J. ZHANG et al.: INFLUENCE OF CEMENT CONTENT AND MOISTURE CONTENT ON THE PULLOUT-INTERFACE ...
333–339
INFLUENCE OF CEMENT CONTENT AND MOISTURE CONTENT
ON THE PULLOUT-INTERFACE PROPERTIES OF
GEOGRID-SOLIDIFIED WASTE MUD
VPLIV VSEBNOSTI CEMENTA IN VLAGE NA MEHANSKE
LASTNOSTI NARA VNO STRJENEGA ODPADNEGA BLATA
Jian Zhang, Xirui Wang, Jie Shen
Nanjing Vocational Institute of Transport Technology, Nanjing, China
Prejem rokopisa – received: 2023-04-05; sprejem za objavo – accepted for publication: 2023-06-04
doi:10.17222/mit.2023.848
In engineering, waste mud is often used as a filling material after a solidification treatment. Geogrids, being excellent
geotechnical engineering materials, are often used for soil reinforcement. In this work, a pullout test that considered the influ-
ence of different waste-mud moisture contents and cement contents was conducted to investigate the interface characteristics of
geogrid-solidified waste-mud-reinforced soil. Then, the relationship between the pullout force and displacement, and the varia-
tions in the cohesion, friction angle and quasifriction coefficient were analysed. The results showed that the pullout force-dis-
placement curve represented a strain-softening pattern. With the increasing moisture content, the peak pullout force, interfacial
cohesion and quasifriction coefficient decreased gradually, but the internal friction angle did not change substantially. With the
increasing cement content, the peak pullout force, interfacial cohesion, internal friction angle and quasifriction coefficient in-
creased gradually. The peak pullout force was linearly correlated with the change in the moisture content and logarithmically
correlated with the change in the cement content. Compared with the moisture content, the reinforcement-soil interface was
more affected by the cement content. This study provides guidelines for the mixture design of reinforced solidified waste mud.
Keywords: geogrid, solidification, cement content, interface characteristics, pullout test
V gradbeni{tvu se odpadno blato pogosto uporablja kot polnilni material po obdelavi s strjevanjem. Geolo{ke mre`e oziroma
kraj{e geomre`e so odli~en geotehni{ki gradbeni material in se pogosto uporabljajo za utrjevanje zemljine oziroma terena. V
tem ~lanku avtorji opisujejo izvedbo nateznega preizkusa (angl.: pullout test) z doma izdelano napravo, da bi ocenili obna{anje
razli~nih vrst strjenega odpadnega blata na geomre`i. Ugotavljali so vpliv vsebnosti cementa in vlage v blatu na mejne lastnosti
in oja~itev med strjenim blatom in geomre`o. Nato so poiskali zvezo med vle~no silo in pomikom ter razli~ne kohezijske
zakone, analizirali kot trenja in kvazi koeficient trenja. Rezultati preizkusov so pokazali, da se krivulje sila vleka-pomik
obna{ajo v na~inu deformacijskega meh~anja. Z nara{~ajo~o vsebnostjo vlage se postopoma zmanj{ujejo vr{nja (maksimalna)
sila vleka, medmejna kohezija in koeficient trenja, toda notranji kot trenja se ni bistveno spremenil. Z nara{~ajo~o vsebnostjo
cementa pa so se postopoma povi{evali vr{nja sila vleka, notranji kot trenja in kvazi koeficient trenja. Vr{nja sila je bila linearno
odvisna od vsebnosti vlage v blatu, medtem ko je bila le-ta logaritmi~no odvisna od spremembe vsebnosti cementa. Na mejno
kohezijo med geomre`o in blatom je najbolj vplivalo pove~evanje vsebnosti cementa. Avtorji poudarjajo, da izvedena {tudija
lahko slu`i kot vodilo za oblikovanje oja~itve strjenega odpadnega blata.
Klju~ne besede: geomre`a, strjevanje, vsebnost cementa, lastnosti na mejnih ploskvah, vle~ni preizkus
1 INTRODUCTION
With the advancement of urbanisation construction,
underground-space development and transportation-in-
frastructure construction in China, a large amount of en-
gineering waste mud has been produced during the con-
struction of bored piles, shield tunnelling and
underground diaphragm walls; a large amount of
dredged mud is also produced within annual channel
dredging projects. Given the extremely high moisture
content of engineering waste mud and dredged mud,
which belong to the category of fluid mud with almost
zero strength, they cannot be directly used for engineer-
ing construction and can be classified as waste. Its im-
proper treatment can easily cause disorderly discharge,
environmental pollution and ecological damage.
1,2
Con-
sequently, solidification treatment of waste mud has be-
come a common method of the resource utilisation. So-
lidified waste mud can be directly filled into foundations
or temporarily placed in storage after treatment, after
which it can be widely used in road, embankment, foun-
dation and slope filling.
3
Geosynthetics are new types of geotechnical engi-
neering material including synthetic polymers (e.g., plas-
tic, chemical fibre and synthetic rubber) utilised as raw
materials. Adding geosynthetics, such as geogrids and
geocells, to fillings not only enhances the stability of soil
but also improves the overall soil strength.
4,5
At present,
geosynthetic materials have been widely used in slope
reinforcement and foundation treatment. The characteris-
tics of reinforced soil are important for the structural de-
sign and stability analysis of geosynthetic-reinforced
soil. Scholars at home and abroad have attempted to
characterise the interface between different types of soil
Materiali in tehnologije / Materials and technology 57 (2023) 4, 333–339 333
UDK 666.968:52-334.2:542.65 ISSN 1580-2949
Original scientific article/Izvirni znanstveni ~lanek MTAEC9, 57(4)333(2023)
*Corresponding author's e-mail:
beifangnanhai19@163.com

and geogrids.
6–8
Razzazan et al.
9
investigated the effects
of various factors, such as load amplitude and frequency,
number of load cycles and vertical effective stress, on the
pullout resistance and peak apparent coefficient of fric-
tion mobilised at buried polymeric strip-soil interfaces.
Wang Xiongjin
10
obtained the stress-strain curve of a
geotextile-cement soil interface by conducting a
large-scale direct shear test and then analysed the influ-
ence of the cement content on the interface strength.
Jinqing et al.
11
conducted an interface pullout test on
sensing geosynthetics and weathered rock material-tire
shred lightweight soil and established a hyperbolic con-
stitutive model based on the reinforced-soil interaction.
Abdi and Arjomand
12
conducted pullout tests on clay re-
inforced with geogrids encapsulated in thin layers of
sand and found that geogrids encapsulated in such thin
layers can improve the tensile properties of reinforced
clay. Liu Feiyu et al.
13
conducted a series of cyclic shear
tests on sandwich-reinforced soil using a large direct
shear apparatus and studied the effects of different thin
sand layer thicknesses, cyclic shear amplitudes and verti-
cal stresses on interface shear characteristics. Chen Rong
et al.
14
conducted a series of geogrid-frozen soil pullout
tests on silty clay in Northeast China and analysed the
effects of the soil moisture content and freeze-thaw cycle
on the reinforcement performance of the geogrid. Their
results showed the apparent inhibitory effect of the mois-
ture content on the geogrid reinforcement, with the
freeze-thaw cycle improving the reinforcement effect of
this geogrid. Yi Fu et al.
15
comparatively studied the in-
terface characteristics of geogrids with different mesh
sizes and tailings and established the control measure for
the geogrid mesh size when the area ratio of the
geogrid-tailings interface to the shear surface is approxi-
mately 0.4.
A combined application of geotechnical reinforce-
ment and cement-solidified waste-mud technology in
foundation and slope engineering can greatly improve
the strength and stability of soil. However, research on
the characteristics of the interface between geogrids and
solidified waste mud is limited. In this study, indoor pull-
out tests were performed to investigate the pullout
force-displacement relationship of geogrid-solidified
waste-reinforced soil. The influences of different mois-
ture contents of waste mud and different cement contents
were determined to analyse the changes in the cohesion,
friction angle and interfacial quasifriction coefficient and
provide a reference for the application of reinforced so-
lidified waste mud.
2 TEST SCHEME
2.1 Test equipment
An in-house-made pullout instrument was used to
perform the pullout test on the interface of the reinforced
soil. The test equipment is shown in Figure 1 and the
geogrid is shown in Figure 2. The internal dimensions of
the pullout test box are (12.5 × 12.5 × 25) cm (length ×
width × height). Acrylic plates were set on all sides of
the test box to observe the deformation of the solidified
waste mud and the displacement of the geogrid during
the test. The horizontal loading system was composed of
a pullout displacement device, tension controller and fix-
ture. During the test, the controller was set to a constant
pullout rate or constant pullout force, with a maximum
pulling force as high as 10 kN. The vertical loading sys-
tem was composed of an air compressor, cylinder, pres-
sure controller and gasket. Normal pressure was applied
to the specimen by adjusting the pressure value of the
controller.
2.2 Test materials
Muck soil from Funing, Jiangsu, China, was selected
as the waste mud. This soil type is characterised by a
high moisture content, low strength, high organic matter
content, high compressibility, low shear strength and
poor water permeability; thus, it cannot be directly used
J. ZHANG et al.: INFLUENCE OF CEMENT CONTENT AND MOISTURE CONTENT ON THE PULLOUT-INTERFACE ...
334 Materiali in tehnologije / Materials and technology 57 (2023) 4, 333–339
Figure 2: Geogrid Figure 1: In-house-made pullout test equipment

and must be cured. In this study, Funing PO42.5 Portland
cement was used as the curing agent. A hybrid liq-
uid-plastic limit tester was used to determine the mois-
ture content limit for the mud in the Funing area. The
liquid limit w
L
for the mud in Funing was 52 %. The
sample was prepared via stratification. When the solidi-
fied mud reached the middle height of the pullout box, a
tensile plastic bidirectional geogrid was laid down. After
laying, solidified mud was continuously injected to the
top of the pullout box. The curing was completed in 28
d. The pullout test was conducted by applying three nor-
mal pressures of (50, 100 and 150) kPa. Bidirectional
plastic geogrid developed by Hebei Zhonghui Rubber
and Plastic Products Co., Ltd., was used for this study.
The size of the geogrid applied in the test was (110 ×
75) mm (length × width). Specific indicators are shown
in Table 1.
2.3 Pullout tests
The moisture content of the waste mud and cement
content were taken as test variables. The single control
variable method was adopted in the pullout test of the re-
inforced solidified waste mud, with the water and cement
contents varying at a pullout rate of 1 mm/min. Specific
test details are shown in Table 2.
3 RESULT AND ANALYSIS
3.1 Relationship between the pullout force and dis-
placement
Figures 3 and 4 show the relationship curves be-
tween the typical pullout force and displacement under
different conditions. The varying shapes of the pullout
force-displacement curves are essentially the same. With
the increasing pullout displacement, the curves first in-
creased rapidly, and the growth rate gradually decreased
after reaching the peak, generally depicting a strain-soft-
ening pattern. With the increasing normal pressure, the
pullout force at the same loading displacement was large.
The pullout displacement of the geogrid was also large
when it reached the peak value. The relationship between
the pullout force and displacement can be divided into
three stages: rapid growth, slow growth and failure. In
the rapid growth stage, as the main action between the
geogrid and solidified waste mud was friction, the pull-
out force increased rapidly with the pullout displace-
ment. In the slow growth stage, given the interlocking
and occluding effect of the geogrid mesh, the pulling
force slowed down with the decreasing displacement
growth rate and slowly reached the peak value. The outer
surface with the embedded geogrid in the middle of the
sample cracked and the bond in the solidified mud de-
creased. In the failure stage, after the pullout force
reached the peak, the interface between the geogrid and
solidified waste mud changed into a complete crack. The
residual bond strength and normal pressure of the solidi-
fied mud were insufficient to bind the geogrid and mud,
and the pullout force slowly decreased. The trends indi-
cate that the pullout resistance of the geogrid-solidified
mud interface comprises two parts in the pullout process.
The first part was the friction resistance between the
geogrid and the solidified mud. The second part was the
interlocking effect of the geogrid mesh in the solidified
mud, especially the passive resistance of the transverse
rib, in which the loss of the bonding strength of the so-
lidified mud significantly affected the interface charac-
teristics. The lower the moisture content and the higher
the cement content, the greater is the pullout force under
the same pullout displacement.
3.2 Variation in the peak value of the pullout force
Figure 5 shows variation curves of the peak pulling
forces of the geogrid-solidified mud under different nor-
mal pressures. The peak value of the pullout force in-
creased with the increasing normal pressure under differ-
ent normal pressures, and the variation curve presented
an approximately linear distribution. The growth trends
of [2.5 w
L
, 100 kg/m
3
], [2.0 w
L
, 100 kg/m
3
], [1.5 w
L
,
100 kg/m
3
] and [2.0 w
L
, 150 kg/m
3
] were essentially the
same. For example, under the condition of the 2.0 w
L
J. ZHANG et al.: INFLUENCE OF CEMENT CONTENT AND MOISTURE CONTENT ON THE PULLOUT-INTERFACE ...
Materiali in tehnologije / Materials and technology 57 (2023) 4, 333–339 335
Table 1: Technical data of the geogrid
Product
specifica-
tion
Transverse
rib width
(mm)
Longitudi-
nal rib
width
(mm)
Transverse
rib thick-
ness
(mm)
Longitudi-
nal rib
thickness
(mm)
Mesh size
(mm)
Longitudinal /
transverse ultimate
tensile strength per
linear meter
(kN·m
–1
)
Pullout force at
longitudinal / trans-
verse elongation of
2 % (kN·m
–1
)
Pullout force at
longitudinal / trans-
verse elongation of
5 % (kN·m
–1
)
TGSG5050 3.5 2.5 2.0 3.5 30 × 30  50  17  34
Table 2: Test cases
Sequence number Moisture content (w L) Cement content (kg/m
3
) Age (d) Normal pressure P (kPa)
1 1.5 100
28 50, 100, 150
2 2.0 100
3 2.5 100
4 2.0 50
5 2.0 150

J. ZHANG et al.: INFLUENCE OF CEMENT CONTENT AND MOISTURE CONTENT ON THE PULLOUT-INTERFACE ...
336 Materiali in tehnologije / Materials and technology 57 (2023) 4, 333–339
Figure 4: Relationship curves between typical pullout force and displacement under different moisture and cement contents: a) P =5 0k P a ,
w = 2.0 w
L
,b)P = 100 kPa, w = 2.0 w
L
,c)P = 150 kPa, w = 2.0 w
L
,d)P = 100 kPa, C = 100kg/m
3
,e)P = 50 kPa, C = 100 kg/m
3
,f)P = 150 kPa,
C = 100 kg/m
3
Figure 3: Relationship curves between typical pullout force and displacement under different normal pressures: a) 1.5 w
L
, 100 kg/m
3
,b )2 . 5w
L
,
100 kg/m
3
,c )2 . 0w
L
, 100 kg/m
3
,d )2 . 0w
L
, 50 kg/m
3
,e )2 . 0w
L
, 150 kg/m
3

moisture content and 150 kg/m
3
cement content, the peak
values of the pullout force under (50, 100 and 150) kPa
normal pressures were (1.499, 1.889 and 2.298) kN, re-
spectively, showing an increase by 26.0 % and 21.7 %
with respect to their original values. However, under the
conditions of [2.0 w
L
, 50 kg/m
3
], the growth curves of
the peak pullout force changed, shifting to 0.594, 0.663
and 0757 kN, respectively, showing an increase by only
11.6 % and 14.2 % with respect to their original values.
These values were much lower than those under the pre-
vious working conditions.
3.3 Influence of the moisture content and cement con-
tent on the pullout force
The variation curves for the peak value of the pullout
force with the moisture content and cement content were
fitted. In this manner, the influence of different moisture
contents and cement contents on the peak value of the
pullout force could be analysed. The correlation coeffi-
cients were higher than 0.987, showing a good degree of
fitting (Figures 6 and 7). Figure 6 shows that under the
same normal pressure, the peak value of the pullout force
at different moisture contents decreases with an increas-
ing moisture content, while the reduction rate is essen-
tially the same. The relationship between the peak value
of the pullout force and moisture content follows the lin-
ear function formula. Figure 7 shows that under the
same normal pressure, the peak value of the pullout force
at different cement contents gradually increases with an
increasing cement content. The larger the cement con-
tent, the smaller is the growth rate. The relationship be-
tween the peak value of the pullout force and the cement
content follows the logarithmic function formula. The
greater the normal stress, the greater is the growth rate of
the peak value of the pullout force.
3.4 Variation in the interfacial cohesion and internal
friction angle
Figures 8a and 8b show the relationship between in-
terfacial shear stress and normal pressure under different
moisture contents and cement contents, respectively. The
variation trends for the shear stress under different mois-
ture contents and cement contents are essentially the
same (i.e., they increase with the increasing normal
stress). Then, the curves were linearly fitted to analyse
the variation in the cohesion and internal friction angle
under different moisture contents and cement contents.
The correlation coefficients of the fitted lines were all
higher than 0.992, indicating a good fitting degree. The
slope difference of each fitting curve under different ce-
ment contents was greater than that under different mois-
ture contents. This finding reflects a considerable influ-
ence of the cement content on the interfacial shear stress.
The results of the linear fitting formula were further
analysed to obtain the interfacial cohesion and internal
friction under various conditions (Table 3). As the mois-
ture content increased, the cohesion decreased gradually,
whilst the internal friction angle increased slightly.
Meanwhile, as the cement content increased, the cohe-
J. ZHANG et al.: INFLUENCE OF CEMENT CONTENT AND MOISTURE CONTENT ON THE PULLOUT-INTERFACE ...
Materiali in tehnologije / Materials and technology 57 (2023) 4, 333–339 337
Figure 7: Variation curves of peak pullout force with cement content
Figure 5: Variation curves of peak pullout forces under different nor-
mal pressures
Figure 6: Variation curves of peak pullout force with moisture content

sion and internal friction angle increased gradually. With
regard to the moisture content, the difference in the cohe-
sion and internal friction angle between varying cement
contents is large, indicating a greater influence of the ce-
ment content than that of the moisture content on the in-
terfacial strength index.
Table 3: Interfacial cohesion and internal friction angle under differ-
ent conditions
Moisture con-
tent (w
L
)
Cement con-
tent (kg/m
3
)
C (kPa)  (°)
1.5 100 68.526 20.334
2.0 100 56.590 20.912
2.5 100 41.785 21.052
2.0 50 30.802 5.651
2.0 150 132.78 44.138
3.5 Variation in the interfacial quasifriction coefficient
The quasifriction coefficient of the reinforced soil in-
terface was calculated and then analysed to intuitively
characterise the reinforced soil interface. The calculation
formula for the quasifriction coefficient f is
f
F
LB
n
=
max
'
2 (1)
where F
max
is the peak value of the pullout force mea-
sured in the test, L and B are the effective pullout length
and width of the geogrid, respectively, and n
’
is the to-
tal normal pressure on the geogrid interface, i.e., the
sum of the normal stress applied in the test and the dead
weight stress of the soil above the grid. Figure 9 shows
the variation curves for the quasifriction coefficient at
the surface under different moisture and cement con-
tents. Under different normal pressures of (50, 100 and
150) kPa, the quasifriction coefficients under the 1.5 w
L
moisture content and 100 kg/m
3
cement content were
1.760, 1.037 and 0.834, respectively, decreasing by
41.1 % and 19.6 % with respect to their original values.
In particular, the quasifriction coefficients under the
2.0 w
L
moisture content and 50 kg/m
3
cement content
were 0.716, 0.402 and 0.306, decreasing by 43.9 % and
23.9 % with respect to their original values. The
quasifriction coefficients under the 2.0 w
L
moisture con-
tent and 100 kg/m
3
cement content were 1.524, 0.938
and 0.762, decreasing by 38.5 % and 18.8 % with re-
spect to their original values. The quasifriction coeffi-
cients under the 2.0 w
L
moisture content and 150 kg/m
3
cement content were 1.816, 1.145 and 0.929. Finally,
the quasifriction coefficients under the 2.5 w
L
moisture
content and 100 kg/m
3
cement content were 1.225,
0.797 and 0.665, decreasing by 34.9 % and 16.6 % with
respect to their original values. As the moisture content
increased or the cement content decreased, both the
quasifriction coefficient and reduction rate decreased
gradually with the increasing normal pressure. The vari-
ation ranges of the quasifriction coefficient attributed to
the change in the cement content were larger than those
attributed to the change in the moisture content.
J. ZHANG et al.: INFLUENCE OF CEMENT CONTENT AND MOISTURE CONTENT ON THE PULLOUT-INTERFACE ...
338 Materiali in tehnologije / Materials and technology 57 (2023) 4, 333–339
Figure 8: Variation in interfacial shear stress with normal stress: a) different moisture contents, b) different cement contents
Figure 9: Variation curves of the interface quasifriction coefficient

4 CONCLUSIONS
A pullout test of geogrid-reinforced solidified waste
mud, considering the influence of different moisture con-
tents of waste mud and cement contents was conducted
in this study. The relationship between the pullout force
and displacement of reinforced soil was investigated, and
the variations in the interfacial cohesion, friction angle
and quasifriction coefficient were analysed. The main
conclusions are as follows:
(1) The pullout force-pullout displacement curves of
solidified waste mud with different moisture contents
and cement contents under different normal pressures
first increased rapidly with the increasing pullout dis-
placement, then the growth rate decreased gradually and
finally it decreased slowly after reaching the peak. This
trend depicts strain-softening characteristics.
(2) The peak value of the pullout force decreased
gradually with the increasing moisture content, and they
were linearly related. The curve increased gradually with
the increasing cement content, showing a logarithmic
correlation. Compared with the moisture content, the ce-
ment content had a greater effect on the peak value of the
pullout force.
(3) The interfacial shear stress, cohesion and
quasifriction coefficient decreased gradually with the in-
creasing moisture content, but the internal friction angle
only changed slightly. With the increasing cement con-
tent, the interfacial shear stress, cohesion, internal fric-
tion angle and quasifriction coefficient increased gradu-
ally. The influence of the cement content on the
interfacial strength was greater than that of the moisture
content. Overall, this study can provide guidelines for
the mixture design of solidified waste mud.
Acknowledgments
The authors are grateful for the support from the
Jiangsu Qinglan Project, Major Project in Basic Science
Research at the Universities of Jiangsu Province
(22KJA560004), Jiangsu Provincial University-Industrial
Research Collaboration Project (BY2022562) and re-
search project of the Nanjing Vocational Institute of
Transport Technology (JZ2201).
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Materiali in tehnologije / Materials and technology 57 (2023) 4, 333–339 339