Upload
william-bautista
View
23
Download
0
Embed Size (px)
DESCRIPTION
Field investigation of high-volume fly ash pavement concrete
Citation preview
7/18/2019 Field investigation of high-volume fly ash pavement concrete
http://slidepdf.com/reader/full/field-investigation-of-high-volume-fly-ash-pavement-concrete 1/8
Resources, Conservation and Recycling 73 (2013) 78–85
Contents lists available at SciVerse ScienceDirect
Resources, Conservation and Recycling
journal homepage: www.elsevier .com/ locate / resconrec
Field investigation of high-volume fly ash pavement concrete
Roz-Ud-Din Nassar a,∗, Parviz Soroushian b, Tewodros Ghebrab c
a Civil Engineering, University of South Asia, Lahore, Pakistanb Civil and Environmental Engineering,Michigan StateUniversity, United Statesc Construction Engineering, Texas Tech University,United States
a r t i c l e i n f o
Article history:
Received 28 July 2012
Received in revised form16 December 2012
Accepted 5 January 2013
Keywords:
High-volume fly ash concrete
Durability
Pozzolan
Pavement
a b s t r a c t
Field investigation of high-volume fly ash (HVFA) concrete in pavement construction wascarried out. Test
results performed oncores drilled from pavement after 270days of concrete age showed that use of HVFA
results in production of pavement concrete with improvements in: strength; moisture barrier qualities;
and abrasive resistance characteristics. These improvements are brought about bythe pozzolanic reaction
offly ash with the hydrates of cement that favorably changes the microstructure and interfacial transition
zone in the resulting concrete.
Use of high volume of fly ash in pavement concrete as partial replacement for cement is estimated
to produce major energy and environmental gains and is a practice that is aimed at producing durable
and sustainable concrete-based infrastructure. The use of HVFA concrete can significantly economize the
construction of concrete pavements and improve the service life of transportation infrastructure.
© 2013 Elsevier B.V. All rights reserved.
1. Introduction
According to United Nation’s Intergovernmental Panel on
Climate Change (IPCC) the global warming attributable to anthro-
pogenic greenhouse gases has gone up to an alarming rate (WMO,
2007). Approximately 77% of the anthropogenic greenhouse gases
comprises of carbon dioxide (CO2) and the current atmospheric
concentration of CO2 has reached 390ppm which is the highest
ever recorded. Realizing the gravity of the situation, IPCC has rec-
ommended that the CO2 emission must be brought down to the
1990 level in the next 20 years (Mehta, 2009a, 2009b). To achieve
this target, the major CO2 contributor will have to play their role.
For more than two centuries mankind has accepted concrete
as a dependable construction material because of its durability,
strength, local availability of raw material, low cost, and architec-
tural moldability to form esthetically pleasing shapes and forms
(Naik, 2005a; Mehta and Monterio, 2006). Today, world’s concrete
consumption is 3 tons per capita as compared to 1 ton per capita
50 years ago. This consumption rate is going to grow with the
continued industrialization of developing countries and demand
for repair and retrofit in the developed world. Manufacturing of
cement, a key ingredient used for the production of concrete, is
an energy-intensive process which is also a major source of green-
house gasemissions.On average,cementconsists of84% ofPortland
∗ Corresponding author at: 47-Tufail Road, Lahore, Pakistan. Tel.: +92 336 846
1516.
E-mail addresses:[email protected], [email protected] (R.-U.-D. Nassar).
clinker and the fabrication of a ton of clinker results in emission of
about 0.9 tons of CO2 to the atmosphere (Naik, 2008; Oss, 2002;
Van Oss and Padovani, 2003; Mehta, 2001; Worrell et al., 2001;
Mehta and Walters, 2008; Gartner, 2004). Carbon dioxide is a by-
product of thechemical reactionsinvolved in production of cement
(chiefly decarbonation of limestone); the energy consumed in the
course of cement production is another source of CO2 emissions.
Globally, cement production contributes 5–8% of anthropogenic
CO2 emissions (Naik, 2008; Van Oss and Padovani, 2003; Mehta,
2001; Worrell et al., 2001; Malhotra, 2002, 1999).
Major contributions to sustainable development can be made
by reducing the consumption of Portland cement through partially
replacing it with supplementary cementitious materials (SCMs)
(Mehta,2009b; Naik, 2008; Mehta andWalters,2008; Naik, 2005b;
Habertet al., 2010). Flyash, a by-product of coal fired power plants,
is one such material that is available in abundance. TheUS produc-
tion of fly ash in 2010 was about 61 million tons whereas globally
about 636 million tons of coal ash is produced each year out of
which about 70% is fly ash (ACAA, 2010; Aydın et al., 2007). Fly
ash has been used for many years either as partial replacement
for cement or as a component of blended cement. In either form
major energyand environmental benefits have been obtained from
the use of fly ash in concrete manufacturing. Besides, the use of
fly ash as partial replacement for cement in concrete has been
proven to form a concrete with enhanced strength and durabil-
ity and increased moisture resistance characteristic (Bouzoubaâ
et al., 2001; Nath and Sarker, 2011; Malhotra, 1990; Rafat, 2004;
Mehta, 2004). The practice has been recognized as a step forward
toward green construction practices in an effort to reduce the
0921-3449/$ – seefrontmatter© 2013 Elsevier B.V. All rights reserved.
http://dx.doi.org/10.1016/j.resconrec.2013.01.006
7/18/2019 Field investigation of high-volume fly ash pavement concrete
http://slidepdf.com/reader/full/field-investigation-of-high-volume-fly-ash-pavement-concrete 2/8
R.-U.-D. Nassar et al./ Resources, Conservation andRecycling 73 (2013) 78–85 79
Table 1
Physical properties of coarse and fine aggregates.
Aggregate type Dry density
(kg/m3)
Bulk specific
gravity
Bulk specific
gravity (SSD)
Absorption (%) Loss on
abrasion (%)
Coarse aggregate 1721 2.52 2.60 2.22 22.4
Fine aggregate 2.88 (F.M.) 2.64 – 1.20 –
carbon footprints of cement manufacturing. The use of high-
volume fly ash (HVFA) concrete (concrete incorporating≥50wt.%of
fly ash as cement replacement) in concrete pavement construction
has been investigatedfor some years (Naik et al., 1994a,1995; Naik
and Singh, 1991; Nelson et al., 1992; Kumar et al., 2007; Naik et al.,
2001; Naik and Rammme, 1989). Earlier researchers have reported
significant gains in strength and durability attributes of HVFA con-
crete besides its environmental advantages when compared with
corresponding normal concrete. According to Mehta (2004) the
adoption of HVFA concrete system has the ability to address all
the sustainability issues associated with the construction industry.
The work of Hoppe Filho (2012) revealed improvement in chloride
diffusion resistance of concrete with the addition of high content
of fly ash. Naik et al. (2002) concluded that up to 40% of cement
replacement with fly ash did not have any effect on the abra-
sion resistance of the resulting concrete, however HVFA concretemixes incorporating fly ash in excessof 50% as cementreplacement
showed slightly less resistance to abrasion when compared with
the reference concrete mix. Sujjavanich et al. (2005) f ound signif-
icant improvement in the corrosion resistance of concrete beside
improvement in resistance to chloride permeability, as a result of
cement replacement with fly ash in the range of 50–65%. Sengul
et al. (2005) recorded the compressive strengths of HVFA mortars
and concretes similar to that of corresponding no fly ash mixtures
up to replacement level of 40% of cement with fly ash, beyond this
replacement level they recorded significant decrease in compres-
sive strength of concrete.Comparing theperformanceof class C and
class F fly ash in HVFA concrete, Naik et al. (2003a) observed better
strength and higher resistance to chloride ion penetration in class F
flyashmixesthancorrespondingclassCflyashmixes.Inotherstud-ies, Naiket al. (1994b,2003b) reported the excellent performance of
HVFA concrete in pavement construction with significant improve-
mentin laterage strength andfreeze-thaw durability. Testresults of
theresearchwork carried outby Berry et al.(2011) showedpromis-
ing results with respect to durability and structural performance
of 100% fly ash concrete when manufactured using glass aggre-
gate. Research work of Atis (2002, 2005, 2003) showed superior
abrasion resistance, higher compressive strength and up to 30%
reduction in drying shrinkage of HVFA pavement concrete when
compared with corresponding normal concrete. Similarly Kumar
et al. (2007) have reported that concrete mixtures with 50–60% fly
ash can be designed to fulfill the strength, workability and abra-
sion resistance requirements of pavement concrete. They further
concluded that the drying shrinkage of such concrete decreasedwith an increase in fly ash content of the mix. Naik et al. (2001)
have also reported satisfactory performance of HVFA roller com-
pacted concrete. Such concrete showed satisfactory freeze-thaw
performance up to 210 F/T cycles when tested in accordance with
ASTM C 666, procedure. Zapata and Gambatese (2005) evaluated
the energy consumption of pavement materials and construction.
They have reported that the partial replacement of cement with
fly ash in pavement concrete can substantially reduce the con-
sumption of energy associated with manufacturing of pavement
concrete.
This research reports the field performance of high-volume
class C fly ash concrete in jointed plain concrete pavement (JPCP)
construction. Two segments of this experimental pavement, one
each on eastbound (E.B.) and westbound (W.B.) Jackson Road
Boulevard were constructed in Ann Arbor, Michigan during the
course of widening and reconstruction of the Boulevard that
involved construction of JPCP using normal (control) concrete. The
field performance of HVFA concrete under weathering effects and
heavy traffic is subject of long-term monitoring. High-volume fly
ash concrete has been observed to perform satisfactorily in these
field studies. Class C flyash wasusedas replacement for50% of Type
1 Portland cement in HVFA concrete. Control concrete also incor-
porated 25% of cement replacement with fly ash. Cores taken from
pavement sections were tested for evaluation of strength and vari-
ous durability characteristics of field HVFA concrete versus control
concrete. Compression and flexure tests were also performed on
HVFA andcontrol concrete specimens prepared from field concrete
during construction.
2. Materials and methods
2.1. Materials
Table 1 shows the physical properties of coarse and fine aggre-
gates used in the field projects.Type I Portland cement, conforming
to ASTM C 150 was used in all concrete mixtures. Table 2 presents
physical properties of class C fly ash while the chemical composi-
tion of fly ash and ordinary Portland cement used in this study is
presented in Table 3. A scanning electron microscope image of the
fly ash used in the experimental program is presented in Fig. 1. Mix
designs of the two concrete mixtures are shown in Table 4. Surfac-
tant based air entraining agent (with brand name of Conair 260TM)
and water reducing agent (known by brand name Optiflo 500TM)
were also used in both concrete mixtures. All batches of concrete
were manufactured in ready-mix concrete plant installed near the
project site.
2.2. Test specimens
Representative concrete cylinders with 6 inch (152 mm) diam-
eter and 12inch (350mm) height were prepared and tested in
Table 2
Physical properties of class C fly ash and Portland cement.
Parameter Fly ash Cement
% Passing # 325 mesh 84.6 87.25
Specific gravity 2.61 3.15Specific surface area (Blaine) (m2/kg) 319 356
Table 3
Chemical compositionof class C fly ash and Portland cement.
Chemical composition (%) Fly ash Cement
SiO2 33.52 20.2
Al2O3 17.35 4.7
CaO 29.11 61.9
Fe2O3 5.14 3.0
SO3 2.38 3.9
MgO 4.56 2.6
Na2O 0.68 0.19
K2O 0.97 0.82
Loss on ignition 0.67 0.79
7/18/2019 Field investigation of high-volume fly ash pavement concrete
http://slidepdf.com/reader/full/field-investigation-of-high-volume-fly-ash-pavement-concrete 3/8
80 R.-U.-D. Nassaret al./ Resources, Conservation andRecycling 73 (2013) 78–85
Fig. 1. SEMmicrographs of thefly ashused in theinvestigation program.
compression after 7, 28 and 90 days of moist curing (in lime-
saturated water). Similarly, concrete beams were prepared fromall concrete mixtures, and were tested for flexural strength after 7,
28 and90 days of moist curing. Both; cylinder andbeam specimens
werecast at the construction siteand transferred to laboratory after
24–36 h of concrete age. For each test, six specimens were tested at
the given concrete ages. In addition, 270 days after construction,
cores were drilled from the constructed pavement sections and
tested for evaluation of the compressive strength, water sorption,
chloride permeability and abrasion resistance of field concretes. All
test results on field concrete representa mean of sixvalues with the
exception of ‘core compressive strength’ which is a mean of three
values. All tests were carried out according to the provisions of rel-
evant ASTM standards. Table 5 lists various tests and the relevant
ASTM standards followed in this experimental program.
2.3. Pavement construction
The field projects consisted of four-lane JPCP Concrete-
Boulevard and a bike lane on east and westbound Jackson Road.
Table 4
Concrete mix designs.
Control HVFA
Coarse aggregate (kg/m3) 1005 1005
Sand (kg/m3) 739 739
w/cm ratio 0.42 0.42
Cement content (kg/m3) 234 156
Water content (kg/m3) 132 132
Fly ash (kg/m3) 78a 156b
Air entraining admixture (ml/kg) 2.80 2.80Water reducing admixture (ml/kg) 1.75 1.75
a 25% replacement of cement with class-C fly ash.b 50% replacement of cementwith class-Cfly ash.
Table 5
ASTM standards followed in the experimental work.
Test description Specification
Slump ASTM C 143
Density (fresh concrete) ASTM C 138
Air content ASTM C 231
Compressive strength ASTM C 39
Flexural strength ASTM C 78
Sorption ASTM C 1585
Chloride permeability ASTM C 1202
Fig. 2. Views of the HVFA pavement construction: (a) paving of concrete and (b)
finishing of freshly paved concrete.
The east and westbound pavement sections were constructed in
the months of June and July, respectively. Experimental pavement
sections were replicated on east and westbound Jackson Road to
account for possible variations in concrete mix ingredients and
traffic load. Each experimental pavement section was 250 ft long
having 27ft wide and 9inch deep concrete cross-section. Fig. 2
shows views of various construction activities during paving and
finishing of the pavement concrete. Fig. 3 shows photographs of
the newly completed pavement that has been opened to traffic.
3. Experimental results anddiscussion
3.1. Tests on field concrete
3.1.1. Fresh concrete properties
Fresh mix properties of the two concrete mixtures are shown
in Table 6. Air content of the concrete mixtures was measured in
front of the paverto account for the loss of entrained air during the
transit of concrete to the paving site. HVFA concrete mixtures are
observed to have less entrained airat equal dosageof air entraining
agent than the control mixtures. This is a typical effect of min-
eral admixture, which, owing to the presence of residual carbon
strongly inhibits the air entrainment (Mehta and Monterio, 2006;
Mindess and Darwin, 2003). Statistical analysis proved this effect
to be significant at 0.05 level of confidence. Besides, fresh concrete
density of the HVFA mixtures is found to be slightly on the lower
7/18/2019 Field investigation of high-volume fly ash pavement concrete
http://slidepdf.com/reader/full/field-investigation-of-high-volume-fly-ash-pavement-concrete 4/8
R.-U.-D. Nassar et al./ Resources, Conservation andRecycling 73 (2013) 78–85 81
Fig. 3. Views of the newly constructed HVFA pavement: (a) eastbound pavement
and (b) westbound pavement.
side when compared with corresponding control mixes. This effect
may be attributed to thelower specific gravity of fly ashwhen com-
pared with that of Portland cement. Slump of the HVFA concrete
mixtures is also slightly less than that of control mixes showing
the stiffness of these mixtures.
3.1.2. Compressive strength
Fig.4 showsthe compressivestrengthtest results at various con-
crete ages forHVFAand control mixes forthe eastbound while Fig.5
shows the corresponding compressive strength test results for the
westbound section of the pavement. Up to the age of 28 days, the
HVFA concrete mixtures showed lower compressive strength than
that of control mixes for the east and westbound pavement con-
crete mixtures. This trend was, however, reversed at the age of 90
days, when theincreased pozzolanic reactionof flyash with cement
Table 6
Fresh concrete properties of control and HVFA mixes.
Mix design Slumpa (mm) Densitya (kg/m3) Air contenta (%)
Eastbound pavement
Control 52 2285 7.5
HVFA 48 2219 5
Westbound pavement
Control 55 2287 7.8
HVFA 51 2225 5.5
a
Each value is a mean of three readings.
Fig. 4. Compressive strength test results of eastbound pavement concrete speci-
mens prepared using field concrete materials (means and standard errors).
hydrates resulted in microstructural improvements of hydrated
cement paste. Statistical analysis of test results indicated that the
effect of increase in dosage of fly ash (50% (by weight) replacement
of cement with fly ash) on the compressive strength of east andwestbound pavement concrete materials was significant at 0.05
level of confidence at the age of 90 days.
The significant improvement in later age strength is an indirect
measure of the pozzolanic reaction of fly ash. Besides the filling
effect of tiny fly ash particles results in improvement of compres-
sive strength as well. This effect is observed to increase with an
increase in the percent replacement of cement with fly ash (25%
vs. 50%). Both, the east and westbound pavement concrete mixture
showed almost identical trends of strength development.
3.1.3. Flexural strength
The flexural strength test results are shown in Figs. 6 and 7 f or
the east and westbound pavement concrete mixtures, respectively.
In this case too, theflexural strength of theHVFA concrete mixtureswas lower than thatof the control concrete mixtures up to the con-
crete ageof 28days,for theeast andwestbound pavement concrete
mixes. At the age of 90 days, however the flexural strength of the
HVFA concrete mixtures was higher than that of control mixtures
for the two pavement sections. Statistical analysis at 0.05 level of
confidence indicated significant beneficial effect of high volume
replacement of cement with fly ash on flexural strength of con-
crete at 90 days of concrete age for east and west bound pavement
concrete mixtures.
Fig. 5. Compressive strength test results of westbound pavement concrete speci-
mens prepared using field concrete materials (means and standard errors).
7/18/2019 Field investigation of high-volume fly ash pavement concrete
http://slidepdf.com/reader/full/field-investigation-of-high-volume-fly-ash-pavement-concrete 5/8
82 R.-U.-D. Nassaret al./ Resources, Conservation andRecycling 73 (2013) 78–85
Fig. 6. Flexural strengths test results of eastbound pavement concrete specimens
prepared using field concrete materials (means and standard errors).
The significant increase in the later-age flexural strength of
concrete mixtures with incorporation of high-volume of fly ash
as partial replacement for cement is expected to be the result of
the improvements in the interfacial transition zone (ITZ) and thecementitious paste in concrete realized by the pozzolanic reactions
of fly ash with calcium hydroxide (CH) resulting in its conversion
into calcium silicate hydrate (C-S-H). This effect is higher in the
HVFA concrete mixtures than the control concrete mixtures which
have only 25% of cement replacement with fly ash.
3.2. Test on concrete cores
3.2.1. Compressive strength of concrete cores
Cores with 102 mm (4inch) diameter and heights varying from
178 to 203 mm (7–8inch) were drilled from the HVFA and control
concrete pavements in the months of April/May (in the following
year), after their exposure to a cycle of summer and winter. Dur-
ing this period the temperature was recorded to range from 20◦
C(July) to −7 ◦C (January). Fig. 8 shows views of the core drilling
operations of the pavement concrete. Fig. 9 shows the compres-
sive strength test results of these cores at 270 days of concrete
age. Generally, the strengths of cores exposed to field environ-
ment are less than those obtained using continuously moist-cured
cylindrical specimens produced using the same concrete (see
Figs. 4 and 5). The higher strength of specimens prepared in molds
andsubsequently cured in laboratory, when compared with that of
Fig. 7. Flexural strengths test results of westbound pavement concrete specimens
prepared using field concrete materials (means and standard errors).
Fig. 8. Views of thecore taking process:(a) coring of pavement and (b) core speci-
men.
specimens cored from field concrete, is due to the improved curing
and probably better preparation of molded specimens. The lower
strength of field concrete may also be attributed to the deterio-
rating effects of its exposure to freeze-thaw and other weathering
cycles.
The strength gain with time for cores follows trends similar to
those for molded specimens. At the ages of 270 days, the core com-
pressive strength of HVFA pavement concrete is higher than that of
Fig. 9. Compressive strengths of concrete cores (means and standard errors).
7/18/2019 Field investigation of high-volume fly ash pavement concrete
http://slidepdf.com/reader/full/field-investigation-of-high-volume-fly-ash-pavement-concrete 6/8
R.-U.-D. Nassar et al./ Resources, Conservation andRecycling 73 (2013) 78–85 83
0
1
2
3
4
5
6
7
0 200 400 600 800 1000
S o r p t i o n ( m m )
Time (sec1/2)
Cont. E.B.
Ash E.B.
Cont. W.B.
Ash W.B.
Fig.10. Sorptiontest results of corespecimens fromeast and westbound pavement
concrete mixtures.
the control concrete. Statistical analysis showedsignificant effectof
theincrease in %weight replacement of cement with fly ash on corecompressive strength for eastbound pavement concrete mixture at
0.05 confidence level. In the case of westbound pavement concrete
mixtures the core compressive strengths of control and HVFA con-
crete materials were found to be statistically comparable at 0.05
confidence level. The compressive strength test results for molded
and cored specimens provide strong evidence for the effectiveness
of the pozzolanic reactions between fly ash and cement hydrates.
These pozzolanic reactions seem to continue to contribute to the
concrete quality up to 270 days of age. The increase in later-age
compressive strength of concrete points at the formation of denser
microstructure.
3.2.2. Water sorption
Throughout the service life of concrete, it is mostly in an unsat-urated state, consequently sorption is the most important mode of
moisture transport in concrete. Water absorption is also an impor-
tant indicator of the durability of hardened concrete. Reduction
of water absorption which shows reduction in porosity of con-
crete can greatly enhance the long-term performance and service
life of concrete in aggressive service environments. Sorption tests
were carried out following the procedure of ASTM C 1585-04
(ASTM, 2006) in this experimental program. Disc specimens hav-
ing 102 m m diameter and 51 m m thickness were cut out from
the drilled concrete cores and conditioned by oven drying till a
constant mass was achieved. This process on average required
about 25 days of continuous oven drying at 50 ◦C. Specimens
were then sealed on sides and top with epoxy to produce one-
dimensional sorption during the test. Each mix design had threereplicate specimens. Fig. 10 shows the, i (sorption per unit area
per unit density of water) vs. time1/2 plots of HVFA and control
concrete mixtures used in the east and westbound pavements.
These plots show statistically significant (at 0.05 confidence level)
reduction in rate of moisture absorption with increase in the fly
ash content as partial replacement for cement in concrete mix-
tures.
The reduction in rate of sorption of HVFA concrete may be
attributed to the pozzolanic reaction of fly ash, producing more C-
S-H and hence greater pore refinement and pore blocking effects.
The formation of denser and less permeable microstructure may
be another cause of significant reduction in rate of sorption. This
effect is observed to increase with an increase in fly ash content in
concrete mix.
Fig. 11. Chloride permeability test results of field and core concrete specimens.
3.2.3. Chloride permeability
Resistance of concrete to chloride ion permeation gives an indi-
cation of the barrier qualities of concrete against salt solution and
other aggressive liquids, which critically influence its long-termdurability. Fig. 11 shows the results of the chloride permeability
tests of field and cored concrete specimens. Considerable reduc-
tion in chloride permeability of the HVFA field and core concretes
specimensis seen(at 270daysof age) when compared with thecor-
responding control concrete mixtures. According to ASTM C 1202,
if the number of coulombs passed lies between 2000 and 4000, the
chloride permeability of concrete is considered low, and it is con-
sidered very low for the 100–1000 range. All concrete materials
in this study provided low chloride permeability levels. The HVFA
concrete mix had the number of coulombs passed less than 1800.
The HVFA concrete specimens recorded about 11% reduction in the
number of coulombs passed through them when compared with
corresponding control concrete specimens. A similar reduction in
thecharge passedthrough HVFA cored specimenswas about 12%incomparison to cored control concrete specimens. In both cases the
effect of the increase in dosage of fly ash on reduction in chloride
permeability was found to be statistically significant at 0.05 level
of confidence.
The significant improvements in resistance to chloride perme-
ation arebrought about by thepartial blocking of pores in hydrated
cement paste with the products of pozzolanic reactions involving
fly ash. This effect is recorded to increase with increase in fly ash
content as partial replacement for cement.
3.2.4. Abrasion resistance
Abrasion resistance is an important property of concrete pave-
ments and floors. Concrete in these structures is continuously
subjected to abrasive action influencing its long term durability(Fwa and Paramasivam, 1990; Kumar et al., 2007; Li et al., 2006;
Nanni, 1989). Visual observation of the pavement sections after
exposure to a complete cycle of aggressive weather under traf-
fic load did not suggest any signs of surface damage in the form
of scaling. Fig. 12 shows the abrasion resistance test results pro-
duced using cores obtained from the east and westbound concrete
pavements at 270 days of concrete age. The abrasion test results
point at the significant improvements in the abrasion resistance
of concrete materials benefited by the use of fly ash as partial
replacement of cement. These improvements are brought about
by the improvements in structure and strength of concrete (not-
ing that a direct relationship exists between compressive strength
and abrasion resistance of concrete) due to the pozzolanic reac-
tions of fly ash with cement hydrates. The abrasive weight losses
7/18/2019 Field investigation of high-volume fly ash pavement concrete
http://slidepdf.com/reader/full/field-investigation-of-high-volume-fly-ash-pavement-concrete 7/8
84 R.-U.-D. Nassaret al./ Resources, Conservation andRecycling 73 (2013) 78–85
Fig.12. Abrasionweightlossesof eastand westbound pavementconcrete materials
(means and standard errors).
of HVFA and control concrete materials were statistically compa-
rable, pointing at the suitability of HVFA concrete for pavement
construction.
4. Conclusions
• Production of concrete incorporating high-volume of fly ash as
partial replacement for cement in concrete is an important step
aimed to reduce the energy and environmental implications of
cement and concrete industry.• Use of HVFA concrete in pavement construction is a viable
practice that can help in development of economical transporta-
tion infrastructure with increased service life benefited from the
enhanced concrete durability.• Significant increase in the later age strength of HVFA concrete
materials is achieved through the formation of denser and lesspermeable microstructure as a result of the pozzolanic reaction
offly ashand thefilling effectof sub-micron sizedfly ashparticles.• No signs of surface damage in the form of scaling were noticed in
the HVFA concrete pavement sections during the field observa-
tions done after their exposure to a complete cycle of aggressive
weather under heavy traffic load.• The use of high-volume fly ash as partial replacement of cement
in HVFA concrete results in enhanced durability characteristic
such as sorption, chloride permeability, and abrasion resistance
through improvement in poresystem characteristics,filling effect
of fly ash particles, and conversion of CH to C-S-H through poz-
zolanic reaction of fly ash with hydrates of cement.
Acknowledgements
Part of this research project was funded jointly by FHWA
and Washtenaw County Road Commission, MI. Authors are grate-
ful to their financial support. Vital support of Roy Townsend
and Sheryl Soderholm Siddall of Washtenaw Road Commission
and Hugh Luedtke of Ajax Paving is gratefully acknowledged as
well.
References
ACAA. Coal combustion product (CCP): production and use survey report. Aurora,CO:AmericanCoal AshAssociation; 2010.
ASTM C1585-04. Standard test method for measurement of rate of absorption of waterby hydraulic-cement concretes. West Conshohocken,PA: American Soci-
ety forTesting and Materials; 2006.
AtisCD. Highvolumefly ash abrasion resistantconcrete. Journal of Materialsin CivilEngineering 2002;14(3):274–7.
Atis CD. Strength properties of high-volume fly ash roller compacted and work-able concrete,and influenceof curing condition.Cementand ConcreteResearch2005;35(6):1112–21.
Atis C. High-volume fly ash concrete with high strength and low drying shrinkage. Journal of Materials in Civil Engineering 2003;15(2):153–6.
Aydın S. Sulfuricacid resistance of high-volume fly ashconcrete. Buildingand Envi-ronment 2007;42(2):717–21.
Berry M, Stephens J, Cross D. Performance of 100% fly ash concrete with recycledglass aggregate. ACI Materials Journal 2011;108(4):378–84.
Bouzoubaâ N, Zhang MH, Malhotra VM. Mechanical properties and durability of concrete made with high-volume fly ash blended cements using a coarse flyash. Cement and Concrete Research 2001;31(10):1393–402.
Fwa TF, Paramasivam P. Surface-deterioration resistance of concrete pavementmaterials. In: First International Symposium on Surface Characteristics. StateCollege, PA,USA: ASTM;1990.
Gartner E. Industrially interesting approaches to “low-CO2” cements. Cement andConcrete Research 2004;34(9):1489–98.
Habert G. Cement production technology improvement compared to factor 4 objec-tives. Cement and Concrete Research 2010;40(5):820–6.
Hoppe Filho J. High-volume fly ashconcretewith andwithout hydrated lime: chlo-ride diffusion coefficient from accelerated test. Journal of Materials in CivilEngineering 2012; (online): 1943–5533.
Kumar B, Tike GK, Nanda PK. Evaluation of properties of high-volume fly-ash con cre te f or pavemen ts. Jo ur nal o f Mater ials in Civil E nginee ring2007;19(10):906–11.
Li H, Zhang M-H, Ou J-P. Abrasion resistance of concrete containing nano-particlesfor pavement. Wear 2006;260(11–12):1262–6.
Malhotra VM. Durability of concrete incorporating high-volume of low-calcium
(ASTM class F) fly ash. Cement and Concrete Composites 1990;12(4):271–7.
Malhotra VM. Making concrete ‘greener’ with flyash. Indian Concrete Journal1999;73(10):609–14.
Malhotra VM.Sustainable development and concrete technology. ConcreteInterna-tional 2002;24(7):22–31.
Mehta PK. Reducing the environmental impact of concrete. Concrete International2001;23(10):61–6.
Mehta PK. Sustainable development and concrete technology. In: Proceedings of InternationalWorkshop on Sustainable Development andConcreteTechnology.Beijing, China: Center for Transportation Research and Education, Iowa StateUniversity, Ames, IA, USA; 2004.
Mehta PK. Global concrete industry sustainability. Concrete International2009a;31(2):45–8.
Mehta PK, Meryman H. Tools for reducing carbon emissions due to cement con-sumption. Structure 2009b;1(1):11–5.
Mehta PK, Monterio PJM. Concrete: microstructure, properties and materials. NewYork: McGraw-Hill; 2006.
Mehta PK,Walters M. Roadmap to a sustainable concreteconstructionindustry. TheConstruction Specifier 2008;61(1):48–57.Mindess SYJF, Darwin D. Concrete. 2nd ed. Upper Saddle River, NJ: Prentice Hall;
2003.Naik TR. Sustainability of cement and concrete industries. In: Global Construction:
Ultimate Concrete Opportunities; 2005a.Naik TR. Sustainability of cement and concrete industries. In: 2005 International
Congress– Global Construction:Ultimate ConcreteOpportunities.Dundee, Scot-land, UK: Thomas Telford Services Ltd.; 2005b.
Naik TR. Sustainability of concrete construction. Practice Periodical on StructuralDesign and Construction 2008;13(2):98–103.
Naik TR,RammmeBW. Highstrength concretecontaining largequantities of fly ash.ACI Materials Journal 1989;86(2):111–7.
Naik TR, Singh SS. Superplasticized high-volume fly ash structural concrete. In:Proceedings of the ASCE Energy Division Specialty Conference on Energy. Pitts-burgh, PA, USA: ASCE; 1991.
Naik TR, Ramme BW, TewsJH. Use of highvolumesof class C and class F flyash inconcrete. Cement, Concrete and Aggregates 1994a;16(1):12–20.
Naik TR,Rammme BW, TewsJH. Use ofhigh volumes ofclass C and class F flyash in
concrete. Cement, Concrete and Aggregates 1994b;16(1):12–20.NaikTR, Ramme BW, TewsJH. Pavementconstructionwith high-volume classC and
class F fly ashconcrete. ACI Materials Journal 1995;92(2):200–10.Naik TR. Strength and durability of roller-compacted HVFA concrete pavements.
Practice Periodical on Structural Design and Construction 2001;6(4):154–65.NaikT, Singh S,Ramme B.Effectofsourceofflyashonabrasionresistanceofconcrete.
Journal of Materials in Civil Engineering 2002;14(5):417–26.Naik T, Kraus RN, Ramme BW, Siddique R. Mechanical properties and durability of
concrete pavements containing high volumes of fly ash. Farmington Hills, MI:ACI SpecialPublication212; 2003a. pp. 319–340.
Naik TR. Long-term performance of high-volume fly ash concrete pavements. ACIMaterials Journal 2003b;100(2):150–5.
Nanni A. Abrasion resistance of roller compacted concrete. ACI Materials Journal1989;86(53):559–65.
Nath P, Sarker P. Effect of fly ash on the durability properties of high strength con-crete. Procedia Engineering 2011;14:1149–56.
Nelson P, Sirivivatnanon V, Khatri R. Development of high volume fly ash concretefor pavements. In: Proceedings of the 16th ARRB Conference. Perth, Australia:Australian Road Research Board; 1992.
7/18/2019 Field investigation of high-volume fly ash pavement concrete
http://slidepdf.com/reader/full/field-investigation-of-high-volume-fly-ash-pavement-concrete 8/8
R.-U.-D. Nassar et al./ Resources, Conservation andRecycling 73 (2013) 78–85 85
Oss ACPaHGv. Cement manufacture and the environment. Part 1: chemistry andtechnology. Industrial Ecology 2002;6(1):89–105.
Rafat S. Performance characteristicsof high-volume classF fly ash concrete.Cementand Concrete Research 2004;34(3):487–93.
Sen gul O, Tasdemir C, Tasdemir MA. Mechanical properties and rapid chlo-ride permeability of concrete with ground fly ash. ACI Materials Journal2005;102(6):414–21.
Sujjavanich S, Sida V, Suwanvitaya P. Chloride permeability and corrosion risk of high-volume fly ash concretewith mid-rangewater reducer.ACI MaterialsJour-nal 2005;102(3):177–82.
Van Oss HG, Padovani AC. Cement manufacture and the environment. Part II:environmental challenges and opportunities. Journal of Industrial Ecology2003;7(1):93–126.
WMO. U.N.s.E.P.U.a.W.M.O. IPCC Fourth Assessment Report; 2007.Worrell E. Carbon dioxide emissions from the global cement industry. Annual
Review of Energy and the Environment 2001;26:303–29.Zapata P, Gambatese JA. Energy consumption of asphalt and reinforced con-
crete pavement materials and construction. Journal of Infrastructure Systems2005;11(1):9–20.