R. RENO INFANTO, S. ADISH KUMA: SHRINKAGE BEHAVIOR OF AN ECO-FRIENDLY ENGINEERED ...
35–40
SHRINKAGE BEHAVIOR OF AN ECO-FRIENDLY ENGINEERED
CEMENTITIOUS COMPOSITE
KR^ENJE OKOLJU PRIJAZNO IZDELANEGA CEMENTNEGA
KOMPOZITA
R. Reno Infanto
1*
, S. Adish Kumar
2
1
Rohini College of Engineering and Technology, Department of Civil Engineering, Palkulam, Tamil Nadu, India
2
Anna University, Department of Civil Engineering, Regional Center, Tirunelveli, Tamil Nadu, India
Prejem rokopisa – received: 2022-11-17; sprejem za objavo – accepted for publication: 2022-12-09
doi:10.17222/mit.2022.669
The purpose of the present research is to assess the impact of foundry sand (FS) and cement kiln dust (CKD) on the autogenous
shrinkage, drying and total shrinkage of engineered cementitious composites (ECCs) over 100 d. Additionally, the pore sizes
and their distribution in the developed ECC system were assessed through the BJH adsorption technique. The findings showed
that the pore structure was refined continuously over time. This indicates that the CKD-modified ECC mixes demonstrated de-
creased autogenous shrinkage at the early and later ages of the 100-d period, although the total shrinkage, developed during the
later stages, was comparable to the CKD/FS mixes and conventional ECCs. Specimens with 30 % FS and 15 % CKD inclusions
showed significantly fewer medium capillary holes and more gel pores. As the pores in a CKD-modified ECC system are
smaller than in the traditional ECC, the modified ECC specimens are denser and show a lower loss of water.
Keywords: cement kiln dust, foundry sand, shrinkage, pore structure
Namen raziskave je ocena vpliva livarskega peska (FS; angl.: foundry sand) in prahu iz filtrov pe~i za `ganje cementa (CKD,
angl.: Cement Kiln Dust) na avtogeni razvoj, su{enje in celotni skr~ek izdelanih kompozitov na osnovi cementa (ECC, angl.: en-
gineered cementitious composites) v ~asu njihovega nastajanja (do sto dni). Poleg tega je predstavljena poroznost in njihova
porazdelitev v razvitem sistemu ECC s pomo~jo du{ikove adsorpcijske tehnike BJH (Barett-Joyner-Halenda). Rezultati
raziskave so pokazali, da se s ~asom poroznost strukture neprekinjeno zmanj{uje. To ka`e na to, da se pri s CKD nadome{~enih
me{anicah ECC zmanj{uje avtogeni skr~ek tekom celotnega sto dnevnega nastajanja kompozita, tako v zgodnjih kot poznej{ih
fazah, ~eprav so vrednosti celotnega skr~ka v poznej{ih stadijih primerljive med me{anicami CKD/FS in ECC. Vzorci s 30 %
FS in 15 % nadomestkom CKD ka`ejo pomembno manj{o koli~ino srednjih kapilarnih por in ve~gelnih por. Ker so pore v s
CKD modificiranem sistemu ECC manj{e v primerjavi s tradicionalnimi ECC, so vzorci prvih gostej{i in ka`ejo manj{e izgube
vode.
Klju~ne besede: prah iz cementne pe~i, livarski pesek, skr~ek, struktura por
1 INTRODUCTION
The past several decades have seen the development
of a new class of short-fibre-reinforced cementitious
composites known as engineered cementitious compos-
ites.
1
Regardless of the loading or deformation, the nar-
row crack width, which is an inherent attribute of an
ECC material, can be automatically maintained within
certain ranges. An ECC has a special ability to sustain
low material permeability even in the cracked state.
2
Due
to the fact that the matrix toughness and fiber-matrix in-
teractions change with an increasing curing age, the duc-
tility of an ECC changes as well.
3
A growing amount of
foundry sand (FS) has been identified as a global envi-
ronmental hazard because to the industrialization’s rapid
growth. The reutilization rate of WFS increased from
20 % to 30 % as a result of its use as a fine aggregate to
substitute natural sand in the making of concrete.
4
Foundry sand waste pozzolanic qualities made it possible
to use it in civil construction as a partial replacement for
cement, also enhancing mechanical parameters.
5
As
much as 35 % more fine aggregate of waste foundry sand
can be substituted, and an increase in the strength char-
acteristics is observed.
6
At ages of (7, 28 and 90) d, the
concrete containing 60 % of waste foundry sand shows a
sharp decline in workability and mechanical strength.
However, after 365 d, the strength is within the accept-
able range.
7
The chemical composition and physical qualities of
CKD make it suitable for use in concrete applications.
CKD as a cement substitute has the potential to revolu-
tionize all the facets of construction by decreasing the
enormous volume of cement manufacturing. The CKD
inclusion has also started a positive trend in the cement
strength and hydration behavior.
8
Using different wa-
ter-binder ratios, CKD substituted Portland cement in
varying amounts ranging from 0 to 25 % to make the
concrete mixture.
9
According to the SEM and MIP re-
sults, CKD was employed in place of cement to reduce
the porosity and densify the concrete microstructure by
up to 15 %.
10
Because of its high silica and calcium con-
tents, CKD can act more like cement when improving its
hardening properties.
Materiali in tehnologije / Materials and technology 57 (2023) 1, 35–40 35
UDK 621.742 ISSN 1580-2949
Original scientific article/Izvirni znanstveni ~lanek MTAEC9, 57(1)35(2023)
*Corresponding author's e-mail:
renoinfanto.rcet@gmail.com (R. Reno Infanto)

Understanding the behavior of concrete structures
over time and developing appropriate models are crucial
for enhancing the strength, safety and durability of con-
crete structures.
11
Premature cracking is a common prob-
lem of many flat concrete constructions. Two factors
contribute to the occurrence of shrinkage cracks: the first
is a significant early-age shrinkage caused by a high dry-
ing surface area; and the second is a significantly con-
strained shrinkage caused by the surrounding frame or
subgrade.
12
Shrinkage fractures drastically impair the
longevity of structures by hastening the degeneration of
concrete.
13
Shrinkage can cause concrete structures to
change shape and volume over time, which can have a
big effect on how long they last and how well they
work.
14
After the final setting, two different types of shrink-
age can be observed in cement-based materials, namely
autogenous and drying shrinkage. The sum of the two
shrinkages (autogenous and drying) gives the total
shrinkage in a cement system.
15
The autogenous shrink-
age generally occurs after the final setting and it is
caused by a loss of moisture to the environment, which is
accompanied by a change in the volume, self-desiccation
and chemical shrinkage.
16
When cement paste is continu-
ously hydrated in an environment with a constant tem-
perature and humidity, shrinkage occurs due to self-des-
iccation, reducing the macroscopic volume of the
concrete.
17
When the w/b content is large, the auto-
genous shrinkage is always less than 100 μm/m.
18
Even a
greater autogenous shrinkage of more than 1000 μm/m
occurs in some ultra-high performance concretes. The
volume and mineralogical characteristics of the additives
also have a considerable impact on the development of
shrinkage strains in the cement paste and concrete con-
taining calcium-rich additives.
19
The purpose of this
study is to evaluate how CKD and FS can affect the in-
crease in drying and autogenous shrinkage of an ECC
system. The main aims of utilizing CKD as a cement re-
placement are to reduce the cost of production and
achieve ecological sustainability by minimizing the dis-
posal cost of CKD. In this investigation, CDK inclusions
of up to 22.5 % of the binder (cement + fly ash) weight
and up to 45 % of FS were used. The shrinkage behavior
of the developed ECC mixes were monitored for 100 d
and the distribution of pore sizes of the mixes were eval-
uated using the BJH N
2
adsorption method.
Despite the fact that there are more and more studies
on autogenous shrinkage, the process of concrete shrink-
age remains a mystery, and there is no agreement on a
measurement standard. Conversely, drying shrinkage,
which primarily affects concrete that is close to the sur-
face, is brought on by the water loss to the environment.
Pozzolanic reactions can lead to a pore distribution and
refinement over time when using SCMs, which can
change how much cement paste shrinks.
2 EXPERIMENTAL PART
In this investigation, fly ash, CKD and OPC 53-grade
cement were utilized as binders. The cement used in the
study confirmed to IS code 12269-1987, which specifies
that cement must have a soundness of at least 10 mm or
0.8 % for the Le Chatellier expansion and autoclave ex-
pansion, respectively, and a fineness of greater than
225 m
2
/kg. CKD was provided by Elasai Enterprises in
India, having an average particle size of around 6 μm in a
ball mill. Fine silica sand and foundry sand were used as
fine aggregate materials. Particle-size distributions of all
the ingredients are presented in Figure 1 and their chem-
ical properties are shown in Table 1. A polycarboxyl-
ate-based superplasticizer was used as the high-range
water-reducing agent. The mixture composition and
specimen designations are presented in Table 2.
R. RENO INFANTO, S. ADISH KUMA: SHRINKAGE BEHAVIOR OF AN ECO-FRIENDLY ENGINEERED ...
36 Materiali in tehnologije / Materials and technology 57 (2023) 1, 35–40
Table 1: Oxide composition of raw materials
Content (kg/m
3
) SiO
2
CaO MgO Al
2
O
3
Fe
2
O
3
SO
3
TiO
2
P
2
O
5
MnO K
2
ON a
2
O LOI
OPC 21.3 63.3 1.65 4.99 4.08 2.7 – – – 0.23 0.51 1.29
CKD 15.4 58.9 0.8 3.25 2.53 5.66 – – – 5.22 1.05 7.27
FS 95.10 0.19 0.19 1.47 0.49 0.03 0.04 – – 0.68 0.26 1.32
Fly ash 49.45 3.47 1.3 29.61 10.72 0.27 1.76 0.53 0.17 0.54 0.31 1.45
Table 1 note: OPC – ordinary Portland cement, CKD – cement kiln dust, FS – foundry sand
Figure 1: Grain-size-distribution curves for raw materials

2.1 Mix details
To examine the impact of CKD and FS on the shrink-
age development of an ECC, ten different ECC mixes,
one of which served as the control ECC mix without any
replacement, were fabricated. A water/binder ratio of
0.35 was adopted for all the mixes. The ECC mix with
OPC53, fly ash and fine silica sand formed the control
ECC, while the mixes with OPC53, fly ash, CKD, fine
silica sand and FS were designated as modified ECCs
(mECCs). The CKD inclusion level ranged from
2.5–22.5 w/% of the binder (fly ash + cement) with a
2.5 w/% increment, while the FS inclusion ranged from
5–45 w/% of fine silica sand with an increment of 5 w/%.
Different ECC mixes were developed by increasing the
substitution levels of CKD with fly ash and FS with sil-
ica sand simultaneously until their maximum replace-
ment levels of 22.5 w/% and 45 w/%, respectively, were
achieved. The developed ternary mix combinations are
shown in Table 2.
Identical volumes of the ECC and total binder con-
tent served as the basis for all the mix designs. Within
the same ECC mix, the volumetric ratios of the wa-
ter/binder and binder/fine aggregate were also constant.
To get a workable consistency, a superplasticizer of
0.6 % of the binder content (7.55 kg/m
3
) was added dur-
ing the mixing stage. The dosage of the superplasticizer
(SP) was chosen as per the previously established study
on OPC systems that stated that an SP dosage of more
than 0.6 w/% of the binder had a strong influence on the
expansion of shrinkage.
20
The ECC mixes in the fresh
state were mixed, then transferred into various molds and
covered appropriately to avoid a loss of moisture from
the surface. The casting of ECC mixes took place in an
environment with a temperature of (25 ± 2) °C and a rel-
ative humidity (RH) of about 50 %. After one day, the
hardened ECC mixes were removed from the molds, and
various curing and pre-conditioning treatments of the
specimens were carried out in accordance with the stan-
dard procedures.
21
Table 2: Mix proportions of ECC mixes
Mix Id
Cement Fly ash CKD
Silica
sand
FS Water
kg/m
3
CTRL 393.0 865.0 0 457.0 0 311
F5C2.5 382.2 854.2 21.6 434.2 22.9 311
F10C5 371.4 843.4 43.3 411.3 45.7 311
F15C7.5 360.6 832.6 64.9 388.5 68.6 311
F20C10 349.8 821.8 86.5 365.6 91.4 311
F25C12.5 338.9 810.9 108.1 342.8 114.3 311
F30C15 328.1 800.1 129.8 319.9 137.1 311
F35C17.5 317.3 789.3 151.4 297.1 160.0 311
F40C20 306.5 778.5 173.0 274.2 182.8 311
F45C22.5 295.7 767.7 194.6 251.4 205.7 311
2.2 Experimental programs
ECC prisms of (75 × 75 × 280) mm were made in or-
der to monitor the shrinkage over the course of 100 d.
The shrinkage values were measured with a digitally
controlled gauge meter with a resolution of 1 μm/m. Af-
ter demolding, autogenously shrunk prisms had their en-
tire surface covered with an aluminium foil, which was
waterproof and self-adhesive to avoid a loss of moisture
during the experiment. EN 12390-2021 was used as the
standard for measuring the shrinkage values and the
weight of the specimens after autogenous shrinkage was
recorded. The overall shrinkage was established for the
unsealed samples that were left in a controlled environ-
ment after demolding. After demolding, samples were
kept for additional7dinalime-water bath for the initial
shrinkage measurement. The total shrinkage was taken
by measuring the reference lengths after demolding; the
autogenous shrinkage was taken for wrapped specimens;
and the drying shrinkage was taken 7 d after the removal
of the specimens immersed in the water bath. Then, all
the shrinkage samples were stored in a climate-con-
trolled space with a constant temperature of 23 °C at a
50 % relative humidity. The shrinkage of the ECC was
then measured at various ages up to the 100
th
day and the
sum of drying shrinkage and autogenous shrinkage was
used to determine the overall shrinkage. The nitro-
gen-adsorption method was used to evaluate the distribu-
tion of the pore sizes of the ECCs. The ECC mixes were
made, sealed and cured for 28 d before being evaluated.
The paste samples were dried for 30 min at 40 °C prior
to the experiment, and then they were immersed in
isopropyl alcohol for about 30 min to stop the hydration.
A ball mill was then used to grind the samples until they
could pass through an 850-μm sieve. A degassing tem-
perature of 40 °C was maintained for about 16 h and the
nitrogen-adsorption (BJH) method was used to figure out
the distribution of the mesopores (2–50 nm).
3 RESULTS AND DISCUSSION
The hydration products such as portlandite and
ettringite undergo structural swelling and the autogenous
swelling of the CKD-containing ECC at an early age re-
mains a mystery. Therefore, more research is required to
determine how CKD and FS affect the early-stage expan-
sion of ECCs.
3.1 Autogenous shrinkage
Figure 2, highlighting the autogenous shrinkage val-
ues for one week (7 d), shows the average autogenous
shrinkage strain values of the ECC mixtures for 100 d.
Negative and positive numbers represent the contraction
and swelling of the developed ECCs. In the early days,
within 5 d after demolding, all the ECC mixes showed
signs of expansion and after one day, the expansion be-
havior of the CKD-containing ECC mixes was more
R. RENO INFANTO, S. ADISH KUMA: SHRINKAGE BEHAVIOR OF AN ECO-FRIENDLY ENGINEERED ...
Materiali in tehnologije / Materials and technology 57 (2023) 1, 35–40 37

striking than that of the control ECC mix with the great-
est value. Previous studies indicated an expansion of the
cement with additives at an early stage, with medium to
high water/binder ratios, which can be related to the
growth of several hydration products.
22
The ECC mixes
with CKD displayed considerably larger shrinkage
strains during autogenous shrinkage for a longer term
during 100 d compared to the control ECC. The in-
creased shrinkage stresses in the ECC mixes with CKD
ranged from 264–293 μm/m and a significant increase in
the autogenous shrinkage with values of more than
50 μm/m after 100 d was observed at a 0.35 w/b ratio.
More precisely, from 6
th
to 50
th
day, the ECC mixes
showed roughly similar autogenous-shrinkage trends at a
15 % CKD inclusion, and after the 100
th
day, they
showed a larger shrinkage strain than the conventional
ECC mix with 10 % of CKD. After 10 d, the ECC with
20 % of CKD had the highest shrinkage value of all the
ECC mixtures, and after 100 d, it reached about 293
μm/m. Additionally, over the course of the testing period,
the autogenous shrinkage of the ECC with 15 % of CKD
grew at a slower rate and the values were stabilized after
50 d or so, whereas the ECC with 20 % of CKD stabi-
lized after 90 d. The results obtained were in accordance
with the previous findings that showed that autogenous
shrinkage increased with an increase in fine aggregates.
23
For up to a year, the value of the developed ECC was
measured and it was found that the long-lasting
hydration process in the CKD system was responsible
for the increased autogenous shrinking. Previous investi-
gations found a decreasing portlandite concentration,
which increased after 90 d. This finding points to ongo-
ing microstructural interactions between cement and
CKD that cause long-term autogenous shrinkage. Addi-
tionally, the pore structure refinement brought about by
the inclusion of CKD can be used to explain why the
autogenous deformation of the CKD-containing ECC
mixes and that of the control CKD mixes differ.
Figure 3 displays the distribution of voids/pores of
the control ECC and CKD-containing ECC mixes after
28 d of curing. Essentially, the pore-size ranges can be
divided into four categories, namely micropores, small
capillary pores/gel pores, medium capillary pores, and
large capillary pores.
24
The pores that influence the
shrinkage of an ECC to the greatest extent are the gel
and medium-sized pores, speeding up the self-desicca-
tion phenomenon in the ECC when the pore sizes are
less than 50 nm. As seen in Figure 3, specimens with a
15 % CKD inclusion showed significantly more medium
capillary holes and gel pores than the control ECC mix.
The capillary theory underlies the process of self-desic-
cation, the primary factor in the autogenous shrinkage of
cementitious materials. Increased autogenous shrinkage
in an ECC is caused by the fine pores due to the addition
of micro-sized CKD, which eventually lowers the equi-
librium of the internal moisture, thereby increasing the
capillarity pore pressure.
3.2 Total shrinkage
The progression of the total shrinkage of all the ECC
mixes is shown in Figure 4. Swelling peaks were not
seen in any of the ECC mixtures, suggesting that dry-
ing-related shrinkage might have offset or covered the
early-age expansion owing to autogenous shrinkage. On
the 20
th
day, a greater shrinkage was observed in the
ECC mix with CKD than in the control ECC mix. After
that, the ECC mix with CKD outperformed the control
ECC mix in its shrinkage values up to the 80
th
day. On
the 100
th
day, the shrinkage strains of the ECC with CKD
and the control ECC were nearly identical, and the rise
in the total shrinkage stresses within the cement matrix
might be explained with an increase in the fine content in
the binder.
As per standards, the total shrinkage of ECC speci-
mens at a constant temperature and RH is regarded as the
sum of autogenous and drying shrinkage. However, the
R. RENO INFANTO, S. ADISH KUMA: SHRINKAGE BEHAVIOR OF AN ECO-FRIENDLY ENGINEERED ...
38 Materiali in tehnologije / Materials and technology 57 (2023) 1, 35–40
Figure 2: Autogenous shrinkage of ECC mixes (inset covers the first
7d)
Figure 3: BJH method for the pore-size determination

drying shrinkage strains of an ECC cannot be directly
obtained by deducting autogenous shrinkage from the to-
tal shrinkage since the autogenous shrinkage in unsealed
shrinkage specimens are lower than the autogenous
shrinkage determined under totally sealed conditions.
This can be explained with the fact that as water evapo-
rates during drying, less hydration occurs, which slows
down autogenous deformation and total shrinkage. The
ECC mixes made with CKD and FS appear to undergo
this decrease in autogenous shrinkage. Despite this, Fig-
ure 2 clearly shows that the CKD-containing ECC mixes
have a larger autogenous shrinkage than the control ECC
specimen, although identical total shrinkage values were
obtained for both the CKD mixes and control ECC mix
at the adopted water content (0.35 w/b ratio). As a result,
the CKD-containing ECC mixes produce less drying
shrinkage strain than the control ECC. This can also be
explained with the finer pore structure of the CKD-con-
taining ECC system compared to the control ECC, creat-
ing a denser microstructure and lessening the water loss
from the CKD-ECC specimens, also correlating with the
results that indicate that the pores in the mECCs are
smaller than those in the plain ECC mix.
3.3 Drying shrinkage
Figure 5 depicts the drying shrinkage of the ECC
mixes after7dofbeing submerged in lime water. Over
the testing period, the developed ECC mixes with up to
15 % of CKD revealed similar shrinkage values up to
30 d, except for the ECC mix, which contained 20 % of
CKD, exhibiting larger shrinkage strains than the control
ECC. The drying shrinkage values were almost constant
after 90 d and the shrinkage development of the speci-
mens was minimal when compared to the thickness of
the ECC specimen. After 100 d, the drying and total
shrinkage values were almost similar regardless of the
binder composition, proving that the water content con-
trols the total and drying shrinkage rather than the binder
composition (of plain ECC or mECCs). Like the findings
of an earlier study, these results also showed that the in-
clusion of finer materials in the ECC, at an early age, can
cause a large shrinkage but afterward, at a later age, a
similar shrinkage value is observed. It should be empha-
sized that the specimens used in this investigation for
drying shrinkage include both types of shrinkage (drying
and autogenous) that occurred after one week of testing.
The total shrinkage strains of the ECC mixes with CKD
are comparable to those of the control ECC mix, espe-
cially as the age of the specimens increases.
4 CONCLUSIONS
The study delved more deeply into the assessment of
the total shrinkage of an ECC through the measurement
of autogenous and drying shrinkage at various ages:
The swelling of the ECC at an early stage was ob-
served due to a CKD inclusion, causing an autogenous
expansion. The formation of greater amounts of port-
landite and ettringite in the first 7 d caused this swelling
mechanism.
Higher shrinkage values were observed between the
7
th
and 100
th
d due to a greater refinement of the pores by
the finer CKD and FS particles that exhibited smaller
mean diameters than the silica sand. In the ECC mixes
with CKD, the enhanced shrinkage stresses ranged from
264–293 μm/m, and the autogenous shrinkage signifi-
cantly increased, reaching values of more than 50 μm/m
after 100 d.
The refinement of pores by CKD was confirmed
through the BJH absorption techniques, showing that the
process was continuous during 100 d.
The proportion of CKD played a major role in deter-
mining the shrinkage values at all stages and almost sim-
ilar shrinkage values were observed at later stages for the
CKD mixes and conventional ECC mixes. Thus, the de-
signed ECC mixes cut the building costs the most while
keeping the environment in balance and improving the
performance of ECCs.
R. RENO INFANTO, S. ADISH KUMA: SHRINKAGE BEHAVIOR OF AN ECO-FRIENDLY ENGINEERED ...
Materiali in tehnologije / Materials and technology 57 (2023) 1, 35–40 39
Figure 5: Determination of drying shrinkage over 100 d (inset covers
the first 7 d)
Figure 4: Determination of the total shrinkage after 100 d (inset cov-
ers the first 7 d)

Since an ECC is an unconventional concrete for use
in special applications, studies are required to replace
fine aggregates with a more economical and viable mate-
rial. There is no research on the behavior of ECCs when
siliceous aggregates are replaced, and no studies of
long-term shrinkage are available. There are several po-
tential areas into which this research work can be ex-
tended to gain enough knowledge on the use of the de-
veloped ECC for structural purposes.
5 REFERENCES
1
Z. Lin, T. Kanda, V. Li, On Interface Property Characterization and
Performance of Fiber Reinforced Cementitious Composites, Journal
of Concrete Science and Engineering, 1 (1999), 173–184,
doi:https://hdl.handle.net/2027.42/84718
2
D. Zhang, H. Wu, V. C. Li, B. R. Ellis, Autogenous healing of Engi-
neered Cementitious Composites (ECC) based on MgO-fly ash bi-
nary system activated by carbonation curing, Construction and Build-
ing Materials, 238 (2020), 117672, doi:10.1016/j.conbuildmat.2019.
117672
3
X. Huang, R. Ranade, W. Ni, V. C. Li, On the use of recycled tire
rubber to develop low E-modulus ECC for durable concrete repairs,
Construction and Building Materials, 46 (2013), 134–141,
doi:10.1016/j.conbuildmat.2013.04.027
4
N. T. Sithole, N. T. Tsotetsi, T. Mashifana, M. Sillanpää, Alternative
cleaner production of sustainable concrete from waste foundry sand
and slag, Journal of Cleaner Production, 336 (2022), 130399,
doi:10.1016/j.jclepro.2022.130399
5
T. Ramos, A. M. Matos, B. Schmidt, J. Rio, J. Sousa-Coutinho, Gra-
nitic quarry sludge waste in mortar: Effect on strength and durability,
Construction and Building Materials, 47 (2013), 1001–1009,
doi:10.1016/j.conbuildmat.2013.05.098
6
L. Fd. Santos, R. S. Magalhães, S. S. Barreto, G. T. A Santos, F. F. G.
de Paiva, A. E. de Souza, S. R. Teixeira, Characterization and reuse
of spent foundry sand in the production of concrete for interlocking
pavement, Journal of Building Engineering, 36 (2021), 102098,
doi:10.1016/j.jobe.2020.102098
7
Y. Aggarwal, R. Siddique, Microstructure and properties of concrete
using bottom ash and waste foundry sand as partial replacement of
fine aggregates, Construction and Building Materials, 54 (2014),
210–223, doi:10.1016/j.conbuildmat.2013.12.051
8
M. A. El-Mohsen, A. M. Anwar, I. A. Adam, Mechanical Properties
of Self-Consolidating Concrete Incorporating Cement Kiln Dust,
HBRC Journal, 11 (2015), 1–6, doi:10.1016/j.hbrcj.2014.02.007
9
K. B. Najim, Z. S. Mahmod, A-K. M. Atea, Experimental investiga-
tion on using Cement Kiln Dust (CKD) as a cement replacement ma-
terial in producing modified cement mortar, Construction and Build-
ing Materials, 55 (2014), 5–12, doi:10.1016/j.conbuildmat.2014.
01.015
10
A. Abdalla, A. Salih, Microstructure and chemical characterizations
with soft computing models to evaluate the influence of calcium ox-
ide and silicon dioxide in the fly ash and cement kiln dust on the
compressive strength of cement mortar, Resources, Conservation &
Recycling Advances, 15 (2022), 200090, doi:10.1016/j.rcradv.2022.
200090
11
J. Al-Rezaiqi, A. Alnuaimi, A. W. Hago, Efficiency factors of burnt
clay and cement kiln dust and their effects on properties of blended
concrete, Applied Clay Science, 157 (2018), 51–64, doi:10.1016/
j.clay.2018.01.040
12
F. Sayahi, M. Emborg, H. Hedlund, Y. Ghasemi, Experimental vali-
dation of a novel method for estimating the severity of plastic shrink-
age cracking in concrete, Construction and Building Materials, 339
(2022), 127794, doi:10.1016/j.conbuildmat.2022.127794
13
Z. Lyu, Y. Guo, Z. Chen, A. Shen, X. Qin, J. Yang, M. Zhao, Z.
Wang, Research on shrinkage development and fracture properties of
internal curing pavement concrete based on humidity compensation,
Construction and Building Materials, 203 (2019), 417–431,
doi:10.1016/j.conbuildmat.2019.01.115
14
G. Ke, J. Zhang, Y. Liu, Shrinkage characteristics of calcium sulpho-
aluminate cement concrete, Construction and Building Materials,
337 (2022), 127627, doi:10.1016/j.conbuildmat.2022.127627
15
M. Sun, P. Visintin, T. Bennett, The effect of specimen size on
autogenous and total shrinkage of ultra-high performance concrete
(UHPC), Construction and Building Materials, 327 (2022), 126952,
doi:10.1016/j.conbuildmat.2022.126952
16
M-Y. Xuan, X-Y, Wang, Autogenous shrinkage reduction and
strength improvement of ultra-high-strength concrete using
belite-rich Portland cement, Journal of Building Engineering, 59
(2022), 105107, doi:10.1016/j.jobe.2022.105107
17
L. Tian, M. Jiao, H. Fu, P. Wang, H. Zhao, W. Zuo, Effect of magne-
sia expansion agent with different activity on mechanical property,
autogenous shrinkage and durability of concrete, Construction and
Building Materials, 335 (2022), 127506, doi:10.1016/j.conbuildmat.
2022.127506
18
M. Maslehuddin, O. S. B. Al-Amoudi, M. K. Rahman, M. R. Ali, M.
S. Barry, Properties of cement kiln dust concrete, Construction and
Building Materials, 23 (2009), 2357–2361, doi:10.1016/j.conbuild-
mat.2008.11.002
19
Z. Lv, C. Liu, C. Zhu, G. Bai, H. Qi, Experimental Study on a Pre-
diction Model of the Shrinkage and Creep of Recycled Aggregate
Concrete, Applied Sciences, 9 (2019), 4322, doi:10.3390/
app9204322
20
F. Collins, J. Sanjayan, Effect of pore size distribution on drying
shrinking of alkali-activated slag concrete, Cement and Concrete Re-
search, 30 (2000), 1401–1406, doi:10.1016/S0008-8846(00)00327-6
21
Z. Wang, P. Sun, J. Zuo, C. Liu, Y. Han, Z. Zhang, Long-term prop-
erties and microstructure change of engineered cementitious compos-
ites subjected to high sulfate coal mine water in drying-wetting cy-
cles, Materials & Design, 203 (2021), 109610, doi:10.1016/
j.matdes.2021.109610
22
Y. Han, Y. Qin, Y. Wang, X. Zhang, The effect of different ages and
water-binder ratios on the mechanical properties of circulating
fluidized bed combustion desulfurization slag cement-soil, Case
Studies in Construction Materials, 17 (2022), e01660,
doi:10.1016/j.cscm.2022.e01660
23
H. Zhang, Y-Y. Wang, D. E. Lehman, Y. Geng, Autogenous-shrink-
age model for concrete with coarse and fine recycled aggregate, Ce-
ment and Concrete Composites, 111 (2020), 103600, doi:10.1016/
j.cemconcomp.2020.103600
24
Z-L. Jiang, Y-J. Pan, J-F. Lu, Y-C. Wang, Pore structure characteriza-
tion of cement paste by different experimental methods and its influ-
ence on permeability evaluation, Cement and Concrete Research,
159 (2022), 106892, doi:10.1016/j.cemconres.2022.106892
R. RENO INFANTO, S. ADISH KUMA: SHRINKAGE BEHAVIOR OF AN ECO-FRIENDLY ENGINEERED ...
40 Materiali in tehnologije / Materials and technology 57 (2023) 1, 35–40