Enginee ing and Technology Jou nal e-ISSN: 2456-3358
Volume 10 Issue 11 No embe -2025, Page No.-7931-7938
DOI: 10.47191/e j/ 10i11.24, I.F. – 8.482
© 2025, ETJ
7931
ETJ Volume 10 Issue 11 No embe 2025, aYance Kake iss
Tes o Clay Soil Rein o cemen Model Using Plas ic Bo le Was e
Yance Kake issa
Depa men o Ci il Enginee ing, Musamus Uni e si y, Me auke 99614, Indonesia
ABSTRACT: The cons uc ion o in as uc u e on land wi h low bea ing capaci y esul s in la ge se lemen s and la e al
mo emen s. Va ious me hods ha e been de eloped o o e come hese p oblems, especially me hods ha u ilize was e. The e o e,
he au ho wan s o de e mine he e ec o using wo en plas ic bo le was e on soil wi h low bea ing capaci y using an expe imen al
esea ch me hod. Tes ing is ca ied ou by obse ing he de o ma ion ha occu s in so soil wi hou ein o cemen and ein o ced
using wo en plas ic bo les laye 1 and laye 2.F om he esul s o he de o ma ion es ha occu ed in he un ein o ced soil wi h a
load o 4 kN was 45.5 mm, while he ein o ced using wo en plas ic bo les laye 1 and laye 2 wi h he same load o 4 kN was
41.60 mm and 38.20 mm, so i can be concluded ha he soil ein o ced wi h wo en plas ic bo les laye 1 expe ienced an inc ease
in s eng h o 9.38% and o wo en laye 2 by 19.11% agains he e ical de o ma ion ha occu ed. Judging om he de o ma ion
pa e n ha occu ed, he esul s o his modeling a e included in he local shea ailu e pa e n.
KEYWORDS: Plas ic Bo les, Clay Soil, Soil Rein o cemen
INTRODUCTION
Soil is a ela i ely loose collec ion o mine als,
o ganic ma e , and sedimen s loca ed on bed ock. The
ela i ely weak bonds be ween pa icles can be caused by
ca bona es, o ganic ma e , o oxides ha p ecipi a e be ween
he pa icles. The spaces be ween pa icles can con ain wa e ,
ai , o bo h. [1]
Soil wi h a low bea ing capaci y is also known as so
soil, as wa e plays a signi ican ole in he soil's
cha ac e is ics. So soil, wi h a d y mass, has a highe bea ing
capaci y bu will beha e plas ically when wa e is added. This
can cause p oblems in a ious cons uc ion p ojec s due o he
soil's high sh inkage a e.
The cons uc ion o in as uc u e on land wi h low
bea ing capaci y can cause la e al mo emen , which can lead
o signi ican subsidence. Cu en ly, he e a e many me hods
o ways o o e come dis u bances o p oblems ha can occu
in cons uc ion p ojec s loca ed on land wi h low bea ing
capaci y. Va ious me hods o o e come his include he use
o geosyn hesis, soil mixing o eplacing ma e ials, he use o
ce ucuks, and also a ious na u al ma e ials o was e
u iliza ion. Plas ic bo le was e is he mos equen ly
encoun e ed ino ganic was e, his ype o was e has p ope ies
ha a e di icul o decompose wi h soil. Fo o ganic was e in
Me auke Regency, i eaches 75.73% and ino ganic 24.27%,
o plas ic was e is 8.14%. [2]
This was e has no been u ilized e ec i ely, so
esea che s a e ying o imp o e i s u iliza ion. In his case,
plas ic bo le was e, ini ially conside ed a less use ul was e
p oduc and po en ially ha m ul o en i onmen al heal h, can
be ans o med in o a aluable o m o was e by p ocessing i
o educe pollu ion.
LITERATURE REVIEW
Roads a e needed o connec one loca ion o ano he .
The cons uc ion o a oad body (embankmen ) on land wi h
insu icien bea ing capaci y can cause la e al mo emen and
also cause subsidence in he land. This ype o esea ch is an
expe imen al ype, namely o see he de o ma ion ha occu s
in so soil ha is no gi en ein o cemen and in so soil ha
is gi en ein o cemen using bus wood and wi h a ying
dep hs s a ing om 10 cm, 20 cm, 30 cm, and 40 cm wi h a
wood diame e be ween 4 cm o 6 cm. F om he esul s o
labo a o y es s i is known ha bus wood can educe
de o ma ion ha occu s in so soil. F om he esul s o es s
o a load o 4 kN on un ein o ced soil, a de o ma ion o 40.70
cm occu ed, while o soil wi h bus wood cone ein o cemen
wi h a load o 4 kN expe ienced an inc ease in s eng h
agains e ical de o ma ion ha occu ed by 6.14% a a dep h
o 20 cm, 12.29% a a dep h o 30 cm, and 19.77% a a dep h
o 40 cm. [3]
One o he al e na i es p o ided in his modeling is
bamboo g id and bamboo ma ing as a subs i u e o
geosyn he ics o shallow ounda ion ein o cemen ma e ials
on clay soil. The pu pose o his modeling is o de e mine he
alue o soil bea ing capaci y and BCR wi h bamboo g id and
bamboo ma ing ein o cemen . Shallow ounda ion
modeling is ca ied ou using he Plaxis 8.2 p og am. The
pa ame e s s udied a e he e ec o a ia ions in he dis ance
and numbe o ein o cemen laye s using he same
ein o cemen wid h on he soil bea ing capaci y alue by
looking a he g aph o he ela ionship be ween se lemen
and load om he Plaxis p og am ou pu . F om he esul s o
he s udy, i was ound ha he addi ion o 3 laye s o
ein o cemen a a a ia ion o ein o cemen dis ance om
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he base o he ounda ion o 0.25 B ga e he highes soil
bea ing capaci y alue o 409.537 kPa. I can be seen ha he
close he ein o cemen dis ance om he base o he
ounda ion, he g ea e he soil bea ing capaci y will be. [4]
The ounda ion se lemen p ocess is caused by he
comp ession o he soil laye benea h he ounda ion due o
he s uc u al load. In his s udy, he e ec o ein o cemen
ins alla ion on shallow ounda ion se lemen on so soil in
he Aie Pecah Padang a ea was calcula ed. Rein o cemen
analysis was ca ied ou on so clay soil and sand ill soil ha
we e gi en 1, 2, 3, and 4 laye s o ein o cemen . F om he
esul s ob ained, so clay soil loaded wi h ounda ions
expe ienced a se lemen g ea e han he pe mi ed
se lemen . The ins alla ion o 2 laye s o ein o cemen
p o ided op imum esul s on clay soil, namely wi h a
educ ion in se lemen o 97.26%. [5]
THEORETICAL BASIS
A. De ini ion o Clay Soil
Soil is a collec ion o mine als, o ganic ma e , and
ela i ely loose sedimen s loca ed on bed ock. The ela i ely
weak bonds be ween pa icles can be caused by ca bona es,
o ganic ma e , o oxides ha p ecipi a e be ween he
pa icles. Be ween soil pa icles a e emp y spaces called
po es, which con ain wa e and ai . These spaces a e
in e connec ed, allowing wa e o low om highe o lowe
poin s. [1]
Clay soil is a soil ha , i no ca e ully iden i ied and
in es iga ed, can cause ins abili y and in ole able long- e m
se lemen . This soil has low shea s eng h and high
comp essibili y. So soil is di ided in o wo ypes: so clay
and pea . I he exis ing subg ade is clay, which has low
bea ing and shea s eng h, cons uc ion on i can be
damaged. The e o e, he subg ade mus be ha d o mee
echnical equi emen s.
Soil is a ela i ely loose collec ion o mine als,
o ganic ma e , and sedimen s loca ed on bed ock. The
ela i ely weak bonds be ween pa icles can be caused by
ca bona es, o ganic ma e , o oxides ha p ecipi a e be ween
he pa icles. Be ween soil pa icles a e emp y spaces called
po es, which con ain wa e and ai . These spaces a e
in e connec ed, allowing wa e o low om highe o lowe
poin s. [1]
Clay soil is a soil ha , i no ca e ully iden i ied and
in es iga ed, can cause ins abili y and in ole able long- e m
se lemen . This soil has low shea s eng h and high
comp essibili y. So soil is di ided in o wo ypes: so clay
and pea . I he exis ing subg ade is clay, which has low
bea ing and shea s eng h, cons uc ion on i can be
damaged. The e o e, he subg ade mus be ha d o mee
echnical equi emen s.
b. Soil Classi ica ion
Gene ally, de e mining soil p ope ies is o en
encoun e ed in echnical p oblems ela ed o soil. The esul s
o hese p ope y in es iga ions can hen be used o e alua e
speci ic p oblems. Almos all soil classi ica ions use a simple
es - ype index o de e mine he cha ac e is ics o he soil and
de e mine he classi ica ion g oup. Sie e analysis and
plas ici y o m he basis o de e mining pa icle size in
gene al soil classi ica ion. AASHTO (Ame ican Associa ion
o S a e Highway and T anspo a ion O icials) and he
Uni ied Soil Classi ica ion Sys em a e wo sys ems
equen ly used in soil classi ica ion. [1]
The AASHTO classi ica ion sys em is use ul o
de e mining soil quali y o oad embankmen , subbase, and
subg ade design. This sys em is p ima ily in ended o
pu poses wi hin hese a eas. This sys em di ides soil in o
eigh g oups, A-1 h ough A-8, including subg oups. G oups
A-1 h ough A-3 ep esen pa icles passing a 0.075 mm sie e
o a No. 1 sie e. 200 ≤ 35%, and o g oups A-4, A-5, A-6,
and A-7 a e g ains ha pass h ough a sie e size o 0.075 mm
≥ 35%.
In his case, he ollowing es s we e pe o med:
1. G anule Analysis
This analysis aims o de e mine he pe cen age o
g ain weigh passing each sie e; he e o e, his es is always
pe o med. This es is pe o med using s anda d sie es (sie e
nos. 200, 80, 60, 50, 40, 30, 16, 10, 8, 4). Calcula e he
pe cen age passing o each sie e using he o mula:
𝑃𝑡 = 𝑊𝑡
𝑊1 𝑥 100% (1)
Whe e:
P = Pe cen age o soil weigh on sie e (%)
W = Weigh o soil on sie e (g ams)
W1 = To al soil weigh (g ams)
2. Soil Speci ic G a i y
The a io o he weigh o wa e o he weigh o
d y/solid soil g ains is also known as soil speci ic g a i y. The
speci ic g a i y o clay soil anges om 2.58 o 2.75. [1]
In labo a o y es ing, analysis can be pe o med using he
o mula:
𝐺𝑠 = 𝛾𝑠
𝛾𝑤 (2)
Whe e:
Gs = Speci ic g a i y o soil
γs = Volume weigh o solid soil pa icles (g ams)
γw = Volume weigh o wa e (g ams)
3. A e be g limi s
These es s include:
a. Liquid Limi (LL)
De ined as he wa e con en o he soil a he bounda y
be ween he liquid and plas ic s a es, namely he uppe limi
o he plas ic egion. [1]
b. Plas ic Limi (PL)
De ined as he wa e con en be ween he plas ic and
semi-solid s a es, namely he pe cen age o wa e con en a
which soil wi h a cylinde diame e o 3.2 mm begins o c ack
when olled. [1]
c. Plas ic Index (IP)
Rep esen s he educ ion/di e ence om he liquid o
he plas ic limi . [1]
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IP = LL - PL (%) (3)
Whe e:
IP = Plas ic Index (%)
LL = Liquid Limi (%)
PL = Plas ic Limi (%)
B. Cha ac e is ics o Plas ic Bo les
Plas ic is a eadily a ailable and lexible packaging
ma e ial. Besides being used o ood packaging, i is o en
used as a pape coa ing, and we o en encoun e i in almos
e e y p oduc and place. Each ype o plas ic has a di e en
le el o haza d depending on he chemical composi ion, he
ype o ood being packaged, he empe a u e a which he
ood is s o ed, and he du a ion o use. [9]
Plas ic comes in a ious ypes, including: HDPE,
PET, LDPE, PVC, PS, PP, and o he s. These plas ics a e
lexible, di icul o decompose, unb eakable, come in a
a ie y o colo s, a e du able, ela i ely inexpensi e,
anspa en , and eadily a ailable. The majo i y o PET
ma e ials wo ldwide a e syn he ic ibe s, accoun ing o
app oxima ely 60% o he o al. In ex iles, PET is used as he
base ma e ial o packaging bo les, accoun ing o
app oxima ely 30%. This ype o bo le is only ecommended
o single-use because equen use, especially o s o ing ho
o wa m wa e , can cause he polyme coa ing o mel and
elease ca cinogenic subs ances ha can be ha m ul o ou
bodies. [9]
In his s udy, he plas ic used was PET (Vi /Aqua
bo les). Due o i s economic alue and i s inhe en esis ance
o na u al decomposi ion, his esea ch will educe
en i onmen al pollu ion caused by plas ic bo le was e.
RESEARCH METHODOLOGY
The esea ch was expe imen al, es ing plas ic bo le
was e wea ing using ypical labo a o y modeling on so soil.
The esea ch loca ion was he Ci il Enginee ing Labo a o y
a Musamus Uni e si y. The samples we e aken om
Kampung Salo I (Telaga Sa i). The plas ic bo les used we e
Vi /Aqua bo les sou ced om a eas a ound Me auke
Regency.
The sample loca ions can be seen in Figu e 1.
Figu e 1. Map o sampling loca ions
1. Implemen a ion Me hod
Soil samples we e aken om Kampung Salo I
(Telaga Sa i), Me auke Regency. The plas ic bo les used
we e Vi /Aqua, cu in o 1 cm wide ci cles and hen wo en
in o 40 cm x 40 cm sizes.
A. P epa a ion o Tools and Ma e ials
a. P epa a ion o equipmen o es ing physical and
mechanical p ope ies o he soil.
b. Modeling es ank: A soil ein o cemen model using
a ank measu ing 120 cm x 60 cm x 50 cm.
c. Hyd aulic pump: To apply he load o he pla e.
d. Dial indica o : To moni o soil de o ma ion.
B. Resea ch Implemen a ion
a. Soil speci ic g a i y es ing was ca ied ou in
acco dance wi h Indonesian Na ional S anda ds (SNI)
[10]. The ools used we e a ho pla e, pycnome e ,
o en, elec ic scale, and spa ula.
b. Wa e con en es ing was ca ied ou in acco dance
wi h Indonesian Na ional S anda ds (SNI) [6]. The
ools used we e an o en, a cup, and an elec ic scale.
c. G ain analysis es ing complies wi h SNI [11]. The ools
used a e sie es, b ushes, elec ic scales, wa e hoses,
and cups.
d. The A e be g limi s es ing ools comply wi h SNI.
[12], [13] The ools used a e Casag ande, cups,
glasswa e measu ing 0.9 cm x 45 cm x 45 cm,
spa ulas, and o ens.
e. The compac ion es ools comply wi h SNI [14]. The
ools used a e o ens, s anda d p oc o hamme s,
s anda d p oc o molds, elec ic scales, and jacks.
. We place he base soil in o a 30 cm deep ank, hen
add 10 cm o back ill. Place he mesh a a heigh o 20
cm and 30 cm om he bo om o he ank.
RESULTS AND DISCUSSION
Resul s
Based on he esul s o labo a o y esea ch, we will
explain he da a om so soil es ing. The soil classi ica ion
used in his es used he AASHTO classi ica ion sys em.
Based on he esul s o he pa icle size es , 88.38% o he
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samples passed he No. 200 sie e, as la ge han 35%, making
hem classi ied as clay and loamy, classi ied as g oups A-4 o
A-7.
The clay soil es included he ollowing es s: Soil
G anule Analysis This analysis uses a il e o g ains ha
ha e a diame e g ea e han 0.075 mm.
Table 1. G ada ion o soil g ains
Diame e (Φ)
Sie e (mm)
Sie e Weigh
(G am)
Sample
Weigh
(G am)
% Re ained
% Re ained
Cumula i e
% Passing
Cumula i e
4.75
353
7
1.4
1.4
98.6
2.36
343
5.3
1.06
2.46
97.54
2
447.5
5
1
3.46
96.54
1.18
310.5
5.7
1.14
4.6
95.4
0.6
344.5
6
1.2
5.8
94.2
0.42
319
5.3
1.06
6.86
93.14
0.3
317.5
5.5
1.1
7.96
92.04
0.25
325
5.3
1.06
9.02
90.98
0.18
310.5
5.6
1.12
10.14
89.86
0.075
256
7.4
1.48
11.62
88.38
Pan
-
441.9
88.38
100
0
Sum
500
100
-
-
Figu e 2. Soil G ain Analysis G aph
The esul s o he pe cen age o lag ob ained by each
a e added oge he o ob ain he cumula i e pe cen age o lag
and hen om he da a ob ained cumula i e pass, namely
sie e no. 4 o 98.6%, no. 8 o 97.54%, no. 10 o 96.54%, no.
16 o 95.4%, no. 30 o 94.2%, no. 40 o 93.14%, no. 50 o
92.04%, no. 60 o 90.08%, no. 80 o 89.86%, and no. 200 o
88.38%.
-
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100
Diame e bu i an (mm)
`
Fine
(clay)
(sil )
Medium
Coa se
(Sand)
(G a el)
Clay 4 %
Sand 65 %
Sil 31 %
G anule diame e (mm)
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Tabel 2. A e be g es esul s
Liquid Limi
Plas ic Limi
No.
Numbe o S okes
Wa e
con en
No.
Wa e con en
1
16
51,61 %
1
14 %
2
24
45,45 %
2
18,18 %
3
33
42,11 %
3
22,22 %
4
42
37,50 %
A e age wa e con en
44,17 %
A e age wa e
con en
18,13 %
LL = 44,17 %
PL = 18,13 %
Plas ic index :
IP = LL – PL
= 44,17 – 18,13
= 26,04 %
This es is o see he op imum le el o he soil being es ed and de e mine he alue o he ela ionship be ween wa e con en
and soil densi y, which can be seen in Figu e 3.
Figu e 3. Rela ionship be ween d y uni weigh and wa e con en
Based on he es esul s, a summa y o he physical and mechanical cha ac e is ics es s was p epa ed, as shown in he ollowing
able 3.
Table 3. Recapi ula ion o es inspec ion esul s
Types o Tes ing
Tes Resul s
Soil Cha ac e is ics Tes ing
Wa e Con en (w)
14,71
%
Speci ic g a i y (Gs)
2,60
G ain analysis es
Cumula i e pass no. 200
88,38
%
A e be g es
1
Liquid limi
44,17
%
1.700
1.800
1.900
2.000
2.100
2.200
2.300
4.00 9.00 14.00
D y Volume Weigh (g am/cm³)
Wa e con en (%)
10,7
9,7
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2
Plas ic limi
18,13
%
3
Plas ic index
26,04
%
Bulk densi y es ing
1,84
g am/cm3
Compac ion es ing
1
D y weigh
1,97
g am/cm3
2
Op imum wa e con en
10,7
%
DISCUSSION
Labo a o y es ing esul s demons a e he se lemen
and de o ma ion ha occu ed. These es s we e di ided in o
h ee ein o cemen schemes: one wi hou wo en bo les, one
wi h wo en bo les in one laye , and one wi h wo en bo les
in wo laye s.
F om he esul s o he es s conduc ed, da a on land
subsidence has been ob ained. Fo Schemes 1, 2, and 3, see
he ollowing ables 4.
Table 4. Land se lemen wi hou ein o cemen
No
Dis ance
(cm)
Decline(mm)
In o ma ion
Bu den
1 kN
Bu den
2 kN
Bu den 3
kN
Bu den4
kN
1
0
-27,5
-36,5
-40,3
-45,5
Dec ease
eading
2
-15
-27,5
-36,5
-40,3
-45,5
3
15
-27,5
-36,5
-40,3
-45,5
4
-30
1,4
2,6
3,0
5,7
Dial 1
5
-45
1,2
2,2
2,9
4,8
Dial 2
6
30
1,35
2,55
2,97
5,6
Dial 3
7
45
1,18
2,15
2,7
4,4
Dial 4
Table 4 shows he subsidence o un ein o ced soil. The subsidence ha occu s wi h a load o 4 kN in soil wi hou wo en
ein o cemen is -45.5 mm.
Table 5. Subsidence wi h 1s laye o wo en ein o cemen
No
Dis ance
(cm)
Decline(mm)
In o ma ion
Bu den
1 kN
Bu den
2 kN
Bu den 3
kN
Bu den4 kN
1
0
-24,5
-34,15
-37,15
-41,60
Dec ease
eading
2
-15
-24,5
-34,15
-37,15
-41,60
3
15
-24,5
-34,15
-37,15
-41,60
4
-30
1,25
2,1
2,7
4,3
Dial 1
5
-45
1,1
2
2,6
3,8
Dial 2
6
30
1,2
1,96
2,56
4
Dial 3
7
45
1
1,8
2,5
3,2
Dial 4
Table 4.5 shows ha he de o ma ion occu ing unde a 4 kN load on he soil ein o ced wi h he i s laye o wo en bo le mesh
changed. The se lemen was -41.60 mm.
Table 6. Land se lemen wi h he second laye o wo en bo le mesh.
No
Dis ance
(cm)
Decline(mm)
In o ma ion
Bu den
1 kN
Bu den
2 kN
Bu den 3
kN
Bu den4
kN
1
0
-22,25
-34,45
-36,30
-38,20
Dec ease
eading
2
-15
-22,25
-34,45
-36,30
-38,20
3
15
-22,25
-34,45
-36,30
-38,20
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4
-30
1
1,6
2
3,89
Dial 1
5
-45
0,7
1,3
1,8
2,85
Dial 2
6
30
0,9
1,1
1,94
3,1
Dial 3
7
45
0,57
0,9
1,76
2,89
Dial 4
Table 6 shows ha he subsidence o he soil using ein o cemen wi h a load o 4 kN on he soil ein o ced wi h wo en plas ic
bo les wi h wo laye s o ein o cemen expe ienced a change in subsidence. The subsidence occu ed by -38.20 mm.
Table 7. Un ein o ced de o ma ion dial eadings
No.
Bu den
(kN)
Dec ease eading
De o ma ion eading
Dial 1
Dial 2
Dial 3
Dial 4
1
0
0,00
0
0
0
0
2
0,5
19,2
0,6
0,47
0,52
0,4
3
1
27,5
1,4
1,2
1,35
1,18
4
1,5
30,7
1,86
1,62
1,73
1,5
5
2
36,5
2,6
2,2
2,55
2,15
6
2,5
38
2,87
2,56
2,70
2,24
7
3
40,3
3
2,90
2,97
2,70
8
3,5
43,1
4,1
3,7
3,7
3,38
9
4
45,5
5,7
4,8
5,6
4,4
Table 7 shows he de o ma ion eadings ha occu in soil wi hou ein o cemen wi h a load o up o 4 kN. The de o ma ion ha
occu s a a load o 4 kN o dial 1 is 5.7 mm, o dial 2 he de o ma ion is 4.8 mm, o dial 3 he de o ma ion is 5.6 mm, and o dial
4 he de o ma ion is 4.4 mm.
Table 8. De o ma ion dial eading wi h 1s laye wo en ein o cemen
No.
Bu den
(kN)
Dec ease eading
De o ma ion eading
Dial 1
Dial 2
Dial 3
Dial 4
1
0
0,00
0
0
0
0
2
0,5
15,3
0,4
0,38
0,34
0,32
3
1
24,5
1,25
1,10
1,2
1
4
1,5
28,4
1,67
1,43
1,54
1,33
5
2
34,15
2,10
2
1,96
1,8
6
2,5
35
2,49
2,36
2,35
2,2
7
3
37,15
2,70
2,6
2,56
2,5
8
3,5
39,1
3,20
3
3,10
2,99
9
4
41,60
4,30
3,8
4
3,2
Table 8 shows he de o ma ion eadings ha occu in he soil using laye 1 bo le mesh ein o cemen wi h a load o up o 4 kN on
he soil. The de o ma ion ha occu s a a load o 4 kN o dial 1 is 4.30 mm, on dial 2 he de o ma ion ha occu s is 3.80 mm, on
dial 3 he de o ma ion ha occu s is 4 mm, and on dial 4 he de o ma ion ha occu s is 3.20 mm.
Table 9. De o ma ion dial eading wi h 2-laye wo en ein o cemen
No.
Bu den
(kN)
Dec ease eading
De o ma ion eading
Dial 1
Dial 2
Dial 3
Dial 4
1
0
0,00
0
0
0
0
2
0,5
14,20
0,28
0,22
0,21
0,19
3
1
22,25
1
0,70
0,90
0,57
4
1,5
26,7
1,33
1,07
1,02
0,81
5
2
34,45
1,60
1,30
1,38
0.9
“Tes o Clay Soil Rein o cemen Model Using Plas ic Bo le Was e”
7938
ETJ Volume 10 Issue 11 No embe 2025, Yance Kake issa
6
2,5
35
1,87
1,49
1,73
1,22
7
3
36,30
2
1,80
1,94
1,76
8
3,5
37,60
3,10
2,10
2,68
2
9
4
38,20
3,89
2,85
3,10
2,89
Table 9 shows he de o ma ion eadings ha occu in he soil
using 2-laye wo en bo le ein o cemen wi h a load o up o
4 kN. The de o ma ion ha occu s in he soil o dial 1 is 3.89
mm, o dial 2 he de o ma ion is 2.85 mm, o dial 3 he
de o ma ion is 3.10 mm, and 2.89 mm occu s o dial 4.
The esul s o he ein o cemen model es s yielded
combined da a on soil de o ma ion, including:
a. Rein o cemen Scheme 1 wi hou using plas ic bo les.
b. Rein o cemen Scheme 2 using a single-laye plas ic
bo le.
c. Rein o cemen Scheme 3 using a double-laye plas ic
bo le.
CONCLUSION
F om he analysis o labo a o y es esul s, i was
concluded ha plas ic bo les can be used as a ein o cemen
ma e ial o subg ade wi h low bea ing capaci y, because i
can educe he de o ma ion ha occu s in he soil. I is known
ha he de o ma ion in un ein o ced soil wi h a load o 4 kN
is 45.5 mm, while using laye 1 and laye 2 bo les wi h he
same load o 4 kN is 41.60 mm and 38.20 mm, espec i ely.
I was concluded ha he soil wi h laye 1 bo le
ein o cemen expe ienced an inc ease in s eng h o 9.38%
and o laye 2 by 19.11% agains he e ical de o ma ion
ha occu ed. Judging om he de o ma ion pa e n ha
occu ed, he esul s o his modeling a e included in he local
shea ailu e pa e n.
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