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Effect of Quarry Dust-Plantain Leaf Ash Filler on Asphalt Concrete
Strength Performance
Weje, Chioma
1
, Oba Achemie L
2*
Department of Civil Engineering, Faculty of Engineering, Rivers State University Nkpolu-Oroworukwo,
Port Harcourt.
*
Corresponding Author
DOI: https://doi.org/10.51583/IJLTEMAS.2026.150300069
Received: 27 March 2026; Accepted: 01 April 2026; Published: 16 April 2026
ABSTRACT
The increasing demand for sustainable construction materials has driven the exploration of agricultural and
industrial wastes as alternative fillers in asphalt concrete. This study investigates the synergistic effect of Plantain
Leaf Ash (PLA), an agricultural waste, and Quarry Dust (QD), an industrial by-product, as composite fillers on
the mechanical properties of asphalt concrete. The research aimed to determine the optimal blend that balances
sustainability with structural performance. The sieve analysis, specific gravity, penetration, softening point and
viscosity test were conducted to characterize the materials used. The coarse aggregate (gravel) was found to be
gap-graded and deficient in intermediate particles. The bitumen penetration grade is 60/70 which has good
temperature susceptibility and is workable, suited for paving applications. Experimental analyses were
conducted using varying percentages of PLA (0%, 2%,4%, 6%, 8%, and 10%) and QD (0%, 2%,4%, 6%, 8%,
and 10%) %) to assess their impact on the marshal stability, compressive strength and elastic modulus of asphalt
mixture. The results revealed that the incorporation of Quarry Dust significantly enhanced both the Marshall
stability, compressive strength and the elastic modulus, indicating its effectiveness as a mineral filler.
Conversely, increasing PLA content consistently led to reductions in both compressive strength and elastic
modulus, suggesting limited benefits in its role as a partial replacement. The optimal mix identified for superior
mechanical performance is 10% QD with 0% PLA, achieving the highest strength and stiffness measures. These
findings underscore the potential of Quarry Dust in asphalt concrete applications, while highlighting the need
for further investigation into the long-term performance implications of using Plantain Leaf Ash in construction
materials. The insights gained contribute to advancements in sustainable construction practices by optimizing
material use in asphalt pavements.
Keywords: Plantain Leaf Ash; Quarry Dust; Asphalt Concrete; Marshall Stability; Compressive strength;
Sustainable Pavement; Filler Modification
INTRODUCTION
As the demand for sustainable construction materials grows, researchers have increasingly focused on the use of
waste materials to enhance the properties of traditional construction materials like asphalt concrete. The
integration of alternative fillers, particularly industrial by-products and natural materials, has been the subject of
various studies aimed at improving both strength and durability while reducing environmental impact.
Recent literature highlights the potential of using agricultural waste as a partial replacement for conventional
fillers. Plantain leaf ash (PLA), a by-product of plantain processing, has garnered attention for its pozzolanic
properties, which can improve the mechanical performance of asphalt concrete. [1] investigated the impact of
plantain ash on the soil geotechnical properties, and reported that the ash initiated more than 100% increment in
the soil CBR. CBR is one of the parameters used to assess soil samples load-bearing capacity and strength
characteristics. Also studies indicate that incorporating PLA can enhance the compressive strength, tensile
strength, and overall durability of asphalt mixtures. However, the optimal percentage of PLA for maximizing
these properties remains inadequately addressed, representing a research gap.
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In addition to PLA, quarry dust (QD) has also been explored as a filler material in asphalt concrete. It was
initially considered as waste, QD is now utilized in road construction as filler in the bituminous concrete blend
and as a surface finishing material, reducing waste and environmental impact while enhancing pavement
durability and performance significantly [2]. The properties of QD, such as its high strength, angularity, and
gradation, can improve the stability and workability of asphalt mixes. Previous research suggests that QD can
effectively replace traditional fillers, but its combination with PLA has not been thoroughly investigated. This
dual approach of using both PLA and QD in asphalt concrete offers an innovative avenue for improving
environmental sustainability while enhancing material performance.
Despite the encouraging findings regarding each material separately, there is limited research on the combined
effects of using plantain leaf ash and quarry dust as filler materials in asphalt concrete. The existing studies often
lack comprehensive evaluations of their synergistic effects on strength and durability. Therefore, this research
aims to bridge the gap by examining how varying proportions of PLA and QD can influence the mechanical
properties of asphalt concrete, providing valuable insights into sustainable construction practices.
This study will contribute to the existing body of knowledge by exploring the optimal compositions of PLA and
QD that yield the best performance in asphalt concrete applications. By addressing this gap, we hope to pave the
way for the adoption of more sustainable materials in road construction, ultimately leading to improved
environmental benefits and resource efficiency in the construction industry.
MATERIALS AND METHODS
Materials
The bitumen used in this study was obtained from Reynold Construction Company (RCC)
Asphalt plant in Rivers State, Nigeria. Coarse Aggregates used was gravel obtained from dealers at Mile 3
Market in Port Harcourt City of Rivers State. The coarse (gravel and fine (sand) aggregates were obtained from
the dealers Mile III building materials in Port Harcourt, Rivers State. The Quarry dust used was gotten from a
chipping dump at Eleme Junction in Port Harcourt. While Plantain leaves were gotten from various plantain
plantation farms scattered all over Rivers State, Nigeria. The plantain leaves were dried and burnt to ashes and
the ashes sieved using 200 microns which then used in the investigation
Methods
Classification and Characterization of Materials
Sieve analysis provides the particle size distribution, it is required in classifying the aggregates and also used in
the blending of aggregates. Sieve analysis was carried out on the coarse and fine aggregates in accordance with
ASTM C136 (2001) see Table 1 for the sieve analysis result of the aggregates. The specific gravity test was
conducted in line with ASTM C128 (2001) for gravel, sand, bitumen and plantain leaf ash (PLA). Table 2 shows
the specific gravity of materials used. The penetration test involve the depth in tenth of mm of a bitumen sample
at 25
o
C temperature with a standard needle under a load of 100g for 5 seconds. The test procedure was in
accordance with ASTM D1586 (2011). The viscosity test involved the measurement of time it will take fluid
(bitumen) flowing through an orifice at a given temperature to fill a 50ml receiver. The Standard tar viscometer
was used as specified by ASTM D4402 (2006). The softening point of the specimen was measured using the
ring and ball softening point test as specified by ASTM D3461 (2014).The result of physical property tests of
bitumen used is shown in Table 3.
Blending of Aggregates/ Mix Proportions
For specification and classification requirements of aggregate gradation to be met, the particle size distribution
of each aggregate was obtained and recorded. The Excel Solver method of aggregate combination was adopted
to get the blending proportion for the aggregates. The specification limits are provided in accordance with ASTM
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C136 (2001).Table 4 gives the particle size distribution of the gravel and sand with their mix proportion to meet
the specification used. While Figure 1 shows the specification envelope and the mixed material particle size
distribution.
Sample Preparations
The method used in preparing the test specimen was in accordance with AASHTO T245. The total weight of
one specimen is 1200g. The sample was prepared by heating the aggregates and bitumen before mixing them.
The specimen was compacted by subjecting it to 75 blows on both top and bottom (corresponding to heavy
volume traffic category on wearing course) by a hammer 6.5 kg rammer in weight, dropped from a height of 450
mm manually. The specimen was extruded from the mould and allowed to cool overnight before testing. The
testing method used involved the application of load to the specimen in compression, to failure in the Marshall
Stability testing machine. The Marshall Stability test was carried out on varying amount of bitumen (between 4
– 6%) and optimum binder content (OBC) of 5.4% was obtained when the combined results of stability, flow,
density, and air void tests for all trial mixes were analysed and OBC determined satisfies the design criteria,
which was then used in the specimen preparation. Similar procedure was carried out, for the preparation of
modified asphalt concrete mixes with varying percent (2%, 4%, 6%, 8% and 10%) granite dust and plantain
leave ash (PLA) blend content at optimum binder content (O.B.C) in accordance to the matrix combination
shown in Table 1. Compressive Strength of the specimen according to (ASTM D1074-17) were then determined
and the results shown in Table 6
Table 1: Blending Schedule for Quarry Dust (QD) and Plantain leave Ash (PLA)
PLA (%)
Quarry Dust (QD) %
Blend A
Blend B
Blend C
Blend D
Blend E
2
4
6
8
10
0
0 : 0
0 : 0
0 : 0
0 : 0
0 : 0
2
2 : 2
4 : 2
6 : 2
8 : 2
10 : 2
4
2 : 4
4 : 4
6 : 4
8 : 4
10 : 4
6
2 : 6
4 : 6
6 : 6
8 : 6
10 : 6
8
2 : 8
4 : 8
6 : 8
8 : 8
10 : 8
10
2 :10
4 : 10
6 : 10
8 : 10
10 : 10
Determination of Compressive Strength of Asphalt Concrete Mixes
Compressive strength is a fundamental measure of a material's load-bearing capacity.
It is actually the strength of the material in compression. The compressive strength of the asphalt concrete
samples was determined using equation 1.
𝜎
𝑐
=
6𝑃
𝜋𝑑𝑡
1
Where;
σ
c
= Compressive strength (N/mm
2)
P = Failure load during indirect tensile test (N)
d = Diameter of asphalt concrete sample at failure (mm)
t = Thickness of asphalt concrete sample (mm)
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RESULTS AND DISCUSSION
Preliminary Tests
The result of laboratory tests to determine the gradation of gravel, sand and combined aggregate; specific gravity
of gravel, sand and plantain leave ash (PLA) used are presented in Table 2 and 3 respectively. While Table 4
contains the physical properties of the Bitumen.
The mix proportion of 60% of gravel and 40% of sand meet the specification requirement for particle size
distribution see Table 4
Table 2. Combination of Aggregates
Sieve Size (mm)
% Passing Aggregate
A (Gravel)
% Passing Aggregate
B (Sand)
The Blend A=.60%
B = 40%
19
100
100
100.0
12.5
95.7
100
97.4
9.5
62.5
100
77.5
6.3
15
100
49.0
4.75
1.5
99
40.5
2.36
0.5
95.8
38.6
1.18
0.5
88.1
35.5
0.6
0.5
77.5
31.3
0.3
0.5
25.4
10.5
0.15
0.5
3.4
1.7
0.075
0.5
0.3
0.4
Table 3. Specific Gravity of Materials
Material
Specific Gravity
Gravels (Coarse aggregate)
2.60
Sand (fine aggregate)
2.78
Quarry Dust (filler)
2.62
Plantain Leaf Ash (PLA)
1.80
Gravel Sand, Gravel and Quarry Dust) with high specific gravities (2.60–2.78) are suitable for conventional
asphalt concrete, and PLA (Biomass material) with a low specific gravity (1.80), can be used as a lightweight
filler or pozzolanic material, see Table 2.
Table 4. Physical Properties of Bitumen
Physical properties
Value
Specific Gravity
1.01
Penetration
63.3
Viscosity 100 (sec)
65
Softening Point (
o
C)
51.1
The results in Table 4 indicate a standard 60/70 penetration grade bitumen. It possesses a balanced set of
properties: it is hard enough to resist deformation (Penetration), has a good temperature susceptibility (Softening
Point), and is workable (Viscosity). This specific combination makes it suitable for paving applications in
regions with average temperature variations.
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Marshall Stability of QD – PLA mix Modified Asphalt Concrete
Table 5. Marshall Stability Result of QD –PLA Modified Asphalt Concrete
% of PLA
Stability (KN)
% of QD
0
2
4
6
8
10
0
35.6
36.2
37.5
38.9
39.2
42.2
2
33.1
33.5
35.0
36.6
36.8
37.1
4
32.2
31.9
33.5
34.0
35.8
39.0
6
29.0
30.3
32.8
32.5
33.8
36.6
8
27.7
29.4
29.2
30.4
30.9
32.4
10
25.8
26.7
26.8
27.8
30.8
32.0
Figure 1: Graph of Marshall Stability against Percentage of PLA
Table 5 shows the Marshall Stability values (in kN) for asphalt concrete mixes with varying percentages of PLA
(0% to 10%) and QD (0% to 10%). For a fixed percentage of Quarry Dust (QD), the Marshall Stability generally
decreases as the percentage of Plantain Leaf Ash (PLA) increases. At 0% QD, Stability decreases from 35.6 kN
at 0% PLA to 25.8 kN at 10% PLA.
Also at 10% QD, Stability decreases from 42.2 kN at 0% PLA to 32.0 kN at 10% PLA. This trend suggests that
increasing the PLA content, which is an agricultural waste ash, will lead to a less stiff or weaker matrix, possibly
due to the chemical composition or particle characteristics of the PLA. Some studies on agricultural ashes (like
Plantain Peel Ash) in cementitious materials show pozzolanic properties, but when used as a filler in asphalt, if
the ash has a high calcium oxide content and lower silica and alumina content, it might not interact as effectively
with the bitumen as conventional fillers, or it might absorb more bitumen, leading to a less coated aggregate
structure and reduced stability [3]. Research on other waste ashes used as fillers in asphalt concrete indicates
that stability often increases up to an optimum filler content, after which it may decrease [11;12]. The consistent
decrease here suggests that the PLA in this study is acting as a less effective filler than the control (0% PLA) or
the QD.
For a fixed percentage of Plantain Leaf Ash (PLA), the Marshall Stability generally increases as the percentage
of Quarry Dust (QD) increases. At 0% PLA, Stability increases from 35.6 kN at 0% \QD to 42.2 kN at 10% QD.
Also at 10% PLA, Stability increases from 25.8 kN at 0% QD to 32.0 kN at 10% QD. Quarry dust is a
conventional mineral filler, and its addition is expected to improve the mechanical properties of the mix by filling
the voids between the aggregates, thereby increasing the internal friction and stiffness, which translates to higher
Marshall Stability [13]. The data strongly supports this, as the highest stability value 42.2 kN is recorded at 0%
PLA and 10% QD.
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The maximum stability achieved in the tested range is 42.2 kN at 0% PLA and 10% QD. This suggests that at
the tested bitumen content, the mix benefits most from the inclusion of the maximum tested QD and no PLA.
The minimum stability recorded is 25.8 kN at 10% PLA and 0% QD.
The results indicate that the incorporation of Quarry Dust (QD) as a mineral filler generally enhances the
Marshall stability of the asphalt concrete mix, which is consistent with its role in providing particle gradation
and increasing the stiffness of the mastic phase [13]. Conversely, the addition of Plantain Leaf Ash (PLA)
appears to decrease the Marshall stability across the tested range.
Compressive Strength of QD-PLA mix Modified Asphalt Concrete
Table 6. Compressive Strength Result of QD –PLA Modified Asphalt Concrete
% of PLA
Compressive Strength (N/mm
2
)
% of QD
0
2
4
6
8
10
0
10.54
10.70
11.09
11.50
11.59
12.48
2
9.80
9.92
10.36
10.82
10.88
10.97
4
9.52
9.45
9.92
10.07
10.59
11.55
6
8.59
8.96
9.71
9.61
9.99
10.84
8
8.19
8.71
8.65
9.00
9.15
9.59
10
7.62
7.91
7.94
8.23
9.11
9.48
Table 6 shows the compressive strength values for mixes with varying percentages of Plantain Leaf Ash (PLA)
and Quarry Dust (QD). For a constant percentage of Quarry Dust (QD), the compressive strength generally
decreases as the percentage of Plantain Leaf Ash (PLA) increases. At 0% QD, the strength drops from 10.54
N/mm
2
at 0% PLA to 7.62 N/mm
2
at 10% PLA. At 10% QD, the strength drops from 12.48 N/mm
2
at 0% PLA
to 9.48 N/mm
2
at 10% PLA. This consistent decrease suggests that PLA, when used as a partial replacement as
a filler, is less effective at contributing to early-age strength development compared to the control or the QD.
PLA exhibits pozzolanic activity, which can improve later-age strength by reacting with calcium hydroxide
Ca(OH)
2
[14], the data here shows a clear strength reduction across the board, indicating a negative impact on
the overall strength development within the tested curing period. Studies on PLA in concrete sometimes show
an initial strength drop before late-age strength gains [14]. The high calcium oxide CaO content sometimes found
in PLA might lead to poor pozzolanic performance or affect the microstructure negatively compared to the
control mix [14].
Figure 2: Graph of Compressive Strength against Percentage of PLA
For a constant percentage of Plantain Leaf Ash (PLA), the compressive strength generally increases as the
percentage of Quarry Dust (QD) increases. At 0% PLA, Strength increases from 10.54 N/mm
2
at 0% QD to
12.48 N/mm
2
at 10% QD. Also at 10% PLA, Strength increases from 7.62 N/mm
2
at 0% QD to 9.48 N/mm
2
at
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10% QD. This positive trend is typical when Quarry Dust (QD) is used as a partial replacement for sand (fine
aggregate) in concrete [15]. QD, being a byproduct of crushing, has a finer particle size and a rougher texture
than natural sand, which can lead to a better interlocking of particles and a denser matrix when mixed with
cement paste [15]. This improved packing and increased surface area for bonding generally results in enhanced
compressive strength up to an optimal replacement level [15]. Research indicates that QD replacement of sand
can increase compressive strength [15; 16].
The maximum compressive strength observed in the tested range is 12.48 N/mm
2
at 0% PLA and 10% QD. This
mix benefits from the full inclusion of the conventional filler/fine aggregate replacement (QD) while avoiding
the inclusion of PLA. The minimum strength recorded is 7.62 N/mm
2
at 10% PLA and 0% QD. The beneficial
effect of adding QD is evident, as the strength consistently improves with increasing QD. The negative effect of
PLA appears to dominate, as the strength is lowest in the 10% PLA row. In studies involving QD and other
supplementary cementitious materials for example fly ash, the combination often yields the best results,
suggesting that QD alone is beneficial, but the PLA component in this study is detrimental to the strength
development observed [16].
The results suggest that the incorporation of Quarry Dust (QD) as a partial replacement for filler has a positive
influence on the compressive strength of the material, consistent with its role in creating a denser microstructure
[15]. Conversely, the addition of Plantain Leaf Ash (PLA) appears to have a detrimental effect on the strength
within the tested parameters. The best performance, 12.48 N/mm
2
, was achieved with the highest tested level of
10% QD and 0% PLA. For the material to be considered structurally sound, these strength values would need to
be compared against the specified design strength for the intended application.
Compressive Elastic Modulus of QD-PLA mix Modified Asphalt Concrete
Table 7. Compressive Elastic Modulus Result of QD –PLA Modified Asphalt Concrete
% of PLA
Compressive Elastic Modulus (N/mm
2
)
% of QD
0
2
4
6
8
10
0
0.566
0.590
0.622
0.644
0.652
0.702
2
0.507
0.517
0.549
0.572
0.577
0.582
4
0.473
0.473
0.504
0.511
0.540
0.589
6
0.450
0.482
0.531
0.525
0.548
0.594
8
0.414
0.443
0.447
0.466
0.475
0.496
10
0.371
0.387
0.394
0.411
0.455
0.470
Figure 3 Graph of Compressive Elastic Modulus against Percentage of PLA
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The Compressive Elastic Modulus (often related to the stiffness or resilient modulus in asphalt engineering)
measures the material's stiffness or resistance to elastic deformation under load. Table 7 shows values for mixes
with varying percentages of Plantain Leaf Ash (PLA) and Quarry Dust (QD).
For a fixed percentage of Quarry Dust (QD), the Elastic Modulus generally decreases as the percentage of
Plantain Leaf Ash (PLA) increases. At 0% QD, The modulus drops from 0.566 N/mm
2
at 0% PLA to 0.371
N/mm
2
at 10% PLA. Also at 10% QD, The modulus drops from 0.702 N/mm
2
at 0% PLA to 0.470 N/mm
2
at
10% PLA. This consistent decline indicates that increasing the PLA content reduces the overall stiffness of the
mix. In asphalt concrete, mineral fillers are known to stiffen the bitumen (asphalt binder), leading to a higher
complex modulus or elastic modulus, which is generally desirable for load-bearing capacity and resistance to
rutting [17]. The decrease observed with PLA suggests that it is either less effective at stiffening the asphalt
mastic or that its inclusion negatively impacts the overall aggregate structure, leading to a less stiff material
compared to the control or QD-dominant mixes. This aligns with the previous observation that PLA may be
detrimental to mechanical properties in this context [18].
For a fixed percentage of Plantain Leaf Ash (PLA), the Elastic Modulus generally increases as the percentage of
Quarry Dust (QD) increases. At 0% PLA, the modulus increases from 0.566 N/mm
2
at 0% QD to 0.702 N/mm
2
at 10% QD. Also at 10% PLA, the modulus increases from 0.371 N/mm
2
at 0% QD to 0.470 N/mm
2
at 10% QD.
This positive trend is expected, as Quarry Dust (QD) functions as a conventional mineral filler. Mineral fillers
are known to increase the resilient modulus of asphalt mixtures by improving asphalt cohesivity and providing
better particle packing [19]. The data strongly supports that QD contributes positively to the stiffness of the mix
across all PLA levels tested.
The maximum Elastic Modulus achieved is 0.702 N/mm
2
at 0% PLA and 10% QD. This confirms that the mix
benefits most from the inclusion of the conventional filler (QD) and the absence of the PLA. The minimum
modulus is 0.371 \text N/mm
2
at 10% PLA and 0% QD. The data clearly indicates that the beneficial stiffening
effect of Quarry Dust overrides any potential stiffening or detrimental effects of the Plantain Leaf Ash. The
presence of PLA consistently correlates with a lower elastic modulus, suggesting a less stiff pavement layer,
which could be more susceptible to permanent deformation (rutting) at high temperatures, although a very high
modulus can also lead to brittleness and cracking at low temperatures [17].
The results demonstrate that the Elastic Modulus, a key indicator of pavement stiffness, is significantly
influenced by the composition of the filler system. The use of Quarry Dust (QD) enhances the stiffness, which
is generally favorable for load-bearing capacity [19]. Conversely, the incorporation of Plantain Leaf Ash (PLA)
appears to reduce the stiffness of the asphalt concrete. For engineering design, the mix with 0% PLA and 10%
QD provides the stiffest material within the tested matrix. Further investigation would be required to determine
if the highest modulus mix is optimal for the intended service conditions (e.g., balancing high-temperature rutting
resistance with low-temperature cracking resistance) [20].
CONCLUSION
This study investigated the effects of Plantain Leaf Ash (PLA) and Quarry Dust (QD) on the compressive
strength and compressive elastic modulus of asphalt concrete. The findings revealed the following:
The introduction of Quarry Dust significantly enhanced the compressive strength across all tested levels,
indicating its beneficial role as a mineral filler in asphalt mixtures. Conversely, increasing the percentage of
Plantain Leaf Ash consistently reduced the compressive strength, suggesting its limited effectiveness as a partial
replacement for traditional materials.
A similar trend was observed in the compressive elastic modulus, where higher QD content improved stiffness,
while higher PLA concentrations diminished it. The presence of QD provided a more cohesive and robust mix,
optimizing load-bearing capabilities, whereas PLA appeared to weaken the overall elasticity of the material.
The study identified that 10% QD with no PLA combination yielded the highest compressive strength and elastic
modulus, establishing a strong foundation for performance under structural loads.
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RECOMMENDATION
To bridge the gap between laboratory results and actual pavement performance, future studies should evaluate
the optimal mix (10% QD, 0% PLA) and other promising blends through dynamic modulus testing to assess
stiffness under varying traffic speeds and temperatures, rutting resistance tests to evaluate permanent
deformation under repeated loads, and fatigue life characterization to understand crack initiation and
propagation. These dynamic and performance-based tests will provide critical insights into the asphalt concrete’s
long-term field behavior, enabling more reliable prediction of pavement distresses.
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softening point of bituminous material. ASTM International, USA
8. American Association of State Highway and Transportation Officials (2017). AASHTO T245:
Procedure for hot mix asphalt using Bruce Marshall Mix Design. Washington DC
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ISSN 2278-2540 | DOI: 10.51583/IJLTEMAS | Volume XV, Issue III, March 2026
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Asphalt Mixture Performance under Different Aging Procedures. MDPI. 9(18), 1 -15
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