sorptivity testing to assess durability of concrete...

Vimal N. Patel

SORPTIVITY TESTING TO ASSESS DURABILITY OF CONCRETE

AGAINST FREEZE-THAW CYCLING

Vimal N. Patel

The Department of Civil Engineering and Applied Mechanics

McGill University

Montreal, Canada

August 2009

A thesis submitted to McGill University in partial fulfilment of the

requirements of the degree of Master of Engineering (Thesis Option)

© Copyright by Vimal N. Patel (2009)

Vimal N. Patel

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ABSTRACT

Current practice assesses the quality of concrete based primarily on

strength. It has been suggested that the quality of concrete should be

characterized not only by strength but also its durability characteristics.

The performance of concrete is greatly affected by its exposure to

aggressive environments, more precisely its transport properties. The

objective of this thesis is to investigate whether sorptivity testing could be

used to assess the durability of concrete against freeze-thaw deterioration.

The research work utilizes various mixture designs, exposure surfaces

and modified testing methods to review the sensitivity of the test and

provide valuable insight into the potential service life behaviour of a mix

design.

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SOMMAIRE

La pratique en vigueur évalue la qualité du béton basée principalement

sur la force. Il a été suggéré que la qualité du béton soit caractérisée non

seulement par la force mais également par ses caractéristiques de

durabilité. La performance du béton est considérablement affectée par son

exposition aux environnements agressifs, plus précisément ses propriétés

de transport. L’objectif de cette thèse est d’étudier si un test d’absorption

pourrait être employé pour évaluer la durabilité du béton contre la

détérioration gel-dégel. Le travail de recherche utilise de diverse

conception de mélange, surfaces d’exposition et méthodes d’essai

modifiées pour réviser la sensibilité du test d’absorption pour fournir une

perspicacité valable dans le comportement potentiel de durée de vie d'une

conception de mélange.

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ACKNOWLEDGEMENTS

The author would like to sincerely thank all those involved in the

production of this thesis as well as the experimental work associated with

research.

To begin, I would like to thank my supervisor, Prof. Andrew J. Boyd, McGill

University, for his concise and valuable guidance during the experimental

research work and writing of this thesis. As well as for his financial

assistance that helped keep the focus on work. I would also like to thank

my class colleagues, Mr. Ron Sheppard, laboratory technician, and the

staff members of the materials laboratory of McGill University for their help

in carrying out experimental tasks.

Finally, I would like to thank my family and friends for their tolerance and

support throughout the completion of my studies. I am grateful.

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TABLE OF CONTENT

ABSTRACT........................................................................................................... 3

SOMMAIRE........................................................................................................... 4

ACKNOWLEDGEMENTS .................................................................................. 5

LIST OF FIGURES .............................................................................................. 8

LIST OF TABLES .............................................................................................. 10

INTRODUCTION ................................................................................................ 11

CHAPTER 1 – LITERATURE REVIEW ......................................................... 12 1.1 Theories of Freeze-Thaw ........................................................................................... 12

1.1.1 Hydraulic Pressure (Powers 1945)..................................................................... 12 1.1.2 Osmotic Pressure ........................................................................................................ 15 1.1.3 Litvan’s Theory .............................................................................................................. 16

1.2 Considerations for Freeze-Thaw Resistance............................................... 17 1.2.1 Ice Formation in concrete........................................................................................ 17 1.2.2 Required air-void characteristics ......................................................................... 17 1.2.3 Litvan’s New Theory to frost resistance........................................................... 19 1.2.4 Critical Degree of Saturation .................................................................................. 20

1.3 Influence of Materials (Pigeon & Pleau, 1995)............................................. 21 1.3.1 Portland cement ........................................................................................................... 21 1.3.2 Aggregates ...................................................................................................................... 21 1.3.3 Behaviour of coarse aggregates.......................................................................... 22 1.3.4 Admixtures....................................................................................................................... 25

1.4 Self-Compacting Concrete ....................................................................................... 30 1.4.1 Introduction ..................................................................................................................... 30 1.4.2 Material properties of SCC (Gaimster and Gibbs 2001) ......................... 32 1.4.3 Admixtures and Air-Entrainment .......................................................................... 34

1.5 High Strength Concrete ............................................................................................. 37 1.6 Sorptivity.............................................................................................................................. 43

1.6.1 Water movement in porous materials ............................................................... 43 1.6.2 Water movement in concrete ................................................................................ 45 1.6.3 Absorption Tests .......................................................................................................... 47 1.6.4 Sorptivity Test ................................................................................................................ 49

CHAPTER 2 – EXPERIMENTAL PROGRAM .............................................. 59 2.1 Material Preparation ..................................................................................................... 59

2.1.1 Mixing Equipment and Set Up .............................................................................. 59 2.1.2 Materials ........................................................................................................................... 59 2.1.3 Mixing Procedure ......................................................................................................... 60 2.1.4 Test Specimen Preparation.................................................................................... 61 2.1.5 Specimen testing ......................................................................................................... 61

2.2 Experimental Procedure and Set-up ................................................................. 63 2.2.1 Freeze-Thaw .................................................................................................................. 63 2.2.2 Specimen Pre-conditioning..................................................................................... 65 2.2.3 Sorptivity Testing ......................................................................................................... 66 2.2.4 Density Testing ............................................................................................................. 68

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CHAPTER 3 – RESULTS AND DISCUSSION ............................................. 71 3.1 Influence of materials on performance of mix design ........................... 71 3.2 Sorptivity to assess deterioration due to freeze-thaw cycling ........ 73

3.2.1 Variation of absorption with no air-entraining agent .................................. 73 3.2.2 Variation of absorption in the presence of air-entraining admixtures

79 3.2.3 Early-age and late-age sorptivity indicators................................................... 81

3.3 Freeze-thaw resistance of self-compacting concrete ............................ 82 3.4 Use of AEA in concrete for freeze-thaw resistance................................. 87 3.5 Effect of exposure surface on sorptivity ........................................................ 90 3.6 Effect of sealant on sorptivity ................................................................................ 93

CONCLUSIONS ...............................................................................................100

REFERENCES .................................................................................................102

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LIST OF FIGURES Figure 1: Freezing front ..................................................................................... 13

Figure 2: Relationship between size of capillary pore and freezing temperature of pure water................................................................................. 14

Figure 3: Elongation after 300 cycles versus spacing factor (0.5 w/c) ..... 19

Figure 4: Interaction between air bubbles and cement particles. ............... 27

Figure 5: Image of SCC placed in a small column with congested

reinforcement ...................................................................................................... 30

Figure 6: Typical volume percentage of constituent materials in SCC ...... 33

Figure 7: Mechanism for achieving self-compaction .................................... 35

Figure 8: Relationship between spacing factor and air void content in fresh concrete ............................................................................................................... 37

Figure 9: Schematic of cement paste microstructures at different w/c values ................................................................................................................... 38

Figure 11: Comparison of Portland cement concretes under combined

actions of loading and freeze-thaw cycling .................................................... 40

Figure 12: HSC with 0.25 w/cm, no AE, 2% total air .................................... 41

Figure 13: HSC with 0.25 w/cm, 2.6 g/cwt AE, 5% total air......................... 41

Figure 14: Cumulative absorption i(t) through various wetting regimes ... 44

Figure 15: Absorption curves relative depth of exposure surface .............. 47

Figure 16: Schematic arrangement of ISAT apparatus................................ 48

Figure 17: Schematic arrangement of the CAT method .............................. 49

Figure 18: Schematic arrangement of the Sorptivity test ............................. 50

Figure 19: RH achieved after various periods of pre-conditionings in the environmental chamber at 50oC and 80% RH. The error bars represent

one standard deviation ...................................................................................... 51

Figure 20: RH of the air inside the conditioning containers versus time .. 52

Figure 21: Water leak between the tape and specimen sides .................... 53

Figure 22: Test setup for continuous mass gain monitoring ....................... 54

Figure 23: Sorptivity relative to type of sealant material .............................. 55

Figure 24: Schematic arrangement of in-situ sorptivity testing ................... 56

Figure 27: Freeze-thaw chamber set up......................................................... 65

Figure 28: Pre-conditioning of specimens in environmental chamber....... 65

Figure 29: Variation of permeable pore space over the depth of all mixes............................................................................................................................... 70

Figure 30: Cracking through coarse aggregate in Mix C (SCC - No AEA)73

Figure 32: Effect of F-T cycling on early-age sorptivity of all mixes (0-6

hours) ................................................................................................................... 76

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Figure 33: Effect of F-T cycling on the late-age sorptivity of all mixes (1-8

days) ..................................................................................................................... 76

Figure 34: Effect of freeze-thaw cycling on absorption of Mix C (SCC - No AEA) ..................................................................................................................... 78

Figure 35: Specimen from Mix C (SCC – No AEA) after 100 cycles of freeze-thaw (right) .............................................................................................. 79

Figure 36: Effect of freeze-thaw cycling on absorption of Mix B (Regular - AEA) ..................................................................................................................... 80

Figure 37: Effect of mix design on the average absorption of all mixes at 0

cycles.................................................................................................................... 83

Figure 38: Effect of mix design on the average absorption of all mixes at

50 cycles .............................................................................................................. 83

Figure 39: Freeze-thaw deterioration of SCC beyond 50 cycles ................ 85

Figure 40: Separation of the mortar from the coarse aggregate ................ 86

Figure 41: Effect of mix design on the total absorption at given levels of freeze-thaw cycling ............................................................................................ 88

Figure 42: Specimens from Mix B (Regular - AEA), A (Regular - No AEA), and C (SCC – No AEA) (top to bottom respectively) after 200 freezing and thawing cycles..................................................................................................... 89

Figure 43: Specimen being split by hand after being subjected to 200 freeze-thaw cycles ............................................................................................. 90

Figure 44: Sorptivity curves comparing cast and finished surfaces of Mix C (SCC – No AEA) at 0 cycles of freeze-thaw .................................................. 91

Figure 45: Sorptivity curves comparing cast and finished surfaces of Mix C

(SCC – No AEA) at 50 cycles of freeze-thaw ................................................ 91

Figure 46: Exposure surface of Mix C (SCC - No AEA): a) finished surface

b) cast surface .................................................................................................... 92

Figure 47: Sorptivity curves comparing waxed and taped specimens of Mix B (Regular – AEA) at 150 cycles of freeze-thaw ........................................... 94

Figure 48: Ring absorption phenomenon ....................................................... 95

Figure 49: Poor edge adherence causing capillary suction along edges.. 95

Figure 50: Red dye deposits along curved surfaces of test specimens .... 97

Figure 51: Helical transport path of water ...................................................... 98

Figure 52: Effect of mix design on the total absorption at given levels of

freeze-thaw cycling .......................................................................................... 117

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LIST OF TABLES

Table 1: Feature/benefits of SCC Source: (Gaimster 2000) ....................... 32

Table 2: Mixture Designs .................................................................................. 60

Table 3: Fresh concrete slump test and air content test results ................. 61

Table 4: Compressive Strength ....................................................................... 62

Table 5: Freeze-thaw Specimens .................................................................... 64

Table 6: Summary of sorptivity and nick point time for Mix A (Regular - No AEA) ..................................................................................................................... 75

Table 7: Average absorption (mm) of Mix CC (SCC Cast – No AEA) and Mix CF (SCC Finished – No AEA) ................................................................... 92

Table 8: Summary of results of statistical analysis ....................................... 98

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CHAPTER 1 – LITERATURE REVIEW 11

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INTRODUCTION

From 1994 to 2002, Transports Québec annually invested an average of

$700 million dollars for highway or road conservation and improvement.

The budget is projected to rise to $2 226 million between 2003 and 2013.

The rise in repair costs has been attributed to significant environmental

deterioration caused by freeze-thaw cycling combined with the use of de-

icing chemicals. The importance of environmental condition on concrete

structures should thus not be overlooked during the design phase. Often,

concrete strength has been considered a surrogate for durability.

Unfortunately, it is becoming apparent that this is not particularly true due

to the rising costs for concrete conservation all over the world.

The research objective of this paper is to reinforce the importance of

considering durability properties during the design phase. Mix designs are

considered to have a profound effect on the performance of concrete

structures once in application. The experimental work done in this paper

used a water absorption test to assess the potential durability

characteristics of various concrete mix designs when subjected to freeze-

thaw cycling. The cracking caused by freeze-thaw cycling is assumed to

render a concrete specimen more susceptible to ingress of deleterious

materials; the greater the absorption of these materials, the greater the

potential for corrosion of reinforcing steel and loss of strength due to

cracking.

The experimental work consisted of damaging concrete specimens by

simulating environmental freeze-thaw cycles and assessing the damage

caused by the deterioration mechanism by the means of the ASTM C

1585-04 Standard Test Method for Measurement of Rate of Absorption of

Water by Hydraulic-Cement Concretes (Sorptivity Test). The ASTM

C1585-04 results were then analyzed to validate the applicability of the

Sorptivity Test.


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CHAPTER 1 – LITERATURE REVIEW

1.1 Theories of Freeze-Thaw

1.1.1 Hydraulic Pressure (Powers 1945)

The Hydraulic Pressure Theory, proposed by T.C Powers in 1945,

suggests that the destruction of concrete during freezing is caused by the

hydraulic pressure generated by the expansion of water, rather than direct

pressure due to the growth of ice crystals.

A drop in temperature causes differential freezing of water in the concrete

paste. The formation of ice in capillary pores forces unfrozen water

outwards through the porous medium. Based on Darcy’s model, the flow

of a liquid through a porous medium generates some pressure, and if that

pressure exceeds the tensile resistance of the concrete, cracking will

occur.

This hypothesis is applicable to materials that, at a given temperature,

hold freezable water in two different fashions: first, in small pores that do

not allow the water to freeze, and secondly, in larger pores which do allow

water to freeze. It has been proven experimentally that hardened Portland

cement concrete is considered one of these materials (Powers 2003).

Figure 1 shows that when ice begins to form in region A, the unfrozen

water in that region will move towards the non-saturated region B. As

mentioned previously, the water is not able to move freely into region B.

The flow of water into the porous medium will cause a frictional resistance

and create a hydraulic pressure gradient that follows the laws of hydraulic

flow as proposed by Darcy.


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Figure 1: Freezing front

Source: Powers (1945)

During repeated freezing and thawing cycles, the amount of absorbed

water will increase and the thickness of region A will increase. As the

width of region A increases, more water is displaced towards the non-

saturated region B. The decrease in width and increase of water content

in region B increases the difficulty with which water can flow into region B.

Consequently, the hydraulic pressure increases and becomes greater than

the tensile resistance of the concrete, inducing cracking as a pressure

relief mechanism. It should be noted that if region A were not saturated,

there may be enough space to accommodate the expansion of freezing

water and the hydraulic pressures would be minimized. Thus, deterioration

would be less likely. The properties of the porous medium and the amount

of water that must travel through it are important factors that influence the

magnitude of the hydraulic pressure generated.

In the 1950s, Powers and Helmuth observed that depending on

temperature, water in capillaries supercooled instead of freezing. Smaller

pores exhibited a greater surface tension, which thus reduced their

freezing capability. Pore size was thus the parameter that governed at

which temperature the pore water would freeze. Gel pores, which have

extremely small radii, never freeze because temperatures would never

drop sufficiently. In other words, during a freezing period, water in larger


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capillary pores will freeze before water trapped in smaller gel pores since

they are under less stress (Powers 1945).

Figure 2: Relationship between size of capillary pore and freezing temperature of pure water

Source: Pigeon & Pleau 1995

Considering that there exists a discrepancy in pore water freezing

throughout the cement paste, the thermodynamic equilibrium within the

paste is broken when temperatures drop below freezing. Ice has a lower

free energy than liquid water, thus water in the unfrozen gel pores travels

through the porous medium towards levels of lower energy (i.e. ice in the

capillaries). As the water approaches the capillaries and enters regions of

greater pore radius, the freezing temperature increases and water begins

to crystallize.

With this said, the Hydraulic Pressure Theory would depend on:

1) The permeability of the material through which water must flow

to escape the saturated region.

2) The rate of freezing.

3) The amount of water in region A in excess of the critical degree

of saturation.


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1.1.2 Osmotic Pressure

Further research on the volume change of Portland cement during

freezing showed that hydraulic pressure was not the single cause for

deterioration of the cement paste. It was also shown that diffusion of gel

water toward the air voids caused further growth of ice crystals in the

cavities (Powers and Helmuth 1953). Hydraulic pressure and diffusion

would then act simultaneously to cause expansion within the cement

paste.

During a freezing period, the freezable water in a capillary cavity will turn

to ice while, at this point, the water in the gel pores would be supercooled

instead of frozen due to the small size of the pores. As the temperature

drops below the freezing temperature of the water in the capillary pores,

thermodynamic equilibrium is disturbed. The supercooled water in the gel

pores will gain free energy much faster than the ice in the capillary

cavities. Consequently, the gel water has a higher energy potential that

enables it to move toward the ice in the cavity in order to restore

equilibrium. This diffusion of water thus causes expansion of the ice in the

capillary cavity, which in turn can result in expansion of the concrete.

An assumption not previously made in the hydraulic pressure theory is that

the pore water in the capillaries and gel pores is not pure. Pore water in

cement paste contains dissolved chemicals that lower the freezing point of

the solution. As ice forms in a capillary, the concentration of dissolved

chemicals increases in the pore water surrounding the ice crystal. In the

gel pores, the pore water solution is unfrozen and thus has a lower

concentration. The concentration gradient thus forces pore water from the

gel pores to move toward the capillaries. As the pore water from the gel

pores reaches the capillary pore water, the drop in concentration

increases the freezing point thus causing further crystallization of the pore

water in capillaries (Powers 1975).


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1.1.3 Litvan’s Theory

Water absorbed from the surface and contained in the small capillaries

does not freeze due to surface forces that restrict water molecules from

arranging themselves in an order conducive to the formation of a crystal

lattice formation (Litvan 1973).

Litvan first developed a theory which states that there is a forced

movement of water through the cement past due to a difference in vapour

pressure (Litvan 1972). It was further extrapolated to state that when the

temperature drops below 0 oC, water present in large voids will freeze, and

water contained in the smaller capillary voids will be supercooled. The

vapour pressure of water is higher than that of ice. At temperatures below

freezing, supercooled water and ice co-exist and disrupt vapour pressure

equilibrium. Thus, partial emptying of water filled voids equilibrates the

gradient. The emptied water is then forced through the porous medium

towards locations were ice is forming (Litvan 1973). This theory agrees

with Powers in such that high internal stresses caused by liquid movement

in porous medium can cause cracking in the paste. It is noteworthy to

mention that Litvan’s theory suggests that damage can occur in the

absence of any expansion due to ice formation.

The three theories of frost deterioration described may contradict each

other to some extent but are considered to complement more than

contradict each other. The hydraulic pressure theory can be used to

describe the mechanisms that cause tensile forces to act within the

concrete paste due to the movement of water. Litvan’s theory could

correctly describe the reasons for which the water moves within the paste.

Lastly, the osmotic pressure theory could provide a suitable explanation

for the negative effects of deicing agents on deterioration of the concrete

paste (Pigeon 1989).


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1.2 Considerations for Freeze-Thaw Resistance

1.2.1 Ice Formation in concrete

As the temperature decreases, the amount of freezable water in the

cement paste increases at a gradual rate. As mentioned, the amount of

freezable water does not increase instantly as it is dependent on the size

of the pore in which it is contained.

Ice nucleation begins in a pore and the surrounding pore water increases

in concentration as described by the osmotic theory. Pore water contained

in gel pores cannot freeze at temperatures higher than -78 oC (Pigeon

1995). Thus, a system of channels with unfrozen water connects capillary

pores throughout the cement paste. Although capillary pores in a good

quality concrete are discontinuous, the system of channels of unfrozen

water provides water to feed the growth of ice crystals in larger pores

(Adler-Vignes & Dijkema, 1975). This being said, ice formation is directly

related to the amount of freezable water in the concrete. The amount of

freezable water is limited by the initial water to cement ratio. Thus, limitting

the w/c will limit the deterioration of the concrete (Powers 1945).

1.2.2 Required air-void characteristics

Air entrainment is the best-known form of resistance to freeze-thaw

deterioration. Work done by Powers in 1949, and followed up in 1954,

demonstrated that the spacing factor of the air void system was the most

important parameter when determining the effectiveness of air

entrainment. Theoretical spacing factors were determined based on the

hypothesis of the hydraulic pressure theory. The results obtained were in

close agreement with experimental data. It was determined that spacing

factors ranging from 0.254 mm to 0.660 mm provided acceptable frost

resistance to six different pastes cooled at 7 oC per hour. The air

requirements for a given cooling rate depended on paste content, specific

surface of the voids, and spacing factor (Powers 1949).


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Further studies showed that the hydraulic pressures generated during the

freezing of water in large capillary pores increased approximately in

proportion to the square of the distance to the nearest void (Powers and

Helmuth 1953). This statement thus reinforced the requirement of

producing a system of closely spaced air voids. In 1949, Powers’ paper

recommended a spacing factor of 250 m. It was shown that this value

could be adequate for a wide range of concrete and was adopted by many

standards (Pigeon et al. 1986; Pigeon et al. 1985)

Later work by Pigeon (1989) confirmed the 250 m spacing factor

suggested by Powers and also determined that the air void system for a

specific concrete subjected to a certain number of freeze-thaw cycles had

an inherent critical spacing factor. Air void systems with spacing factors

lower than the critical spacing factor demonstrated adequate resistance to

freeze-thaw cycling deterioration. Deterioration of concrete for values

higher than the critical spacing factor increased rapidly. Figure 3 illustrates

the results from the study.


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Figure 3: Elongation after 300 cycles versus spacing factor (0.5 w/c)

Source: (Pigeon and Lachance 1981)

It can be seen from Figure 3, that a concrete specimen with a w/c of 0.5

will show rapid deterioration based on length change for spacing factors

higher than 680 m. The same test showed that for a specimen with a w/c

of 0.6, the critical spacing factor was 570 m (Pigeon and Lachance

1981). Thus, as the w/c ratio of a concrete specimen increases, the critical

spacing factor must decrease to account for the added amount of

freezable water and the porosity of the cement paste. These critical

spacing factors were developed based the on the hydraulic pressure

theory proposed by Powers, in order to account for surface scaling in the

presence of de-icing chemicals. It was found that a spacing factor of 200

m would provide adequate frost resistance for all freeze-thaw

mechanisms (Pigeon 1989).

1.2.3 Litvan’s New Theory to frost resistance

Further research by Litvan showed that even with a spacing factor larger

than 200 m, air entrained concrete in the presence of superplasticizers


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provided good frost resistance. It was suggested that this improved

resistance from air entrainment is due to the increased number of pores in

the volume range of 0.35 – 2.00 m (Litvan 1983).

Superplasticizers tend to reduce the number of large air-entrained

bubbles. Consequently, it was believed that the increased spacing factor

associated with the loss of air voids would reduce frost resistance of

concrete specimens. But as proposed, although the spacing factor of

larger air voids was increased, the spacing between air voids in the 0.35 –

2.00 m remained stable at less than 100 m, significantly smaller than

the suggested distance of 200 m. The effect of superplasticizers on

durability will be further detailed in the following chapter.

1.2.4 Critical Degree of Saturation

A concrete specimen that contains a known amount of freezable water can

withstand a certain amount of freezing and thawing cycles before showing

any signs of deterioration. The water content above which deterioration

begins is called the critical degree of saturation (Powers 1945).

It was initially suggested by Powers that the critical threshold would be

near 90% saturation, suggesting that the remaining 10% of non-saturated

concrete could accommodate the direct pressure caused by the growth of

ice crystals.

Work done by Fagerlund confirmed the existence of a critical degree of

saturation below which concrete subjected to freeze-thaw cycling does not

deteriorate. It was proven that damage occurs after one freezing cycle if

the actual degree of saturation was above the critical threshold, indicating

that frost deterioration is a fracture and not a fatigue phenomenon

(Fagerlund 1971).


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1.3 Influence of Materials (Pigeon & Pleau, 1995)

The materials used in the mix design of concrete influence the frost

resistance of the material. The following text describes the influence of

Portland cement, aggregates, and admixtures on the frost resistance of

concrete.

1.3.1 Portland cement

For a given water to cement ratio and cement content, the chemical and

physical properties of the cement used in the mix greatly affect the

durability of a concrete specimen (Rose et al. 1989).

Cement particles react with water to produce hydration products. These

hydration products provide cohesion and influence the pore size

distribution of the concrete. The type of cement influences the proportions

of hydration products. But just as important, the cement particle size

affects the size distribution of the capillary pores (Rasheeduzzafar 1990).

Finer particles have a larger surface area, which in turn increases the rate

of hydration: there is more cement grain surface accessible to the mixing

water to produce hydration products (Bentz et al. 1999).

As previously described, capillary pore distribution affects the freezing

temperature of water. Cement with a high fineness has a larger number of

particles per unit mass, thus resulting in the preferred formation of smaller

capillary pores. A finer pore size distribution thus lowers the amount of

freezable water since smaller pores drop the freezing temperature to a

level that cannot be achieved under normal climatic conditions. Less

freezable water results in better frost durability. Furthermore, the presence

of fine particles acting as microfillers further reduce pore sizes within the

concrete.

1.3.2 Aggregates

Aggregates are generally classed as fine or coarse aggregates. Concrete

mix designs typically contain a combination of both coarse and fine


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aggregates depending on the use of material. In terms of frost resistance,

fine aggregates are not affected by frost deterioration. This is due to their

small size, which does not allow the development of internal pressures

sufficient to exceed the tensi le resistance of the aggregates. Coarse

aggregates, on the other hand, are more susceptible to freeze-thaw

deterioration. Due to their weight, coarse aggregates are also responsible

for segregation and bleeding in concrete structures. Nonetheless, coarse

aggregates are necessary as they provide shrinkage restraint and a higher

maximum aggregate size provides a higher strength concrete due to lower

cement demands.

1.3.3 Behaviour of coarse aggregates

Coarse aggregates can deteriorate concrete in two different ways: sound

aggregates can expel water during freeze-thaw cycling which

subsequently deteriorates the cement paste, secondly unsound

aggregates can themselves deteriorate from freeze-thaw cycling and

decrease the strength of the concrete.

There exist three parameters that determine the frost resistance of

aggregates; the elastic accommodation, the critical size and the critical

degree of saturation. (Verbeck and Landgren, 1960). The following text will

further discuss these parameters in detail.

Although often assumed, aggregates are not completely rigid. Sound

aggregates are considered to have a low permeability. Thus , during

freeze-thaw cycling the pore water inside the aggregate cannot be readily

expelled. The expansive pressure caused by the freezing of pore water

must then be relieved by an increase in volume of the aggregate particle.

The expansion of the aggregate to account for the increase in volume from

the formation of ice is called elastic accommodation. The following

expression describes the internal pressure caused by the freezing of water

(Verbeck and Landgren, 1960).


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Where P is the internal ice pressure in the aggregate, Wf is the volumetric

fraction of freezable water contained in the aggregate, E is the modulus of

elasticity of the aggregate, and is Poisson’s ratio of the aggregate.

If P, the internal pressure exceeds the tensile resistance of the aggregate

particle, cracking within the particle will occur. This relationship considers

the aggregate to be a closed system in which water cannot be expelled, or

that the freezing rate is so rapid that instantaneous freezing occurs. These

conditions are generally not present in the field. The freezing rate is often

gradual and water has time to be expelled from the aggregate particle.

The forced expulsion of water from within the aggregate particle follows

Darcy’s Law (Powers 1949). The hydraulic pressure of the pore water

flowing through the aggregate is therefore dependant on the size of the

aggregate. Pore water in larger aggregates has a larger distance to travel,

thus increasing the total hydraulic pressure within an aggregate. Research

by Verbeck and Landgren has shown that there exists a critical particle

size, above which particles will deteriorate. Particles below the critical

particle size would not deteriorate, as the hydraulic pressure is not able to

exceed the tensile resistance of the particle. Assuming that water can be

expelled from the aggregate particle, the following expression can

estimate the critical particle size (Verbeck and Landgren, 1960).

Where L is the maximum permissible size of the particle, T is the tensile

resistance of the particle, is the rate of freezing of the water; and K is

the permeability of the particle.


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Both previous parameters assume that the aggregate particles are fully

saturated. Thus, the onset of deterioration would begin immediately upon

freeze-thaw cycling. Generally, concrete in field conditions is not fully

saturated. The frost resistance of the aggregate is dependant on the

degree of saturation because, as with cement paste, there exists a critical

degree of saturation below which the aggregate would contain sufficient

empty space to accommodate the expansion of freezing water. Thus, like

cement paste, the aggregate resistance to frost deterioration is highly

dependent on its permeability, pore structure, air content, relative

humidity, etc.

As the degree of saturation of the aggregate particle is an important

parameter for frost resistance, the porosity of the particle will influence its

frost resistance. Aggregates can be grouped into three levels of porosity;

high porosity, low porosity, and intermediate porosity.(Pigeon & Pleau,

1995)

Aggregates with very low porosity generally exhibit high frost resistance.

They are often not saturated and if they are fully saturated the amount of

freezable water is negligible since it would not develop significant

pressures to disrupt the aggregate.

Aggregates with a very high porosity also generally have good frost

resistance, as they provide sufficient drainage properties to prevent

hydraulic pressures from developing. These aggregates are rarely critically

saturated under field conditions (Pigeon & Pleau, 1995).

Intermediate porosity aggregates are generally frost susceptible particles.

These particles have pores large enough to reach critical saturation but

too small to relieve the hydraulic pressures caused by the freezing of

water. (Pigeon & Pleau, 1995)


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1.3.4 Admixtures

1.3.4.1 Air-Entraining Agents

Air entraining agents (AEA) are used to stabilize the air void system of a

concrete mix. These admixtures are used during the mixing process while

the concrete is in a plastic state. Air entrainment is considered to be the

most important characteristic when discussing the frost resistance of

concrete. It has been suggested that the air content be 25% of the cement

paste (cement + water) to provide adequate frost resistance (Chatterji

2003).

Air-entraining admixtures reduce the energy required to break down air

voids into smaller voids. They do so by reducing the surface tension of

water, which reduces the energy required to form new bubbles. Air

entraining admixtures are surface-active agents, long molecules that have

a hydrophilic and a hydrophobic end. The hydrophilic end tends to attract

water and the hydrophobic end repels water. Thus, air-entraining agents

lower surface tension, concentrate at air water interfaces, and stabilize

already existing air voids (Mindess 1981) Surface energy is the key

parameter when discussing the air void system of concrete. Surface

energy is the product of the surface tension and the surface area of any

material. The formation of bubbles during the mixing of fresh concrete

produces air voids that possess an associated amount of energy (Pigeon

1995). The bubbles formed during the mixing process require energy to

divide into two voids with an equivalent volume. When energy is put into

the system, the larger air void can divide into two smaller air voids with an

equivalent volume. The advantage of the latter is that the two smaller air

voids have a larger surface area as well as a decreased spacing factor

within the concrete mix.

The mixing process creates shearing forces that subdivide larger voids

and create smaller voids. For a given volume, smaller voids have a lower

spacing factor than larger voids (Pigeon 1995) and as previously


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discussed, the frost resistance of concrete increases with the decrease in

air void spacing. AEA’s facilitate the formation of air voids during the

mixing process thus increasing the number of smaller air voids and

increasing frost resistance. Furthermore, larger voids are prone to

escaping the concrete due to hydrostatic pressures that push the bubble

upward and out of the mix. The deterring agent responsible for keeping

these voids in the mix is surface friction. Surface friction increases with an

increase in surface area. As mentioned previously, for a given volume, two

smaller voids will have a larger surface area than one larger void, and so

smaller voids will tend to remain in the mix as they will have more surface

friction to resist hydrostatic pressures pushing the bubbles upwards.

The production of several smaller voids is not sufficient on its own. As any

system will tend towards a lower state of free energy, smaller voids will

tend to coalesce and re-produce larger air voids. Thus, air-entraining

agents must also stabilize the already formed air voids. In Figure 4, the

hydrophilic end of air entraining molecules are absorbed at the air-water

interface; this decreases the surface tension and produces an elastic film

around the bubble (Mielenz et al. 1958a). This elastic film helps resist

coalescence during collisions during the mixing process. Cement particles

are positively charged. The hydrophobic end of the air-entraining agent is

negatively charged and it has been suggested that this end causes the air

voids to be bound to the paste (i.e. cement particles are attracted to the air

voids) (Mielenz et al. 1958a).


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Figure 4: Interaction between air bubbles and cement particles.

Source: (Du and Folliard 2005)

In short, effective air entraining admixtures must reduce surface tension

and produce a highly elastic film around air bubbles. This film must reduce

air transfer from smaller air voids to larger ones so that air void surface

area is not compromised. To remain stable, the surface active agents of

air entraining admixtures must be bound to particles of the cement paste

and not deteriorate over time (Mielenz et al. 1958b).

An external parameter that strongly influences the stability of the air void

system is viscosity of the cement paste (Pigeon 1989). Movement of air

voids decreases as the viscosity of a mix increases. With less movement,

there is less coalescence and air voids are better retained in the mix.

Cement can also influence air entrainment in a physical manner. The

stability of air voids within the cement paste depends on their adherence

to solid particles (Bruere 1955). It has been found that the fineness of the

cement grain is the physical effect that influences air entrainment. Finer

cements have a larger surface area to be covered by water. This higher

water demand by fine cement decreases the amount of water available to

form air voids and thus entraining air becomes more difficult. Likewise it

should be noted that a paste with high cement fineness will also have a

higher viscosity. As mentioned, the high viscosity paste would provide


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cushion effects that enable air bubbles to absorb shocks and prevent

coalescence. Thus, air void stability is enhanced with finer cement

particles (Du and Folliard 2005).

Furthermore, mineral admixtures can also physically affect air entrainment

in a concrete mix. As with cement, fine admixture particles have the same

influence on viscosity as fine cement particles.

Aggregates also influence the viscosity of the mix. A large quantity of fine

aggregate increases the viscosity of the mix and thus creates a ―grid

effect‖ that physically prevents the escape of air voids (Powers, 1964).

Other chemical admixtures can also affect air entrainment. Today,

concrete mix designs often contain superplasticizers, retarding agents and

accelerators. Water reducers and superplasticizers reduce the amount of

cement required. They increase the fluidity of the paste but consequently

increase the risk of coalescence and loss of air voids. Also,

superplasticizers increase repulsive forces between cement particles and

thus weaken the binding of air voids to cement grains. This reduced

binding thus increases the tendency for air voids to coalesce.

The water to cement ratio has a physical effect on the formation of air

voids in concrete. The size of the air voids decreases with w/c (Backstrom

et al. 1958). A concrete mix with a lower w/c will have a higher viscosity;

wherein the higher viscosity translates into a reduction in air void

coalescence. However, the stiffer the mix, the more difficult it becomes to

entrain air. This is because there is a higher energy demand to shear air

bubbles in the concrete mix. But it should also be noted that the air

content required to obtain satisfactory durability performance decreases

with water to cement ratio (Mielenz et al. 1958c).

Mixing, placing and finishing techniques also play an important role in air

entrainment efficiency. Air entrainment occurs during the mixing process.


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The mixing stage should thus be long enough to ensure adequate air

entrainment of a concrete mix (Powers 1964).

Compaction or consolidation does not significantly affect the spacing

factor of entrained air. When a concrete mix is vibrated, it is primarily the

larger air voids that are expelled. Thus, properly air entrained concrete is

little affected by vibration (Backstrom 1958)

1.3.4.2 Water-Reducing Admixtures

Some water-reducing admixtures can act like air-entraining admixtures

since they entrain air voids during the mixing process. The presence of air

voids thus increases workability without an increase in water content to

compromise concrete strength. The difference in the air voids produced

with water–reducing admixtures versus air-entrained admixtures is the

size and spacing of the air voids. Water-reducing admixtures create air

voids that are much larger than air-entrained air voids. Also, the spacing

factor ranges from 400 to 800 m. (Pigeon & Pleau, 1995). Thus concrete

with water-reducing admixtures do not have effective protection against

freeze-thaw deterioration.

1.3.4.3 Superplasticizers

Superplasticizers are essentially high-range water reducing admixtures.

These admixtures enable the production of flowing concrete and enable

the formulation of high strength concrete for a given workability.

Superplasticizers can provide sufficient workability even at very low water

to cement ratios. Considering what has been previously discussed, there

exists conflicting results regarding the effect of superplasticizers on the air

void system of a concrete mix. It has been shown that superplasticizers do

not have an effect on the critical spacing factor of concrete (Pigeon 1989).

Two identical concrete specimens, one with and one without

superplasticizers were tested and showed no significant difference in

critical spacing factor. Further work done by Pigeon and Langlois (1991)


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demonstrated that superplasticizers do not have an effect on the

resistance to freeze-thaw deterioration. Two similar concrete mixes, one

with and one without superplasticizers were subjected to 300 rapid freeze-

thaw cycles and no significant differences existed between the two.

The following chapter further discusses the role of superplasticizers in the

development of concrete durability.

1.4 Self-Compacting Concrete

1.4.1 Introduction

The compaction of concrete plays a major role in the development of a

dense matrix capable of providing concrete its strength. Adequate

compaction is achieved through vibration in the field, which removes large

air voids to produce a hardened concrete with the adequately prescribed

air content. Concrete is often placed in regions where compaction is

impractical. As seen in Figure 5, virtually every concrete structure contains

steel reinforcement and congested steel reinforcement configurations

make it difficult to place and properly compact concrete. These issues

have moved research towards the development of self-compacting

concrete (SCC).

Figure 5: Image of SCC placed in a small column with congested reinforcement

Source: (Gaimster 2000)


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Initial attempts to design a self-compacting concrete had cement contents

that often reached 450 kg/m3. The side effects of such high cement

contents, such as segregation and bleeding, along with the expensive

cement rich mixes restricted the use of early SCC’s (Bartos and Grauers

1999). The development of more applicable superplasticizers, admixtures

and viscosity modifiers has greatly increased the range of application of

SCC. Superplasticizers produce sufficient workability and various

viscosity-modifying agents provide enough cohesion to prevent washout.

A concrete mix must possess the following three characteristics to be

deemed an SCC:

1) Filling ability: The concrete mix must be able to flow under i ts own

weight into the formwork. This property can be measured through

slump-flow tests.

2) Passing ability: In addition to flowing under its own weight, the

concrete mix must be able to pass through tight openings (e.g.

between reinforcing bars)

3) Resistance to segregation: with properties 1) and 2) being met,

segregation becomes an important issue. It is critical that the mix

provide adequate segregation resistance.

Resistance to segregation typically becomes the major difficulty in such

that a compromise must be made between high fluidity and cohesion of

the fresh SCC mix. Work done in Japan in the late 1980’s by Okamura

achieved SCC mixes that incorporated the three key characteristics as

mentioned above. Since then, SCC has gained increased popularity

worldwide (Gaimster 2000; Henderson 2000). Table 1 summarizes the

features and benefits of SCC.


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Table 1: Features and benefits of SCC

Source: (Gaimster 2000)

Feature Benefit

No vibration required - Shortened construction time

- Improved health and safety on site

- Lower construction costs

- Reduced environmental load (on

site) on surrounding area by

elimination of vibration equipment

Uniform compaction - Improved concrete quality

- Fewer defects

- Significant advance toward

automation in the concrete

construction process

- Lower construction costs

1.4.2 Material properties of SCC (Gaimster and Gibbs 2001)

SCC is concrete that, when placed, can flow under its own weight while

retaining homogeneity, can completely fill formwork and pass around

congested reinforcement. SCC does not require mechanical vibration for

compaction, doing so under its own weight. The following will shortly

describe the material properties necessary to achieve a self-compacting

concrete.

SCC is made with common aggregates used in normal concrete. Coarse

aggregate selection is similar to normal mechanically vibrated concrete.

Fine aggregate selection for SCC can be finer than with normal concrete

in order to help increase cohesion and reduce segregation. SCC mixes

have made use of sand particles <150 m. Typically, the fine aggregate

content makes up over 50% of the total aggregate content (Gaimster and

Gibbs 2001).


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Proportions of cement and fine fillers are higher than in typical concrete as

they increase cohesion and stability of the mix; along with cement

admixtures which are essential to providing adequate flow and workability

of the mix. Superplasticizers play a key role in increasing the workability of

the mix but often compromise cohesion at high dosages. A viscosity-

modifying admixture often accompanies the addition of superplasticizers to

retain cohesion and prevent washout.

As with normal concrete, water plays a significant role in the density of the

hydrated cement paste and the overall strength and durability of the

hardened concrete. Often, improper site mixing is the consequence of

adding water to achieve workability. With SCC, any added water will

encourage washing out and increases the risk of segregation. Considering

that segregation and bleeding resistance are the most difficult parameters

to achieve in SCC, it is imperative to control water addition in SCC mixes.

Thus, it is recommended that free water content remain under 200 litres

per cubic metre of concrete and that the water to cementitious materials

ratio be kept under 0.50 (Gaimster and Gibbs 2001). Figure 6 summarizes

the mix design of SCC in comparison to traditional normal strength

concrete.

Figure 6: Typical volume percentage of constituent materials in SCC

Source: (Gaimster and Gibbs 2001)


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When compared to traditional concrete with the same water to cement

ratio, the compressive strength of SCC is similar. SCC mixes are designed

with high fines content and lower water to cement ratio and can reach

strengths up to 60 MPa (Gaimster and Gibbs 2001). Thus, high

compressive strength is often not difficult to achieve in SCC.

1.4.3 Admixtures and Air-Entrainment

1.4.3.1 Viscosity Modifying Admixtures

As mentioned, viscosity modifying admixtures (VMA) are added to an SCC

mix to increase cohesion and resistance to segregation and bleeding.

Welan gum, a kind of natural polysaccharide has proven to be effective

and is a commonly used VMA (Rols et al. 1999). Given its high cost,

however, the industry has been looking for alternatives that could provide

similar results. New lower cost VMA’s such as starch, precipitated silica,

and other by-products from the starch industry were emerging in the late

1990’s, which increased the importance of understanding the effect of

these VMA’s on the performance of hardened SCC.

Mixtures that contain VMA’s behave in a pseudo plastic manner, in which

the viscosity decreases with an increase in shear rate. The force exerted

on the mixture decreases its viscosity and causes it to flow more like

water. For mixtures containing a VMA, viscosity is built-up through the

association and entanglement of polymer chains in the VMA at a low

shear rate. This property increases the stability of concrete and reduces

the risk of segregation after casting (Lachemi et al. 2004b). Such viscosity

is necessary to avoid the blockage of coarse aggregates when the

concrete flows through obstacles as shown in Figure 7. The high viscosity

prevents increases in localized internal stresses (Okamura and Ouchi

2002).


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Figure 7: Mechanism for achieving self-compaction

Source: (Okamura and Ouchi 2002)

Research has been done to determine the compatibility of various VMA ’s

with a range of superplasticizers (SP) (Lachemi et al. 2004a). It has been

shown that washout resistance increases with an increase in VMA content

and decrease in SP content. Along these lines, most research involving

VMA and SCC focuses on the effect of the admixtures on the fluidity,

segregation and washout resistance of the cement paste.

Less commonly discussed are the durability properties of SCC containing

VMA. Since VMA’s have little activity at the air/water interface due to their

lack of hydrophobic constituents, they do not generate foam or entrap

large volumes of air voids (Khayat 1995). Consequently, the presence of

VMA requires a greater addition of air-entraining agent (AEA) to secure a

given air volume. As well, the air-entrainment of SCC can significantly

reduce the viscosity of the paste; this then reduces its cohesiveness and

resistance to segregation. An SCC susceptible to washout can affect the

stability of the air-void system and impair the ability to maintain small and

closely spaced air voids in fresh concrete (Khayat 2000). Lack of an


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adequate air-void system would result in a significant reduction in frost

durability.

Further work done by Yamato et al. has shown that mixes with 0.45 w/c

ratio containing VMA exhibited poor frost durability. This was explained by

the fact that mixes containing VMA had a greater porosity compared to

control mixes without VMA. Porosity measured using mercury intrusion

porosimetry for mixes with VMA ranged from 58.9 to 71.7 mm3/g

compared to 56.1 mm3/g found in a control mix with no VMA. Along with a

higher porosity, the mixes containing VMA had a larger concentration of

capillary pores that were larger than 10 nm (Khayat 1995; Yamato et al.

1991).

Khayat and Assaad have shown that air void stability can be obtained in

optimized SCC mix designs and proper agitation. They warned that the

addition of VMA and high range water reducing admixtures in SCC mixes

should be done with caution in order to ensure proper air-void stability in

self-consolidating concrete (Khayat and Assaad 2002).

The typical mix design approach for normal concrete is to produce a cost

effective mix that will provide adequate performance criteria such as

strength or durability once hardened. The mix design for SCC differs in

that the key parameter in mix design becomes flowability. An SCC mix

must flow under its own weight without blocking and still provide the

necessary performance criteria once hardened.

1.4.3.2 Superplasticizers

Although further research is needed to determine the effect of

superplasticizers on the air-void stability of concrete, it has been

mentioned that superplasticizers (SP) are an important cause of instability

in the spacing factor. Larger air void formation due to coalescence of air

voids results in a coarser air void system. The effect of SP on air void

stability is highly variable and is influenced by many parameters such as


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the type of air entrainment and the characteristics of the cement (Plante et

al. 1989). Field tests have shown even greater discrepancies between air

void content and spacing factor relationships.

Figure 8: Relationship between spacing factor and air void content in fresh concrete

Source: (Saucier et al. 1990)

Thus, concrete producers should be very careful when designing air-

entrained mixes containing SP as the air-void system can be destabilized

even though the total air content does not change significantly (Saucier et

al. 1990).

1.5 High Strength Concrete

In the 1970s, a spike in concrete bridge deck cracking motivated the use

of higher strength concrete. High strength concrete (HSC) has a lower w/c

than normal strength concrete. Consequently, there are more cement

grains and less water per unit volume (Aïtcin 2003). This creates a very

compact and dense microstructure with reduced porosity and low

permeability. Figure 9 illustrates the difference between the

microstructure of conventional strength concrete (0.65 w/c) and high

strength concrete (0.25 w/c).


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Figure 9: Schematic of cement paste microstructures at different w/c values

Source:(Aïtcin 2003)

The use of HSC to solve cracking issues proved to be ineffective as more

than 100 000 bridge decks surveyed by the National Cooperative Highway

Research Program (NCHRP) developed full-depth transverse cracks

spaced at 1 to 3 m before the concrete was one month old (McDonald et

al. 1995; Mehta 1997).

Superplasticizers (high range water-reducing admixtures) have allowed

the development of HSC by making it possible to produce highly fluid

concrete with high cement contents (400 to 500 kg/m3) and low w/c (0.25

to 0.35). The low permeability and high early strength encouraged the

assumption that stronger concrete is more durable concrete. But

researchers such as Mehta (1997) warned that this assumption would

need critical examination.

Several factors complement each other to produce concrete susceptible to

cracking.

Higher strength increases elastic modulus and reduces creep coefficient.

For example, concrete with a one-day moist cured compressive strength

of 55 MPa would have a modulus of elasticity of 35.8 GPa, up to 7 times

those of nominal 20.7 MPa concrete (Krauss and Rogalla 1996; Mehta

and Burrows 2001).

Higher cement content translates into more shrinkage and higher

temperatures during hydration. The combination of thermal and drying


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shrinkage in concrete with reduced extensibility means that stresses

cannot be relieved and cracking is more likely to occur in HSC (Mehta

1997). Figure 10 summarizes the relationships between concrete strength

and other properties of concrete.

Figure 10: Relationship between concrete strength and other properties

Source: (Mehta 1997)

With this being said, for more than two decades reports have suggested

that good quality concrete was associated with, in addition to strength, low

values of sorptivity achieved through proper casting and curing conditions

(Ho et al. 1989; Ho and Lewis 1988). It was clear that strength increases

alone could not meet durability requirements in all environmental

conditions and that the transport properties of the cover concrete was

paramount (Bickley and Mitchell 2001).

Nonetheless, the emergence of superplasticizers still remains one of the

most noteworthy technological developments in the concrete industry

along with air entrainment. These two technologies came about due to the

driving forces of industry: speed of construction and durability (Mehta

1999).

The inverse relationship between air entrainment and strength has created

conflicting positions regarding durability. In the pursuit of higher strength

concrete, the importance of air entrainment has often been compromised.


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Reports have shown conflicting results as to whether higher strength

concrete requires air-entrainment (Cohen 1992). Nevertheless, it has been

shown that any concrete with air entrainment will ultimately provide better

freeze-thaw resistance. Figure 11 shows the freeze-thaw resistance by

grade of concrete under stress, with PC80 being the highest grade

concrete (80 MPa, 0.26 w/c) and PC40 (40 MPa, 0.45 w/c) the lowest. In

Figure 11, only PC80 and PC60 contain entrained air.

Figure 11: Comparison of Portland cement concretes under combined actions of loading

and freeze-thaw cycling

Source: (Sun et al. 1999)

As can be seen in Figure 11, PC80 and PC60 provide much greater

resistance to freeze-thaw cycling. Further research investigating the

impact of air entrainment on the durability performance of HSC has

suggested that a minimal level of air entrainment (2-3%) for HSC in the

0.25-0.35 w/cm range was necessary to ensure high freeze-thaw

resistance even after 300 cycles (Ekenel and Myers 2005). Figures 12 and

13 show the visible deterioration of two concrete mixes subjected to 300

freeze-thaw cycles.


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Figure 12: HSC with 0.25 w/cm, no AE, 2% total air

Source: (Ekenel and Myers 2005)

Figure 13: HSC with 0.25 w/cm, 2.6 g/cwt AE, 5% total air

Source: (Ekenel and Myers 2005)

The sample in Figure 13 (with 2.6 g/cwt air entrainment) exhibits much

greater resistance to freeze-thaw deterioration compared to its equivalent

mix in Figure 12, which contains no air entrainment.


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Micro-cracks in concrete have a higher probability of forming at the

interfacial transition zone and, once formed, can bridge from one

aggregate to another. This network of micro-cracks becomes a very

effective transport mechanism. It has been noted that micro-crack

concentration is higher in high strength concrete than in normal concrete

(Damgaard Jensen and Chatterji 1996). The increased concentration of

micro-cracks suggests that HSC is more susceptible to damage during

freeze-thaw cycling.

Tests investigating water uptake and ice formation in concrete before and

after freeze-thaw cycling have showed that even small increases in

freezable water in concrete can lead to very large levels of deterioration.

However, the increase of freezable water in high strength concrete after

freeze-thaw cycling was lower than that of normal strength concrete

(Jacobsen et al. 1996).

What can be agreed upon is the effect of crack formation on transport

properties. Crack width displacements larger than 50 microns greatly

increase the permeability of concrete (Aldea et al. 1999; Wang et al.

1997). Durable concrete is achieved through the reduction of crack

formation. This has been reinforced in Canadian codes, where concrete

strength has been limited to 85 MPa, and it has been pointed out that

higher strength concretes vary in their bri ttleness and need for increased

confinement to improve their ductility (Bickley and Mitchell 2001). These

provisions were supported by data showing a tendency of splitting cracks

in high strength concrete columns that resulted in premature spalling

(Collins 1993).

General recommendations to reduce cracking in concrete include lowered

cement contents, good quality low shrinkage aggregates, air entrainment,

and low water to cement ratios. Due high heat production during hydration,


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many transportation agencies recommend limiting cement content to 335

kg/m3 in order to lower the probability of cracking (McDonald et al. 1995).

An increase in concrete strength alone is not considered to be sufficient.

Greater concrete quality can only come from a collective increase in

strength and durability to respond to the new requirements of building

structures around the world (Neville and Aïtcin 1998).

1.6 Sorptivity

1.6.1 Water movement in porous materials

Many building materials used in the construction industry are porous. The

ingress of moisture and the transport properties of these materials have

become the underlying source for many engineering problems such as

corrosion of reinforcing steel, and damage due to freeze-thaw cycling or

wetting and drying cycles. In the 1970’s, Hall suggested the importance of

studying the unsaturated flow of water in porous mediums. The capillary

potential (suction), the water diffusivity (D), and the hydraulic

conductivity (K) were stated as being the three key parameters that

needed further investigation (Hall 1977). Following this, research was

conducted to devise experimental methods to quantify and model

transport properties. Sorptivity was introduced as a testing method that

consisted of a uni-directional water absorption front within a specimen.

The cumulative absorbed volume of water per unit area of inflow surface

(i) was related to the square root of the elapsed time (t0.5). The following

relationship was developed.

i = S t0.5

Where S is termed the sorptivity, which can be related to the hydraulic

diffusivity of the material (Hall 1981). In short, sorptivity is based on the

rate of absorption, which is proportional to the surface area exposed to


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moisture and time. The following diagram illustrates typical absorption

curves for materials tested under different wetting regimes.

Figure 14: Cumulative absorption i(t) through various wetting regimes

Source: (Hall 1981)

Following its introduction, sorptivity testing was more fully investigated and

conditions were set in place to ensure that the absorption relationship

would accurately describe the kinetics of capillary absorption. The four

conditions are:

1) Material homogeneity: the material must be homogeneous over the

scale of the penetration distance

2) Sample geometry: the capillary absorption flow must be normal to

the inflow face and should not converge or diverge

3) Water exposure: water must be freely available at the inflow surface


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4) Test procedure: gravitational effects must not be apparent in the

absorption process

With these conditions and further investigation it was also noted that a

small initial value was often present at t=0. It has been accepted that this

was due to the initial rapid filling of open surface pores on the side faces of

the test specimens (Hall and Tse 1986). To account for this Hall,

introduced an initial value constant A into the relationship to give the

following:

i(t) = S t0.5 + A

With further development of the relationship, it was shown that sorptivity

was a precise quantity that could be measured rapidly and with repeatable

results (Hall and Tse 1986).

1.6.2 Water movement in concrete

In the late 1980’s, sorptivity was used to describe the transport properties

of concrete. Hardened concrete paste, consisting of cement, aggregates

and voids, is rarely saturated in building materials. Often, permeability was

used as a surrogate to durability but this is not entirely accurate.

Permeability relates the movement of moisture through a saturated porous

medium under a pressure gradient. The existence of a concrete structure

under such conditions is considered highly unlikely and so sorptivity

becomes a more accurate characteristic to describe the durability of a

concrete structure.

In contrast to fully saturated materials, where capillary forces are absent,

capillary absorption becomes the primary cause of liquid ingress into

concrete structures. In above-ground structures, the sun and wind dry the

exposed region of concrete while the core remains at a higher degree of

saturation. This differential in saturation creates capillary forces that

become the dominant transport mechanism (McCarter 1993).


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Sorptivity testing on concrete was shown to be sensitive to compaction.

Prolonged ramming of specimens increased bulk density and decreased

porosity. With prolonged ramming, sorptivity plots exhibited a curvature.

This finding brought forward the concept that elimination or reduction of

large pores created this non-linearity (Hall and Raymond Yau 1987).

Application of the sorptivity test to concrete became more important as

there was a worldwide concern about the poor durability of concrete

structures, the most dominant form of deterioration being the corrosion of

steel reinforcement due to the ingress of moisture through the surface skin

of concrete. Sorptivity has been shown to be sensitive to the quality of the

cover skin of concrete members and has proven effective in revealing poor

placing and finishing techniques in the field (McCarter 1993). Further

support was given to sorptivity testing as it was discovered that testing

was also sensitive to the depth of concrete. Specimens that were tested at

different depths for sorptivity gave different results , which could be

indicative of signs of segregation or bleeding due to poor construction

practices (Khatib and Mangat 1995). Figure 15 shows the increased

absorption at the trowelled surface of the specimen.


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Figure 15: Absorption curves relative to depth of exposure surface

Source: (Khatib and Mangat 1995)

By the mid 1990’s, it was generally accepted that good quality concrete

was represented by low sorptivity values and extensive work had been

done on the influence of various factors on water sorptivity. It was shown

that the quality of concrete increased with curing time, and that it varied

based on the source and type of material used. The use of admixtures and

the source of Portland cement also had a large influence on the quality of

concrete described by sorptivity testing (Ho and Chirgwin 1996).

1.6.3 Absorption Tests

In response to the notion that absorption properties provide the most

useful data in relation to the durability of concrete structures and other

building materials, various tests were developed to study absorption

properties; the two most common being the Initial Surface Absorption Test

(ISAT) and the Covercrete Absorption Test (CAT).


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1.6.3.1 Initial Surface Absorption Test (ISAT)

The ISAT apparatus consists of two tubes that lead to a cap of known

area. One is used as a reservoir that supplies water to the surface and the

other is connected to a calibrated capillary tube to measure the rate of

absorption. Figure 16 shows the test setup.

Figure 16: Schematic arrangement of ISAT apparatus

Source: (Claisse 1997)

The theory behind the ISAT is based on the assumption that dry concrete

will absorb water at a higher initial rate. The rate of absorption would then

decrease as the capillary voids become filled with moisture (Claisse 1997).

The equation for a liquid traveling through a single capillary tube is given

by the following.

ISAF

at n

where ISA is the initial absorption (m3/m2/s), t is the absorption time (s);

a,n are regression parameters; is the area under the cap (m2); and F is

the flow rate (m3/s) (Levitt 1969).


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1.6.3.2 The Covercrete Absorption Test (CAT)

The CAT method is very similar to the ISAT. The difference being that the

absorption is measured over the full depth of a 50 mm hole drilled into the

concrete cover. This method was developed to overcome localized effects

such as carbonation on the absorption properties (Claisse 1997; Dhir and

Hewlett 1987). The testing procedure is the same as the ISAT. Figure 17

depicts the test setup.

Figure 17: Schematic arrangement of the CAT method


Although both of these tests directly measure the rate of capillary sorption,

the tests are performed over a period of one hour. It has been stated that

these tests provide insufficient information regarding modeling of long-

term capillary transport properties and that they are limited to describing

the surface effects on capillary absorption (Martys and Ferraris 1997).

1.6.4 Sorptivity Test

The utility of sorptivity measurement for service life predictions was

performed using the Sorptivity Test. As briefly described, a concre te core

specimen is placed in a pan and exposed to a liquid on one plane. The


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level of liquid in the pan is kept constant to avoid discrepancies due to

pressure gradients. At regular intervals, the mass of the concrete core

specimen is weighed and the amount of fluid absorbed is normalized by

the cross-sectional area of the exposed surface. The test setup is

illustrated in Figure 18.

Figure 18: Schematic arrangement of the Sorptivity test


1.6.4.1 Applications of the Sorptivity Test

Further acceptance of sorptivity led to the development of sorptivity-based

service life models such as CONCLIFE (Bentz et al. 2001). In combination

with work done by Hooton and Desouza (Desouza et al. 1997; Desouza et

al. 1998) this led to the standardization of the Sorptivity Test as ASTM C

1585. Literature has suggested that the specimens be coated on their

curved sides and be moderately preconditioned for 3 days at 50oC (Dias

2004). The following section derived from the Portland Cement

Association (PCA) Research and Development Journal details the

development of the ASTM C 1585 test method (Ferraris and Stutzman

2006).

The significant influence of the degree of saturation on sorptivity

suggested that the relative humidity (RH) of pre-conditioned specimens be


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around 60% to emulate field conditions, this RH should be uniformly

attainable across all specimens as quickly as possible and without the use

of sophisticated instruments to ensure a wide range of applications. To

achieve these conditions, specimens needed to be placed in an

environmental chamber at 80% RH and 50oC and then placed into sealed

containers for at least 15 days. The time required in the environmental

chamber was measured by monitoring the RH of concrete specimens in

the environmental chamber at different time intervals (T1: no time, T2: 1

days, T3: 2 days, etc.), as can be seen in Figure 19. After T3 (2 days), the

water content in the specimens was considered uniform throughout the

specimens.

Figure 19: RH achieved after various periods of pre-conditionings in the environmental

chamber at 50oC and 80% RH. The error bars represent one standard deviation

Source: (Ferraris and Stutzman 2006)

The time required for specimens to reach equilibrium after being removed

from the environmental chamber and placed in sealed containers was then

determined. The RH inside the sealed containers was monitored for 30

days and the results in Figure 20 were obtained.


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Figure 20: RH of the air inside the conditioning containers versus time


As shown in Figure 20, the RH inside the sealed containers did not

change significantly after 10 days, thus a 15 day criterion was established

to ensure a uniform RH throughout the specimen. Following pre -

conditioning, specimens had to be sealed along their curved sides.

Electrical tape or duct tape was typically used for this purpose. Currently,

the use of tape has resulted in skewed results caused by leaking and

seepage along the edge of specimens due to poor adherence between the

tape and concrete. This phenomenon can be seen in Figure 21.


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Figure 21: Water leak between the tape and specimen sides


1.6.4.2 Boundary Conditions of Sorptivity Test

The test setup for sorptivity has been shown to be sensitive to boundary

conditions. Sorptivity testing based on ASTM C 158504 consists of

subjecting a disc-shaped concrete specimen (100 mm in diameter and 50

mm in thickness) to one-sided exposure to water. In order to ensure a uni-

directional flow, the remaining surfaces of the specimen that are not

immersed must be sealed appropriately with a suitable material. After

scanning the literature, it became evident that a wide variability of

sorptivity values exists, depending on the choice of sealant. These include

electrical insulation tape, grease, bituminous paint, and paraffin wax

(Caliskan 2006; Claisse 1997; Gonen and Yazicioglu 2007; Taha 2001).

Sabir (1998) has even suggested a test set-up that does not require

sealant material. The test setup consisted of a continuously monitored

sorptivity test that did not require weight measurements at given intervals.

Rather, the specimen was connected to a balance, which transferred data

electronically to a PC. The test setup is seen in Figure 22.


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Figure 22: Test setup for continuous mass gain monitoring

Source: (Sabir 1998)

With such variability in test parameters, the possibility of a comparison

between results becomes impaired. Work has shown that the boundary

conditions of the testing surface can greatly affect the water absorption of

common specimens (Martys and Ferraris 1997). Therefore, a more

detailed specification of sealing material is needed in the ASTM standard

in order to produce results that are more consistent and comparable.

Figure 23 indicates the potential variability due to choice of sealant

material.


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Figure 23: Sorptivity relative to type of sealant material

Source: (Martys and Ferraris 1997)

Hall (1986) suggested the modification to the absorption relationship by

adding an initial value (A), given below.

i(t) = S t0.5 + A

The addition of the constant was designed to take into account the initial

absorption due to the non-exposed side faces of the specimen. Even with

this constant, further work should be pursued to determine an adequate

sealant material that would eliminate the need for an initial absorption

coefficient as well as to increase the consistency of standardized testing.

Despite these weaknesses, development of the sorptivity test continued

and has made its move to in-situ testing. Further investigation of

absorption through field-testing provided consistent and meaningful

results. Curing techniques could be distinguished as either effective or

ineffective with field tests. As well, the moisture content of the cover

concrete could be determined in-situ (Desouza et al. 1998). Figure 24

shows a field test derived from the ISAT.


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Figure 24: Schematic arrangement of in-situ sorptivity testing

Source: (Desouza et al. 1998)

The acceptance of sorptivity as an important durability index, due to the

fact that it’s testing methodology reflects the way in which most concretes

are penetrated by water and that it is thus a good measure of the quality of

the near surface concrete, has broadened the application of the

standardized test. For example, sorptivity has been used to determine the

presence of carbonation in concrete (Dias 2000). The onset of carbonation

reduces the porosity of near-surface concrete. As a consequence,

sorptivity is reduced. Measuring the sorptivity at various depths can give

an indication of the severity of carbonation. Bai (2002) confirmed that

there exists a strong correlation between carbonation depth and sorptivity

(Bai et al. 2002). The ASTM C 1585 has also been extended to determine


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the effects of compaction on the durability of the concrete (Gonen and

Yazicioglu 2007). Various applications of the standard have also included

determining water absorption at 28 and 56 days to study the continuation

of cement hydration in concrete (El-Dieb 2007). As well, the standard has

been applied to evaluate the effectiveness of fly ash and slag in lowering

the transport properties in concretes (Radlinski et al. 2007).

It has been shown that the dominant characteristics in concrete

degradation are its near-surface properties (Basheer et al. 2001), thus

tests methods characterizing the surface zone of concrete, such as the

ASTM C 1585, become very important .

Since standardization, the sorptivity test has been used to formulate

performance specifications that would allow the optimization of concrete

mixture designs (Obla 2006).

1.6.4.3 Sorptivity and Self-Compacting Concrete

With the development of self-compacting concrete (SCC) much of the

research has focused the fresh properties of the mix; such as flow,

resistance to segregation and bleeding, and stability. However, little work

has been done assessing the durability characteristics of SCC in

comparison to normal vibrated concrete. With respect to sorptivity, an

SCC contains a combination of superplasticizers and a viscosity-modifying

agent (VMA). It has been shown that the presence of the VMA’s fine

powder material may reduce the absorption of SCC (Zhu and Bartos

2003). The fact that an SCC mix will have a more homogeneous structure

and denser interfacial transition zone (ITZ) in comparison to a normal

vibrated concrete of similar strength can be the reason for its low

sorptivity. Although the ITZ has a higher overall porosity, the lack of pore

continuity reduces its absorption properties (Sabir 1998). Current literature

suggests that SCC exhibits low absorption values compared to normal

concrete due to its denser structure, which is achieved through better


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hydration and enhanced rheological properties (Caliskan 2006; Persson

2001). Some work has assessed durability properties of SCC vs. vibrated

concrete; showing that durability properties of SCC could be regarded as

equivalent based on tests such as mercury intrusion porosimetry, water

absorption, and chloride diffusion (Assie et al. 2007). However, there is

limited knowledge on the absorption of SCC in reference to normal

concrete under stress or after freeze-thaw cycling. These stress conditions

can change the pore structure of the concrete and induce continuity in the

ITZ, which would greatly affect sorptivity. It should also be mentioned that

such conditions better simulate field conditions.

CHAPTER 2 – EXPERIMENTAL PROGRAM 59

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CHAPTER 2 – EXPERIMENTAL PROGRAM

2.1 Material Preparation

The sorptivity experiment testing was guided by the ASTM Standard Test

Method for Measurement of Rate of Absorption of Water by Hydraulic-

Cement Concretes (ASTM C 1585-04). The following section describe in

more detail the material preparation, test specimens, equipment and

experimental procedure used in this research.

2.1.1 Mixing Equipment and Set Up

- Barrel Mixer

- Vibratory Table

- 4‖x 8‖Cylinder Moulds

- Slump Cone

- Tamping Rod

- Air Pressure Meter

- Slump Flow Board

- Compressive Strength Test Apparatus

- Freeze-Thaw Chamber

2.1.2 Materials

To determine the influence of material properties on the rate of absorption,

three different concrete mixes were cast. Mix A consisted of a high

strength concrete without air entrainment. Mix B consisted of a high

strength concrete with air entrainment. Finally, Mix C was a self-

consolidating concrete (SCC). Details of the mixture designs are shown in

Table 2.


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Table 2: Mixture Designs

Mixture Components Mix A

(Regular - No AEA) Mix B

(Regular - AEA) Mix C

(SCC - No AEA)

w/c 0.5 0.5 0.5

Air content (%) 2.5 7.5 2.5

Water (kg/m3) 216.55 192.81 216.55

Cement (kg/m3) 433.09 385.63 433.09

Fine aggregate

(kg/m3) 777.19 747.53 777.19

Coarse aggregate ½ inch (kg/m

3) 468.69 433.09 468.69

Coarse aggregate ¼ inch (kg/m

3) 468.69 433.09 468.69

DAREX AEA ED

Air entrainer (ml/m3) - 130 -

ADVA 540 High range water reducer (ml/m

3) - - 1407.58

V-MAR

Viscosity enhancer (ml/m

3) - - 6713

2.1.3 Mixing Procedure

Mixing and casting was performed indoors at a constant ambient

temperature. The mixing procedure is listed below and was done in

accordance with the ASTM C192 standard.

1. Half of the mixing materials were added to the mixer.

2. The materials were mixed for 3 minutes, then left to rest for 3

minutes.

(If applicable, admixtures were added)

3. Mixing was resumed for 2 minutes, then left to rest for 2

minutes.

4. During the 2 minute rest period, fresh concrete properties were

tested.

5. The second half of the mix was added, and steps 1-4 were

repeated.

6. The concrete was then placed into 100 mm x 200 mm cylinder

moulds.


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The mixing procedure produced 39 cylinders for each mix, three of which

were used for compressive strength tests. Additionally, one 150 mm x 300

mm cylinder was cast for each mix and used for density tests.

2.1.4 Test Specimen Preparation

The fresh concrete was cast into cylinders and consolidated using a

vibratory table. After casting, the cylinders were sealed for 48 hours, then

removed from the moulds and cured for 14 days in a limewater bath to

avoid Ca(OH)2 leaching. Following a 14 day curing cycle, discs were cut

from the cylinders according to the ASTM C1585-04 standard size which

requires 100 ± 6 mm diameter discs, with a length of 50 ± 3 mm. The three

150 mm x 300 mm density test cylinders were sliced into one inch thick

discs. The three cylinders designated for compressive testing were not cut

as they were cast according to the standard ASTM size of 100 mm x 200

mm for concrete compression testing. The specimens were then replaced

in the limewater bath to continue the curing process for another 16 days to

reach a total age of 30 days.

2.1.5 Specimen testing

2.1.5.1 Fresh concrete testing

During the mixing process, fresh concrete properties such as slump, air

content and SCC flow were measured. The slump test was performed on

Mix A (Regular - No AEA) and Mix B (Regular - AEA) according to the

ASTM C 143 standard. The air content of the freshly mixed concrete

batches was determined according to ASTM C 231. The results of the

slump and air content tests are summarized in Table 3.

Table 3: Fresh concrete slump and air content test results

Mix Slump (mm) Air Content (%)

Mix A (Regular – No AEA) 165 0.8

Mix B (Regular – AEA) 105 6.5


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The self-consolidating concrete, Mix C (SCC - No AEA) was not tested for

air content or slump but instead for slump flow according to ASTM C 1611.

Figure 25 illustrates the testing method.

Figure 25: SCC slump flow test

Source: cement.org

2.1.5.2 30-Day compressive strength test

After the 30-day curing period, three concrete cylinders were tested from

each mixture design to determine compressive strength. The specimens

were surface dried before testing. Two perpendicular diameters were

measured with a Vernier calliper and the corresponding average cross -

sectional area was measured. The specimens were then set up for

compression testing. The results of the compression tests are summarized

in Table 4.

Table 4: Compressive Strength

Mix Stress (Mpa) Average Stress

(Mpa)

A1 35.28

A2 36.11 35.15

A3 34.06

B1 30.39

B2 29.26 29.73

B3 29.54

C1 26.09

C2 26.60 26.12

C3 25.67


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As expected, Mix B (Regular - AEA) had a lower strength compared to Mix

A (Regular - No AEA) due to its entrained air. The SCC, even with better

flowing characteristics, produced the lowest strength.

2.2 Experimental Procedure and Set-up

The prepared specimens were subjected to various freeze-thaw cycling

periods, pre-conditioned and then tested for absorption. The following

section describes the freeze-thaw cycling and specimen pre-conditioning

in more detail.

2.2.1 Freeze-Thaw

Specimens were subjected to various levels of freeze-thaw cycling before

absorption testing. The freeze-thaw cycling was encompassed into the

experiment in an attempt to determine the degree of micro-cracking that

occurred in the various concrete specimens. Confirmation of more severe

cracking in high strength concrete could be assessed through the

deterioration by freeze-thaw cycling. The cut specimens were placed in

Styrofoam forms which exposed only the eventual sorptivity test surface of

the specimens to freeze-thaw cycling. Each form held 3 specimens and fit

into a single standard pan within the freeze-thaw chamber. The Styrofoam

forms and concrete specimens can be seen in Figure 26.

Figure 26: Styrofoam forms and specimens


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Each mix was divided into six batches, with each batch being subjected to

its respective level of freeze-thaw cycling. Batches were exposed to 0,

50,100, 150, 200, or 300 freeze-thaw cycles. Within each batch, 6

specimens were tested. The specimens, freeze-thaw cycles, and surface

finish types are summarized in Table 5.

Table 5: Freeze-thaw Specimens

Mix # of specimens F/T Cycling Surface Finish

A(1-6) 6 0 Cast Surface






B(1-6) 6 0 Cast Surface






C(1-6C) 6 0 Cast Surface

C(1-6F) 6 0 Finished Surface











As mentioned previously, the specimens were placed in pans which were

placed into holders, which contained a separating rod to ensure that

specimens did not come into direct contact with the holder. The holders

were lined-up in the freeze-thaw chamber and clamped together to restrict

movement. An identically configured set of control specimens containing

embedded thermocouples was also placed in the chamber to monitor the


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temperature within the concrete specimens. The freeze-thaw chamber set-

up can be seen in Figure 27.

Figure 27: Freeze-thaw chamber set up

2.2.2 Specimen Pre-conditioning

Following the freeze-thaw cycling, specimens were placed into an

environmental chamber (see Figure 28) at a temperature of 50 oC and RH

of 80% for three days. This procedure was based on the ASTM C1585-04

standard for pre-conditioning specimens before sorption testing.

Figure 28: Pre-conditioning of specimens in environmental chamber

The samples were not stacked in order to ensure that all surfaces were

exposed to the conditioning environment. Following the 3-day chamber


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pre-conditioning, the specimens were placed in sealable containers at

23oC for at least 15 days. Each specimen was placed in a separate

container and oriented in such a way to avoid contact with the walls. This

step was done to equilibrate the moisture distribution within the specimens

to a RH of 50 - 70%. According to the ASTM specification, this

corresponds to relative humidities found near the surface in some field

structures.

Following pre-conditioning, the specimens were ready to undergo

absorption testing.

2.2.3 Sorptivity Testing

Sorptivity testing was performed in accordance with ASTM C 1585-04.

The purpose was to determine the rate of absorption of water by

unsaturated concrete. Sorptivity is a function of the increased mass of a

specimen resulting from absorption of water, relative to the time that one

surface is exposed to water.

After pre-conditioning, the samples were weighed and their masses were

recorded to the nearest 0.01g prior to application of the sealant.

Additionally four separate diameters across the exposed face of the

specimens were measured using a Vernier calliper. Results were recorded

to the nearest 0.1mm and averaged for each specimen.

In order to ensure unidirectional flow through the specimen without any

influence of wicking action the specimens were sealed on all sides other

than the exposure face. Half of the Mix A (Regular - No AEA) specimens

were sealed with electrical tape, tightly wound around the entire cylindrical

surface, with a thin cellophane film, gently laid upon the non-exposed

circular surface, which was secured by the electrical tape in such a way as

to form a hermetic seal. The other half of the Mix A (Regular - No AEA)

specimens were sealed with paraffin wax. These specimens were placed

on a tabletop surface with the designated test surface face-down in order


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to keep it free of wax sealant. Melted wax was then applied with a brush to

the remaining surfaces. Care was taken to ensure that the all

imperfections, pits, and small dimples were filled with melted wax. The

paraffin was allowed to cool, forming a watertight and airtight seal. A

second layer of wax sealant was applied in the same manner to ensure

that a proper seal was achieved. Both sealing procedures as outlined

above were repeated for Mixes B (Regular - AEA), Mix CC (SCC Cast

Face – No AEA) and Mix CF (SCC Finished Face – No AEA).

The masses of the prepared specimens were measured and recorded to

the nearest 0.01g once more. These values formed the initial mass value

set for absorption calculations. A support consisting of fibreglass fi lter

material was placed in the bottom of each container to ensure that

exposure to water was even across the exposed surface. The specimen

was placed atop this support and the container was gently filled with tap

water until it reached a level approximately 1 to 3 mm above the level of

the exposed surface. The tap water used in this experiment was dyed with

food coloring in an attempt to illustrate the flow path of absorbed water.

The pressure head resulting from the 1 to 3 mm of immersion can be

considered negligible. In this experiment, absorption was to be the result

of capillary rise only. This simulates the behaviour of most concrete

structures in the field. A digital timer was initiated from the moment the

exposed surface came into contact with the water.

The specimen masses were recorded at intervals of 60 seconds, 5, 10, 20,

20, 30, and 60 minutes, 2, 3, 4, 5, and 6 hours and 1, 2, 3, 4, 5, 6, 7 and 8

days in accordance with the ASTM standard. Each specimen was quickly

removed from the water, had its test surface patted with a paper towel to

remove excess water and was then placed on the electronic scale upside-

down such that the exposed face never came in contact with the scale,

which could potentially allow water to be lost from the specimen.


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Water levels in the container were checked daily to ensure that the 1 to 3

mm immersion range was maintained at all times throughout the

experiment.

The absorption, I, was calculated as the change in mass divided by the

product of the cross-sectional area of the test specimen (a) and the

density of water (d). In accordance with the ASTM Standard, for the

purpose of the test, the temperature dependency of the density of water

was neglected and a value of 0.001 g/mm3 is used. The units of I are mm.

The absorption values were then plotted against time to produce

absorption curves. The rate of change of the absorption curves at various

times was called sorptivity; S. Sorptivity values were then plotted against

time to investigate changes in the rate of absorption.

2.2.4 Density Testing

To investigate whether significant segregation had occurred during casting

of the specimens, the density, percent-absorption, and percent-voids in

the hardened concrete were determined at incremental depths, in

accordance with ASTM Standard C 642 - 97. For this test, 25-mm thick

cylindrical slices were cut from the 300 mm x 600 mm concrete cylinders,

which had been stored at room temperature following the standard curing

regime. Four mass values were required for each sample to calculate the

density, absorption and voids percentage (see Table 5); oven-dry mass

(A), saturated mass after immersion (B) and after boiling (C), and

immersed apparent mass (D).

First, the oven-dry mass of each specimen was obtained after several

drying cycles. To obtain this value, each specimen was oven-dried at a

temperature of 105 oC for not less than 24 hours, allowed to cool under

ambient conditions, and then weighed and having its mass recorded. This

cycle was repeated until the percent-change of mass between two


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successive readings was less than 0.5%. The final, lowest, value was

retained as the oven-dry mass.

Second, the saturated mass after immersion was measured after cyclic

immersion cycles. The specimens were immersed in water at

approximately 21 oC for not less than 48 hours before being removed,

surface-dried and weighed. Their masses were measured and recorded.

Similarly to the oven-dry mass, this process was repeated until two

successive values fell within a 0.5% percent change. The final, highest

value was retained as the saturated mass after immersion.

Third, the saturated mass after boiling was measured by placing the

specimens in a metal receptacle suitable for heating over a hotplate,

immersing the specimens in water and bringing this water to boil for five

hours. The specimens remained immersed as they cooled by natural heat

loss under ambient conditions unti l they reached room temperature. A

maximum of 14 hours of cooling was allowed. At this point, the specimens

were surface-dried and their masses were measured and recorded.

Finally, after drying, immersion and boiling, the apparent mass was

determined for each specimen. The specimen was suspended from the

base hook of an electronic balance and immersed in a bucket of water.

The mass of the buoyant specimen was recorded as the apparent mass.

By using these four mass values the results of the density test, found in

Appendix A, were obtained according to calculations outlined in the ASTM

C 642 – 97 standard. Figure 29 illustrates the permeable pore space

results of the ASTM C 642 – 97 standard over the depth of all mixes.


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Figure 29: Variation of permeable pore space over the depth of all mixes

It is assumed that the volume of permeable pore space over the depth can

be used as an indicator of the uniformity of the density of concrete

specimens. It can be seen that the values of the apparent densities for

each mix design were essentially similar. A depth level with a greater

volume of permeable pore space would be considered more susceptible to

absorption and could be produced by poor particle grading. Segregation

would cause large aggregates to sink leaving the both the top and bottom

portion of the specimen with a more dominant particle size. Greater

particle grading which is synonymous to greater density would be

compromised in cases of segregation. In this case, there was no definitive

trend between the top and bottom of the specimens, particularly for the

SCC mix. Therefore, it was concluded that segregation was not evident in

these specimens and the possibility could be ignored.

0

1

2

3

4

5

6

7

8

9

10

11

12

13.5 14.5 15.5 16.5 17.5 18.5 19.5 20.5 21.5 22.5

De

pth

(in

le

vels

of

25

mm

)1

-Bo

tto

m, 1

2 -

Top

Volume of Permeable Pore Space (%)

CHAPTER 3 – RESULTS AND DISCUSSION 71

Vimal N. Patel

CHAPTER 3 – RESULTS AND DISCUSSION

The following chapter consists of an analysis of the data collected from

specimens of a non air-entrained mixture Mix A (Regular - No AEA) the

specimens from an air-entrained mixture Mix B (Regular - AEA), and a

self-consolidating concrete mixture Mix C (SCC - No AEA). As mentioned

in the experimental program all specimens were pre-conditioned to a

relative humidity of 50 to 70% at 23oC before being subjected to freeze-

thaw cycling in the same chamber. Based on the hydraulic pressure

theory, the only parameters thus differentiating the specimens were their

flow properties, rendering the results to be sensitive to the concrete mix in

particular instead of the environment. Secondly, based on Litvan’s theory,

although specimens were not saturated upon introduction to the freeze-

thaw chamber, it was assumed that the onset of cracking would begin at

the initial stages of exposure. Tap water was used during freeze-thaw

cycling, based on the osmotic pressure theory, it should be assumed that

the results obtained would be conservative compared to field conditions

where water has a significantly higher concentration of deleterious

substances.

3.1 Influence of materials on performance of mix design

Several key points regarding the influence of materials and their properties

on the performance of mix designs is outlined in the following section.

Special attention was paid to the effect on air void stability as it was

considered the primary parameter affecting the resistance to freeze-thaw

cycling.

The first parameter of interest was the w/c of the mix designs. Mixes A

(Regular – No AEA), B (Regular - AEA), and C (SCC – No AEA) were

designed with a w/c of 0.50. This ratio was calculated based on the free

water added over the quantity of cement used. It should be noted however

that the addition of superplasticizers and viscosity modifying admixture to


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Mix C (SCC - No AEA) could have increased the w/c ratio to 0.52. This

calculation was based on the assumption that the admixtures had a 99%

water content. As mentioned in Chapter 1, mixes with higher w/c require a

smaller spacing factor in order to achieve an equivalent freeze-thaw

resistance. Noting that Mix C (SCC - No AEA) had no air-entrainment, the

previously published literature suggests that it would perform poorly

compared to other mixes with air entrainment or with lower w/c values. On

the same note, the characteristics of the aggregate influenced the

viscosity of the paste. Finer cement was mentioned as a means to

increase air void stability. The current mix designs were considered not to

have a significant difference in fine aggregate content, which ranged from

747 to 777 kg/m3 of natural sand for all three mixes. Visual observations of

the coarse aggregates in Figure 30 revealed cracking through the

aggregate particles. Based on these observations, it would be

recommended to limit the coarse aggregate size to ¼’’ to help avoid

cracking.


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Figure 30: Cracking through coarse aggregate in Mix C (SCC - No AEA)

3.2 Sorptivity to assess deterioration due to freeze-thaw cycling

3.2.1 Variation of absorption with no air-entraining agent

3.2.1.1 Mix A (Regular - No AEA)

In the past decade, the importance of sustainability has become a primary

factor in the development of new materials and the re-evaluation of

commonly used materials. Thus, the behaviour of materials when

subjected to aggressive environments should be observed.

The change in behaviour of the absorption curves with respect to the

number of freeze-thaw cycles was examined. Figure 31 is a plot of the


Vimal N. Patel

absorption curves of Mix A (Regular - No AEA) for every level of freeze-

thaw cycling. The variation in the curvature of the graphs for every level of

freeze-thaw cycle suggests that behavioural change do in fact occur. As

can be seen in Figure 31, the behaviour of Mix A (Regular - No AEA) at

zero cycles of freeze-thaw (i.e. not exposed to freeze-thaw cycling) greatly

differs from that of samples after 150 cycles. Samples from this mix

subjected to freeze-thaw beyond 150 cycles experienced severe

deterioration and were deemed un-testable.

Figure 31: Effect of freeze-thaw cycling on absorption of Mix A (Regular - No AEA)

The variation in the curvature was characterized by significant changes in

slope. Sample A(150) demonstrated an acute bi-linear behaviour in

comparison to A(0) and A(50), where a more gradual change in slope was

present. The location at which this shift in slope occurred was called the

nick point.


Vimal N. Patel

The two distinct slopes present in the absorption curves represent the

initial (or early-age) absorption and secondary (or the late-age) absorption.

The initial slope was typically steeper than the secondary slope, signifying

the greater rate of absorption during the early periods of exposure. After

some time, the change in slope of the absorption curve into the late-age

absorption signified the saturation of the specimens. It was assumed that

the saturation of the specimen caused a significant decrease in the

capillary suction of the specimens thus decreasing the rate of absorption

to nearly zero at times. Table 6 summarizes the initial and secondary

absorptions, along with the time at which the transition (nick point) was

considered to occur.

Table 6: Summary of sorptivity and nick point time for Mix A (Regular - No AEA)

Number of F-T cycles

0 50 100 150

Initial absorption (mm/s 0.5)

0.00453 0.00875 0.0751 0.2748

Secondary

absorption (mm/s 0.5)

0.00375 0.0004 0.0003 0.0004

Nick Point 3 Days 1 Day 60 minutes 5 minutes

Due to the increased rate of sorptivity, the nick point of the specimens can

occur at a very early time. The importance of the nick point should not be

overlooked as it is an indicator of the level of saturation of the concrete

specimen. This parameter suggests that the nick point can have significant

influence when predicting the service life of a concrete. As was seen, the

secondary absorption remained significantly lower than the initial

sorptivity. Thus, careful consideration as to the identification of the nick

point should be made so as to not confuse the secondary sorptivity with

the initial.


Vimal N. Patel

Figure 32: Effect of F-T cycling on early-age sorptivity of all mixes (0-6 hours)

Figure 33: Effect of F-T cycling on the late-age sorptivity of all mixes (1-8 days)

0

0.05

0.1

0.15

0.2

0.25

0.3

0 50 100 150 200 250 300

Sorp

tivi

ty (

mm

/s^1

/2)

Freeze Thaw Cycles

Mix A (Regular - No AEA)

Mix CC (SCC Cast - No AEA)

Mix CF (SCC Finished - No AEA)Mix B (Regular - AEA)

Specimens no longer testable due to severe damage

0

0.001

0.002

0.003

0.004

0.005

0 50 100 150 200 250 300

sorp

tivi

ty (

mm

/s^1

/2)

Freeze Thaw Cycles

The values for Mix A, CC, and CF after 50 cycles that are circled were assumed values based on sorptivity values with very low

linearity.

Mix CF (SCC Finished - No AEA)


Mix B (Regular - AEA)

Mix A (regular- No AEA)



Vimal N. Patel

When data from Table 6 was plotted, it can be seen from Figure 32 that

the rate of initial absorption of Mix A (Regular - No AEA) increased at what

seemed a parabolic rate versus the number of freeze-thaw cycles. The

results suggested that freeze-thaw cycling can have a dramatic effect on

the rate of initial absorption of a concrete mix with no air-entrainment.

Results for Mix CC (SCC Cast – No AEA) and CF (SCC Finished – No

AEA) could not be obtained since the samples were deemed un-testable

due to severe deterioration (it can be assumed that Mix C (SCC - No AEA)

would have similar behavioural traits to Mix A (Regular - No AEA) had it

been testable). Further details about Mix C (SCC - No AEA) have been

outlined in the following section.

3.2.1.2 Mix C (SCC - No AEA)

The same data analysis was done on Mix C (SCC with no AEA) and

resulted in similar results. Although, numerical results were not identical,

the behavioural pattern of absorption curves remained the same for Mix C

(SCC - No AEA) when compared to Mix A (Regular - No AEA). The plot of

the data can be seen in Figure 34.


Vimal N. Patel

Figure 34: Effect of freeze-thaw cycling on absorption of Mix C (SCC - No AEA)

The data from Mix C (SCC - No AEA) suggested that these specimens

were more prone to damage from freeze-thaw cycling. These assumption

were based on two points; the first being that the nick point occurred much

earlier for specimens from Mix C (SCC - No AEA) than those from Mix A

(Regular - No AEA) (after only 50 cycles). Secondly, the nick point for the

Mix C (SCC - No AEA) specimens occurred between 3-4 hours of

exposure compared to Mix A (Regular - No AEA) which occurred after one

day. This theory was confirmed by the significant deterioration of

specimens from Mix C (SCC - No AEA) beyond 50 cycles of freezing and

thawing (un-testable). Specimens from Mix A (Regular - No AEA) reached

150 cycles before being deemed un-testable.

0

1

2

3

4

5

6

7

0 100 200 300 400 500 600 700 800 900

Ab

sorp

tio

n (m

m)

Time (s^0.5)

CF (50 cycles)

CC (0 cycles)

CF (0 cycles)

CC (50 cycles)

Mix CF (SCC Finished - No AEA)Mix CC (SCC Cast - No AEA)


Vimal N. Patel

Figure 35: Specimen from Mix C (SCC – No AEA) after 100 cycles of freeze-thaw (right)

The comparison of the sorptivity data in parallel with visual observation

(Figure 35) of Mix C (SCC - No AEA) and Mix A (Regular - No AEA)

helped conclude that sorptivity testing could provide information about the

relative behaviour of specimens placed in similar aggressive

environments. Thus, given the observations, it can be concluded that with

the use of sorptivity testing, educated recommendations can be made

regarding the choice of material for a given aggressive environment.

3.2.2 Variation of absorption in the presence of air-entraining admixtures

3.2.2.1 Mix B (Regular - AEA)

The same observations were made for Mix B (Regular - AEA) but yielded

different results. Absorption curves for Mix B (Regular - AEA) did not

achieve a bi-linear behaviour even after 300 F/T cycles. A sample

achieving bi-linear absorption behaviour was assumed to have reached its

saturation point. This is explained by the observation that the rate of

sorptivity generally dramatically dropped beyond the nick point. The

significant drop in the rate of sorptivity suggested that there was a change

in the dominant transport mechanism. As capillary suction is dominant in a


Vimal N. Patel

non-saturated medium, it is theorized that a slower diffusion-based

mechanism became dominant after the point of saturation (the nick point).

Figure 36 plots the absorption curves at all freeze-thaw cycling levels of

Mix B (Regular - AEA).

Figure 36: Effect of freeze-thaw cycling on absorption of Mix B (Regular - AEA)

As mentioned, this particular mix design did not achieve significant bi-

linearity, suggesting it did not reach saturation even after 8 days of

exposure. Although not observed after 8 days, it was assumed that the

specimens would eventually reach a saturation point after which the

secondary rate of sorptivity would come into effect. The finding can have a

noteworthy influence on the relative service life prediction of a mix design.

The delayed bi-linearity of a certain mix design suggests that it would

outperform other mix designs without air-entrainment exposed to the same

environmental conditions.

0

0.5

1

1.5

2

2.5

3

0 100 200 300 400 500 600 700 800 900

Ab

sorp

tio

n (m

m)

Time (s^0.5)

Lower levels of absorption for B(50),B(100), B(150) could be explained by persistant hydration

Offset of hydration assumed no

longer present in B(200) and B(300) and replaced instead by increased deterioration (thus greater levels of absorption)



Vimal N. Patel

3.2.2.2 Effect of hydration on the absorption behaviour

From Figure 36, it was seen that the samples subjected to 50, 100, and

150 freeze-thaw cycles outperformed the specimens subjected to zero

freeze-thaw cycles. This phenomenon was assumed to be caused by the

offset of continued hydration in specimens of Mix B (Regular - AEA). This

was not to say that specimens from other mixes did not have continued

hydration. Instead, it was considered that the damage incurred by freeze-

thaw cycling for specimens of other mixes was great enough to overcome

the offset of continued hydration. It was assumed that for specimens of

Mix B (Regular - AEA), the resistance to freeze-thaw cycling deterioration

from air-entrainment allowed water absorption to be allotted for hydration

purposes. The water absorption was the cause of increased hydration (i.e.

better quality concrete) instead of being the consequence of increased

deterioration.

3.2.3 Early-age and late-age sorptivity indicators

Figure 32 and Figure 33, show the early-age and late-age rate of

absorption values of all mixes for given exposure levels of freeze -thaw

cycling. From Figure 32, there exists a sharp increase in the sorptivity of

Mix A (Regular - No AEA), Mix CC (SCC Cast – No AEA), and Mix CF

(SCC Finished – No AEA) followed by a significant drop during the late-

age period. However, for Mix B (Regular - AEA) there was a steady

increase in the sorptivity rate throughout the early and late age. Upon

initial review, it may be suggested that Mix B (Regular - AEA)

demonstrated poorer performance relative to the other mix designs. This

was not the case, however, as visual inspection showed otherwise. It

should rather be considered that Mixes A (Regular - No AEA) and C (SCC

- No AEA) reached saturation during the early-age period, which was

followed by very low sorptivity rates during the late-age period.

Based on the results and the lack of absorption data of specimens

between 0 and 50 cycles of freeze-thaw cycling suggests that the step


Vimal N. Patel

size of the sorptivity test should have been smaller. As with any other test,

a smaller step size would provide more detailed results. Unfortunately,

changes in step-sizes for sorptivity testing are often more demanding than

other tests. Thus, it should be recommended to carefully choose the

intervals of freeze-thaw cycling before testing to get an accurate estimate

of the shape of the absorption curves.

Based on the previously mentioned data, it can be said that the number of

freeze-thaw cycles can greatly affect the rate of absorption of a concrete

mix with no air-entraining admixture. It was suggested that the

identification of the nick point should be done carefully to not confuse low

overall rates of absorption with high initial rates absorption. The presence

of initial absorption, secondary absorption, and the nick point features in

the data reinforces the assumption that sorptivity testing can be used as a

viable testing method to provide information regarding service life

prediction.

3.3 Freeze-thaw resistance of self-compacting concrete

When assessing the freeze-thaw resistance of self-compacting concrete

through the absorption properties obtained from sorptivity testing, it can be

seen that self-consolidating concrete displays the poorest resistance to

deterioration. Conclusions where drawn based on results found from

absorption curves as can be seen in Figure 37 and Figure 38.


Vimal N. Patel

Figure 37: Effect of mix design on the average absorption of all mixes at 0 cycles

Figure 38: Effect of mix design on the average absorption of all mixes at 50 cycles

0

1

2

3

4

5

6

7

0 100 200 300 400 500 600 700 800 900

Ab

sorp

tio

n (m

m)

Time (s^0.5)

Mix A (Regular - No AEA)Mix B (Regular - AEA) Mix CC (SCC Finished - No AEA) Mix CF (SCC Finished - No AEA)

0

1

2

3

4

5

6

7

0 100 200 300 400 500 600 700 800 900

Ab

sorp

tio

n (m

m)

Time (s^0.5)

Mix A (Regular - No AEA)Mix B (Regular - AEA) Mix CC (SCC Finished - No AEA) Mix CF (SCC Finished - No AEA)


Vimal N. Patel

Even before the initiation of freeze-thaw cycling, the absorption of the SCC

mix was greater when compared to Mix A (Regular - No AEA) or Mix B

(Regular - AEA). Following exposure to 50 freeze-thaw cycles, the SCC

remained the mix with the greatest absorption. The steepness of the early-

age absorption suggests that the SCC mix was the fastest to reach

saturation. The location of the nick point showed that the SCC mix was the

first to reach saturation as well as having the greatest saturation capacity.

The high level of saturation suggests that the SCC mix was subjected to

severe deterioration and mass loss compared to Mix A (Regular - No AEA)

and Mix B (Regular - AEA). This led to the conclusion that the specimens

were more porous and permeable, which would translate into a material

that is highly susceptible to the ingress of deleterious materials. Analysis

of the density test results showed that the SCC had a greater volume of

permeable pore space (20.9%) compared to Mixes A (Regular - No AEA)

(16.1%) and B (Regular - AEA) (15.1%). The lack of air entrainment in Mix

C (SCC - No AEA) translated into a system that was not comprised of

small air voids with a small spacing factor but instead a high porosity mix

with larges voids spaced further apart. This suggests that the results from

the density test could have been used as preliminary indicators of the

relative performance of each mix design.

The strength of the SCC mix (26.12 MPa) was 88% that of Mix B (Regular

- AEA) (29.73 MPa). But the absorption of Mix C (SCC - No AEA) was

168% greater than Mix B (Regular - AEA). This disparity suggests that

strength cannot be used as the paramount criterion in determining the

durability performance of a concrete specimen. This in addition to the

severe deterioration of specimens exposed to more than 50 freeze-thaw

cycles suggests that the mix design of the SCC has an important

implication as to the durability of the specimens. The deterioration of the

specimens subjected to 100, 150 and 200 cycles can be seen in Figure

39. All specimens exposed to more than 50 freeze-thaw cycles were


Vimal N. Patel

deemed non-testable as the specimens were too brittle to handle and

proper definition of exposure area could not be performed.

Figure 39: Freeze-thaw deterioration of SCC beyond 50 cycles

The severe deterioration could be explained by the lack of air-entrainment.

Mix B (Regular - AEA) containing 130 ml/m3 of DAREX air entraining

admixture showed significant resistance to freeze-thaw deterioration.

Although some theories have suggested that superplasticizers do not

affect the stability of the air voids that provide resistance to deterioration,

the significant damage of the SCC mix suggested that superplasticizer

levels were above the tolerable threshold. The SCC specimens contained

1408 ml/m3 of ADVA 540 high range water reducing admixture, and the

presence of a superplasticizer indicates the likely coalescence of air voids

in the fresh mix which would subsequently increase the spacing factor of


Vimal N. Patel

the air voids. Mix C (SCC - No AEA) also contained 6713 ml/m3 of V-MAR

viscosity enhancer which increases the porosity of the paste. The final

observation concerned the 0.50 w/c ratio of the SCC mix. This ratio,

already being at the upper limit for SCC to have resistance to freeze -thaw

deterioration, may not have been representative. Data sheets of V -MAR

and ADVA cast 540 both list water as a non-hazardous ingredient. The

addition of large amounts of viscosity modifying admixtures and

superplasticizers may have compromised the w/c ratio. The additions of

water lead to the most critical manifestation of deterioration, consisting of

the separation of the mortar from the coarse aggregate (Figure 40).

Figure 40: Separation of the mortar from the coarse aggregate

The extensive damage occurring with SCC beyond 50 cycles and the

measurable increase in absorption rates of specimens subjected to 0 and

50 freeze-thaw cycles suggests that the use of SCC in aggressive

environments should be considered only with caution. Further research is

recommended to determine if air entrainment in SCC is possible and

would provide adequate resistance to freeze-thaw deterioration. The use

of viscosity modifying admixtures jointly with superplasticizers in mix

design should also be considered only with significant caution.


Vimal N. Patel

3.4 Use of AEA in concrete for freeze-thaw resistance

Significant research has determined that the characteristics of the air void

system in concrete were the principal parameters affecting the resistance

to freeze-thaw deterioration. The inverse relationship between the strength

and air-entrainment has often compromised the use of air-entraining

admixtures (AEA) to improve durability. Results have shown that sorptivity

testing can provide valuable insight about the importance of air-

entrainment toward improving durability.

Absorption of mixes A (Regular - No AEA), B (Regular - AEA), and C

(SCC – No AEA) were compared to determine the durability of the

specimens. A higher absorption translated to a greater probability of

ingress of deleterious substance. It should be noted that the greater the

ingress of such materials, the greater the probability that a given specimen

would be subjected to deterioration due to several mechanisms such as

salt scaling, corrosion of reinforcement, freeze-thaw deterioration, and

sulphate attack.

Mix B (Regular - AEA) was the only mix design containing AEA, this mix

had the lowest levels of water absorption. Figure 41 shows the absorption

of all mixes versus their respective exposure to freeze-thaw cycles.


Vimal N. Patel

Figure 41: Effect of mix design on the total absorption at given levels of freeze-thaw cycling

From Figure 41, it was clear that Mix B (Regular - AEA) significantly

outperformed all other mixes in terms of total absorption over al l levels of

freeze-thaw cycles. The total absorption (i.e. increase in susceptibility to

deterioration) only began to increase after 200 freeze-thaw cycles, before

which no significant damage could be detected. Additionally, only Mix B

(Regular - AEA) was testable up to 300 cycles. Figure 42 shows the state

of the specimens following 200 freeze-thaw cycles.

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

0 50 100 150 200 250 300

Tota

l Ab

sorp

tio

n o

ver

8 d

ays

(mm

)

Freeze Thaw Cycles







Vimal N. Patel

Figure 42: Specimens from Mix B (Regular - AEA), A (Regular - No AEA), and C (SCC – No AEA) (top to

bottom respectively) after 200 freezing and thawing cycles

As can be seen from Figure 42, freeze-thaw deterioration can cause

significant mass and strength loss for a given specimen. Specimens with

initial compressive strengths of approximately 25 MPa could be split apart

and crumbled by hand after 200 cycles of freeze-thaw deterioration

(Figure 43).


Vimal N. Patel

Figure 43: Specimen being split by hand after being subjected to 200 freeze-thaw cycles

The comparisons of specimens from all mixes showed the alarming

significance of freeze-thaw deterioration on concrete specimens. The

superior resistance of Mix B (Regular - AEA) suggests the importance of

AEA in providing adequate resistance to freeze-thaw deterioration.

3.5 Effect of exposure surface on sorptivity

As mentioned previously, sorptivity can provide information about the

quality of casting methods since the test is highly dependent on surface

conditions (Khatib and Mangat 1995; McCarter 1993). This aspect of the

test becomes particularly important when considering self-consolidating

concrete, as the probability of bleeding and segregation becomes of

primary concern for mixture design. Figure 44 and Figure 45 show the


Vimal N. Patel

absorption curves of Mix C (SCC - No AEA) at 0 and 50 cycles,

respectively.

Figure 44: Sorptivity curves comparing cast and finished surfaces of Mix C (SCC – No AEA)

at 0 cycles of freeze-thaw

Figure 45: Sorptivity curves comparing cast and finished surfaces of Mix C (SCC – No AEA)

at 50 cycles of freeze-thaw

0

1

2

3

4

5

6

0 100 200 300 400 500 600 700 800 900

Ab

so

rpti

on

(m

m)

Time (s^0.5)

Mix CF (SCC Finished - No AEA)(3 Replicates - 0 cycles)

Mix CC (SCC Cast- No AEA)(3 Replicates - 0 cycles)

0

1

2

3

4

5

6

7

0 100 200 300 400 500 600 700 800 900

Ab

so

rpti

on

(m

m)

Time (s^0.5)

Mix CC (SCC Cast- No AEA)(3 Replicates - 50 cycles)

Mix CF (SCC Finished - No AEA)(3 Replicates - 50 cycles)


Vimal N. Patel

The specimens with a trowel-finished surface exhibited greater absorption,

and Table 7 summarizes the average absorption values after 0 and 50

cycles of freeze-thaw. The mix with a finished exposure surface

demonstrated an absorption 26.4% higher after zero cycles of freeze-thaw

and 12.8% higher after 50 cycles.

Table 7: Average absorption (mm) of Mix CC (SCC Cast – No AEA) and Mix CF (SCC

Finished – No AEA)

Cycles 0 50

Mix CC 4.51 5.81

Mix CF 5.71 6.56

Percent Diff. 26.4 12.8

The fine aggregate content of the SCC mix comprised 83% of the total

aggregate content, well above the 50% lower limit (Gaimster and Gibbs

2001) suggested to help increase cohesion and decrease segregation.

The mix contained a high range water reducer content of 1408 ml/m3 and

a viscosity enhancer content of 6713 ml/m3 to help maintain cohesion and

further prevent washout. But investigation of the exposure surface of the

finished and cast specimens, which are shown in Figure 46, suggests that

localized segregation and bleeding sti ll occurred.

a) b)

Figure 46: Exposure surface of Mix C (SCC - No AEA): a) finished surface b) cast surface


Vimal N. Patel

The exposure surface contained a matrix of microcracks on the surface of

the finished specimens. These microcracks were made visible due to the

red dye used during sorptivity testing. The craze cracking was assumed to

be created due to localized segregation (caused by the finishing operation)

and bleeding of the fresh concrete mix. The finishing operation tends to

work the paste to the surface, resulting in a thin surface layer containing

very little aggregate and thus a higher proportion of cement paste. The

higher cement content resulted in a higher degree of drying shrinkage in

the top concrete cover skin, which was restrained by the underlying coarse

aggregate, resulting in a greater probability of shrinkage cracking. The

widths of the cracks were considered to be small enough to activate

capillary forces. This is in agreement with results found by Khatib and

Mangat (1995). It has been suggested that SCC mix designs should have

water to cement ratios below 0.50 and free water contents less than 200

kg/m3. The presence of segregation and bleeding in the SCC mix could be

associated with the 0.50 w/c and a free water content of 217 kg/m3, two

parameters of the mix design which remained very close to the threshold

prescribed to prevent washout and increase resistance to segregation.

Results showed that sorptivity testing can be used as an indicator of poor

construction practices, bleeding and segregation. Comparison of the SCC

mix design with typical recommendations suggests that a current SCC mix

design remains very sensitive to segregation and bleeding. It is

recommended that the cast portion of a concrete member be oriented in

the direction with the highest level of exposure to deleterious materials as

it would likely be the portion of the concrete member with the highest

resistance to moisture ingress.

3.6 Effect of sealant on sorptivity

Sorptivity testing was done using two different materials, paraffin wax and

electrical tape, to seal the curved sides of the cylindrical specimens. The

ASTM standard specifies the use of electrical tape for this purpose but


Vimal N. Patel

doubts arose as to its effectiveness since it was observed that water was

being drawn up between the tape and the concrete surface. Thus, an

investigation was conducted to evaluate whether paraffin wax would

perform better.

Upon visual review of the sorptivity curves (Figure 46), the specimens

sealed using electrical tape displayed greater absorption than those

coated with paraffin wax. As well, the specimens sealed with electrical

tape exhibited greater variability than those sealed with wax. The results

confirmed theories which stated that the boundary conditions used in

sorptivity testing greatly affect the absorption results (Caliskan 2006;

Claisse 1997; Gonen and Yazicioglu 2007; Martys and Ferraris 1997;

Taha 2001).

Figure 47: Absorption curves comparing waxed and taped specimens of Mix B (Regular –

AEA) at 150 cycles of freeze-thaw

It was assumed that the additional absorption present in specimens sealed

with electrical tape could be explained by the poor seal along the edges of

the exposure surface. The poor adherence of the electrical tape would

0

0.5

1

1.5

2

2.5

3

0 100 200 300 400 500 600 700 800 900

Ab

sorp

tio

n (m

m)

Time (s^0.5)

Mix B Waxed (Regular - AEA)(3 Replicates - 150 cycles)

Mix B Taped (Regular - AEA)(3 Replicates - 150 cycles)


Vimal N. Patel

create small openings around the edges of the specimens which drew up

water by capillary suction. In effect, specimens sealed with electrical tape

would have an absorption ring around the edge of the specimen that

would absorb water at a faster rate than the rest of the specimen. In other

words, the absorption rate would not be constant over the entire exposure

surface. This effect was enhanced even further in deteriorated specimens

that no longer had a smooth outer surface. The absorption ring can be

seen in the Figures 48 and 49.

Figure 48: Ring absorption phenomenon

Figure 49: Poor edge adherence causing capillary suction along edges


Vimal N. Patel

Comparing these specimens to the absorption curves, specimens sealed

with electrical tape exhibited significantly higher initial absorption. The

capillary suction at the edges of the specimen between the electrical tape

and the curved face was greater than the capillary suction over the area of

the exposure surface. In effect, the initial absorption data collected would

not be representative of the actual exposure surface but more that of the

capillary suction occurring between the tape and the curved surface, as

mentioned in previous literature (Hall and Tse 1986).

To further investigate this phenomenon, red dye was mixed into the water

to illustrate the absorption path. The initial assumption that the dye would

penetrate the specimens did not materialize. The dye molecules were too

big to penetrate the capillary pores of the concrete specimen and

remained behind on the surface. However, this undesired result actually

provided further proof that electrical tape did not provide an adequate seal

in comparison to paraffin wax as a sealant in sorptivity testing. As can be

seen in Figure 50, the significant presence of red dye along the curved

surface of the taped specimens confirmed that water travelled along the

sides of the specimen and was not solely absorbed by the exposure

surface in question. Examination of the specimens sealed with wax did not

show this characteristic effect.


Vimal N. Patel

Figure 50: Red dye deposits along curved surfaces of test specimens

Another observation regarding the use of electrical tape concerned the

direction of water transport. In accordance with the ASTM standard,

commercially available electrical tape was tightly wound around the curved

surface of the concrete specimens prior to testing. After testing, when the

tape was removed, a helical water transport path was observed. This

suggested that not only did the water travel upward along the sides of the

specimens during testing, but that it also did not follow a uni-directional

flow path as required by the ASTM standard. The helical path can be seen

clearly in Figure 51.

Presence of red dye along

curved surface of previously taped specimens


Vimal N. Patel

Figure 51: Helical transport path of water

Statistical analysis on the rates of early-age (0-6 hours) and late-age (1-8

days) absorption further reinforced visual inspection. The F-test was used

to examine variability (with an 80% confidence interval) and the student-T

test was used to evaluate the significance of differences in sample means.

Table 8 consists of contingency tables that summarize the number of

times either the variance or mean of specimens tested with electrical tape

or wax was greater, and as well as the number of times the statistical

analysis resulted in a null hypothesis (no significant difference between

the variance or mean of samples tested with electrical tape or wax.).

Table 8: Summary of results of statistical analysis

As can be seen from Table 8, the variance within specimens tested with

electrical tape was found to be significantly greater 7 times out of 14

during early-age absorption measurements and 8 times out of 14 during

Tape Greater Wax Greater Null Total Tape Greater Wax Greater Null Total

A 2 0 2 4 A 3 1 0 4

B 3 0 3 6 B 4 0 2 6

CC 1 0 1 2 CC 2 0 0 2

CF 1 1 0 2 CF 0 0 2 2

Total 7 1 6 14 Total 9 1 4 14

Tape Greater Wax Greater Null Total Tape Greater Wax Greater Null Total

A 3 0 1 4 A 2 0 2 4

B 5 0 1 6 B 1 1 4 6

CC 0 0 2 2 CC 1 0 1 2

CF 0 0 2 2 CF 1 0 1 2

Total 8 0 6 14 Total 5 1 8 14

T-Test Summary for Means

(1-8 Days) 80% Confidence

F-Test Summary for Variances

(0-6 Hours) 80% Confidence

T-Test Summary for Means

(0-6 Hours) 80% Confidence

F-Test Summary for Variances

(1-8 Days) 80% Confidence


Vimal N. Patel

late-age absorption. The mean of specimens tested with e lectrical tape

was significantly greater 9 times out of 14 during early-age absorption and

5 times out of 14 during late-age absorption with 8 null results. The results

of the statistical analysis are further detailed in the appendix.

In conclusion, the uniformity of the wax sealed specimens was greater

than the specimens sealed with electrical tape, as the latter specimens

were susceptible to greater absorption and variable transportation

properties. After having visually inspected the specimens and analysed

the data, it can be concluded that paraffin wax is a superior sealant for

sorptivity testing in comparison to electrical tape.

CONCLUSIONS 100

Vimal N. Patel

CONCLUSIONS

Three mixes: Mix A (Regular - No AEA), Mix B (Regular - AEA), and Mix C

(SCC - No AEA) were subjected to various levels of freeze-thaw cycling

and were tested for absorption. All mixes were subjected to the same

curing, conditioning, and exposure environment leaving only the mix

design parameters to influence the sorptivity behaviour of the specimens.

The absorption behaviour of Mix A (Regular - No AEA) showed an acute

bi-linearity after one day of exposure. Mix C (SCC - No AEA)

demonstrated this same behaviour after only 4 hours of exposure. The

SCC mix design absorbed more water at a faster rate suggesting that

SCC mix designs could be highly susceptible to the ingress of deleterious

materials and deterioration from freeze-thaw cycling. Comparison of Mix A

(Regular - No AEA) and Mix B (Regular - AEA), showed that Mix B

(Regular - AEA) did not demonstrate significant bi-linearity in the

absorption behaviour even after 8 days suggesting increased durability.

Furthermore, the presence of air-entrainment in Mix B (Regular - AEA)

allowed for continued hydration to offset the absorption by forming a

denser matrix during freeze-thaw cycling. Consequently, Mix B (Regular -

AEA) had the lowest level of total absorption.

The high early-age absorption of Mix A (Regular - No AEA) and Mix C

(SCC - No AEA), followed by a significant drop during the late-age

absorption, suggested that the step size of sorptivity testing should be

carefully selected as intervals between 0 and 50 cycles could show

significant variability and provide valuable data concerning the absorption

behaviour.

Sorptivity testing was considered sensitive enough to differentiate between

exposure surfaces of the SCC mix. It was shown that the finished surface

CONCLUSIONS 101

Vimal N. Patel

was more susceptible to absorption due to segregation and bleeding,

which led to craze cracking at the top surface.

Finally, the ASTM Standard C 1585-04 testing method was analyzed to

determine the adequacy of the material used to seal the curved surfaces.

Results showed that electrical tape produced increased absorption totals

as well as increased data variability. F and student-t test results concluded

that paraffin wax was a better choice of sealant for sorptivity testing.

REFERENCES 102

Vimal N. Patel

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APPENDIX A 109

DENSITY TEST RESULTS

Vimal N. Patel

Specimen

ID

Oven dry mass

Saturated mass after immersion

Saturated mass after

boiling

Apparent mass

Volume of permeable pore space

(%) A (g) B (g) C (g) D (g)

A1 1012.04 1088.23 1088.8 630.22 16.7

A2 1024.96 1100.27 1102.07 638.15 16.6

A3 1041.22 1118.08 1119.44 648.04 16.6

A4 1032.63 1109.03 1110.35 641.89 16.6

A5 1038.63 1112.06 1113.45 645.61 16.0

A6 1024.72 1099.58 1100.07 637.95 16.3

A7 1013.88 1087.33 1087.83 630.3 16.2

A8 1043.12 1118.01 1118 648.89 16.0

A9 1068.14 1143.07 1143.92 664.09 15.8

A10 1066.09 1141.37 1141.1 661.96 15.7

A11 703.89 749.02 748.6 439.75 14.5

B1 962.16 1028.8 1028.31 579.03 14.7

B2 1015.06 1088.57 1086.99 608.33 15.0

B3 983.29 1056.11 1054.42 588.78 15.3

B4 1035.89 1113.05 1110.71 620.39 15.3

B5 1035.75 1113.07 1111.85 621.54 15.5

B6 1060.43 1137.97 1135.9 635.69 15.1

B7 1047.07 1127.9 1126.42 627.18 15.9

B8 1086.59 1165.75 1164.45 652.45 15.2

B9 1042.89 1120.15 1117.59 625.4 15.2

B10 1243.53 1325.72 1325.08 747.77 14.1

C1 714.27 785.36 785.43 442.75 20.8

C2 956.36 1050.19 1050.97 593.45 20.7

C3 964.2 1060.89 1061.09 599.05 21.0

C4 981.17 1080.43 1080.23 609.2 21.0

C5 962.89 1060.07 1060.1 597.85 21.0

C6 965.23 1065.2 1064.73 599 21.4

C7 951.57 1048.75 1048.39 591.15 21.2

C8 946.84 1041.77 1041.56 588.6 20.9

C9 960.58 1056.68 1056.02 597.1 20.8

C10 966.97 1064.26 1063.95 601.05 21.0

C11 954.97 1046.99 1047.03 595.34 20.4

Summary

Mix

Average volume of permeable pore

space (μ %)

Standard Deviation (σ)

A (Regular – No AEA) 16.1 0.62

B (Regular – AEA) 15.1 0.44

C (SCC – No AEA) 20.9 0.25

APPENDIX B 110

SORPTIVITY TEST SHEET MIX A (REGULAR - NO AEA) (0 – 50 CYCLES)

Vimal N. Patel

Samples Area 0 60s±2s 5min±10s 10min±2 20min±2 30min±2 60min±2 2hrs±5 3hrs±5 4hrs±5 5hrs±5 6hrs±5 day 1±2h day 2±2h day 3±2h day 4±2h day 5±2h day 6±2h day 7±2h day 8±2h

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

1013.8 1014.41 1014.72 1014.86 1015.17 1015.42 1015.97 1016.75 1017.3 1017.76 1018.15 1018.54 1023.51 1026.32 1028.12 1028.79 1029.75 1030.83 1031.63 1033.12

ΔMass (g) 0 0.61 0.92 1.06 1.37 1.62 2.17 2.95 3.5 3.96 4.35 4.74 9.71 12.52 14.32 14.99 15.95 17.03 17.83 19.32

Δmass/ areaXdensit

y of water (mm) 0 0.0755972 0.114015 0.131366 0.169784 0.200766 0.268928 0.365593 0.433754 0.490762 0.539095 0.587427 1.203359 1.551602 1.774675 1.857708 1.976681 2.110525 2.209669 2.394325

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

998.1 998.75 999.26 999.59 1000.03 1000.36 1001.1 1002.08 1002.85 1003.5 1004.04 1004.55 1011.45 1015.71 1018.4 1019.21 1020.34 1021.34 1022.05 1023.38

ΔMass (g) 0 0.65 1.16 1.49 1.93 2.26 3 3.98 4.75 5.4 5.94 6.45 13.35 17.61 20.3 21.11 22.24 23.24 23.95 25.28

Δmass/ areaXdensit

y of water (mm) 0 0.0805544 0.143759 0.184655 0.239185 0.280081 0.37179 0.493241 0.588667 0.669221 0.736143 0.799347 1.654463 2.182405 2.515776 2.616159 2.7562 2.88013 2.96812 3.132946

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

982.94 983.43 983.84 984.2 984.57 984.91 985.58 986.49 987.14 987.66 988.12 988.55 993.92 997.5 999.91 1000.87 1002.24 1003.42 1004.35 1005.79

ΔMass (g) 0 0.49 0.9 1.26 1.63 1.97 2.64 3.55 4.2 4.72 5.18 5.61 10.98 14.56 16.97 17.93 19.3 20.48 21.41 22.85

Δmass/ areaXdensit

y of water (mm) 0 0.0607256 0.111537 0.156152 0.202006 0.244142 0.327175 0.439951 0.520505 0.584949 0.641957 0.695246 1.36075 1.804419 2.103089 2.222062 2.391846 2.538083 2.653338 2.831797

Time (s) Average A1-A3(W0) 0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 0.0722924 0.123104 0.157391 0.203658 0.241663 0.322631 0.432928 0.514309 0.581644 0.639065 0.694007 1.406191 1.846142 2.13118 2.231976 2.374909 2.509579 2.610376 2.786356

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

1048.45 1050.15 1050.65 1051.13 1051.56 1051.89 1052.6 1053.55 1054.18 1054.76 1055.26 1055.68 1060.96 1064.16 1066.71 1067.7 1069.22 1070.53 1071.55 1073.33

ΔMass (g) 0 1.7 2.2 2.68 3.11 3.44 4.15 5.1 5.73 6.31 6.81 7.23 12.51 15.71 18.26 19.25 20.77 22.08 23.1 24.88

Δmass/ areaXdensit

y of water (mm) 0 0.2106807 0.272646 0.332132 0.385422 0.426319 0.514309 0.632042 0.710118 0.781997 0.843962 0.896013 1.550362 1.946938 2.262959 2.385649 2.574023 2.736371 2.862779 3.083374

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

1010.72 1012.32 1012.88 1013.28 1013.83 1014.25 1015.01 1016.07 1016.83 1017.47 1018.04 1018.55 1025 1029.42 1032.93 1034.02 1035.28 1036.19 1036.63 1037.63

ΔMass (g) 0 1.6 2.16 2.56 3.11 3.53 4.29 5.35 6.11 6.75 7.32 7.83 14.28 18.7 22.21 23.3 24.56 25.47 25.91 26.91

Δmass/ areaXdensit

y of water (mm) 0 0.1982877 0.267688 0.31726 0.385422 0.437472 0.531659 0.663025 0.757211 0.836526 0.907166 0.970371 1.769718 2.317488 2.752482 2.887565 3.043717 3.156493 3.211022 3.334952

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

1070.47 1072.34 1073.17 1073.65 1074.27 1074.63 1075.43 1077.66 1079.43 1080.5 1081.37 1082.13 1089.54 1094.16 1097.19 1098.08 1098.88 1099.42 1099.4 1100.28

ΔMass (g) 0 1.87 2.7 3.18 3.8 4.16 4.96 7.19 8.96 10.03 10.9 11.66 19.07 23.69 26.72 27.61 28.41 28.95 28.93 29.81

Δmass/ areaXdensit

y of water (mm) 0 0.2317488 0.334611 0.394097 0.470933 0.515548 0.614692 0.891056 1.110411 1.243016 1.350835 1.445022 2.363342 2.935898 3.311405 3.421703 3.520847 3.587769 3.58529 3.694349

Time (s) Average A4-A6(T0) 0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 0.2135724 0.291648 0.34783 0.413926 0.45978 0.553553 0.728707 0.859247 0.953847 1.033988 1.103802 1.894474 2.400108 2.775615 2.898306 3.046196 3.160211 3.219697 3.370892

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

1006.07 1006.62 1007.31 1007.74 1008.28 1008.75 1009.75 1011.34 1012.61 1013.69 1014.85 1015.83 1028.46 1030.5 1030.86 1030.16 1030.34 1030.43 1030.57 1031.37

ΔMass (g) 0 0.55 1.24 1.67 2.21 2.68 3.68 5.27 6.54 7.62 8.78 9.76 22.39 24.43 24.79 24.09 24.27 24.36 24.5 25.3

Δmass/ areaXdensit

y of water (mm) 0 0.0681614 0.153673 0.206963 0.273885 0.332132 0.456062 0.65311 0.810501 0.944345 1.088104 1.209555 2.774789 3.027606 3.072221 2.98547 3.007777 3.018931 3.036281 3.135425

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

1023.11 1025.24 1026.25 1026.73 1027.48 1028 1029.19 1031.06 1032.47 1033.63 1034.66 1035.61 1046.32 1048.28 1048.64 1047.83 1048.01 1048.1 1048.27 1049.01

ΔMass (g) 0 2.13 3.14 3.62 4.37 4.89 6.08 7.95 9.36 10.52 11.55 12.5 23.21 25.17 25.53 24.72 24.9 24.99 25.16 25.9

Δmass/ areaXdensit

y of water (mm) 0 0.2639706 0.38914 0.448626 0.541573 0.606017 0.753493 0.985242 1.159983 1.303742 1.43139 1.549123 2.876412 3.119314 3.163929 3.063546 3.085853 3.097007 3.118075 3.209783

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

973.77 975.16 976.13 976.75 977.63 978.41 979.99 982.53 984.54 986.3 987.84 989.29 998.66 998.88 999.26 998.49 998.72 998.76 998.91 999.6

ΔMass (g) 0 1.39 2.36 2.98 3.86 4.64 6.22 8.76 10.77 12.53 14.07 15.52 24.89 25.11 25.49 24.72 24.95 24.99 25.14 25.83

Δmass/ areaXdensit

y of water (mm) 0 0.1722625 0.292474 0.369311 0.478369 0.575034 0.770844 1.085625 1.334724 1.552841 1.743693 1.923391 3.084614 3.111878 3.158972 3.063546 3.09205 3.097007 3.115596 3.201108

Time (s) Average A7-A9 (W50) 0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 0.1681315 0.278429 0.341633 0.431276 0.504394 0.660133 0.907993 1.101736 1.266976 1.421062 1.56069 2.911938 3.086266 3.131707 3.03752 3.061893 3.070982 3.089984 3.182105

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

1110.36 1112.34 1113.22 1113.78 1114.49 1115.15 1116.4 1118.14 1119.55 1120.86 1121.98 1122.97 1134.57 1139.75 1140.39 1139.49 1139.79 1139.8 1139.99 1140.81

ΔMass (g) 0 1.98 2.86 3.42 4.13 4.79 6.04 7.78 9.19 10.5 11.62 12.61 24.21 29.39 30.03 29.13 29.43 29.44 29.63 30.45

Δmass/ areaXdensit

y of water (mm) 0 0.2453811 0.354439 0.42384 0.51183 0.593624 0.748536 0.964174 1.138915 1.301263 1.440065 1.562755 3.000341 3.642298 3.721613 3.610076 3.647255 3.648495 3.672041 3.773664

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

1013.42 1015.5 1016.66 1017.37 1018.16 1018.75 1019.99 1021.66 1022.91 1023.94 1024.82 1025.63 1035.35 1039.24 1039.87 1039.07 1039.28 1039.33 1039.51 1040.27

ΔMass (g) 0 2.08 3.24 3.95 4.74 5.33 6.57 8.24 9.49 10.52 11.4 12.21 21.93 25.82 26.45 25.65 25.86 25.91 26.09 26.85

Δmass/ areaXdensit

y of water (mm) 0 0.2577741 0.401533 0.489523 0.587427 0.660546 0.814219 1.021182 1.176094 1.303742 1.4128 1.513183 2.717781 3.199869 3.277944 3.1788 3.204826 3.211022 3.23333 3.327516

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

1013.4 1014.89 1015.42 1015.83 1016.32 1016.7 1017.67 1018.67 1019.43 1020.04 1020.59 1021.09 1027.02 1030.77 1033.67 1034.8 1036.13 1036.46 1036.83 1037.65

ΔMass (g) 0 1.49 2.02 2.43 2.92 3.3 4.27 5.27 6.03 6.64 7.19 7.69 13.62 17.37 20.27 21.4 22.73 23.06 23.43 24.25

Δmass/ areaXdensit

y of water (mm) 0 0.1846555 0.250338 0.30115 0.361875 0.408968 0.52918 0.65311 0.747297 0.822894 0.891056 0.95302 1.687924 2.152661 2.512058 2.652099 2.816925 2.857822 2.903676 3.005299

Time (s) Average A10-A12 (T50) 0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 0.2292702 0.335437 0.404837 0.487044 0.554379 0.697312 0.879489 1.020769 1.142633 1.247974 1.342986 2.468682 2.998276 3.170538 3.146992 3.223002 3.239113 3.269682 3.368826

Δmass/ area/ densit

y of water = 1 (mm)


y of water = 1 (mm)


y of water = 1 (mm)

8069.081

A9

(W50

)

8069.081


y of water = 1 (mm)

8069.081

8069.081

8069.081

A1

0(T

50)

A1

1(T

50)

A

12(T

50)

A8

(W50

)

8069.081

8069.081

8069.081

8069.081

A4

(T0

) A

5(T

0)

A6

(T0

) A

7(W

50

) A

1(W

0)

Measurements

A2

(W0)

A3

(W0)

8069.081

8069.081

8069.081

APPENDIX B 111

SORPTIVITY TEST SHEET MIX A (REGULAR - NO AEA) (100 –150 CYCLES)

Vimal N. Patel


Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.745967 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

924.45 936.2 941.8 945.75 950.83 952.78 952.91 953.12 953.5 953.62 953.77 953.86 954.64 954.94 955.06 955.24 955.58 955.4 955.74 955.9

ΔMass (g) 0 11.75 17.35 21.3 26.38 28.33 28.46 28.67 29.05 29.17 29.32 29.41 30.19 30.49 30.61 30.79 31.13 30.95 31.29 31.45

Δmass/ areaXd

ensityof water

(mm) 0 1.456176 2.150183 2.639706 3.269269 3.510932 3.527043 3.553069 3.600162 3.615034 3.633623 3.644777 3.741442 3.778621 3.793492 3.8158 3.857936 3.835629 3.877765 3.897594

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.745967 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

947.89 957.72 963.02 966.56 971.31 974.44 977.52 977.77 977.97 978.11 978.38 978.44 979.35 979.41 979.61 980.03 979.91 979.89 980.18 980.38

ΔMass (g) 0 9.83 15.13 18.67 23.42 26.55 29.63 29.88 30.08 30.22 30.49 30.55 31.46 31.52 31.72 32.14 32.02 32 32.29 32.49

Δmass/ areaXd

ensityof water

(mm) 0 1.21823 1.875059 2.31377 2.902437 3.290337 3.672041 3.703024 3.72781 3.74516 3.778621 3.786057 3.898833 3.906269 3.931055 3.983105 3.968234 3.965755 4.001695 4.026481

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.745967 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

928.08 937.56 943.44 947.2 951.79 954.87 957.01 957.24 957.44 957.73 957.8 957.84 958.76 959.02 959.29 959.31 959.45 959.67 959.79 959.99

ΔMass (g) 0 9.48 15.36 19.12 23.71 26.79 28.93 29.16 29.36 29.65 29.72 29.76 30.68 30.94 31.21 31.23 31.37 31.59 31.71 31.91

Δmass/ areaXd

ensityof water

(mm) 0 1.174855 1.903562 2.369539 2.938377 3.32008 3.58529 3.613794 3.63858 3.67452 3.683195 3.688152 3.802168 3.834389 3.86785 3.870329 3.887679 3.914944 3.929815 3.954601


√Time (s½) 0 7.745967 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 1.283087 1.976268 2.441005 3.036694 3.373783 3.594792 3.623296 3.655517 3.678238 3.69848 3.706329 3.814147 3.83976 3.864133 3.889745 3.904616 3.905442 3.936425 3.959558

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.745967 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

947.68 962.22 969.51 973.68 976.71 977.05 977 977.09 977.34 977.76 978.36 978.34 979.12 979.55 979.65 980.25 980.2 979.76 979.96 980.18

ΔMass (g) 0 14.54 21.83 26 29.03 29.37 29.32 29.41 29.66 30.08 30.68 30.66 31.44 31.87 31.97 32.57 32.52 32.08 32.28 32.5

Δmass/ areaXd

ensityof water

(mm) 0 1.80194 2.705388 3.222176 3.597683 3.639819 3.633623 3.644777 3.675759 3.72781 3.802168 3.799689 3.896354 3.949644 3.962037 4.036395 4.030198 3.975669 4.000455 4.02772

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.745967 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

896.77 916.81 926.36 928.29 929.2 929.51 930.35 930.22 930.27 930.88 931.37 931.66 932.61 932.54 932.5 932.52 932.74 932.94 933.14 933.67

ΔMass (g) 0 20.04 29.59 31.52 32.43 32.74 33.58 33.45 33.5 34.11 34.6 34.89 35.84 35.77 35.73 35.75 35.97 36.17 36.37 36.9

Δmass/ areaXd

ensityof water

(mm) 0 2.483554 3.667084 3.906269 4.019045 4.057463 4.161564 4.145453 4.15165 4.227247 4.287973 4.323912 4.441646 4.43297 4.428013 4.430492 4.457756 4.482542 4.507328 4.573011

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.745967 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

853.19 875.31 883.08 883.94 884.7 884.78 885.25 885.23 886.45 887.14 886.85 887.15 887.69 888.16 888.11 888.6 888.82 888.92 890.05 890.22

ΔMass (g) 0 22.12 29.89 30.75 31.51 31.59 32.06 32.04 33.26 33.95 33.66 33.96 34.5 34.97 34.92 35.41 35.63 35.73 36.86 37.03

Δmass/ areaXd

ensityof water

(mm) 0 2.741328 3.704263 3.810843 3.905029 3.914944 3.973191 3.970712 4.121907 4.207418 4.171479 4.208657 4.27558 4.333827 4.32763 4.388356 4.41562 4.428013 4.568054 4.589122


√Time (s½) 0 7.745967 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 2.342274 3.358912 3.646429 3.840586 3.870742 3.922793 3.920314 3.983105 4.054158 4.087206 4.110753 4.204526 4.238814 4.239227 4.285081 4.301192 4.295408 4.358613 4.396618

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.745967 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

970.73 995.55 1005.12 1006.7 1006.81 1007.12 1007.52 1008 1007.84 1008.15 1008.34 1008.34 1009.43 1009.95 1010.49 1010.41 1010.58 1010.55 1011.08 1011.29

ΔMass (g) 0 24.82 34.39 35.97 36.08 36.39 36.79 37.27 37.11 37.42 37.61 37.61 38.7 39.22 39.76 39.68 39.85 39.82 40.35 40.56

Δmass/ areaXd

ensityof water

(mm) 0 3.075939 4.261947 4.457756 4.471389 4.509807 4.559379 4.618865 4.599036 4.637455 4.661001 4.661001 4.796085 4.860528 4.927451 4.917536 4.938604 4.934886 5.000569 5.026594

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.745967 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

870.79 906.08 912.11 911.44 911.02 911.24 911.26 911.77 910.46 910.18 910.22 910.25 911.33 911.7 912.13 912.17 912.38 912.39 912.37 912.6

ΔMass (g) 0 35.29 41.32 40.65 40.23 40.45 40.47 40.98 39.67 39.39 39.43 39.46 40.54 40.91 41.34 41.38 41.59 41.6 41.58 41.81

Δmass/ areaXd

ensityof water

(mm) 0 4.373484 5.120781 5.037748 4.985698 5.012962 5.015441 5.078645 4.916297 4.881597 4.886554 4.890272 5.024116 5.06997 5.12326 5.128217 5.154242 5.155481 5.153003 5.181507

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.745967 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

952.39 983.14 994.57 994 993.8 993.75 993.92 994.54 993.88 994.07 994.26 994.2 995.59 996.21 996.6 996.9 996.71 996.71 997.12 997.57

ΔMass (g) 0 30.75 42.18 41.61 41.41 41.36 41.53 42.15 41.49 41.68 41.87 41.81 43.2 43.82 44.21 44.51 44.32 44.32 44.73 45.18

Δmass/ areaXd

ensityof water

(mm) 0 3.810843 5.227361 5.156721 5.131935 5.125738 5.146806 5.223643 5.141849 5.165396 5.188943 5.181507 5.353769 5.430606 5.478938 5.516117 5.492571 5.492571 5.543382 5.59915


√Time (s½) 0 7.745967 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 3.753422 4.87003 4.884075 4.863007 4.882836 4.907209 4.973718 4.885728 4.894816 4.912166 4.910927 5.05799 5.120368 5.17655 5.18729 5.195139 5.194313 5.232318 5.269084

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.745967 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

1011.5 1044.08 1059.76 1059.45 1058.73 1057.75 1057.54 1057.67 1057.85 1059.76 1058.33 1058.82 1060.1 1060.46 1060.67 1060.86 1060.88 1060.83 1060.28 1060.67

ΔMass (g) 0 32.58 48.26 47.95 47.23 46.25 46.04 46.17 46.35 48.26 46.83 47.32 48.6 48.96 49.17 49.36 49.38 49.33 48.78 49.17

Δmass/ areaXd

ensityof water

(mm) 0 4.037634 5.980854 5.942436 5.853206 5.731755 5.70573 5.721841 5.744148 5.980854 5.803635 5.86436 6.02299 6.067605 6.09363 6.117177 6.119656 6.113459 6.045298 6.09363

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.745967 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

866.41 898.81 908.82 909.11 908.81 908.33 908.57 908.87 909.85 909.29 909.32 909.01 910.03 910.79 911.26 911.38 911.79 911.78 912.08 912.43

ΔMass (g) 0 32.4 42.41 42.7 42.4 41.92 42.16 42.46 43.44 42.88 42.91 42.6 43.62 44.38 44.85 44.97 45.38 45.37 45.67 46.02

Δmass/ areaXd

ensityof water

(mm) 0 4.015327 5.255865 5.291804 5.254625 5.195139 5.224882 5.262061 5.383512 5.314112 5.31783 5.279411 5.40582 5.500006 5.558253 5.573125 5.623936 5.622697 5.659876 5.703251

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) #DIV/0! 0 7.745967 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

- - - - - - - - - - - - - - - - - - - -

ΔMass (g) #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

Δmass/ areaXd

ensityof water

(mm) #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!


√Time (s½) 0 7.745967 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 4.026481 5.618359 5.61712 5.553916 5.463447 5.465306 5.491951 5.56383 5.647483 5.560732 5.571886 5.714405 5.783806 5.825942 5.845151 5.871796 5.868078 5.852587 5.898441

8069.081

A1

5(W

100

)

8069.081

Δmass/ area/ d

ensityof water

= 1 (mm)

A1

3(W

100

)

8069.081

A1

4(W

100

)

8069.081

8069.081

8069.081

A2

1(W

150

)

8069.081

Δmass/ area/ d

ensityof water

= 1 (mm)

A1

6(T

100

)

8069.081

A1

7(T

100

)

8069.081

A1

8(T

100

)A

24(T

150

)

#DIV/0!

A1

9(W

150

)

8069.081

A2

0(W

150

)

Δmass/ area/ d

ensityof water

= 1 (mm)

Δmass/ area/ d

ensityof water

= 1 (mm)

A2

2(T

150

)

8069.081

A2

3(T

150

)

Measurments

APPENDIX B 112

SORPTIVITY TEST SHEET MIX B (REGULAR - AEA) (0 – 50 CYCLES)

Vimal N. Patel


Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

953.67 955.57 955.82 956.1 956.62 956.97 957.53 958.26 958.99 959.52 959.95 960.39 965.06 967.88 969.93 970.46 971.67 972.7 973.52 974.98

ΔMass (g) 0 1.9 2.15 2.43 2.95 3.3 3.86 4.59 5.32 5.85 6.28 6.72 11.39 14.21 16.26 16.79 18 19.03 19.85 21.31

Δmass/ areaXdensit

y of water (mm) 0 0.2354667 0.266449 0.30115 0.365593 0.408968 0.478369 0.568838 0.659307 0.72499 0.778279 0.832809 1.411561 1.761043 2.015099 2.080782 2.230737 2.358385 2.460007 2.640945

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

956.77 957.29 957.73 958.03 958.47 958.72 959.36 960.18 960.8 961.2 961.58 961.98 966.88 969.53 971.4 971.81 972.95 973.77 974.61 975.93

ΔMass (g) 0 0.52 0.96 1.26 1.7 1.95 2.59 3.41 4.03 4.43 4.81 5.21 10.11 12.76 14.63 15.04 16.18 17 17.84 19.16

Δmass/ areaXdensit

y of water (mm) 0 0.0644435 0.118973 0.156152 0.210681 0.241663 0.320978 0.422601 0.499437 0.549009 0.596103 0.645674 1.252931 1.581345 1.813094 1.863905 2.005185 2.106807 2.210908 2.374496

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

952.99 953.71 954.31 954.61 955.18 955.55 956.48 957.54 958.33 958.86 959.34 959.75 965.43 968.52 970.71 971.43 972.75 973.78 974.68 976.12

ΔMass (g) 0 0.72 1.32 1.62 2.19 2.56 3.49 4.55 5.34 5.87 6.35 6.76 12.44 15.53 17.72 18.44 19.76 20.79 21.69 23.13

Δmass/ areaXdensit

y of water (mm) 0 0.0892295 0.163587 0.200766 0.271406 0.31726 0.432515 0.563881 0.661785 0.727468 0.786955 0.837766 1.541687 1.92463 2.196037 2.285266 2.448854 2.576501 2.688038 2.866497

Time (s) Average B1-B3(W0) 0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 0.1297132 0.183003 0.219356 0.28256 0.322631 0.410621 0.51844 0.606843 0.667156 0.720445 0.772083 1.40206 1.755673 2.008077 2.076651 2.228259 2.347231 2.452985 2.627313

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

949.3 950.11 950.79 951.33 952.05 952.58 953.77 955.07 955.99 956.7 957.46 958.1 964.88 968.86 971.3 972.12 973.39 974.12 974.99 976.27

ΔMass (g) 0 0.81 1.49 2.03 2.75 3.28 4.47 5.77 6.69 7.4 8.16 8.8 15.58 19.56 22 22.82 24.09 24.82 25.69 26.97

Δmass/ areaXdensit

y of water (mm) 0 0.1003832 0.184655 0.251578 0.340807 0.40649 0.553966 0.715075 0.829091 0.917081 1.011268 1.090583 1.930827 2.424068 2.726457 2.828079 2.98547 3.075939 3.183758 3.342388

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

937.93 939.74 940.65 941.54 942.01 942.7 943.9 945.49 946.75 947.69 948.55 949.43 956.5 960.41 962.87 963.6 964.9 965.43 966.03 966.98

ΔMass (g) 0 1.81 2.72 3.61 4.08 4.77 5.97 7.56 8.82 9.76 10.62 11.5 18.57 22.48 24.94 25.67 26.97 27.5 28.1 29.05

Δmass/ areaXdensit

y of water (mm) 0 0.224313 0.337089 0.447387 0.505634 0.591145 0.739861 0.93691 1.093061 1.209555 1.316135 1.425193 2.301377 2.785943 3.09081 3.181279 3.342388 3.408071 3.482429 3.600162

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

917.79 919.86 921.19 921.62 922.89 923.46 924.67 926.1 927.21 928.03 928.88 929.4 936.58 939.88 943.17 944.02 945.53 946.65 947.71 949.05

ΔMass (g) 0 2.07 3.4 3.83 5.1 5.67 6.88 8.31 9.42 10.24 11.09 11.61 18.79 22.09 25.38 26.23 27.74 28.86 29.92 31.26

Δmass/ areaXdensit

y of water (mm) 0 0.2565348 0.421361 0.474651 0.632042 0.702682 0.852637 1.029857 1.167419 1.269042 1.374382 1.438825 2.328642 2.73761 3.145339 3.25068 3.437814 3.576615 3.707981 3.874047

Time (s) Average B4-B6(T0) 0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 0.1937437 0.314369 0.391205 0.492828 0.566772 0.715488 0.893947 1.029857 1.131893 1.233928 1.3182 2.186949 2.649207 2.987535 3.086679 3.255224 3.353542 3.458056 3.605532

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

952.18 952.58 952.97 953.25 953.49 953.75 954.17 954.74 955.16 955.49 955.75 955.97 959.16 961.18 962.77 962.98 964.02 964.8 965.63 966.91

ΔMass (g) 0 0.4 0.79 1.07 1.31 1.57 1.99 2.56 2.98 3.31 3.57 3.79 6.98 9 10.59 10.8 11.84 12.62 13.45 14.73

Δmass/ areaXdensit

y of water (mm) 0 0.0495719 0.097905 0.132605 0.162348 0.19457 0.24662 0.31726 0.369311 0.410208 0.44243 0.469694 0.86503 1.115369 1.312417 1.338442 1.467329 1.563995 1.666856 1.825487

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

953.59 954.1 954.46 954.69 955.14 955.42 956.01 956.71 957.2 957.48 957.76 958 962.39 965.03 966.89 967.11 968.23 969.03 969.83 971.09

ΔMass (g) 0 0.51 0.87 1.1 1.55 1.83 2.42 3.12 3.61 3.89 4.17 4.41 8.8 11.44 13.3 13.52 14.64 15.44 16.24 17.5

Δmass/ areaXdensit

y of water (mm) 0 0.0632042 0.107819 0.136323 0.192091 0.226792 0.29991 0.386661 0.447387 0.482087 0.516787 0.546531 1.090583 1.417757 1.648267 1.675531 1.814333 1.913477 2.012621 2.168772

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

949 950.37 950.83 950.92 951.2 951.47 951.86 952.45 952.8 953.09 953.31 953.52 957.8 960.02 961.91 961.86 962.81 963.52 964.17 965.36

ΔMass (g) 0 1.37 1.83 1.92 2.2 2.47 2.86 3.45 3.8 4.09 4.31 4.52 8.8 11.02 12.91 12.86 13.81 14.52 15.17 16.36

Δmass/ areaXdensit

y of water (mm) 0 0.1697839 0.226792 0.237945 0.272646 0.306107 0.354439 0.427558 0.470933 0.506873 0.534138 0.560163 1.090583 1.365707 1.599934 1.593738 1.711471 1.799461 1.880016 2.027492

Time (s) Average B7-B9 (W50) 0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 0.0941867 0.144172 0.168958 0.209028 0.242489 0.300323 0.37716 0.42921 0.466389 0.497785 0.525463 1.015399 1.299611 1.520206 1.535904 1.664378 1.758978 1.853164 2.00725

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

951.67 952.15 952.72 953.26 953.85 954.33 955.32 956.81 957.94 958.75 959.62 960.11 965.97 968.48 970.03 969.67 970.37 970.43 970.77 971.53

ΔMass (g) 0 0.48 1.05 1.59 2.18 2.66 3.65 5.14 6.27 7.08 7.95 8.44 14.3 16.81 18.36 18 18.7 18.76 19.1 19.86

Δmass/ areaXdensit

y of water (mm) 0 0.0594863 0.130126 0.197048 0.270167 0.329653 0.452344 0.636999 0.77704 0.877423 0.985242 1.045968 1.772197 2.083261 2.275352 2.230737 2.317488 2.324924 2.36706 2.461247

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

958.75 959.32 959.95 960.43 961.16 961.6 962.64 963.92 964.75 965.58 966.14 966.85 972.82 975.61 977.4 977.54 978.42 978.77 979.2 980.04

ΔMass (g) 0 0.57 1.2 1.68 2.41 2.85 3.89 5.17 6 6.83 7.39 8.1 14.07 16.86 18.65 18.79 19.67 20.02 20.45 21.29

Δmass/ areaXdensit

y of water (mm) 0 0.07064 0.148716 0.208202 0.298671 0.3532 0.482087 0.640717 0.743579 0.846441 0.915842 1.003832 1.743693 2.089457 2.311292 2.328642 2.4377 2.481075 2.534365 2.638466

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

945.47 946.97 947.42 947.86 948.41 948.83 949.75 951.03 951.88 952.86 953.52 954.28 960.88 963.62 965.75 965.43 966.16 966.44 966.83 967.67

ΔMass (g) 0 1.5 1.95 2.39 2.94 3.36 4.28 5.56 6.41 7.39 8.05 8.81 15.41 18.15 20.28 19.96 20.69 20.97 21.36 22.2

Δmass/ areaXdensit

y of water (mm) 0 0.1858948 0.241663 0.296192 0.364354 0.416404 0.53042 0.68905 0.79439 0.915842 0.997635 1.091822 1.909759 2.249327 2.513297 2.47364 2.564108 2.598809 2.647141 2.751243

Time (s) Average B10-B12 (T50) 0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 0.1053404 0.173502 0.233814 0.311064 0.366419 0.488284 0.655589 0.77167 0.879902 0.96624 1.047207 1.80855 2.140681 2.366647 2.34434 2.439766 2.468269 2.516189 2.616985

B7

(W50

) B

8(W

50

)B

9(W

50

)

Measurments

B2

(W0)

B3

(W0)

8069.081

8069.081

8069.081

8069.081


y of water = 1 (mm)


y of water = 1 (mm)


y of water = 1 (mm)

8069.081

8069.081

B1

0(T

50)

8069.081

8069.081

8069.081

8069.081

8069.081

8069.081

B1

1(T

50)

B

12(T

50)


y of water = 1 (mm)

B1

(W0)

B4

(T0

) B

5(T

0)

B6

(T0

)

APPENDIX B 113

SORPTIVITY TEST SHEET MIX B (REGULAR - AEA) (100 –150 CYCLES)

Vimal N. Patel


Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

951.08 951.75 951.97 952.14 952.44 952.71 953.25 954.11 954.73 955.25 955.68 956.06 961.36 964.39 966.81 968.81 970.39 971.77 972.97 973.92

ΔMass (g) 0 0.67 0.89 1.06 1.36 1.63 2.17 3.03 3.65 4.17 4.6 4.98 10.28 13.31 15.73 17.73 19.31 20.69 21.89 22.84

Δmass/ areaXdensit

y of water (mm) 0 0.083033 0.110298 0.131366 0.168545 0.202006 0.268928 0.375507 0.452344 0.516787 0.570077 0.617171 1.273999 1.649506 1.949416 2.197276 2.393085 2.564108 2.712824 2.830558

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

954.06 954.87 955.1 955.34 955.61 955.9 956.45 957.34 957.96 958.48 958.86 959.32 964.97 968.05 970.63 972.52 974.04 975.41 976.55 977.36

ΔMass (g) 0 0.81 1.04 1.28 1.55 1.84 2.39 3.28 3.9 4.42 4.8 5.26 10.91 13.99 16.57 18.46 19.98 21.35 22.49 23.3

Δmass/ areaXdensit

y of water (mm) 0 0.1003832 0.128887 0.15863 0.192091 0.228031 0.296192 0.40649 0.483326 0.54777 0.594863 0.651871 1.352075 1.733779 2.053517 2.287745 2.476118 2.645902 2.787182 2.887565

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

953.75 954.33 954.52 954.71 954.92 955.08 955.52 956.08 956.63 957 957.49 957.88 963.38 966.45 968.85 970.66 972.11 973.51 974.67 975.71

ΔMass (g) 0 0.58 0.77 0.96 1.17 1.33 1.77 2.33 2.88 3.25 3.74 4.13 9.63 12.7 15.1 16.91 18.36 19.76 20.92 21.96

Δmass/ areaXdensit

y of water (mm) 0 0.0718793 0.095426 0.118973 0.144998 0.164827 0.219356 0.288757 0.356918 0.402772 0.463498 0.51183 1.193444 1.573909 1.871341 2.095654 2.275352 2.448854 2.592612 2.721499

Time (s) Average B25-B27(W200) 0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 0.0850985 0.111537 0.136323 0.168545 0.198288 0.261492 0.356918 0.430863 0.48911 0.542813 0.593624 1.273173 1.652398 1.958092 2.193558 2.381518 2.552955 2.69754 2.813207

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

959.37 960.14 960.49 960.9 961.51 962.03 963.19 964.7 966.01 966.9 967.87 968.69 977.14 980.63 982.7 983.91 984.66 985.04 985.26 985.56

ΔMass (g) 0 0.77 1.12 1.53 2.14 2.66 3.82 5.33 6.64 7.53 8.5 9.32 17.77 21.26 23.33 24.54 25.29 25.67 25.89 26.19

Δmass/ areaXdensit

y of water (mm) 0 0.095426 0.138801 0.189613 0.26521 0.329653 0.473412 0.660546 0.822894 0.933192 1.053404 1.155026 2.202233 2.634748 2.891283 3.041238 3.134186 3.181279 3.208544 3.245723

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

956.7 957.21 957.55 957.81 958.14 958.51 959.43 960.6 961.57 962.44 963.22 963.91 972.54 975.79 977.79 978.98 979.93 980.73 981.09 981.54

ΔMass (g) 0 0.51 0.85 1.11 1.44 1.81 2.73 3.9 4.87 5.74 6.52 7.21 15.84 19.09 21.09 22.28 23.23 24.03 24.39 24.84

Δmass/ areaXdensit

y of water (mm) 0 0.0632042 0.10534 0.137562 0.178459 0.224313 0.338328 0.483326 0.603538 0.711357 0.808023 0.893534 1.963049 2.365821 2.61368 2.761157 2.87889 2.978034 3.022649 3.078417

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

952.43 952.91 953.15 953.39 953.62 953.92 954.29 954.89 955.48 955.85 956.4 956.82 962.22 965.32 967.68 969.39 970.86 972.12 973.19 974.09

ΔMass (g) 0 0.48 0.72 0.96 1.19 1.49 1.86 2.46 3.05 3.42 3.97 4.39 9.79 12.89 15.25 16.96 18.43 19.69 20.76 21.66

Δmass/ areaXdensit

y of water (mm) 0 0.0594863 0.089229 0.118973 0.147477 0.184655 0.23051 0.304867 0.377986 0.42384 0.492001 0.544052 1.213273 1.597456 1.88993 2.10185 2.284027 2.440179 2.572784 2.68432

Time (s) Average B28-B30(T200) 0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 0.0727055 0.111124 0.148716 0.197048 0.246207 0.347417 0.482913 0.601473 0.689463 0.784476 0.864204 1.792852 2.199342 2.464965 2.634748 2.765701 2.866497 2.934659 3.00282

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

944.13 944.73 945 945.26 945.7 945.81 946.51 947.35 948.1 948.6 949.15 949.6 955.82 959.51 962.63 965.01 966.92 968.69 969.94 970.92

ΔMass (g) 0 0.6 0.87 1.13 1.57 1.68 2.38 3.22 3.97 4.47 5.02 5.47 11.69 15.38 18.5 20.88 22.79 24.56 25.81 26.79

Δmass/ areaXdensit

y of water (mm) 0 0.0743579 0.107819 0.140041 0.19457 0.208202 0.294953 0.399054 0.492001 0.553966 0.622128 0.677896 1.44874 1.906041 2.292702 2.587655 2.824361 3.043717 3.198629 3.32008

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

941.83 942.36 942.56 942.82 943.23 943.41 944.14 945.08 945.76 946.42 946.92 947.35 953.65 957.35 960.36 962.61 964.48 966.01 967.19 967.98

ΔMass (g) 0 0.53 0.73 0.99 1.4 1.58 2.31 3.25 3.93 4.59 5.09 5.52 11.82 15.52 18.53 20.78 22.65 24.18 25.36 26.15

Δmass/ areaXdensit

y of water (mm) 0 0.0656828 0.090469 0.122691 0.173502 0.195809 0.286278 0.402772 0.487044 0.568838 0.630803 0.684093 1.464851 1.923391 2.29642 2.575262 2.807011 2.996624 3.142861 3.240765

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

954.4 954.72 954.94 955.16 955.5 955.67 956.01 956.68 957.29 957.79 958.27 958.72 965.03 968.75 971.7 973.89 975.7 977.38 978.64 979.69

ΔMass (g) 0 0.32 0.54 0.76 1.1 1.27 1.61 2.28 2.89 3.39 3.87 4.32 10.63 14.35 17.3 19.49 21.3 22.98 24.24 25.29

Δmass/ areaXdensit

y of water (mm) 0 0.0396575 0.066922 0.094187 0.136323 0.157391 0.199527 0.28256 0.358157 0.420122 0.479608 0.535377 1.317374 1.778393 2.143986 2.415393 2.639706 2.847908 3.004059 3.134186

Time (s) Average B31-B33 (W300) 0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 0.0598994 0.088403 0.118973 0.168131 0.187134 0.260253 0.361462 0.445734 0.514309 0.577513 0.632455 1.410322 1.869275 2.244369 2.526103 2.757026 2.962749 3.115183 3.231677

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

939.64 940.09 940.46 940.76 941.35 941.74 942.88 944.7 946.2 947.52 949.11 950.34 962.07 965.24 966.25 966.8 967.07 967.2 967.26 967.35

ΔMass (g) 0 0.45 0.82 1.12 1.71 2.1 3.24 5.06 6.56 7.88 9.47 10.7 22.43 25.6 26.61 27.16 27.43 27.56 27.62 27.71

Δmass/ areaXdensit

y of water (mm) 0 0.0557684 0.101622 0.138801 0.21192 0.260253 0.401533 0.627085 0.81298 0.976567 1.173616 1.326049 2.779746 3.172604 3.297773 3.365935 3.399396 3.415506 3.422942 3.434096

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

950.92 951.29 951.68 952.07 952.63 953.05 953.89 955.2 956.27 957.2 958.08 958.59 965.95 969.48 972.01 973.64 974.91 975.8 976.41 976.78

ΔMass (g) 0 0.37 0.76 1.15 1.71 2.13 2.97 4.28 5.35 6.28 7.16 7.67 15.03 18.56 21.09 22.72 23.99 24.88 25.49 25.86

Δmass/ areaXdensit

y of water (mm) 0 0.045854 0.094187 0.142519 0.21192 0.263971 0.368072 0.53042 0.663025 0.778279 0.887338 0.950542 1.862666 2.300138 2.61368 2.815686 2.973077 3.083374 3.158972 3.204826

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

942.98 943.54 944.03 944.5 945.22 945.86 947.06 949.07 950.65 951.94 953.09 954.2 964.3 968.02 970.05 971 971.47 971.91 972.13 972.16

ΔMass (g) 0 0.56 1.05 1.52 2.24 2.88 4.08 6.09 7.67 8.96 10.11 11.22 21.32 25.04 27.07 28.02 28.49 28.93 29.15 29.18

Δmass/ areaXdensit

y of water (mm) 0 0.0694007 0.130126 0.188373 0.277603 0.356918 0.505634 0.754733 0.950542 1.110411 1.252931 1.390493 2.642184 3.103203 3.354781 3.472514 3.530761 3.58529 3.612555 3.616273

Time (s) Average B33-B36 (T300) 0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 0.0570077 0.108645 0.156565 0.233814 0.293714 0.425079 0.637412 0.808849 0.955086 1.104628 1.222361 2.428199 2.858648 3.088745 3.218045 3.301078 3.36139 3.398156 3.418398

B3

5(T

300

)

B3

6(T

300

) B

28(T

200

) B

29(T

200

) B

30(T

200

)

8069.081


y of water = 1 (mm)


y of water = 1 (mm)

8069.081

8069.081

B3

4(T

300

)

8069.081

8069.081

8069.081

B3

1(W

300

)

8069.081

B3

2(W

300

)B

33(W

300

)

Measurments

B2

6(W

200

)

8069.081


y of water = 1 (mm)

B2

5(W

200

)

8069.081

8069.081

8069.081


y of water = 1 (mm)

B2

7(W

200

)

8069.081

APPENDIX B 114

SORPTIVITY TEST SHEET MIX B (REGULAR - AEA) (200 –300 CYCLES)

Vimal N. Patel


Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Are

a

961.13 961.58 961.79 961.94 962.14 962.5 963.01 963.59 964.02 964.32 964.68 964.91 968.24 970.31 971.72 972.82 973.93 974.68 975.53 976.1

0 0.45 0.66 0.81 1.01 1.37 1.88 2.46 2.89 3.19 3.55 3.78 7.11 9.18 10.59 11.69 12.8 13.55 14.4 14.97

0 0.0557684 0.081794 0.100383 0.125169 0.169784 0.232988 0.304867 0.358157 0.395336 0.439951 0.468455 0.881141 1.137676 1.312417 1.44874 1.586302 1.679249 1.78459 1.85523

Dia

.0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Are

a

949.33 949.83 950.12 950.4 950.63 950.91 951.45 952.02 952.53 952.84 953.19 953.5 956.99 959.08 960.6 961.8 962.88 963.76 964.56 965.22

0 0.5 0.79 1.07 1.3 1.58 2.12 2.69 3.2 3.51 3.86 4.17 7.66 9.75 11.27 12.47 13.55 14.43 15.23 15.89

0 0.0619649 0.097905 0.132605 0.161109 0.195809 0.262731 0.333371 0.396575 0.434994 0.478369 0.516787 0.949303 1.208316 1.396689 1.545405 1.679249 1.788308 1.887452 1.969245

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Are

a

942.04 942.5 942.68 942.97 943.3 943.48 943.89 944.38 944.8 945.06 945.35 945.61 948.69 950.59 951.9 952.95 953.92 954.71 955.45 956.02

0 0.46 0.64 0.93 1.26 1.44 1.85 2.34 2.76 3.02 3.31 3.57 6.65 8.55 9.86 10.91 11.88 12.67 13.41 13.98

0 0.0570077 0.079315 0.115255 0.156152 0.178459 0.22927 0.289996 0.342046 0.374268 0.410208 0.44243 0.824133 1.0596 1.221948 1.352075 1.472287 1.570191 1.661899 1.732539

Average B13-B15(W100) 0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 0.058247 0.086338 0.116081 0.147477 0.181351 0.241663 0.309412 0.365593 0.401533 0.442843 0.475891 0.884859 1.135197 1.310352 1.44874 1.579279 1.679249 1.77798 1.852338

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Are

a

949.01 949.59 949.77 950.03 950.52 950.84 951.53 952.5 953.19 953.85 954.63 955.07 959.73 961.77 963.08 964.06 964.86 965.49 966.01 966.4

0 0.58 0.76 1.02 1.51 1.83 2.52 3.49 4.18 4.84 5.62 6.06 10.72 12.76 14.07 15.05 15.85 16.48 17 17.39

0 0.0718793 0.094187 0.126408 0.187134 0.226792 0.312303 0.432515 0.518027 0.59982 0.696486 0.751015 1.328528 1.581345 1.743693 1.865144 1.964288 2.042364 2.106807 2.15514

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Are

a

952.31 952.88 953.18 953.62 954.07 954.38 955.18 956.47 957.38 958.09 958.8 959.33 964.82 967.22 968.71 969.73 970.59 971.15 971.63 971.85

0 0.57 0.87 1.31 1.76 2.07 2.87 4.16 5.07 5.78 6.49 7.02 12.51 14.91 16.4 17.42 18.28 18.84 19.32 19.54

0 0.07064 0.107819 0.162348 0.218117 0.256535 0.355679 0.515548 0.628324 0.716314 0.804305 0.869987 1.550362 1.847794 2.032449 2.158858 2.265438 2.334838 2.394325 2.421589

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Are

a

950.84 951.3 951.62 952 952.44 952.7 953.56 954.79 955.7 956.54 957.17 957.75 963.16 965.92 967.66 968.72 969.65 970.39 971 971.35

0 0.46 0.78 1.16 1.6 1.86 2.72 3.95 4.86 5.7 6.33 6.91 12.32 15.08 16.82 17.88 18.81 19.55 20.16 20.51

0 0.0570077 0.096665 0.143759 0.198288 0.23051 0.337089 0.489523 0.602299 0.7064 0.784476 0.856355 1.526816 1.868862 2.0845 2.215866 2.33112 2.422828 2.498426 2.541801

Average B16-B18(T100) 0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 0.066509 0.099557 0.144172 0.201179 0.237945 0.335024 0.479195 0.582883 0.674178 0.761755 0.825786 1.468569 1.766 1.953547 2.079956 2.186949 2.266677 2.333186 2.372843

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Are

a

939.24 940.41 940.82 941.27 941.41 941.62 942.25 942.99 943.54 943.94 944.25 944.62 947.89 949.71 950.91 951.89 952.75 953.41 954.01 954.38

0 1.17 1.58 2.03 2.17 2.38 3.01 3.75 4.3 4.7 5.01 5.38 8.65 10.47 11.67 12.65 13.51 14.17 14.77 15.14

0 0.1449979 0.195809 0.251578 0.268928 0.294953 0.373029 0.464737 0.532898 0.58247 0.620889 0.666743 1.071993 1.297545 1.446261 1.567713 1.674292 1.756086 1.830444 1.876298

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Are

a

947.45 948.86 949.22 949.61 949.7 949.88 950.4 950.96 951.42 951.8 952.09 952.41 955.31 957.05 958.18 959.12 959.92 960.56 961.15 961.6

0 1.41 1.77 2.16 2.25 2.43 2.95 3.51 3.97 4.35 4.64 4.96 7.86 9.6 10.73 11.67 12.47 13.11 13.7 14.15

0 0.1747411 0.219356 0.267688 0.278842 0.30115 0.365593 0.434994 0.492001 0.539095 0.575034 0.614692 0.974089 1.189726 1.329767 1.446261 1.545405 1.62472 1.697839 1.753607

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Are

a

941.46 942.55 942.8 943.24 943.56 943.89 944.36 945.07 945.56 945.99 946.25 946.7 949.61 951.39 952.6 953.6 954.42 955.09 955.71 956.22

0 1.09 1.34 1.78 2.1 2.43 2.9 3.61 4.1 4.53 4.79 5.24 8.15 9.93 11.14 12.14 12.96 13.63 14.25 14.76

0 0.1350835 0.166066 0.220595 0.260253 0.30115 0.359397 0.447387 0.508112 0.561402 0.593624 0.649392 1.010028 1.230623 1.380578 1.504508 1.606131 1.689164 1.766 1.829204

Average B19-B21(W150) 0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 0.1516075 0.193744 0.24662 0.269341 0.299084 0.366006 0.449039 0.511004 0.560989 0.596516 0.643609 1.018703 1.239298 1.385536 1.506161 1.608609 1.68999 1.764761 1.819703

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Are

a

947.69 949.53 950.18 950.88 951.51 951.94 952.81 953.93 954.71 955.31 955.83 956.36 961.48 964.23 965.64 966.62 967.35 967.88 968.25 968.6

0 1.84 2.49 3.19 3.82 4.25 5.12 6.24 7.02 7.62 8.14 8.67 13.79 16.54 17.95 18.93 19.66 20.19 20.56 20.91

0 0.2280309 0.308585 0.395336 0.473412 0.526702 0.634521 0.773322 0.869987 0.944345 1.008789 1.074472 1.708993 2.0498 2.224541 2.345992 2.436461 2.502144 2.547998 2.591373

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Are

a

947.97 949.17 949.81 950.11 950.54 950.87 951.82 952.57 953.23 953.71 954.14 954.68 958.57 960.94 962.24 963.21 964.02 964.67 965.07 965.45

0 1.2 1.84 2.14 2.57 2.9 3.85 4.6 5.26 5.74 6.17 6.71 10.6 12.97 14.27 15.24 16.05 16.7 17.1 17.48

0 0.1487158 0.228031 0.26521 0.3185 0.359397 0.47713 0.570077 0.651871 0.711357 0.764647 0.831569 1.313656 1.60737 1.768479 1.888691 1.989074 2.069628 2.1192 2.166294

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Are

a

941.23 942.77 943.55 943.88 944.5 945 946.26 947.7 948.63 949.35 950.01 950.8 956.16 958.65 959.85 960.71 961.71 961.99 962.27 962.47

0 1.54 2.32 2.65 3.27 3.77 5.03 6.47 7.4 8.12 8.78 9.57 14.93 17.42 18.62 19.48 20.48 20.76 21.04 21.24

0 0.190852 0.287517 0.328414 0.405251 0.467216 0.623367 0.801826 0.917081 1.00631 1.088104 1.186009 1.850273 2.158858 2.307574 2.414153 2.538083 2.572784 2.607484 2.63227

Average B22-B24(T150) 0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 0.1891996 0.274711 0.329653 0.399054 0.451105 0.578339 0.715075 0.81298 0.887338 0.953847 1.030683 1.624307 1.938676 2.100198 2.216279 2.321206 2.381518 2.424894 2.463312

B1

3(W

100

)

Measurments

B1

4(W

100

)B

15(W

100

)

8069.081

8069.081

8069.081

B2

3(T

150

)B

24(T

150

)B

16(T

100

)B

17(T

100

)B

18(T

100

)B

19(W

150

)B

20(W

150

)B

21(W

150

)

8069.081

8069.081

8069.081

8069.081

8069.081

8069.081

8069.081

8069.081

8069.081

B2

2(T

150

)

APPENDIX B 115

SORPTIVITY TEST SHEET MIX CF (0 – 50 CYCLES)

Vimal N. Patel


Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

876.36 877.81 879.09 880.06 881.29 882.17 883.97 886.08 887.51 888.58 889.6 890.54 901.47 907.21 911.36 913.99 916.9 918.96 921.27 922.6

ΔMass (g) 0 1.45 2.73 3.7 4.93 5.81 7.61 9.72 11.15 12.22 13.24 14.18 25.11 30.85 35 37.63 40.54 42.6 44.91 46.24

Δmass/ areaXdensit

y of water (mm) 0 0.1796983 0.338328 0.45854 0.610974 0.720032 0.943106 1.204598 1.381818 1.514423 1.640831 1.757325 3.111878 3.823236 4.337545 4.66348 5.024116 5.279411 5.565689 5.730516

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

847.96 849.04 850.37 851.32 852.59 853.5 855.54 857.69 859.27 860.49 861.62 862.47 874.95 881.23 885.81 888.16 890.62 892.33 894.43 895.28

ΔMass (g) 0 1.08 2.41 3.36 4.63 5.54 7.58 9.73 11.31 12.53 13.66 14.51 26.99 33.27 37.85 40.2 42.66 44.37 46.47 47.32

Δmass/ areaXdensit

y of water (mm) 0 0.1338442 0.298671 0.416404 0.573795 0.686571 0.939388 1.205837 1.401647 1.552841 1.692882 1.798222 3.344866 4.123146 4.690745 4.98198 5.286847 5.498767 5.75902 5.86436

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

858.85 859.12 860.76 861.61 862.8 863.67 865.68 867.94 869.57 870.79 871.95 872.91 884.37 890.36 894.57 897.12 899.97 902.12 904.64 906

ΔMass (g) 0 0.27 1.91 2.76 3.95 4.82 6.83 9.09 10.72 11.94 13.1 14.06 25.52 31.51 35.72 38.27 41.12 43.27 45.79 47.15

Δmass/ areaXdensit

y of water (mm) 0 0.0334611 0.236706 0.342046 0.489523 0.597342 0.846441 1.126522 1.328528 1.479722 1.623481 1.742454 3.16269 3.905029 4.426774 4.742795 5.095995 5.362444 5.674748 5.843292

Time (s) Average (C1F-C3F)W(0) 0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 0.1156679 0.291235 0.405664 0.558097 0.667982 0.909645 1.178986 1.370664 1.515662 1.652398 1.766 3.206478 3.95047 4.485021 4.796085 5.135653 5.380208 5.666486 5.812723

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

860.67 861.88 863.73 864.45 865.83 867.06 869.02 871.41 873.24 874.67 875.76 876.75 887.77 894.13 898.76 901.62 904.57 906.62 909.14 910.2

ΔMass (g) 0 1.21 3.06 3.78 5.16 6.39 8.35 10.74 12.57 14 15.09 16.08 27.1 33.46 38.09 40.95 43.9 45.95 48.47 49.53

Δmass/ areaXdensit

y of water (mm) 0 0.1499551 0.379225 0.468455 0.639478 0.791912 1.034814 1.331007 1.557798 1.735018 1.870101 1.992792 3.358499 4.146693 4.720488 5.074927 5.44052 5.694576 6.006879 6.138245

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

888.84 891.09 892.48 893.45 894.61 895.42 896.94 898.9 900.18 901.2 902.25 902.87 912.67 918.28 922.33 924.81 927.52 929.48 931.8 932.99

ΔMass (g) 0 2.25 3.64 4.61 5.77 6.58 8.1 10.06 11.34 12.36 13.41 14.03 23.83 29.44 33.49 35.97 38.68 40.64 42.96 44.15

Δmass/ areaXdensit

y of water (mm) 0 0.2788421 0.451105 0.571317 0.715075 0.815458 1.003832 1.246734 1.405364 1.531773 1.661899 1.738736 2.953248 3.648495 4.15041 4.457756 4.793606 5.036509 5.324026 5.471503

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

929.23 930.15 931.14 931.81 932.96 933.76 935.42 937.56 938.9 940.04 940.98 941.83 951.01 956.49 960.2 962.42 965.09 967.15 969.75 971.09

ΔMass (g) 0 0.92 1.91 2.58 3.73 4.53 6.19 8.33 9.67 10.81 11.75 12.6 21.78 27.26 30.97 33.19 35.86 37.92 40.52 41.86

Δmass/ areaXdensit

y of water (mm) 0 0.1140155 0.236706 0.319739 0.462258 0.561402 0.767126 1.032336 1.198402 1.339682 1.456176 1.561516 2.699192 3.378328 3.838107 4.113231 4.444124 4.69942 5.021637 5.187703

Time (s) Average (C4F-C6F)T(0) 0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 0.1809376 0.355679 0.45317 0.605604 0.722924 0.935257 1.203359 1.387188 1.535491 1.662725 1.764348 3.003646 3.724505 4.236335 4.548638 4.89275 5.143502 5.450848 5.59915

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

884.19 889.57 894.52 897.48 901 903.8 910.4 919.45 925.95 930.77 932.01 932.07 933.35 933.86 933.95 933.3 933.53 933.67 934.71 934.78

ΔMass (g) 0 5.38 10.33 13.29 16.81 19.61 26.21 35.26 41.76 46.58 47.82 47.88 49.16 49.67 49.76 49.11 49.34 49.48 50.52 50.59

Δmass/ areaXdensit

y of water (mm) 0 0.6667426 1.280195 1.647028 2.083261 2.430264 3.248201 4.369766 5.17531 5.772652 5.926325 5.933761 6.092391 6.155595 6.166749 6.086195 6.114698 6.132049 6.260936 6.269611

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

866.6 874.3 881.42 885.04 890.55 894.42 904.2 915.01 915.26 915.6 915.76 915.98 917.23 917.44 917.92 917.15 917.32 917.47 918.53 918.57

ΔMass (g) 0 7.7 14.82 18.44 23.95 27.82 37.6 48.41 48.66 49 49.16 49.38 50.63 50.84 51.32 50.55 50.72 50.87 51.93 51.97

Δmass/ areaXdensit

y of water (mm) 0 0.9542598 1.83664 2.285266 2.96812 3.447728 4.659762 5.999444 6.030426 6.072562 6.092391 6.119656 6.274568 6.300593 6.36008 6.264654 6.285722 6.304311 6.435677 6.440634

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

891.32 893.69 895.84 897.09 898.95 900.08 902.87 909.72 912.9 915.27 917.75 920.43 940.22 940.52 940.87 940 940.46 940.52 941.65 941.85

ΔMass (g) 0 2.37 4.52 5.77 7.63 8.76 11.55 18.4 21.58 23.95 26.43 29.11 48.9 49.2 49.55 48.68 49.14 49.2 50.33 50.53

Δmass/ areaXdensit

y of water (mm) 0 0.2937137 0.560163 0.715075 0.945585 1.085625 1.43139 2.280309 2.674406 2.96812 3.275466 3.607598 6.060169 6.097348 6.140724 6.032905 6.089912 6.097348 6.237389 6.262175

Time (s) Average (C7F-C9F)W(50) 0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 0.6382387 1.225666 1.549123 1.998988 2.321206 3.113118 4.216506 4.626714 4.937778 5.098061 5.220338 6.142376 6.184512 6.222517 6.127918 6.163444 6.177903 6.311334 6.32414

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

876.58 882.15 887.54 890.87 895.38 898.98 907.15 918.94 926.44 928.58 928.73 929.02 930.36 930.53 930.98 930.28 930.5 930.6 931.8 931.98

ΔMass (g) 0 5.57 10.96 14.29 18.8 22.4 30.57 42.36 49.86 52 52.15 52.44 53.78 53.95 54.4 53.7 53.92 54.02 55.22 55.4

Δmass/ areaXdensit

y of water (mm) 0 0.6902892 1.358271 1.770957 2.329881 2.776028 3.788535 5.249668 6.179142 6.444352 6.462941 6.498881 6.664947 6.686015 6.741783 6.655033 6.682297 6.69469 6.843406 6.865713

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

862.53 866.26 870.03 872.34 875.6 878.1 883.57 891.57 897.72 902.54 906.57 910 914.96 915.03 915.67 914.88 915.15 915.21 916.32 916.51

ΔMass (g) 0 3.73 7.5 9.81 13.07 15.57 21.04 29.04 35.19 40.01 44.04 47.47 52.43 52.5 53.14 52.35 52.62 52.68 53.79 53.98

Δmass/ areaXdensit

y of water (mm) 0 0.4622583 0.929474 1.215752 1.619763 1.929588 2.607484 3.598923 4.361091 4.958433 5.45787 5.88295 6.497642 6.506317 6.585632 6.487727 6.521188 6.528624 6.666186 6.689733

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

853.85 859.25 863.9 867.01 871.4 875.32 885.03 897.78 904.32 905.5 905.72 906.15 907.3 907.42 907.96 907.22 907.55 907.56 908.75 908.92

ΔMass (g) 0 5.4 10.05 13.16 17.55 21.47 31.18 43.93 50.47 51.65 51.87 52.3 53.45 53.57 54.11 53.37 53.7 53.71 54.9 55.07

Δmass/ areaXdensit

y of water (mm) 0 0.6692212 1.245495 1.630917 2.174969 2.660774 3.864133 5.444238 6.254739 6.400976 6.428241 6.481531 6.62405 6.638922 6.705844 6.614136 6.655033 6.656272 6.803748 6.824816

Time (s) Average (C10F-C12F)T(50) 0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 0.6072562 1.177747 1.539209 2.041538 2.455463 3.420051 4.764276 5.598324 5.934587 6.116351 6.287787 6.595546 6.610418 6.677753 6.585632 6.619506 6.626529 6.771114 6.793421


y of water = 1 (mm)


y of water = 1 (mm)


y of water = 1 (mm)

8069.081476

C9F

W(5

0)

8069.081476


y of water = 1 (mm)

8069.081476

8069.081476

8069.081476

8069.081476

8069.081476

8069.081476

8069.081476

C10F

T(5

0)

C11F

T(5

0)

C12F

T(5

0)

C4F

T(0

)C

5F

T(0

) C

6F

T(0

) C

7F

W(5

0)

C8F

W(5

0)

C1F

W(0

)

Measurments

C2F

W(0

) C

3F

W(0

)

8069.081476

8069.081476

8069.081476

APPENDIX B 116

SORPTIVITY TEST SHEET MIX CC (0-50 CYCLES)

Vimal N. Patel


Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

892.55 893.79 894.92 895.63 896.41 896.94 898.11 899.52 900.59 901.51 902.26 902.89 911.84 917.25 920.84 922.72 925.05 926.96 929.3 930.62

ΔMass (g) 0 1.24 2.37 3.08 3.86 4.39 5.56 6.97 8.04 8.96 9.71 10.34 19.29 24.7 28.29 30.17 32.5 34.41 36.75 38.07

Δmass/ areaXdensit

y of water (mm) 0 0.153673 0.293714 0.381704 0.478369 0.544052 0.68905 0.863791 0.996396 1.110411 1.203359 1.281435 2.390607 3.061067 3.505975 3.738963 4.02772 4.264426 4.554422 4.718009

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

929.7 930.74 931.67 932.35 933.15 933.62 934.59 935.84 936.79 937.58 938.25 938.79 946.55 950.9 953.88 955.16 957.14 958.75 961.01 962.17

ΔMass (g) 0 1.04 1.97 2.65 3.45 3.92 4.89 6.14 7.09 7.88 8.55 9.09 16.85 21.2 24.18 25.46 27.44 29.05 31.31 32.47

Δmass/ areaXdensit

y of water (mm) 0 0.128887 0.244142 0.328414 0.427558 0.485805 0.606017 0.760929 0.878663 0.976567 1.0596 1.126522 2.088218 2.627313 2.996624 3.155254 3.400635 3.600162 3.880243 4.024002

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

923.15 923.97 924.85 925.5 926.23 926.79 927.9 929.18 930.25 931.2 931.81 932.47 940.04 944.57 947.56 948.86 950.73 952.2 954.35 955.62

ΔMass (g) 0 0.82 1.7 2.35 3.08 3.64 4.75 6.03 7.1 8.05 8.66 9.32 16.89 21.42 24.41 25.71 27.58 29.05 31.2 32.47

Δmass/ areaXdensit

y of water (mm) 0 0.1016225 0.210681 0.291235 0.381704 0.451105 0.588667 0.747297 0.879902 0.997635 1.073232 1.155026 2.093175 2.654577 3.025127 3.186236 3.417985 3.600162 3.866611 4.024002

Time (s) Average (C1C-C3C)W(0) 0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 0.1280608 0.249512 0.333784 0.42921 0.493654 0.627911 0.790672 0.91832 1.028205 1.112064 1.187661 2.190667 2.780986 3.175909 3.360151 3.615447 3.821583 4.100425 4.255338

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

926.86 927.73 928.72 929.53 930.39 931 932.32 933.68 934.83 935.63 936.39 937 944.53 949.19 952.7 954.59 957.11 959.03 961.61 963

ΔMass (g) 0 0.87 1.86 2.67 3.53 4.14 5.46 6.82 7.97 8.77 9.53 10.14 17.67 22.33 25.84 27.73 30.25 32.17 34.75 36.14

Δmass/ areaXdensit

y of water (mm) 0 0.107819 0.23051 0.330893 0.437472 0.51307 0.676657 0.845202 0.987721 1.086865 1.181051 1.256649 2.18984 2.767353 3.202347 3.436575 3.748878 3.986823 4.306562 4.478825

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

923.12 925.14 926.14 926.85 927.59 928.06 929.07 930.32 931.56 932.37 933.14 933.75 941.15 945.78 949.42 951.47 954.09 956.14 958.83 960.29

ΔMass (g) 0 2.02 3.02 3.73 4.47 4.94 5.95 7.2 8.44 9.25 10.02 10.63 18.03 22.66 26.3 28.35 30.97 33.02 35.71 37.17

Δmass/ areaXdensit

y of water (mm) 0 0.2503383 0.374268 0.462258 0.553966 0.612213 0.737383 0.892295 1.045968 1.146351 1.241777 1.317374 2.234455 2.80825 3.259355 3.513411 3.838107 4.092163 4.425535 4.606472

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

908.86 911.54 913.08 914 914.92 915.65 916.8 918.51 919.48 920.7 921.44 922.29 930.68 935.97 940.16 942.57 945.38 947.46 950.02 951.1

ΔMass (g) 0 2.68 4.22 5.14 6.06 6.79 7.94 9.65 10.62 11.84 12.58 13.43 21.82 27.11 31.3 33.71 36.52 38.6 41.16 42.24

Δmass/ areaXdensit

y of water (mm) 0 0.332132 0.522984 0.636999 0.751015 0.841484 0.984003 1.195923 1.316135 1.467329 1.559037 1.664378 2.704149 3.359738 3.879004 4.177675 4.525918 4.783692 5.100952 5.234797

Time (s) Average (C4C-C6C)T(0) 0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 0.2300964 0.375921 0.476717 0.580818 0.655589 0.799347 0.977806 1.116608 1.233515 1.327289 1.4128 2.376148 2.978447 3.446902 3.70922 4.037634 4.287559 4.611016 4.773364

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

907.53 914.73 920.81 924.61 930.19 934.59 944.34 950.37 950.89 951.14 951.3 951.69 952.52 953.09 953.46 952.67 952.99 953.03 954.14 954.2

ΔMass (g) 0 7.2 13.28 17.08 22.66 27.06 36.81 42.84 43.36 43.61 43.77 44.16 44.99 45.56 45.93 45.14 45.46 45.5 46.61 46.67

Δmass/ areaXdensit

y of water (mm) 0 0.8922949 1.645788 2.116722 2.80825 3.353542 4.561858 5.309154 5.373598 5.40458 5.424409 5.472742 5.575604 5.646244 5.692098 5.594193 5.633851 5.638808 5.77637 5.783806

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

916.52 923.83 929.6 933.51 938.59 942.61 951.85 958.43 958.98 959.05 959.3 959.35 960.31 960.8 961.24 960.31 960.68 960.65 961.86 961.66

ΔMass (g) 0 7.31 13.08 16.99 22.07 26.09 35.33 41.91 42.46 42.53 42.78 42.83 43.79 44.28 44.72 43.79 44.16 44.13 45.34 45.14

Δmass/ areaXdensit

y of water (mm) 0 0.9059272 1.621002 2.105568 2.735132 3.23333 4.378441 5.1939 5.262061 5.270736 5.301719 5.307915 5.426888 5.487613 5.542143 5.426888 5.472742 5.469024 5.618979 5.594193

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

917.04 924.87 930.35 933.58 938.75 942.74 952.29 961.56 962.06 962.2 962.49 962.61 963.71 964.19 964.66 963.87 964.16 964.12 965.27 964.37

ΔMass (g) 0 7.83 13.31 16.54 21.71 25.7 35.25 44.52 45.02 45.16 45.45 45.57 46.67 47.15 47.62 46.83 47.12 47.08 48.23 47.33

Δmass/ areaXdensit

y of water (mm) 0 0.9703707 1.649506 2.0498 2.690517 3.184997 4.368527 5.517357 5.579322 5.596672 5.632611 5.647483 5.783806 5.843292 5.901539 5.803635 5.839574 5.834617 5.977136 5.865599

Time (s) Average (C7C-C9C)W(50) 0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 0.9228642 1.638766 2.090696 2.744633 3.257289 4.436275 5.340137 5.404994 5.423996 5.452913 5.476047 5.595432 5.65905 5.711926 5.608238 5.648722 5.647483 5.790828 5.747866

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

892.17 904.19 910.88 915.4 922.24 927.4 936.47 938.04 938.4 938.85 939.11 939.14 940.37 940.88 941.37 940.5 940.83 940.79 941.83 941.54

ΔMass (g) 0 12.02 18.71 23.23 30.07 35.23 44.3 45.87 46.23 46.68 46.94 46.97 48.2 48.71 49.2 48.33 48.66 48.62 49.66 49.37

Δmass/ areaXdensit

y of water (mm) 0 1.4896367 2.318727 2.87889 3.72657 4.366048 5.490092 5.684662 5.729277 5.785045 5.817267 5.820985 5.973418 6.036623 6.097348 5.989529 6.030426 6.025469 6.154356 6.118416

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

893.59 904.6 911.39 915.39 920.93 925.39 934.02 936.24 936.68 936.95 937.16 937.35 938.32 938.68 939.1 938.25 938.63 938.66 939.7 939.73

ΔMass (g) 0 11.01 17.8 21.8 27.34 31.8 40.43 42.65 43.09 43.36 43.57 43.76 44.73 45.09 45.51 44.66 45.04 45.07 46.11 46.14

Δmass/ areaXdensit

y of water (mm) 0 1.3644676 2.205951 2.701671 3.388242 3.940969 5.010484 5.285608 5.340137 5.373598 5.399623 5.42317 5.543382 5.587997 5.640047 5.534707 5.5818 5.585518 5.714405 5.718123

Time (s)

Dia

.

0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 101.36 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

Mass (g)

Are

a

923.43 935.11 940.94 944.66 950.17 954.78 963.57 966.69 967.12 967.33 967.69 967.86 968.87 969.35 969.96 969.04 969.13 969.13 970.19 970.27

ΔMass (g) 0 11.68 17.51 21.23 26.74 31.35 40.14 43.26 43.69 43.9 44.26 44.43 45.44 45.92 46.53 45.61 45.7 45.7 46.76 46.84

Δmass/ areaXdensit

y of water (mm) 0 1.4475006 2.170012 2.631031 3.313884 3.885201 4.974544 5.361205 5.414495 5.44052 5.485135 5.506203 5.631372 5.690858 5.766456 5.65244 5.663594 5.663594 5.794959 5.804874

Time (s) Average (C10C-C12C)T(50) 0 60 300 600 1200 1800 3600 7200 10800 14400 18000 21600 86400 172800 259200 345600 432000 518400 604800 691200

√Time (s½) 0 7.7459667 17.32051 24.4949 34.64102 42.42641 60 84.85281 103.923 120 134.1641 146.9694 293.9388 415.6922 509.1169 587.8775 657.2671 720 777.6889 831.3844

0 1.4338683 2.231563 2.737197 3.476232 4.064073 5.158373 5.443825 5.494636 5.533054 5.567342 5.583453 5.716057 5.771826 5.834617 5.725559 5.758607 5.758194 5.887907 5.880471

C1

CW

(0)

Measurments

C2

CW

(0)

C3

CW

(0)

8069.081476

8069.081476

8069.081476

C8

CW

(50)

8069.081476

8069.081476

8069.081476

8069.081476

C1

2C

T(5

0)


y of water = 1 (mm)


y of water = 1 (mm)

C1

0C

T(5

0)

C1

1C

T(5

0)


y of water = 1 (mm)

8069.081476

C9

CW

(50)

8069.081476


y of water = 1 (mm)

C4

CT

(0)

C5

CT

(0)

C6

CT

(0)

C7

CW

(50)

8069.081476

8069.081476

8069.081476

APPENDIX C 117

TOTAL ABSORPTION GRAPH

Figure 52: Effect of mix design on the total absorption at given levels of freeze-thaw cycling

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

0 50 100 150 200 250 300

Tota

l Ab

sorp

tio

n o

ver

8 d

ays

(mm

)

Freeze Thaw Cycles






Cycles 0 50 100 150 200 300

Mix A 2.79 3.18 3.96 5.27

Mix B 2.63 2.01 1.85 1.82 2.81 3.23

Mix CC 4.26 5.75

Mix CF 5.81 6.32

Mix HSC 0.53 0.30 0.30 0.77 0.82

Mix HSF 0.55 0.31 0.25 0.54 0.63

No Data available

Total Absorption

APPENDIX C 118

TOTAL ABSORPTION TABLE

Vimal N. Patel

Cycle 0 50 100 150 200 300

Mix A 0.0045 0.0088 0.0751 0.2748

Mix B 0.0049 0.0033 0.0031 0.0038 0.0041 0.0045

Mix CC 0.0077 0.0624

Mix CF 0.0119 0.0328

Mix HSC 0.0016 0.0005 0.0008 0.0025 0.0024

Mix HSF 0.0013 0.0009 0.0003 0.0014 0.0018

Cycle 0 50 100 150 200 300

Mix A 0.0026 0.0004 0.0003 0.0004

Mix B 0.0021 0.0017 0.0018 0.0015 0.0029 0.0034

Mix CC 0.0037 0.0002

Mix CF 0.0048 0.0002

Mix HSC 0.0003 0.0002 0.0002 0.0003 0.0006

Mix HSF 0.0003 0.0003 0.0003 0.0003 0.0004

No Data available

Assumed Value (poor linearity)

Early-age sorptivity (mm/s^0.5)

Later-age sorptivity (mm/s^0.5)

APPENDIX D 119

DATA FROM STATISTICAL ANALYSIS (EARLY-AGE SORPTIVITY)

Vimal N. Patel

α = 0.2

AW0 AT0 BW0 BT0 CCW0 CCT0 CFW0 CFT0

0.0038 0.0053 0.0048 0.0072 0.0082 0.0083 0.0115 0.0133

0.0052 0.0059 0.0042 0.0088 0.0072 0.0079 0.0121 0.0109

0.0046 0.0092 0.0056 0.0088 0.0076 0.0098 0.0121 0.0106

Mean = 0.004533333 0.0068 Mean = 0.004866667 0.008266667 Mean = 0.007666667 0.008666667 Mean = 0.0119 0.0116

variance = 4.93333E-07 0.00000441 variance = 4.93333E-07 8.53333E-07 variance = 2.53333E-07 1.00333E-06 variance = 0.00000012 0.00000219

Pooled Var 6.73333E-07 Pooled Var 6.28333E-07

F = 8.939189189 Tape Greater F = 1.72972973 Tape Greater F = 3.960526316 Tape Greater F = 18.25 Tape Greater

P fdsf 0.100611829 Reject Null P fdsf 0.366336634 Accept Null P fdsf 0.201591512 Accept Null P fdsf 0.051948052 Reject Null

F crit 4 Tape Greater F crit 4 NO F crit 4 NO F crit 4 Tape Greater

T stat 1.77297 Tape Greater T stat 5.07469 Tape Greater T stat 1.54508 Tape Greater T stat 0.34188 Wax Greater

P one-tail 0.10912 Reject Null P one-tail 0.00355 Reject Null P one-tail 0.09861 Reject Null P one-tail 0.38251 Accept Null

T crit one-tail 1.06066 Tape Greater T crit one-tail 0.94096 Tape Greater T crit one-tail 0.94096 Tape Greater T crit one-tail 1.06066 NO

P two-tail 0.21824 Accept Null P two-tail 0.00711 Reject Null P two-tail 0.19722 Reject Null P two-tail 0.76502 Accept Null

T crit two-tail 1.88562 NO T crit two-tail 1.53321 Tape Greater T crit two-tail 1.53321 Tape Greater T crit two-tail 1.88562 NO


0.008 0.0097 0.0031 0.0072 0.0629 0.0873 0.0414 0.0584

0.0095 0.0093 0.0036 0.0067 0.0608 0.0789 0.0748 0.0395

0.0126 0.0058 0.0031 0.0068 0.0634 0.0775 0.0241 0.0606


variance = 5.50333E-06 4.60333E-06 variance = 8.33333E-08 7E-08 variance = 1.90333E-06 2.80933E-05 variance = 0.000664223 0.000134543


F = 1.1955105 Wax Greater F = 1.19047619 Wax Greater F = 14.76007005 Tape Greater F = 4.936872879 Wax Greater

P fdsf 0.455474934 Accept Null P fdsf 0.456521739 Accept Null P fdsf 0.063451495 Reject Null P fdsf 0.168438843 Reject Null

F crit 4 NO F crit 4 NO F crit 4 Tape Greater F crit 4 Wax Greater

T stat 0.96252 Wax Greater T stat 16.07117 Tape Greater T stat 5.96650 Tape Greater T stat 0.37179 Tape Greater


T crit one-tail 0.94096 Wax Greater T crit one-tail 0.94096 Tape Greater T crit one-tail 1.06066 Tape Greater T crit one-tail 1.06066 NO



AW100 AT100 BW100 BT100

0.078 0.1271 0.0031 0.005

0.0729 0.1556 0.0033 0.0059

0.0743 0.1493 0.0028 0.0058

Mean = 0.075066667 0.144 Mean = 0.003066667 0.005566667

variance = 6.94333E-06 0.00022413 variance = 6.33333E-08 2.43333E-07

Pooled Var 1.53333E-07

F = 32.27988478 Tape Greater F = 3.842105263 Tape Greater

P fdsf 0.030048181 Reject Null P fdsf 0.206521739 Accept Null

F crit 4 Tape Greater F crit 4 NO

T stat 7.85444 Tape Greater T stat 7.81929 Tape Greater

P one-tail 0.00791 Reject Null P one-tail 0.00798 Reject Null

T crit one-tail 1.06066 Tape Greater T crit one-tail 1.06066 Tape Greater

P two-tail 0.01583 Reject Null P two-tail 0.01596 Reject Null

T crit two-tail 1.88562 Tape Greater T crit two-tail 1.88562 Tape Greater

F - TEST (0-6 Hours)

Null hypothesis that the variances and means are the same

F-TEST

T-TEST UNEQUAL VARIANCES

F-TEST F-TEST F-TEST

T-TEST EQUAL VARIANCES T-TEST EQUAL VARIANCES T-TEST UNEQUAL VARIANCES

T-TEST EQUAL VARIANCES T-TEST EQUAL VARIANCES T-TEST UNEQUAL VARIANCES T-TEST UNEQUAL VARIANCES

F-TEST F-TEST F-TEST F-TEST

F-TEST F-TEST

T-TEST UNEQUAL VARIANCES T-TEST UNEQUAL VARIANCES

APPENDIX D 120

DATA FROM STATISTICAL ANALYSIS (EARLY-AGE SORPTIVITY)

Vimal N. Patel

α = 0.2

AW150 AT150 BW150 BT150

0.2413 0.3398 0.004 0.0064

0.2872 0.2967 0.0034 0.0051

0.2958 0.0039 0.0074

Mean = 0.274766667 0.31825 Mean = 0.003766667 0.0063

variance = 0.000858503 0.000928805 variance = 1.03333E-07 0.00000133

Pooled Var 0.000893654

F = 1.081888636 Tape Greater F = 12.87096774 Tape Greater

P fdsf 0.480333089 Accept Null P fdsf 0.072093023 Reject Null

F crit 4 NO F crit 4 Tape Greater

T stat 1.78149 Tape Greater T stat 3.66505 Tape Greater

P one-tail 0.07471 Reject Null P one-tail 0.03352 Reject Null

T crit one-tail 0.94096 Tape Greater T crit one-tail 1.06066 Tape Greater

P two-tail 0.14942 Reject Null P two-tail 0.06705 Reject Null

T crit two-tail 1.53321 Tape Greater T crit two-tail 1.88562 Tape Greater

BW200 BT200

0.004 0.0078

0.0042 0.006

0.0032 0.0035

Mean = 0.0038 0.005766667

variance = 0.00000028 4.66333E-06

F = 16.6547619 Tape Greater

P fdsf 0.056641942 Reject Null

F crit 4 Tape Greater

T stat 0.00531 Tape Greater

P one-tail 0.49812 Accept Null

T crit one-tail 1.06066 NO

P two-tail 0.99624 Accept Null

T crit two-tail 1.88562 NO

BW300 BT300

0.0044 0.0089

0.0046 0.0066

0.0035 0.0095

Mean = 0.004166667 0.008333333

variance = 3.43333E-07 2.34333E-06

F = 6.825242718 Tape Greater



T stat 0.09295 Tape Greater





F-TEST F-TEST

F-TEST

F-TEST

F - TEST (0-6 Hours) (cont.)


T-TEST EQUAL VARIANCES T-TEST UNEQUAL VARIANCES



APPENDIX D 121

DATA FROM STATISTICAL ANALYSIS (LATE-AGE SORPTIVITY)

Vimal N. Patel

α = 0.2


0.002 0.0027 0.0021 0.0024 0.0042 0.0042 0.0049 0.0052

0.0025 0.0028 0.0019 0.0022 0.0035 0.0044 0.0046 0.0047

0.0026 0.0023 0.0023 0.0028 0.0035 0.0047 0.0049 0.0046


variance = 1.03333E-07 0.00000007 variance = 0.00000004 9.33333E-08 variance = 1.63333E-07 6.33333E-08 variance = 0.00000003 1.03333E-07

Pooled Var 8.66667E-08 Pooled Var 6.66667E-08 Pooled Var 1.13333E-07 Pooled Var 6.66667E-08

F = 1.476190476 Wax Greater F = 2.333333333 Tape Greater F = 2.578947368 Wax Greater F = 3.444444444 Tape Greater

P fdsf 0.403846154 Accept Null P fdsf 0.3 Accept Null P fdsf 0.279411765 Accept Null P fdsf 0.225 Accept Null

F crit 4 NO F crit 4 NO F crit 4 NO F crit 4 NO

T stat 0.97073 Tape Greater T stat 1.73925 Tape Greater T stat 2.54662 Tape Greater T stat 0.15811 Tape Greater


T crit one-tail 0.94096 Tape Greater T crit one-tail 0.94096 Tape Greater T crit one-tail 0.94096 Tape Greater T crit one-tail 0.94096 NO




0.0004 0.0009 0.0017 0.0011 0.0003 0.0002 0.0002 0.0003

0.0004 0.0007 0.0018 0.0015 0.0002 0.0003 0.0002 0.0003

0.0001 0.0023 0.0016 0.0014 0.0002 0.0002 0.0003 0.0003


variance = 0.00000003 0.00000076 variance = 1E-08 4.33333E-08 variance = 3.33333E-09 3.33333E-09 variance = 3.33333E-09 0


F = 25.33333333 Tape Greater F = 4.333333333 Tape Greater F = 1 Tape Greater F = #DIV/0! Wax Greater

P fdsf 0.037974684 Reject Null P fdsf 0.1875 Reject Null P fdsf 0.5 Accept Null P fdsf #DIV/0! #DIV/0!

F crit 4 Tape Greater F crit 4 Tape Greater F crit 4 NO F crit 4 #DIV/0!

T stat 1.94871 Tape Greater T stat 2.75000 Wax Greater T stat 0.00000 Wax Greater T stat 2.00000 Tape Greater

P one-tail 0.09533 Reject Null P one-tail 0.05535 Reject Null P one-tail 0.50000 Accept Null P one-tail 0.05806 Reject Null

T crit one-tail 1.06066 Tape Greater T crit one-tail 1.06066 Wax Greater T crit one-tail 0.94096 NO T crit one-tail 0.94096 Tape Greater

P two-tail 0.19067 Reject Null P two-tail 0.11070 Reject Null P two-tail 1.00000 Accept Null P two-tail 0.11612 Reject Null

T crit two-tail 1.88562 Tape Greater T crit two-tail 1.88562 Wax Greater T crit two-tail 1.53321 NO T crit two-tail 1.53321 Tape Greater

AW100 AT100 BW100 BT100

0.0003 0.0002 0.0018 0.0015

0.0002 0.0002 0.0019 0.0016

0.0003 0.0006 0.0017 0.0019

Mean = 0.000266667 0.000333333 Mean = 0.0018 0.001666667

variance = 3.33333E-09 5.33333E-08 variance = 0.00000001 4.33333E-08

F = 16 Tape Greater F = 4.333333333 Tape Greater

P fdsf 0.058823529 Reject Null P fdsf 0.1875 Reject Null

F crit 4 Tape Greater F crit 4 Tape Greater

T stat 0.48507 Tape Greater T stat 1.00000 Wax Greater

P one-tail 0.33778 Accept Null P one-tail 0.21132 Accept Null

T crit one-tail 1.06066 NO T crit one-tail 1.06066 NO

P two-tail 0.67556 Accept Null P two-tail 0.42265 Accept Null

T crit two-tail 1.88562 NO T crit two-tail 1.88562 NO

F - TEST (1-8 Days)




T-TEST EQUAL VARIANCES T-TEST EQUAL VARIANCES

F-TEST F-TEST


T-TEST EQUAL VARIANCES T-TEST EQUAL VARIANCES

T-TEST EQUAL VARIANCEST-TEST EQUAL VARIANCEST-TEST UNEQUAL VARIANCES T-TEST UNEQUAL VARIANCES

APPENDIX D 122

DATA FROM STATISTICAL ANALYSIS (LATE-AGE SORPTIVITY)

Vimal N. Patel

α = 0.2

AW150 AT150 BW150 BT150

0.0004 0.00009 0.0015 0.0016

0.0003 0.0005 0.0014 0.0016

0.0004 0.0015 0.0014

Mean = 0.000366667 0.000295 Mean = 0.001466667 0.001533333

variance = 3.33333E-09 8.405E-08 variance = 3.33333E-09 1.33333E-08

F = 25.215 Tape Greater F = 4 Tape Greater

P fdsf 0.0381461 Reject Null P fdsf 0.2 Reject Null

F crit 4 Tape Greater F crit 4 Tape Greater

T stat 0.41992 Wax Greater T stat 0.89443 Tape Greater

P one-tail 0.35768 Accept Null P one-tail 0.23274 Accept Null

T crit one-tail 1.06066 NO T crit one-tail 1.06066 NO

P two-tail 0.71536 Accept Null P two-tail 0.46548 Accept Null

T crit two-tail 1.88562 NO T crit two-tail 1.88562 NO

BW200 BT200

0.0029 0.0019

0.0029 0.002

0.0028 0.0027

Mean = 0.002866667 0.0022

variance = 3.33333E-09 0.00000019

F = 57 Tape Greater



T stat 0.00243 Wax Greater





BW300 BT300

0.0035 0.0011

0.0034 0.0025

0.0034 0.0017

Mean = 0.003433333 0.001766667

variance = 3.33333E-09 4.93333E-07

F = 148 Tape Greater



T stat 0.04083 Wax Greater





F-TEST F-TEST

F-TEST

F-TEST


F - TEST (1-8 Days) (cont.)




sorptivity testing to assess durability of concrete...

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