Self-Compacting Concrete with Partially Substitution of Waste Marble: A Review

Abstract

Self-compacting concrete (SCC) is also seen as unsustainable since it uses a lot of natural resources. Recent researchers have focused on lowering construction costs and partially replacing cement with industrial waste. It is possible to effectively use various industrial wastes in concrete as cement or aggregates. Among these wastes, waste marble (WM) is a useful choice, and researchers have been interested in using WM in concrete for a couple of years. However, to pinpoint the advantages and recent advancements of research on WM as an ingredient of SCC, a comprehensive study is necessary. Therefore, the purpose of this study is to do a compressive evaluation of WM as an SCC ingredient. The review includes a general introduction to SCC and WM, the filling and passing capability of SCC, strength properties of SCC, durability, and microstructure analysis of SCC. According to the findings, WM improved the concrete strength and durability of SCC by up to 20% substitution due to micro-filling and pozzolanic reaction. Finally, the review also identifies research gaps for future investigations.

Full text

Ahmadetal. Int J Concr Struct Mater (2023) 17:25
https://doi.org/10.1186/s40069-023-00585-5
REVIEW
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Open Access
International Journal of Concrete
Structures and Materials
Self-Compacting Concrete withPartially
Substitution ofWaste Marble: AReview
Jawad Ahmad1 , Zhiguang Zhou1* and Ahmed Farouk Deifalla2
Abstract
Self-compacting concrete (SCC) is also seen as unsustainable since it uses a lot of natural resources. Recent research-
ers have focused on lowering construction costs and partially replacing cement with industrial waste. It is possible
to effectively use various industrial wastes in concrete as cement or aggregates. Among these wastes, waste marble
(WM) is a useful choice, and researchers have been interested in using WM in concrete for a couple of years. However,
to pinpoint the advantages and recent advancements of research on WM as an ingredient of SCC, a comprehensive
study is necessary. Therefore, the purpose of this study is to do a compressive evaluation of WM as an SCC ingredient.
The review includes a general introduction to SCC and WM, the filling and passing capability of SCC, strength prop-
erties of SCC, durability, and microstructure analysis of SCC. According to the findings, WM improved the concrete
strength and durability of SCC by up to 20% substitution due to micro-filling and pozzolanic reaction. Finally, the
review also identifies research gaps for future investigations.
Keywords Waste marble, Chemical composition, Mechanical performance, Durability and scanning electronic
microscopy
1 Introduction
Self-compacting concrete (SCC) is a modern improve-
ment in the concrete industry that first debuted in Japan
two decencies ago.Practical applications of SCC include
filling in severely fortified areas and enhancing the capa-
bilities of in-situ concrete (Ashish & Verma, 2019b). But
compared to regular concrete, the cost of making SCC
is greater (20–50%) (Nehdi etal., 2004). e increased
expense of SCC is attributable to the need for chemical
admixtures and a large proportion of Portland cement,
both of which are used to achieve the appropriate fluidity
(Ashish & Verma, 2019a). Numerous significant research
regarding SCC has been conducted in recent years. e
presence of filling material in the SCC blend is the key
distinction between SCC and regular concrete. As a
result, the influence of filling materials on the attributes
of SCC has also been the subject of several investigations.
ese research findings suggest that using filler materials
in SCC results in enhanced workability and lower cement
percentages (Topcu etal., 2009). Low hydration heat and
less shrinkage cracking may also be attained with filler
materials (pozzolanic materials). According to research,
utilizing fine materials with varied grain sizes and mor-
phologies improves SCC performance over the long
run by increasing compactness and lowering the danger
of cracking compared to heat hydration (Boukendak-
dji etal., 2012). Additionally, lowering the cement con-
centration of concrete might be seen as an economical
approach since cement is the most costly component of
concrete. Additionally, the gaps between the particles are
filled, allowing for the creation of impermeable concrete.
Consequently, concrete’s resilience is also improved
(Assie et al., 2007). Actually, by enhancing the particle
Journal information: ISSN 1976-0485 / eISSN 2234-1315
*Correspondence:
Zhiguang Zhou
zgzhou@tongji.edu.cn
1 Department of Disaster Mitigation for Structures, Tongji University,
Shanghai 200092, China
2 Structural Engineering Department, Faculty of Engineering
and Technology, Future University in Egypt, New Cairo 11845, Egypt

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Ahmadetal. Int J Concr Struct Mater (2023) 17:25
grading and wrapping, the introduction of extra cemen-
titious ingredients results in enhanced workability and
cohesiveness (Sonebi and BARTOS 1999). By employ-
ing filler resources like limestone powder as a filler, SSC
is another concrete technology promoting sustainable
growth. e inclusion of particles that may be divided
into two categories as inert or pozzolanic can increase
the SCC’s fresh rheological properties, strength, and
durability (Domone, 2006). e quantity and the kind of
cementitious or inert powders used depend on the pow-
ders’ physical and chemical characteristics, which affect
how well fresh paste performs. Due to the complicated
interaction of various components, there are no recog-
nized criteria for their impact (Felekoğlu etal., 2006).
Over the last three decades, the construction industry
has taken a number of steps, particularly in the United
Kingdom, to limit the release of harmful chemicals asso-
ciated with cement manufacturing. Alternative options
involve developing a greater efficient clinker grinding
process, integrating sustainable cement manufacture,
substituting organic gas for coal in calcination, and uti-
lizing chemicals to absorb carbon dioxide. Using cemen-
titious materials, on the other hand, might be a realistic
strategy for drastically reducing carbon emissions. Manu-
facturing wastes, such as fly ash, metakaolin, waste glass,
waste marble, and silica fume, are used to substitute
cement, which has the potential to dramatically decrease
greenhouse gas releases.
A number of academics are currently deepening their
research on renewable resource use and worldwide envi-
ronmental preservation (Ahmad et al., 2022a, 2022b,
2022c, 2022d). Sustainable development is a type of
assessment that aims to raise living standards while also
satisfying the needs of coming generations. Its objectives
include, among others, meeting basic needs, improv-
ing living conditions, and promoting the preservation
and management of ecosystems (Smith etal., 2002). e
reuse of diverse industrial wastes is increasing quickly
on a global scale in reaction to raising community wor-
ries about ecological depreciation, the reduction of fos-
sil fuels, and sustainable growth (Zhang et al., 2020).
Overall, the development of cement, a crucial element in
concrete (Siddique etal., 2018), is a substantial source of
dangerous gas emissions such as carbon dioxide (Amin
et al., 2020). Recent research has focused on lowering
construction costs and partially replacing cement with
industrial waste. Several experiments have examined
the characteristics of freshly laid and cured concrete by
partially replacing cement with industrial effluents (Rol-
lakanti etal., 2020). e annual proportion of trash pro-
duction is shown in Fig.1. In the majority of developing
nations, the most urgent problem is waste reduction
and effective waste management (Aruntaş et al., 2010).
Among these byproducts, WM provides a potential
cement alternative. Recycling building and demolition
debris results in energy savings since less massive rocks
Fig. 1 Different waste production (Ofuyatan et al., 2022)

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Ahmadetal. Int J Concr Struct Mater (2023) 17:25
need to be processed via blasting to create the waste.
Building interiors and exteriors both employ WM for
decoration and esthetics. Buildings use it for 70% of their
finishes, and since trash is deposited indiscriminately, it
pollutes the environment.
Numerous studies favor the use of WM in cementi-
tious products to replace cement (Elyamany etal., 2014).
According to research, utilizing WM powder may sig-
nificantly improve the characteristics of concrete (Ashish
etal., 2016), however depending on the kind of cement
used, replacing sand with WM powder results in higher
performance for concrete (Aliabdo etal., 2014). Accord-
ing to research, concrete samples made withblast fur-
nace slag and WM had far greater durability than control
concrete. Additionally, there is a significantly improved
connection between the additives and the binder in the
samples that include WM, granite, and pulverized blast
furnace slag (Binici etal., 2008). A study looked at how
WM affected the shrinkage and compressive strength
(CS) of blends. ey concluded that the increase in WM
replacement results in lower shrinkage. Furthermore, the
carbonation depth is boosted (Abd Elmoaty 2013) due to
poor matrix.
A brief review of the literature demonstrates that
although SCC has a lot of advantages over conventional
concrete but still not treated as conventional concrete
due to a lack of knowledge. erefore more details
research is required. Furthermore, SCC is also thought
to be unsustainable due greater quantity of filler require-
ment which also restricts its practically used. Recent
researchers have concentrated on lowering construc-
tion costs and partially replacing cement with industrial
waste. Although researchers suggest that WM is reliable
for use as cement or aggregates in concrete. However,
to pinpoint the advantages and recent advancements of
research on WM as a concrete ingredient, a comprehen-
sive study is needed. is study intends to do a compres-
sive evaluation of WM as an SCC ingredient. e main
focuses of this study are the general introduction of SCC
and WM, the filling and passing capacity of SCC, the
strength characteristics, durability, and microstructure
analysis of SCC. According to the results, WM improved
concrete strength and durability but lowered SCC capac-
ity for filling and passing. Finally, the analysis also detects
areas of unsolved research for future investigations.
2 Physical andChemical Properties
Physical characteristics, such as specific gravity, absorp-
tion, particle size distribution, fineness, moisture, and
density, are a few of the physical characteristics of WM
that help define its suitability for use in concrete. WM is
mostly white in color. But the color depends on the WM
type. WM has a specific gravity of 2.71 (Ofuyatan etal.,
2019), roughly equivalent to cement (3.0). e water
absorption of WM was stated at 3.13% (Ofuyatan etal.,
2022), which negatively impacts workability. e bulk
density of WM is 13.75kg/m3 (Choudhary etal., 2021)
which is slightly lower than the bulk density of cement
(1440kg/m3). e chemical makeup of WM is compara-
ble to cement and may be used as a binder in concrete.
Fig.2 shows the chemical makeup and XRD analysis of
WM.
WM has a greater percentage of amorphous SiO2 and
microscopic particle size, making it a pozzolanic mate-
rial. e sum of all the following components (mag-
nesium, alumina, iron, lime, and lime) in WM is more
than 70%. erefore, if the total sumof silica, iron, lime,
magnesium, and alumina is more than 70%, the materi-
als may be categorized as pozzolanic materials, as per
ASTM (ASTM, 2017). It should be noted that WM com-
prises more than 70% of the stated component. e WM
has the capacity to be used in the substitution of binders
in concrete. e WM’s amorphous shape makes it highly
reactive, allowing for a reaction between silica (found
in WM) and calcium hydroxide (CH), which forms dur-
ing the hydration of cement. e pozzolanic reaction
leads to the formation of calcium silicate hydrates (CSH)
(Ahmad etal., 2021a, 2021b, 2021c). Concrete durability
and strength have increased because of the CSH binding
qualities. e waste WM pictures from a scanning elec-
tron microscope (SEM) are displayed in Fig.3.
eSEM morphology showed some bigger WM par-
ticles and tiny particles with fine clay particles in the
agglomerated state. Additionally, it should be noticed
that WM particles have an angular form and a rough sur-
face. Due to increased friction, WM angular and harsh
surface particles decreased the flow properties. However,
the interlocking of the angular and rough surfaces may
improve the concrete’s strength properties.
3 Fresh Properties
3.1 Air Content
e air content of SCC decreased with the addition of
WM as filler materials as shown in Fig.4. For an SCC,
the maximum allowed air content percentage is 5% (Aly-
ousef etal., 2018a). According to research, the four SCC
formulations range in air concentration from 1.2 per-
cent to 3.2 percent. ese numbers demonstrate that
the four SCC are at their most compact without vibrat-
ing or clamping (air content less than 5%). e results
also demonstrate that when paste volume is increased,
SCC becomes more compact (Alyousef et al., 2018a).
Research revealed that the air concentration of SCC was
decreased when discarded glass was replaced. According
to the study, concrete containing 25, 50, and 75% of fine
glass aggregate had an air content of 3.0 to 3.5 regardless

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Ahmadetal. Int J Concr Struct Mater (2023) 17:25
of the kind of glass utilized Tan and Hongjian (2013).
Using WM in SCC has increased the amount of air in
the compound. e water requirement for lubrication
on filler particles has changed for the same w/c ratio as a
result of the increase in filler content (Topcu etal., 2009).
Reusing WM as sand in SCC decreases density and air
content, assures cohesiveness, and resists segregation,
according to research (Djebien etal., 2018). Research has
also shown that regardless of the replacement rate, add-
ing WM sand causes the air content to drop. When 15%
WM sand is added to the mortar, the volume of occluded
air somewhat drops from 7.4% for the control sample
to 4.8%. e large decrease in the amount of air that is
entrained in WM sand composite mortars is due to the
a
b
Fig. 2 (a) Chemical composition (Amani et al., 2021) and (b) XRD (Sutcu et al., 2015)

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Ahmadetal. Int J Concr Struct Mater (2023) 17:25
mixes being more compact when WM sand has been
used in place of natural sand (Djebien etal., 2015).
3.2 Slump Flow andSlump T50
e slump flow of SCC increased and slump T50 time
decreased with the addition of WM as filler materials as
shown in Fig. 5. e slump-flow test is a value-system
measuring concrete’s capacity to deform when subjected
to its weight and surface friction without the presence
of external restraints (Felekoğlu etal., 2007). Research
is done on SCC as a 10–30% granite alternative manu-
factured from WM and recycled aggregates (RA). With
increasing partial replacement with WM, slump flow may
be seen to have risen (from 560 to 570mm). Addition-
ally, more recycled material lessens the concrete’s slump
flow (from 550 to 500 mm). is is because recycled
aggregate has a high rate of water absorption. Results for
WM were acceptable, while those for recycled aggregate
(> 20 weight percent partial substitution) were not. For
the T50cm, it was noted that an increase in the percent-
age of recycled aggregate appears to lengthen the time it
brings for the concrete to achieve the 50cm mark on the
flat board (from 7.40 to 8.00s). is is a result of poor
ability to flow. When the proportion of WM is raised,
the time required for the concrete to reach the 50cm
threshold is shortened (from 5.65 to 5.36s). In summary,
although using WM enhanced the flowability of the SCC,
using recycled aggregate as a partial substitute for granite
decreased it (Ofuyatan etal., 2022).
A study has shown that switching from cement to
WM reduces slump. However, WM has a greater spe-
cific area than Portland cement. e replacement had
less flowability since there was more friction. How-
ever, it was shown that the slump increases when WM
replaces the sand. It results from the WM’s fine-filling
action (Ashish, 2018). In research that looked at how
the qualities of SCC would change when WM was sub-
stituted, improvements to concrete’s workability were
shown to have a detrimental impact on CS by per-
centages ranging from 10 to 40% (Belaidi etal., 2012).
Compared to secondary cementitious materials (SCMs)
Fig. 3 SEM of marble particles (Sutcu et al., 2015)
Fig. 4 Air content (Alyousef et al., 2018a)

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Ahmadetal. Int J Concr Struct Mater (2023) 17:25
containing 6% silica fume, mortars made entirely of
cement are much less cohesive. Because there is more
interaction between the fly ash’s higher cohesiveness
and silica fume, the flowability of mortars containing
silica fume is less good than that of mortars containing
fly ash (Turk, 2012).
3.3 V Funnel andL Box Ratio
e v funnel time decreased, and the L box ratio
increased with the addition of WM as filler materials
as demonstrated in Fig.6. e rheological and strength
characteristics of SCC are examined with the incorpora-
tion of WM as an additional cementation material. All
Fig. 5 Slump flow and slump T50 (Pattapu & Lal n.d.)
Fig. 6 V Funnel and L box ratio (Pala et al., 2015)

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Ahmadetal. Int J Concr Struct Mater (2023) 17:25
mixtures had a v-funnel flow time that differed from 5 to
6.6s. It should be noted that all mixes, except the con-
trol mix, do not meet the EFNARC’s minimum needs for
v-funnel flow time (EFNARC & Specification, 2002).
However, several studies were able to produce a satis-
factory SCC with v-funnel flow times less than 6s, there-
fore these values are acceptable (Khayat & Manai, 1996).
shown visually that there is no bleeding or segregation
issue. Research is done on SCC as a 10–30% granite alter-
native manufactured from recycled aggregates (RA) and
WM. It was found that the flow time rose from 8.10 to
9.32s as the percentage of RA grew, indicating that the
flowability diminished with increasing RA amounts.
For WM, it was the exact reverse (from 7.45 to 7.10s)
(Ofuyatan etal., 2022). According to the study, the Vfun-
nel gradually shrinks as the silica fume proportionrises,
indicating that this facilitates the vertical movement of
bits by fewer air bubbles that hinder paste flow vertically
(Arshad et al., 2021). But according to a study (Shar-
batdar etal., 2020), 5 percent silica fume resulted in a
ratio of 0.78, which is higher than the allowable limit for
SCC as specified by technical standards. Although stud-
ies (Hamzah etal., 2015) showed that ratios up to 0.60
had good passage capability e technical specification
declares that for the SCC to have a good passing capabil-
ity, the blocking ratio value should be greater than 0.80
(Iqbal etal., 2017).
Utilizing silica fume and waste WM in substitution of
cement to the extent of 30% and 5%, respectively, allowed
researchers to examine the fresh qualities of SCC. As
a result, the fresh characteristics are up to 20% bet-
ter when WM is used to substitute cement Choudhary
et al. (2019). For all the SCC combinations, the block-
ing ratios varied from 0.88 to 0.96, which is within the
SCC limit. Due to micro-filling, WM had a beneficial
effect. e research found that when the quantity of WM
sludge increases, the ratio of (h2/h1) falls. is outcome
is a result of the SCC’s increased viscosity caused by the
substantial quantity of WM (Alyousef et al., 2018b). A
researcher asserts that because the V funnel investiga-
tion revealed that the viscosity of glass-based SCC has
been lowered, the separation parameter will prevail for
this kind of concrete (Sharifi etal., 2013). According to
the research, improving the quantity of glass powder in
the mix while maintaining the quantities of all the other
mix constituents improves the concrete’s flowability. e
gain in flowability with more WG may be due to this
improvement in compact packing (Rehman etal., 2018).
WM-SCC showed greater blocking ratios than SCC using
recycled aggregates, according to research. However, for
recycled aggregates and WM SCC, the blocking ratios
decreased by boosting the substitute from 0.84 to 0.80
and from 0.95 to 0.85, respectively (Ofuyatan etal., 2022).
Table1 depicts the summary of fresh properties of SCC
with WM substitutions.
3.4 Yield Stress andPlastic Viscosity
Low yield stress is necessary to produce highly mobile
concrete, while high viscosity is needed to produce con-
crete with great resistance to separation. Unfortunately,
adding water also decreases viscosity, making it unable
to reduce yield stress. Although the viscosity will only be
somewhat reduced by the use of a superplasticizer, the
yield stress will also be decreased. A mix’s viscosity may
be raised by altering its parts, adding a viscosity modi-
fier, or adding filler components. Fig.7 shows the yield
stress and plastic viscosity with the substitution of WM.
It can be noted that the yield stress and viscosity both
Table 1 Summary of filling and passing ability of concrete with WM
Ref. Percentage
Range of
WM
Replacement W/CSlump Flow
(600 to
850mm)
Slump T50 (2
to 5s) V Funnel (6 to
12s) L Box Ratio (0.8
to 1.0) Remarks
(Topcu et al.,
2009)0 to 50% Cement 0.38 820 to 590 – – – Not within the
limit of SCC
(Boukhelkhal
et al., 2016)0 to 20% Cement 0.40 705 to 740 – 6.6 to 5.0 – Within the limit
of SCC
(Ofuyatan et al.,
2022)0 to 30% Coarse Aggre-
gate 0.40 560 to 570 – 7.2 to 7.0 0.95 to 0.85 Not within the
limit of SCC
(Choudhary
et al., 2019)0 to 30% Cement 0.36 – 3.0 to 5.0 12 to 10 0.92 to 0.88 Within the limit
of SCC
(Pala et al., 2015) 0 to 25% Sand 0.36 – 4.5 to 3.0 10.8 to 7.5 0.82 to 0.92 Within the limit
of SCC
(Rahman et al.,
2019)0 to 50% Sand – 670 to 740 4.3 to 2.1 10.2 to 8.4 – Within the limit
of SCC
(Pattapu and Lal
n.d.) 0 to 50% Cement 0.33 690 to 711 4.25 to 2.9 – 0.8 to 0.99 Within the limit
of SCC

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Ahmadetal. Int J Concr Struct Mater (2023) 17:25
declined with the substitution of WM. SCCs are typically
constructed with low yield stresses of zero to 60Pa and
plastic viscosities of 20 to 100Pa. (Níelsson & Wallevik,
2003). According to this Fig.7, raising the WMconcen-
tration reduces yield stress. e yield stress is reduced by
1.8, 3.5, 8.6, and 10.3 percent for blends 5, 10, 15, and 20
respectively. e yield stress is a measure of intergranu-
lar frictions; as intergranular frictions grow, so does the
yield stress. e reduction in yield stress may be ascribed
to the substitution of WMfor cement, which results in a
higher paste compared to the reference blend, which low-
ers the connections among the aggregate fragments and,
as a consequence, the yield stress decreased (Yahia etal.,
2005). Similarly, increasing the WM quantity reduces the
plastic viscosity. e plastic viscosities of the 0, 5, 10, 15,
and 20% WM mixtures are 154, 135, 99, 94, and 64Pa.s,
correspondingly. is indicates that the plastic viscosity
of the mixes 5, 10, 15, and 20 WM decreases by 12, 35, 39,
and 58 percent, correspondingly. ese findings might be
described by a decline in resistance at the interface aggre-
gate, which reduces SCC flow opposition (Topcu etal.,
2009). e plastic viscosity of concrete is often connected
to the permeability processes. In reality, lowering the
plastic viscosity makes the concrete easier to pump and
the casting time much shorter Khayat etal., 1999). Higher
concrete viscosity levels are often associated with stiffer
concrete, which may make pumping more difficult. e
lower viscosity values of glass blends allow for improved
concrete component cohesion and easy pumping ability.
Pozzolanic materials mixed with concrete have higher
homogeneity due to improved physical action of particle
gradation and particle packing. Because of the rough sur-
face of the glass particles, the plastic viscosity increased
with particle size (Cyr etal., 2000).
4 Strength Properties
4.1 Compressive Strength
Generally, compressive strength (CS) decreased with
substitution WM in SCC as shown in Fig.8 and Table2.
According to one research (Choudhary etal., 2021), the
incorporation of WM into SCC blends at a 10% replace-
ment level resulted in higher CS than empty blends. is
increase in CS was mostly due to the filling impact. Fur-
thermore, the minerals present in WM (dolomite and
calcite) may be responsible for heterogeneous nuclea-
tion, which aids in the synthesis of CH (Uysal & Sumer,
2011). However, increased WM incorporation (i.e., 20%
and 30%) in SCC blends resulted in lower CS (Choud-
hary etal., 2021). e dilution of C3S and C2S molecules
caused the strength decline. e research had similar
findings (Uysal & Sumer, 2011). e pozzolanic interac-
tion of SiO2 in cementitious materials with CH results in
the formation of additional binding chemicals, such as
CSH, which is accountable for the beneficial effect on CS.
Concrete may continue to build strength over time with
the addition of the additional binder created by the slag
reaction with available lime. However, at higher doses,
strength diminishes due to the dilution effect, which
Fig. 7 Plastic viscosity and yield stress (Boukhelkhal et al., 2016)

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Ahmadetal. Int J Concr Struct Mater (2023) 17:25
causes the alkali–silica reaction due to a larger quantity
of unreactive silica being available due to the enhanced
proportion of slag used in concrete. Research also sug-
gested that the pozzolanic activity, which happens at
a slower pace than the rate of cement hydration and is
paired with the filling cavities in concrete elements of
pozzolanic materials, results in better strength (Ahmad
etal., 2021a, 2021b, 2021c).
According to one research, the drop in CS was caused
by a decrease in binder content, since WM is an inert
and non-pozzolanic substance (Choudhary etal., 2019).
e CS rises with concrete age and falls with rising WM
concentration (Boukhelkhal etal., 2016). e lowering of
CS is related to the use of an inactive mineral, which, in
contrast to a pozzolanic admixture, reduces the CS with
time (Heikal etal., 2000). Studies explored the character-
istics of concrete mixes including limestone and WM.
e results showed that increasing the quantity of WM
enhanced the CS and abrasion resistance (Hanifi etal.,
2007). According to one research, CS rose somewhat
up to 15% cement substitution of WM when associated
with the blend without WM concrete. is is owing to
the pore-filling action in WM (Ashish, 2018), which
increases the qualities of the transition zone (TZ) around
the aggregate (Shirule etal., 2012). e substitution of 5%
cement by WM provides significant strength; however,
this strength decreases as the replacement percentage
increases over 5%. e strength produced by substituting
up to 20% of the sand with WM is the same as that of
a concrete mix containing 100% sand (Pathan & Pathan,
2014). e chemical makeup of WM, particularly its high
SiO2 concentration, provided favorable conditions for
action not only as a filler but also partly as a binder owing
to pozzolanic activity (Belaidi etal., 2012).
A researcher created SCC using limestone as a filler
material and w/c of 0.30 and 0.34. e addition of lime-
stone filler raises the CS. e filler is an inert additive that
may be expected as an ultrafine which fills spaces. e CS
of SCC in 0.30 w/c varied between 43 and 58MPa (Bon-
avetti etal., 2003). By filling holes, stone dust, and WM
boost both initial and late-age CS. If stone dust and WM
are used in significant quantities in SCC, the loss in CS is
caused by a growth in the requirement for binder owing
to the fineness of the filler (Topcu etal., 2009).
Fig9 depicts the strength age relationship of CS at 7,
14, and 28days after curing with varied replacement
ratios of WM. As a benchmark strength, the CS of con-
trol concrete at 28days is used. For reference, the CS
of SCC with 15% WM substitution with cement was
utilized. At the 15% substitution ratio of WM, CS is
46 percent less than reference CS after 7days of cur-
ing. With 14 and 28days, the CS at 15% replacement of
WM with cement is 35 and 18% lower than the corre-
sponding concrete. It is possible to conclude that SCC
with WM as a cement gained as curing days increased.
According to one study, the significant improvement in
CS at 56 and 90days is due to the pozzolanic reaction
of pozzolanic materials as it gradually gains strength as
judged by the hydration of OPC (Ahmad etal., 2022a,
2022b, 2022c, 2022d). Similarly, investigations have
shown that the pozzolanic response is slower than OPC
hydration (Ahmad etal., 2022a, 2022b, 2022c, 2022d;
Fig. 8 Compressive strength (Boukhelkhal et al., 2017; Pala et al., 2015; Pattapu & Lal n.d.)

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Ahmadetal. Int J Concr Struct Mater (2023) 17:25
Ahmad et al., 2022a, 2022b, 2022c, 2022d). Similarly,
research indicates that the loss in early age strength
(3 and 7days) with the replacement of quarry dust is
attributable to the fact that the pozzolanic reaction
occurs slowly in comparison to cement hydration. Simi-
lar research found that the pozzolanic process is slower
than cement hydration (Ahmad et al., 2022a, 2022b,
2022c, 2022d). As a result, the early age strength (3
and 7days) dropped when quarry dust was substituted.
However, at a later age, there was an improvement in
strength (28 days). However, with larger WM doses,
there was a significant drop in CS. It is possible that the
lack of flowability raised the compaction affords, result-
ing in larger voids in hardened concrete. Furthermore,
greater doses (25%) generate an alkali-silica response
owing to dilution effects, resulting in a drop in CS.
According to one research, WM is an inert ingredient
that does not significantly alter the phase composition
of the resulting mix. Indeed, using WM as a filler in
the SCC composition enhances intruded pore volume,
decreases the fraction of tiny pores, and raises the SCC
CS (Alyousef etal., 2018a).
Table 2 Strength Properties of Concrete with WM
References Percentage
Range of
WM
Replacement W/CDays Max Change in
Compression
Strength (%)
Max Change in
Tensile Strength
(%)
Max Change in
Flexure Strength
(%)
Remarks
(Boukhelkhal et al.,
2017)0 to 20% Cement 0.4 28 44 – – Decreased
56 35
90 33
180 19
(Topcu et al.,
2009)0 to 50% Cement 0.38 28 48 - 36 Decreased
(Boukhelkhal et al.,
2016)0 to 20% Cement 0.40 7 33 23 - Decreased
28 40 17
(Ofuyatan et al.,
2022)0 to 30% Coarse Aggregate 0.40 7 38 68 15 Decreased
14 33 72
28 28 44 40
(Choudhary et al.,
2019)0 to 30% Cement 0.36 7 13 – – Decreased
28 14
(Latha et al., 2015) 0 to 20% Sand 0.4 to 0.5 7 12.5 – – Increased
28 12.5 12.6 12.3
(Abid & Singh,
2019)0 to 15% Sand 0.45 7 30 67 146 Increased
14 26 79 31
28 28 65 32
(Pala et al., 2015) 0 to 25% Sand 0.36 7 28 – – Decreased
14 28
28 28
(Rahman et al.,
2019)0 to 50% Sand – 7 17.1 9.0 8.0 Increased
28 10.5
(Tomar & Kumar,
2018)0 to 50% Sand – 7 4.5 – – Increased
28 7.9
(Pattapu & Lal n.d.) 0 to 50% Cement 0.33 28 50 – 33 Decreased
(Choudhary et al.,
2021)0 to 30% Cement 0.33 7 11 – – Increased
28 8.0
56 7.0
90 13
(Ofuyatan et al.,
2019)0 to 35% Sand 0.50 7 30 10 – Increased
28 22 41
56 5.0 16
90 6.0 8

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Ahmadetal. Int J Concr Struct Mater (2023) 17:25
4.2 Split Tensile Strength (STS)
Similar to the compressive strength (CS), split tensile
strength (STS) also decreased with substitution WM in
SCC as shown in Fig. 10 and Table. 2. However, some
studies claimed that the STS of SCC improved with
WM. e STS of concrete having 0%, 10%, and 15%
WM as partial replacement of sand was measured after
7-, 28-, 56-, and 90-day curing periods. e outcome
Fig. 9 Relative compressive strength (Pala et al., 2015)
Fig. 10 Tensile strength (Boukhelkhal et al., 2017; Ofuyatan et al., 2022; Rahman et al., 2019)

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Ahmadetal. Int J Concr Struct Mater (2023) 17:25
demonstrates the effect of replacing sand with WM. It
can be shown that the maximum STS can be obtained
with 10% WM as a sand substitute, while somewhat
lower results were obtained with 15% WM as compared
to 10% WM at all curing ages. A study also concludes
that 50% of foundry sand can be a substitute for concrete
without decreasing its performance(Ashish & Verma,
2021). Low permeability is often accountable for this
development in STS when WM is used as a filler. e use
of WM as a sand substitute enhances the STS associated
with the reference blend (Ashish, 2018). Low porosity is
often responsible for this improvement in STS with the
use of WM as a filler. Compared to the control mix, the
use of WM as a sand substitute enhances the STS (Rah-
man etal., 2019). It was discovered that the STS of M15
grade concrete at 7 and 28days rises with the propor-
tion of WM powder by up to 35%. At 7 and 28days, the
STS of M15 grade concrete improved by 15.55 percent
and 17.95 percent, respectively. is improvement in
strength is caused by the WM’s filling capacity and cohe-
sive qualities inside the concrete mix (Ofuyatan et al.,
2019). e concrete mixture performs extremely well in
terms of strength and quality when sand is substituted
with 50/50 marble sludge powder and quarry rock dust.
According to the data, a 50 percent quarry dust mix gen-
erated higher CS and breaking STS. When the marble
sludge powder content is raised by more than 50%, the
CS and TS of concrete are impacted, but the workability
improves (Hameed & Sekar, 2009).
According to one research, substituting normal sand
with WM at a proportion of 15–75 percent increases
compressive and tensile strength by 20 to 26 percent
and 10 to 15 percent, correspondingly (Arel, 2016).
According to one research (Ergün, 2011), replacing 5%
of the cement with WMP in binary and ternary-blended
cement resulted in compressive and flexural strengths
(FS) greater than reference concrete. Furthermore, the
inclusion of waste WM as fine and coarse aggregates in
concrete has been shown to be beneficial in increasing
both compressive and tensile strengths; however, when
it comes to concrete workability, some adjustments in
the amount of water, mix proportions, and grading of
fine and coarse WM aggregates are needed to improve
it (Hebhoub etal., 2011). A researcher created concrete
mixes by substituting gravel with WM at several rates
ranging from 5 to 50%. ey discovered an increase in
the compressive and tensile strength of samples with 50%
WM (Chavhan & Bhole, 2014). It is thought that adding
a particular amount of pozzolanic materials is critical to
increasing the STS of concrete since adding more pozzo-
lanic ingredients than required weakens the material. e
formation of weak zones as a result of inadequate pozzo-
lanic material distribution might provide proof for it. e
quick consumption of Ca(OH)2 created during hydration,
particularly in later stages due to the increased reactiv-
ity of pozzolanic minerals, might be the reason of higher
STS in concrete containing pozzolanic components.
Fig. 11 depicts the relationship between CS and STS at
various percentages of WM. It is commonly known that
CMS and STS are connected, i.e., STS of concrete is 9 to
10% of CS (Basar & Aksoy, 2012). Consequently, with an
R2 value of 80, there is a significant association between
Fig. 11 Correlation between compressive strength and flexural strength (Ofuyatan et al., 2022; Rahman et al., 2019)

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Ahmadetal. Int J Concr Struct Mater (2023) 17:25
CPS and STS. Based on different WM percentages, the
following equation has been developed.
where fSTS = STS and fCS = compressive strength.
erefore, Eq. (1) can be used to predict the tensile
strength from the compressive strength of SCC with var-
ying doses of WM.
4.3 Flexural Strength (FS)
Similar to the compressive strength (CS), flexural
strength (FS) also decreased with substitution WM in
SCC as shown in Fig. 12 and Table. 2. However, some
studies claimed that the STS of SCC improved with
WM. According to research, the amount of WM substi-
tuted for cement led to a drop in the FS of SCC (Pattapu
& Lal n.d.). According to research, the key components
and strength-giving agents of cement, C2S, and C3S
are diluted by the WM addition, which causes a drop in
strength (Türker etal., 2002). According to research, SCC
that used recycled aggregates as a partial replacement
had a somewhat better FS than those that used WM.
Poorer FS was caused by higher partial replacement of
granite. e best FS for the partial substitute specimens
was 2.0MPa and 1.86MPa for recycled aggregates and
WM SCC, correspondingly (at 10% partial substitute and
28days of curing period) (Ofuyatan etal., 2022). When
the cement was partly replaced with silica fume dur-
ing curing, the FS of the SSC was reduced during the
whole curing duration. When silica fumes are used to
(1)
FSTS
=
0.108FCS
−
0.35
partly replace cement, strength is reduced because of a
weak interfacial transition zone. e silica fume applica-
tion has a poor transition zone, which adversely affects
the strength properties (Ofuyatan et al., 2021). More
glass powder was used, which produced a higher FS, as
opposed to employing fly ash. When compared to ref-
erence concrete, the FS of 20% glass replacement is
improved by 57.47%. Glass powder has a higher active
silica content than fly ash (Öz etal., 2017), which causes
more CSH and more FS of SCC.
However, the researcher discovered that adding 5%
WMP to binary- and ternary-blended cement leads to
compressive and FS values that are greater than those
of control concrete (Ergün, 2011). e pozzolanic and
micro-filling actions of WM are what cause the elevated
FS. Research that evaluated the impact of WM as a par-
tial substitute for natural fine aggregate on the strength
and durability of low-strength concrete mixes revealed
an increase in CS and FS of 84 percent and 18.6 per-
cent, correspondingly (Chawla et al., 2020). Concrete
with crushed particles that are angular in form and
have a rough texture has a greater FS when compared
to naturally rounded gravel (Mehta, 1986). is is
because there is a stronger physical and chemical con-
nection between the cement paste and the aggregate.
Research has shown that utilizing quarry rock dust in
place of sand boosted the FS and CS of concrete. is
rise may have been caused by the fine aggregates’ inher-
ent strength and the cement paste’s close relationship
with the fine aggregate (Rao et al., 2012). Similar to
Fig. 12 Flexural strength (Latha et al., 2015; Pattapu & Lal n.d.; Rahman et al., 2019)

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Ahmadetal. Int J Concr Struct Mater (2023) 17:25
this, research finds that adding waste WM enhances
the strength of concrete by up to 15% when replacing
cement by weight and that any addition of waste WM
results in a minor reduction in strength when com-
pared to regular concrete. e nucleation of waste WM
around small particles, which substitute for the big,
orientated crystals of calcium hydroxide, may be the
cause of the enhancement in FS (Latha et al., 2015).
One research claims that adding fly ash and silica fume
boosts concrete’s flexural strength by 10%. e mixes
with the highest replacement percentage in terms of
flexural capacity were those with 5% silica fume and
10% fly ash (Yener & Hinislioğlu, 2011).
e correlation between concrete CS and FS at vari-
ous curing phases and with varied amounts of WM is
shown in Fig.13. Flexural might make up between 10
and 20 percent of the CS, depending on the mixdesign.
It should be noted that the CS ad FS trendline seems to
be linear. ere has been a strong correlation between
CS and FS, with an R2 value of more than 80%.
where FFS = flexural strength and FCS = compressive
strength.
erefore, Eq.(2) can be used to predict the flexural
strength from the compressive strength of SCC with
varying doses of WM.
(2)
FFS
=
0.24FCS
−
3.27
5 Durability
5.1 Water Absorption
Fig.14 depicts that water absorption of SCC increased
with the WM substation. According to research, an
increase in the quantity of WM replaced causes a rise
in water absorption. e water absorption percent-
ages for mixes containing 0, 5, 10, 15, and 20% WMP
are, respectively, 4.67, 5.10, 5.11, 5.13, and 5.17 percent.
is indicates that the water absorption rate is increased
by 9.26, 9.47, 9.9, and 10.9 percent, respectively, when
WMP is included at substitution levels of 5, 10, 15, and
20 percent. e usage of inert materials with a low water
absorption potential may be to blame for the increased
water absorption (Boukhelkhal et al., 2017). Similar
research asserted that because WMis an inert and non-
pozzolanic substance, the drop in strength was caused by
the decrease in cement content (Choudhary etal., 2019),
which enhanced water absorption since there was no
binder and more voids as a consequence. e water per-
meability resistance was improved when 10 percent WM
was added to SCC to replace cement. e 10% WM mix
had an average water penetration depth of 54mm, which
was 36.47 percent less than the control mixture. Water
permeability depths were raised as a consequence of the
enhanced WM substitution in SCC (Choudhary et al.,
2021). According to Correia etal. (Correia etal., 2006),
water absorption by soaking grows as the proportion of
Fig. 13 Correlation between compressive strength and flexural strength (Latha et al., 2015; Ofuyatan et al., 2022; Rahman et al., 2019; Topcu et al.,
2009)

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Ahmadetal. Int J Concr Struct Mater (2023) 17:25
ceramic particles in the concrete mix climbs. However,
according to Neville (Neville, 1995), none of the water
absorption test results above 10% by mass. According
to Chan and Sun (Chan & Sun, 2006), increased water
adsorption reduces the workability and durability of con-
crete. It can be inferred that, although WM increased
water absorption owing to the inadequate matrix, the
rise is less than 10%, and hence concrete is claimed to be
durable. e outcome demonstrates that the introduc-
tion of additional cementitious materials improved the
durability qualities of concrete when 15% of the sand was
replaced with WM (Ashish, 2019). e chemical interac-
tion between natural pozzolans and CH in hydrated paste
utilizing lime and creating CSH gel increases the cement-
ing properties, developing an additional solid mass and
lower water absorption (Ahmad et al., 2022a, 2022b,
2022c, 2022d).
5.2 Chloride Penetration
e chloride diffusion values demonstrated that the
substitution of WM in SCC enhances chloride penetra-
tion resistance, while greater deployment (20% and 30%)
results in a decrease in chloride penetration resistance
as presented in Fig. 15. e chloride infiltration depth
was somewhat smaller (by 0.5 mm) than the reference
mix with a 10% replacement of WM. However, the pen-
etration depths of the blends 20% and 30% WM were
2.75 mm and 6 mm greater, correspondingly, than the
control mixture (Choudhary etal., 2021). e decline in
chloride diffusion of WM (10%) may be related to the
pozzolanic activity of WM, which produces cementitious
materials (CSH). e cementitious chemicals increased
the adhesion capabilities, resulting in lesser chloride
penetration. Furthermore, the micro-filling gaps of WM
result in a compact matrix, resulting in decreased chlo-
ride penetration. e combination of WM’s pozzolanic
activity and micro-filling has a beneficial effect on chlo-
ride diffusion. However, a high dosage of WM has a nega-
tive impact on chloride permeability owing to dispersion
or a lack of permeability. Furthermore, the use of fly ash
in SCC demonstrated a continual increase in chloride
penetration resistance as fly ash concentration in SCC
mixes increased. e 35 percent fly ash mixture had the
lowest chloride permeability. e chloride infiltration
depth was 72.37 percent less than the control mixture
(Choudhary et al., 2021). is increase in carbonation
depth by fly ash absorption was caused by the creation of
more portlandite (Ca (OH)2) during concrete hardening
(Esquinas etal., 2018). After 28days of curing, concrete
containing a 20% alternative of stone dust exhibited fewer
chloride ion permeability for Nowshera and Dara than
the reference specimens. Because stone dust fragments
are coarser than sand particles, they fill the spaces among
ingredients. Because there are fewer holes in concrete,
Fig. 14 Water absorption (Boukhelkhal et al., 2017)

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Ahmadetal. Int J Concr Struct Mater (2023) 17:25
its density increases, and the crevices are filled with
stone dust (Humayun etal., 2021). However, greater WM
doses result in increased chloride permeability owing to
a lack of flowability. According to one research, concrete
materials exposed to severe weather decay faster owing
to their intrinsic porosity. Because chloride-laden water
hastens the beginning of corrosion in concrete contain-
ing steel, this test procedure is excellent for assessing the
penetrability assets in adverse environmental circum-
stances (Sounthararajan & Sivakumar, 2013).
5.3 Ultra‑Sonic Pulse Velocity (UPV)
e increase in WM content reduces the UPV for all
ages as shown in Fig.16. At 28days of curing, the UPV
rates of blends 0%, 5%, 10%, 15%, and 20% WM are
4454, 4413, 4396, 4387, and 4362 m/s, respectively. At
90 days, these values are 4870, 4830, 4800, 4780, and
4750 m/s, correspondingly (Boukhelkhal et al., 2016).
According to one research, as the amount of WM added
climbed, the permeability of the concrete reduced and
its UPV was boosted (Bahar, 2010). e filler impact of
WM on cement hydration is related to porosity reduc-
tion. Research also concluded that there is no discern-
ible influence on the ultrasonic pulse velocity result
when WM is replaced with sand (Ashish, 2018). When
the proportion of pozzolanic elements in SCC mixtures
increased, the UPV rates of SCC samples fell for all cur-
ing times. Conventional concrete and SCC specimens
with silica fume had the highest UPV rates at 28 and
130days, observed by SCC specimens with fly ash (Turk
etal., 2010). e SCC with 0.75 percent steel fiber has the
fastest rate of improving compressive strength as a con-
sequence of replacing cement with silica fume (Mastali &
Dalvand, 2016).
5.4 Carbonation Depth
According to one study, the concrete structure’s pore
diameter, the percentage of moisture in the concrete,
and the relative humidity of the adjacent atmosphere
all have a significant influence on the rate of carbona-
tion (Song & Kwon, 2007). A scholar investigated the
effect of WM on the CS and shrinkage of concrete
mixtures. ey claimed that improving the WM sub-
stitution reduced the drying shrinkage. Furthermore,
the depth of carbonation was enhanced (Elmoaty &
Mohamed, 2013). According to one research (Choud-
hary etal., 2021), including WM in SCC mixtures has
a good impact on the corrosion assets of SCC. e cor-
rosion resistance of the WM-mixed SCC mixtures was
greater. Even after 180 days, the SCC mix with 10%
WM showed a 90 percent likelihood of no corrosion.
However, increasing WMS content resulted in larger
negative half-cell potential values. e ternary mix (30
percent WM) exhibited the greatest negative half-cell
potential value. After 180 days of exposure, the mix
corroded because the half-cell values were more than
Fig. 15 Chloride ions penetration (Choudhary et al., 2021)

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Ahmadetal. Int J Concr Struct Mater (2023) 17:25
350mV. e addition of WM and fly ash in quaternary
SCC mixtures resulted in improved corrosion resist-
ance. Except for the 20 percent WM + 35 percent fly
ash mix, all of the quaternary SCC combinations had
greater half-cell potential values than the reference
mix. Fig.17 depicts the carbonation pattern at the low-
est and greatest depths. However, the quaternary mix of
35% fly ash and 20% marble progressed toward higher
negative values and fell into the 90% chance of cor-
rosion group after 180days of exposure. e half-cell
potential pattern was nearly identical to the pattern of
chloride penetration depth. e quaternary combina-
tion of 15% fly ash and 10% marble also demonstrated
improved corrosion resistance.
5.5 Sulfate Resistance
e samples submerged in Na2SO4 solution showed no
signs of change until the seventh month. Damage to the
ordinary concrete, gravel tile waste, and marble tile waste
concrete samples was noticed beginning in the eighth
month. e ordinary concrete samples were broken
and swollen after being immersed in a Na2SO4 solution
Fig. 16 Ultra-sonic pulse velocity (Boukhelkhal et al., 2016)
Fig. 17 Minimum and maximum carbonation depth (a) reference and (b) 35% fly ash and 20% marble (Choudhary et al., 2021)

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Ahmadetal. Int J Concr Struct Mater (2023) 17:25
for 20months. e activity of sulfate on the aluminates
in the paste (cement or cement with waste having addi-
tional alumina than limestone filler) might explain these
findings. e sulfate reaction leads to the development
of ettringite, which produces expansion and, as a con-
sequence fracture (Tennich et al., 2017). e findings
of the mass deviation of the specimen submerged in a
sodium sulfate mixture are shown in Fig.18. For the first
four months, a little mass improvement was seen in all
samples, ranging from 2.2 percent for the marble waste
to 3 percent for the gravel tile waste, this mass improve-
ment is attributable to water absorption and is lower than
that of the specimens submerged in water. It is possible
to deduce that Na2SO4 solution influences water absorp-
tion in various concretes even before the fourth month.
Concrete mixes with a higher amount of slag (75 and
85 percent) demonstrated superior resistance to sulfate
attack, regardless of w/b and wet curing duration (3, 7,
and 28days) (Wee etal., 2000). e swelling rises as the
soaking time in the sulfate solution increases. It was dis-
covered that there is an inversely proportionate relation-
ship between increasing WMP volume and decreasing
expansion (Boukhelkhal et al., 2017). According to the
findings, the blend including 15% natural pozzolan and
15% silica fume provided the highest safety in sulfates
solutions and sea waters. After a year of preservation in
sulfate solutions and seawater, it protected greater than
65% of its strength. e higher resistance of that mix to
sulfate attack may be ascribed to the pore refinement
process and additional compaction of the transition
region affected by the exchange of lime formed dur-
ing cement hydration into additional binding material
through the pozzolan response (Shannag & Shaia, 2003).
According to one research, the reduced acid challenge
of the empty blend, as opposed to acid assault, may be
linked to the fact that it includes a large quantity of lime,
which generates a substantial amount of free CH dur-
ing hydration and reacts with the acid, leaving a soft and
mushy substance behind. In bentonite mixtures, the CH
reacts with the SiO2 in the concrete to form CSH gel,
causing a tiny amount of CH and better acid resistance.
e mass loss trend was the same when the two acids
were compared. Sulfuric acid was proven to degrade
faster than hydrochloric acid. e higher deprivation of
H2SO4 is caused by the formation of a substance known
as calcium sufflarninate (Ettringite), which swells and
causes the concrete paste to break (Rawal, 2003).
6 Microstructure
Cement–WM paste specimens were found to be com-
pact and less porous than cement paste samples. e
morphology of mixtures is made of enormous layers
of amorphous calcium silicate hydrate (CSH) and cal-
cium hydroxide (CH) crystals. Ettringite (E) needles
are inserted into pores, after which the paste is entirely
hydrated, and all gaps are filled. Following that, when
additional WM is utilized, the resultant SCC is denser
and less porous Alyousef et al. (2018a). Research also
Fig. 18 Mass variation due sodium sulfate ( Tennich et al., 2017)

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Ahmadetal. Int J Concr Struct Mater (2023) 17:25
finds that satisfactory interaction of the cement elements
was accomplished in the micrographs with 10% partial
substitutions with WM (Fig.19). According to the study,
SEM examination reveals weak contact between the con-
crete ingredients, which could explain the wide holes
and deep fissures visible in the concrete’s morphology.
According to the microstructural investigation, the use of
granite substitution increases the contact among the con-
crete ingredients. Nevertheless, the RA specimen outper-
formed the WM samples in this aspect (Ofuyatan etal.,
2022). According to one investigation, adding WM into
cement paste had no qualitative effect on phase composi-
tion. It demonstrates that WM is an inert ingredient that
has little effect on the phase composition of the resulting
blend Alyousef etal. (2018a). When a considerable quan-
tity of WM is added, the microstructure of the resulting
paste becomes less permeable, as does the number of
big holes in the matrix. ese findings demonstrate that
the pore structure of SCC has been refined as compared
to conventional concrete. SCC has a more refined pore
structure than conventional concrete (Alyousef et al.,
2018a).
e comparison of cement paste with varying levels of
WM reveals no significant differences across specimens,
particularly in terms of calcium hydroxide (CH) concen-
trations, as shown in Fig.20. In addition, research (Aly-
ousef etal., 2018a) discovered that introducing WM into
cement paste had no qualitative effect on phase compo-
sition. It clearly shows that WM is an inert ingredient
that has little effect on the phase configuration of the
resulting blend. Indeed, using WM as a filler in the SCC
enhances intruded pore volume, decreases the fraction of
tiny pores, and raises the SCC CS. e source of the good
impact on strength is micro-filling, which fills up the hole
among SCC ingredients to generate compact SCC. How-
ever, with a greater dose of pozzolanic ingredients, there
was a 30% loss in workability due to reduced flowability,
which requires more compaction energy and resulted in
bigger gaps in the hard pore of concrete and a lower den-
sity of concrete (Ahmad etal., 2021a, 2021b, 2021c).
Fig. 19 SEM (a) 60,(b) 80,(c) 100, and (d) 120 kg (Marble) (Alyousef et al., 2018a)

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Ahmadetal. Int J Concr Struct Mater (2023) 17:25
7 Conclusions
e study examines the rheological, strength, durability,
and microstructure properties of SCC with WM substi-
tuted as cement or aggregate. Cement is a costly compo-
nent and replacing it with sand may lead to the creation
of both inexpensive and sustainable concrete. Waste
dumping is also less of a financial burden with the usage
of WM in SCC, which leads to improved financial perfor-
mance. e conclusion is stated in detail below—
Fig. 20 XRD (a) 60 and 80 kg (Marble) (Alyousef et al., 2018a)

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Ahmadetal. Int J Concr Struct Mater (2023) 17:25
• e chemical composition of WM is similar to that
of cement. e WM has the creditability to be uti-
lized as a binder in SCC.
• Flow properties of SCC improved with the substitu-
tion of WM due to micro-filling cavities. erefore,
the additional paste is accessible to lessen the resist-
ance among concrete ingredients.
• e strength properties of SCC decreased with the
substitute of WM due to a weak interfacial transi-
tion zone. However, up to 20% substitution of WM,
strength is equal to reference concrete. Furthermore,
a strong correlation is developed among strength
properties having R2 is 80%.
• e durability properties of WM improved owing to
micro-filling, making it appropriate as an addition or
as a partial substitutionin concrete. According to the
review, higher substitution (greater than 20%) might
be detrimental to strength and durability attributes.
• SEM pictures reveal that the considerable quantity of
WM added results in a mix with porous microstruc-
tures that affects the CS of SCC. Control concrete
and blended concrete specimens exhibit no notewor-
thy results in microstructure research, confirming
that WM plays no discernible function in hydration.
• Waste marble (WM) can be utilized up 20% in con-
crete without any negative effect on the strength and
durability of concrete. e experimental findings
discover that the supplement of WM can be a good
alternative for concrete, and therefore, can be suc-
cessfully used in industrial applications by up to 20%.
e utilization of WM in concrete provides multiple
benefits in terms of waste utilization, improvement
in sustainability, low cost, eco-friendly and better
strength and durability of concrete. Additionally, it
will address the issue of environmental health risks.
8 Recommendations
Although the previous study has focused on WM as a
cement replacement in SCC and concluded that WM
could be employed as a binder of fill, however several
areas remain unclear, and the assessment suggests that
they be investigated further before being employed.
• A decrease in the strength properties of SCC was
observed due to poor internal structure. erefore,
more details study is required to improve its perfor-
mance with the addition of secondary cementitious
materials.
• e performance of WM is also depending on its
particle size. However, no study is available on the
different particle sizes of WM on the strength prop-
erties of SCC.
• Although to some extent WM can used be in SCC,
however, SCC is still weak in tension. erefore, a
details study is required to improve its tensile perfor-
mance with the addition of suitable fibers.
• Few data are accessible on durability attributes,
mainly shrinkage and creeps’ aspects. erefore, the
review suggests that dry shrinkage and creep char-
acteristics of marble-based SCC should be further
investigated.
• Details research on microstructure analysis, such as
hydration phase and decomposition of chemicals.
Acknowledgements
The authors extend their appreciation to Tongji university.
Author contributions
JA writing the original draft. ZZ Supervision, Conceptual, Review, and editing.
AFD, Methodology, Review, and editing. All authors read and approved the
final manuscript,
Authors’ information
Jawad Ahmad Ph.D. scholar at Tongji University China, Zhiguang Zhou profes-
sor at Tongji University China, and Ahmed Farouk Deifalla a professor at Future
University Egypt.
Funding
The authors extend their appreciation to the national natural science founda-
tion of china for funding this work under grant no 51778491.
Availability of data and materials
All the materials are available in the main text.
Declarations
Ethics approval and consent to participate
Not applicable.
Consent for publication
Not applicable.
Competing interests
No competing interest is present among the authors.
Received: 17 November 2022 Accepted: 27 January 2023
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