problèmes de fissuration dont plusieurs facteurs (âges,
cycles gel-dégels, réaction alcali-granulat, charges structurales, retrait au
séchage, variation de la température, etc.) peuvent être responsables.
L'injection des fissures par un produit liquide qui se solidifie avec le temps
est une méthode très utilisée par les ingénieur(e)s et responsables.
Des produits comme le ciment Portland, "époxyde, les polymères et
les polyuréthannes sont normalement utilisés lors d'une injection afin
d'étanchées ou de consolider les structures de béton. Récemment, un
nouveau type de ciment appelé "ciment microfin" est apparu sur le marché
canadien. Ces ciments sont manufacturés par différents fabricants
européens et japonais .
Une recherche bibliographique a permis de constater que très peu
d'informations sont disponibies sur les caractéristiques rhéologiques et
physico-mécaniques des ciments microfins, en particulier pour des
conditions climatiques sévères telles que rencontrées dans le nord du
Québec et du Canada. Seuls quelques résultats à la température ambiante
(200 C) sont fournis par les manufacturiers des ciments microfins.
Le but premier de cette étude est donc de déterminer les diverses
caractéristiques rhéologiques et physico-mécaniques des coulis à base de
ciment microfin testés à différentes températures. Voici les différents
paramètres de cette étude:
• Dix ciments: 2 ciments Portland (Type 10 et Type 30) servant
comme ciments de références, 1 ciment Portland Type 10 avec
8% de fumée de silice, et 7 ciments microfins (Microcem 650SR,
MicrocE..'l1 900, Lanko 737, MC500, Spinor A 12, Spinor Al 6 et
Spinor E12).
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• Treize caractéristiques: 3 dA type rhéologiques (viscosité,
stabilité et temps de prise) et 10 de type physico-mJcaniques
(granulométrie, module d'élasticité et coefficient de Poissor"
résistance à la compression simple, résistance à la traction
indirecte, adhérence, retrait/expansion, vitesses soniques.
perméabilité à l'eau, résistance au lessivage, étude
microstructurale) .
• Trois températures: 4oC, 100C et 200C.
• Huit rapports E/C massiques (0,4: 1, 0,5: 1, 0,6: 1, 0,8: 1, 1,0: 1,
1 , 2: 1, 1, 5: 1 et 2, 0: 1 ) .
• Autres paramètres à l'étude: les effets des différents types
d'adjuvants, de la durée et de la vitesse de malaxage sur les
caractéristiques rhéologiques.
L'étude a montré les points suivants:
• La variation de température affecte grandement le temps de prise
ainsi que certaines caractéristiques physico-mécaniques (fc', E,
adhérence et le retrait/expansion) des coulis de ciment microfin.
• La variation des rapports E/C initiaux est un paramètre qui af~cte
énormément les caractéristiques rhéologiques et physico-
mécaniques des coulis. Les rapports eau/ciment élevés entraînent
des problèmes de stabilité (volume de ciment en suspension). Ce
qui résulte-en un rapport eau/ciment final qui est différent de
celui lors du malaxage (initial).
• Les superplastifiants améliorent la fluidité et la viscosité des
coulis à base de ciment, mais augmentent leur temps de prise.
• Les effets de la durée et de la vitesse de malaxage (à partir d'un
certain temps et vitesse) sont minimes sur les caractéristiques
rhéologiques des coulis .
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ACKNOWLEDGMENTS
The author would like to thank Professor M.S. Mirza, Department of
Civil Engineering and Applied Mechanics, McGili University, for his guidance,
advises and encouragement during thls pioject.
The author would also wishes to express his sincere appreciation and
gratitude to Dr. J. Mirza, researcher at the Direction Technologies de
Production et Matériaux (DPTM), Hydro-Québec, who acted as the internai
advisor for this research program.
A word nf gratitude goe5 also to Dr. K. Saleh, group leader at the
Direction Technologies de Production et Matériaux (DPTM), Hydro-Québec,
for his valuable advice during the whole project .
Would like to thank T. Mnif, doctoral student at Université de
Sherbrooke, for his active participation during the experimental phase
(mechanical tests) done at Sherbrooke.
The 8uthors owe thanks to Dr. B. Durand and A. Watier, researcher
and technician respectively, at the Direction Technologies de Production et
Matériaux (DPTM), Hydro-Québec, for their assistance during the use of the
laboratory facilities at l'Institut de Recherche en Électricité du Québec
(IREQ), Hydro-Québec .
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TABLE OF CONTENTS
ABSTRACT
RÉSUMÉ
ACKNOWLEDGMENTS
LIST OF TABLES
LIST or FIGURES
LIST OF PHOTOS
SYMBOLS
ABBREVIATIONS
1. INTRODUCTION
2. SCOPE OF STUDY
3. BACKGROUND
3.1 Causes of cracks in concrete
3.2 Inspection and determination of cracking
3.3 Crack repair methods
3.3.1 Chemical grouting
3.3.1.1 Sodium silicate formulations
3.3.1.2 Acrylnmide grouts
3.3.1.2 Lignosulfonate grouts
3.3.1.4 Phenoplast grouts
3.3.1.5 Aminoplat grouts
3.3.1.6 Water reactive materials
3.3.1.7 Organic polvmers
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• 3.3.2 Cement grouting 12
3.3.2.1 General procedure 13
3.3.2.2 Equlpment 14
4. MATERIALS 18 4. 1 Review of previous research work 18 4.2 Cements 22
4.2.1 Hydr~lllic cements 23 4.2.1.1 Hydraulic limes 23
4.2.1.2 Natural cements 24 4.2.1.3 Portland cements 24
4.2.1.4 Blended Portland cements 30 4.2.1.5 Special cements 32
4.2.2 Non-hydraulic cements 33 4.3 Admixtures 33
4.3.1 Chemical ad mixtures 33 4.3.1.1 AcceleralOrs 34
• 4.3.1.2 Retarders 34 4.3.1.3 Air-entraining agents 34 4.3.1.4 Water reducers 35 4.3.1.5 Superplasticizers 39 4.3.1.6 Other admixtures 41
4.3.2 Mineral admixtures 41 4.3.2.1 Natural materials 42 4.3.2.2 By-product materials 43
5. CHARACTEAISTICS OF GROUTS 46 5. 1 Viscosity 46
5.1.1 Newtonian flow behavior 47 5.1.2 Non-Newtonian flow behavior 48
5.1.2.1 Pseudoplastic behavior 49 5.1.2.2 Dilatant behavior 49 5.1.2.3 Bingham behavior 50
5.2 Thixotropy and rheopecty 52 • 5.3 Bleeding (stability) 53 5.4 Factors affecting rheological properties of grouts 56
VII
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6. EXPERIMENTAL PROGRAM
6. 1 Materials used
6.1.1 Cements
6.1 .1.1 Chemical composition
6.1.1.2 Grain size analysis
6.1.2 Superplastlcizers
6.1.3 Anti-washJut agents
6.2 Grout and speClrtlen preparation
6.3 Rheological tests
6.3.1 Viscosity
6.3.2 Bleeding (stability)
6.3.3 Setting tlme
6.4 Mechanical tests
6.4.1 Modulus of elastlcity and Poisson's ratio
6.4.2 Compressive strength
6.4.3 Indirect tensile (splitting) strength
6.4.4 Bond strength
6.4.5 Shrinkage/expansion
6.4.6 Ultrasonic pulse velocity
6.4.7 Permeabllity and leached water analysls
6.4.8 Microstructural characteristlcs
7. EXPERIMENTAL RESUl TS AND DISCUSSION
7.1 Determination of effective W le ratios
7.2 Effect of W le ratio
7.2.1 Fresh graut characteristics
7.2.2 Hardened grout characteristlcs
7.3 Effect of temperature
7.3.1 Fresh graut characteristics
7.3.2 Hardened grout characteristics
7.4 Effect of chemical ad mixtures
7.4.1 Superplasticlzers
7.4.2 Anti-washout agents
7.5 Effect of mixing
7.5.1 Mixing time
7.5.2 Mixing speed
VIIi
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• 8. SUMMARY AND CONCLUSIONS 151
8.1 Summary 151
8.2 Conclusions 152
8.3 Future work 153
REFERENCES 155
APPENDIX A: Viscosity calibration curves A-1
APPENDIX B: Viscosity tables B-1
APPENDIX C: Suspension volumes tables C-1
APPENDIX D: Setting time tables 0-1
APPENDIX E: Modulus of elasticity and Poisson's ratio tables E-1
• APPENDIX F: Compressive strength tables F-1
APPENOiX G: Bond strength (tensile) tables G-1
APPENDIX H: Ultrasonic pulse velocities and dynamic elastic
constants H-1
APPENDIX 1: Viscosity results 1-1
APf"=NDIX J: Volumes in suspension results J-1
APPENDIX K: Setting time results K-1
APPENDIX L: Modulus of elasticity results L-1
APPENDIX M: Compressive strength results M-1
• APPENDIX N: Shrinkage/expansion results N-1
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APPENDIX 0: Ultrasonic pulse velocity results
APPENDIX P: Mixing time effects: Rheological properties
APPENDIX Q: Mixing speeds effects: Rheological properties
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0-1
P-1
Q-1
• LIST OF TABLES
Table 4-1 Particle sile classification 23
Table 4-2 Symbols for chemical oxides and compounds 25
Table 4-3 Portland cement types 26
Table 4-4 Compound characteristics 26
Table 4-5 Blended Portland cement types 31
Table 4-6 Mineral admixtures 41
Table 4-7 Natural pOllolan classification 43
Table 6-1 Cements used 59
• Table 6~2 Cement types 60
Table 6-3 Chemical composition (% weight) of cements 61
Table 6-4 Bogue composition (% weight) of cements 61
Table 6-5 Cem«1nt grain size distribution 64
Table 6-6 Cements' mean and maximum grain size and specifie area 64
Table 6-7 SuperplasUcizers used 67
Table 6-8 Weiqht of cement and water vs. initial W/C ratio ta obtain 5.5lof grout 69
Table 6-9 Characteristics tested at 4°C, 10°C and 20°C 70
Table 6-10 Permeability of cement paste (W IC = O. 7) with the progress ot hydration 84
Table 6-11 Permeability of cement paste and different rocks 84
• Table 7-1 Effective W/C ratios vs. initial W/C ratios 86
Xl
• Table 7-2 Absolute vis~osity of different liquids 118
Table 7-3 Grout internai temperature variation vs. surrounding tempe rature 119
Table 7-4 Relative viscosity for differen: rT'ixing times taken just after mixing 144
Table 7-5 Relative viscosity for different mixing times 60 min after mixing 145
Table 7-6 Volume in suspension for different mixing times 120 min after mixing 145
Table 7-7 Initial setting time for different mixing times 146
Table 7-8 Final setting time for different mixing times 146
Table 7-9 Relative viscosity for different mixing speeds taken just after mixing 148
• Table 7-10 Relative viscosity for different mixing speeds 60 min after mixing 148
Table 7-11 Volume in suspension for different mixing speeds 120 min after mixing 149
Table 7-12 Initial setting time for different mixing speeds 150
Table 7-13 Final setting time for different mixing speeds 150
• XII
• LIST OF FIGURES
Fig. 3-1 Causes of concrete cracking 6
Fig. 3-2 Schematic of injection equipments 14
Fig. 4-1 Applicat!ons of microfine cement~based grouts 19
Fig. 4-2 Cement classification rnatrix 22
Fig. 4-3 Sequence of hydration of Portland cern,ent 28
Fig. 4-4 Typical air-entraining surfactant formula 35
Fig. 4-5 Mechanism of air-entrain ment agents 35
Fig. 4-6 Improvements of concrete characteristics with water reducers 36
• Fig. 4-7 Typical unit of lignosulfonate molecule 37
Fig. 4-8 Typical hydroxycarboxylic acids 37
Fig. 4-9 Typical hydroxylated polymers 38
Fig. 4-10 Polar chains absorbed on cement particle surface 38
Fig. 4-11 Representation of defloculation process by ""ater reducers 39
Fig. 4-12 Typical superplasticizer molecules 40
Fig. 5-1 Newtonian flow model 47
Fig. 5-2 Newtonian flow behavior 48
Fig. 5-3 Newtonian velocity profile (pipe flow) 48
Fig. 5-4 Pseudoplastic flow behavior 49
Fig. 5-5 Dilatant flow behavior 49 • Fig. 5-6 Bingham flow behavior 50
XIII
• Fig. 5-7 Bingham velocity profile (pipE! flow) 51
Fig. 5-8 AIJparent and plastic viscosities of Bingham fluid 51
Fig. 5-9 Bingham thixotropic and rhelO~lectic behavior 52
Fig. 5-10 Thixotropy and 1 heopecty viscosities vs. time 53
Fig. 5-11 Bleed water (%) for various initial W/C ratios (volume) 54
Fig. 5-12 Example of effective W/C ratios (settled grouts) 55
Fig. 6-' Grout penetration stopped by a) plug (bridge) and b) grain clumps 63
Fig. 6-2 Particle size distribution for dilfferent cements 65
Fig. 6-3 Crack types and suggested model for bleeding test 74
Fig. 6-4 Schematic diagram of ultrasonic apparatus 82
• Fig. 7-1 Relative viscosity just after nlixing at 20 0 e 89
Fig. 7-2 Relative viscosity (at 60 min) at 20°C 90
Fig. 7-3 Suspension volume after 120 rnin at 20 0 e 93
Fig. 7-4 Final suspensiof'l volume at 20°C 94
Fig. 7-5 Initial setting time at 20 0 e 97
Fig. 7-6 ~.nal setting time at 20°C 98
Fig. 7-7 Modulus of elasticity vs. initial w/e ratio at 20°C 101
Fig. 7-8 Modulus of elasticity vs. effective W/C ratio at 20 0 e 102
Fig. 7-9 Compressive strength vs. initial W le ratio at 20 0 e 104
Fig. 7-10 Compressive strength vs. effective W/C ratio at 20°C 105
Fig. 7 .. 11 Bond tensile strength at 20 0 e 107
• Fig. 7-12 Shrinkage/expansion at a temperature of 20 0 e and a relative humidity of 100% 109
XIV
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• Fig. 7-13 Shrinkage/expansion at a tempe rature of 20°C and a relative humidity less than 30% 110
Fig. 7-14 Shear (transversal) wave speec~ at 20°C 112
Fig. 7-15 Compression (longitudinal) wave speeds at 20°C 113
Fig. 7-16 Dynamic modulus of elasticity at :zooC 114
Fig. 7-17 Rate of he:)t liberation 121
Fig. 7-18 Modulus of elê}sticity vs. curing tomperature 124
Fig. 7-19 Compressive strength vs. cu ring temperature 126
fig. 7-20 Relative viscosity of Type 10 cement with a napththalene-based SP at 20°C '129
Fig. 7-21 Relative viscosity of Type 10 cement with a melamine-based SP at 20°C 129
• Fig. 7-22 Relative viscosity of Spinor A 12 MC with a melamine-based SP at 20°C 1130
Fig. 7-23 Relative viscos;ty of Spinor A 16 and E12 MCs with a melamine-based SP at 2üoC 130
Fig. 7-24 Relative viscosity of MC500+SP and Lanko 737 MCs at 20°C 131
Fig. 7-25 Suspension volume of Type 10 cement with a niapththalene-based SP at 20°C 133
Fig. 7-26 Suspension volume of Type 10 cement with a melamine-based SP at 20°C 134
Fig. 7-27 Suspension volume of Spinor Al 6 and El 2 MCs with a melamine-based SP at 20°C 134
Fig. 7-28 Suspension volume of Spinor A 12 MC with a melamine-based SP at 20 ° C 135
• Fig. 7-29 Initial setting time of Type 10 cement with a napththalene-based SP at 20°C 136
xv
'. Fig. 7-30 Final setting time of Type 10 cement with a napththalene-based SP at 20°C 136
Fig. 7-31 Initial setting time of Type 10 cement with a n.dlamine-based SP at 20°C 137
Fig. 7-32 Final setting time of Type 10 cement with a melamine-based SP at 20°C 137
Fig. 7-33 Initial setting time of MC500 + SP, Lanko 737 and Spinor E12 + SP(melaminel at 20°C 138
Fig. 7-34 Final setting time of MC500·:- SP, Lanka 737 and Spinor E 12 + SP(melamine) at 20°C 138
Fig. 7-35 Initial setting time of Spinor A 12 and A 16 with a melamine-based SP at 20°C 139
Fig. 7-36 Final setting time of Spinor A 12 and A 16 with a melamine-based SP at 20 0 e 139
• Fig. 7-37 Reliative viscosity of Type 10 wÎth AWAs at 20 0 e 140
Fig. 7-38 Sunpension volume of Type 10 with AWAs at 20 0 e 141
Fig. 7-39 Ini1ial setting time of Type 10 with AWAs at 20 0 e 142
Fig. 7-40 Final setting time of Type 10 with AWAs at 20 0 e 143
xvi
• LIST OF PHOTOS
Photo 6-1 Brookfield viscometer 72
Photo 6-2 Bleeding test 73
Photo 6-3 Vicat apparatus 75
Photo 6-4 Hydraulic compression machi"e 77
Photo 6-5 Tensile strength machine 80
Photo 7-1 Type 10 cement with an initial W/C ratio of 0.8 (3500X) 116
Photo 7-2 Type 30 cement with an initial W/C ratio of 0.8 (3500X) 116
Photo 7-3 Microcem 650SR cement with an initial W IC ratio of 0.8 (llOOX) 117
• Photo 7-4 MC500 + SP cement with an initial W IC ratio of 0.8 (2200X) 117
• xvii
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E:
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~m:
SYMBOLS
Modulus of elasticity (Pa)
Dynamic modulus of elgsticity (Pa)
Compressive Strength (MPa)
Poisson's ratio
Dynamic Poisson's ratio
Viscosity (cps)
Microns
XVIII
• ABBREVIATIONS
AWA: Anti-Washout Agent
A12: Microfine Cement Spinor A 12
A16: Microfine Cement Spinor A 16
050: Cement Mean Grain Size (/lm)
0100: Cement Maximal Grain Size (~m)
Eî2: Microfine Cement Spinor E12
L737: Microfine Cement Lanko 737
MC: Microfine Cement
MC500: Microfirle Cement MC500 • r-iPM: Revolution per minute
SEM: Scanning Electron Microscope
SF: Silica Fume
SP: Superplasticizer
T10: Portland Cement Type 10
T10SF: Portland Cement Type 10 with Silica Fume
T30 Portland Cement Type 30
W/C: Water /Cement Ratio (weight)
650SR: Microfine Cement Microcem 650SR
900: Microfine Cement Microcem 900
• XIX
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CHAPTER 1
INTRODUCTION
Cracking is a problem that occurs most frequently during the building
and operation of concrete hydraulic structures. Major causes of cracking
include design errors, drying s,dinkage, temperature variations, freeze-thaw
cycles, aging of the structures, chemical reactions such as alkali-aggregate
reactions (AAR), subsidence of the foundations, strains and stresses,
displacement, etc. [1,2J.
Hydro-power utilities such as dams, generating stations and other
si:ructures built of concrete are assets that the owners are anxious to
piOtect and maintain in good operating conditions. The repair technique
frequently consists of injecting mors or less viscous products into the
cracks, depending on their width and depth, and the amblent conditions
such as temperature, humidity, etc.
The materials used for injection are based on normal Portland cernent,
epoxy, polyurethane, or polyester [31. However, observations and the results
of various tests have revealed that microcracks injected with Portland
cement-based grouts are not completely filled; it is only the macrocracks
(opening > 0.5 mm) that are filled by this method [4, 51. It is therefore not
very efficient to inject microcracks with normal Portland cement, and the
engineers need to use other products based on epoxy, polyurethane,
polymers or microfine cements (MC).
Epoxy-, polymer- and polyurethane-based products have tW:l major
drawbacks: their considerably higher cost compared with that of the
Portland cement and the difference between their thermal expansion
coefficients and that of concrete. Also, low temperatures increase the
viscosity of these prOdL:0ts, making it difficult to in je ct deep into cracks and
their setting times. Sorne of them also have poor bondmg in moist
r.nvironments (I.e. cracks) or in those with a very wide opening [61.
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Microfine cements, which are similar to the basic material of the
structure to be repaired (same thermal expansion coefficient, etc. 1,
therefore, offer an interesting alternative to the chemical products, although
it is important to test them at the sa me tempe ratures as those prevalent in the structures in Canada.
This study presents the results of rheological alld mechanical
behavior of different microfine cements subjected to the various tests at these different temperatures .
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CHAPTER 2
SCOPE OF STUDY
There are various products available for injecting the cracks in
structures damaged by the harsh climatic conditions such as those ln
Québec. These structures are exposed to severe thermal variations, which
affect the efficiency of some products. The advent of new microfille
cements in the mid 1980s increased the range of alternative products for
repairing the cracks in these structures. However, these cements are made
by European and Japan manufacturers who are very reluctant to piOvlde full
rheological and mechanical data, although thls is essential for analyzmg the
behavior of the grouts prepared using these microflne cements. When they
do supply information, they limit themselves to providing the values
determined at ambient temperatures of around 20°C and rarely provide any
values at lower temperatures. Also, very few publications and sClentlfic
reports are available in the literature.
It IS, therefore, important to determine the rheological and mechanical
characteristics of microfine cement-based grouts at temperatures which are
more typical of the Canadian climate. However, thls work must be preceded
by a laboratory study which will supply the results for application in the
field.
The main objectives of this research project are listed below:
• A complete bibliographic study of mlcrofine cements, tests
performed, characterlstics, injection purposes, case studies, etc.
• Completion of 13 series of tests in accordance wlth the existing
standards (ASTM and CSA) at different temperatures (4'JC,
100 C and 200 C) to study the behavior of mlcroflne cement
based grouts in the fresh and hardened states (rheological and
mechanical properties respectively): grain size analysis
(fineness), viscosity, bleeding (stabihty), settln9 tlme, modulus
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of elasticitv and Poisson's ratio, compressive strength, indirect
tensile (splitting) strength, bond strength (tensile), shrinkage
and expansion, ultrasonic pulse velocities, water permeability
(and chemical analvsis of leached water), and microstructural cha racteristics.
• Evaluation of the performance and behavior of microfine
cements bV studying the results of the different test series at
the three selected temperatures by modifying the water/cement (W/C) ratio.
• Verification of the degree to which parameters such as the
mixing time and rate, and the addition of ad mixtures such as
superplasticizers (SP) and anti-washout agents (AWA) have any
influence on the rheological characteristics of a cement-based grouts .
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CHAPTER 3
BACKGROUND
When the function of a structure is impaired by cracking, suitable
actions need to be undertaken to improve either the strength, the stiffness,
the durability, or (to a lesser degree) the appearance of the structure and
enhance these characteristics to an acceptable level.
The first step before proceeding to a repair is to evaluate the causes
of cracking and microcracking. Then, a survey should be undertaken to
determine the extent and locations of cracks. Finally, if repairs are needed,
different available techniques should be examined, and the best one for the
specifie job must be chosen. This study will concentrate only on repair of
cracks or microcracks in concrete structure, especially dams, using injection
of microfine cements-based grouts [2] .
Injecting a liquid (which solidifies with time) into a crack or microcrack
for repair purposes has become one of the most commonly used crack repair
methods over the pa st few years. As mentioned previously, there are many
cases where injection is useful for repairing dams and other concrete
structures [7] :
• When the overall integrity of the dam needs improvement.
• Wh en the flow of water causes serious deterioration of the
structure by dissolution of the concrete and joint erosion.
• If freeze-thaw cycles cause the concrete to fracture and
disintegrate the concrete.
• If the water increases the AARs.
• Should vertical pressure threaten the structure.
• For seepage control (through or under a dam).
• When the amount of water lost affects the volume of water
• stored in the basin.
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3.1 Causes of cracks in concrete
Most hydraulic structures are built mainly of concrete as their basic
material. With age and/or other factors [1, 2] the concrete develops cracks;
a fairly large number of possible repair techniques are exist and are available
for repairing these cracks. The causes of cracking (Fig. 3-1) depend on the
degree of hardness attained by concrete.
Cracking during construction
1
Thermal effects
Un favorable non-linear
temperature gradient wlthm mass concrate
1
Coohng of concrete from the maximum temperature durmg hydrEltlon to Its fmal
stable temperature
CRACKS
1
Chemlcal reaetlons
1 ln service cracks
1
Volume changes
1 MOlsture Foundatlon content settlement
Drymg Shrmkage
stress tram
Applled loads
Seasonal temperature variations
1 1 1 1 1 1 Alkall Sulfate
aggregate attack reactlons
Mg(OH)2 Ca(OH)2 Freeze/ Expanslon/ Wet/dry tha\,' contraction
Fig. 3-1 Causes of conerete cracking [1]
Cracking of plastic concrete are principally due to:
• Plastic shrinkage cracking of exposed surfaces (from lack of
moisture).
• Settlement cracking.
• Subsidence after initial placement of the conerete .
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Cracking of hardened concrete occurs principally due to:
• Drying shrinkage.
• Chemical reactions (AAR, sulfate attacks, deicing salts, etc).
• Thermal stresses (heating-cooling cycles).
• Freeze-thaw cycles.
• Drying-wetting cycles.
• Corrosion of reinforcement.
• Poor construction practices.
• Construction overloads.
• Errors in design and detailing.
• Application of external applied loads.
3.2 Inspection and determination of cracking
A good maintenance program requires a detailed inspection of the
structure at regular intervals. There are three different ways of inspecting a
structure: a visual inspection, nondestructive and destructive tests on the
concrete. The following is a brief summary for each type of inspection, as
given in by the ACI committee 224 [2]:
• Visual inspection
This is the easiest form of inspection and ail routine maintenance
programs should include it. The information (location and width of
cracks) are marked on a sketch of the structure along with appropriate
photographs. Crack widths can be measured with the help of a crack
comparator (up to 0.025 mm) and crack movements can also be
monitored with mechanical instrument or, more accurately, with LVOTs
and data acquisition systems.
• Non destructive testing
These tests are used to determine the presence of internai cracks,
voids and their depth. An easy method is to use a hammer to hit the
surface to identify planar cracking under it. Another technique is to use
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an ultrasonic equipment: a mechanical pulse is transmitted through the
concrete member and it is received using another transducer. This
informations is used to calculate the pulse velocity. The higher the pulse
velocity, the better is the concrete quality. Presence of cracks slows
down the pulse velocity which can be recorded with an oscilloscope.
Finally, radiography is another type of nondestructive test that may be
used ta identify the crack location in the members.
• Destructive testing
Cores can be taken fram the different members. It is then easy to
locate and measure the width of the cracks or microcracks in the
structure. Chemical tests may also be used to determine if there is an
excess of chlorides in the specimens, which can accentuate the corrosion
of the reinforcement. The cores can also be tested to determine their
compressive strength.
3.3 Crack repair methods
Several methods exist to repair successfully cracks in a concrete
structure. Depending on the nature, the extent and the location of the
cracks, the best method should be chosen by the engineers. The following
are the ma st used methods in the industry [2]:
• Routing and sealing.
• Stitching.
• Adding conventional reinforcement.
• Adding prestressing reinforcement.
• Drilling and plugging.
• Flexible sealing.
• Grl..'luting (cement- and chemical-based).
• Drypacking.
• Crack arresting .
Sections 3.3.1 and 3.3.2 will focus only on the grouting of cracks in
concrete structure with chemical- or cement-based grouts.
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3.3.1 Chemical grouting
Grouting with chemical products has been used successfullv to repair
cracks in many concrete structures such as bridges, dams, tunnels, buildings
and ta consolidate soils or rock foundations. The first patent for a chemical
grout (sodium silicate and coagulant) was issued in 1886 to Jeziorsky, a
European scientist [6]. But the modern era of chemical grouting is fairlv
recent and dates from the early 1950s.
The main advantage of these products in the rehabilitation of concrete
structures is that the chernical grouts can be injected lOto microcracks as
narrow as 0.05 mm. Depending on the nature of the crack (active or
dc."mant), several products are available on the market. When the crack is
still active, the product aets as a sealant and it is flexible enough ta allow
the crack to function as a joint. Thus in this case, the crack is not
consolidated, but it is simply sealed or made watertight. On the other hand,
if the crack is dormant, a chemical grout which solidifies over a period of
time (as a cement-based grout) is needed to fill and consolidate the crack
[2].
There are so many chemical grouts available that it is difficult to set a
standard classification system. The early systems (in the 1960s) were based
01" the mcchanical properties of the grouts. They can also be listed based on
their chemical components. This latter's classification is used here and
chemical families are listed below.
3.3.1.1 Sodium silicate formulations
Sodium silicate is maliufactured as an aqueous (colloidal) solution.
When it is mixed with a salt (CaCI2). a chemical reaction takes place ar.d a
gel is formed. The mix between the two products can be implemented in one
or two phases, but the best results are obtained when the two phase
approach is used (injecting the solution of sodium silicate in the ground or
crack and then injecting the calcium chloride). The main advantage of this
method is that the gel is hard (for a chemical grout, but weak compared to a
cernent grout). The disadvantages are that the solution has a high viscosity,
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which will not penetrate fine cracks, and it is impossible to have a complete
reaction between the two liquids injected.
A new approach is to use a combination between sodium silicate
(basic) and a bicarbonate mixture (weak acid). When a diluted sodium
silicate solution is mixed with an acid solution, silicate precipitates and forms
a gel by neutralization after a certain time [6J. This i'ormulation has the
advantage that its low viscosity, it can penetrate microcracks. However,
there are many disadvantages such as its very low strength; the setting time
(control gel time) can be very long and shrinkage can become a problem
with time. Therefore, this chemical grout should not be used to consolidate
cracks, but only to waterproof them.
3.3.1.2 Acrylamide grauts
These grouts are a mixture of two organic monomers (in the liquid
phase): 95% of acrylamide which polymerize (at ambient temperature) into
long molecular chains and 5% of cross-lin king agent (methylenebis
acrylamide) which binds the chains together. The final product is a solid
plastic which becomes a tough and durable product but it has a low
compressive strength. The advantages of these chemical grouts are that
they have a very low viscosity (near water); they resist chemical attacks and
can soak into dry concrete, filling the cracks and microcracks at the same
time. The major drawbacks are their high degree of toxicity and flammability,
their poor strength, hey cannot be injected in a moist cracks (will not mix
with water) and they may suffer volume changes with time [6]. Therefore,
these type of grouts cannot be used to consolidate cracks and microcracks
in a concrete structure.
3.3.1.3 Lignosulfonate grouts
The lignosulfonates are a waste liquor (by-product) of the wood
processing industries (paper mills). The chemistry of chrome lignin grout is
very complex and consist of lignosulfonates and a hexavalent chromium
compound. The viscosity and the gel setting 'LÏme vary with the
concentration of solids used in the mixture. The main advantages of
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lignosulfonates grouts are that they have a low viscosity and they are
relatively inexpensive. But they do not have adequate compressive strength
needed to consolidate a crack and they are highly toxic [6]. As the previous
products, ligosulfonates are not recommended to consolidate cracks and
microcracks.
3.3.1.4 Phenoplast grouts
These resins are polycondensates fram the reaction of a phenol on an
aldehyde. They set only at high temperature over a wide pH range (used in
the oil-well industry). In order to use them at ambient temperature, an acid
medium is needed. The other option, if acidity is not desirable, is to use
resorcinol (other type of phenol) with a formaldehyde. The compressive
strength of such a grout increas'3s significantly with the resornicol
concentration, but the gel setting time decreases rapidly. As for many
chemical grouts, phenoplast grouts are very toxic to the environment [6].
Phenoplast cannot be considered to cracks' consolidation due to their weak
compressive strength.
3.3.1.5 Aminoplast grouts
Aminoplast resins are made of urea and formaldehyde, or other
polymers. The major drawbacks are that the reaction can be accomplished
only at high tempe rature and require an acid environment to complete the
reaction such as phenoplast resins. This type of grout also gives low
strength compared to a normal cement-based grout (thus not used for
cracks' consolidation) buy they have a low viscosity which permits them to
be injected in fine cracks or soils, and they are relatively inexpensive but
they are also toxic and corrosive and cannot be used in areas of high pH [61.
These chemical grouts are not recommended for cracks' consolidation.
3.3.1.6 Water reactive materials
These materials form a gel, or a foam or polymerize when they come
in contact with water. Thus, polyethylene, polyvinyl, CCA are polymers that
have very little viscosity values and can fill cracks and microcracks in
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concrete as narrow as 0.05 mm. These foam type grouts have the
advantages of being applicable in moist environ ment (excess moisture
available) and they have wide limits of control gel time. But, these mate rials
have following disadvantages: a high degree of ski Il is needed when these
grouts are injected, they have a low compressive stiength (thus they are
used to seal cracks, not to consolidate them) and they must not dry out in
service [2, 6J.
3.3.1.7 Organic polyrners
Epoxy resins, polyesters and polyurethanes are organic polymers that
have excellent mechanical characteristics. In fact, their compressive strength
is the highest of ail chemical grouts manufactured and they, therefore, can
be used to consolidate cracks and microcracks. Their viscosity is slightly
higher than the other chemical grouts but they still can be injected in very
fine cracks (up to 0.05 mm). Finally, these organic polymers are very
expensive, they have problems to set at low temperatures (and they set too
rapidly at high temperature), they require high skilled personnel to
manipulate them, they have a high coefficient of thermal expansion
(compared to concrete), they have a bonding problem in a moist
environment, anà they can suffer volume changes over time [2, 6J.
3.3.2 Cement grouting
This type of grouting, normally \!Vith normal Portland cements, is used
mainly to repair wide cracks in concrete structure. It is understood from
several sources that the pioneers of Portland cement-based grouting are
Brunei (1838), Kinipple (1856) or Hawksley (1876) [4, 6]. Since the advent
of Portland cement, there was no major breakthrough on the material itself.
The recent coming of microfine cements provides a wider choice of
materials, compared with the chemical grouts wh"n the grout is to be
injected into microcracks.
The choice of the cement is based on the crack width, the
environ mental conditions (presence of sulfate, etc.) and economical reasons:
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• If the crack is wide, Portland cement grout should be used and it
may even contain sand.
• If the crack is fine (opening < 0.5 mm), microfine cements
grouts should be used instead of a normal Portland cement
(avoid blockinq the crack prematurely).
• If sulfate dttack is a problem, Type 50 Portland cement grout
(normal or fine ground) should be used.
• Finally, grouting with Portland cement is cheaper than chemical
or MC-based products.
Various ad mixtures may also be rnixed with the grout (see Chapter 4)
to improve the different properties such as viscosity, bleeding (stability),
setting time, strength etc. The most used admixtures are the
superplasticizers, . ~tarders, silica fume, fly ash, blast-furnaced slags, etc.
3.3.2.1 General procedure
The general grouting procedure can be simplified to the following;
mixing the grout, storing it for short time until it is needed and pumping it
into the crack or holes. In the case of crack repair, the procedure with a
cement-based grout given by the ACI Committee 224 [2] may be
summarized as follows:
• Cleaning the concrete along the crack.
• Drilling grout holes if necessary.
• Installing built-up seats (grout nipples) at intervals along the
length of the crack.
• Sealing the crack between the seats with a cement paint, sealant
or grout.
• Flushing the crack to clean it and test the seal. This is also
performed to estimate the grout volume and the pressure
needed.
• Grout the whole area.
• After the crack is filled, the pressure should be maintained for
several minutes to insure good penetration.
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3.3.2.2 Equipment
The injection process has improved over the last 90 years with the
de"plopment of new technologies and equipment. Three basic components
forma part of every arrangement: the mixer, the agitator and the pump (see
Fig. 3-2). Houlsby [4] specifies that the most important component is the
mixer because it affects greatly the quality of the grout.
11111. __
Fig. 3-2 Schematic of injection equipments [4]
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• Mixers
A good mixer should produce a cement- or MC-based grout which
have the following characteristics:
Cement grains are separate from each oth13r (no flocs or clumps).
Each cement grain is wetted and surrounded by a thin film a
water.
The grout is uniform.
Minimum sedimentation or bleeding.
1- High-speed. high-shear mixers
The above characteristics can be obtain when the materials Icement,
water and admixtures) are mixed with a high-speed, high-shear mixer
equipped with a vortex drum. The speed maintained by such a mixer
has ta be at least 1500 rpm for a minimum mixing time of 15
seconds. The speed is obtain by the use of a hlgh-speed rotor which
produces violent turbulence and hlgh shearing action [4]. The
functions of the vortex drum are to receive the materials and to act as
a centrifugai separator. The most used brands of mixer by the
injection inc1ustry are the Colcrete, the Cernix, the Chemgrout and the
Hany [4].
2- Combined mixers
The combined mixers are less efficient than the high-speed. high-shear
mixers. These mixers have a slower speed between 700 and 1000
rpm and the rotor is located in the base of the drum. A pump is used
to circulate the grout back to the drum or directly to the cracks, if it 15
a small job. A mixing time of 3 minutes is needed to obtain an
acceptable grout quality. The combined mixers can produce uniform
grouts but the w~tting and the separation of cement grains is not
always obtained because of the lack of high shear property .
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3- RQller mixers
The roller mixers are also less efficient than the high-speed-shear
mixers. Vertical rollers are used for mixing a cement-based grout and
revolve toward each other to mix the different materials. These mixers
must be IQcated ta a higher point than the agitators since the grout is
discharged by gravity.
4- Paddle mixers
These are the cheapest type of mixers available but also very popular.
Paddles or a propeller revolve at a slow rate (100 to 700 rpm) in a
drum. This low shear (and energy) mixing takes approximately 5
minutes and produce a low quality grout.
• Agitators
The functions of the agitators are to store and to keep the graut
continuously stirred until lt is pumped into the cracks. They are also
useful to verify the quality of the grout coming from the mixer. A
simple tank with paddles revolvin3 at low speed (approximately 100
rpm) are the main items of an agitator .
• Pumps
The pumps are machines that take the grout from the agitator tank
and inject it into the cracks or the grout holes. There are two types of
pumps.
,- Helical rotor Dumps
These pumps are in the "no-valves" category. They are equipped with
a helical steel rotor which revolves slowly at 300 rpm inside a softer
stator. The pressure output is steady and depends on the length or
the rotor and its speed. The common brand used for grouting is the
Mono or Moyno [4].
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2- Piston pumDs
Pistons pumps used for grouting have either two, four or six pistons
moving in close-fitting cylinders (like a car). In the case of a 2-valves
pump, when one piston moves to expel grout, the other one make a
suction on the other side to suck in grout tram the agitator tank.
Valves are used to control the outflow port white the inflow takes
place.
• Other components
The other pieces needed for a complet ion injection kit are the control
valves (diaphragm, bail and plug cocks), the pressure gauges, the
packers, the washout gears, the circulation lines (pipes) .
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CHAPTER 4
MATERIALS
This chapter reviews the research work conducted on the microfine
cements (fundamental research, field test, case study if available, etc.). It
also presents a detai/ed review of the most used cementious materials and
ad mixtures (chemical and mineraI).
4.1 Review of previous research work
It should be pointed out that injection is not a new repair method, or
even one that has appeared during this century. Actually, the Romans were
the first to employ this method using a rudimentary clay-type repair material
to strengthen walls, bridges, aqueducts, etc. Pressure grouting is the
invention of a French engineer named Charles Berigny in 1S02 when he
used this technique (with a suspension of clay and lime) to repair ports'
masonry walls in Dieppe [4].
The discovery of Portland cement at the beginning of the 19th century
revolutionized the injection process. At the same time, technological
advances (injection methods, equipment, materials, etc.) enabled injection to
be extended to other purposes beyond .Ile repair of simple cracks in
structures. Nowadays it is employed for filling, sealing and strengthening
foundations and many other applications. As seen in Fig. 4-', examples
range from underground applications (repairing faults in rock, unstable soil,
etc.), grout curtains for dams, sealing of tension rods, injections in oil wells,
strengthening of foundations, underground storage depots for hazardous or
nuclear waste, etc. [S, 9].
More recently, the advent of different additives or admixtures,
especially water reducers and superplasticizers, have improved the
performance of grouts based on holding cement in suspension [10, 11].
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NUClEAA WASTE CONTAINMENT
NuaEAA 11~ WASTE ~
+ Grouting zona
DAMCUATAIN GAOUTING
Curtoln-grouting
HAZARDOUS WASTE PLUME STABILIZATION
FOUNDATION GAOUTING
~~~~
ConscIdaIbr groulÏng
Fig. 4-' Applications of microfine cement-based grouts [13]
Portland cements are impossible to use for injecting microcracks in
concrete with very small openings. A number of new products based on
chemical substances (organic/resins such as epoxy, polyurethane, polyester,
etc.) appeared on the market toward the end of the 1950s [12]. Sorne of
these chemical substances, however, had a major handicap; they were not
environmentally friendly to the soil, the ground water table, etc., or
sometimes incompatible (bond strength, thermal expansion coefficient,
moisture, etc.) with certain materials such as con crete [2, 6]. Other
drawbacks that cannot be ignored are resin shrinkage in wide cracks, the
sometimes infinite setting times at low temperatures and the high cost
compared to Portland cement .
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It was only after a toxic accident in Japan (early 1970s) [13], where
strengthening work was being do ne with acrylamide-based grouts in an
unstable soil, that research began in earnest into alternative materials. The
early 1980s th us saw the banned organic materials in Japan replaced by a
much safer product, microfine cements (MC) [13, 14]. Their fine grain size
allows them to be injected into fine, sandy soit or into cracks aven with very
small openings « 0.5 mm) and to achieve performance levels similar and
beyond (especially for strength) to those of chemical products [7].
Considering that microfine cements are new on the market, there is
very little information in the world apart from a few research pa pers on
fundamental research in the laboratory [3, 8, 10, 13, 16, 35] mostly at
normal temperature (approximately 200 C).
Some researchers have managed to determine a number of rheological
characteristics of microfine cement-based grouts when used with different
admixtures [10]. They concluded that:
a) The viscosity increases with larger specifie surface areas of the
cement (Blaine).
b) Addition of bentonite increases the viscosity.
c) Addition of bentonite introduces more thixotropy.
d) Addition of superplasticizers reduce the viscosity for a limited
period of time.
e) The addition of both bentonite and superplasticizers with a cement
grout improve significantly the fluidity.
Very recently, Saleh et al. [15] studied the rheological and meehanical
characteristics of microfine cement-based grouts at two different
temperatures (4°C and 20°C). This study allowed the research team to
determine the behavior of grouts in terms of variations in the W IC ratio, the
arnount of admixtures and variations in temperature. In certain cases, ranges
of the W le ratios that can be used for the injection of cracks were also
specified. However, they conclude that the most important points to
consider for the final choice of grouts are the configuration, the crack
conditions and state of the structure to be repaired.
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Other factors that may have an influence on the rheological
properties of cement or MC-based grouts include the mixing rate and mixing
time. Houlsby [4] suggests that "high-speed, high-shear energy" mixing
contributes positively to the quality of the grout. This has led other
researchers ta pursue the phenomenon in light of these two parameters
[1 6] . They also verified the effect of water temperature on some rheologi" al
characteristics. Their findings are as follows:
a) The type and duration of grout mixing and the water temperature
(5 oC, 20°C and 35 OC) do not affect the grout bleed rate and bleed
capacity.
b) An increase in the grout mixing time substantially increases the
viscosity (especially for low W/C ratios).
c) Decreasing the water temperature increases significantly the grout
viscosity for low W IC ratios, but has little effect on grouts with
high W/C ratios.
d) The grout setting time is hardly influenced at ail by the mixer type
(thus mixing speed) or duration .
e) A faster grout mixing rate increases the compressive strength of
hardened specimens.
f) An incre8se in the grout W/C ratio results in a decrease in the
compressive strength.
g) MC500 grouts (MC500 is a microfine cement) were generally
stronger that other cements for the same W IC ratios.
The first major studies on the use of microfine cements for injection
were related to projects designed to strengthen the soil or cracked rock
foundation. As far as the repair of concrete dams and other hydraulic works
or concrete structures is concerned, no published data seems to be
avaiJable. However, a number of manufacturers of microfine cements claim
that their products have been used for injecting cracks in dams (in Europe),
but this information could not be provided and remained confidential.
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4.2 Cements
Cementious materials have been used for thousand of years, from the
simple mud walls of prehistoric megalithic structures to early Greek, Roman
and Egyptian buildings and then to the advanced high-rise concrete
structures built with high performance concrete.
ln general, cement can be defined as an adhesive substances capable
of uniting fragments or masses of solid matter to a compact whole [17].
Cements can be classified as either hydraulic or non-hydraulic (see
Fig. 4-2). A hydraulic cement (e.g. hydraulic limes, pozzolan cements, slag
cements, natural cements, alumina cements, Portland cements, etc.) harden
by reacting with water and form a product which is water resistant whereas
a non-hydraulic cement (e.g. limes) usually sets and hardens (react) with air
and the final product is not fully water resistant .
Coarse
1 Hydraulic
1
Cements 1
Intermediate Microfine
1 - Hydreuhc hmes
- Naturel cements
- Portland cements
- POlzolan cements
(natural ,fly ash, blestturnece slag, etc.)
- Alumina cements
- Others
Fig. 4-2 Cement classification mat ri x
1 ] Non-hydraulic
]
Primary Classifie-ation (set & harden propertles)
Secondary Classification (gram slze)
Tertiary Classification (chamlcal components)
Hydraulic cements may further be classified as coarse, intermediate or
microfine. Thus, the basic difference between an ordinary cement and a
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microfine cement is their grain size. Both these cements can be 100%
Portland or composite hydraulic cements (Portland-slag or Portland
pozzolan). Table 4-1 shows that Type 10 or Type 30 Portland cements
would be classified as "coarse" because their average grain size (050) is
higher than 1 0 ~m, whereas a cement would be "microfine" if it has a 050
valuo below 4 ~m [15, 18J. The "050" value is the particle diameter at
which 50% of the cement grains are smaller than the diameter denoted by
050. Whereas 0100 is the size such as that 100% of the particles are
smaller than the size denoted by 0100 (thus, maximum siLe).
Table 4-1 Particle size classification
Mean Maximum
Cement types particle size (050) particle size (01001
(Ilm) (Ilm)
Coarse 050 > 10 0100 > 70
Intermediate 4 < 050 ~ 10 20 < 0100 ~ 70
Microfine 050~ 4 0100 ~ 20
The fineness of the cement particles and a good partiele gradation
(particle size distribution) enhance the characteristics of the hardened grout
at any stage in the curing process [19]. On the other hand, extremely fine
grains can create drawbacks for sorne characteristics of grouts in the fresh
state such as a very short setting time and high viscosity.
4.2.1 Hydraulic cements
The following sections contain a detailed review of the main hydraulic cements and their characteristics.
4.2.1.1 Hydraulic limes
Hydraulic limes are made by burning limestones that contain a
proportion of clay at high temperature (1000 to 12000 C). The clinker
obtained after calcination contains a proportion of lime silicate, which
provide thH hydraulic properties to the cement, and a proportion of free lime
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that forces the clinker to slake on the addition of water. The final product
consists of lime silicate and one-fourth of hydrated lime which, by the
presence of alumina and silica compounds, hardens slowly when mixed with
water.
4.2.1.2 Natural cements
Natural cements are hydraulic cements produced by calcining a natural
mixture of calcereous and argillaceous substances at a temperature below
the sintering point and finely grinding them [17]. These cements are in a
group between hydraulic limes and normal Portland cements.
They are used less and less and many countries stopped manufacturing
them because their strength is much smaller than those of Portland cements.
They can be used when the expected stresses encountered are low or if
weight or mass is more important than strength [20].
4.2.1.3 Portland cements
Portland cements are one of the most used material for construction
purposes in the world today. When Portland cement is mixed with water, a
paste is formed and can be used from aesthetic touches on a building to a
grout used for injection. The use of sand or very fine aggregates results in a
mortar that can be used for layi'lg bricks and other masonry purposes.
Addition of coarse aggregates leads to a durable material named concrete
which can be used in many types of structural members (such as slabs,
walls, columns, etc.', structures (dams, bridges, highways, etc.' and for
other purposes (foundations, footings, etc.).
Technological advances in other parallel activities, such as minerai and
chemical admixtures, now permit to produce high performance concrete that
can sustain compressive stresses up to 138 MPa [21].
The CSA Standard CAN3-A5-M83 and the ASTM Standard C150
define Portland cement as a hydraulic cement prepared by pulverizing clinker
consisting of hydraulic calcium silicates, usually containing one or more of
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the forms of hydrated calcium sulfate (gypsum) as an interground addition.
The following symbols (Table 4-2) are used throughout thîs study to express
the individual oxides and clinker compounds.
Table 4-2 Symbols for chemical oxides and compounds
Oxide Chamieal Formula Symbol
Lime CaO C
Slilca SIO~ S
Alumina AI,O'.! A
Iron oXlde Fe ,0_'.1 F
Magnesium oXlde MgO M
Suif ur tnoxloe SO't S Water H,_O H
Compound ChamicalF ormula Symbol
Tncalclum sIlicate 3CaO'510? C'.IS
Dlcalclum sIlicate 2Cao 5107 C2S
Tncalclum aluminate 3CaO'AI,O~ C~A
Tetracalclum alumlOofemte 4CaO'AI,01'Fe?01 C,4AF
Hvdrated lime Ca(OHI? CH
Anhydrite CaSO,,- CS
Gypsum CaSO,,-'2 H70 CSH,
Calcite CaCO'.! cë
Portland cements are regrouped in 5 different categories depending on
the proportion of the following chemical compounds (see Table 4-3):
tricalcium silicate (C3S), dicalcium silicate (C2S), tricalcium aluminate (C3A)
and tetracalcium aluminoferrite (C4AF) [22]. Each of these compounds have
different properties with regards to strength, hydration rate and heat
liberation during the hydration reaction (Table 4-4).
The fineness of the cement will also affects the rate of hydration of
the cement grains with water. The greater is the fineness, the more rapidly
the cement will react with water and greater is the early strength
development (first 7 days) [23].
25
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Table 4-3 Portland cement types
CSA-A5 CSA Compound com-"osition (%)
designatlon
Type 10
Type 20
Type 30
Type 40
Type 50
1 ASTM C150 2 API Spec 10 3 AS 1315
Nôme
Normal
Moderate
High early strength
Low heat of hydration
Sulfate resistant
C3S C2S C3A
50 24 11
42 33 5
60 13 9
26 50 5
40 40 4
Table 4-4 Compound characteristics
Characteristics C35 C25
5trength Good Good
Rate of Fast Slow hydration Heat Medium 5mall liberated
C4AF
8
13
8
12
9
C3A
Po or
Very Fast Large
Other deslgnation
Type Il Type A 2 Class A 3 Type III Type 0 2 Class B 3 Type III l Type B 2 Class C 3 Type IV 1
ro
Type C L
Type V l
Class B 2
C4AF
Po or
slow-medium
5mall
The five standard Portland cements enumerated in the Table 4-3 have
special characteristics and are used differently depending on the job. Here is
a brief summary of their use and specifications as specified by CSA CAN3-
A5-M83 standard [22]:
,- Type 10 - Normal Portland cement
Type 10 is a general-purpose cement. For use when the special
properties specified for any other type are not required (sulfate
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attacks, low heat of hydration. etc.). It is used for sidewalls,
reinforced concrete buildings, bridges, railway structures, etc.
2- Type 20 - Moderate Portland cement
Type 20 is for general use, but more especially when moderate sulfate
resistance or moderate heat of hydration is needed. It is used in
drainage structures, large piers, heavy abutrnents, heavy retaining
walls, etc.
3- Type 30 - High-Early-Strength Portland cement
Type 30 is used when high early strength is desired (usually less than
a week). Thus, construction forms can be removed quickly and the
structure can be in service more rapidly. This cement aCQuires
strength more rapidly because it has a higher concentration of C3S
and has a higher specifie surface area (Blaine) [20, 23] .
4- Type 40 - Low-Heat-of-Hydration Portland cement
Type 40 is a Portland cement used when a low heat of hydration is
needed. It will develop its strength at a lower rate than Type 10
cement but it is desired when large massive concrete structures are
being built such as gravit y dams, heavy foundatior.s, etc. If
temperature is not minimized, large cracks would appear and the
structure might prove unsound (20). To minimize hydration heat,
lower concentration of C3S and C3A are used.
5- Type 50 - Sulfate-Resistant Portland cement
Type 50 is used when high sulfate resistance must be obtained. It is
used when concrete is exposed to severe sulfate action by soil or
water. It gains strength at a slower rate than Type 10 cement but its
lower concentration of C3A (less than 5%) prevents sulfate attacks .
27
-------- ---------- -_ ... _-----
•
•
•
• Hydration of Portland cement
Two theories explain the mechanism of hydration between Portland
cement and water [23]. The first theory is called the "through-solution
hydration" and involves the dissolution of anhydrous compounds to their
ionic constituents, the formation of hydrates in the solution, and due to their
low s\llubility, the eventual precipitation of the hydrates from the
supersaturated solution. This theory implies a complete reorganization of the
constituents of the original compounds during the hydration of cement.
The second theory called the "solid-state hydration" of cement. It
specifies that the reactions take place directly at the surfaces (ionic mobility)
of the anhydrous cement compounds without their going into solution.
However, it appears that both theories are good: the through-solution
mechanism explain the early stages of the hydration reactions whereas the
solid-state theory characterizes the long term hydration process .
The hydration of the different compounds (aluminates and silicates) of
Portland cement involves several simultaneously reactions. But the rate of
hydration is not the same for each compound (as seen in Table 4-4) and the
sequence of hvdration may be consulted in Fig. 4-3 [24].
(a) o
• • o
Fig. 4-3 Sequence of hydration of Portland cement: al cement grains in water, 1:,1 formation of protective colloidal coatings of C-S-H gel around the grains, cl rupture of the protective coatings foilowed by secondary growth of C-S-H gel, later infiling of the microstructure by fine grained CS-H gel and by growth of crystalline calcium oxide [241
28
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•
The following is a brief summary of the hydration process for the
major compounds:
- Hydration of the silicates
Tri- and di-calcium silicates react with water to produces a family of
calcium silicate hydrates (also called C-S-H) which are similar but
vary in the CaO:Si02 (calcium:silica) ratio f' Id combined water
[1 7]. The C-S-H gel is very poorly crystallizeJ and form a porous
solid. The stoichiometric reactions for hydrated silicates are as
follow:
(1) 2C3S + 6H ~ C3S2H3 + 3CH
(2) 2C2S + 4H ~ C3S2H3 + CH
Three major observations can be made concerning the previous
equations [23]:
1- ln equation 1, C3S2H3 (calcium silicate hydrate or C-S-H)
constitute 61 % of the hydration products whereas in equation 2,
C3S2H3 produced constitute 82% of the hydration products.
The ultimate strength of hydrated cement cornes mainly fram the
formation of calcium silicate hydrate. Thus, a cement containing
a considerable amount of C2S should attain a higher strength
with time compared with a cement with a lot of C3S,
2- If the hardened cement paste is more resistant (durable) to acid
and sulfate attacks when it has less calcium hydroxide (CH), a
cement containing a higher concentration of C2S should be more
durable than one containing a higher proportion of C3S because
the C2S hydration reaction produces less CH.
3- For a complete hydration, C2S would require 21 % of water
whereas C3S would take 24% .
29
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•
- Hydration of the aluminates
The first reaction that beginc; in contact with water is the one with
C3A. Crystalline hydrates (C3AHS, C4AH19 and C2AHS) are
formed very rapidly and a large amG·Jnt of heat is generated from
this hydration reaction. Therefore, gypsum is added to slow down
the reactlon in order to have sorne time to manipulate the paste.
To understand the hydration of C3A with water, the implication of
gypsum must be considered. The solubility of C3A is depressed in
the presence of hydroxyl, alkali and sdfate ions (alkalis and gypsum
go into solution quickly). Depending on the concentration of sulfate
and aluminate ions in sOlution, a precipitating crystalline product is
formed as either calcium aluminate trisulfate (ettringite) or calcium
aluminate monosulfate (C4ASH1S).
Ettringite (CSAS3H32) is the first hydrate to crystallize in normal
Portland cements (which contain about 5 % of gypsum) in the first
hour of hydration. The precipitation of ettringite contributes to
stiffening, setting and early strength of the paste. Then, after a
certain time (after the depletion of sulfate in the solution), ettringite
becomes unstable and is converted to monosulfate [23].
The ferroaluminates produce compounds which have variable
chemical compositions but structures similar to ettringite and
monosulfate. Its hydration reaction is slower than C3A.
The hydration of Portland cement is very complicated phenomenon
and cannot be explained in a few lines. More details of the hydration
process can be found in the standard textbook by Lea [17] and Mehta [23].
4.2.1.4 Blended Portland cements
These cements consist of a uniform blend of Portland cement with
either a pozzolan (fly ash, silica fume, natural pozzolan) or a granulated blast
furnace slag. A pozzolan possesses little or no cementious value but when
30
•
•
•
these materials are finely grounded and are in the presence of moisture they
react chemically with calcium hydroxide to form compounds possessing
cementious properties [231. Granulated blast-furnace slag (when finely
grounded) is itself cementing and does not require calcium hydroxide to form
cementious product but it is not strong enough for structural purposes. More
details on those minerai admixtures are available in Section 4.3.2.
The CSA A362-M83 defined 3 types of blended Portland cements as
shawn in Table 4-5.
Table 4-5 Blended Portland cement types
CSA-A362 CSA Remark Other designation Name designatlon
Type lOS Portland- Slag proportIon is Type IS l
blast- between 25-70% of furnace-slag total weight
Type 10SM Slag- Slag proportIon IS Type 1 l
modifled below 25% of total Portland welght
Type 10P Portland- Pozzolan proportion IS Type IP l
Pozzolan below 40% of total welght
1 ASTM C595
The advantages of blended-Portland cements are that the amount of
heat generated is lower than that for the normal Portland cement (which is
perfect for large mass concrete volume in dams structure). They exhiblt
greater strength than normal Portland cement after 28 days and their
durability ta sulfates and acid environment is also better than normal
cements. But the disadvantages are that the early strength is smaller than
that of normal cements since the hydration reaction is slow. Also, they
require more water for a given fluidity (important in the injection process)
and they show greater shrinkage upon drying [20] .
31
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•
•
4.2.1.5 Special cements
Some cements exhibit special characteristics which are supposed to fill
other engineering needs which are not covered by the previous cements.
These special cements are as follow:
• Alumina cements: They have a high alumina content because they
are made by pulverizing calcium aluminate
cement clinker. The raw materials used are
limestone and bauxite. They have the following
properties: high early strength (hardening under
taken to full strength at 48 hours instead of 28
days) even at low temperatures, excellent
refractoriness and they have superior durability
to sulfate attacks. The disadvantages are the
l05S of strength with time, especially at elevated
temperatures .
• Oil-well cements: They are slow-setting cements which are used in
the Petroleum industry wh en drilling wells.
• Expansive cements: These are hydraulic cements which expand
during the process of hydration, setting and
hardening (early hydration period). These
cements are used when shrinkage cannot be
tolerated in structural members (crack-free
pavement, slabs, etc.).
• White & colored
cements: White Portland cements are produced by the
same process as the ordinary Portland cements
except that they have a low content of iron and
manganese (which gives the grey color). Colored
cements are made by adding a chemicallY inert
pigment into the Portland cement. These
cements are used for aesthetic considerations.
32
•
•
•
• Other cements: Several other special cements exist such as Ultra
high early strength cement, waterproofed
cement, hydrophobie cement, antibacterial
cement, barium cements, etc.
4.2.2 Non-hydraulic cements
The best known non-hydraulic cement is lime. This cement is made
from burning gypsum or one of the naturally occurring forms of carbonates
(such as limestonel at high temperature. The hardening process needs air
(C021 and may take several years to develop its full strength. Since it is not
used very much today, it is not pursued any further in this thesis
4.3 Admixtures
An admixture is defined as a product (usually of chemical or minerai
nature) which is added to a material or a mixture, usua!ly in small quantities,
to improve sorne of its characteristics. In the case of a cement- or MCbased grout, viscosity is one of the major characteristics needing
improvement without increasing the W/C ratio. Other characteristics that
could be improved, albeit to a lesser degree, are the bleeding rate (stability),
setting time, washout resistance (at fresh state) and the final compressive
strength.
A wide range of admixtures exist but sorne products have 1eleterious
effects on sorne of the grout characteristics. The following sections describe
the main chemical and minerai ad mixtures used for cement grouting today.
4.3.1 Chemical admixtures
There are two main types of chemical admixtures, the ones (ca lied
surfactant agents) which act on the cement-water mixture instantaneously
by influencing the surface tension of water and by adsorbing on the surface
of cement particles and the ones which break up into their ionic constituents
and affect the chemical reactions between cement and water from several
minutes to several hours after addition [23].
33
•
•
•
4.3.1.1 Accelerators
Accelerating ad mixtures are normally used in cold weather to increase
the rate of hardening of cement. It permits an early strength gain as if the
temperature was normal. Different types of accelerators exist but the most
known are calcium chloride, calcium formate, aluminium chloride, alkali
hydroxide, etc. [111. Calcium chloride is the most used in North America,
but care should be takcn to reduce the corrosion risk to the reinforcement.
The effects of accelerator on the rheological characteristics of grouts
are as follow; increase in stability (reduce the bleeding rate), reduce the
setting time and increase the viscosity more rapidly after mixing.
4.3.1.2 Retarders
These ad mixtures are used to slow down the hardening and setting of
the cement-based graut, especially at high ambient temperature. They
consist generally of lignosulphonates, salts of hydracarboxlic acid, hydro
xylated polymers, etc.
Retarders are used mainly for grouting in the oil weil industry (very
high temperature) or when the grout has to be pumped over a long distance.
It should be noted that water reducers or superplasticizers are sometimes
used instead of retarders because they have similar effects on the setting
time (increasing it) of the grouts.
4.3.1.3 Air-entraining agents
These agents are mainly used to incorporate in concrete ""'Iall air
bubbles in arder to improve its durability characteristics' (resistance to
freeze-thaw cycles and de-icing salts). It also impraves the workability of
concrete and reduces bleeding. These ad mixtures were discovered by
accident in the 1930s when engineers observed that certain roads in the
north-east states were more durable that other roads in the same area [251 .
It was concluded that the cement used had been obtained from the mills
34
•
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•
that used beef tallow (as a grinding aid) that functioned as an air-entraining
agent and improved the durability of concrete.
Air-entraining agents are made of salts of wood resins, proteinaceous
mate rials, petroleum acids, sulfonated lignin, organic salts of sulfonated
hydrocarbons and certain synthetic detergents.
ln general, these agents consist of a non-polar hydrocarbon chain with
an anionic polar grouD (Fig. 4-4). The mechanism is pretty complex and is
represented in Fig. 4-5.
Able'lc ACld
Fig. 4-4 Typical Air-entraining surfactant formula [23]
Fig. 4-5 Mechanism of air-entrain ment agents
4.3.1.4 Water reducers
The main purpose of water reducers is to produce a graut, mortar or
concrete of a given fluidity (grout) or workability (mortar and concrete) at a
lower water/cement ratio than when no admixture is added [25].
35
•
•
•
Improvements are realised as shawn in Fig. 4-6. Up to 15% of water can be
remove from the mixture for a given fluidity when these admixtures are
added.
WITIWT AlJl!I XTlJ( .,.--/ "
/ LOO! WIC RATIO \ 1 HI GER !iflIfNiTH , 1 Pl{) !lm 1 LliY
IV \ HIGfR ~IMt'AII N(J J !fAT Œ\ruP.fNT
\SI/'IILM KWJSILlT'f/
~-. - //
~ 1 -
1 : i ~ 1
..... --/' "
/ \ 1 \
CIJffiU.. 1 10 SAVE œtJ(T ~ \ (])(1(TE 1 H~.1ER -œtJ(T)
\ / , / ~ __ ..... h..
:; 1 ~ '''I,j
i 1 ~ ,~~ ~ 1 ~ ~ ~ i 1 ~ ~ (,/. li! , ~' ~ - " -- ~t)~ ~ - - ~(J)
;' '" /
/SIPULAR ~ \ Nf) HIGfR
V Q)Bllm \ '\ HIGIR~ltfIΠPI{) , IEAT~ / \ /
....... / -_ .....
LOO NIC "'TlO HIGfR STTŒlH MJ DMBILITY SN'( 'GfABIUlY
SIMltAA SOOljfli. !lIW 1 L1T'f PlI) ~BllIlY
lOO~lrfJΠ~ IEAT m(MHT
( .) fau.Y A LITTU I.MR STRENGni AT EMLIEiI Na AlC) A L.I"'..! HIKR STRfNGn< AT LCt«iER AGES SHlll.D BE EXPECTED. ElCEPT ~EH Nl ACCEl.!RATlNG \ofATE.g...~ IS \.SEO: IN iHIS CASE SiilE.-mH 15 HlGElI AT EAALWI ~ UN;ER AGES.
Il
III
Fig. 4-6 Improvements of concrete characteristics with water reducers [11]
36
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•
•
Water reducers are a surfactant agent similar to the air-entraining
agents but the anionic polar group is joined to a hydrocarbon chain which
itself is polar or hydrophilic (OH groups in the chain). The typical reducers
are based on lignosulfonates (Fig. 4-7). hydroxycarboxylic acid.; (Fig. 4-81
and carbohydrates such as hydroxylated polymers (Fig. 4-91.
Fig. 4-7 Typical unit of a lignosulfonate molecule [23]
\1ale"dl C It"C dCld Tartd"c dCld \luclC dCld
_________ 1~4_~_h' ___ 12 '--4_~_h' ___ 1_"_'_5 _"6'_ FuncllonaluvOH groups
COOHgroups \folecul..lr "'~Ight
Formul. CH,COOH 1
HO-(-COOH
1 CH,C<XlH
15U
CODH 1
H-C-OH 1
HO-CH 1 CODH
CDOH 1
U-C-OH 1
HO-(-H 1
H-(-OH 1
H-(-OH 1 CDOH
Glueo",L dCld ~dllrvhc dCld HeplO",c aCld "'.hc dCld III 11 22 271 !~~I 1231 Pbl ------
Funct.onahl\ OH groups 5 COOH ,roups 1
Molecular WClghl 1%
Formula CODH 1
H-(-OH 1
HO-(-H 1
H-(-OH 1
H-(-OH 1 (H,OH
1> 1
2~1
(<XlH (ODH
60H H-t-OH
"'" 1 HO-t-H 1
H-(-OH 1
HO-(-H 1
HO-C-H 1 (H,OH
134
HO-(H-CODH 1 CH,COOH
Fig 4-8 Typical hydroxycarboxylic acids [251
37
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•
•
Fig 4-9 Typical hydroxylated po/ymers [11]
The mechanisrn of water redueers is also similar ta the air-entraining
surfactants. Mehta [23] pointed out the following situation: "When a 5mall
quantity of water is added ta the cement, without the presence of the
surfactant a well-dispersed system is not attained because, first, the water
passesses high surface tension Ihydrogen-bonded molecular structure), and
second, the cement p~rticles tend ta cluster together or form floes
(attra<.l:;ve force exists between pasitively and negatively charged edges,
corners, and surface's when crystalline minerais or compounds are finely
ground). When a sur1"actant with a hydrophilic is added ta the cement-water
system, the polar chain is adsorbed alongside the cement particle; instead of
direeting a nonpolar l:md taward water, in this case the surfactant directs a
polar end, thus lowering the surface tension of water and making the
cement particle hydrophilic IFig. 4-10). As a result of layers of water dipoles
surrounding the hydrophilic cement partieles, their floceu/ation is prevented
and a well-dispersed system is obtained (Fig. 4-11)."
_1:...-.1= 'T' fIIIolecull.,lb Anlonle Polar Gral/II J:"" J: rI ln th. Hydroeorbon Chain
Fig 4-10 Polar ehains absorbed on cement particle surface [23]
38
•
•
•
B,fore AU.r
Fig 4-11 Representation of defloculation process by water reducers (23]
It should be noted that a water reducers are only effective for a specifie period of time. A water reducer will increase the setting time but,
eventually, it will phase out, as the hydration reaction takes place .
Finally, if more fluidity is needed for a given water/cement ratio,
higher dosage of water reducers is not recommended, as it may result in
unwanted effects on setting time, air content, bleeding, segregation and
hardening characteristics [11 J. Superplaticizers should then be considered as
an alternative to the normal water reducers.
4.3.1.5 Superplasticizers
Superplasticizers (SP) are a "new" class of water reducers designed to
improve mainly the viscosity of a grout (and the stability), although they
have the disadvantage of increasing the setting time. Water reducing agents
existed long before the relatively recent SPs (1970s) but the latters can
reduce the water content of a grout by up to 30% in sorne cases [11 J.
There are several types of SP on the market now but the most
commonly used consist of long-chain (high-molecular-weight anionic
surfactants) of melamine- and naphthalene-formaldehyde based products
and modified lignosulfates (Fig 4-12).
39
•
•
•
SODIUM SAli Of
SODIUM IAlI DI
5UlIONAIID """AlIIII ID'MAlDIHYII ,.,
SODIUM 1IG10SUIFO!jAlI
ICI
Fig. 4-12 Typical superplaticizer molecules [11]
The superplasticizers, as water reducers, act on the grout at the
microstructural Javel. The water molecules, which are polarised, surround
the cement particles which are positively or negatively charged at their
surfaces; resulting into flocculation. The cement particles retain a certain
amount of water which can therefore no longer be used for hydration of
other particles, with the result that the grout is more viscol~s and
sedimentation of the particles takes place under the influence of gravit y,
leading to instability.
Therefore, to ensure that the grout is not too viscous, ail particles
must be hydrated but not excessively. When SP molecules are adsorbed on
cement particles, they imparts a strong negative charge which lowers the
surface tension of the surrounding water (neutralise the different electric
charges at the surface of the cement particles). It then disperses the cement
particles in the mixture, leaving the water to hydrate ail of them and reduces
the viscosity of the grout [23].
40
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•
•
4.3.1.6 Other ad mixtures
Other chemical admixtures such as anti freezing agents, damp
proofing and waterproofing agents, anti-washout agents, etc., exist on the
market; these also have a special effect on the characteristics of cement.
4.3.2 Mineral ad mixtures
As it was stated earlier, minerai admixtures are finely divided
sileceous materials which, when mixed with Portland cement, influence the
properties of concrete, mortar or grout. These materials may be classify as
follow: the natural materials (natural pozlolan) and the by-product materials
(artificial pOllolan such as fly-ash, silica fume, blast-furnace slag, etc.). The
Canadian Standard Association (CSA) classify these ad mixtures in the CSA
standard CAN3-A23.5-M82 (see Table 4-6).
Table 4-6 Mineral ad mixtures
CSA-A23.5 CSA Remark Other de sig nation Name designation
Type N Natural Product of raw or Class N l Pozzolan calcined natural
pozzolan Type F Fly-ash Low calcium fly ash Class F l
and is a product of combustion of anthracite and bituminous coals
Type C Fly -ash High calcium fly ash Class C l
and is a product of combustion of lignite and subbituminous coals
Type G Granulated These slags are Blast- weakly cementious furnace slag and pozzolan;::
Type H Granulated These slags have Blast- better cementious furnace slag properties than
Type G
1 ASTM C618
41
•
•
•
The original definition of pozzolan is a siliceous or siliceous and
aluminous material which has almost no cementious value by its,elf but,
when finely divided and in presence of moisture, reacts chemicéJlly with
calcium hydroxide to form compounds possessing cementious v,alues (at
ordinary temperature). Thus, it needs the presence of a Portland cement
which, when mixed with water, produce calcium hydroxide (CH).
However, many fly ashes (especially Type C) and slags (Type H)
produced contain a certain percentage of CaO which is available for the
pozzolanic reaction and these ad mixtures become self-cementious to a
certain degree. These products still need an external source (Portland
cement) of calcium hydroxide to develop their full strength. Therefore, they
are not simple "pozzolans" as defined above but should be referred as
"cementious pozzolans" [23].
The benefits of these products when mixed with Portland cement are
as follow: they improve the resistance to thermal cracking (lower heat of
hydration), they increase the ultimate strength (long term), tney have better
impermeability due to pore refinement, and they have a better durability to
chemical attacks such as sulfate water and alkali-aggregate reactions.
4.3.2.1 Natural materials
Natural pozzolan are produced by crushing, grinding and size
separation of volcanic rocks and minerais. There are four types of natural
pozzolan based on the principal reactive constituent: volcanic glasses,
volcanic tuffs, calcined c!ays or shales and diatomaceous ea~1h (see Table 4-
7 for more details). These materials are classified as Type N by the standard
CSA A23.5 [22].
42
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•
•
Tabla 4-7 Natural pozzolan classification
Pozzolan Principal reactive Heat treatment constituent needed
Volcanic glasses Unaltered aluminosilicate No i glass
Volcanic tuffs Zeolite minerais Iphillipsite No and herschelite)
Calcined clays Clays and shales Ves or shales minerais Diatomaceous Organogen malerial Vas eanh (diatomite)
4.3.2.2 By-product matarials
These mate rials are secondary (waste) products produced by
industries. Several by-products are available on the markets such as fly
ashes (combustion of coa!), silica fumes (various metallurgical operations)
and granulated slag (ferrous and non-ferrous metal industries). Depending on
the by-product type, the y may need processing such as drying and
pulverization before they can be used as admixtures .
• Flyash
Fly ash is mostly produced by thermie power plant (powered coal).
The process of obtaining fly-ashes may be summarized as tollow: as
the coal is consumed in the furnaces at high temperatures, the volatile
matter and carbon are burned off and the minerai impurities (clays,
quartz, feldspar, etc.) are melt. Then, two types of ashes can be
collected: minerai matter agglomerates forming the bottom ash and
the ashes flying out (reason why they are called fly ashes) with the
flue gas stream. The tly ashes are then removed from the se gases by
electrostatic precipitators.
Fly ashes can also be divided in two groups which depend on the
calcium content of the material. The low calcium fly ashes (Type F)
contain less then 10% of analytical CaO whereas high calcium variety
contains 15 to 35% analytical CaO [11). Therefore, low calcium tly
ash is considered as a normal pozzolan whereas high calcium tly ash
43
•
•
•
(Type C) is considered as a cementious pozzolan (such as granulated
blast-furnace slag)
• Blast-furnace 51ag
Blast-furnace slag is a non-metallic by-product (consisting of silicates,
aluminosilicates and other bases) of the cast iron proauction. The
chemical components of slag (in the form of crystalline melilites),
which is obtained by cooling it slowly, do not react with water at
ordinary temperature. To become a weakly cementious and pozzolanic
material, the blast-furnace slag has to be ground finely.
To obtain better cementious properties, the liquid slag has to be
rapidly quenched from a high temperature (1400-1500°CI by water or
air and water. The result is that most of the lime, magnesia, silica and
alumina are held in noncrystalline or glass y state. After being ground
finely, the admixture reacts similarly to high calcium tly ash and it is
called granulated blast-furnace slag [17, 23, 20].
CSA A23.5 divides granulated blast-furnace slag in two categories:
Type G and Type H (see Table 4-6) (22).
• Other slags
Several other slags may also show a pozzolanic or cementious
behavior. These materials are usually by-products of ferrous metal
industries such as steel, copper, nickellead, etc.
• Silica fume
Silica fume is a by-product of the induction arc fumaces in the silicon
metal and ferrosilicon alloy industries. Quartz is transformed to silicon
at very high temperature (up to 2000 0 C), and it also produces SiO
vapors which oxidize and condense (at low temperaturel to very fine
spherical particles of noncrystalline silica. The particles obtained are
44
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•
•
finer than regular fly ash and Portland cemont and it is the reason why
it is highly pozzolanic.
The CSA st~ndard A23.5 (1982) does not have specifie standards
concerning silica fumes [22] .
• ' Rice husk ash
The base mate rial for Rice husk ash is rice husks (shells produeed
during the dehusking operation of paddy rice). The husks are burned
(in open-air or in uncontrolled combustion furnace) and are
transformed into ashes which are then grounded to a very fine partiele
size in order to develop pozzolanic properties. It IS possible to obtain a
highly pozzolanic ash if it is produeed following a process developed
by Mehta and Pitt [11]
45
•
•
•
CHAPTER 5
CHARACTERISTICS OF GROUTS
One of the main objective of this study was to verify the MC-based
grout characteristics of the grouts in fresh (rheological) and hardened states.
A cement-based graut is a mixture between a liquid (water), a solid
(hydraulic cement) and, on some occasion, chemical or minerai admixtures.
The mixture starts as a liquid but hardens over time and become a solid.
The liquid state of the grout is an important aspect to be considered
when injecting it into a crack. The grout must be sufficiently viscous for
the material ta be workable and capable of penetrating the crack but not too
viscous, so that the injection pressure does not cause any more damage to
the structure. If the grout contains tao much water, problems will eventually
appear and some rheological (bleeding, setting time) or mechanical (long
term resistance, durability) properties will suffer [26].
This chapter will focus on the flow mechanism of grouts in Section
5.1 and 5.2 and on the grout bleeding effect in Section 5.3. Section 5.4
follows with a review of the main factors influencing the behavior of a MC
based graut in the fresh state.
5.1 Viscosity
The American Society of Civil Engineers (ASCE) Grouting Committee
has defined the ward "viscosity" as the internai fluid resistance of a
substance which makes it resist a tendency to flow [27J. The resistance, or
friction, is apparent when a layer of fluid is made to move in relation to
another. The greater is the friction, the greater the shear force is required ta
cause movement .
46
•
•
•
However, there are several types of flow behavior. They can be
classified as Newtonian or non-Newtonian depending if their viscosity is
dependent or independent of the shear rate applied [28].
5.1.1 Newtonian flow behavior
Take two parallel planes (1 and 2) of a fluid of equal area A which are
separated bya distance dx from each other. If a tangential force F (dyne) is
required ta move plane 2 with a constant speed V2 (cm/sec), then the
viscosity of this substance has poise for units. Both planes are moving in the
same direction but at different velocities V, and V2 (see Fig. 5-1). The force
F required to maintain this speed difference is proportional to the velocity
gradient [29] .
Fig 5-1 Newtonian flow model [30J
Thus, the viscosity may be written down as:
where
J.I. = (FIAI =-1-dv/dx 'Y
J.I. = viscosity (poise)
't = shear stress (dynes/cm2)
'Y = rate of shear (sec- 1 )
ln a Newtonian substance, the force required to maintain this speed
difference through the liquid is proportional ta the velocity gradient of the
liquid. Thus, a Newtonian liquid is one in which the rate of shear is directly
proportional to the tangential stress applied ta it and its viscosity is
independent of the shear rate (see Fig. 5-2).
47
•
•
•
Shrear stress Rate of shear
Fig. 5-2 Newtonian flow behavior
The velocity profile of a Newtonian liquid has a parabolic form where
the velocity gradient is zero at the wall and maximum at the middle (Fig. 5-
3). The zero velocity gradient on the surface is also called the "no-slip"
condition and is caused by the viscosity of the fluid [28] .
v
Fig. 5-3 Newtonian velocity profile (pipe flow)
5.1.2 Non-Newtonian flow behavior
A non-Newtonian fluid may be defined as a substance which the
relationship t/y (shear stress/rate of shear) is not constant. The viscosity of
such substance changes as the shear rate varies. Three types of non
Newtonian fluids exist: pseudoplastic, dilatant and Bingham (or plastic) .
48
•
•
•
5.1 .2.1 Pseudoplastic bahavior
This type (Fig. 5-4) of fluid (also ca lied shear-thinningl shows a
decreasing viscosity with an increasing shear rate. Paints, emulsions and
dispersions substances show this fluid behavior.
1 Shrear stress Rite ofsh •• r
Fig. 5-4 Pseudoplastic flow behavior
5.1.2.2 Dilatant behavior
This flow behavior is also ca lied shear-thickening because the
viscosity is increasing with an increase in shear rate (see Fig. 5-5). It is a
rare phenomenon which is encountered in fluids containing high levels of
deflocculates solids such as clay slurries, sand/water mixture etc.
Shr.lr stress R.t, of sh •• r
Fig. 5-5 Dilatant flow behavior
49
•
•
•
5.1.2.3 Bingham behavior
Bingham or plastic substances behaves like a solid under static
conditions. A minimum shearing force is needed to start the flow. When the
yield value (flow point) is reached, these substances act the same way as
Newtonian liquids (see Fig. 5-6) (29]. Cement-based grout and ketchup are
good examples showing plastic behavior.
I--l mm •• .". Shrear stress Rate of shear
Fig. 5-6 Bingham flow behavior
The viscosity (ca lied plastic viscosity for a Bingham body) equation
can be estimated as (29]:
where
Il = (t-toL y
Il = viscosity (poise)
t = shear stress (dynes/cm2)
to = initial yield stress (dynes/cm2)
y = rate of shear (sec-1)
The cement- and MC-based grouts follow the Bingham flow model.
The interparticle forces, between the solids, result in a yield stress that must
be exceeded to initiate flow as in the proposed modal. The plastie viscosity
and the yield value will influence the flow rate because they both affect the
velocity profile of the grout (see Fig. 5-7), Therefore, a plug will be
50
•
•
•
formed in the zone where the stress is lower than then yield stress, and
when the pressure gradient decreases, it will grow until it reaches the wall
(of a crack) and stops the flow [10]
'ter) v (r)
Fig. 5-7 Bingham velocity profile (pipe flow) (v=velocity, ro=plug radius) [10]
Bingham and other type of non-Newtonian substance have a real or
plastic viscosity (Il) and an apparent viscosity (Ila). Thus, the viscosity
readings obtained with a viscometer will be "apparent" for a non-Newtonian
fluid and true for a Newtonian fluid. Fig. 5-8 shows the rate of shear as a
function of the shear stress for a Newtonian and a Bingham fluid.
Bon"homoen fluod
Shear stress
Fig. 5-8 Apparent and plastic viscosities of Bingham fluid
51
•
•
•
5.2 Thixotropy and .'heopecty
Thixotropic bE!havior is a rheological characteristic found in Bingham
bodies. A substance (a grout in this case) will show an increase in the
shearing strength wlnen left undisturbed. This is then lost when it is agitated
but will regain it agêlin if a"owed to rest. Such a substance does not recover
its original rigidity immediately but it rather requires time [29].
A rheopectic flow behavior is the opposite of thixotropic flow (the
descending branch of the flow curve is to the right of the ascending branch
of the curve). Both flow behaviors are presented in Figure 5-9.
RhlOpec;tJc bod~
Shear str .. s ShNrstress
Fig. 5-9 Bingham thixotropic and rheopectic behavior [29]
These two behaviors can also be presented by a change in viscosity
with time under conditions of constant shear rate. In that case of a
thixotropic behavi()r, the fluid's viscosity decreases with time while it is
subjected to constémt shearing. The rheopectic body's viscosity will increase
with time as it is sheared at a constant rate (Fig. 5-10) .
S2
•
•
•
Thlxotropy Rheopecty
Tlme
Fig. 5-10 Thixotropy and rheopecty viscosities vs time
5.3 Bleeding (stability)
The water content of a grout gives it the mobility needed for the
injection. But after the grout is in places in the cracks, the excess water
does more harm than good: it should be pointed out that the amount of
water needed to convey the graut particles exceeds the optimum amount
required for hydration of the cement particles [4]. It results in a smaller
compressive strength for the graut and it will be more permeable and less
durable.
Bleeding, also referred to as sedimentation, depends on the graut
components, i.e. the cement particles, the water and the admixtures. The
cement particles settle under the influence of gravit y (grain size and density)
as weil as the electrostatic forces present. These forces (Van der Waals and
diffusion) are due to the electric fields developed by the balanced charge of
the ions on the surface of the particles [31].
The bleeding phenomenon (see Fig. 5-11) has detrimental effect on
the final W/C ratio after the graut has been standing for a while (from a few
minutes to several hours depending on the initial W/C ratio) [26] .
53
•
•
•
TlME - Hours 12 , 01' HO 015 '00 , '0 GROUT
OIS'" VOl
/0 -'-'
-.!...LL 10
JO BLEED WATER ... ...
.0 .. q, u '" q, Cl. III
<.) .l...!.. è! "- fil Cl
'" '" ~ ~ 10 5 ,
8 r
_!LL SETTLEO
GROUT
'00
Fig. 5-11 Bleed water (%) for various initial W/C ratios (volume) [26]
The W IC ratio of settled grout (final or effective W le ratio) is smaller
than the initial value at the mixing stage (Fig. 5-12). This is very important
to recognize for the following two reasons:
,- Since the volume of partieles in the mix is decreased because of
bleeding, the overall quality of the grout injected in a crack is
impaired. When the bleeding water evaporates, seeps out or is
absorbed, it leaves the crack partly filled. Thus, the grout stability
is represented by the quantlty of cement particles remaining in
suspension in the grolJt (at rest) sorne time after mixing. A grout is
defined as "stable" when the excess water at the surface (bleed)
of a graded 1000-mL cylinder is less than 5% of the total volume
of the mix, 2 hours after the materials have been mixed (10, 32].
54
•
•
•
It is defined as "unstable" if the water at the surface exceeds 5% of the total volume.
2- It is important for comparison of the mechanical characteristics
(compressive strength, modulus of elasticity, etc.) to determine
the final W/C ratio (or true W/C ratio after bleeding). It would be
iIIogical to compare a MC characterized by very little bleeding
with the Type 10 reference cement whose final W IC ratios are
much smaller than the initial values, especially when the initial
W/C ratios are high. Thus, at high initial W/C ratios, the
compressive strength of a Type 10 cement could be greater that
for a MC since its true W IC ratio is in fact smaller.
085 , BY VOL
, ,
'5 ,
)( ~ .....
~ ...., ~ fo-.
J 1 .....
- ~ .....
5 1
8 ,
'1 ,
o 05 1 77
l
\
!\
o 05 7 17
15 7 WC OF ,
~ ~
75 7
SETTLED CEMENT
Fig. 5-12 Example of effective W IC ratios (settled grouts) (26)
55
•
•
•
To calculate an appraximate value for the effective W IC ratio, the final
coefficient of the volume in suspension, Csf, is multiplied by the initial W/C
ratio, as follows:
Effective W/C = Csf x initial W/C
and Csf = [(Vo - AVf) / Vo] x 100
where Csf = coefficient of the final volume in suspension (%)
Vo = initial volume (ml)
AVf = final bleeding water (ml)
The effective/final W IC ratios are determined by this method in
Section 7.1.
5.4 Factors affecting rheological properties of grouts
Several factors have an influence on the rheology of cement- and MC
based graut. Von Berg [33J specified that the two most important factors
that have significant influence on these praperties are the W IC ratio and the
specifie surface (fineness of cement grains). The other factors that have a
smaller impact are the cement type (chemical composition), the cement
hydration (time dependency), the temperature, the presence of admixtures,
the mixing time, the mixing intensity.
Most of the effects of these factors were enumerated in the previous
sections but a short summary for each of them is given below.
• Specifie surface
Mehta [23] and Tsivilis [19J have both reported that a finer cement
will have more particles hydrating and shows an increase in the
viscosity of the grout .
56
•
•
•
• W/C ratio
An increase in the W IC ratio will decrease the viscos:ty but, at the
same time, increase the bleeding rate and the setting time of the
grouts [3, 4, 8].
• Admixtures (especiallv chemicals)
Superplasticizers will decrease the amount of water needed and will
also decrease the viscosity the grout [10, 15, 23, 26].
• Cement chemical composition
Since the rheological properties are affected when the grout is still at
the fresh state, the most important compound to control is C3A as it
is the tirst one to react with water (and form ettringite needles). It
was seen earlier that gypsum is added to the Portland cement to slow
down the reaction between C3A and water (Mehta (23J calls it
"mechanism ot retardation of C3A by gypsum").
Each cement has its optimum amount of gypsum added to ensure
acceptable final strength and avoid the false set (too much gypsum in
cement and low reactivity of C3A present) and the flash set (not
enough gypsum in cement) phenomena [23].
• Temperatures
The most known effect of the variation of temperatllre on the grout is
the increase of setting time wlth a decrease of temperatures. A low
temperature will slow down the hydration reac1ion between the
cement particles and the water, therefore increaslng the time the
grout takes to harden [16, 23].
57
•
•
•
• Mixing time and intensity
Houlsby [4J specified that a good mixing will reduce the settlement
and sedimentation (bleedingl problems of a grout. A weil mixed grout
will also have more particles hydrating and improve the penetration in
fine cracks. However, Shwartz and Krizek [16J found that mixing time
and intensity do not have a significant effect on bleeding rate. They
found that only the viscosity is slightly changed (increased) when the grout is weil mixed .
58
•
•
•
CHAPTER 6
EXPERIMENTAL PROGRAM
This Chapter presents details of the different materials used, the
different tests and procedures followed in this pro,ject.
6.1 Materials used
A total of ten cements were selected for the study: seven microfine
cements from four European and Japanese manu1acturers and two ordinary
Portland cements as references. A Type 10 cement with silica fume was
also tested to verify the effects of mixing time and speed on the rheology of
grouts. Table 6-1 lists the different cements used ln this project (In
descending order of the grain size) and their respe:ctive manufacturer.
Table 6-1 Cements used
Cements Manufacturer
Type 10 Lafarge Cement, Canada Type 30 Lafarge Cement. Canada Type 10SF* Lafarge Cement. Canada Microcem 650 SR Blue Clrcle Co, England Microcem 900 Blue Clrcle Co, England Lanko 737 Lafarge Cement, France SJ!inor A16 Ongny Cement, France MC 500 Onada Cement, Japan 1 Spinor A 12 Origny Cement, France Spinor E12 Origny Cement, France * used for the shnnkage/expanslon tests and
mixing time and speed tests only
Mean gram slze (pm)
16.0 12.0
---
75 5 5 4.6 4.0 3.7 3.5 3.0
1 distnbuted by Geochemical Corp. In North America
Superplasticizers were tested on both the ordinary Type 10 and MCs
(MC500 and Spinors A 12, A 16 and E12). Two different anti-washout agents
were tested on Type 10 Portland ~ement to verify its effects on the grout
rheology.
59
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•
•
6.1.1 Cements
The cements used in this study are hydraulic cements that are either
Portland cement or blended Portland cement with blast-furnace slag or other
hydraulic minerai admixture. The other parameter which differentiate these
cements is their grain size analysis as seen in Table 4-1 (coarse,
intermediate or microfine).
6.1.1 Chemical composition
The main difference between an ordinary Portland cement and a MC
is that the former have a much smaller grains size [18]. Both these cements
(ordinary Portland and MC) can be 100% based-Portland or be classified as
blended Portland (see Table 6-2).
A composite hydraulic cement (blended-Portland) is the result of
mixing Portland cement with a pozzolan, or a granulated blast-furnace slag,
or fly ash (see section 4.2.1.4) [22] .
Table 6-2 Cement types
Cement types
Cement 100% 8lended-Portland Portland
Type 10 yes Type 30 yes Type 10SF silica fume Microcem 650SR yes Microcem 900 yes Lanko 737 * Spjnor A 16 slag MC500 slall Spinor A 12 slag Spinor E12 yes * hydraulic ad mixture unknown
60
•
•
•
The chemical compound proportions (% by weight) presented in
Tables 6-3 and 6-4 were obtained from manufacturers' technical data
sheets.
Table 6-3 Chemical composition (% weight) of cements
Cements Compound Type Type 650SR 900 Lanka Splnar MC Spmor Spmor
10 30 737 A16 500 A12 E12 loss on ignition 2.10 1.50 • • • 1.20 • 1.20 1 20 Insolubles 0.60 0.20 • • • 0.30 • 0.30 0.30 NaO, equivalent 0.87 0.88 0.41 060 • 0.69 • 069 • CaO (free) 0.60 0.90 • • • 1.00 • 1 00 1.00 SiO, 21.20 20.10 19.90 20.2 • 30.50 3060 30.80 22.40 AI,O, 4.30 4.80 3.60 5.50 • 9.60 12.40 10.20 4.20 Fe~O.1 3.10 2.40 520 220 • 1.50 1.10 1.50 490 CaO total 62.80 62.60 64.50 65.30 • 45.8 48.40 4570 6300 -MgO 2.50 2.50 2.00 0.90 • 660 5.80 6.40 • SO~ 320 4.20 330 3.10 • 200 080 320 1 90 TiO, 0.22 0.18 • • • 0.50 • 0.50
P.29~ 023 0.14 • • • 000 • 000 025 SrO • 0.44 • • • • • Na,O 0.32 0.33 0.18 0.23 • 050 • a 50 • Mn,O,\ • 005 • • • • • MnO • • • • • 0.20 • 020 • K,O 0.83 0.56 035 057 • 0.30 • 030 •
TOTAL 97.87 98.30 99.03 98.00 • 91.50 99.10 99.3 96.65
• Data not available
Table 6-4 Bogue composition (% weight) of cements
Cements Compound Type Type 650SR 900 Lanka Splnor MC Spmor Splnor
10 30 737 A16 500 A12 E12 C~S 52.8 55.0 67.0 58.0 - - - - • C,S 20.8 16.4 70 15.0 - - - - • C_':IA 6.0 86 1.0 11 0 - - - - • C~AF 9.5 7.2 7.0 7.0 - - - •
TOTAL 89.1 81.2 91.0 91.0 - - - - • • Data not available - Bogue equations apply only for Portland cements
Differences in the chemical composition of cements will influence a
grout rheological and mechanical behavior. From the above Tables, the
findings can be summarized as follow:
61
•
•
•
• Tricalcium silicate (C3S) is an important compound because it
influences the high early strength of the cement and hydrates rapidly
(higher concentration means faster hydration). The C3S concentration
in Type 10 cement is 52.8% whereas that of Type 30 is 55% [16].
This higher concentration for Type 30 cement induces more heat of
hydration compared with the Type 10 cement. Also, Type 30 cement
has a shorter setting time and its strength develops faster [34].
• Microcem 650SR is the only microfine cement that can resist sulfate
attack, since it has a very low concentration of C3A (tricalcium
aluminate).
• The alkali-aggregate reactions are known to be a major cause of
cracking in concrete. Engineers must therefore be sure that the
cement used in grouts for injection does not conta in too many alkalis
(less than 0.60% of equivalent Na02) even if the grout volume is very
small compared with the concrete bulk of the structure [34]. In the
present case, Type 10 and Type 30 Portland cements, Spinor A 12
and A 16 MCs have an equivalent sodium oxide concentration which is
just over 0.60% (Na20 and K20), whereas other MCs (Microcem
650SR and 900, MC500 and Spinor E12) have lower concentrations
than the recommended value of 0.60%.
• The blended (slag-based) Portland MC (Spinor A 12, A 16 and MC500)
can be distinguished by a low concentration of lime (CaO), about
45%, compared with the ordinary Portland cements (Type 10 and
Type 30).
6. 1.1.2 Grain size analysis
The grain size of the cement is indisputably one of the most important
factors to be considered when planning to in je ct a microcrack. The two
reference cements selected for this study are sometimes incapable of
adequately infiltrating certain types of cracks with the result that, if a crack
has only a very small opening and if the cement used contains coarse
particles, the crack may become blocked before it is fi lied (Fig. 6-1) [4, 5].
62
•
•
•
a} Bridge forming
~ ' ...... ~ .... ~ .... I. '. -------------
b} Clumps forming
Fig. 6-' Grout penetration stopped by a) plug (bridge) and b) grain clumps [4]
A series of tests was therefore performed with a "sedigraph" which
incorporates an x-ray system for determining the size of the cement particles
(Table 6-5 and Fig. 6-2). The procedure eonsisted of introducing 100 g of
cement into a test tube filled with water. The tube was then shaken
continuously to allow the particles to remain in suspension in the liquid. The
grain size was then determined by the x-ray system .
Table 6-6 gives the average (050) and maximum values (0100) of the
cement particles together with their Blaine fineness (the specifie area or
"Blaine" was obtained from the manufacturers' data sheots), The laboratory
measurements were later compared with the values supplied by the
man ufacturers .
63
•
•
•
Table 6-5 Cement grain size distribution
% passed (weight) Dimension Type Type 650SR 900 Lanko Splnor MC Spmor Spmor
(microns) 10 30 737 A16 500 A12 E12
100 98.3 100.0 100.0 1000 100.0 100.0 100.0 100.0 100.0
70 97.0 99.5 99.5 100.0 100.0 100.0 100.0 100.0 100.0
50 93.0 97.5 99.0 100.0 100.0 100.0 100.0 100.0 100.0
40 87.0 94.0 98.5 100.0 100.0 100.0 100.0 100.0 100.0
35 81.5 91.0 98.0 100.0 100.0 100.0 100.0 100.0 100.0
30 75.5 86.5 970 99.0 100.0 100.0 100.0 100.0 100.0
25 67.5 80.0 95.5 98.0 100.0 100.0 100.0 100.0 100.0
20 585 72.5 91.5 95.0 99.0 100.0 100.0 99.5 99.5
15 48.5 62.0 81.0 895 960 98.0 99.5 98.5 98.5
10 365 43.0 62.0 75.5 865 91.5 97.0 93.0 93.5
8 30.5 41.5 51.5 65.5 76.5 83.5 93.0 87.0 885
6 23.5 33.5 40.0 52.5 62.5 70.5 80.0 75.5 79.0
4 16.5 23.5 26.5 37.5 43.0 50.5 53.5 56.5 63.0
2 70 10.5 10.5 165 14.5 22.0 21.0 25.0 34.0
1 1.5 2.0 1.5 3.5 1.0 4.5 4.5 6.5 8.5
Table 6-6 Cements' mean and maximum grain size and specifie area
Cements Mean Size Maximal size Blaine 050 0100 fineness
(microns) (microns) (m2/kg) Obtained ManullCtur.r Obtalned Manufacturer ManuflCturer
T"ype 10 16.0 18.0 > 100.0 150.0 371
Type 30 12.0 12.0 100.0 90.0 515
Microcem 650 SR 7.5 6.0 70.0 30.0 650
Microcem 900 5.5 4.0 33.0 20.0 915
Lanko 737 4.6 • 23.0 . 700
Spinor A16 4.0 4.5 17.0 16.0 700
Me500 3.7 4.0 170 12.0 900
Spinor A12 3.5 3.5 20.0 12.0 800
S..J!inor E12 3.0 3.5 20.0 12.0 •
• Data not available
The determination of the secondary classification (grain size) of the
hydraulic cements used in the project is possible with Table 6-6. Using the
values obtained in laboratory, the coarse cements are Type 10 and Type 30,
the intermediate are Microcem 650SR and 900, and the microfine are lanko
737 (values rounded down), Spinor A 16-A 12-E12 and MC500.
64
0\ lA
•
.......... ?ft -"-Cl) c: li: -c: ~ "-Q)
CL
• • 100 , , , , ,
90 1 1 1 1 1 -.pp,' 0"" I,E b'li ' , , ',1
80 1 1 1 ~~ I,e ~ 1 JI! 1.,.. 1 Il Type 10
:~ 1 1 1 Efm1JINI 1 I~ . 50 1 I,f ,~ A,4 1,. 1 Il' -' 1 1 1 Il ;
Sponor 1112
40 1 1 / H"" A' 1 il I>~ 1 1,< Il ~ SPlnu; ~16
30 1 >'I,Y' h' I><j.q L*1 1 1 1 1 Il ~ SPlnor E12
20 1 ,'>9f+/' -*"T,Je='T 1 1 1 1 1 1 1 Il -Â-
1°~1111I1I1 1 1 III; ~nko737
o 1 10 100
Particle size (microns)
Fig. 6·2 Particle size distribution for different cements
•
•
•
A close exarnination of the previous Tables and Figure reveals that:
• Type 10 cement grains have a mean size (050) of 16 microns
whereas Type 30 grains have a 050 value equal to 12 microns.
Also, the Blaine fineness (surface area) of cement Type 30 is
about 30% greater than that for Type 10 cement, confirming
results of the particle size analysis.
• The fineness of Type 30 cement is one of the main reasons
why it attains its strength more rapidly than the Type 10
cement. Also, the fineness affects the compressive strength of
the hardened grout: Type 30 specimens are stronger than Type
10 specimens (see Section 5.3.2). However, from the
rheolo!~ical point of view, a finer cement (e.g. Type 30, MCs)
reduces the setting time, may create unwanted volume changes
and inc;reases the viscosity of the grout [19].
• The mean grain size 1050) of ail the other cements varies
betwefm 3 Jlm and 8 J,.lm, which gives a mean size between two
and five times smaller than that for normal Portland cements .
• With a mean grain size (050) of 3 j.tm, Spinor E-12 is the
microfine cement with the smallest grains.
• The maximum grain size of Type 10 and Type 30 Portland
cement is larger than 100 J..lm. Microcracks would therefore be
difficult to inject with normal cement-based grouts and these
cracks should be injected using microfine cements to ensure
that no bridges form inside the microcrack before it is
comph~tely fi lied [4, 15}.
• 050 values obtained with the sedigraph are similar to those
given in the manufacturers' technical data sheets, but the
maximum 0100 values obtained are generally higher than the
manufacturers' values.
• The granulometric curves for the different Mes are similar,
which indicates that the grain distribution within the cement
powder is quite similar for ail of the MCs .
66
•
•
•
6.1.2 Superplasticizers
Two superplasticizers were tested with Type 10 cement and Spinor
A 12, A 16 and E12 Mes. One of these SP was melamine-based and the
other one was naphthalene-based (see Table 6-7). Onada and Lafarge
provide their own SPs (with their cement) either in the liquid form (NS200)
or in the powder form in the cement (Lanko 737).
Table 6-7 Superplasticizers used
SP Manufacturer
NS200 Onada
Lanko 737 SP * Lafarge
Eucon Euclid Inc.
Melment Euclid Inc.
• already mixed wlth cement powder
- unknown
6.1.2 Anti-washout agents
Type
-
-Naphtalene
Melamine
Two anti-washout agents (AWA) were tested with Type 10 cement
only ta verify their effect on the rheological properties of a cement-based
grout. One of the AWA was in a liquid form (SC100 fram Sika) and the
other one was in a powder form (Welan Gum distributed by Ciment St
Laurent).
6.2 Grout and specimen preparation
The decision ta subject the cements (Type 10SF was tested only for
mixing effects and shrinkage tests) ta 13 tests with 8 W/C ratios meant that
over 3000 measurements and specimens (cylinders, cubes, bars) were
needed to study the different rheological and mechanical characteristics
involved .
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For a rational comparison of the characteristics of the different
cements tested, the same specimen preparation method was adopted for ail
cements. Prior to mixing, the cement and ad mixtures (if used) were left at a
mean temperature of 20°C, whereas the initial water temperature was 15°C.
It was decided not to store the materials (cements, water, admixtures) at the
tempe rature of the climatic chambers so that the field conditions could be
better simulated.
Thus, the temperature which is used in the different graphs and
Figures is in fact the curing temperature of the chamber (4°C, 1 QOC and
20°C).
The grouts were mixed at the ambient tempe rature of the laboratory
(about 20°C). Each grout was mixed for 4 minutes at an angular speed of
2300 RPM. About 5.5 l of grout was needed to perform ail the tests for
each W/C ratio. Table 6-8 gives the weight of the cement and water used
for each test, while Table 6-9 gives the number of specimens and the
measurements required .
It should be noted that throughout this study the W/C ratios are
calculated by weight. If a W IC ratio is calculated by volume, it is pointed out
specifically in the text.
Immediately after mixing, the graut bleeding (stability), viscosity and
setting time characteristics (the rheological properties) were tested in the
climatic chamber at the desired temperatures, i.e. 4°C, 1 QOC and 20°C.
Lastly, the cylindrical, cubic and bar specimens (used for the mechanical
tests) were taken and stored in the same chamber. Ali specimens (except for
sorne bars, see Section 6.4.5) were immersed in water for a 28-day curing
period .
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Table 6-8 Weight of Cf3ment and water vs. initial W/C ratio to obtain 5.5 L of grout
W/C Cement Water ratio weight welght
(initial) (kg) (kg)
2.0 2.5 5.0 1.5 3.0 4.5 1.2 3.5 4.2 1.0 4.0 4.0 0.8 5.0 4.0 0.6 6.0 3.6 0.5 7.0 3.5 0.4 7.5 3.0
Onada (MC500) specifies that 1 % of its superplasticizer (NS200)
should be added by weight of cement. Accordingly, the three Spinor
cements (A 12, A 16, E12) were tested with 1.2% (dry weight) melamine
based superplasticizer added by weight of cement. In addition, extra
rheological tests were performed on Spinor A 12 with the same
superplasticizer but increasing its proportion (by weight) to 4%. Lastly, a
naphthalene-based superplasticizer was tested with different proportions on
Type 10 cement.
It can be seen from Table 6-9 that a minimum of 720 rheologlcal
measurements, 2440 cylinders 5.1x10.2 cm, 240 cubes, 120 saw-cut
concrete-based cylinders and 32 bars were needed for performing ail of the
tests. The effects of the admixtures (superplasticizers and antl-washout
agents) as weil as the mixing rate and time required for the other tests on
the grouts, are in addition to those listed in Table 6-9.
ln the case of the mixing rate and time, only the three rheological
tests were performed on three types of cement wlth three W IC ratios, five
mixing rates and durations, and one temperature (20°C). This added
approximately another 135 or so measurements to the total specified above.
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• • Table 6-9 Characteristics tested at 40C, 100C and 200C
Charllcteristic No. of No. of No. of No. of No. of No. of No. of No. of W/C Cement Tempera- measurement. cylind •• cube. bars • aw-cut ratio type tur. par W/C 5.1x10.2cm 5.1x5.1x5.1cm 2.5x2.5x cylind ••
par W/C par W/C 25.5cm 7.5x15.0 cm per W/C pet W/C
VISCOSlty 8 10 3 1
Settmg tlme 8 10 3 1
Bleedmg 8 10 3 1 (Stablhty)
Elastlc 8 10 3 2 constants lE. u)
Compressive 8 10 3 3 1 strength Tenslle 8 10 2 2 strength 4 & 20°(';
Bond 2 10 2 3-strength 4 & 20°C
Shnnkagel 1 8 2 2
eXj)élnSlon 4 & 200 e Pulse veloclty 8 10 3 1
Permeablhty and 8 10 3 1 chem. analysis
Microscope 8 10 3 1 analysls (SEM)
8 10 3 3 TOTAL 8 10 2 or 3 10
8 10 3 1 2 10 2 3-1 8 2 2
---- -
• 50 g grout placed between two hOrlzontally saw-cut concrete -based specimens (35 MPa) of 7.5 cm x 15.0 cm
• Tot" No.
of rnusurement • or
specimens
240 msrmts
240 msrmts 1
240 msrmts
480 cyhnders
720 cyhnders 240 cubes 360 cyhnders
120 saw-cut cyhnders
32 bars
240 cyhnders
240 cyhnders
240 cyhnders
720 me.surement. 2240 cyhnders 240 cubes 120 saw-cut cyl. 32 bars
•
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6.3 Rheologieal tests
This section presents the tests, the procedures a.nd the standards
followed to verify the fresh state properties of grouts. The three properties
that were tested were the viscosity, the bleeding rate (stability) and the
setting time.
6.3.1 Viscosity
Two principal tests were used to verify the viscosity of grouts: the
flow co ne method and the viscometer method. The second approach was
used in this study.
The procedure adopted for the viscosity tests followed the ASTM
Standard 04016-81. A Brookfield viscometer (Photo 6-1) was used to record
the viscosity readings every 15 minutes on 1 aOO-ml grout taken
immediately after mixing .
The advantage of such a method using a digital lV DV 2 + Brookfield
viscometer (l V stands for low Viscosity) is its precision for low viscosities
of about 200 centipoises (cps), yet it gives acceptable values up to 500 cps.
Values exceeding 750 cps are not recorded because the margin of errar
would be too high caused by the Bingham/thlxatroplc behaviors (see section
5.1 and 5.2); theyare simply recorded as being greater than 750 cps.
ln this study, the viscosity values of the various grouts were relative
ta a reference grout and not to water (absolute viscositv of water = 1 cps):
a Type 10 cement-based graut with a W/C ratio (by weight) of 0.6 at the
ambient temperature serves as reference. The value assigned to this
reference grout is set arbitrary ta be 100 cps. Thus, four graphs were drawn
(one per spindle) for this reference grout with different rotational speeds ta
obtain calibration curves (relative viscosity vs. absolute viscosity) for the
cement and are presented in Appendix A.
As it was mentioned above, problems were €:ncountered in this test
because the cement grout does not have a Newtonian behavior, although its
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behavior do es become more Newtonian at higher W le ratios or if it contains
a superplasticizer with a high W le ratio. The viscometer is designed for
Newtonian fluids and is much less precise for Bingham fluids such as a grout
especially when it is very viscous (the margin of error increases). The
viscosity readings of a Bingham fluid on the viscometer are "apparent"
values and are not constant for each rotational speed (change the shear
rate) and each spindle used by the measuring device .
Photo 6-1 Brookfield viscometer
6.3.2 Bleeding (stability)
Bleeding is a very important characteristic which indicates how the
grout reacts when left undisturbed for a certain period of time (as in a
crack).
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This test was performed in accordance with ASTM Standard C940-89,
"Standard Test Method for Expansion :and Bleeding of Freshly Mixed
Grouts,". The freshly made grout was poured into a graded 1000-mL
cylinder (Photo 5-2) immediately after mixing and the amount of excess
water was recorded at every 1 5 minutes for the first hour, then at every 60
minutes until the two successive readings show no more bleeding (final bleed).
The bleed water reading two hours after mlxlng Îs very important to
define whether if the grout is stable or unstable (see section 5.3). The final
bleed water rate is also important to be known in order to determine the
effective W IC ratios of the grout .
Photo 6-2 Bleeding test
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8ecause the bleeding rates recorded are generally low, the different
graphs show the % of volume of cement particles in suspension in the mix
(opposite of bleeding). Thus, the suspension volume (Csf) can Lle computed
as described in section 5.3.
It should be noted that the bleeding (stability) test represents a
vertical crack, since it is performed in a cylinder (see Fig. 6-3). The type of
crack found in the structure should influence the container used for this test:
for example, if the crack is horizontal, the test should be performed on a fiat
horizontal bucket.
Crack type Model used
Horizontal crack Flat bucket
4--~
Vertical crack Vertical c linder
Fig. 6-3 Crack types and suggested model for bleeding test
6.3.3 Setting time
The setting time is the last rheological characteristic ta be verified.
The time that a freshly mixed grout takes to set is basic information which is
needed before injection takes place. Rapid setting must be prevented or else
it will black (plug) the crack opening or the pipes of the injection equipment.
On the other hand, tao long a setting time or fallure to s,~t is harmful
because the grout may be washed out by the flow of water or freeze if the
temperature drops below QOC.
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The setting time is defined as the time taken by a cement grout to
harden [20] and it depends mainly on the cement grain hydration rate, which
is governed by the amount and crystalline form of C3A and C3S. The
hydration rate is influenced by the various factors including the tempe rature,
chernical composition, cement particle size, W/C ratio and the presence of
admixtures. Considering the lower and the upper limits of the W le ratio
(0.4 to 2.0), this time may vary between 15 minutes to values more than 24
hours, depending on the factors mentioned above.
The ASTM Standard C191-82, "Standard Test Method for Time of
Setting of Hydraulic Cement by Vicat Needle, n describes the test procedure
used. A small amount of grout (-120 ml) is placed in a standard co ne
shaped mold immediately after mixing. Readings are taken at regular
intervals with the Vicat apparatus (see Photo 6-3) ta obtain the initial and
final setting times .
Photo 6-3 Vicat apparatus
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The initial setting time is recorded when the needle penetrates 25 mm
or less into the sp(-3cimen, while the final setting time is the time the sample
takes to set cornpletely, which is recorded when the needle no longer
penetrates into the hardened specimen.
6.4 Mechanical tests
The main reasons for injecting grouts into cracks in hydraulic
structures are to consolidate it, to stop water infiltration (watertight) or just
to fill (seal) the voids. The mechanical ch=uacteristics of the hardened grout
have a decisive effect on the selection of a suitable product which must be
compatible with the base concrete to avoid debonding due to tensile or
shear stresses inside the crack [351.
This section describes the tests performed on hardened grout at three
temperatures. The specimens were Bil prepared and immersed in water for
28 days in a climatic test chamber at the required temperature to cure. The
following mechanical tests were conducted:
• Modulus of elasticity and Poisson's ratio.
• Compressive strength.
• Indirect tensile (splitting) strength.
• Bond strength (tensile).
• Shrinkage/expansion.
• Ultrasonic pulse velocity.
• Water permeability and leached water analysis.
• Microstructural characteristics.
6.4.1 Modulus of elasticity and Poisson's ratio
The values of the modulus of elasticity (E) and the Poisson's ratio (u)
provide an indication of the stress that the hardened graut can resist
elastically (in the case of cement or concrete, it not perfectly elastic) and the
acceptable amount of deformation in this elastic zone .
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The modulus of elasticity is the ratio (slope) between the axial stress
and the st.rain (bath in the longitudinal direction) during a uniaxial
compression test, which provides information about the stiffness of the
material.
A combined compressometer-extensometer system, attached ta the
cylindrical specimen (5.1 cm x 10.2 cm) which was then loaded by a
hydraulic compression machine (see Photo 6-4), was used ta determine the
values of E and u. The ASTM Standard 03148-86, "Standard Test Method
For Elastic Moduli of Intact Rock Core Specimens in Uniaxial Compression,"
was followed for this test .
Photo 6-4 Hydraulic compression machine
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The values for E were obtained by calculatrng the slope of the aXial
stress versus the axial strain whereas the values for l> are calculated from
the results for the modulus of elastlcity as follows:
E = slope of 3xial curve at 50% of ultlmate
strength (crult)
= (cra2 - C'a1) / (ca2 - ca 1)
and u = (-E)/(slope of the lateral curve)
where: E = Tangent modulus of elasticity (Pal
u = Poisson's ratio
cra = Axial stress (Pa)
ca -- Axial strain
6.4.2 Compressive strength
Il- graut in the hardened state which has a poor compressive strength
should not be considered as a good consolidation product for a structure
that has a cracking problem. The loads applied, stresses or displacements
could damage parts of the structure that have been strengthened with a
poor-quality grout. It is, therefore, important to idEntify the different factors
that affect the grout strength.
The compressive strength (fc ') is the maximum axial force that the
arOIJt specimen can withstand. Cylindncal (5.1 x 10.2 cm) and cube
shaped (5.1 x 5.1 x 5.1 cm) specimens were used. After unmolding, ail of
the specimens were immersed in water for 28 days, whereupon a rydraullc
machine was used to determine the compressive strength using the ASTM
Standard C942-86, "Standard Test Method for Compressive Strength of
Grouts." for the cubes and the ASTM Standard D2938-86 "Unconfined
Compressive Strength of Intact Rock Core Specimens" for the cyllnders.
6.4.3 Indirect tensile (splitting~ strength
This test pravides an indication of the tensile stresses that the graut
can withstand (i.e. in a filled crack).
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ln order to reduce the amount of different type~ of specimen
prepared, the indirect method was preferred to the direct tensile strength
test (where "bone" specimens must be prepared). This is why the so-called
Brazilian or indirect or splitting Illethod based on tt.e ASTM Standard 03967-
86, "Standard Test Method for Splitting Tensile Strength of Intact Rock Core
Specimens" was used; the latter is performed on Jlhe cylindrica! hardened
grout specimens which are saw cut to 2.5 cm long. Thase 2.5-cm disk are
placed vertlcally betwüen L ') perfectly parallel steel surfaces and a
hydraulic machine applies a load whi:;h increases constantly until the
specimen splits in two
6.4.4 Bond strength
Once the grout has set in the crack, it must bond complately with the
surrounding base concrete to effectively strengthen the structure. Cement
based grouts should have a particularly strong bond strength with concrete
because they are both slmilar. It is, therefore, expected that since the two
materials have similar thermal expansion coefficients, they undergo similar
the~mal deformations wh,ch eliminates any new cracking problems.
The bond strength may be defined as the m~ximum axial tensile
strength that the hardened grout has to withstand when the surrounding
base concrete shifts and tries to re-open the grout-filled crack. To obtain
values for this factor, more complex specimens had to be prepared. A small
amount (50 g) of fresh grout was placed between two concrete surfaces (a
concrete cylmder (35 MPa) 7.5 x 15 cm sawcut in ha If) repre:;enting the
crack on a small scale.
After 28 days of curing in a moist chamber, they were tested with a
direct tension machine (Photo 6-5). The standard followed in this test is an
in-house procedure developed at IRED's concrete laboratory.
The initial W/C ratios used were the lower W/C ratio limits, Le. two
initial W IC ratios (usually 0.4 and 0.5) with the highest viscosity values, of
each cement studied.
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Photo 6-5 Tensile strength machine
6.4.5 Shrinkage/expansion
After a cement-based grout has been injected in a crack to strengthen
the structure, bleeding may appear and proceed at different rates until the
graut sets. Even after the grout has hardened uver a period of several days
or possibly years, the cement particles continue to hydrate if moisture IS
present in the crack. Throughout that time, the hardened grout may elther
shrink or expand, depending on the characteristics of the cement (chemical
composition) and the ambient t:umidity.
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Shnnkage or expansion of hardened grout can cause serious
problems. If shrinkage occurs for Jack of moisture, the crack may reopen,
reducing the water tightness of the structure. If, on tha other hand, the
grout expands with the ~><cess rnoisture pr&sent the concrete may be
exposed to qUlte signiflcant stresses, especially if the crack is large.
The first step in this test is to make standard bars of the des1red grout
(initial W IC ratIo of 0.6) in !engths of 254 mm with a section area of 25.4
mm x 25.4 mm. Linear length change readings are then taken (,'lce a day for
the first seven days and opr.e a week after that for the remaining three
weeks. Sorne bars are placed in a moist environment and others in a dry
one. This tes~ was also performed at two different curing temperatures: 4°C
and 20°. The ASTM Standard C531-85 ("Standard Test Method for Linear
Shrinkage and Coefficient of Thermal Expansion of Chemical-Resistant
Mortars, Grouts and Monolithic Surfacings") is the stanoard followed.
6.4.6 Ultrasonic pulse velocity
The ultrasonic pulse velocity test is a nondestructive means of
obtaining data on some of the elastic characteristics (Ed, vd) of a cement
based grout. This technique is used to determine the hardened graut
uniforrlity. Uniformity of the graut leads to faster velocities and usuall'{
better an improved strength [36].
The ultrasonic. pulse velocity is defined as the propagation speed of
the longitudinal and transversal waves of a pulse signal through a solid. The
two velocities obtained are ther. used to ca!culate a dynamic elastic
constants (modulus of elasticity and Poisson's ratio) of the graut [37].
The procedure to complete this test is fairly simple. A transducer
emits an ultrasonic pulse thraugh the grout specimen and this pulse is
received on the other side of the specimen by another transducer (see Fig.
6-4). The time taken by both pulses to travel through is recorded élnd the
length of specimel1 was also recorded prior to the test. Then, the pulse
velocities are computed wlth both the time of travel and the length traveled.
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The ASTM Standard D2854-83, "Standard Test Method for
Laboratory Deter.nination of Pulse Velocities and Ultrasonic Elastic
Constants of Rock" 1 was followed for this test.
Pulse Generarar Un.1
r"9ger mo.n oulpul 00ulpul
ï -....., 1 Preomplof •• , 1
l ___ J
r - - 1 f'8ec-;;';I't- -l Osclllo,cope
IT.me Delay 1 1 Ûlunler ~ CIrCUI'
L ..2...l 'lorI ~toP..;-I_--'_.oi--T~ _______ - __ ~ _____ ~ ___ ~-~
Fig. 6-4 Schematic diagram of ultrasonic apparatus [36J
The important factors that affect the ultrasonic pulse velocities (2) are
the mineralogical characteristics, chemical composition, porasity and the
moisture content of the cement-based graut.
The values of the dynamic modulus of elasticity (Ed) and the Poisson's
ratio (vd) are derived tram the longitudinal (a Iso called "compression") and
transversal (also ca lied ushear U) wave velocities, computed using the
following formulas [37]:
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where Ed = dynamic Modulus of elasticity (GPa)
vd = dynamic Poisson coefficient
p = density (kg/m3)
Vs = transversal (shear) velocity (mIs)
Vp = longltudl.lal (compression) velocity (mIs)
These dynamic propenies (Ed and vd) must not be confused with the
"static" praperties described in Section 6.4.1. They are obtained fram
different tests, the first series being destructive (E and v), the second being
nondestructlve.
6.4.7 Permeability and leached water analysis
The permeability of a cement-based grout filling a crar:k of a hydraulic
structure affects the durability, service life and other properties of the
material. It is, therefore, important to ensure that the hardened grout will
not be extremely porous or friable in the location (cracks) where it is
intended to remain for many years. The permeability test is consequently
designed to measure the degree to which a glven arnount of water can
penetratG Into and through a hardened cement-based grout.
Permeability may be defined as the ease with which a fluid can flow
through a solid [23].
The factors that influence the perrneability include the W/C ratio
(which affects the size and contrnuity of the pores in the paste), the cement
type, the chemical additives, the applied loads, the temperature variations,
the humidity level, the attilcks by chemicals such as sulfates, Gdds, etc.
ln fact, the amount of mlxing wélter is the main source of permeability
problems of the hydrated cement paste, because It contrais the total space
and the unfilled spa(~ after the water is consumed by the cement hydration
(or evaporation) [23]. Table 6-10 contains permeability values of cement
versus the number of curing days and it can be compared with the
permeability of some known rock~ in Table 6-11.
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Table 6-10 PermeClbilitv of cement paste (W le = 0.7) wi'lh the progress of hydratlon [23)
Age Permeablltty
(days) lcm/sec x 10-11 )
rres~ 20,000,000
5 4,000
6 1,000
8 400
13 50
24 10 .-Ultlmate 6
Table 6-11 Permeability of cement pastes and different rocks [231
Type of rock Permeablhty W le ratio of mature (cm/sec) pûste of the sa me
permeablllty Dense trap 247 x 1O-1 :l 038
Quartz diorite 824 x 10- 1L 0.42 Marble 2.39 x 10- 11 048 Marble 5.77 x lO- IU 0.66 Granite 5.35 x 1O-~ 070
Sands1:One 1 23 x lO-tl 0.71 Granite 1. 5b x 10-tl 0.71
The leached water analysis (chemlcal analysis of the water collected
by the permeability measuring device) serves to determme the chemical
components of the hardened grout that are removed or leached by the water
flow through the specimen.
These two tests are therefore complementary: after the permeability
test, the water (if any) collected 15 used for the chemical analysis test using
a procedure developed at Sherbrooke University [381.
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6.4.8 Microstructural characteristics
Cements are distingUished mainly by their chemlcal composition and
grain size. Mlcroscoplc analysis of the hardened grout reveals the impact of
the different chemlcal elements, crystal structures and general appearance
(pOroSlty, roughness, etc.) of the specimens examined.
A scanning electron microsccpe (SEM) was used to magnify the
specimens to micron size and the dlfferent crystalline forms of the hardened
grout were then analyzed. The SEM permits the observation of massive
crystals of calciurr, hydroxlde, the flbrous morphology of C-S-H crystals
(these are poorly crystalline), tne ettringite crystals (short prismatic needles),
the gypsum need!es in pores jf a taise set occurred, etc [23].
The most significant physical charactenstics to be observed with the
SEM are the po rosit y of the paste, the mternal cracking (microcracks) and
the roughness of the breaking surface .
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CHAPTER 7
EXPERIMENTAL RESUl TS AND DISCUSSION
This chapter presents the results obtamed from the dlfferent tests
performed on the grouts. Detailed analysis (taking mto account the dlfferent
factors that may have an effect) ar~ performed for each rheological and
mechanical characteristics of the MC-based grouts.
The effective (final) W/C ratios is determined to establlsh a fair
comparison tool for the mechanical propertles of the different cements since
each of them has a different bleeding rate.
7.1 Determination of effective W/C ratio
Using the equations given in Section 5.3 and the results of the final
volume in suspension (opposite of final bleeding rate) in Table C-2 (Appendlx
Cl, the computed results are presented in Table 7-1. It can be noted ln
Section 7.3 (effects of temperature) that the variation of temperatures (4 oC,
10°C and 20°C) does not influence the bleedmg rate. Thus, the computed
values of the effective W/C ratios were calculated using the average of the
final volumes in suspension.
Table 7-1 Effective W/C ratios vs. initial W/C ratios
Initial Effective W IC ratio W/C Type Type 650SA 900 Lanka Splnor MC500 Splnor Splnor
ratio 10 30 737 A16 tSP A12 E12
0.4 040 0.40 040 0.40 040 040 040 040 0.40
0.5 049 050 050 050 050 050 050 050 050 --f----r-----0.6 057 059 060 059 059 060 060 060 060
08 064 0.73 079 080 079 080 080 080 o BD
1 0 0.71 085 098 098 091 1 00 098 099 100
1.2 076 o 91 1 13 1. 16 1 01 1 16 1 19 1 19 120 ---'--- ----
1.5 082 1 02 1 20 1 25 1 18 1 36 145 1 :. 7 1 50
2.0 084 i 09 1 23 1 56 1 31 165 1 70 18-6 1 99 ----
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The effective W/C ratio of norrT'al Portland cement grout such as Type
10 and Type 30 is strongly affected bV its bleeding. As an example, the
effective W/C ratio for Type 10 grout varies tram 0.40 to 0.84 compared
with its initial W IC ratio of 0.4 and 2.0, respectiv"3ly. The MC grouts have
effective W IC ratios which are similar with their initial W IC ratios because
the bleeding of water is less important in their case.
7.2 Effeet of W le ratio
This section determines the effect of the variation of water/cement
ratio on the rheological and mechanical properties of MC-based grouts.
For the rheological properties, the initial W IC ratio~ were used
whereas for the mechanical i'roperties the effective W IC ratios were chosen
far the comparison or the properties for the various cements.
7.2.1 Rheologieal characteristics
The three characteristics studied are the viscosity, the volume in
suspension after two hours (to define whether the grout is stable or
unstable) and the setting time.
• Viscosity
As mentioned earlier, the viscosity values are relative to a Type 10
cement-based reference grout with an initial W/C ratio of 0.6.
Tables 8-1 and 8-2 (Appendix B) give the relative viscosity values
obtained just after mixing and 60 min after mixing, respectively, white
Figures 7-1 and 7-2 show the variation of the relative viscosity with the
initial W/C ratios at a temperature of 20°C.
The results of the viscosity test obtained with a Brookfield viscometer
raise the tollowing points:
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• The relativ~ viscosity values are inversely proportional to the
initial W IC ratio for ail of the different Portland cements and the
MC-based grouts. Therefore, an increase of the initial W IC ratio
decreases the graut viscosity. The different curves (shown) ln
Figures 7-1 and 7-2 generally follow an exponential law (~I = a
x 1 Ob(W IC)), but each cement has different value for the
constant "a" and "b".
• Type 30 cement-based grout is more viscous than Type 10
grout, especially for low W/C ratios (0.4 and 0.5), possibly
because of its greater fineness and greater concentration of
C3A (accelerates early hydration reaction) (19).
• The finer the cement, the more viscous is the graut. In general,
Type 10 and 30 (coarse cement) have the lowest viscosity
values, followed by the two intermedlate cements (650SR and
900) and closing with the MCs (MC500, A 12, A 16 and E12).
Lanko 737 is less viscous than Type 10 grout although it has a
greater specifie area, but as it was mentioned, a SP agent is
added to its cementious powder by its manufacturer.
• As expected, Spinor A 12, A 16 and E12 cements are less
viscous when mixed with SP. It can be seen that with dlfferent
SP proportions, Spinor A 12 has relative viscosltles decreasing
êlS follows for a W/C ratio of 0.8: 400 cps (no SPI to 6 cps
(1.2% SPI to 3 cps (4.0% SPI. The two blended Portland-slag
MCs (Spinor A 12 and A 16) have relative viscosity values
smaller than the Type 10 grout when they are used with a SP.
The Spinor E12, even with 1.2% of SP, is still more viscous
than Type 10 cement graut, but it is clear that the addition of a
SP with a MC-based graut is essential to have low viscosities
comparable to Type 10 cement graut.
• The viscosities are higher after 60 minutes (as expected) since
the hydration of certain cement compounds (especially C3A)
have started .
88
• 600 ... 500
Type 10 - 009-fi) Type 30 a. 0 "* - 400 900 ~ ..-ën 650 SR
8 300 • fi) MC 500 +SP '5 il-Q)
200 Lanko 737
> ~ CU 'i\ ct:: 100
o 0.5 1 1.5 2 Initial W/C ratio
• 600 -500 Type 10 - .....
(/) A12 a. 0 "* - 400 A12 + SP(l,2%1 b • 'i;; A 12 + SP(4,O%1
8 300 (/) 'S; Q)
200 > ~ CU Q)
0:: 100
o 0,5 1 1.5 2 Initial W/C ratio
• Fig. 7-' Relative viscosity just after mixing at 200C
89
•
•
•
600
- 500 VI Q. 0
-Type 10
+-----------------------------~~ A16
* - 400 . ~
~----------"r_------_..I A16 ... SP\1,2%' ... en 8 300 li) .s; Q)
200 > :;:::1 co Q)
0:::: 100
0
E12 .. +-----------..... ~------...." E12+SP(1,2%1
0 0.5 1 1.5 Initial W/C ratio
Fig. 7-' (cont'd) Relative viscosity just after mixing 20°C
600 -500 Type 10 - ..q..
li) Type 30 Co 0 * - 400 900 ~ ... en 650 SR
~ 300 .. MC 500 +SP
'S; ..... Q)
200 l.nko 737
> :;:::1 as Q) ·v 100 L ••
2
l' 1
o -'-+--+-+---+--4-':;'=~~~:;;;:I ~~ E~~ o 0.5 1 1.5 2
Initial W/C ratio
Fig. 7-2 Relative viscosity (at 60 mini at 200e
90
• 600 -500 Type 10 - ......
ln A12 Co
* 0 - 400 A12 + SP(l,2%1 ~ ... fn A 12 + SP(4,O%1
8 300 ln '> Q)
200 > ~ CU Q) a:: 100
O~~~~~~~~~~~~.-~~.
o 0.5 1 1.5 2 Initial W/C ratio
600 • -Typ, 10
- 500 ...... fi) A16 Co
* 0 - 400 A16 + SP(l,2%1
~ ... 'ii) E12
8 300 • fi) E12 + SP(l,2%1 'S; Q)
200 > ~ CU Q) a:: 100
o 0.5 1 1.5 2 Initial W/C ratio
Fig. 7-2 (cont'd) Relative viscosity (at 60 min) at 200C
• 91
•
•
•
• Bleeding (stability)
The volume in suspension of cement in a grout (Tables C-l and C-2 in
Appendix C) is one of the properties which, like the viscosity, is sensitive to
slight variations in the initial W/C ratio. The results shown in Figures 7-3
and 7-4 lead to the following conclusions:
• The volume in suspension values are inversely proportional to
the initial W IC ratio for ail of the ordinary Portland- and MC
based grouts. Therefore, an increase of the initial W IC ratio
decreases the graut suspension volume.
• The suspension volume of normal Portland cements grouts
(Type 10 and Type 30) d~creases rapidly when the initial W IC
ratio is increased. The stability criterion (less than 5% of bleed
water on the surface after 120 minutes) is therefore greatly
affected by a variation in the initial W/C ratio. Type 10 cement
graut is considered unstable from an initial W/C ratios of 0.6
and up whereas Type 30 cement is unstable with an initial W IC
ratios ~ 0.8. The grain fineness of Type 30 cement is the reason
of its slightly better performance.
• The majority of the intermediate (650SR and 900) and MC
grauts are stable even when the initial W IC ratio is high (Iarger
than 1.2). Their fine.less is the main cause of the smaller
bleeding rate. Thus, finer is the cement with a higher W/C ratio
results in a more stable grouts. The finest MC grouts tested in
this st .. dy was Spillor E12, which is stable up to an initial W/C
ratio of 2.0.
• The final suspension volume are almost identical to the on es
recorded after a period of 1 20 minutes when the initial W IC
ratios are lower than 1.0. In the case of both the intermediate
and microfine cements, the differences between the final and
the 120 minutes values are less than 5 % even at the highest
W/C ratios .
92
•
•
•
100
-~ 80 0 -Q)
E :J 60 0 > c: 0 40 'in c: Q) Co 20 fi) :J en
100
-~ 0 80 -Q)
E :J 60 ~ c:
40 0 en c: Q)
20 Co fi) :J en
0
0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
_Type 10
fm1900
0.4 0.5
_Type 10 œ1A16
~Type 30 D650SR ~MC500+SP • Lanko 737
0.6 08 1.0 1.2 1.5 2.0 Initial W/C ratio
~E12 DE12+SP(1,2% ~A 16+SP(1 ,2%)
Fig. 7-3 Suspension volume after 120 min at 20°C
93
•
•
•
100 -';/. - 80 Q)
E :::::1
g 60
§ 40 "iiS c:: 8. 20 fi) :::::1
(J)
o 0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0
Initial W/C ratio
.Type 10 ~A12
DA12 + SP(1,2%) œ)A12 + SP(4,O%)
Fig. 7-3 (cont'd) Suspension volume after 120 min at 200C
100
-?ft. 80 -Q)
E :::::1 60 (5 > c: 0 40
'ii) c: Q) Co 20 f/J ::J
CI)
0 0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0
Initial W/C ratio .Type 10 ~Type 30 D650SR .900 ~MC500+SP gLanko 737
Fig. 7-4 Final suspension volume at 20°C
94
•
•
•
100 -?f. - 80 Q)
E ::::J o >
60
5 40 'u; c: Q) o. 20 '" ::::J en
100
-?f. - 80 Q)
E :::l
g 60
5 40 'u; c: ~ 20 '" :::l en o
0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
.Type 10 BA16
~E12 DE12+SP(1,2% ~A 16+SP(1 ,2%)
0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
_Type 10 ~A12
DA12 + SP(1,2%) rBA12 + SP(4,O%)
Fig. 7-4 (cont'd) Final suspension volume at 200C
9S
•
•
•
• Setting time
The setting time is very sensitive to the variations of the initial W IC
ratios as shown in Tables 0-1 and 0-2 (Appendix D) and in Figures 7-5 and
7-6.
• The setting time varier. proportionally with an increase in the
initial W/C ratio for ail cement grouts. Sy adding more water to
the mix, the cement grain concentration decreases (the excess
water slows down the hydration reaction) and it takes more
time for the graut to set and harden.
• Type 10 and Type 30 cement grouts have the longest setting
times of ail cements (without SPs) studied in this project.
• The MC fineness and their chemical composition are the main
factors responsible for their lower setting times than the
reference Type 10 cement. It should be noted that SP should be
used in sorne cases (i.e. Spinor E12 at low W/C ratios) to
increase the setting times to avoid plugging of the microcracks
(especially if the initial W le ratio is low) .
•
•
•
30r---------------------~~==~ ... 25 +-----------------t ~e 10
Type 30 -M
~ 20 +------------------i 650SR
~ * o ~ 15 ~ -Q)
~ 10 +-----~~~~-------.,
5 +-----~~~---~.----------------~
0~~~~4_~~~~~~~~~~~~
o 0.5 1 1.5 2 Initial W/C ratio
30 ... 25
Type 10 09-MC500+SP -Mo
- 20 Lanko 737 f!? ... ~ E 12
~ 15 .... - E12+SP(1.2%) Q)
E 10 ~
5
0 0.4 0.5 0.6 0.8 1 1.2 1.5 2
Initial W/C ratio
Fig. 7-5 Initial setting time at 200C
97
•
•
'.
30 ... 25
Type 10 09-A 12
"* - 20 A12+SP(1,2%1 ~ ... ::::s
A 16 0 .c 15 ... '-" Q)
A16 +SP(1,2%1
E 10 i=
5
o 0.5 1 1.5 Initial W/C ratio
Fig. 7-5 (cont'd) Initial setting time at 200C
30
25
- 20 e? ::J 0 .c 15 '-" QJ
E i- 10
5
0
.... Type 10
~----------------------------------------------------------------~~ Type 30
+--------------------------------------------------~~ 650SR
0 0.5 1 Initial W/C ratio
1.5
.. 900
Fig. 7-6 Final setting time at 200C
98
2
2
• 30 l===-===::;--------------,
Type 10
25 09-MC500+SP
"* ...-. 20 Lanko 737 ~ .... :J E 12 E. 15 .. Cl) E12+SP(1,2%)
E i= 1 0 +----~---:79----------_t
5 +----------+----------------------~
o 0.5 1 1.5 2 Initial W/C ratio
• 30 ... 25
Type 10
~ A 12
"* ...-.20 A12+SP(1,2%) ~ * :J
A1S 0 ..c: 15 .. - A16 +SP(1 ,2%) Cl)
E i= 10
5
0
0 0.5 1 1.5 2 Initial W/C ratio
• Fig. 7-6 (cont'd) Final setting time at 200C
99
•
•
•
7.2.2 Hardened grout characteristics
Several mechanical characteristics can be verified using the tests
mentioned in Section 6.4. The results of these tests are given below,
keeping in mind that the emphasis is placed on the effects of the variation of
the W/C ratios .
• Modulus of elasticity and Poisson' s ratio
The values of the modulus of elasticity (El and the POlsson's ratio (ul
were obtained (see Tables E-1 and E-2, Appendix El after the 28 day curing
period of the cylindrical specimens.
Analysis of Figures 7-7 and 7-8 uses the initial and effective W/C
ratios, respectively, to show why the effective W/C ratios (only up to 0.85,
because it corresponds to Type 10 highest effective W/C ratio) should be
used when comparing different cement grouts that have different bleedlog
rates. It can be seen in Figure 7-7 that when the initial W IC ratio is low
(very little bleeding for ail cements), the reference Type 10 grout has the
lowest E values, but when the initial W IC ratios increases to 0.8 and hlgher,
its E values are higher than for most of the other cements (intermediate and
microfinel.
Figure 7-8 (using effective W/C ratios) shows that the micro fine
cements (Spinor A 12, A 16, E12 and MC500 + SPI have then higher Evalues
than for the Type 10 cement for ail the ratios. The Idea IS to compare the
mechanical properties of two cement specimens that used the sa me amount
of water to hydrate and the same "true" W/C ratio of settled particles to
establish a fair comparison of the different types of cement.
The main observations concerning the se two parameters follows:
• The modulus of elasticity of the grouts decreases as the W IC
ratio increases (E is inversely proportional to W IC).
100
•
•
•
20~----------------------~==~ • il10 -cu Q.
~ 15 ~ ·0 ~ CI)
cu 10 1) ..... o
5
o
H-------------------------~Ej~ Il iii
.~m_ ...... --..... -------_; L.nko 137
0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
20r--------------------------------~~ -cu Q.
~ 15 ~ '0 1;; -m 10
o CI) ::J :; 5 "0 o ~
o 0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0
Initial W/C ratio
Fig. 7-7 Modulus of elasticity vs. initial W/C ratios at 200 e
101
•
•
•
20
-cu Q.
~ 15 b '0 ~ rn : 10 't-o rn ::J -::J 5
"0 o ~
a
20
't-o fi)
; 5 "0 o ~
o
.
0.40
0.40
• . . • 0.50 0.60 0.70
Effective W/C ratio
1
L . 0.50 0.60 0.70
Effective W/C ratio
• tIl'O ,~,
tj~ ~
Ëi ---
fil ~ lanko 737
'- 1--
~
0.80 0.90
• fit 0 1-
~ --
~ Il t-E"
• . 0.80 0.90
Fig. 7-8 Modulus of elasticity (GPa) vs. effective W/C at 20°C
102
•
•
•
• At a temperature of 200 C, the reference cement Type 10 grout
has modulus of elasticity values which vary from 14.3 to 6.1
GPa with effective W/C ratios of 0.40 to 0.85, respectively (a
30 MPa concrete has a Evalue near 28 GPa [23]). The values
for Type 30 cement grout can be seen ta be about 200/0 greater
than for those of Type 10. The greater concentration of C3S
and the fineness of Type 30 cement are the factors responsible.
• Spinor (A 12, A 1 6 and E 12) MC grouts have a higher modulus
of elasticity than for the Type 10 cement grout (at 200 C) up ta
an effective W/C ratio of 0.80, indicating that grain finenes:-,
plays an active raie.
• The Poisson's ratio (v) of the hardened graut specimens varies
between 0.10 and 0.18 close ta the value for normal concrete
For example, a 30 MPa concrete has a v value of 0.15 to O. 18
[23] .
• Compressive strength
The compressive strength (fc') is the maximum axial stress resisted by
the grout cylindrical specimens. The results used here are the ones that
were obtained with the cylinders because their average values were better
than the values obtained with the cubes.
Figures 7-9 and 7-10 show the compressive strength as a function of
the initial and effective W/C ratios (the complete results are present in Table
F-1, Appendix F).
• The compressive strength, fc', is inversejy proportional to the
increase in the W IC ratio for ail the cement grouts.
(~ The effective W/C formulation allows Type 10 cement graut ta
be identified as the weakest cement. This was expected
because this cement has the lowest concentration of C3S and
the coarsest particles [19].
• ln general, Micracem 650SR (highest C3S content) and Lanka
737 MCs are the strongest cements studied in this
investigation.
103
•
•
•
80
70
60
_50 ca ~ 40 -~ 30
20
10
0
80
70
60
_ 50 cu
~ 40 -~ 30
20
10
0
• _10 P
Ej30 rlf - -
Il Lanka 737
0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
• +-________________________ ~~10
~----------<lD ~-----____4~
fil .... --~ ___ __m......._------.--____4 E12
0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
fig. 7-9 Compressive strength vs. initial W/C ratio at 20°C
104
•
•
•
80
70
60
co 50 a. ~ 40 -S 30
20
10
o
80
70
60
(ù 50 a. ~ 40 -S 30
20
10
o
1-
.
• 1 1
0.40 0.50
. 0.40 0.50
• 1-
fit ~30
li iii Lanko 737
• .1 J .1 1 -.-
0.60 0.70 0.80 0.90 Effective W/C ratio
• ~ _'0 0 ~
Ir ~
Il E12
J. --' J .1 1 . . 0.60 0.70 0.80 0.90
Effective W/C ratio
Fig. 7-10 Compressive strength vs. effective W/C ratio at 200C
105
•
•
•
• The fc' values ~btained for the blended Portland-slag cement
grouts (Spinor A 12 and A 16, MC500), tested after 28 days at a
curing temperature of 200 e are slightly higher than those of the
reference Type 10 cement grouts.
• Bond strength
Most of the time, the hardened grout failed in a crack because of its
poor bond strength.
ln spite of low values obtained (see Fig. 7-11 and Table G-1 in
Appendb" G), the following observations can be made:
• As for the compressive strength and the modulus of elasticity,
the tensile bond strength is inversely proportional to an increase
of the W/C ratio .
• With the low values obtained for ail cements, it is difficult to
analyze the bar charts but it shows that the microfine cements
have a better bond resistance to tensile forces than ordinary
Portland cement grout.
• Type 10 has the lowest tensile bond strength, approximately
0.2 MPa, at both effective W/C ratios of 0.4 and 0.5
106
•
•
•
2.0----------------------------------1.8 .J--------------jr. • ..-----" 1 6 Type 10 m . +-------------.---------------~[]
a.. 1.4 Type 30 ~ ~ ';; 1.2 650SR ~ ~ ~ 1.0 900
~ 0.8 ~ 'u; Lanko 737 ij 0.6 +---=
1- 0.4
0.2 0.0
0.4 0.5 0.6 0.8 1.0 Effective W/C ratio
2.0...------------r===:::::;, • 1.8 +---------------4 Type 10
1.6 0 m M6 a. 1.4 ~ ~ MC500+SP i 1.2 lm ~ 1.0 ; ~ 0.8 E12 'u; '----... ij 0.6 +------1- 0.4 i-----;"1ê§
0.2
0.0 0.4 0.5 0.6 0.8
Effective W/C ratio
Fig. 7-11 Bond tensile strength at 200C
107
1.0
•
•
•
• Shrinkage/expansion
The bars (made with an initial W/C ratio of 0.6) were tested in two
different environments: the first is a very humid one (100% relative
humidity) and the second is dryer environment (Iess than 30% relativo
humidity). Thus, the shrinkage and the expansion were more easily
perceptible on a shorter period of time.
The results are presented in Figures. 7-12 and 7-13 where shrinkage
values are considered as negative and expansion values as positive. As
expected, bars cured in water expanded whereas those left in a dry
environment shrank.
• The Type 10 cement-based grout expands when submerged in
water (humidity = 100%) and shrinks when left in a dry
environment (humidity less than 30%). However, the shrinkage
phenomenon was more important than the expansion one. Thi0
confirms that hardened cement paste needs water fer a certain
time to complete its hydration (not only in the first hours after
mixing). Another reason which also ex plains shrinkage in a dry
environment is the effect of capillary water; when the water
molecules held by capiilary tension in small capillarles (5 to 50
nm) is removed (evaporation) in a not-so humid environment, it
may cause shrinkage of the specimen [23].
• Type 30 cement grout expands twice as much as the Type 10
cement grout, and it also shrinks more than Type 10 when the
specimens are located ill a dry environ ment. The chemical
composition is the main factor which contributes to this
difference in the behavior of the two grouts.
• Type 10SF (8 % silica fume added by the manufacturer) did not
expand as much as for ordinary Type 10 cement in a humid
environ ment. The silica fume must play a certain role in the mix
since it reduces the expansion compared to ordinary Type 10
Portland cement (at 200 C).
• The cements containing blastfurnaced slag (Spinor A 12 and
MC500) shrank more than ordinary Portland cements.
108
•
•
•
0.12 -~ 0 0.09 -c:
0 cn 0.06 c cu a. 0.03 x ~ Q) 0 Cl cu ~ c -0.03 'C .c (J) -0.06
0 5 10 15 20 25 30 Curing time (days)
' ..... Type 10 * Type 30 ~Type 10SF ... MC500+SP 1
0.06 -~ 0 -c 0.03 0 fn c cu C- O
~ Cl
-0.03 cu ~ c:
ï:::: .c (J) -0.06
0 5 10 15 20 25 30 Curing time (days)
I--Type 10*650SR -9-900 ... A12 ."!l-E12
Fig. 7-12 Shrinkage/expansion at a temperature of 20°C and relative humidity of 100%
109
•
•
•
-'#. 0 -.§ -0.1 (/)
~ -0.2 t====::~;~~;;~:::::!~~~~~;~:l ~ -0.3 Ci> g> -0.4 +-------------~ ...... --___4 __ ..
~
.§ -0.5 +------------------~
.c CI) -0.6 +---+----1~_+__+-+___+_____4f__+__+-+__+___I
o 5 10 15 20 25 30 Curing time (days)
,-Type 10 "* Type 30 -9- Type 10SF ... MC500+SP 1
.-~ 0 .. ==========~----------------_1 -5 -0.1 "in
~ -0.21==:§;:::::~~==::~~;;~ ~ -0.3 Ci) ~ -0.4 t--------=~~~ ...... Ii:=::::~=-===~d
.::.t:.
.~ -0.5 -1-------------------:: .. ------4"
.r::. en -0.6 +---t--+---+-____4~_+__+-_+__+-+__-t--~_t
o 5 10 15 20 25 Curing time (days)
I_Type 10* 650SR -9-900 ... A12 ..... E12 1
Fig. 7-13 Shrinkage/expansion at a temperature of 200C and relative humidity less than 30%
110
30
• Ultrasonic pulse velocity
The u/trasonic pulse ve/ocities (Figs. 7-14 and 7-15) and the dynamic constant values (Ed in Figure 7-16) are also presented in Tables H-1 to H-4 (Appendix H). They are given as a function of effective W/C ratios.
A number of trends can be observed:
• Of ail the cements tested in this study, Type 10 grout specimens genera"y have the lowest pulse velocities, using the effective W/C ratio for comparison purposes.
• On average, Type 30 cement grouts have higher pu/se veloeities than the reference Type 10 r,ement grout.
• The dynamic modulus of elasticity values obtained with this test are, on average, 15 to 25% higher than the ones obtained with the destructive test. But the same tendeneies were noticeab/e; the irtermediate and microfine cement grouts give higher values for the dynamic modulus of elasticity than for the reference Type 10 grouts.
III
• 4000 • lit -.!!! 3000 E -'0 cD
{~:r tljfSR
cD ~ II)
2000 cD >
Il L.nko 731
; "-cu cD .r:. 1000 en -'
o • 1 •
1 1 1
0.40 0.50 0.60 0.70 0.80 0.90 Effective W/C ratio
• 4000 • tif -II) 3000 -E -'0 cD cD ~ II)
2000 cD >
DA16
§+SP _AI2
SptnOf E12
cu ~ -.. cu cD .r:. 1000 Cf)
a • • • 1 1 1 1
0.40 0.50 0.60 0.70 0.80 0.90 Effective W/C ratio
• Fig. '-14 Shear (transversal) wave speeds at 20°C
112
•
•
•
4000 -r---------=--------.==:;,
~ --g 3000 CD a. C/)
CD > ~ c: o 'in CI)
~
2000
~ 1000 o ()
-CI) --E -"C CD CD Q. CI)
CI) > cu ~ c: 0 'in CI)
! Q. E 0 ()
4000
3000
2000
1000
0
0.40
1
:>.40
0.50 0.60 0.70 0.80 0.90 Effective W/C ratio
• fit OA16 _.SP IIA12
1- SptnorE12
.-
. 1. 1 . • • . 0.50 0.60 0.70 0.80 0,90
Effective W/C ratio
L--______________________________________________ _
Fig. 7-15 Compression (longitudinal) wave speeds at 20°C
113
•
•
•
25
Cà 20 a.. (!) -Z;> ë3 15 :.;l CIl l'ti Q; .... o 10 CIl ::J "3 ~
~ 5
o
25
Cà 20 a.. (!) ->. 13 15 :.;l CIl l'ti Q; .... 0 10 CIl ::::J :; "0 0
5 ~
o
I 1 . . . 0.40 0.50 0.60 0.70
Effective W/C ratio
L 1 ~ 1
0.40 0.50 0.60 0.70 Effective W/C ratio
Fig. 7-16 Dynamic modulus of elasticity at 20°C
114
• If [~r frffSR -- -
~ lanko 737
r- f-- r-
0.80 0.90
• 1)'° 0: E:j'A16
E:f+SP 1- lirA12
Sptnor E12
0.80 0.90
•
• Permeability
The permeability index gives interesting informations on the hardened grout durability (23].
Analysis of the permeability test data can be summarized as follow:
• Ali of the cements tested in this study were found ta be almost perfectly impermeable since the permeability index was less than lx10-11 cm/s for a maximum pressure differential of 13 MPa (no water went through the hardened grout specimens, even after being subjected to this pressure for many days).
• Ali cement-based grouts (ordinary Portland cements and Mes) must then be homogeneous, dense and contain very few microscopie pores. The values given by Mehta [23J in Table 6-10 at ultimate hydration is 6x 10-11 cm/s.
Therefore, the permeability of ail cements is not affected by the variation of the initial W/C ratio in the range studied (W/C ratio between 0.4 and 2.0) .
• Microstructural characteristics
Following this analysis, Phatographs 7-1 through 7-4 were taken which show that the specimens are very dense and homogeneous and contain almast no pores. These observations were predictable in reality, because the permeability test had shown that ail specimens without exception were impermeable, thus containing very few pores.
115
•
•
•
Photo 7-1 Type 10 cement with an initial W/C ratio of 0.8 (3500 X)
Photo 7-2 Type 30 cement with an initial W/C ratio of 0.8 (3500 X)
116
•
•
•
Photo 7-3 Microcem 650SR cement with an initial W/C ratio of 0.8 (1100 X)
Photo 7-4 MC500+SP cement with an initial W/C ratio of 0.8 (2200 X)
117
•
•
•
7.3 Effect of temperature
One of the main objectives in this study was to determine the effect
of tempe rature on the behavior of both fresh and hardened MC grouts used
for injection.
7.3.1 Fresh grout characteristics
• Viscosity
Viscosity results (Tables 8-1 and B-2, Appendix B) obtained at
different temperatures (40C, 100 C et 200C) are similar when the readings
are taken just after mixing.
However, for most liquids, the viscosity values increase when the
surrounding temperature is lowered (see Table 7-2) [28]. The results
obtained on the grouts may be explained as follows: the water used for ail
the grouts has a temperature around 150 C and the cement bags are stored
in the laboratory at approximately 200C (not in the climatic chamber
temperature) to effectively simulate the site conditions. The grout internai
temperature takes a while before stabilizing to a certain value that depends
on the surrounding tempe rature (climatic chamber's).
Table 7-2 Absolute viscosity of different liquids
Absolute viscosity (cps)
Temperature Water Mercury Ethylene-
glycol (oC)
4 1.57 1.60
10 1.31 > 30.0
20 1.00 1.55 19.90
The relative viscosity values (Figs. 1-1 to 1-18, Appendix 1) of cement
based grouts change slightly with variation in temperature if they are taken
60 minutes after mixing. Two reasons explain this change: the heat transfer
between the climatic chamber and the specimens stabilizes after a period of
118
•
•
•
60 minutes and the cement grains are hydrating and induces the grout to
set, thereby increasing its viscosity.
Table 7-3 (below) shows that even after one hour in the climatic
chamber, the internai temperature of the grout does not stabilize at the
surrounding temperature. The reason is that the hydration process induces
heat and the equi/ibrium temperature is a runction of time. The chemical
reaction between water and cement is exothermic, since heat is generated
which can last several hours, even days depending on the cement type and
the humidity level of the environment.
The grout temperature increases to 22°C when the ambient
temperature is set at 200C. However, it decreases to 70C and 11 0 C when
the tests are performed in a chamber where the ambient temperature is set
to 40C or 100e respective/y.
Table 7-3 Grout internai temperature variation vs. surrounding tempe rature
Grout average Grout average Climatic chamber ternperature just temperature temperature
after mixing 60 min after (OC) (OC) mixing (OC)
15 7 4
15 11 10
15 22 20
Thus, variations in the ambient temperatures will greatly influence the
hydration reaction between the cement grains and water: a lower
temperature slows down any exothermic reaction such as that between
cement and water [23].
The main observations concerning the effects of temperature
variations on the relative viscosity values of cement-based grouts are
summarized as follows:
119
•
•
•
• Just after mixing, the different grouts have almost identical
relative viscosity values regardless of the ambient tempe rature
of the climatic chamber (40C, 100 C or 200C).
• The heat transfer process continues with time and affects the
grout viscosity because the hydration phenomenoo is
accentuated. Since the setting times of any grouts are shorter
when the ambient temperature is high, the viscosity values will
also rise over time.
• The viscosities of the coarse (Type 10 and 30), the intermediate
(Microcem 650SR and 900) and Lanko 737 cements change
only by variation of tempe rature one hour after mixing.
• The viscosities of the MCs (Spinors and MC500) are usually
higher after one hour with an increase of temperature at ;ow
W/C ratios. It should be noted that these cements set very
rapidly and this influences the viscosity quite rapldly with low
W/C ratios .
• Bleeding (stability)
Grout stability is verified after letting the grout rest for 120 minutes. If
less than 5% of bleed water has appeared on the surface, the grout is
defined as "stable". Figures J-1 to J-18 in Appendix J contain bar charts
showing the variation in the suspension volumes of ail cement grouts after
120 minutes and also in their final state for different ambient temperatures
(40C, 100C and 200 C).
To verify accurately the effect of a tempe rature variation on the grout
bleeding rate, the final state of bleeding reached by each MCs shows better
results than the ones take at 120 minutes because, as seen earlier, the
effect of the ambient temperature on the grout internai temperature takes
some time to stabilize. Depending on the cement type and the initial W/C
ratio used, the sedimentation process may take up to 600 min.
It may be seen in Table C-1 (Appendix C) and in Figures J-l to J-18
that the influerce of temperature variations is not significant and does not
affect the bleeding of fresh grout.
120
•
•
•
Thus, it can be concluded that the grout stability is not affected by
tempe ratures
• Setting time
The temperature variation affects significantly the graut setting times,
as seen in Figures K-1 to K-20 in Appendix K. The reason is that the ambient
temperature slows down or accelerates the hydration reaction process
(exothermic reaction) as the temperature is lowered or raised, respectively.
Mehta (23) explained the generation of hydration heat by studying the
cement grout with a calorimeter to measure the rate of heat liberated during
the first 24 hours of curing. Fig. 7-17 shows two peaks in the first 24
hours: the descending peak A represents the initial setting time (beginning of
solidification and stiffening), whereas ascending peak B represents the final
setting time (complete solidification and beginning of hardening) of the
graut .
. a 1 2 ... o
!! 1 a
a::
O~~~--~-L~L-~ o 4 8 12 16 20 24
Tlme • Hours
Fig. 7-17 Rate of heat liberation (23)
The principal conclusions regarding temperature effects on the grout
setting times may be summarized as follows:
121
•
•
•
• An increase in temperature (Figures K- 1 to K-20) reduces the
setting times for ail cement and MC-based grouts tested. At low
W IC ratios, the difference (time) between the three curves is
not significant, however it increases significantly as more water
is added ta the mix.
• The initial setting times for Type 10 cement grout at 40 C vary
from 15.5 h ta 23.2 h for initial W/C ratios ranging from 0.4 to
0.8. The initial setting time decreases drastically (more than
50% in certain cases) when the temperature is raised to 200 C.
• The initial setting time of Type 30 cement graut is also much
shorter when the temperature is raised fram 40C to 200 C. Tests
at the intermediate temperature used in the study (100C)
showed that the initial setting times for Type 30 cement
decreases by almost 30% compared to the values at 40 C. As
stated earlier in Section 7.2.', the fineness and chemical
composition are the main causes for these shorter times.
• For ail MCs, an increase in the curing temperature fram 40 C to
200 C reduces the setting time to different degrees. MCs
(without SPI always have shorter setting times than those
obtained with Type , 0 cement, which confirms that fineness
plays an important raie in the setting-time of cement based
grout [19].
Thus, the main conclusion is that a decrease in temperature results in
longer setting times for ail types of cement grouts, and vice-versa. It is
suggested that, if reasonable setting times are desired, an injection should
be undertaken when the ambient temperature is at least l00 C.
7.3.2 Hardened graut characteristics
This section focuses on the effect of curing temperature (40 C, 'OoC
and 200 C) on the physical characteristics of MC-based grouts .
122
•
•
•
• Modulus of elasticity
Figures L-1 to L-6, in ApJJendix L, show the influence of temperature
on the modulus of elasticity (E) as a function of the initial w/e ratio for each
cement.
It proved almost impossible to measure the values of the modulus of
elasticity, E, and the Poisson's ratio, u, when cured at 4°C and 10°C on the
three blended-Portland cements containing granulated blast-furnace slag
(MC500, Spinor A 12 and A 16) with and without superplasticizer. The
cylindrical specimens were very friable and crumbled after a short period of
time (Iess than one hourI when removed from a moist environment. It seems
that the exterior surface was drying-out (Ioosing its water content by
evaporation) whereas the interior core remained humid (and still solid). Thus,
tensile stresses are appearing on the surface and multiple microcracks make
the specimens impossible to test .
Since the phenomenon appeared regardless if SPs were used, the
effect of this type of admixture can not be pointed out specifically as being
a cause of the problem even if it is weil known that some SPs are not
efficient when the temperature is below 100 e [4, 5, 11, 25].
However, this phenomenon was almost not observed when these
specimens were cured at 20°C. Maybe the blended-Portland (with blast
furnace slag) are almost completely i1ydrated after 28 days at that
temperature and the need of water is minimal then. It is known that blended
Portland cements with blast-furnace slag take more time to both hydrate and
gain strength than ordinary Portland cements [4, 22].
It can be seen that the temperature cannot be neglected as a
contributing factor ta the strong variations in the values of E and u of the
different hardened grout specimens. The general tendencies observed can be
summarized as follows:
• At 40 C, the values of E are always the lowest for ail grouts.
This confirms that at low temperature, the hydration reaction
123
•
•
•
..-... cu a. C> ->. +oJ
'0 ~ fi) cu Ci) '-0 fi) ::::l ::::l '0 0 ::;
between cement and water is slowed down and, at the same
time reduces the strength of the hardened product.
• However, it was noted that 4 cements (Type 10, Type 30,
Microcem 650SR and 900) which were cured at the three
selected temperatures (40 C, 100 C and 200C) reached the
maximum compressive strength values when cured at 1 DoC,
and not as expected at 200C. Therefore, there exists an
optimum curing temperature at which different grouts develop
their physical properties to an optimum level (se.~ Fig. 7-18, for
example). This phenomenon was also noted by Mnif [381 during
his studies at the Sherbrooke University.
• In general, the Poisson's ratio (v) follows the same trend
(maximum values at the same optimum temperature) as the
modulus of elasticity; these values vary between 0.10 and 0.17
for the different MC grouts.
20 Initial W/C = 0.6
15
10 ..
5 0 5 10 15 20 25
-&900
Fig. 7-18 Modulus of elasticity vs. curing temperature
124
•
•
•
• Compressive strength (fe')
The cu ring temperature has the same effects on the compressive
strength of the hardened grout specimens as on the modulus of elastieity.
No values could be determined at 4°C and 10°C for the three cements
containing granulated blast-furnace slag (MC500, Spinor A 12 and A 16). The
friability (crumbly) problem experienced with these cements prevented us
from studying the effect of the temperature on fc' as for E. The moisture
level, the curing temperature, curing period and SPs used are probably the
factors which greatly influence this type of cement.
Since no problem was encountered when testing Lanko 737 at 4°C,
this blended-Portland cement probably does not contain as much slag .as the
other similar cements (MC500, Spinor A 12 and A 16) or it does not contain
slao at ail.
Close examination of the Figs. M-1 to M-6 (Appendix M) reveals the
following effects of tempe rature variation on the compressive strength of
hardened grouts:
• The compressive strength, fc', values at 40 C are always the
lowest obtained for ail grouts tested (the same conclusion as for
the modulus of elasticity).
• The same four cements used in the previous tests (i.e. Type 10,
Type 30, Microcem 650SR and 900) are more resistant in
compression when they were cured at 100 C (not as expected at
200 C). Therefore, there is an optimum curing temperature for
each cement (see Fig. 7-19).
• It is important to use the lowest initial VV IC ratio (for ail types of
cements) possible because grout strength (compressive) in the
hardened state is greatly affected by the W/C ratio used.
Therefore, the same conclusion apply for both the rnodulus of
elasticity and the compressive strength characteristics: cements have an
125
•
•
•
optimum curing temperature. For coarse and intermediate Portland cements,
it appears that this optimum temperature is near 1 Qoe.
Initial W/C = 1.0 20~-----------------------------------
~ 10+-------~~--------------~----~
o 5 10 15 20 25
-&900
Fig. 7-19 Compressive strength vs. curing tef"lperature
• Shrinkage/expansion
The linear shrinkage/expansion test was performed during the first
month of curing of the hardened grout specimens. The influence of
temperature on the shrinkage characteristic was studied using two
temperatures (40 e and 200 e) and the results are presented in Figs. N-1 to
N-B (in Appendix N). It should be noted that the expansion process has
positive values whereas the shrinkage process is represented by negatlve
values.
ln many cases (except MC500 + SPI when the specimens are in a
humid environment it can be seen that a low temperature increases the
expansion process.
126
•
•
•
On the other hand, when the environment is not humid, the
temperature variation affects the grouts in different ways, depending on the
graut type. Type 10 and Type 30 cements, for instance, shrink more when
the temperature is low, whereas the others (Type 10SF and Spinor A 12)
shrink more at higher temperature.
Thus, the effect of temperature variation is dependent on the cement
composition and type (Portland, blended-Portland slag, admixture added,
etc.) since their coefficient of thermal expansion is different .
• Permeability
The permeability of the grout specimens is not affected by
temperature changes: ail specimens are still almost perfectly impermeable
(as mentioned in Section 7.2.2), regardless of the cu ring temperature .
• Ultrasonic pulse veJoeities
The pulse veloeities (compressive type and shear type) are affected by
curing temperature variation. The data obtained trom this test is presented in
Figs. 0-1 to 0-12 (Appendix 0). It may be concluded that a low temperature
(40 C) affects most of the cement grout specimens negatively (velocities are
slower, indicating it is less dense and more porous). It is, therefore,
preferable to use these products when the temperature is at least 100C ta
obtain acceptable physica! characteristics.
It should be noted that sorne of the values obtained and shown in the
Figures are sometimes too high or to low because on sorne occasions the
wave signal was difficult to perceive when it went through the hardened
specimens.
As for the other tests for the mechanical properties, the fastest
speeds were generally obtained for the specimens which were cured at a
temperature of 10°C .
127
•
•
•
7.4 Effect of chemical ad mixtures
The two chemical admixtures tested in this program are the
superplasticizers (SP) and the anti-washout agents (AWA). Superplasticizers
(SP) are products designed ta Improve both the viscosity and the bleeding
(stability) of a graut, although they have the disadvantage of increasing the
setting time. Anti-washout agents (AWA) are designed to mainly reduce the
washout rate of fresh graut in a crack by water (pressure and velocity) and
decreases the graut bleeding rate (increasing its stab,lity).
The sections that follow describe only the effects of SP and AWA on
the rheological characteristics of grouts.
7.4. 1 Superplasticizers
The three rheological characteristics of the grout (viscosity, bleeding,
setting time) were examined for each graut mix at a temperature of 20°C.
Type 10 cement was used as the reference and tested with a naphthalene
based SP (Eucon from Euclid Inc.) and a melamine-based SP (Melment also
from Euclid Inc.). The three Spinor MCs were also mixed with the Melment.
The SP proportions used (dry weightl are always expressed in terms
of the weight of the cement used for the initial W IC ratio. The MC500
cement is mixed with its own SP (NS200) in a proportion of 1 % with
respect to the weight of the cement. Lastly, the SP proportion in the Lanko
737 was unknown because it was already added in powder form in the
cement by the manufacturer .
• Viscosity
The addition of SP in any quantity to the grout mix is aimed mainly at
reducing its viscosity (or increasing its fluidity). Figures 7-20 to 7-24 present
viscosity data for different MC grouts relative to a reference Portland cement
Type 10 .
128
•
•
•
500 Naphthalene-based SP ...
Type 10 - 400 -V-tn Type 10+SPIO.2%1 a. 0 * - Type 10+SPIO,4%) ~ 300 .... 'in Type 10+SPI1.2%1
8 ... tn Type 10+SPI2.0%1 '> 200 Q)
> .. al "i 100 Q:
o 0.5 1 1.5 Initial W/C ratio
Fig. 7-20 Relative viscosity of Type 10 cement with a naphthalenebased SP at 20°C
500 Melamine-based SP ...
Type 10 - 400 -V-tn a. Type 10+SPIO.3%1 0 * -~ Type 10+SP(O.6%1
'0 300 ... 8 II
Type 10+SPC1.0%1 ... U) , Type 10+SP(1.5%1 'S \ Q) 200
\\ > .. al "i 100 Q:
~~ • 0 0 0.5 1 1.5
Initial W/C ratio
Fig. 7-21 Relative viscosity of Type 10 cement with a melaminebased SP at 20 ° C
129
2
2
•
•
•
500 -Type 10 - 400 ...... tn Q. A12 0 "* -~
A12 + SPI1.2%)
en 300 ... 8
A12 + SP(4.0%1
tn '> 200 Q)
> ~ lU 1) 100 IX:
0 0 0.5 1 1.5
Initial W/C ratio
Fig. 7-22 Relative viscosity of Spinor A 12 MC with a melaminebased SP at 20 0 e
500 .. Type 10
- 400 ......
tn A16 Q. 0M-O
2
- A16 + SP(1.2%1
~ 300 ...
'in E12
8 .. fi) E12 +SP/l.2%)
'> 200 Q) > ~ lU Qi 100 0:::
0 0 0.5 1 1.5 2
Initial W/C ratio
Fig. 7-23 Relative viscosity of Spinor A 16 & E 12 Mes with a melaminebased SP at 200 e
130
•
•
•
500 ... Type 10 - 400 09-", MC 500 +SP C.
0 -M-- lanko 737 ~ "in 300 8 ", 'S;
200 CD > :.e::; as ëD 100 ~
o 0.5 1 1.5 2 Initial W/C ratio
Fig. 7-24 Relative viscosity of MC500+SP and Lanko 737 MCs at 20°C
The previous graphs show that SPs reduce the v.scosity of cement
based grouts:
• Naphthalene-based SP, with a proportion of 1.2°A, (dry weight)
per cement by weight, considerably reduces the grout viscosity
when the initial W/C ratios are small. However, a proportion of
2.0% of SP does not make any significant difference compared
with a proportion of 1.2% of SP which appears to be the
optimum quantity.
• Melamine-based SP is used optimally when its proportion, per
cement by weight, is near 1.0%. It was noted that a croportion
of 1.5% of this SP did not significantly change the viscosity
readings .
• SP substantially lowers the relative viscosity values of MC
grouts. With 1.2% of melamine-based SP used with Spinor A 12
and A 16, th'=! relative viscosity is nearly 50 times lower than the
value for an initial W/C ratio of 0.8. In the case of Spinor E12
131
•
•
•
with SP, the relative viscosity values also decrease for ail W/C
ratios.
• MC grouts used without any SP do :",ot have good fluidity until
very high W/C ratios. Therefore, SP must be used if high fluidity
is required (thus low viscosity), it also has a favorable effect on
the mechanical properties of the grout since less water is
needed for a specific viscosity.
• The naphthalene-based SP produces a lot of air bubbles in the
grout mix .
• Bleeding (stability)
The addition of SPs (Figs. 7-25 to 7-28) is also intended to improve
the stability of the grout, since these products deflocculate the cement
grains in suspension in the water.
However, if too much SP is used in the mix, the grout may becorne
over-saturated, which would increase the segregation of grains and cause
more bleeding compared with the condition when no SP is used. It is,
therefore, essential to determine the optimum quantity (which is a function
of cement weight) of SP for each initial W/C ratio to be used during the
injection.
It can be concluded that:
• The addition of a SP (melamine- and naphthalene-based) does
not influence the bleeding rate of Type 10 cement with an initial
W/C ratio of 0.4. However, a small proportion of SP (0.2%
Eucon or 0.3% Melment) slightly improves the stability (reduces
the bleeding rate) of Type 10 cement grout when the initial W/C
ratio is high.
• In fact, the stability of a grout would be increased in the sense
that, for a given fluidity, less water is required with the addition
of SPs, thereby reducing the W/C ratio .
• When the Type 10 cement grout has medium or high initial W/C
ratio (1.0 and 2.0), a proportion of SP exceeding 0.2% (Eucan)
132
•
•
•
-~ ° -Q)
E ::l '0 > c 0 fn c Q) Co U) ::l
C/)
or 0.3% (Melment) over saturates the grout and causes
considerable bleeding of water on the surface .
• A SP added to a MC (Spinor A 12, A 16 and E12) does not
change their stability results for any initial W/C ratios. It should
be noted that these MC grouts are stable even without SP
agents at high W/C ratios. New tests performed at very high
W/C ratios (3.0, 4.0, 5.0, etc.) should be performed to verify if
SPs have an effect on their bleeding rate.
Type 10 + SP(naphthalene) 100
80
60
40
20
0 0.4 1.0 2.0
Initial W/C ratio
1_(O.OO/OSP) ~(O.2% SP)D(O.4% SP)fB(1.2% SP)~(2.00/0 SP)1
Fig. 7-25 Suspension volume of Type 10 cement with a naphthalenebased SP at 20°C
133
•
•
•
-'#. -Q)
E :l (5 > c o "ii) c Q)
100
80
60
40
~ 20 :l en
o
Type 10 + SP(mellmine)
0.4 1.0 2.0 Initial W/C ratio
1_(0.0% SP) ~(O.3% SP) 0(0.6% SP) .(1.0% SP) ~(1 5% SP) 1
Fig. 7-26 Suspension volume of Type 10 cement with a melaminebased SP at 20°C
100 -cf!. 80 -Q)
E :l 60 (5 > c
40 0 .;;; c Q)
20 c... t/) ::::J en
0 0.4 0.5
_Type 10 F1JA16
0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
~E12 DE12+SP(1,2%) ~A16+SP(1,2%)
Fig 7-27 Suspension volume of Spinor A 16 and E12 MCs with melaminebased SP at 20°C
134
•
•
•
-~ o -Q)
E :::s a > c: a U) c: Q) cU) :::s en
100
80
60 -+-==1--
40
20
o 0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0
Initial W/C ratio
.Type 10 ~A12
DA12 + SP(1,2%) ~A12 + SP(4,O%)
Fig. 7-28 Suspension volume of Spinor A 12 MC with a melaminebased SP at 20°C
• Setting time
The superplasticizers are known to increase the setting times of
cement-based graut [11]. Figures 7-29 to 7-36 show the initial and final
setting times for different grouts to which SPs were added in different
proportions. The following observations were made after completion of this
test:
• Both types of SP (melamine and naphthalene) strangly affect
the initial and final setting times of Type 10 cement grout by
increasing significantly the time for hardening. Therefore, a
melamine-based SP should not be used with a proportion
greater than 0.6% whereas a naphthalene-based should be set
ta 0.4% for the range of initial W IC ratios used.
• SP also increases the setting times of Spinor A 12, Spinor A 16
and Spinor E12 .
135
----------- ---
•
•
•
30
25
- 20 en ~
::J 0
oC 15 -Q)
E .- 10 t-
5
0
Type 10 + SP(naphthalene)
-+-_______________ ~ (0 C'/eSP)
-9-(02% SP)
+-------------~------~~ (04% SP) ...
+-------~.",c...~~~""""------~ (1 2% SP) -& (20% SP)
0 0.5 1 1.5 Initial W/C ratio
Fig. 7-29 Initial setting time of Type 10 cement with naphthalenebased SP at 20°C
2
Type 10 + SP(naphthalene) 30 T-------------------~~---------------------------~ -25 +-______ ~~-------~(OO%SP)
.sr (02% SP)
- 20 +--------------~~------.......... -----~"* I!! ~ (04% SP) o é15 ... d) (12% SP) E & j:: 10 (20% SP)
5 +----------------------------------------------------------------------~
o +-+-~~-+-+--+-~+-~~~-+--+-~~~+-~-+-+~ o 0.5 1 1.5
Initial W/C ratio
Fig. 7-30 Final setting time of Type 10 cement with a naphthalenebased SP at 20°C
136
2
..
•
•
Type 10 + SP(melamine) 30r---------------------~~==~ -25 +------------------------f (00% SP)
-9-(03% SP)
W20 +---------------.--.--------t* :::J (06% SP)
o * é 15 (1.0% SP) ~ ~
.5 1 0 (1.5% SP)
.....
5+-------------------------------------~
o~~~+-~~+-~~+-~~~~-+~~~~
o 0.5 1 1.5 Initial W/C ratio
Fig. 7-31 Initial setting time of Type 10 cement with a me/aminebased SP at 20°C
30
25
- 20 ~ :::J 0 .c 15 -~ E .- 10 .....
5
0
Type 10 + SP(melamine)
-+----------J'---J;""....-----------f (00% SP) .. (0.3% SP)
+----------+~----~----------f* (06% SP) ....
+------+-+-~~~---------f (1 0% SP)
0 0.5 1 Initial W/C ratio
1.5
-& (15% SP)
Fig. 7-32 Final setting time I)f Type 10 cement with a me/aminebased SP at 20°C
137
2
2
•
•
•
30 .. 25
Type 10
• MC500+SP
"* - 20 Llnko 737 [!? .. ::l 0 E 12
.s=. 15 .. --CD E12+SP(1.2'11t)
E 10 i-
5
o L-+-__ ~==~ __ +-__ ~ __ +-__ +-__ ~ 0.4 0.5 0.6 0.8 1 1.2 1.5 2
Initial W/C ratio
Fig. 7-33 Initial setting time of MC500+SP(NS200), Lanko 737 and Spinor E12 + SP(melamine) at 20°C
30 ... 25
Type 10 ..... MC500+SP -Mo - 20 Lanko 737 [!? ...
::l E 12 0
.&:: 15 .... -CI) E 12+SP(1.2'11t)
E 10 i=
5
0
0 0.5 1 1.5 2 Initial W/C ratio
Fig. 7-34 Final setting time of MC500+SP(NS200t, Lanko 737 and Spinor E12 + SP(melamine) at 20°C
138
•
•
•
30 ... 25
Type 10 09-A 12
"* - 20 A12+SP(1,2'11o) ~ ..-::J
A16 0 .c 15 .. - A16 +SP(1,2'11o) Q)
E 10 t=
5
0 0 0.5 1 1.5 2
Initial W/C ratio
Fig. 7-35 Initial setting time of Spinor A 12 and A 16 with a melaminebased SP at 20°C
30 ... 25
Type 10 09-A 12
"* - 20 A12tSP(1.2'11o) ~ .... ::J
A 16 0 .c 15 .. "-" Q)
A16 +SP(1.2'11o)
E 10 ;::
5
0 0 0.5 1 1.5 2
Initial W/C ratio
Fig. 7-36 Final setting time of Spinor A 12 and A 16 with a melaminebased SP at 20°C at 20°C
139
•
•
•
7.4.2 Anti-washout agents
Two anti-washout agents (AWA) were tested: Sikament 100SC (liquid
form) produced by Sika and Walan Gum (powder form) distributed by
Ciment St-Laurent .
• Viscosity
Figure 7-37 contains the relative viscosity curves of Type 10 cement
grouts with AWA as a function of the initial W/C ratio.
500 -Type 10 - 400 .sr ri) Tl0+Slka 100SC a. 0 "* - Tl0+Welan Gum ~ .- 300 ri) 0 0 ri)
'> 200 ~
+=i CU
Q) 100 0::
0 0 0.5 1 1.5
Initial W/C ratio
Fig. 7-37 Relative viscosity of Type 10 cement grouts with AWAs at 20°C
2
The analysis of the previous Figure (7-37) show that the AWAs
significantly increase the relative viscosity of the Type 10 cement graut,
especially at low W/C ratio. It would be preferable if a compatible SP is also
used to obtain acceptable viscosity values for a given fluidity (viscos:ty).
140
•
•
•
• Bleeding (stability)
The bar chart in Figure 7-38 presents the suspension volume of Type
10 cement grouts with AWAs. The values were taken 120 minutes after the
grouts were mixed.
100
-~ 80 (l)
E :J 60 ~ c:
.Q 40 fi)
c: (l)
0. 20 fi)
:J CI)
o 0.4 1.0
Initial W/C ratio
~T10+Sika 100SC(]T10+Welan GU3
Fig. 7-38 Suspension volume of Type 10 cement grout with AWAs at 20°C
As specified in the manufacturer's technical data sheets, the AWAs
reduce the bleeding of water on the top surface of the grout.
The use of Sikament 100SC and Welan Gum AWA made the Type 10
cement grout stable with an initial W/C ratio of 1.0. The Welan Gum AWA
also made the grolJt stable at an initial W le ratio of 2.0. Therefore, the use
of AWAs is clearly a good way of improving the grout stability (reduces
bleeding).
141
•
•
•
• Setting time
According ta the AWA manufacturers, the grout setting time is the
rheolagical property which is most affected by the addition of the AWA
(Figs. 7-39 and 7-40).
These manufacturers (and distributors) also specify that these
products (AWAs) shauld be used when the ambient tempe rature is higher
than Boe, otherwise the setting time is very long.
It can be concluded that the setting times of Type 10 cement grout
increases when the Welan Gum AWA is added and does not change with
the Sika product.
30
25
- 20 ~ ::J 0
15 oC -Q)
E ~ 10
5
0
... Type 10
+-------------------------~~ T10+Slka 100SC
~----------------~------~~ T10+Welan Gum
0 0.5 1 1.5 Initial W/C ratio
2
Fig. 7-39 Initial setting time of Type 10 cement grout with AWAs at 20°C
142
•
•
•
30 -25 Type 10 ...... n O+Slka 100Se - 20 *" ~ nO+Welan Gum
:::::J 0
15 .c ........ Q)
E 10 i=
5
0
0 0.5 1 1.5 Initial W/C ratio
Fig. 7-40 Final setting time of Type 10 cement grout with AWAs
at 20°C
• General conclusions
2
ln conclusion, the effects of AWAs on the rheological properties of
cement grouts may be summarized as follows:
• The A WAs significantly increase the viscosity of Type 10
cement grout, and the use of SPs is recommended to lower
such high viscosities.
• The bleeding rate is lower when an AWA is used.
• Certain AWA increases the setting times of Type 10 cement
grout .
143
•
•
•
7.5 Effect of mixing
The main parameters to be checked are the mixing speed and time
used for preparing a cement grout with the mixer. It has becn observed that
the speed variation affects certain MC grout properties [16].
To verify the effect of the mixing time, several grouts were prepared
with Type 10, Type 30 and Type 10SF (8% silica fume by weight) cements
at a temperature of 200C.
7.5.1 Mixing time
The mixing procedure was the same for each grout: three initial W/C
ratios were selected (0.4, 1.0 and 2.0) and the grouts were mixed at a
speed of 2300 revolution per minute (RPM). On the other hand, the time
d uration varied between 1, 4, 10 and 15 minutes. The three rheological
properties (viscosity, bleeding (stability) and setting time) were tested using
the standard procedures.
• Viscosity
The data obtained is shown in Tables 7-4 and 7-5 and in Figs. P-l to
P-6 (Appendix Pl. The relative viscosity values presented here were recorded
just after and 60 minutes after mixing.
Table 7-4 Relative viscosity for different mixing times taken just after mixing
Relative viscosity (cps)
Cement Type 10 Type 30 l"~e 10SF
Mixino
time 1 4 10 15 1 4 10 15 1 4 10 15
(minI
0.4 271 274 283 299 408 399 448 537 330 254 344 371
W/C 1.0 21 20 21 22 36 33 37 38 39 41 40 37
2.0 3.2 3.1 3.1 4.0 5.0 5.4 5.5 5.7 7.3 6.1 5.8 6.3
144
•
•
•
Table 7-5 Relative viscosity for different mixing times 60 min after mixing
Relative VISCOSlty (cps)
Cement Type 10 Type 30 T~e 10SF
Mixing
time 1 4 10 15 1 4 10 15 1 4 10 15
(min)
').4 ---. 286 351 346 375 532 482 485 638 409 263 453 397
W/C 1.0 35 34 34 26 65 61 50 50 49 50 46 45
2.0 4.8 4.5 4.5 6.1 7.8 7.4 6.8 8.7 6.5 6.3 5.9 6.1
It can be seen that the influence of different mixing durations (from 1
to 15 minutes) does not significantly change the relative viscosity values of
the Portland cement based-grouts (especially and low W/C ratios). It should
be noted here that a high shear speed of 2300 RPM was used; different
results may be obtained if a slower speed is used .
• Bleeding (stability)
Table 7-6 and Figures P-7 to P-9 (Appendix P) present bar charts in
which the suspension volumes of the cement grouts are functions the initial
W/C ratios selected for the different mixing durations (120 minutes after
mixing).
Table 7-6 Volume in suspension for different mixing times 120 min after mixing
Suspension volumes (% 1
Cement Type 10 Type 30 Type 10SF
Mixing 1 4 10 15 1 4 10 15 1 4 10 time
(minI
15
0.4 100 100 100 100 100 100 100 100 100 100 100 100
W/C 1.0 73 81 80 78 83 82 81 82 94 95 83 88
2.0 51 50 47 48 64 67 70 73 55 62 63 64
145
•
•
•
It can be concluded that the effect of mixing time, with a rotational
mixing speed of 2300 RPM, does not affect significantly the stability of any
grouts.
• Setting time
The data for the setting times of the cement-based grouts is presented
in Tables 7-7 and 7-8 and in Figs. P-10 to P-15 (Appendix P).
Table 7-7 Initial setting time for different mixing times
Setting time (hours)
Cement Type 10 Type 30 Type 10SF
Mixing 1 4 10 15 1 4 10 15 1 4 10 15
time
(min)
0.4 6.3 5.3 5.2 5.0 3.8 3.8 3.6 35 57 6.0 53 50
W/C 1.0 9.2 83 7.8 7.4 7.7 7.2 6.5 6.4 11 6 103 98 925
2.0 > 24 > 24 > 24 > 24 > 24 > 24 > 24 > 24 > 24 > 24 > 24 > 24
Table 7-8 Final setting time for different mixing times
Setting time (hours)
Cement Type 10 Type 30 Type 10Sf-
Mixing 1 4 10 15 1 4 10 15 1 4 10 15
time
(min)
0.4 7.3 6.7 6.7 6.0 48 4.6 46 4.4 68 7.6 6.4 6.0
W/C 1.0 16.8 15.2 15.0 12.0 12.7 13.7 113 11.0 160 17.3 13.7 13 1
2.0 > 24 > 24 > 24 > 24 > 24 > 24 > 24 > 24 > 24 > 24 > 24 > 24
146
•
•
•
The important points to be noted are:
• The initial setting times for Type 10 (initial W/C = 0.4) cement
vary slightly from 6.3 hours to 5.0 hours when the mixing time
increases from 1 to 15 minutes. This is because when the grout
is mixed for a longer period of time, its cement grains have a
better chance to hydrate, thus produce more heat and reduce the setting time.
• However, the effect of mixing time for Type 10 cement is less
significant when comparing mixing durations such as 4 and 10
minutes.
• The same behavior was noted for the other cements (Type 30 and Type 10SF).
• General conclusions
The general conclusion to be drawn regarding the mixing time effects
on the rheological properties of cement grouts is that only the setting time is
slightly affected. Considering the sma" variation in setting times when the
mixing time is set to 4 minutes or 10 minutes, this range should be used
when the rotation al speed is equal to 2300 RPM.
7.5.2 Mixing speed
ln this section, the mixing time is kept constant (4 minutes) whereas
the rotational speed varies between 750 and 6000 RPM. The same
rheological properties as tested in 7.5.1 were verified (viscosity, bleeding (stability) and setting time).
• Viscosity
Some investigators, such as Schwartz and Krizek [16J, have
discovered that the rotational speed can influence certain rheological properties of MC-based grouts.
147
•
•
•
The tests performed in the present study verify the effects of speeds
mixing on ordinary Portland cements. Tables 7-9 and 7-10 and Figs. Q-1 to
Q-6 (Appendix Q) contain the data obtained using the Brookfield apparatus.
Table 7-9 Relative viscosity for different mixing speeds taken just after mixing
Relative viscosity (cps)
Cement Tvpe 10 Type 30 Ty[>e 10SF
Mixing
speed
(RPM) 760 1600 2300 3000 6000 760 1600 2300 3000 6000 760 1600 2300 3000
0.4 . 298 274 292 343 • 383 399 459 416 . 297 322 358
W/C 1 0 20 24 20 21 21 32 35 37 36 37 33 41 41 39
20 3.4 3.4 3.1 3.7 3.7 4.3 4.8 5.0 48 48 54 5.9 6 1 6.2
*: could not be mixed (speed too low)
6000
360
37
7 6
Table 7-10 Relative viscosity for different mixing speeds 60 min after mixing
Relative viscoslty (cps)
Cement Type 10 Type 30 Type 10SF
Mixing
speed
(RPM) 760 1600 2300 3000 6000 760 1600 2300 3000 6000 760 1600 2300 3000 6000
0.4 • 386 350 348 379 . 495 482 671 416 • 358 400 358 360
E/C 1.0 30 30 34 27 27 62 66 57 58 66 44 47 50 50 48
2.0 5.0 5 1 4.5 5.1 o 1 6.1 6.8 7.4 67 69 58 63 63 6 1 67
*: could not be mlxed (speed too low)
The relative viscosity has a tendency to increase slightly when the
rotational speed increases. This is because at higher speeds, the cement
grains are weil mixed and they hydrate better with water.
It is recommended that the mixing apparatus be powerful enough to
generate a rotation speed of over 750 RPM. Problems were experienced
when using a speed of 750 RPM to mix grouts with an initial W le ratio equal
148
•
•
•
to 0.4: the graut was too thick and this decreased the mixer rotational
speed nearly to zero .
• Bleeding (stability)
The results obtained are shown in Table 7-11 and in Figs. 0-7 to 0-9
(Appendix a). The different ratational speeds used ranged from 750 to 6000 RPM.
Table 7-" Volume in suspension for different mixing speeds 120 min after mlxlng
Suspension volume (%)
Cement Type 10 Type 30 Type 10SF
Mixing 160 1600 2300 3000 6000 160 1600 2300 3000 8000 760 1600 2300 3000 8000
speed
(RPM) 0.4 • 99 100 100 99 • 100 100 100 100 • 100 100 100 100
1.0 77 E/C
17 81 83 80 83 81 82 81 80 87 89 95 95 96
2.0 47 50 50 49 48 64 64 67 71 72 58 68 62 66 65
*: could not be mixed (speed too low)
It can be concluded that the rotational-speed variation does not
significantly affect the bleeding rate of any grouts for the initial W/C ratios
tested .
• Setting time
This section describe~ the tests performed to verity the effect of
variations in the mixing speed on the cement graut setting times. The
following trends may be detected from Tables 7-12 and 7-13 and Figs. 0-10
to 0-15 (Appendix a) :
• The setting times of the three cement grouts (Type 10, Type 30
and Type 10SF) are usually shorter (for low initial W le ratios)
when the mixing speed is high and when the mixing time is set
to 4 minutes. The rotational speed influence how weil the grains
149
•
•
•
are shear mixed with water and, in the case of high speeds,
helps the hydration process.
• However, when the initial W/C ratio is high (> 1.0), the setting
time variation is only slight for the different speeds.
Table 7-12 Initial setting time for different mixing speeds
Initial setting tlme (hours)
Cement Tvpe 10 Tvpe 30 TYlle 10SF
Mixlng
speed
(RPM) 760 1600 2300 3000 8000 760 1600 2300 3000 8000 160 1600 2300 3000 8000
0.4 . 57 53 55 55 . 38 38 38 37 . 60 60 60 68
W/C 1.0 9.0 83 83 85 83 70 70 72 68 68 106 100 103 100 98
2.0 >24 >24 >24 >24 >24 >24 >24 >24 >24 >24 >24 >24 >24 >24 >24
.: could not be mixed (speed too low)
Table 7-13 Final setting time for different mixing speeds
Final setting time (hours)
Cement Tvpe 10 T (pe 30 Ty 19 10SF
Mixing
speed
(RPM) 160 1600 2300 3000 8000 760 1600 2300 3000 8000 160 1600 2300 3000 8000
0.4 . 72 67 67 70 . 58 56 58 48 . 78 76 75 70
W/C 1.0 17 155 162 145 140 133 140 137 132 123 175 175 173 170 170
2.0 >24 >24 >24 >24 >24 >24 >24 >24 >24 >24 >24 >24 >24 >24 >24
.: could be mixed (speed too low)
• General conclusions
It may, therefore, be concluded that the effect of the mixing speed is
minimal if the speed used is equal or greater than 1500 RPM, with a mixing
time of 4 minutes. A rotational speed of 750 RPM is not recommended if a
thick grout is desired (it will be impossic-Ie to mix). Again, this data may
change if the mixing time less than or exceeds 4 minutes.
ISO
•
•
•
CHAPTER 8
SUMMARY AND CONCLUSIONS
8.1 Summary
The injection procedure used to strengthen or seal a hydraulic
structure such as a dam requires a thorough understanding of the design of
the structure, the types of loads to which it is exposed, and the ambient
environmental and climatic conditions. If the injection product used is
incompatible with the cracked material (concrete in the case studied here),
the injection will not be successful. It is, therefore, essential that utilities
know the characteristics of the selected repair products. Ordinary (coarse
Portland), intermediate and microfine (especially for microcracks sealing)
cement-based grouts must therefore be tested and analysed so that their
rheological and mechanical properties can be determin~d .
Portland cement-based grouts at ambient temperature have already
been studied but microfine cements are relatively new on the North
American market and very little data is available for any temperatures (even
20°C). When manufacturers do provide information, it is for an ambient
temperature of about 20°C, but most dams and other concrete structures in
Canada are exposed to a much harsher and colder climate.
The main reason for using microfine cements for injection in hydraulic
structures is revealed immediately in their name: the grain size of these
cements is infinitely finer than for ordinary Portland cements. In fact, grouts
made of the latter simply cannot be injected successfully into cracks with an
opening smaller than 0.5 mm without forming a bridge or clumps
prematurely. Microfine cements, on the other hand, can infiltrate much
more easily into microcracks « 0.5 mm) and are more effective in sealing
the structure .
They have the major disadvantage, however, of having a much higher
viscosity than ordinary Portland cements. To reduce their viscosity, chemical
151
•
•
•
agents such as SPs have to be added to the water-cement mix in various
proportions.
The injection conditions influence the choice of admixtures that can
be incorporated into the grout. For example, if the water flow is quite
considerable, anti-washout agents may be added to minimise the removal of
grout by the action of water. Also, low temperatures have a deleterious
effect on the grout setting time and the addition of a SP may have to be
considered.
8.2 Conclusions
A probing analysis of the results obtained from the many tests
performed in the course of this study validated the following points:
• The temperature affects only one of the rheological properties of
the graut; setting time. Furthermore, the temperature has an effect
on the mechanical characteristics of hardened graut. The ideal
curing temperature for Type 10-, Type 30-, Microcem 650SA- and
900-cement grouts is around 10°C (in order to get maximum
strength).
• Variations in the W le ratio have a substantial effect on the
following rheological and mechanical properties: viscosity, bleedirg
(stability), setting time, compressive strength, modulus of elasticity
and ultrasonic pulse velocities.
• There are two ways of reducing the viscosity of a grout: by
increasing the initial W IC ratio or using a SP. However, both
methods have inherent drawbacks:
- If the W/C ratio is increased too much, the grout becomes
unstable (excessive bleeding), its strength is decreased and it
takes longer time to set.
- If SPs are added, the setting time increases and there is a risk of
the grout oversaturing if the proportion of SP is too high. When
the point of equilibrium between the amount of cement and the
amount of SP is exceeded, the grout returns to a state of
instability caused by intensive bleeding.
152
•
•
•
• Some cements become unstable when the W/C ratio is too high .
The result is that the final W/C ratio (also called "effective" or W/C
of "settled grout") is not the same as the initial W le ratio (at the
mixing stage).
• SPs are essential when microfine cements are used because
otherwise the resulting viscosity is too high. The choice of SP is
important, however, because it must be compatible with the
cements. Also, th'~ proportions used must be optimal since they
have a negative effect on some of the grout characteristics when
too much SP is mixed with the water and cement.
• Anti-washout agents (AWA) improve the grout capacity to avoid
being washed out by a flow of water. It was noted that they
increase the stability of the grout. On the other hand, these
products also increase the grout viscosity and a SP should always
be used with them.
• The effects of the mixing time (beyond 4 minutes) and mixing rate
(beyond 1500 RPM) are minimal (with a paddle mixer) on the grout
rheological characteristics .
• Most hydraulic blended-Portland cements with granulated blast
fumace slag (Spinor A 12, A 1 6 and MC500 + SP) need more water
that ordinary cements for the sa me fluidity.
8.3 Future work
The aspects that cali for further study on some of the important
properties of cement-based grouts are listed below:
• The optimum temperatures for grout performance need to be
specifically determined. Future work should focus on temperatures
around 10°C.
• Several microfine cement products exist on the market.
Manufacturers quote excellent results with respect to certain
characteristics but regularly fail to mention other properties such as
stability, shrinkage/expansion, etc. They also rarely specify the
type and proportion of SP to use. The compatibility of the SP with
the cement used must be verified first and foremost, and then
153
---------------------------------~-- - ------------ ---
•
•
•
optimum amount of SP should be used for the different W/C ratios
used for the injection.
154
•
•
•
REFERENCES
1- Mirza, J., "Cracking in Concrete Dams: Causes and Remedies", HydroReview, Vol. IX, No. 3, June 1990, pp. 52-62 ..
2- ACI Committee 224, "Causes, evaluation and repair of cracks in concrete structures", Committee report No. 2241.R-84, ACI Journal, 1984, pp. 211-230.
3- Mirza, J., Popiel, M., Lacasse, J.P., Pelletier, M., Ballivy, G., Saleh, K., "Injectable cementitious materials for cracks in hydraulics structures", Proceedings ACI International conference Hong-Kong, 1991, pp. 217-231.
4- Houlsby, A.C., "Construction and Design of Cement Grouting", Wiley Series, 1990, 442 pp.
5- Saleh, K., "Rapport de synthèse et de re.;ommandation sur les méthodes, produits et équipement d'injection", IREQ-93-211, August 1993, 45 pp .
6- Karol, R.H., "Chemical grouting", Marcel dekker inc., Second edition, 1990, 465 pp.
7- Bruce, D.A., "Progress and Developments in Dam Rehabilitation by Grouting", Proceedings Conference on Grouting, Soil Improvement and Geotech., ASCE, New Orleans, La., 1992, pp. 601-613.
8- Clarke, W.J., "Performance Characteristics ol Microfine Cement", ASCE, Atlanta, Georgia, May 14-18, 1984.
9- Bruce, D.A., "The Practice and Potential of Grouting in Major Dam Rehabilitation", ASCE Annual Civil Engineering Convention, San Fransico, CA, November 5-8, 1990, 41 pp.
10- Hakansson, U., Hassler, l., Stille, H., "Rheological Properties of Microfine Cement Grouts With Additives", Proceedings Conference on Grouting, Soil Improvement and Geotech., ASCE, New Orleans, La., 1992, pp. 551-563,.
11- Ramachandran. V.S., "Concrete Admixtures Handbook: Properties, Science and Technology", Noyes Publications, 1984, 626 pp.
155
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•
12- Caron, C., "The state of grouting in the 1980's", Proceeding Conference on Grouting in Geotech. , ASCE, New Orleans, La., 1982, pp. 346-358.
13- Clarke, W.J., rt Micro fine Cement Techn%gy", 23rd International Cement Seminar, Atlanta, Georgia, December 6-9, 1987.
14- Zebovitz, S., Krizek, R.J., Atmatzidis, O.K., "Injection of Fine Sands with Very Fine Cement Grout", Journal of Geotechnical Engineering, Vol. 115, No 12, Dec. 1989, pp. 1717-1733.
15- Saleh, K., Mirza, J., Ballivy, G., MOlf, T., "Selection criteria for Portland and microfine Cement-based injection grouts", International Conference on Grouting in Rock and Concrete, Salzburg, Autriche, Oct. 1993.
16- Schwartz, L.G., Krizek, R.J., "Effects of mixing on rheological properlles of microfine cement grout", Proceeding Conference on Grouting, SOli Improvement and Geotech., ASCE, New Orleans, La., 1992, pp. 512-525.
17-Lea, F.M., "The chemistry of cement and concrete", Chemical publishmg company Ine., third edition, 1971, 727 pp .
18- Shimoda, M., Ohmori, H., "Ultra fine grouting materia/", Proceeding Conference on Grouting in Geotech., ASCE, New Orleans, La., 1982, pp. 77-91.
19- Tsivilis, S., Tsimas, S., Benetatou, A., Haniotakis, E., "Study on the contribution of the fineness on cement s treng th " , Zement-Kalk-Gips, Vol 43, No 1, 1990, pp. 26-29.
20- Derucher, K.N., Korfiatis, G.P., "Materials for civil and highway engineers", Second edition, Prentice Hall, 1988, 514 pp.
21- Fiorato, A.E., Burg, R.G., "Engineering properties and testing of HighStrength Concrete", Proceedmgs 1993 CPCA/CSCE Structural concrete conference, Toronto, May 19-21, 1993, pp. 322-329.
22- Canadian Portland Cement Association, "Design and Control of Con cre te Mixtures", Fourth edition, 1984, 151 pp.
23- Mehta, P.K., "Concrete: structure, properties and materia/s", Prentice-Hall Inc., 1986, 450 pp .
156
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•
24- Double, 0.0., "New developments in understanding the chemistry of cement hydration", Proceedings of a Royal Society Discussion Meeting - Technology in the 1990s: Developments in hydraulic cements, London, 1983, pp. 53-66.
25- Rlxom, M.R., Mailvaganam, N.P. "Chemical admixtures for eoncrete", E. & F.N. SPON, Second edition, , 1986, 306 pp.
26- Houlsby, A.C., "Cement grouting: water minimising practises.", Issues in Dam grouting, ASCE, Denver, 1985., pp. 34-75.
27-ASCE Grouting Cirnmittee (1980), "Pre/iminary .g/ossary of ter ms to grouting", ASCE Journal of geotechnical Division, Vol. 106, pp. 803-815.
28- Gerhart, P.M., Gross, R., "Fundamenta/s of fluid mechanics" , Edition Addison Wesley, 1985, 856 pp.
29- Ritchie, A.G.B., "The rheology of cement grout" , Cement and Lime Manufacture, January 1965, pp. 9-17.
30- Brookfield engineering laboratories, "More solutions to sticky problems: a guide to getting more from your Brookfield viscometer"
31-Clarke, W.J., Boyd, M.D., Helai, M., "U/trafine Cement Tests and Dril/ing Warm Springs Dam", ASCE, 1993.
32- Deere, D.U. et Lombardi, G. "Grout slurries - thick or thin?", Issues in Dam Grouting, ACSE, Denver, ~985, pp. 156-164.
33- Vorn Berg, W., "Influence of specifie surface and concentration of solids upon the flow behaviour of cement pastes", Magazine of concrete research, Vol. 31, No. 109,1979, pp. 221-216.
34- Ballivy, G., Saleh, K., Mnif, T., Baalbakl, M., "Note technique sur les essais de caractérisation et l'utilisation des coulis de ciment", Deuxième colloque sur la consolidation et la réfection des infrastructures par les techniques d'injection, Université de Sherbrooke, May 1992, pp. 283-297.
35- Ballivy, G., Saleh, K., Mnif, T., Mirza J., Rivest, M., "Coulis de ciment pour injection de micro fissures" , 2ième COlloque canadien sur le ciment et le béton, Vancouver, Canada, June 1991, pp. 291-300 .
157
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•
36- American Society for Testing and materials ASTM 0 2845-83, "Annual book of ASTM standards", vol. 04.08, Soil and Rock, building stones, geotextiles, 1986, pp. 317-321.
37- Daoud, M., Ballivy, G., "Essai ultrasonique-cahier no 5", Laboratoire de Mécanique des roches, Université de Sherbrooke, 1992.
38- Mnif, T., "Contribution à l'étude des caractéristiques mécaniques et physiques des coulis d'injection à base de suspensions de ciment", Master thesis, Sherbrooke University, 1993.
158
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•
APPENDIX A
VISCOSITY CALIBRATION CURVES
A-I
:> N
• e -Calibration curves - Spindle 1
500" ----~----------------------------------
Ci) 400 a. o '-'
~ ~ 300 en o o en .-~ 200 .> 1\1 -Cl> a: 100·· .. ~ ..
o 500 1000 1500 2000 Viscosity read (apparent) (cps)
Angular speed
-0- 60 RPM
+30 RPM
~ 12 RPM
-6 RPM
*3 RPM
2500 3000
> 1 W
--------------------------------..... • • • Calibration curves - Spindle no 2
500,
Ci) 400 r - - - - -u -/'- - --a. ......... ~ ~ 300 en o o en .-
: - - - - - - - - - - : - - - - - /- - - ; - - . - - - . - .. ; . - -
~ 200 >
- - - - - -. - - . ;,'- . - - -. - - - - - - - - - . Angular speed
.-âi -Q)
a: 100
o 500
-0- 60 RPM
+30 RPM
- - - - • - • • • - - - - - - • - 1 * 12 RPM
--6RPM
~3 RPM
1000 1500 2000 2500
Viscosity read (apparent) (cps) 3000
> J,..
• • • Calibration curves - Spindle no 3
5001r-------------------------------------~
u; 400 · ........ . c- ., ~ o -~ ~ 300 CI)
o o CI)
.~ 200 > ca -ID CI: 100
o 500 1000 1500
_.~--- ----------
Angular speed
--- 50 RPM
-:- 30 RPM
* 12 RPM
-SRPM
*3 RPM
2000 2500 3000
Viscosity read (apparent) (cps)
> , v.
• • • Calibration curves - Spindle no 4
500,1 ----~--------------------------~
en 400 r - - - - - -
a. u . U·
-~
:: 300 en o o (J) .-~ 200 > ca -Q)
a: 100
o
~ - - - - - - -/ ' 1 - - • ~ - • '/ - - . -, -
-~---._--._-~-- ..
~ , ,
500 1000 1500 2000
Viscosity read (apparent) (cps)
Angular speed
-0- SO RPM
+30 RPM
* 12 RPM
--SRPM
*3 RPM
2500 3000
•
•
•
APPENDIX B
VISCOSITV TABLES
B-l
Cj 1
N
• • Table 8-1 Relative viscosities (just after mixing) vs. initial w/e ratios at 4 oe, 100 e and 200 e
Imtial W/C 04 0.5 0.6 Temperature 4 10 20 4 10 20 4 10
(OCl Type . 278 264 158 . 152 105 110
10
C Type > > > 352 288 211 298 230 30 750 750 750
E Mlcrocem --- --- --- 515 518 · 375 382 650SR
M Mlcrocem > > > · 582 574 313 293
900 750 750 750
E Lenka 99 --- 85 84 --- · 21 ---737
N Sponor --- --- --- > > > > > A16 1000 1000 1000 750 750
T Sponor --- --- --- --- --- 105 --- ---A 16 +spl
S MC --- --- --- · --- --- . ---500 MC --- --- --- > > > > >
500+SP 1000 1000 1000 750 750
Sponor --- --- --- > > > > > A12 1000 1000 1000 750 750
Spmor --- --- --- --- --- 50 --- ---A12+Spl
Spmor --- --- --- --- --- 25 --- ---A12+Sp2
Spmor --- --- --- · . · > > E12 1000 1000
Sponor --- --- --- > > > --- ---E12+Spl 1000 1000 1000
---: Not performed * : Va~ue not accurate 1 : 1.2% (dry weight) of SP by cement weight 2 : 4.0% (dry welght) of SP by cement weight
Relative viscosltv (cps) 0.8 1.0 1.2
20 4 10 20 4 10 20 4 10 20
100 41 39 36 18 19 19 10 10 11
136 113 105 103 68 47 37 21 21 20
350 250 211 137 90 . 93 . . 50
303 121 120 117 65 68 62 29 . . 27 5 --- 12 3 --- 6 2 --- . > 386 415 400 221 225 222 110 121 100
750
--- --- --- 43 --- --- --- --- --- 2
--- 416 --- --- 262 --- --- 128 --- ---
> 313 282 300 153 175 193 88 90 71 750
> 388 398 400 294 . 275 . 120 108 750
--- --- --- 6 --- --- --- --- --- 2
--- --- --- 3 --- --- --- --- --- 2
> > > > 396 338 . 262 258 288 1000 750 750 750
--- --- --- 307 --- --- --- --- --- 25
•
1.5 2.0 4 10 20 4 10 20
6 6 5 3 3 3
11 11 13 6 6 5
31 26 20 11 11 11
16 17 17 8 9 9
2 --- 2 2 --- ---
60 58 67 33 22 21
--- --- --- --- 1
94 -- --- 44 --- ---
71 59 38 --- 13 15 1
51 52 . 26 23 25
--- --- --- --- 1
--- --- --- --- --- 1
. 117 115 68 63 60
--- --- --- --- --- 8
t:p '-'
• • Table 8-2 Relative viscosities (at 60 minutes) vs. initial W le ratio at 40C, 100C and 200C
Initiai W/C 0.4 0.5 0.6 Temperature 4 10 20 4 10 20 4 10
(OC)
Type 276 315 263 200 187 219 116 120 10
C Type > > > 447 380 243 · 253 30 750 750 750
E Mlcrocem --- --- --- 523 . . · 467 6S0SR
M Mlcrocem > > > > > > · 407 900 750 750 750 750 750 750
E lanko 98 --- 88 90 --- --- 38 ---737
N Spmor --- --- --- > > > 482 . A16 1000 1000 1000
T Spmor --- --- --- --- --- 110 --- ---A16+SP'
S MC --- --- --- --- --- --- --- --500 MC --- --- --- > > -. > >
SOO+SP 1000 iVOO 1000 750 750
Spmor --- --- --- > > > > > A12 1000 1000 1000 750 750
Spmor --- --- --- --- --- 62 --- ---A 12 +SP'
Splnor --- --- --- --- --- 26 --- ---A 12 +S.,2
Spmor --- --- --- . . > > E12 1000 1000
Spmor -- --- --- --- - - > --- ---E12+SP' 750
---- -------: Not performed • : Value not accurate 1 : 1.2% (dry weight) of SP by cement weight 2 : 4.0% (dry weight) of SP by cement weight
Relative viscositv (cps) 0.8 1.0 1.2
20 4 10 20 4 10 20 4 10
214 50 53 100 23 25 22 13 14
· 123 123 110 75 61 57 28 27
· 251 207 177 103 161 130 99 101
402 133 153 . 96 79 99 37 35
29 . --- 14 9 --- 7 8 ---
· . 429 536 236 291 222 125 162
--- --- --- 7 --- --- --- --- ---
--- --- --- --- --- --- --- --- ---
> 508 414 292 268 224 141 161 132 750
> 371 502 550 301 318 310 188 201 750
--- --- --- 43 --- --- --- --- ---
--- --- --- 43 --- --- --- --- ---
> > > > 383 381 539 281 249 1000 750 750 750
--- --- --- 325 --- --- --- --- ---
•
1.5 2.0 20 4 10 20 4 10 20
12 7 7 6 4 4 3
29 13 15 16 7 7 7
80 78 45 40 18 18 16
. 14 15 26 9 7 9
--- 5 --- 4 3 --- ---
154 84 82 107 30 32 28
2 --- --- --- -- --- 1
--- --- --- --- --- --- ---
85 84 78 49 46 11 18
161 59 96 91 34 34 42
2 --- --- -- --- --- 1
2 --- --- -- --- --- 1
436 --- 164 252 72 98 lOS
27 --- --- - - --- --- 9
•
•
•
APPENDIX C
SUSPENSION VOLUMES TABLES
Col
(j 1
N
e • Table C-1 Volumes in suspension after 120 min vs. of initiai W/C ratios at 40C, 100C and 200C
W/C ratio 0.4 0.5 0.6 Temperature 4 10 20 4 10 20 4 10
(OCI Type 98 98 99 96 96 98 92 92
10
(' Type 100 100 100 99 100 100 99 98 30
E Mlcrocem 100 100 100 100 100 100 100 100 650SR
M Mlcrocem 100 100 100 100 100 100 99 99 900
E Lanko 99 100 99 98 737
N Spmor 100 100 100 100 100 100 100 100 A16
T Spmor --- --- 100 --- --- 100 --- ---A16+Spl
S MC --- --- --- --- --- --- --- ---500
MC 100 100 100 100 100 100 100 100 500 +SP Spmor 100 100 100 100 100 100 100 100 A12
Splnor --- --- 100 --- --- 100 --- ---A 12 + SP'
Spmor --- --- 100 --- --- 100 --- ---A12 + Sp2
SPlnor 100 100 100 100 100 100 100 100 E12
Splnor ---1
-- 100 -- --- 100 --- ---E12-.-Spl
---: Not performed * : Value not accurate 1 : 1.2% (dry welght) of SP by cement weight 2 : 4.0% (dry welght) of SP by cement welght
Volume in suspension (%) 0.8 1.0 1.2
20 4 10 20 4 10 20 4 10 20 4
97 86 89 88 84 83 80 79 77 71 65
99 90 93 95 89 87 87 86 86 86 85
l 'lO 99 99 99 98 98 98 95 96 96 83
99 99 98 99 97 96 98 91 90 97 92
100 99 99 95 98 97 96
100 100 100 100 98 98 99 97 97 99 94
--- --- --- 96 --- --- --- --- --- 89 ---
--- --- --- --- --- --- --- --- --- --- ---
100 100 100 100 98 99 99 97 98 99 94
100 99 100 100 97 99 99 96 98 99 Sl6
--- --- -- 99 --- --- --- --- --- ~7 ---
--- --- --- 98 --- --- --- --- --- 98 ---
100 100 100 100 100 100 100 100 100 100 98
--- --- --- 100 --- --- --- --- --- --- ----
•
1.5 2.0 10 20 4 10
20 .
62 58 48 46 43 1
85 83 74 71 74 •
79 79 77 70 1
89 92 88 86 77 ,
93 92
97 98 87 89 95
-- - - --- --- 82
--- --- --- --- ---
95 97 91 93 90
95 98 83 94 93
-- -- -- --- 95
--- --- --- --- 98
99 99 96 96 99
- - --- --- --- 98
('j 1 ~J
e
Table C-2 Final volumes in suspension vs. initiai W/C ratios at 40C, 100C and 200C
Volume in suspension (%) W/C ratio 004 05 0.6 08 1.0 Temperature 4 10 20 4 10 20 4 10 20 4 10 20 4 10 20 4
(OCI Type 9B 9B 99 95 95 97 85 B7 95 77 80 80 6B 68 71 62
10
C Type 100 100 100 99 100 97 99 98 95 90 89 88 85 81 81 76
30
E Mlcrocem 100 100 100 100 100 100 100 100 99 99 98 99 99 . 98 94 6S0SR
M Mlcrocem 100 100 100 100 100 100 99 99 99 99 98 99 97 95 98 90 900
E Lenko 99 000 100 99 00- __ 0 9B --- 99 99 _00 99 91 0-- 9B 54 737
N Splnor 100 100 100 100 100 100 100 100 100 100 100 100 97 98 99 97 AIS
T Splnor 0_- --- --- --- --- --- --- --- --- --- --- --- --- --- --- ---A16+Spl
S MC --- --- --- --- --- --- --- --- --- --- --- --- --- --- --- ---500 MC 100 100 100 100 100 100 100 100 100 100 100 100 98 99 99 97
500 +SP Splnor 100 100 100 100 100 100 100 100 100 99 100 100 97 99 99 95
A12 Spmor --- --- --- _0- --- --- --- --- --- --- --- --- --- --- -0- ---
A 12 + Spl Splnor --- --- --- --- --- --- --- --- --- --- --- --- --- --- --- ---
AI2+SP2
Spmor 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100
E12 Splnor --- --- --- --- --- _0- --- --- --- --- --- --- --- --- --- ---
E12+Spl - - "---- -- --
---: Not performed * : Value not accu rate 1 : 1.2% (dry welght) of SP by cement weight
2 : 4.0% (dry weight) of SP by cement weight
----
•
1.2 1.5 20 10 20 4 10 20 4 10 20
62 64 50 54 54 42 43 42
77 74 68 70 64 54 55 52
96 94 75 7B . 66 66 62
86 95 B3 83 . 78 78 . --- --- 79 --- --- 66 --- ---
96 . 90 96 98 82 86 . --- --- --- --- --- -- --
--- --- --- --- --- --- --- ---
98 99 94 94 97 86 84 85
97 99 94 93 98 91 92 93
--- --- --- - - _0- _0- --- __ 0
--- --- --- --- --- --- --- ---
100 100 98 99 99 96 96 99
--- --- --- --- --- --- --- ---
•
•
•
APPENDIX 0
SETTING TIME TABLES
0-1
o . N
• • Table 0-1 Initial setting time vs. initial W/C ratios at 40C, 100C and 200C
W/C ,atio 0.4 0.5 0.6 Temperature 4 10 20 4 10 20 4 10
(OC)
Type 155 11 3 60 183 143 77 230 146
10
C Tvpe 85 63 35 100 80 50 135 93 30
E Mlcrocem 50 55 55 113 93 60 135 107
650SR
M Mlcrocem 1 3 10 09 23 21 1 3 35 275 900
E Lanko 110 ... 58 145 ..- _.- lS 2 ---737
N Splnor .-- --- --- 93 60 43 135 80 A16
T Splnor ._- --- --- -_. -.- 80 --- ---.A16+SP1
S MC ... --- --- ._- --- -_. lla ---500 MC _ .. --- _.- 180 120 78 >24 178
500+SP
Splnor ._. --- --- 75 67 43 85 83
A12 Splnor --. -_. _.- 210 --- 88 --- ---
A12+SP'
Splr Jr , ... _. . _. --. ..- >24 --- _ .. A 12 + SP-
Splnor .. - --- --- 03 03 04 1 3 06 E12
Spmor . _. _ .. -_.
1
. .. 100 _ .. ._-E12+SP1
---: Not performed • : Value not accurate 1 : 1.2% (dry welght) of SP by cement weight 2 : 4.0% (dry welght) of SP by cement welght
Initial settin~ tiFIle (hours) 0.8 1.0
20 4 10 20 4 10 20
90 232 175 110 >24 >24 130
55 177 124 8.0 210 170 90
73 210 143 92 240 183 107
1 5 50 37 22 95 75 65
76 >24 --- 83 >24 --- 925
50 19 a 103 65 243 15 S 90
._- --- --- 140 --- --- ---
--- 218 --- --- >24 --- ._-
85 >24 >24 156 >24 >24 190
54 157 143 78 21 0 178 98
--- >24 .. - 108 .-- ._- ---
._- .. ._- >24 .. - ._. ._-
0'" 140 150 93 >24 190 135
--- ... --- 170 .. - --- ---
•
1.2 1.5 2.0 __ 4 10 20 4 10 20 4 10 20
>24 >24 170 >24 >24 >24 >24 >24 >24
>24 185 140 >24 >24 >24 >24 >24 >24
>24 203 129 >24 >24 >24 >24 >24 >241
>24 >24 >24 >24 >24 >24 >24 >24 >24
>24 -_. --- >24 .- 125 >24 ._. . ..
>24 183 "3 >24 >24 120 >24 >24 170
--- _.- ,gO ._ . ._- .. - . - _ .. >24
>24 --- --- >24 ... .. >24 -- .-
>24 >24 >24 >24 >24 >24 >24 >24 >24
>24 207 11 6 >24 >24 130 >24 >24 190
>24 --- 177 ... _ .. ... >24 .. >24
.. - ._- >24 --- .. ... . . .. > 24
>24 >24 158 >24 >24 180 >24 >24 240
--- _.- 190 --- _ .. ... _ .. .. >24
1::7 • w
• e
Table 0-2 Final setting time vs. initial W IC ratios at 40C, 100C and 200e
!.W/C ratIo 0.4 0.5 0.6
1
1 1
.. emperature 4 10 20 4 10 20 4 10
(OC)
Type 178 140 73 203 186 98 >24 190 la
C Type 11 3 78 53 183 97 63 200 131 30
E Mlcrocom 95 80 70 14.3 11 1 78 173 140
650!;R
M Mlcrocem 1 8 ~5 1 1 3<: 38 16 38 45 !
900 ~
E Lar.ko 130 ... 75 168 .. ' --. 21 2 .--737
1'01 SOlnor --. . .. --- 133 76 50 165 90 AIS
T Splnor .-- _ .. --- --- --- 90 --- _.-A16+Sp1
S MC --- ... --- --- ..- --- 232 ---500 MC .. - --- --- >24 154 90 >24 195
500+SP
5plnor --- --- .-- 110 87 53 133 9&
A12 Splnor --- --- --- >24 --- 93 --- ---
A12+Sp t
Splnor A 12 + Sp2
--- --- --- --- --- >24 --- ...
Sp.nor --- _o. --- 22 08 1 0 63 43
E12
Splnor --- --- --- _o. .-- 108 ._- .. -E12+Sp1
---: Not performed * : Value not accurate 1 : 1 .2% (dry weight) of SP by ~ament weight 2 : 4.0% (dry weight) of SP by cement weight
Final settino time (hours) 0.8 1.0
20 4 10 20 4 10 20
130 >24 >24 160 >24 >24 175
77 225 166 103 240 230 115
93 >24 193 11 5 >24 253 147
20 98 98 58 142 130 100
88 >24 .-- 110 >24 --. 125
56 240 123 73 >24 235 140
--- --- .. - 160 ..- --- ---
--- >24 .. - --- >24 --. ---1
110 >24 >24 207 >24 >24 >24
65 170 178 93 >24 21 !: 148
--- >24 --- 130 --- --- ---
'-- '-- ... >24 -'- --- ---28 >24 178 120 >24 225 170
.. - ._- --- 190 .-- -" _o.
-- - 1.-..
e
1 2 1.5 20 4 10 20 4 10 20 4 la 20
>24 >24 >24 >24 >24 >24 >24 >24 >24
>24 >24 220 >24 >2 .. >24 >24 >24 >24
>24 >24 165 >24 >24 >24 >24 >..14 >24
>24 -,24 >24 >24 >24 >24 >24 >24 >24
>24 .-- ... >24 178 >24 --. ..
>24 >24 155 >24 >24 20 B >24 >24 >24
--. --- 230 -- --- --- --- _ .. >2<'
>24 --- --. >24 --- --- >24 ... ---
>24 >24 >24 >24 >24 >24 >24 >24 >24
>24 =-24 156 >24 >24 193 >24 >24 >24
>24 --- 220 _o. --- .-- >24 --. >24
-- --- >24 --- --- --- --- .. >24
>24 275 188 >24 >24 25 B >24 >24 >24
... --- 205 . -. --- --- --. --- >24
•
•
•
APPENDIX E
MODUlUS OF ELASTICITY AND
POISSON'S RATIO TABLES
E-l
[TI 1
N
- -Table E-1 Modulus of elasticlty vs. initiai W/C ratio at 40C, 100C and 200C
Modulus of elasticity (GPa) Instial W/C 0.4 0.5 0.6 0.8 1.0 Temperature 4 10 20 4 10 20 4 10 20 4 10 20 4 10 20
(OC)
Type 15 1 180 156 11 3 162 132 105 157 11 7 100 142 120 91 12 1 102
10
C Type 162 166 . 126 139 161 104 125 11 3 72 101 76 62 80 54 30
E lli'icrocem 185 180 177 122 148 14 ~ 98 108 98 65 60 59 39 63 43
6S0SR
M Mlcrocem 145 132 163 120 108 114 76 74 103 55 74 71 35 61 41
900
E Lanko 174 --- 133 122 --- --- 93 --- 11 7 64 --- &8 42 --- 46
737
N Splnor --- --- --- --- --- --- --- --- 115 --- --- 11 3 --- --- 66
A1S -T Splnor --- --- --- --- --- --- --- --- -- --- --- --- --- --- ---
A16+Spl
S MC --- --- .. - --- --- --. --. --- .-- --- --- --- --- --- ---500
MC --- --- --- --- --- 171 --- --- 15 1 --- --- Il 2 --- --- 97
"OO+SP Splnor --- --- --- --- --- 162 --- --- 152 --- --- 86 --- --- 75
A12
Splnor --- --- --- 123 --- --- 76 --- .. - 58 --- --- 46 --- ---E12
Splnor --- --- --- --- --- --- --- --- --- --- --- --- --- --- ---E12+Spl
---: Not performed *' : Value not accurate 1 : 1.2% (dry weight) of SP by cement weight
~ 1
•
1.2 1.5 2.0 4 10 20 4 10 20 4 10 20
73 93 90 50 72 77 . 65 61
48 60 54 55 50 62 41 47 ---
25 24 39 22 24 • 38 19 - - 33
31 26 30 29 25 25 --- --- 1 3
45 --- --- 39 --- 41 30 --- ---
--- --- 48 --- --- -- --- --- ------ --- --- --- --- --- --- --- ---
--- --- --- --- --- --- -- --- ---1
--- --- 63 --- --- 58 --- --- ---
--- --- --- --- --- 58 --- --- 40
29 --- --- 1 9 --- --- 07 --- ---
--- --- --- --- --- --- --- --- --
• • • Table E-2 Poisson's ratio vs. w/e ratio at 4oe, 100e and 200 e
Initiai W/C 2.0 Temperature 10 1 20
(OCI T'/pe 011 01610121012101410131012! 0141 013
10
C [ Type 014 0171016101310161016101210141015 30
E 1 Mlcrocem 01<; 017 1015 1 C 16 1 013 1 014 1017 1 012 1015 650SR
M Mlcro('em 011 1014 1 1 011 1 ._- 1 --- 1 015 900
E Lanko 013 1 --- 1 1 012 737
N Spmor 1 --- 1 1 --- 1 1 --- 1 --- 1 --- 1011 tn • A16 w
T Spmor A 16 + SP
S MC 500 MC 1010
500+SP Spmor 1010 1 1 011 A12
Spmor 1 010 1 1 010 E12
Spmor E12+SP
Not performed ... : Value not accurate 1 : 1.2% (dry weight) of SP by cement weight
•
•
•
APPENDIX F
COMPRESSIVE STREf~GTH TABLES
F-l
• • • Table F-1 Compressive strength vs. initial W/C ratio at 40C, 100C and 200C
fr.' (MPa) 1
1
Initial W/C 0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0 Temperature 4 10 20 4 10 20 4 10 20 4 10 ~o 4 10 20 4 10 :~ 4 la 20 4 la 20
(OC)
Type 480 620 654 318 520 455 286 390 314 . 307 167 140 247 149 11 7 240 120 93 149 95 69 18 '"7"2 10
C Type 591 687 . 442 682 684 278 . 362 180 210 221 108 15 1 127 104 128 81 83 99 . 1 81 87 63 30
E M.eroeem 625 579 768 546 574 608 339 400 386 165 20 8 173 la 6 165 la 1 59 57 64 35 48 60 29 20 39 650SR
M Mlcrocem 555 . 620 498 602 397 285 426 325 146 19.1 21 1 80 11 4 105 61 57 58 55 45 35 32 . 15 900
E Lanko 737 574 --- 680 476 --- --- 377 --- 480 206 --- 271 102 --- 139 93 --- --- so --- la 3 39 --- ---
'TJ , N Splnor 0_- 000 _00 00-
__ 0
00- 00
__ 0
406 _0- _00 280 000 _00 136 00- 000 119 00- _0 53 00 -00 42
A16 • N
T Splnor _0- 0_- --- --- __ 0 --- --- 0_-
__ 0
0_0 0_-
__ 0 --- --- --- -0- --- 0_- 0-0 --- --- --- --- ---A 16 + SpI -
S MC -00 _0- 0_0 000 000 000 000 --0 0-- --0 00 -00 _0- 00- 000 000 _00 --- --0 --- 0- _-0 -- ---500
1
MC 000 --- --- 0_0 _0- 393 _00 --- 342 000 000 :'0 8 000 0_- 127 _0- _00 121 0_- 00- --- --- --- ---500 +SP
Splnor -0- 0_- --0 0_- 0_- 303 0-- -00 169 000 0_- ~ 1 0 000 , --0 95 00- 0_0 .
--0 --- 89 000 000 81
A12
Splnor 0_- --- -00 372 _0- 268 333 --. 204 255 _00 170 168 000 167 96 00- 100 62 0-0 32 15 --0 13
E12 Splnor --- 00- --- --0 --- --- --- --- --- --- --- --- 0_0
__ 0 --- 000 000 --0
__ 0 -00 00 --- 000 00-
E12 +Spl - - _. - -- L- ..
---: Not performed .. : Value not accu rate 1 : 1.2% (dry welght) of SP by cement weigl"lt
• APPENDIX G
BOND STRENGTH (TENSILE) TABLES
•
• G-l
• • -t
Table G-1 Bond strength (tensile) vs. initial W/C ratio at 40 C, 100 C and 200 C
Initial W/C 2.0 Temperature 1 10 1 20
(OC)
Type
1°
24
1 11041°181 1 089
10 1 00 1 024 C 041 1 15 028
E 032 1 1 106 1 022
M 031 1 1 068 900
E lanka l , 28 1 1 1 32 1 075 1 1 083 737
0 N Sponor 1 --- 1 1 --- 1 Ù 42 1 1 080 1 039 1 --- 1 033 IV
A16
T Splnor A 16 + SP 1
S MC 500
MC 1 049 1 1 1 28 1011 1 1 067
SOO+SP Sponor 1 049 1 1 1 01 1 036 1 1 086 Al?
Spmor --\
-- 1 071 1 \, 20 1 060 1 1 097\ 054 1 E12
Sp.nor E12+Spl
Not performed
* : Value not accurate 1 : 1.2% (dry welght) of SP by cement welght
•
•
•
APPENDIX H
UL TRASONIC PULSE VELOCITIES AND
DYNAMIC ElASTIC CONSTANTS
H-I
• • • Table H-' Conlpression wave velocity (Vp) vs. initial W/C ratios 8t 40C, 100C and 200C
Compression wave velocity (mIs) Initial W/C 0.4 0.5 0.6 0.8 1.0 1.2 1 5 2.0 Temperature 4 10 20 4 10 20 4 10 20 4 10 20 4 10 20 4 10 20 4 1 10 20 4 10 20
(oCI
Type 3230 3747 3216 3055 3574 3175 2870 . 3000 2700 3259 2765 2495 3031 2645 2280 29ïl 2470 2030 . nE5 1700 · 2075
10
C Type 3461 3752 . 3276 3466 3406 2975 . 2940 255'" 2832 2692 2350 2730 2524 2265 2558 2560 2115 2454 2348 1905 2226 2190
30
E Mlcrocem 3465 3454 3469 310ü 3311 3195 2805 296') 2930 2272 2391 2504 1981 2454 2263 1643 1696 2141 1488 1429 2060 1455 · 1952
650SR
M Mlcro:::em . . 3465 3430 3512 3200 3155 3089 2871 2810 2392 2530 2000 . 2160 1840 1674 1860 1189 1521 . 1515 · . 900
E Lanko 3419 ... 3690 3570 000 000 2855 000 3914 2441 000 2533 2100 000 2096 1986 '00 000 1855 00 2492
737
N Splnor 000 00 000 '00 000 .00 o •• ..0 3078 0'0 0'0 3041 000 000 2813 .. , 000 2697 00 000 2597 2637
Al6 ::x: . IV
T Spmor 000 000 00' 000 000 00.
__ 0 _.- .-0 .. - --0 _0- 00' _0- 0-0 ... 000 0_0 000 000 00 00 00
A16+Spl
S MC 000 000 000 _00 000 ... ._. ,'0 000 o. 0'0 0.0 00' 000 000 00- .0. 00
500 MC 000 0_0 000 000 000 _0- 0_0 ... 3281 --. o •• 3011 . .. . .. 2578 ... ... "0 00' 0.0 2382 000
. 500 +SP
Spmor _'0 00- 00. .0. '0- 3407 00. . .. 3130 "0 00- .. - '0' ... . .. __ 0 000 •• 0 0_' _o • 2427 2333
Al2 Spmor 0_0 _00 3024 000 3524 2806 00-
. 2366 000 2429 2200 _0- 2203 1987 000 20B8 000 1492 lC50
E12
Spmor 00 000 0_0 000 0.0 o •• .,. 000 00- 00' 0.0 00- • 00 ... o.' 00 000 000 00
E.2.Spl
---: Not performed .. : Value not accurate 1 : 1.2% (dry welghtl of SP by cement weig:--t
• • • Table H-2 Shear wave velocity (Vs) vs. initial W/C ratios at 40C, 100C and 200C
Shear wave veloclty (m/s) InitiaI W/C 04 05 0.6 08 1 0 1 2 1 5 20 Temperature 4 10 20 4 10 20 4 10 20 4 10 20 4 10 20 4 10 20 4 10 20 4 10 20 (OC)
Type 1977 2070 2000 1844 1926 1900 1761 . 1789 1631 1845 1584 1545 1758 . 1459 1587 1770 1318 . . 1203 . · 10
C Type 2150 2058 . 2020 2020 1983 1822 . 1787 1546 . 1543 1454 1532 1401 1380 1453 1386 1280 1351 1327 1223 1225 11'1.0 30
E Mlcrocem 2192 1992 . 1958 1870 1887 1800 1685 1760 1400 1476 1576 1147 . 1837 977 1009 1700 899 869 863 837 1258 6S0SR
M Mlcrocem . . 2232 2241 1938 2125 184b 1862 1796 1622 1475 1650 1212 . 1342 1149 987 1226 1073 889 . 935 . · 900
E Lanko 737 2041 --- --- 2210 --- --- 1786 --- 2149 1310 --- 1451 1201 --- 1229 1155 --- --- 1062 1100 . -- --f- .
N Spmor --- --- --- --- --- --- - - --- 1827 --- --- 1711 --- --- 1612 --- --- 1547 --- 1472 1417
::= '-'
A16 -T Sp.nor --- --- --- --- --- --- --- --- --- --- --- --- --- --- --- --- --- --- --
A16+Sp'
S MC --- --- -- --- --- -- --- --- --- --- --- --- --- --- --- ._. --- --- --- --
500 MC -_. ... ._- ._- .. - ._ . --- -_. 1694 ... --- 1811 ._- ._- 1523 .. ' -.' . ._. - - 1351 -- ·
500+SP
Spmor . " -_. ._- --- -_. 1940 ._. ._ . 1885 ._- __ a . __ a __ a
1471 __ a __ a . .-. --- 1365 1315
A12 Sp'Clor __ a __ a __ a 1842 __ a 2006 1648 ... . 1518 __ a 1464 1150 ". 1318 988 __ a 1293 . ._. 901 -_. --- 654
E12
Spmor .-. ._. --- --- --- __ a --- __ a __ a -_. ._. __ a _.- __ a __ a __ a __ a .-- _.- --- --- -- _.-E12+Sp1
---: Not performed * : Value not accu rate 1 : 1.2% (dry weight) of SP by cement weight
::I: .!..
• -Table H-3 Dynamlc modulus of elasticity (Ed) vs. initiai W/C ratios at 40C, 100C and 200C
Dynamic modulus of elasticit~ (MPa) Initiai W/C 04 05 06 0.8 1.0 1.2 Temperature 4 10 20 4 10 20 4 10 20 4 10 20 4 10 20 4 10
(OC)
Type 188 246 195 162 225 176 139 · 151 116 173 11 7 99 145 105 87 125 10
C Type 223 253 . 187 228 184 144 · 141 96 192 104 77 17 2 84 71 143
30
E M,crocem 229 249 183 168 226 167 133 21 1 138 7B lB 6 97 50 '8 ::i . 32 163 650SR
M Mlcrocem . . 209 21 8 . 189 144 · 137 110 . 105 5 , . 60 42 . 900
E lanko 206 .. 239 21 8 ... ." 136 ... 21 0 72 . .. 192 57 . .. 162 54 . ..
737
N Sp,nor ... . " ... . .. . . ." ... . .. 201 ... . .. 200 '.' . .. 182 . .. . . A16
T Sp,nor ... ... . .. . .. . .. . .. . .. ... . .. . .. . .. . .. . .. . .. . .. . .. .. ' A 16+SP
1
S MC ... ... . .. ... . .. ... . .. . .. ... ... . .. . .. .-- . .. --. --. '--500
MC ... --' -- . '-- ... --' ... --. 21 4 . " --. 200 --. ... 182 ... .. '
500 +SP Sponor ... . -- --. --. .-- 21 7 .. . --. 20 S . -- ... . .. . .. . " 166 ... ...
A12
Spmor 156 233 102 . 84 --. 192 49 --' 173 35 --. -- '-- --. -- --. E12
Sponor . . . -- ... .-- ... .-- ... . .. '-- --' --' --. --. . . --. . .. . ..
E12 ... SP' ._.
Not performed + : Value not accurate 1 1.2% (dry welght) of SP by cement welght
e
1.5 20 20 4 10 20 4 10 20
i 110 64 . 84 45 . 66
82 59 122 73 49 94 54
58 25 13 B 60 2 5 113 56
51 41 . . 27 . . . '. 43 . .. 130 . .. . .
175 ... ... 161 141
". . .. . .. ..
'-- --. . .. --
175 ... 161 .. 141
... --. . .. 166 .. .. 147
164 . 159 . 144
.-- ... .-- --. --.
:I: • Ut
• • Tab'e H-4 Dynamic Poissol '("~ ratio (vd) vs. initial W/C ratios at 40C, 100C and 200C
Poisson's ratio Initiai W/C 0.4 0.5 0.6 0.8 1.0 Temperature 4 10 20 4 10 20 4 10 20 4 10 20 4 10 20 4
(OC)
Type 017 028 019 018 030 022 015 . 024 020 026 026 025 024 025 023 10
C Type 019 028 . 020 024 024 020 . 021 021 031 026 023 027 028 o 21 30
1 Mlcrocem 017 025 029 018 027 023 015 026 022 020 019 017 025 021 . 023
650SR
M M,crocem 019 ... 022 013 ... 011 024 . .. 018 021 . .. 013 018 ... 022 017 900
E lanko 737 023 00' 026 019 '0' ... 019 ... 028 030 ... 026 025 '00 024 028
N Spmor o •• 000 "0 .0. 000 o" 000 00. 023 .00 0'0 027 o •• 0.0 026 o ••
A16
T Sprnor • 0. 00. 0'0 •• 0 ... 000 000 000 000 0.0 000 '00 000 000 000 '00
A16+SP'
S MC 0.0 000 0.0 0.0 .00 000 000 000 o •• o" .00 0.0 000 000 '00 •• 0
500 MC 000 000 000 00' "0 000 00' .00 022 '00 00' 022 '00 ... 023 0.0
500+SP Sprnor 000 00. 000
. .00 026 000 000 022 000 "0
. 00' 000 020 ...
A12 Sprnor •• 0 o" 0.0 023 000 026 024 .00
. 020 .00 021 027 000 022 030 E12
Sprnor 000 .00 .00 00. ... 0.0 ..0 .. 0 ... '0. ..0 .. 0 o.' ... . .. . .. E12+SP' .. _.
---: Not performed * : Value not accu rate 1 : 1.2% (dry weight) of SP by cement weight
•
1.2 1.5 2.0 10 20 4 10 20 4 10 20
030 . 021 ... 020 022 . 021
026 027 020 028 027 015 028 032
023 . 021 021 024 022 024 014
. .. 012 022 020 00 .
o •• 0.0 026 029 . . . o ••
"0 025 "0 .. 026 030
o •• '0 • 00. o • ." 00 000 00'
00' 00. 0'0 ... . .. ...
000 022 '00 00. 026 ... o' .
0.0 .
00. •• 0 027 ... 000 028
0.0 019 •• 0 ... 021 • 0' ... 018
•• 0 0.0 0" '0 ... . .. ... ...
•
•
•
APPENDIX 1
VISCOSITY RESUL TS
1-1
• 500
- Type 10 tJ) a. 400 0 -~ .U) 300 8 tJ)
'S; 200 CI) > ~ cu 100 CI)
œ:
\ \. ~
0 ~ . . . . o 0.5 1 1.5 2
Initial W/C ratio
1--4°C *" 10°C -â- 20°C 1
Fig. 1-' Relative viscosity of Type 10 cement at 0 min
• 500 Type 10
(i) 400 a. 0 -~
.U) 300 8 tJ)
'S; 200 CI) > ~ cu Q) 100 œ:
o~++++~~~~~~~~~~
o 0.5 1 1.5 2 Initial W/C ratio
• Fig. 1-2 Relative viscosity of Type 10 cement at 60 min
1-2
• 500 Type 30 -'" 400 Q.
(J -~ 'iii 300 0 (J
'" '> 200 Cl) > :e:::o tU Q) 100 a::
0
0 0.5 1 1.5 2 Initial W/C ratio
1_4°C *" 10°C ~20°C
Fig. 1-3 Relative viscosity of Type 30 cement at 0 min
• 500 Type 30
-'" 400 Q. (J -~ 300 8 '" '> 200 Cl) >
:e:::o tU 'ëi) 100 a:::
0
0 0.5 1 1.5 2 Initial W/C ratio
1--4°C *10°C ~20°C
• Fig. 1-4 Relative viscosity of Type 30 cement at 60 min
1-3
•
•
•
500 650SR
-'tn 400 Q. 0 -~ 'in 300 0 0 tn '> 200 Q) > :tJ ns Q) 100 a::
O+-~~~~~~~~~+-~~~~+-~~
o 0.5 1 1.5 2 Initial W/C ratio
Fig. '-5 Relative viscosity of Microcem 650SR cement at 0 min
500~------~--------------------~ 650SR
-~ 400+---------~----------------------~ o -~ '0 300+----------+~------------------~ 8 (h
'S; 200 +------~~--------"""'i Q) >
+=0 cu œ 100+---------~~~~-----~ 0::
o 0.5 1 1.5 2 Initial W/C ratio
Fig. 1-6 Relative viscosity of Microcem 650SR cement at 60 min
•
•
•
500--------------------------------900 -~ 400 +---------------------------------~
~ ~ cn 300 +---------3----------------~ 8 fi) 'S 200 +-_____ "-_________ ---.1
~ .. tU ~ 100+---------~--------------~ ex:
o 0.5 1 1.5 2 Initial W/C ratio
Fig. '-7 Relative viscosity of Microcem 900 cement at 0 min
500 -r------------------. 900 -o 400 +----------~---------------------~ a. o -b
"Cn 300 -1------4\-------------1 8 o '5 200 -+-______ ~~-------------~ CI) > ~ al CI) 1 00 +-------~~._.oIIr__------I
ex::
o 0.5 1 1.5 2 Initial W/C ratio
Fig. 1-8 Relative viscosity of Microcem 900 cement at 60 min
1-5
•
•
•
500
-CIJ 400 c. o -~ fn 300 8 tJ)
'> 200 ~ ~ tU Q) 100 0:
o
Lanko 737
--
'-• ....
o 0.5 1 1.5 Initial WlC ratio
Fig. 1-9 Relative viscosity of Lanko 737 cement at 0 min
500 Lanko 737
-fi) 400 a. 0 -~ fn 300 0 0 fi)
'> 200 Q) >
+=' cu Q) 100
ct:: ~ . . . . . o o 0.5 1 1.5
Initial W/C ratio
Fig. 1-10 Relative viscosity of Lanko 737 cement at 60 min
1-6
2
2
• 500
1 MC500+SP
-fi) 400 0-0 -~ 'u; 300 0 0 fi)
'S; 200 Q) >
+=i cu ëi) 100 ct::
0 1 1 1 1
0 0,5 1 1,5 2 Initial W/C ratio
1 ... 4°C *10°C .20°C 1
Fig. 1-11 Relative viscosity of MC500 + SP cement at 0 min
• 500 MC500+SP
-tn 400 0-0 -~ 'u; 300 0 0 tn 'S; 200 Q) > :..:; cu Q) 100
ct::
0 + 0 0,5 1 1.5 2
Initial W/C ratio 1 ... 4°C *10°C *20o~
• Fig. 1-12 Relative viscosity of MC500 + SP cement at 60
1-7
•
•
•
500 A12
- 400 fi) 0-0 ---~
'u) 300 8 fi)
'> 200 Q) > :.;:::; tU Q) 100 a::
o 0,5 1 1.5 2 Initial W/C ratio
Fig. 1-13 Relative viscosity of Spinor A 12 cement at 0 min
500~-----------n----------------~
-fi) 400+------------------------~~--------------------~ 0-o ---~ 'u) 300 +---------...... 11----------4 8 fi)
'~ 200 +----------------~WIi-------__t > :.;:::; tU Q) 100+-----------------------------~~~------~ a::
O+-~~+_~~+_f~~+_f~~~~~~~~~
o 0,5 1 1.5 2 Initial W/C ratio
Fig. 1-14 Relative viscosity of Spinor A 12 cement at 60 min
1-8
•
•
•
500 -r------------------A16 -o 400 +-------------~------------------~ a. u -
~ "in 300 +-______ ---l~--------_' 8 o
.S; 200 +-________ ----:~-------_' ~ ;; co Q) 100 +------------------ -.~-----~ cr::
o ~~~~~~~-+~~~~~~+-~~~ o 0.5 1 1.5 2
Initial W/C ratio
Fig. 1-15 Relative viscosity of Spinor A 16 cement at 0 min
500 ,.......--------,------------.
-o 400 +-------~~------------~ a. u -~ "in 300 +-------------~k,.._---------___1 8 fn
.> 200 +-----------..:~..------~ ~
10 Q) 1 00 +-----------------~~..ao....,..__--~ cr::
o 0.5 1 1.5 2 Initial W/C ratio
Fig. 1-16 Relative viscosity of Spinor A16 cement at 60 min
1-9
•
•
•
500--------------------------------~ E12 -~ 400+---------------__ ----------------~ C-
u .... --~ ën 300 +-----------------~r_::__----------~ 8 .!a > 200+---------------------~~--------~ Cl) > ~ cu Cl) 1 00 +------------------------=;:..,~-~~
cr:
o 0.5 1 1.5 2 Initial W/C ratio
Fig. 1-17 Relative viscosity of Spinor E12 cement at 0 min
500------------------~------------~ E12
o 400+-------------------~----------~ c-o -~ '0 300+-----------------~~--~--------~ 8 fi)
'> 200 +---------------------~~~~--~ CI) > ~ cu CI) 100+----------------------~---------~~ cr:
o 0.5 1 1.5 2 Initial W/C ratio
Fig. 1-18 Relative viscosity of Spinor E12 cement at 60 min
1-10
• APPENDIX J
VOLUMES IN SUSPENSION RESUL TS
•
• }-1
•
•
•
10 100 .....-----=---------.. ---:..!----.
-~ 80 -Q)
E ~ 60 > c: .~ 40 c: Q) ~ (/) 20 :::l
Cf)
0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
Fig. J-l Sta bility of Type 10 cement after 1 20 min .
100 Type 10
-?J. 80 -Q)
E :::l 60 0 > c: 0 40 "in c: Q) ~ 20 (/) :::l en
0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
Fig. J-2 Final stability of Type 10 cement
J-2
•
•
•
100
-~ 0 - 80 cv E :::l 60 0 > c .Q 40 fIJ C cv c.
20 fIJ :::l
en
0
Type 30 -~ ,. ~
1 /
1- " f0- i-- -- - i-- -" .... /, ,
"" ;
1- - - -- 1--- i-- - ..--,
: , ~ ,
1- - - 1-- - - - 1--
" " J
i-; - - - --i - - -
, ;
: ..J.
, ..J. ..J. ..J. 4- ..J. . •
0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
Fig. J-3 Stability of Type 30 cement after 120 min .
100
--'#. 80 -Q)
E :::l 60 0 > c .Q 40 fIJ C cv a. 20 fIJ :::l en
0
Type 30
- ... 1..
.~ ..
1 - ~ - 1..-
) ~ r;';'
~ - f-- 1-- 1-- ~ it-fi
1'"
f- ~ i-- ..-- 1-- 1-- ...... ....--
li, ~ f- i-- - 1--
I~ - -
1;, l'{ 1; I~
..J. + ..J. • T
0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
Fig. J-4 Final stability of Type 30 cement
J-3
1
•
•
•
-~ 0 -CI)
E :::1 ë > c 0 ·in c CI) a. fi) :::1 en
100
80
60
40
20
650SR
0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
Fig. J-5 Stability of Microcem 650SR cement after 120 min .
100
-tf!. - 80 CI)
E ::::J 60 "'0 > c 0 40 .c;; c CI) a. 20 fi) :::1 en
0
650SR _r-- ...
- r-- ~ - ~ -
....
....
.....
~ ~
1-- 1-- - -1-- 1-- ~ 1-- ~ r-- - ~ 1-- 1--
4- 4- 4- • 0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
Fig. J-6 Final stability of Microcem 650SR cement
J-4
~
• 100 900 r-I-
- ~ ~ 80 ~
, ~ 1-- ~ 1-- 1-- ~ -CI) "
E :J 60 ,
~ ~ 1-- ~ ~ !-- 1-- ~ (5 , ~ > /
c: !
.2 40 ! / 10- ~ ; 1-- 1-- ..... t-- ~
fi) r !
c: " , Q)
~ c. 20 ,
fi) ~ ~ 1-- 1-- 1-- 1-- 1-- ~ ::l ; en h
/ !
"
0 ...L --'- ...L. ...L ... 4--. 0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0
Initial W/C ratio
1_4°C fœ10°C D20°C 1
Fig. J-7 Stability of Microcem 900 cement after 120 min .
• 100 900
-~ 80 0 -CI)
E ::l 60 0 > c: 0 40 en c: Cl) c. 20 UJ ::l en
0 0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0
Initial W/C ratio
j_4°C m10°C D20°C 1
• Fig. J-8 Final stability of Microcem 900 cement
1-5
•
•
•
-~ 0 -Q)
E :l ë5 > c 0 'in c:: Q) Q. (/) ::J rn
100
80
60
40
20
o
Lanko 137
0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
1_4°C ~20°C 1
Fig. J-9 Stability of Lanka 737 cement after 120 min .
-?f!. -Q)
E ::J 0 > c:: 0 cn c:: Q) Q. ", ::J rn
100
80
60
40
20
o
Lanko 137
0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
1_4°C fl)20°C 1
Fig. J-10 Final stability of Lanko 737 cement
J~
• 100 MC500+SP
r- ~r-- r' ~r--" ~ r
/ r" -'#. 80 1- ~ 1-- - ~ --- ~ ~ i--Q)
E ,., ::::::s 60 - ~ 1-- 1-- ~ - ~ ---0 /,
> c ~
, 1< f-0 40 - /, 1- k 1-- - - ~ ~ --"in -0
~ C , r
Q) r-
a. ~ " ,
fi) 20 - 1- .~ 1-- 'l - 'l. - ~ ~ ~ -::::::s r , "
cr" %
0 ~ ~ ... 4- ...1. ...1. ..l. + 4-, , 0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0
Initial W/C ratio
1_4°C Fi!J10°C D20°C 1
Fig. J-11 Stability of MC500 + SP cement after 120 min .
• MCSOO+SP 100
-~ 80 0 -Q)
E ::::::s 60 0 > c 0 40 'ëj; c Q) a. 20 fi) ::::::s
en 0
0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
1_4°C fB10°C D20°C 1
• Fig. J-12 Stability of MC500 + SP cement
J·7
•
•
•
100
-'if!. 80 -Q)
E ::s 60 o > c: .~ 40 c: Q)
~ 20 ::s en
A12
0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
Fig. J-13 Stability of Spinor A 12 cement after 120 min .
100
-~ 80 -Q)
E ::s 60 g c: .~ 40 c: Q)
~ 20 ::s en
o
A12
0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
Fig J-14 Final stability of Spinor A 1 2 cement
Jo 8
• 100 A16
'"' I-t- I-t-
-~ 80 l- i-- ~ 0 - ~ ~ 1-- ~ i-- 1"-
Q)
E ~ 60 ~ 1-- 1-- 1-- 1-- 1-- ~ 1--0 > c:: i
J. ~ 0 40 ~ f 1-- 1-- 1--
, ...... 1-- ~ ~ 1"-'u; /, 'i, /,
c:: : Q) a. 20 " fi) ~ ~
'/ 1-- ~ 1-- ~ ~
~ CI)
1,
0 ,
_1 i -~ 1 1 ~ ~ 1
0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
1_4°C E 10°C D20°C 1
Fig. J-15 Stability of Spinor A 16 cement after 120 min.
• A16 100
-~ 80 -Q)
E ~ 60 '0 > c: 0 40 cn c:: Q) Q. 20 fi) ~
CI)
0 0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0
Initial W/C ratio
1_4°C œJ 10°C D20°C 1
• Fig. J-16 Final stability of Spinor A 16 cement
J-9
•
•
•
100
-?F. 80 -Q)
E ~ 60 > c: .~ 40 c: Q)
~ 20 ::::s en
E12
0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
Fig. J-17 Stability of Spinor E12 cement after 120 min .
100
-'$. 80 -Q)
E ::::s 60 ~ c: .Q 40 U) c: Q)
~ 20 ::::s en
E12
0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
Fig. J-18 Final stability of Spinor E12 cement
J-IO
•
•
•
APPENDIX K
SETllNG liME RESUL T8
K-l
• 30 Type 10
25
F 20 ::l 0
15 .r:. -CI)
.E 10 ~
5
0 0 0.5 1 1.5 2
Initial W/C ratio
Fig. K-1 Initial setting time for Type 10 cement
• 30 Type 10
25
- 20 ~ ::J 0 .r:. 15 -CI)
E 10 t= 5
0 0 0.5 1 1.5 2
Initial W/C ratio
• Fig. K-2 Final setting time for Type 10 cement
K-2
• 30 Type 30
25
~ 20 :::1
l15 ClJ E 10 i-
5
0
0 0.5 1 1.5 2 Initial W/C ratio
Fig. K-3 Initial setting time for Type 30 cement
• 30 Type 30
25
~ 20 :::1 0 é 15 ClJ E 10 ;::
5
0
0 0.5 1 1.5 2 Initial W/C ratio
• Fig. K-4 Final setting time for Type 30 cement
K-3
• 30 650SR
25
~ 20 :l 0 ::S 15 Q)
E 10 i=
5
0
0 0.5 1 1.5 2 initial W/C ratio
Fig. K-5 Initial setting time for Microcem 650SR cement
• 30 650SR
25
~ 20 :l 0 5. 15 (1)
E 10 i=
5
0 0 0.5 1 1.5 2
Initial W/C ratio
• Fig. K-6 Final setting time for Microcem 650SR cement
K-4
• 30 900
25
- 20 fi) - -:::s 0 .c 15 -Q)
E 10 ..... 5 h ~ ~ , o
o 0.5 1 1.5 2 Initial W/C ratio
Fig. K-7 Initial setting time for Microcem 900 cement
• 900 30
25
- 20 fi) -:::s 0 .r:. 15 -Q)
E 10 .... 5
0
0 0.5 1 1.5 " L
Initial W/C ratio
• Fig. K-8 Final setting time for Microcem 900 cement
K-5
• Lanko 737 30
25
û) 20 ~
::::J 0 .c: 15 -cv E 10 ~
5
0
0 0.5 1 1.5 2 Initial W/C ratio
1--4°C "1!r 20°C 1
Fig. K-9 Initial setting time for Lanka 737 cement
• Lanko 7~.' 30
25
- 20 fi) ~
::::J 0 .r:. 15 -cv E 10 ~ <-~I
5
0
0 0.5 1 1.5 2 Initial W/C ratio
1--4°C "1!r 20°C 1
• Fig. K-10 Final setting time for Lanka 737 cement
K-6
•
•
•
MC500" SP 30
25
Ci) 20 ~
~ 0 ~ 15 -Q)
.§ 10 .-5
0
a 0.5 1 1.5 2 Initial W/C ratio
1--4°C "* 1 aoc -A- 20°C 1
Fig. K-11 Initial setting time for MC500+ SP cement
MC500+SP 30 T--------------------------------, 25 +---------------------------------;
~ 20 +-----/~-/-4-"'-----------f
5. 15 +----~-_I_----------___i
~ 10 +-----,~~~;I~.-------------I 5 +---------------------__1 o ~~~~-+~~~~~---+-~~-+~~~~
o 0.5 1 1.5 2 Initial W/C ratio
Fig. K-12 Final setting time for MC500+ SP cement
K-7
• A12 30
25
- 20 f!! ::::J 0
.s=. 15 -CI)
E 10 i=
5
0
0 0.5 1 1.5 2 Initial W/C ratio
1_4°C "* 10°C -6- 20°C 1
Fig. K-13 Initial setting time for Spinor A 12 cement
• A12 30
25
-f!! 20 ::::J
0 .s=. -CI) 15 E i=
10
5
0 0.5 1 1.5 2 Initial W/C ratio
1_4°C o 10°C -6- 20°C 1
• Fig. K-14 Final setting time for Spinor A12 cement
K-8
•
•
•
30
25
(i) 20 ~
~ o .s 15 Q)
~ 10
5
o o
/ ,/
/' /
~
0.5
1
1 Initial W/C ratio
1_4°C *20°C 1
A12+SP(1,2',4)
. ,
1.5
Fig. K-15 Initial setting time for Spinor A 12 + SP cement
-
30
25
~ 20 ~ o .s 15 Q)
E 10 i-
5
o o
7 "" /'
7 /'
""
0.5 1 Initial W/C ratio
1_4°C *20°C 1
A 12+SP( 1,2',4)
1.5
Fig. K-16 Final setting time for Spinor A 12 + SP cement
K-9
2
2
•
•
•
A16
30 ----------------------------------~
25+---------------~--------------~
~20+-----------~~--------------------1 ::::J o C 15 +_-----------7I(........--~I:io..-----------~~___1 Q) ç 10+-------~--~--~~------------~
5+-------~~=---------------------~
o o 0.5 1 1.5 2
Initial W1C ratio
Fig. K-17 Initial setting time for Spinor A 16 cement
A16 30?-------------------------------~
25 +-----------~=-------------------~
~20+------------+-----#-------~~--------t ::::J o C 15 +----------::If'-----+--~~-----------__1 Q)
.E 1 0 +---------.-.~+-----------------_I f-
5+-------~~----------------------__t
O+-~~~-+~~~~~~~~~~-+~~
o 0.5 1 1.5 2 Initial W/C ratio
Fig. K-18 Final setting time for Spinor A16+SP cement
K-lO
• 30 E12
25
- 20 l!? ~ 0 .c: 15 ........ Q)
.§ 10 Jo-
5
0 0 0.5 1 1.5 2
Initial W/C ratio
Fig. K-19 Initial setting time for Spinor E12 cement
• 30 E12
25
~ 20 ~ 0 :S 15 Q)
E 10 i= 5
0
0 0.5 1 1.5 2 Initial W/C ratio
1. Fig. K-20 Final setting time for Spinor E12 cement
K-II
• APPENDIX L
MODULUS OF ELASTICITY RESUL TS
•
• L-I
• 20 T)'p! 10
-co Q. C!) 15 -2!' 'u ~ CI)
10 co Qi ..... 0 CI) :s 5 :s oc 0 ~
0
~ r"" I.~
0 '""' ~
~ ~ r-- - l-
Ii r..
p; l'"r-"
~ 1'>,
~ ...
... ~ - - ~ i-
.B !~
If .- 1.04- ---- ----
.L 1 . 0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0
Initial W/C ratio
Fig. L-' Modulus of elasticity vs. initial W/C ratio for Type 10 cement
• Type 30 20 -as a.
~ 15 ~ 'u ~ CI)
10 CU Qi ..... 0 CI) ::l 5 ::l oc 0 ~
0 0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0
Initial W/C ratio
• Fig. L-2 Modulus of elasticity vs. initial W/C ratio for Type 30 cement
L-2
•
•
•
650SR 20------------------------------------
o 0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0
initial W/C ratio
Fig. L-3 Modulus of elasticity vs. initial \NIC ratio for Microcem E50SR cement
900 20T---------------------------------~ -lU
a.. ~ 15 ~ ë3 ~ : 10
'0 fi)
:::J 5 :::J 'C o ~
o 0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0
1 nitial W/C ratio
Fig. L-4 Modulus of elasticity vs. initial W/C ratio for Microcem 900 cement
L-3
•
•
•
20
-cu a. ~ 15 ~ '0 +=i fi)
10 cu Ci) -0 fi) :::l 5 ~
"C 0 ~
0 0.4
Lanko 737
0.5 0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
1_4°C D20°C 1
Fig. L-5 Modulus of elasticity vs. initial 'NIC ratio for lanko 737 cement
20
-cu a. Q. 15 ~ 'C3 ~ fi)
10 cu Qi -0 fi) ~ 5 ~
"'C 0 ~
0 0.4 0.5
E12
0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
'_4°C D20°C 1
Fig. L-6 Modulus of elasticity vs. initiéd W/C ratio for Spinor E12 cement
L-4
•
•
•
APPENDIX M
COMPRESSIVE STRENGTH RESUL TS
M-I
•
•
•
Type 10 80 ,..----------------
60
-(\'S a. ~ 40 -
20
o 0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0
Initial W/C ratio
Fig. M-' Compressive strength vs. initial W/C ratio for Type 10 cement
80 ~-------------------------------Type 30
60
-CV a. ~ 40 '-'"
la 20
0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
Fig. M-2 Compressive strength vs. initial W le ratio for Type 30 cement
M-2
•
•
•
650SR 80--------------------------------~
60
-cu a.. :! 40 -~
20
0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
Fig. M-3 Compressive strength vs. initial W/C ratio for Microcem 650SR cement
900 80 ----------------------------------
60 +-~----------------------------~ -cu a.. ~ 40 -
20
o 0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0
Initial W/C ratio
'_4°C D20°C 1
Fig. M-4 Compressive strength vs. initial W/C ratio for Microcem 900 cement
M-3
•
•
•
Lanko 737 80~--------------------------------
60
-cu a.. ~ 40 -~
20
o 0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0
I:'~~b~~~ ~--------------------------------------------~
Fig. M-5 Compressive strength vs. initial W/C ratio for Lanko 737 cement
E12 80
60~--------------------------------~
-cu a.. ~ 40+-------------------------------~ -
20 +---
0+--+ 0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0
Initial W/C ratio
'_4°C D20°C 1
Fig. M-6 Compressive strength vs. initial W/C ratio for Spinor E12 cement
M-4
•
•
•
APPENDIX N
SHRINKAGE/EXPANSION RESUL TS
N-I
• Type 10
- 0.1 "#. 0 -c 0 -0.1 "Ci) c co -0.2 a. x Q) -0.3 -Q) 0> -0.4 co ~ c -0.5 .C:: ~ CI) -0.6
0 5 10 15 20 25 30 Curing time (days)
.. 2O°Cs (molslure = 100%) "* 20°C (molslure <30%)
-9- 4°C (molslure=100%) ... 4°C (molslure<30%)
Fig. N-' Shrinkage/expansion vs. curing time for Type 10 cement
• Type 30
- 0.1 ;:$? 0 - 0 c 0
"Ci) -0.1 c CO -0.2 a. X ~ -0.3 Q) 0>
-0.4 CO ~ c -0.5 .C:: ~ en -0.6
0 5 10 15 20 25 30 Curing time (days)
.. 2Q"Cs (molslure = 100%) "* 2O"C (moisI ure <30%)
-9- 4°C (molsture=100%) ... 4"C (molslure<30%)
• Fig. N-2 Shrinkage/expansion vs. curing time for Type 30 cement
N-2
•
•
•
_ 0.1 '#. - o c: .~ ~0.1 c: ~ ~0.2 >< .~ ~0.3 Q) Cl co ~O.4 ~ c:
'C: ~O.5 .r:::. CI') ~0.6
o
Type 10SF
1,,;"'" - v_
~ ~ ~ --- -.........
.~
• • • • • • •
5 10 15 20 25 30 Curing time (days)
_ 20'CI (mOlllure = 100%) "'* 20'C (molilure <30% )
4 .'C (molSture=100%) ~ "'C (molsture<30'4)
Fig. N-3 Shrinkage/expansion vs. curing time for Type 10SF cement
650SR
- 0.1 ~ 0 0 -c: 0 -0.1 en c: co -0.2 CL )(
-~ ~~
.=:::--. .! -0.3 Q) C)
-0.4 co ~ c: -0.5 'C:
.r:::. en -0.6 • • · . • •
o 5 10 15 20 25 30 Curing time (days)
.. 20'CI (motllure = 100%) * 2Q'C (molSlure <30'4 )
-9- .'C (mOilture=100%) .. "'C (molsture<3Q'4)
Fig. N-4 Shrinkage/expansion vs. curing time for Microcem 650SR cement
N-3
•
•
•
900
- 0.1 ~ 0
0 -c 0 -0.1 'u; c (\'J -0.2 c. )(
~ -0.3 Q) C)
-0.4 J2 c -0.5 ï= .c. en -0.6
0 5 10 15 20 25 30 Curing time (days)
_ 2O'Cs (mOlsture = 100%) '* 2O'C (molsture c:30% )
-9- 4'C (moisture=100%) .. 4'C (molsture<30%)
Fig. N-5 Shrinkage/expansion vs. curing time for Microcem 900 cement
_ 0.1 ?J!. - 0 c o 'in -0.1 c: ca c.
~ C) ca ~ c: 'i: .c: en
-0.2
-0.3
-0.4
-0.5
-0.6
A12
'" ,- ,-, v -- - - - ••
~ ~~
"- --- -e....
"'-
. • • . . o 5 10 15 20 25 30
Curing time (days) ... 2O'Cs (molsture = 100'11.) '* 2O'C (molslure <30% )
....... 4'C (molsture=100%) .. 4'C (molslure<30%)
Fig. N-6 Shrinkage/expansion vs. curing time for Spinor A 12 cement
N-4
• MCSOO+SP
- 0.1 ':Ii!. 0 0 -c: 0 -0.1 'in c: co -0.2 0. )(
~ -0.3 C)
-0.4 co ~ c: -0.5 .~
.c en -0.6 0 5 10 15 20 25 30
Curing time (days) .. 2Q°Cs (molsture = 100%) * 2Q"C (molsture <30% )
-9- 4°C (molsture=1()(I'!l.) .. 4°C (molsture<3O%)
Fig, N-7 Shrinkage/expansion vs. curing time for MC500 + SP cement
• E12
- 0.1 'èJ?
0 -c: 0 -0.1 '0 c: cu -0.2 Q. )(
~ -0.3 C> -0.4 cu ~ c: -0.5 .~
.c. en -0.6
0 5 10 15 20 30 Curing time (da ys)
... 2O°Cs (molsture = 100%) * 20°C (molsture <30% )
...... 4"C (molsture=I00'!l.) .. 4°C (mOisture<30%)
• Fig. N-8 Shrinkage/expansion vs. curing time for Spinor E12 cement
N-5
• APPENDIX 0
UL TRASONIC PULSE VELOCITY RESUL TS
•
• 0-1
•
•
•
-fi)
E -.-~ '0 0 Q) > Q) > ~ ~
CU Q) .c CI)
Type 10 4000----------------------------~~
3000~------------------~
2000~~--=-----------------------~
1000
o 0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0
Initial W/C ratio
Fig. 0-1 Shear wave speed vs. initial W/C ratio at different temperatures for Type 10 cement
_ Type 10 CI) 4000 .....----------------......, E -~ '0 3000 o Q) > ~ ~ ~
"in fi)
! Q. E o u
2000
1000
0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
Fig.0-2 Compressive wave speed vs. initial W/C ratio at different temperatures for Type 10 cement
•
•
•
4000 ~ ____________________________ ~_p_e_3_0_
-~ ~ 3000 ~-----------------t ëj o ~ ~ ~
2000 +-.rrt--
i 1000 Q) .c: (()
o 0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0
Initial W/C ratio
Fig. 0-3 Shear wave speed vs. initial W/C ratio at different tempe ratures for Type 30 cement
~ 4000 -~ '0 3000 o ~ Q)
> 2000 .... r~-~ ~
'c;; 1000 ri)
! a.
Type 30
5 0 u 0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0
1 nitial W/C ratio
Fig. 0-4 Compressive wave speed vs. initial W/C ratio at different temperatures for Type 30 cement
0-3
•
•
•
650SR 4000------------------------------~ -~
:; 3000 +------------------1 '0 o G) > CI) > ~
2000
tu 1000 -"----""'"----Q) .r:. en
0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
~!g 0-5 Shear wave speed vs. of initial W IC ratio at different temperatures for Microcem 650SR cement
I 4000
-~ '(j 3000 o G) > CI)
> 2000 ~ CI) > 'ii) 1000 U)
~ a. E
650SR
o 0 u 0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0
Initial W/C ratio
Fig. 0-6 Compressive wave speed vs. initial W/C ratio at different temperatures for Microcem 650SR cement
0-4
•
•
•
4000 __ ------------------------------9°-°_ -~ -~ 3000r-----------------------------~
'0 0 Qj > Q) > ~ .... tU Q) ~ en
2000
1000
7-
'1 o +---L~-..a.Z ~""L.I-+-0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0
Initial W/C ratio
Fig. 0-7 Shear wave speed vs. initial W le ratio at different temperatures for Microcem 900 cement
~ 4000 900
-~ '0 3000 o ~ CD > 2000 ~ ~ 'u; 1000 (1)
~ Co
~ 0 i----LJ-I-ILLJ~a;&..J_+_oo U 0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0
Initial W/C ratio
Fig. 0-8 Compressive wave speed vs. initial W IC ratio at different tempe ratures for Microcem 900 cement
0-5
•
•
•
2500 -fi)
E 2000 -~ 'u
1500 0 Qj > CI)
1000 > ~ '-cu 500 CI)
.r::. en 0
Lanko 737
-r-
i--- - ~ -
- ~ -..L --+- .... +~ ,
0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
Fig, 0-9 Shear wave speed vs. initial W/C ratio at different temperatures for Lanko 737 cement
-~ 4000 -~ '0 3000 o Q) > ~ ~ Q) >
2000
'iii 1000 tn ~ Q.
~ 0
Lanko 737
u 0.4 0.5 0.6 0.8 1.0 1.2 1.5 2.0 Initial W/C ratio
Fig. 0-10 Compressive wave speed vs. initial W/C ratio at different temperatures for Lanko 737 cement
0-6
•
•
•
4000 E12
-fi) E - 3000 ~ '0 0 Qi
2000 > CI) > ~
1000 ~
(\1
r- -- r--- - -
CI) .t=. CI)
0 • -+ ~ + -+ ....L 1 . . • . 0.4 0.5 0.8 0.8 1.0 1.2 1.5 2.0
Initial W/C ratio
Fig. 0-11 Shear wave speed vs. initial W/C ratio at different temperatures for Spinor E 12 cement
- 4000 ~
E12
- r
~ '0 3000 0
t-
CI) > r-CI) > 2000 ~
~ - ~ r-
CI) > f;; 1000 fi) ~ - t---
~ Q. E 0 0 (J 4- ..1. .... 4- . .
• , , 0.4 0.5 0.8 0.8 1.0 1.2 1.5 2.0
1 nitial W/C ratio
Fig. 0-12Compressive wave speed vs. initial W/C ratio at different temperatures for Spinor E12 cement
0-7
• APPENDIX P
MIXING TIME EFFECTS: RHEOLOGICAL PROPERTIES
•
• P-l
•
•
•
Type 10 500 .... - 1 min fi)
Q. 400 -9-0 - 4 min .CI) -M-:t:: 300 fi) 10 mm 0 ..... 0 fi) 15 mm 'S; 200 CI) > +=i CU 100 Q) ct:
0 0 0.5 1 1.5
initial W/C ratio
Fig P-1 Relative viscosity of Type 10 cement at 0 min.
500
-fi) 400 Q. 0 -~ 300 fi) 0 0 fi)
'S; 200 CI) >
:t,'j cu
100 CI) ct:
0
Type 10
-1 min
+-------------------------------~~ 4mln
'*' +-------::::-"I~------------------~ 10 min .. 15 min
0 0.5 1 1.5 Initial W/C ratio
Fig. P-2 Relative viscosity of Type 10 cement at 60 min.
P-2
2
2
• 500 Type 30 .. - 1 mm
t1J 400 ~ c.. 0 4 mm -~ *" 'ii) 300 10 mm 0 ... 0 15 min t1J '> 200 (J) > ~ m ëi) 100 tx:
0 0 0.5 1 1.5 2
1 nitial W/C ratio
Fig. P-3 Relative viscosity of Type 30 cement at 0 min.
• Type 30 500 .. - 1 mm f/J
0. 400 ...... & 4mln ~ '* cn 300 1Dmln 8 ... f/J 15 mm '5 200 (J) > ~ m
100 ëi) 0::
0
0 0.5 1 1.5 2 Initial W/C ratio
Fig. P-4 Relative viscosity of Type 30 cement at 60 min . • P-3
•
•
•
500 Type10SF
-- 1 mm II)
400 Q. 09-(J - 4 min
~ '* '(ij 300 10mm 0 (J ... II)
15 min 'S; 200 Cl) >
+=' (\'S
100 Q) 0::
0 0 0.5 1 1.5
Initial W/C ratio
Fig. P-5 Relative viscosity of Type 10SF cement at 0 min,
500
..-fi)
400 c. 0 -..-~ 'CI) 300 0 (J fi)
'S; 200 Q) >
+=ï «1
100 ëii 0::
0
Type 10SF .. 1 mm
+-----~~--------------------._i~
4mm -M
+-------~r__----------__f 10 mm
0 0.5 1 Initial W/C ratio
1.5
...... 15 min
Fig. P-6 Relative viscosity of Type 1 OSF cement at 60 min,
P-4
2
2
•
•
•
-~ o -Cl)
E ~
o > c: o f/) c: Cl) a. f/) ~ en
100 Type 10
80
60
40
20
o 0.4 1.0 2.0
Initial W/C ratio
/_1 min lZJ4 min ~10 min 015 min
Fig. P-7 Suspension volume of Type 10 cement for different mixing time after 120 min
-~ o --Q)
E ::J o > c .0 U) c Q) ~ U) ::J
Cf)
100 Type 30
80
60
40
20
o 0.4 1.0 2.0
Initial W/C ratio
[.1 min 04 min ~10 min 015 min
Fig. P-8 Suspension volume of Type 30 cement for different mixing time aftvr 120 min
P-5
•
•
•
100
-~ 80 Q)
E ~ 60 > c: .~ 40 c: Q)
~ 20 ::::s
(J)
o
Type10SF
0.4 1.0 2.0 Initial W/C ratio
1_1 min l[J4 min 010 min 015 min
Fig. P-9 Suspension volume of Type 10SF cement for different mixing time after 1 20 min
30 Type 10
-25 1 min r-...... 4 min - 20 ~
::::s * 1-10 min
0 s::;. 15 - ..
15 min 1-Q)
E 10 i=
5 ~ o .
o 0.5 1 1.5 2 Initial W/C ratio
Fig. P-10 Initial setting time for Tvpe 10 cement for different mixing times
P-6
•
•
•
30
25
- 20 ~ ::J 0
..c. 15 -Q)
E 10 i=
5
0
Type 10 .. ....... -------------------t 1 min
-9-4 min
....... ----------------~~ 10 min ..
~--------_2JIA~:.._----___4 15 min
0 0.5 1 1.5 Initial W/C ratio
2
Fig. P-11 Final setting time for Type 10 cement for different mixing times
30 Type 30 ...
25 1 min 1-
-9-4 min - 20 tn '* 1-
'-::J 10 min 0 ..c. 15 -- ..
15 min Q)
E 10 i=
5 ~-d
.-1 • • . . o
o 0.5 1 1.5 2 1 nitial W/C ratio
Fig. P-12 Initial setting time for Type 30 cement for dîfferent mixing tîmes
P-7
•
•
•
30 Type 30
~
25 -t----------------4 1 min .. - 20 ~ 4 min
-t-----------------------4~ :l 0 .r:: 15 -Q)
10 min
-t--------------------------4~ 15mln
E .- 10 t-
5
0
0 0.5 1 1.5 2 Initial W/C ratio
Fig. P-13 Final setting time for Type 30 cement for different mixing times
30 Type10SF ..
25 1 min f-.q.. 4 min - 20 t!!
:::s "* f-10 min
0 .r:: 15 - ....
15mln Q)
E .- 10 t-A
~~.--..
5 ......... -0 • .
o 0.5 1 1.5 2 Initial W/C ratio
Fig. P-14 Initial setting time for Type 10SF cement for different mixing times
P-8
•
•
•
30 Type 10SF ..
25 +-_______________ --11 min
-9-4 min - 20 ~
~ +----------------------~~
10 min 0 .r:. 15 - ... +---------..,......-----------1 15 min Q)
E 10 j::
5
0 0 0.5 1 1.5 2
Initial W/C ratio
Fig. P-15 Final setting time for Type 10SF cement for different mixing times
P-9
• APPENDIX Q
MIXING SPEEDS EFFECTS: RHEOLOGICAL PROPERTIES
•
• Q-l
• 500 Type 10 ... - 750 RPM
(1) 400 .... Q. U 1500RPM -.a- * "in 300 2300RPM
8 ... CI) 3000RPM
:> 200 ~
Q) 6000RPM > :.e:= tU
ëD 100 a:::
0 0 0.5 1 1.5 2
Initial W/C ratio
Fig Q-' Relative viscosity of Type 10 cement at 0 min
• Type 10 500 .... - 750RPM m 400 Co ......
0 1500RPM -b "* cn 300 2300RPM
8 ... U) 3000RPM .:;
200 ... Q)
6000RPM > :.;::0 co ëii 100 0:::
a 0 0.5 1 1.5 2
Initial W/C ratio
Fig. Q-2 Relative viscosity of Type 10 cement at 60 min • Q-2
• 500 Type 30
- ... fi)
400 750 Q. ~ .-~
1500
'üi 300 "*' 8 2300 fi) .... 'S; 200 3000
~ -&
+:0 600e CG
100 Qi Q:
0 0 0.5 1 1.5 2
Initial W/C ratio
Fig. Q-3 Relative viscosity of Type 30 cement at 0 min
• 500 Type 30
- ... fIJ 750 C. 400 0 -9-- 1500 ~ *' 'üi 300 8 2300
...... fIJ
3000 'S; 200 (1) -e->
+:0 6000
as 100 CI) 0::
0 0 0.5 1 1.5 2
Initial W/C ratio
• Fig. Q-4 Relative viscosity of Type 30 cement at 60 min
Q-3
• 500 Type 10SF ... - 750 0 400 ...... c.
U 1500 -~ * 'ii) 300 2300 0 ... u 0 3000 :> 200 .. Q) 6000 > ~ lU
100 Qi a::
0 0 0.5 1 1.5 2
Initial W/C ratio
Fig. Q-5 Relative viscosity of Type 1 OSF ce~ent at 0 min
• Type10SF 500 ... - 750 0
C. 400 ...... u - 1500 ~ * cn 300 2300 8 .... 0 3000 '> 200 .. Q)
6000 > ~ cu
100 Qi a::
0 0 0.5 1 1.5 2
Initial W/C ratio
• Fig. Q-6 Relative viscosity of Type 10SF cement at 60 min
Q-4
•
•
•
100 -?f!. 80 -Q)
E ::l 60 ë > c: 0 40 'ii) c: Q)
20 0-U) ::l
CI)
0
Typ.10
0.4 1.0 2.0 Initial W/C ratio
.750 RPM Ja1500 RPM [J2300 RPM 03000 RPM ~6000 RPM
Fig. Q-7 Suspension volume of Type 10 cement for different mixing speeds
100 -?f!. 80 -Q)
E ::l 60 ë > c: 0 40 'ii) c: Q) 0- 20 CI) ::l
CI)
0
Type 30
0.4 1.0 2.0 1 nitial W/C ratio
.750 RPM 181500 RPM ~2300 RPM 03000 RPM ~6000 RPM
Fig. Q-8 Suspension volume of Typa 30 cement for different mixing speeds
Q-S
•
•
•
-~ 0 -CI)
E j
ë5 > c 0 fi; c CI) Co ", j
CI)
100
80
60
40
20
0
Type 10SF
0.4 1.0 2.0 Initial W/C ratio
.750RPM FB1500RPM ~2300RPM 03000 RPM ~6000 RPM
Fig. Q-9 Suspension volume of Type 10SF cement for different mixing speeds
30 Type 10
-25 750RPM 09-- 20 f!! 1500 RPM -Mo
::l 0 .c 15 -Q)
E 10 ~
2300 RPM .... 3000 RPM 0&-
~ 6000RPM
5
0 ~ . . . . o 0.5 1 1.5 2
Initial W/C ratio
Fig. Q-10lnitial setting time for Type 10 cement for different mixing speeds
Q~
•
•
•
20 Type 10
... 750 ~PM
15 -9-- 1500 RPM
~ +1-::J 2300 RPM 0 -.. ~ 10 - 3000 RPM Q) e-E i= 6000 RPM
5
o 0.5 1 1.5 2 Initial W/C ratio
Fig. Q-11 Final setting time for Type 10 cement for different mixing speeds
30
25
'? 20 :::J o S. 15 Q)
E .- 10 1--
5
o ....--
o 0.5
Type 30 .. 750 RPM 009-1500 RPM
"* 2300 RPM ...-3000 RPM -& 6000 RPM
~ ~
• . 1 1.5 2
Initial W/C ratio
Fig. Q-12lnitial setting time for Type 30 cement for different mixing speeds
Q-7
•
•
•
30
25
- 20 ~ ~ 0 .r:. 15 "-Q)
E .- 10 ~
5
0
Type 30
.-+-_____________ """"1750 RPM
09-1500RPM
+---------------------~~ 2300RPM
"* +---------~-----~ 3000RPM
-e~--------,,~~-------_t 6000 RPM
0 0.5 1 1.5 Initial W/C ratio
2
Fig. Q-13 Final setting tÎme for Type 30 cement for different mixing speeds
30 Type 10SF
.-25 750 RPM
-9-- 20 ~ 1500 RPM
* ~ 0
.r:. 15 -CI)
E 10 t=
5
2300 RPM ... 3000 RPM -e-
JiW' 6000RPM
~ o --'-
o 0.5 1 1.5 2 Initial W/C ratio
Fig. Q-14lnitial setting time for Type 10SF cement for different mixing speeds
Q.g
•
•
•
Type 10SF 30T---------------------------------~ .. 25 ~----------------------------~750RPM
09-1500 RPM
~20~------------------------~* ::::J 2300 RPM o ~15 • 3000 RPM ~ ~ E .- 1 0 6000 RPM 1-
5 +-------------------------------------~
o +-~~~+4~~~_+~~_+~+_~~+_~~ o 0.5 1 1.5 2
Initial W/C ratio
Fig. Q-15Final setting time for Type 10SF cement for different mixing speeds
Q-9
