Toward Development of
Self-Compacting No-Slump Concrete Mixtures
Proefschrift
ter verkrijging van de graad van doctor aan de Technische Universiteit Delft,
op gezag van de Rector Magnificus prof. ir. K.C.A.M. Luyben, voorzitter van het College voor Promoties,
in het openbaar te verdedigen op vrijdag 5 december 2014 om 10.00 uur
door
Hooman HOORNAHAD
Master of Science in Civil Engineering-Structure, Shahid Bahonar University of Kerman, Iran geboren te Tehran, Iran
Dit proefschrift is goedgekeurd door de promotor: Prof. dr. ir. K. van Breugel
Copromotor:
Dr. ir. E. A. B. Koenders
Samenstelling promotiecommissie:
Rector Magnificus, voorzitter
Prof. dr. ir. K. van Breugel, Technische Universiteit Delft, promotor
Dr. ir. E. A. B. Koenders, Technische Universiteit Delft, copromotor
Prof. dr. ir. H. E. J. G. Schlangen, Technische Universiteit Delft Prof. dr. ir. T. A. M. Salet, Technische Universiteit Eindhoven
Prof. S. P. Shah, Northwestern University, United Sates of America
Prof. A. A. Maghsoudi, Shahid Bahonar University of Kerman, Iran
Dr. A. L. A. Fraaij, Technische Universiteit Delft
Prof. dr. ir. D. A. Hordijk, Technische Universiteit Delft, reservelid
ISBN: 978-94-6259-454-8
Copyright© 2014 by Hooman Hoornahad
All rights reserved. No part of the material protected by this copyright notice may be reproduced or utilized in any form or by any means, electronic or mechanical, including photocopying, recording or by any information storage and retrieval system, without written permission from the author. Printed in the Netherlands by Ipskamp Drukkers BV.
“This thesis is dedicated to my parents for their endless love, support and encouragement.”
Acknowledgements
This thesis presents the work I have done as a PhD candidate in Microlab at the Faculty of Civil Engineering and Geosciences of Delft University of Technology.
I would like to thank my promoter Prof. Klaas van Breugel, who gave me the opportunity to work on this project in Microlab and with his guidance and support helped me to complete my PhD study. I would like to acknowledge my copromotor Dr. Eduard A. B. Koenders for his kindness, guidance and help during my PhD study.
I am very thankful to the committee members for their participation in my defense committee and providing insightful comments in order to improve this dissertation.
I would like to thank my colleagues from laboratory: Fred Schilperoort, Edwin Scharp, Ton Blom, Gerard Timmers, Peter Gouweleeuw, Ger Nagtegaal, Arjan Thijssen, Albert Bosman, John van den Berg and Ron Mulder for their help and collaboration during these years.
I am also most grateful to Iris Batterham, Luz Ton, Nynke Verhulst, Claudia Baltussen,
Melanie Holtzapffel, Marjo van der Schaaf and Ingrid van Wingerden for their kindness and
help in bureaucracy.
I would like to thank to my friends: Morteza, Ali, Arash, Jure, Tuan, Quyen, Tianshi, Ying, Richard, Herbert, Haoliang, Sadegh, Mohamad, Reza, Farhad, Somi, Yanjun, Bin, Lupita, Ayda, Sonja, Senot, Branko, Mladena, Jose, Neven, Mingzhong and all my other nice friends in Delft for the great time I had with them during these years.
I want to send my gratitude to two of my former teachers, Dr. Farhad Komeyli Birjandi and Prof. Ali Akbar Maghsoudi who were an inspiration to me personally and professionally. I would like to thank to my lovely uncles, aunts and cousins. I would like to give special thanks to my cousins who live in the Netherlands. Hootan, Emil, Farhad and Sahar thank you very much for your support and kindness during these years. I also gratefully acknowledge my cousin Sasan who assisted me in computer programing.
Last but not least, I express my deepest gratitude to my parents, my brother Arash and my lovely sister-in-law Ariana for all their love, support and encouragement throughout my study.
Hooman Hoornahad Delft, 2014
Table of Contents
List of symbols……….. v
List of abbreviations……….. x
Chapter 1: Introduction………. 1
1.1 Background………... 1
1.2 Objective and scope……… 4
1.3 Research strategy……… 4
1.4 Structure of the thesis………... 5
Chapter 2: Concrete: aspects of rheology………..………... 7
2.1 Introduction………. 7
2.2 Classification of materials from rheological perspective……… 9
2.2.1 Solids……… 10
2.2.2 Fluids……… 11
2.2.3 Jammed materials.……… 12
2.2.3.1 Pastes………... 13
2.2.3.1a Introduction………. 13
2.2.3.1b Characteristic rheological behavior of pastes…………...….. 16
2.2.3.2 Granular materials………... 18
2.2.3.2a Introduction………. 18
2.2.3.2b Characteristic rheological behavior of granular materials….. 21
2.2.3.3 Granular-paste materials………. 23
2.3 Conclusions………. 23
Chapter 3: Mix design method for workability………...……… 25
3.1 Introduction………... 25
3.2 Mix characterization………... 26
3.2.1 Introduction………... 26
3.2.2 The granular phase……….... 27
3.2.3 The paste phase………. 27
3.3 Test methods for evaluation of workability……… 30
3.4 Numerical flow analysis……….……… 34
3.5 Summary………... 35
Table of contents ii
4.1 Introduction……….... 36
4.2 Modeling approach for interaction in a “particle-paste-particle” system………... 37
4.3 Interaction through liquid bridge……… 38
4.3.1 Theoretical approach………... 38
4.3.2 Experimental approach………. 41
4.3.2.1 Test device……...……… 41
4.3.2.2 Test procedure………. 42
4.3.2.3 Material and ambient condition………... 41
4.3.2.2 Test procedure……… 42 43 4.3.2.1 Apparatus………... 41 4.3.2.2 Test procedure……… 42 4.3.2.4 Preliminary tests……….. 41 4.3.2.2 Test procedure……… 42 43 4.3.2.1 Apparatus………... 41 4.3.2.2 Test procedure……… 42
4.3.2.5 Glass particles connected by a water bridge……… 41
4.3.2.2 Test procedure……… 42
47 4.3.3 Validity of Soulie´ formula for two glass particles connected by a water bridge. 49 4.3.3.1 Introduction………..… 41
4.3.2.2 Test procedure……… 42
49 4.3.3.2 Theoretical background of Soulie´ formula………..…... 50
4.3.4 Proposed formula for interaction between two glass particles connected by a water bridge………... 54
4.3.5 Validity of Lian formula for evaluation of the rupture distance……… 55
4.3.6 Summary………..……….… 56
4.4 Interaction between two-phase elements connected by a paste bridge………... 57
4.4.1 Introduction……….……….…. 57
4.4.2 Material and test condition………...… 57
4.4.3 Test procedure………..…. 57
4.4.4 Proposed formula for interaction between two elements connected by a paste bridge……….…… . 61 4.4.5 Parameter study..………..………. 62
4.4.5.1 Influence of the excess paste layer thickness……...……… 62
4.4.5.2 Influence of the critical stress of the paste………...……… 63
4.4.5.3 Influence of the particle size……… .…………...……...……… 64 4.5 “Deformability angle” and deformability of a mixture……….. 65
4.5.1 Introduction………... ….………. 65 4.5.2 Correlation between the deformability angle and the deformability of a mixture……….… 66
4.6 Conclusions……… 67
Chapter 5: Experimental study of rheological behavior of granular-paste mixtures.. 69
5.1 Introduction………. 69
5.2 Materials………..…………... 69
5.2.1 Aggregates…...………... 69
5.2.2 Cement, additive and admixture…...……… 72
5.3 Deformability evaluation……….... 72
5.4 Mix preparation………... 73
5.5 Experimental test ………... 73
5.5.1 Test plan..……….………. 73
5.5.2 Identification of mixtures……….…………. 74
5.6.1 Effect of the paste consistency and volume fraction of the excess paste on the deformability of mixtures…...……….…………
75
5.6.1.1 Deformability of quasi mono size mixtures ……….... 75
5.6.1.2 Deformability of low poly size mixtures………. …..………... 78 5.6.2 Effect of the aggregate grading on the deformability of mixtures……… 84
5.6.2.1 High Excess Paste volume mixtures………... 84
5.6.2.2 Intermediate Excess Paste volume mixtures………..………. 84 88 5.6.2.3 Low Excess Paste volume………... mixtures………..………... 84 88 91 5.6.3 Effect of the initial geometry of the samples on the slump test results……….... 93
5.7 Conclusions………. 95
Chapter 6: A model for Discrete Element Method flow analysis...……… 96
6.1 Introduction………. 96
6.2 Discrete Element Method (DEM)………... 96
6.2.1 General principles………...….. 96
6.2.2 Calculation procedure……….………...…………... 98
6.2.2.1 Law of motion………..… 99
6.2.2.2 Law of inter-element interaction ………...…. 100
6.2.3 Discrete Element Method (DEM) for flow analysis of fresh concrete…...…….. 103
6.3 Proposed model for Discrete Element Method (DEM) flow analysis…………...……. 106
6.3.1 Introduction……….…... 106
6.3.2 Preparation of virtual 2D sample...……… 106
6.3.3 Interactions between 2D elements...………. 108
6.3.3.1 Constitutive model………...……… 108
6.3.3.2 Characteristic parameters of the interaction model……...……….. 110
6.3.3.2a Normal spring constants……….. 110
6.3.3.2b Tangential spring constants………. 111
6.3.3.2c Friction coefficients………. 112
6.3.4 Estimation of the final state where material stops flowing…………...………... 112
6.4 Summary ……… 113
Chapter 7: Numerical study of rheological behavior of granular-paste mixtures …… 114
7.1 Introduction………. 114
7.2 Correlation between performance of 2D and 3D samples………... 114
7.2.1 Introduction………... 114
7.2.2 3D samples during the flow……….. 115
7.2.3 2D samples during the flow……….. 117
7.2.4 Correlation between 2D and 3D samples after demolding………... 117
7.3 2D simulation of rheological behavior of mixtures……… 118
7.3.1 Evaluation of deformability of granular-paste mixtures………...… 118
7.3.1.1 Introduction……….…………. 118
7.3.1.2 Simulations and discussion……….. 120
7.3.1.3 Simulations with the modified model parameters………... 126
Table of contents iv
7.3.3 Evaluation of flow behavior of granular materials………...… 131
7.3.3.1 Introduction………..…... 131
7.3.3.2 Validity of the proposed model for flow analysis of granular materials. 133 7.4 Conclusions……… 135
Chapter 8: A performance-based mix design method for concrete mixtures……...… 136
8.1 Introduction………. 136
8.2 Mix design procedure………... 138
8.2.1 Introduction………... 138
8.2.2 Mix design procedure for mixtures with W/C=0.32 and W/P=0.21………. 140
8.3 Examples………. 145
8.3.1 Example A: No-slump concrete (NSLC) with SPF=1……….. 145
8.3.2 Example B: Self-compacting high shape preserving concrete (SCHSPC)……... 146
8.3.3 Example C: Self-compacting concrete (SCC) with SPF=0.4………... 147
8.4 Self-compacting mixture with a shape preservation factor SPF>0.7……….. 148
8.4.1 General approach……….. 148
8.4.2 Smart particles for changing paste consistency shortly after placing…………... 150
8.6 Summary………. 150
Chapter 9: Conclusions and recommendations………...………… 151
9.1 Conclusions………. 151
9.2 Contribution to science and engineering……… 9.3 Further research perspective………... 153 154 References………... 156 Appendix 1………. 168 Appendix 2………. 171 Summary……… 179 Samenvatting………... . 182 Publications……… 185 Curriculum Vitae………... 187
Symbols
Roman lower case letters
c Cohesion [Pa]
fc Contact force [N]
fcn Contact force in the normal direction [N]
fct Contact force in the tangential direction [N]
fg Gravitational force [N]
fn Interaction force in the normal direction [N]
fnc Non-contact force [N]
ft Interaction force in the tangential direction [N]
g Acceleration due to gravity [m s-2]
kn Spring stiffness in normal direction [N m-1]
kt Spring stiffness in tangential direction [N m-1]
lR Roughness length [m]
m Mass [kg]
n Porosity [--]
nn Unit vector in normal direction [--]
nt Unit vector in tangential direction [--]
r Position vector [m]
Translational velocity [m s-1]
r
Translational acceleration [m s-2]t Time [s]
Symbols vi
Roman upper case letters
A Area [m2]
CR Characteristic ratio [-]
Cs Critical stress of the paste [Pa]
D Particle diameter [m]
D Spread diameter [m]
Dr Diameter of the representative aggregate particle [m]
E Energy [J]
EK Kinetic energy [J]
EP Potential energy [J]
EPE Electrostatic potential energy [J]
EPv Van der Waals potential energy [J]
F Interaction force [N]
FR Resulting force [N]
FE Electrostatic force [N]
G Shear modulus [Pa]
H Height [m] H′ Height of 2D sample [m] Hs Slump value [m] I Moment of inertia [kg m2]
Moment arising from the contact force [N m]
MR Resulting moment [N m] N Number of particles [--] P Pressure [Pa] c f M
Q Surface electrical charge [C] R Particle radius [m]
Rb Radius of bigger particle of a pairof particles [m]
Reff Effective radius [m]
Rm Average radii of a pair of particles [m]
Rr Radius of the representative aggregate particle [m]
Rs Radius of smaller particle of a pairof particles [m]
S Separation distance [m]
Sa Total surface area of particles [m2]
Srupture Rupture distance [m]
Srupture * Dimensionless rupture distance [--]
V Volume [m3]
Va Specific volume of aggregates [m3]
Vb Bulk volume of aggregates [m3]
Vl Volume of liquid [m3]
Vpex Excess paste volume [m3]
Vp Total paste volume [m3]
Vpv Void paste volume [m3]
Vt Volume of the mixture [m3]
Vv Volume of void [m3]
Vvfa Volume of very fine aggregate [m3]
Symbols viii
Greek lower case letters
α’ Local damping constant [-]
γ Shear strain [-]
Shear rate [s-1]
δn Inter-element distant in the normal direction [m]
n
Relative velocity in the normal direction [m s-1]
δr Rupture length of the paste bridge [m]
δpex Thickness of the excess paste layer [m]
δt Inter-element distant in the tangential direction [m]
t
Relative velocity in the tangential direction [m s-1]
η Viscosity of the suspension or paste [Pa s]
ηo Viscosity of the interfacial fluid [Pa s]
θ Contact angle between liquid bridge and particle surface [rad]
θo Contact angle between drop and solid surface [rad]
κ Radius of curvature of interface [m]
μ Particle-particle frictional coefficient [--]
μi Internal friction coefficient [--]
μia Apparent internal friction coefficient [--]
ν Poisson ratio [--]
ξ*
Permittivity of empty space [C2 N-1 m-2]
ρ Density [kg m-3]
ρo Density of the interfacial liquid [kg m-3]
ρb Bulk density of aggregate [kg m-3]
σ Normal stress [Pa]
σf Normal stress along the failure plane [Pa]
σo Cohesive stress [Pa]
σin Interfacial tension (surface tension) [N m-1]
ς Packing density [--]
τ Shear stress [Pa]
τc Critical shear stress (Yield stress) [Pa]
τ c Shear stress corresponding to the failure of a viscoplastic solid [Pa]
τf Shear stress along the failure plane [Pa]
ύn Coefficient of damping in normal direction [N s m-1]
ύt Coefficient of damping in tangential direction [N s m-1]
φ Half filling angle [rad]
φ’ Deformability angle [rad]
Rotational velocity [rad s-1]
Rotational acceleration [rad s-2]Greek upper case letters
Θ Sum of the reciprocal radii of curvature of interface [m-1]
Λ Hamaker constant [J]
Ψ Liquid-void ratio [--]
Ω Volume fraction of particles [--]
Abbreviations
BC Big cone
DEM Discrete element method
FS Full scale
HEP High excess paste volume
HP High poly size granular material
IEP Intermediate excess paste volume
LEP Low excess paste volume
LP Low poly size granular material
LVDT Linear variable differential transformer
MC Medium cone
NC Normal concrete
NSLC No-slump concrete
PFC Particle flow code
QM Quasi-mono size granular material
RH-T Relative humidity-Temperature
RPM Revolutions per minute
SR Interfacial surface
SC Small cone
SCC Self-compacting concrete
SCHSPC Self-compacting high shape preserving concrete
SFSCC Slip forming self-compacting concrete
SPF Shape preservation factor
VDEM Viscoplastic divided space element method
1.1
Fresh concrete is a material with continuously changing properties gradually changes process three Fig. [Schindler 2004 1. 2. 3. With workability, concrete self 1.1
Fresh concrete is a material with continuously changing properties gradually changes process three Fig. 1 [Schindler 2004 The d
small and does not significantly The s hydration The h strength. With workability, concrete self-compacting
Fresh concrete is a material with continuously changing properties gradually changes process. main periods as 1.1: [Schindler 2004 The d
small and does not significantly The s hydration The h strength. With respect workability, concrete compacting Background
Fresh concrete is a material with continuously changing properties gradually changes
With respect to the degree of the hydration, the main periods as
1: Classification of the period after mixing [Schindler 2004
The dormant period
small and does not significantly The setting period
hydration
The hardening period strength.
respect
workability, concrete compacting
Background
Fresh concrete is a material with continuously changing properties gradually changes
With respect to the degree of the hydration, the main periods as
Classification of the period after mixing [Schindler 2004
ormant period
small and does not significantly etting period hydration leads to ardening period strength. respect workability, concrete compacting Background
Fresh concrete is a material with continuously changing properties gradually changes
With respect to the degree of the hydration, the main periods as
Classification of the period after mixing [Schindler 2004]
ormant period
small and does not significantly etting period leads to ardening period to workability, concrete compacting Background
Fresh concrete is a material with continuously changing properties gradually changes from a workable mixture
With respect to the degree of the hydration, the main periods as
Classification of the period after mixing ].
ormant period
small and does not significantly etting period
leads to ardening period
to the early age workability, concrete
concrete
Background
Fresh concrete is a material with continuously changing properties from a workable mixture
With respect to the degree of the hydration, the main periods as follows
Classification of the period after mixing
ormant period
small and does not significantly etting period,
leads to gradual transition of ardening period
the early age workability, concrete
concrete
Background
Fresh concrete is a material with continuously changing properties from a workable mixture
With respect to the degree of the hydration, the follows
Classification of the period after mixing
ormant period, represent small and does not significantly
, representing the time interval in which gradual transition of
ardening period
the early age
mixtures vary between two extremes: concrete
Fresh concrete is a material with continuously changing properties from a workable mixture
With respect to the degree of the hydration, the follows
Classification of the period after mixing
represent small and does not significantly
representing the time interval in which gradual transition of
ardening period, representing
the early age
mixtures vary between two extremes: concrete (SCC)
Fresh concrete is a material with continuously changing properties from a workable mixture
With respect to the degree of the hydration, the follows (see
Classification of the period after mixing
represent small and does not significantly
representing the time interval in which gradual transition of
representing
the early age
mixtures vary between two extremes: (SCC)
Fresh concrete is a material with continuously changing properties from a workable mixture
With respect to the degree of the hydration, the (see
Classification of the period after mixing
represent small and does not significantly
representing the time interval in which gradual transition of
representing
the early age
mixtures vary between two extremes: (SCC) [Koehler and Fowler 2003]
Fresh concrete is a material with continuously changing properties from a workable mixture
With respect to the degree of the hydration, the (see also
Classification of the period after mixing
representing small and does not significantly affect
representing the time interval in which gradual transition of
representing
the early age propert
mixtures vary between two extremes: [Koehler and Fowler 2003]
I
Fresh concrete is a material with continuously changing properties from a workable mixture
With respect to the degree of the hydration, the also
Classification of the period after mixing
ing the time interval in which affect
representing the time interval in which gradual transition of
representing
propert
mixtures vary between two extremes: [Koehler and Fowler 2003]
Introduction
Fresh concrete is a material with continuously changing properties from a workable mixture
With respect to the degree of the hydration, the also Fig.
Classification of the period after mixing
the time interval in which affect concrete
representing the time interval in which gradual transition of
representing the time interval in which
properties
mixtures vary between two extremes: [Koehler and Fowler 2003]
ntroduction
Fresh concrete is a material with continuously changing properties from a workable mixture
With respect to the degree of the hydration, the Fig. 1
Classification of the period after mixing
the time interval in which concrete
representing the time interval in which gradual transition of concrete
the time interval in which
ies,
mixtures vary between two extremes: [Koehler and Fowler 2003]
ntroduction
Fresh concrete is a material with continuously changing properties from a workable mixture into an artificial stone as With respect to the degree of the hydration, the
1.1):
Classification of the period after mixing
the time interval in which concrete
representing the time interval in which concrete
the time interval in which
which
mixtures vary between two extremes: [Koehler and Fowler 2003]
ntroduction
Fresh concrete is a material with continuously changing properties to an artificial stone as With respect to the degree of the hydration, the
):
Classification of the period after mixing
the time interval in which concrete
representing the time interval in which concrete
the time interval in which
which
mixtures vary between two extremes: [Koehler and Fowler 2003]
ntroduction
Fresh concrete is a material with continuously changing properties to an artificial stone as With respect to the degree of the hydration, the
Classification of the period after mixing
the time interval in which properties. representing the time interval in which
concrete to
the time interval in which
which
mixtures vary between two extremes: [Koehler and Fowler 2003]
ntroduction
Fresh concrete is a material with continuously changing properties to an artificial stone as With respect to the degree of the hydration, the
Classification of the period after mixing with respect to
the time interval in which properties. representing the time interval in which
to a solid phase the time interval in which
which are mixtures vary between two extremes:
[Koehler and Fowler 2003]
ntroduction
Fresh concrete is a material with continuously changing properties to an artificial stone as
With respect to the degree of the hydration, the period after mixing can be divided into
with respect to
the time interval in which properties. representing the time interval in which
solid phase the time interval in which
are defined in terms of mixtures vary between two extremes:
[Koehler and Fowler 2003]
Fresh concrete is a material with continuously changing properties to an artificial stone as
period after mixing can be divided into
with respect to
the time interval in which properties. representing the time interval in which
solid phase the time interval in which
defined in terms of mixtures vary between two extremes:
[Koehler and Fowler 2003] (
Fresh concrete is a material with continuously changing properties to an artificial stone as
period after mixing can be divided into
with respect to
the time interval in which properties. representing the time interval in which
solid phase the time interval in which
defined in terms of mixtures vary between two extremes: no
(see Fresh concrete is a material with continuously changing properties
to an artificial stone as
period after mixing can be divided into
with respect to
the time interval in which the
representing the time interval in which development of solid phase.
the time interval in which
defined in terms of no-slump concrete see Fig
Fresh concrete is a material with continuously changing properties to an artificial stone as
period after mixing can be divided into
with respect to
the degree of hydration is
development of .
the time interval in which
defined in terms of slump concrete Fig.
[Neville 1995 to an artificial stone as a result of
period after mixing can be divided into
the degree of hydration
degree of hydration is
development of
the time interval in which concrete
defined in terms of slump concrete
. 1.2).
Neville 1995 a result of
period after mixing can be divided into
the degree of hydration
degree of hydration is development of concrete defined in terms of slump concrete 2). Neville 1995 a result of
period after mixing can be divided into
the degree of hydration
degree of hydration is development of concrete defined in terms of slump concrete Neville 1995 a result of
period after mixing can be divided into
the degree of hydration
degree of hydration is
development of
concrete gradually gains
defined in terms of consistency slump concrete
Neville 1995
a result of the hydration period after mixing can be divided into
the degree of hydration
degree of hydration is
development of the degree of
gradually gains
consistency slump concrete (NS
Neville 1995]. Concrete the hydration period after mixing can be divided into
the degree of hydration
degree of hydration is the degree of gradually gains consistency (NS Concrete the hydration period after mixing can be divided into
the degree of hydration
degree of hydration is the degree of gradually gains consistency (NSLC) Concrete the hydration period after mixing can be divided into
the degree of hydration
degree of hydration is very
the degree of gradually gains consistency C) and Concrete the hydration period after mixing can be divided into
the degree of hydration
very the degree of gradually gains or and Concrete the hydration period after mixing can be divided into
the degree of hydration
very
the degree of
gradually gains
or and
Chapter Fig. (a) (b) No No demolding
[US Department of Transportation 2001, Okamura and Ouchi 2003 No
Fig.
Fig. normal
The aggregate, generally account
mixture, play an important role in the properties of both slump mixtures concrete is and compaction. al 2005 structures 2003]. Chapter Fig. 1 (a) No (b) Self No-Slump Concrete (NSLC) No-slump concrete demolding
US Department of Transportation 2001, Okamura and Ouchi 2003 No-slump concrete is basical
Fig. 1
Fig. 1 ormal
The aggregate, generally account
mixture, play an important role in the properties of both slump mixtures concrete is and compaction. al 2005 structures 2003]. Chapter 1.2: Schem o-slump concrete elf-compacting concrete Slump Concrete (NSLC) slump concrete demolding
US Department of Transportation 2001, Okamura and Ouchi 2003 slump concrete is basical
1.3)
1.3
ormal concrete
The aggregate, generally account
mixture, play an important role in the properties of both slump mixtures concrete is and compaction. al 2005] structures 2003]. An example of 1 2: Schem slump concrete compacting concrete Slump Concrete (NSLC) slump concrete demolding
US Department of Transportation 2001, Okamura and Ouchi 2003 slump concrete is basical
).
3: Comparison concrete
The aggregate, generally account
mixture, play an important role in the properties of both slump mixtures
concrete is and compaction.
]. The typica
structures and fabrication of precast elements An example of 2: Schem slump concrete compacting concrete Slump Concrete (NSLC) slump concrete [ACI Committee 211.3R 2002
US Department of Transportation 2001, Okamura and Ouchi 2003 slump concrete is basical
Comparison concrete
The aggregate, generally account
mixture, play an important role in the properties of both slump mixtures
concrete is its high shape holding ability. and compaction.
The typica
and fabrication of precast elements An example of Self (a) 2: Scheme slump concrete compacting concrete Slump Concrete (NSLC) slump concrete ACI Committee 211.3R 2002
US Department of Transportation 2001, Okamura and Ouchi 2003 slump concrete is basical
Comparison concrete
The aggregate, generally account
mixture, play an important role in the properties of both slump mixtures [
its high shape holding ability. and compaction.
The typica
and fabrication of precast elements An example of Self-compacting concrete No Normal concrete (a) NS es of the slump concrete compacting concrete Slump Concrete (NSLC) slump concrete ACI Committee 211.3R 2002
US Department of Transportation 2001, Okamura and Ouchi 2003 slump concrete is basical
Comparison concrete and
The aggregate, generally account
mixture, play an important role in the properties of both [Juvas
its high shape holding ability. and compaction. This
The typica
and fabrication of precast elements An example of compacting concrete No-slump concrete Normal concrete NSL of the slump concrete compacting concrete Slump Concrete (NSLC) slump concrete (N ACI Committee 211.3R 2002
US Department of Transportation 2001, Okamura and Ouchi 2003 slump concrete is basical
Comparison and s
The aggregate, generally account
mixture, play an important role in the properties of both Juvas
its high shape holding ability. This
The typical use of this type of and fabrication of precast elements An example of compacting concrete (SCC) slump concrete (NSLC) Normal concrete (NC) LC
of the two extreme mixtures slump concrete (NS
compacting concrete
Slump Concrete (NSLC) NSL
ACI Committee 211.3R 2002
US Department of Transportation 2001, Okamura and Ouchi 2003 slump concrete is basical
Comparison between
self-The aggregate, generally account
mixture, play an important role in the properties of both Juvas 199
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(a) Placement (b) Compaction
Fig. 1.4: Anapplication of no-slump concrete in pavements construction [Halsted 2009].
Self-Compacting Concrete (SCC)
The other extreme, self-compacting concrete (SCC), is considered as a mixture with high flowability. It compacts under its own weight without applying any external compaction energy. This type of concrete has a high paste content and is especially used for filling the formwork with sections of congested reinforcement and areas with restricted access to vibration [RILEM TC 174 SCC 2000]. An example of application of SCC in the precast industry is shown in Fig. 1.5. Improved productivity, better working condition and the homogeneity of the cast concrete are considered the main advantages of this type of concrete [RILEM TC 174 SCC 2000]. The main disadvantage of this mixture is the demolding time, which is determined by the time the mixture has gained sufficient strength to start demolding. This period is much longer than the demolding time of no-slump mixtures [Pekmezci et al 2007].
(a) Placement (b) Finishing
Chapter 1 4 By comparing these two extreme cases, the ideal mixture would be a self-compacting no-slump concrete mixture (SCNSLC), which can compact at minimum energy and maintain its shape completely right after casting.
To be self-compacting, mixtures need to overcome the internal shear resistance arising from the interactions between the components. However, shape preserving ability requires certain shear strength. A challenge is how to achieve simultaneously these two conflicting characteristics for a mixture. Studies in this field have been done in Iowa State University with focus on slip form pavement [Wang et al 2005 and Pekmezci et al 2007]. They designed special self-compacting mixtures, i.e. slip forming self-compacting concretes (SFSCC), which are able to preserve their shape without any additional support after the slip form paving process. However, these mixtures are not no-slump mixtures, i.e. mixtures with zero
flowability [ACI Committee 211.3R 2002], and show slump of about 180 mm [Wang et al
2011]. To understand the correlation between the mix composition and the rheological behavior of mixtures, a more fundamental research in this field is necessary.
1.2 Objective and scope
The objectives of this research project are as follows:
1) Study the possibility of developing a self-compacting no-slump concrete (SCNSLC), i.e. a self-compacting mixture which can preserve its shape completely right after casting.
2) Develop a model, which can predict the rheological behaviour of a mixture based on the properties and proportioning of the mix components.
1.3 Research strategy
The research strategy of this project contains four main parts:
1. Preliminary part: study of mechanisms controlling the rheological behaviour of materials, especially composite systems.
2. Modelling part: considering concrete as a two-phase granular-paste material and study the effect of the each phase on the rheological behavior of the mixture. The well-known “excess paste theory” proposed by Kennedy [1940], is considered as a basis of this study.
3. Experimental part: study the validity of the two-phase modeling approach by evaluating the slump test results for the mixtures under study.
4. Numerical part: simulation of flow behavior of fresh mixtures based on discrete element method (DEM) and establishing the quantitative relation between the model parameters and mix characteristics (properties and proportioning of components). The particle flow code 2D (PFC2D) is used for numerical simulations [Itasca Consulting Group Inc 2008].
1.4 Structure of the thesis
Apart from chapter 1 (Introduction), the rest of this thesis can be split into 8 chapters as indicated in Fig. 1.6.
In chapter 2 an overview is given of the rheology of jammed systems, i.e. pastes, granular materials and granular-paste materials. Concrete will be defined as a granular-paste system. The crucial mechanisms, which control the rheological behavior, will be discussed.
Chapters 3, 4, 5 and 6 deal with principles of modeling and simulation of the rheological behavior of a fresh concrete mixture. In chapter 3 the series of steps to design a concrete mixture with particular consistency will be presented. The focus will be on the mix characterization based on a two-phase modeling approach (excess paste theory), workability
tests and flow analysis methods. In chapter 4 the focus will be on the correlation between the rheological behavior of a mixture and the interactions between the mix components based
on the two-phase modeling approach. In chapter 5 the correlation between the mix composition and the rheological behavior of a granular-paste mixture will be studied experimentally.
In chapter 6 first the principles of the discrete element method (DEM), i.e. the numerical technique for the flow analysis in this study, will be discussed. Then an overview will be presented of the DEM modeling of the rheological behavior of fresh granular-paste mixtures. Finally, the features will be represented of the model that is proposed for numerical simulation.
In chapter 7 the focus will be on simulations and study of the predictive potential of the two-phase modeling approach for a granular-paste and also a granular system. In chapter 8 a performance-based mix design method for a granular-paste mixture will be presented. Finally,
in the last chapter, the initial research questions will be discussed, the conclusions of the research will be presented and recommendations for future research will be done.
Chapter 1 6
Fig. 1.6: An overview of the structure of the thesis.
Chapter 2: Concrete: aspects of rheology
Chapter 3: Mix design method for workability
Chapter 4: A model for rheological behavior of concrete mixtures
Chapter 5: Experimental study of rheological behavior of granular-paste mixtures
Chapter 6: A model for discrete element method flow analysis
Chapter 7: Numerical study of rheological behavior of granular-paste mixtures
Chapter 8: A performance-based mix design method for concrete mixtures
Chapter 9: Conclusions and recommendations Preliminary part
Experimental part
Numerical part
Conclusions Modeling part
