INFLUENCE DIAMETER VARIATION OF LIME COLUMN ABOVESAND COLUMN IN SOFT CLAY SOIL STABILIZATION Influence Diameter Variation of Lime Column Above Sand Column In Soft Clay Soil Stabilization.
INFLUENCE DIAMETER VARIATION OF LIME COLUMN ABOVE
SAND COLUMN IN SOFT CLAY SOIL STABILIZATION
Final Project
To fulfill partial of requirement to
Achieve S-1 graduate degree in Civil Engineering
Prepared by:
Dadis Ermawan
(D 100 110 108)
CIVIL ENGINEERING DEPARTEMENT
ENGINEERING FACULTY
UNIVERSITAS MUHAMMADIYAH SURAKARTA
2016
CERTIFICATION SHEET
INFLUENCE DIAMETER VARIATION OF LIME COLUMN ABOVE
SAND COLUMN IN SOFT CLAY SOIL STABILIZATION
Final Project
Submitted and defended in Final Examination of
Final Project in front of Board of Examiners
On 14 January 2016
Submitted by:
DADIS ERMAWAN
NIM: D100 110 108
Board of Examiners
First Advisor
Second Advisor
Anto Budi Listyawan, S.T., M.Sc.
NIK: 913
Ir. Renaningsih, M.T.
NIK: 733
Member of Examiner
Senja Rum Harnaeni, ST. MT
NIK: 795
This Final Project is accepted in partial fulfillment of the requirements
for awarding the degree Bachelor S-1 of Civil Engineering
Surakarta, 14 January 2016
Head of Engineering Faculty
Head of Civil Engineering Program Study
Sri Sunarjono, Ph.D
NIK: 682
Mochamad Solikin, PhD
NIK: 792
ii
DECLARATION OF AUTHORSHIP
Here with me,
Name
: DADIS ERMAWAN
NIM
: D 100 110 108
Department
: CIVIL ENGINEERING
Title
: INFLUENCE DIAMETER VARIATION OF LIME COLUMN
ABOVE
SAND
COLUMN
IN
SOFT
CLAY
SOIL
STABILIZATION
Declare that this Final Project is made and presented by mine, except the
quotations and summaries that I have explained from all of the sources. If at a later
it is found that this Final Project is a product of plagiarism, I am willing to accept
any legal consequences that may be imposed to me.
Surakarta, 14 January 2016
Dadis Ermawan
iii
MOTTO
“Religion with no knowledge, the world will be ended”
(Anonim)
“Education is the most powerful weapon which you can use to change the world”
(Anonim)
“Number is a form of language to count things, not knowledge”
(Anonim)
“No one is fool, no one is smart”
(Anonim)
“There is no beautiful pray accept pray for the completion of this final project”
(Anonim)
iv
PREFACE
Assalaamualaikuum Wr. Wb
Alhamdulillah, all praise to Allah azza wa jalla who has given blessing and
mercies until this Final Project can be completed. This Final Project to complete
most the requirement to achieve S-1 graduate degree in Civil Engineering
Department, Engineering Faculty, Universitas Muhammadiyah Surakarta. The
author also says thanks for all parties who give any support for arrangement this
Final Project until it can be completed. The accomplishment this Final Project the
author will say thanks to other parties:
1. Sri Sunarjono, PhD as the Head of Engineering Faculty, Universitas
Muhammadiyah Surakarta.
2. Mochamad Solikin, PhD as the Head of Civil Engineering Department,
Universitas Muhammadiyah Surakarta.
3. Advisors lecture of Final Project, Mr. Anto Budi Listyawan, S.T. M.Sc., Mrs. Ir.
Renaningsih, M.T., and Mrs. Senja Rum Harnaeni, S.T, M.T., who had been
taking the time to provide guidance and direction to the completion of this final
project.
4. All lecturers in Civil Engineering Department, Engineering Faculty, Universitas
Muhammadiyah Surakarta thanks for your guidance and knowledge.
5. Dad, mom and my beloved family who always give me support. Thanks for your
praise and wish a long this time, I hope Allah give you a reward as well as you
give to me.
6. All my friends from Civil Engineering International Program, thanks for your
time as my partner and for Civil Engineering period 2011, you are the best for
me.
7. All my friends from “Dolan Hore Group”, from “Wisma Sussy”, from “Kost
Cendrawasih”, Thanks for beautiful time as long as I meet you.
8. All parties that cannot be mentioned one by one who have helped to
accomplishing this Final Project.
v
The author realize that the arrangement this Final Project is not a perfect
one. Because of that, the author hope there are any suggestion and criticism to
make this Final Project better and can be useful for us. Aminnn
Wassalamu’alaikum Wr. Wb.
vi
TABLE OF CONTENT
TITLE PAGE…………………………………………….………………….
i
CERTIFICATION SHEET…………………………………………………
ii
DECLARATION OF AUTHORSHIP……………………………………..
iii
MOTTO………………………………………………………….…………..
iv
PREFACE……………………………………………………………………
v
TABLE OF CONTENT………..……………………………………………
vii
LIST OF TABEL……………………………………………………………
ix
LIST OF FIGURE………………….……………………………………….
xiii
LIST OF APPENDIX………………………………………………………. xvii
ABSTRACT…….…………………………………………………………… xviii
I.
II.
III.
INTRODUCTION……………………………………………………
1
A. Background……………………………………………………….
1
B. Poblem Formulation………………………………………………
2
C. Objective and Benefit Research………………….………………..
2
1.
Research Objective….………………………………………...
2
2.
Research Benefit……..……………………………………….
2
D. Limitation Problems……………………………………………….
3
E. Research Authenticity……………………………………………...
3
LITERATURE REVIEW…………………………………………….
5
A. Soft Clay Soil………………………………………………………
5
B. Sand………………………………………………………………..
5
C. Lime ………………..……………………………………………..
6
D. Consolidation………………………………………………………
6
E. Preloading………………………………………………………….
7
F. Vertical Drain…………….………………………………………..
7
G. Similar Research Review………………………………………….
7
BASIC THEORY……………….…………………………………….
9
A. Soil Properties……………….…………………………………….
9
1.
Physical Properties…………….………………………..…….
2.
Mechanical Properties……….……………………………….. 12
vii
9
B. Soil Stabilization Using Vertical Drain…….……………………..
IV.
17
RESEARCH METHOD……………………………………………... 18
A. Research Location………………………………………………… 18
B. Material Used………………….………………………………….. 18
C. Equipment Used…………..……..………………………………... 18
D. Stage of Research……………..…………………………………... 21
V.
ANALYSIS AND DISCUSSION……………………………………. 27
A. Physical Soil Properties…………………………………………… 27
1.
Specific Gravity Test (Gs)……………………………………. 27
2.
Atterberg Limits Test……..…………………………………... 31
B. Mechanical Soil Properties………………………………………… 43
VI.
1.
Coefficient of Consolidation (Cv)…………………………….. 43
2.
Compression Index (Cc)………………………………………. 55
3.
Settlement Consolidation (Sc)……………………………….... 59
4.
Effect of Diameter Column On Degree of Consolidation ……. 62
CONCLUSION AND SUGGESTION…………..…………………… 64
A. Conclusion…………………………………………………………. 64
B. Suggestion…………………………………………………………. 64
BIBLIOGRAPHY
APPENDIX
viii
LIST OF TABLE
Table V.1
Result of Specific Gravity test for first layer (lime zone)…...…
Tabel V.2
Result of Specific Gravity test for second layer layer (zone
27
between lime-sand)……..………………………………………
28
Tabel V.3
Result of Specific Gravity test for third layer (sand zone)..……
29
Tabel V.4
Result of Specific Gravity test for soil sample with distance to
column 16.67 cm….……………………………………………
Tabel V.5
29
Result of Specific Gravity test for soil sample with distance to
column 50 cm ….………………………………………………
30
Tabel V.6
Result of Liquid Limit test for first layer (lime zone)……….…
31
Tabel V.7
Result of Liquid Limit test for second layer layer (zone between
lime-sand)…..………………………………………………..…
32
Tabel V.8
Result of Liquid Limit test for third layer (sand zone)…..……..
32
Tabel V.9
Result of Liquid Limit test for soil sample with distance to
column 16.67 cm …………………….……………………...…
33
Tabel V.10 Result of Liquid Limit test for soil sample with distance to column
50 cm ……………………….……………………………….…
33
Tabel V.11 Result of Plastic Limit test for first layer (lime zone)…….……
34
Tabel V.12 Result of Plastic Limit test for second layer layer (zone between
lime-sand)………………………………………………....……
35
Tabel V.13 Result of Plastic Limit test for third layer (sand zone)................
35
Tabel V.14 Result of Plastic Limit test for soil sample with distance to column
16.67 cm………………………………………………………...
36
Tabel V.15 Result of Plastic Limit test for soil sample with distance to column
50 cm.............................................................................................
Tabel V.16 Result of Plasticity Index test for first layer (lime zone)……….
36
37
Tabel V.17 Result of Plasticity Index test for second layer layer (zone
between lime-sand)…………………………………………..…
37
Tabel V.18 Result of Plasticity Index test for third layer (sand zone)…...…
38
Tabel V.19 Result of Plasticity Index test for soil sample with distance to
column 16.67 cm ………………………………………………
ix
39
Tabel V.20 Result of Plasticity Index test for soil sample with distance to
column 50 cm…………………………………………………..… 39
Tabel V.21 Result of Shrinkage Limit test for first layer (lime zone)……...… 40
Tabel V.22 Result of Shrinkage Limit test for second layer layer (zone between
lime-sand)………………………………………………………… 40
Tabel V.23 Result of Shrinkage Limit test for third layer (sand zone)……..… 41
Tabel V.24 Result of Shrinkage Limit test for soil sample with distance to
column 16.67 cm ………………………………………..……...… 42
Tabel V.25 Result of Shrinkage Limit test for soil sample with distance to
column 50 cm …………………………………..………..……..… 42
Tabel V.26 Result of Cv value in lime zone (first layer) with P = 0.05
kg/cm2…………………………………………………………….. 43
Tabel V.27 Result of Cv value in lime zone (first layer) with P = 0.10
kg/cm2…………………………………………………………...... 44
Tabel V.28 Result of Cv value in lime zone (first layer) with P = 0.15
kg/cm2…………………………………………………………….. 45
Tabel V.29 Result of Cv value in zone between lime-sand (second layer) with
P = 0.05 kg/cm2……………………………………………….….. 45
Tabel V.30 Result of Cv value in zone between lime-sand (second layer) with
P = 0.1 kg/cm2………………………..……….……………….….. 46
Tabel V.31 Result of Cv value in zone between lime-sand (second layer) with
P = 0.15 kg/cm2……………………………………………….….. 46
Tabel V.32 Result of Cv value in sand zone (third layer) with P = 0.05
kg/cm2…………………………………………………………….. 47
Tabel V.33 Result of Cv value in sand zone (third layer) with P = 0.10
kg/cm2……………………………………………………….…..
47
Tabel V.34 Result of Cv value in sand zone (third layer) with P = 0.15
kg/cm2……………………………………………………….…..
48
Tabel V.35 Result of Cv value in distance to column 16.67 cm with P = 0.05
kg/cm2……………………………………………………….…..
x
48
Tabel V.36 Result of Cv value in distance to column 16.67 cm with P = 0.10
kg/cm2……………………………………………………….……. 49
Tabel V.37 Result of Cv value in distance to column 16.67 cm with P = 0.15
kg/cm2……………………………………………………….……. 49
Tabel V.38 Result of Cv value in distance to column 50 cm with P = 0.05
kg/cm2……………………………………………………….……. 50
Tabel V.39 Result of Cv value in distance to column 50 cm with P = 0.10
kg/cm2……………………………………………………….……. 50
Tabel V.40 Result of Cv value in distance to column 50 cm with P = 0.15
kg/cm2……………………………………………………….……. 51
Tabel V.41 Comparison Cv value between research by Luthfiarta (lime
columns) and Satriyana (sand columns)………………...…….….. 52
Tabel V.42 Result of Cv value for all sample soil……………....................….. 53
Tabel V.43 Comparison Cv value by Wijayanto, D.B. (sand mixed with lime
columns) with this research at diameter column 10 cm layer 2…... 53
Tabel V.44 Comparison Cv value by Wijayanto, D.B. (sand mixed with lime
columns) with this research at diameter column 20 cm layer 2…... 54
Tabel V.45 Increase percentage of Cv value soil with diameter column 10 cm
against without column………………………………………….... 54
Tabel V.46 Increase percentage of Cv value soil with diameter column 20 cm
against without column…………………………………………… 55
Tabel V.47 Result of Cc Value in lime zone (first layer)…………………...
55
Tabel V.48 Result of Cc Value in zone between lime-sand (second layer)...… 56
Tabel V.49 Result of Cc Value in sand zone (third layer)………………....…. 57
Tabel V.50 Result of Cc Value in distance to column 16.67 cm……...…....… 57
Tabel V.51 Result of Cc Value in distance to column 50 cm ………...…....… 58
Tabel V.52 Result of Compression Index (Cc) value, difference Cc value soil
stabilized against without column, and decrease percentage of Cc
value…………………………………………………………..….. 58
Tabel V.53 Result of Sc Value in lime zone (first layer)…………………..…. 59
Tabel V.54 Result of Sc Value in zone between lime-sand (second layer)...… 59
xi
Tabel V.55 Result of Sc Value in sand zone (third layer)………………......… 60
Tabel V.56 Result of Sc Value in distance to column 16.67 cm……...…....…. 61
Tabel V.57 Result of Sc Value in distance to column 50 cm ………...…....…. 61
Tabel V.58 Result of Settlement consolidation (Sc) value, difference Sc value
soil stabilized against without column, and decrease percentage of
Sc value……………………............................................................62
xii
LIST OF FIGURE
Figure. III.1
LL test tool …………...……………………………………...
10
Figure. III.2
Sketch of LL test……....………………………………………
10
Figure. III.3
Plastic limit test activity……………………………………….
11
Figure. III.4
Shrinkage limit test activity…………………………………… 12
Figure. III.5
Root time Method (Taylor, 1948)……………………………..
13
Figure. III.6
Suitability log- time Method (Cassagrande, 1940)……………
14
Figure. III.7
Sample of Consolidation Test…………………………………
16
Figure. III.8
Consolidation Test Tool …………………………………….
16
Figure. III.9
Sketch of Consolidation Test Process ………………………...
16
Figure. III.10 Sketch of Consolidation Test Process ………………………… 16
Figure. III.11 Sketch of Consolidation Test Process ……………..………….. 17
Figure. IV.1
Sketch of Steel Plate Box 100x40x40 cm……………………… 18
Figure. IV.2
Real Steel Plate Box 100x40x40 cm……….………………….. 19
Figure. IV.3
Specific Gravity Apparatus…………….…….…………………. 19
Figure. IV.4
Atterberg Limit Apparatus…………….…….…………………. 20
Figure. IV.5
Consolidation Apparatus…….……….…….………………...… 20
Figure. IV.6
Flow Chart Research…….……….…….…….………………… 26
Figure. V.1
Comparison Gs value between diameter column 10 cm and 20
cm in layer 1……………...…….…….…….…………………… 28
Figure. V.2
Comparison Gs value between diameter column 10 cm and 20
cm in layer 2……………….……...…….…….………………… 28
Figure. V.3
Comparison Gs value between diameter column 10 cm and 20
cm in layer 3……………….……….….…….………………… 29
Figure. V.4
Comparison Gs value between diameter column 10 cm and 20
cm with distance to column 16.67 cm …………….…………… 30
Figure. V.5
Comparison Gs value between diameter column 10 cm and 20
cm with distance to column 50 cm ………….….……………… 30
Figure. V.6
Comparison LL value between diameter column 10 cm and 20
cm in layer 1……………..……….…….…….………………… 31
xiii
Figure. V.7
Comparison LL value between diameter column 10 cm and 20
cm in layer 2……………….………….…….…………………
Figure. V.8
Comparison LL value between diameter column 10 cm and 20
cm in layer 3……………….………….…….…………………
Figure. V.9
32
32
Comparison LL value between diameter column 10 cm and 20
cm with distance to column 16.67 cm…………….…………… 33
Figure. V.10 Comparison LL value between diameter column 10 cm and 20
cm with distance to column 50 cm ……………….…………… 33
Figure. V.11 Comparison PL value between diameter column 10 cm and 20
cm in layer 1……………..……….…….…….………………… 34
Figure. V.12 Comparison PL value between diameter column 10 cm and 20
cm in layer 2…………….……….…….…….………………… 35
Figure. V.13 Comparison PL value between diameter column 10 cm and 20
cm in layer 3………….….……….…….…….………………… 35
Figure. V.14 Comparison PL value between diameter column 10 cm and 20
cm with distance to column 16.67 cm …………….…………… 36
Figure. V.15 Comparison PL value between diameter column 10 cm and 20
cm with distance to column 50 cm ……….……….…………… 36
Figure. V.16 Comparison PI value between diameter column 10 cm and 20
cm in layer 1………………..…….…….…….………………… 37
Figure. V.17 Comparison PI value between diameter column 10 cm and 20
cm in layer 2……………..……….…….…….………………… 38
Figure. V.18 Comparison PI value between diameter column 10 cm and 20
cm in layer 3………………...…….…….…….………………… 38
Figure. V.19 Comparison PI value between diameter column 10 cm and 20
cm with distance to column 16.67 cm …………….…………… 39
Figure. V.20 Comparison PI value between diameter column 10 cm and 20
cm with distance to column 50 cm ……………….…………… 39
Figure. V.21 Comparison SL value between diameter column 10 cm and 20
cm in layer 1…………….……….…….…….………………… 40
xiv
Figure. V.22 Comparison SL value between diameter column 10 cm and 20
cm in layer 2……………..……….…….…….………………… 41
Figure. V.23 Comparison SL value between diameter column 10 cm and 20
cm in layer 3……….…….……….…….…….………………… 41
Figure. V.24 Comparison SL value between diameter column 10 cm and 20
cm with distance to column 16.67 cm …………….…………… 42
Figure. V.25 Comparison SL value between diameter column 10 cm and 20
cm with distance to column 50 cm ……….……….…………… 42
Figure. V.26 Comparison Cv value at P=0.05kg/cm2 between diameter column
10 cm and 20 cm in layer 1 …………………….…………..…… 44
Figure. V.27 Comparison Cv value at P=0.10kg/cm2 between diameter column
10 cm and 20 cm in layer 1 …………………….…………..…… 44
Figure. V.28 Comparison Cv value at P=0.15kg/cm2 between diameter column
10 cm and 20 cm in layer 1 ………………….……………..…… 45
Figure. V.29 Comparison Cv value at P=0.05kg/cm2 between diameter column
10 cm and 20 cm in layer 2 ………………….……………..…… 45
Figure. V.30 Comparison Cv value at P=0.10kg/cm2 between diameter column
10 cm and 20 cm in layer 2 ………………….……………..…… 46
Figure. V.31 Comparison Cv value at P=0.15kg/cm2 between diameter column
10 cm and 20 cm in layer 2 ………………….……………..…… 46
Figure. V.32 Comparison Cv value at P=0.05kg/cm2 between diameter column
10 cm and 20 cm in layer 3 ………………….…………..……… 47
Figure. V.33 Comparison Cv value at P=0.10kg/cm2 between diameter column
10 cm and 20 cm in layer 3 ………………….…………..……… 47
Figure. V.34 Comparison Cv value at P=0.15kg/cm2 between diameter column
10 cm and 20 cm in layer 3 ………………….…………..……… 48
Figure. V.35 Comparison Cv value at P=0.05kg/cm2 between diameter column
10 cm and 20 cm in distance to column 16.67 cm ……………… 48
Figure. V.36 Comparison Cv value at P=0.10 kg/cm2 between diameter column
10 cm and 20 cm in distance to column 16.67 cm ……………… 49
xv
Figure. V.37 Comparison Cv value at P=0.15 kg/cm2 between diameter column
10 cm and 20 cm in distance to column 16.67 cm ……………… 49
Figure. V.38 Comparison Cv value at P=0.05kg/cm2 between diameter column
10 cm and 20 cm in distance to column 50 cm …………………. 50
Figure. V.39 Comparison Cv value at P=0.10 kg/cm2 between diameter column
10 cm and 20 cm in distance to column 50 cm ………………….50
Figure. V.40 Comparison Cv value at P=0.15 kg/cm2 between diameter column
10 cm and 20 cm in distance to column 50 cm …………..…….. 51
Figure. V.41 Comparison Cc value between diameter column 10 cm and 20 cm
in layer 1 ………………….……………………………..……… 56
Figure. V.42 Comparison Cc value between diameter column 10 cm and 20 cm
in layer 2 ………………….……………………………..……… 56
Figure. V.43 Comparison Cc value between diameter column 10 cm and 20 cm
in layer 3 …………………………………….…………..……… 57
Figure. V.44 Comparison Cc value between diameter column 10 cm and 20 cm
in distance to column 16.67 cm ………………………………… 57
Figure. V.45 Comparison Cc value between diameter column 10 cm and 20 cm
in distance to column 50 cm ……………………………..………58
Figure. V.46 Comparison Sc value between diameter column 10 cm and 20 cm
in layer 1 ………………….……………………………....…….. 59
Figure. V.47 Comparison Sc value between diameter column 10 cm and 20 cm
in layer 2 ………………….……………………………..……… 60
Figure. V.48 Comparison Sc value between diameter column 10 cm and 20 cm
in layer 3 ………………….……………………………..……… 60
Figure. V.49 Comparison Sc value between diameter column 10 cm and 20 cm
in distance to column 16.67 cm …………………...……………. 61
Figure. V.50 Comparison Sc value between diameter column 10 cm and 20 cm
in distance to column 50 cm ……………………………….…… 61
xvi
LIST OF APPENDIX
Appendix.1 Specific Gravity Test in Diameter of Lime Column Above Sand
Column 10 cm…………………….
L-1
Appendix.2 Atterberg Limit Test in Diameter of Lime Column Above Sand
Column 10 cm
Appendix.3 Consolidation Test in Diameter of Lime Column Above Sand Column
10 cm
Appendix.4 Specific Gravity Test in Diameter of Lime Column Above Sand
Column 20 cm…………………….
L-1
Appendix.5 Atterberg Limit Test in Diameter of Lime Column Above Sand
Column 20 cm
Appendix.6 Consolidation Test in Diameter of Lime Column Above Sand Column
20 cm
xvii
INFLUENCE DIAMETER VARIATION OF LIME COLUMN ABOVE SAND
COLUMN IN SOFT CLAY SOIL STABILIZATION
ABSTRACT
There are various types of soil one of them is soft clay soil. This soil type has poor
characteristics, usually characterized by extreme water content, large compressibility,
and small permeability coefficient. If we are going to construct a building in areas that
have poor soil characteristics, so we must improve the characteristics of soil first
because if directly used to construct the building will be in danger. At this research soil
stabilization from Troketon village, Pedan districts, Klaten regency of Central Java
Indonesia using vertical drain lime column above sand column with diameter variation
10 cm and 20 cm. From each diameter taken 6 samples. From distance 16.67 cm of
column, take 1 sample from lime zone, 1 sample from zone between lime-sand, and 1
sample from sand zone. From distance 50 cm of column also take same sample like
from distance of column 16.67 cm. This research aims to determine the effect of lime
column above sand column on soft clay soil in terms of mechanical and physical
properties. From the research, soil stabilization using lime column above sand column
have improved the soil properties. For mechanical properties, it’s can increase the Cv
value and decrease the Cc and Sc value. And for physical properties it’s can decrease
the specific gravity (Gs) value, LL value, and PI value. Also Increase the PL value and
SL value. Getting close to the column, is the better effect on the characteristics of soil.
Also bigger diameter of column which is used to stabilized the soil is more effective to
improve the soil characteristic.
Keywords: Soft clay, lime column above sand column, diameter column, mechanical
properties, physical properties.
ABSTRAK
Ada berbagai jenis tanah salah satunya adalah tanah lempung lunak. Jenis tanah ini
memiliki karakteristik yang buruk, biasanya ditandai dengan kadar air yang ekstrim,
kompresibilitas besar, dan koefisien permeabilitas kecil. Jika kita akan membangun
gedung di daerah yang memiliki karakteristik tanah yang buruk, jadi kita harus
meningkatkan karakteristik tanah lebih dulu karena jika langsung digunakan untuk
membangun gedung akan berada dalam bahaya. Pada penelitian ini, stabilisasi tanah
dari desa Troketon, kecamatan Pedan, Kabupaten Klaten Jawa Tengah Indonesia
menggunakan drainasi vertikal kolom kapur di atas kolom pasir dengan variasi
diameter 10 cm dan 20 cm. Dari masing-masing diameter diambil 6 sampel. Dari jarak
16,67 cm pada kolom, ambil 1 sampel dari zona kapur, 1 sampel dari zona antara
kapur-pasir, dan 1 sampel dari zona pasir. Dari jarak 50 cm dari kolom juga ambil
sampel yang sama seperti dari jarak kolom 16,67 cm. Penelitian ini bertujuan untuk
mengetahui pengaruh kolom kapur di atas kolom pasir di tanah lempung lunak dalam
hal sifat fisik dan mekanik. Dari hasil penelitian, stabilisasi tanah dengan
menggunakan kolom kapur di atas kolom pasir telah meningkatkan sifat-sifat tanah.
Untuk sifat mekanik, hal ini dapat meningkatkan nilai Cv dan mengurangi nilai Cc dan
Sc. Dan untuk sifat fisik dapat menurunkan nilai berat jenis (Gs), nilai LL, dan nilai
PI, juga meningkatkan nilai PL dan nilai SL. Semakin dekat dengan kolom, merupakan
pengaruh yang semakin baik pada karakteristik tanah. Serta diameter lebih besar dari
kolom yang digunakan untuk menstabilkan tanah lebih efektif untuk meningkatkan
karakteristik tanah.
Kata-kata kunci: Lempung lunak, kolom kapur diatas kolom pasir, diameter kolom,
sifat mekanik, sifat fisik
xviii
SAND COLUMN IN SOFT CLAY SOIL STABILIZATION
Final Project
To fulfill partial of requirement to
Achieve S-1 graduate degree in Civil Engineering
Prepared by:
Dadis Ermawan
(D 100 110 108)
CIVIL ENGINEERING DEPARTEMENT
ENGINEERING FACULTY
UNIVERSITAS MUHAMMADIYAH SURAKARTA
2016
CERTIFICATION SHEET
INFLUENCE DIAMETER VARIATION OF LIME COLUMN ABOVE
SAND COLUMN IN SOFT CLAY SOIL STABILIZATION
Final Project
Submitted and defended in Final Examination of
Final Project in front of Board of Examiners
On 14 January 2016
Submitted by:
DADIS ERMAWAN
NIM: D100 110 108
Board of Examiners
First Advisor
Second Advisor
Anto Budi Listyawan, S.T., M.Sc.
NIK: 913
Ir. Renaningsih, M.T.
NIK: 733
Member of Examiner
Senja Rum Harnaeni, ST. MT
NIK: 795
This Final Project is accepted in partial fulfillment of the requirements
for awarding the degree Bachelor S-1 of Civil Engineering
Surakarta, 14 January 2016
Head of Engineering Faculty
Head of Civil Engineering Program Study
Sri Sunarjono, Ph.D
NIK: 682
Mochamad Solikin, PhD
NIK: 792
ii
DECLARATION OF AUTHORSHIP
Here with me,
Name
: DADIS ERMAWAN
NIM
: D 100 110 108
Department
: CIVIL ENGINEERING
Title
: INFLUENCE DIAMETER VARIATION OF LIME COLUMN
ABOVE
SAND
COLUMN
IN
SOFT
CLAY
SOIL
STABILIZATION
Declare that this Final Project is made and presented by mine, except the
quotations and summaries that I have explained from all of the sources. If at a later
it is found that this Final Project is a product of plagiarism, I am willing to accept
any legal consequences that may be imposed to me.
Surakarta, 14 January 2016
Dadis Ermawan
iii
MOTTO
“Religion with no knowledge, the world will be ended”
(Anonim)
“Education is the most powerful weapon which you can use to change the world”
(Anonim)
“Number is a form of language to count things, not knowledge”
(Anonim)
“No one is fool, no one is smart”
(Anonim)
“There is no beautiful pray accept pray for the completion of this final project”
(Anonim)
iv
PREFACE
Assalaamualaikuum Wr. Wb
Alhamdulillah, all praise to Allah azza wa jalla who has given blessing and
mercies until this Final Project can be completed. This Final Project to complete
most the requirement to achieve S-1 graduate degree in Civil Engineering
Department, Engineering Faculty, Universitas Muhammadiyah Surakarta. The
author also says thanks for all parties who give any support for arrangement this
Final Project until it can be completed. The accomplishment this Final Project the
author will say thanks to other parties:
1. Sri Sunarjono, PhD as the Head of Engineering Faculty, Universitas
Muhammadiyah Surakarta.
2. Mochamad Solikin, PhD as the Head of Civil Engineering Department,
Universitas Muhammadiyah Surakarta.
3. Advisors lecture of Final Project, Mr. Anto Budi Listyawan, S.T. M.Sc., Mrs. Ir.
Renaningsih, M.T., and Mrs. Senja Rum Harnaeni, S.T, M.T., who had been
taking the time to provide guidance and direction to the completion of this final
project.
4. All lecturers in Civil Engineering Department, Engineering Faculty, Universitas
Muhammadiyah Surakarta thanks for your guidance and knowledge.
5. Dad, mom and my beloved family who always give me support. Thanks for your
praise and wish a long this time, I hope Allah give you a reward as well as you
give to me.
6. All my friends from Civil Engineering International Program, thanks for your
time as my partner and for Civil Engineering period 2011, you are the best for
me.
7. All my friends from “Dolan Hore Group”, from “Wisma Sussy”, from “Kost
Cendrawasih”, Thanks for beautiful time as long as I meet you.
8. All parties that cannot be mentioned one by one who have helped to
accomplishing this Final Project.
v
The author realize that the arrangement this Final Project is not a perfect
one. Because of that, the author hope there are any suggestion and criticism to
make this Final Project better and can be useful for us. Aminnn
Wassalamu’alaikum Wr. Wb.
vi
TABLE OF CONTENT
TITLE PAGE…………………………………………….………………….
i
CERTIFICATION SHEET…………………………………………………
ii
DECLARATION OF AUTHORSHIP……………………………………..
iii
MOTTO………………………………………………………….…………..
iv
PREFACE……………………………………………………………………
v
TABLE OF CONTENT………..……………………………………………
vii
LIST OF TABEL……………………………………………………………
ix
LIST OF FIGURE………………….……………………………………….
xiii
LIST OF APPENDIX………………………………………………………. xvii
ABSTRACT…….…………………………………………………………… xviii
I.
II.
III.
INTRODUCTION……………………………………………………
1
A. Background……………………………………………………….
1
B. Poblem Formulation………………………………………………
2
C. Objective and Benefit Research………………….………………..
2
1.
Research Objective….………………………………………...
2
2.
Research Benefit……..……………………………………….
2
D. Limitation Problems……………………………………………….
3
E. Research Authenticity……………………………………………...
3
LITERATURE REVIEW…………………………………………….
5
A. Soft Clay Soil………………………………………………………
5
B. Sand………………………………………………………………..
5
C. Lime ………………..……………………………………………..
6
D. Consolidation………………………………………………………
6
E. Preloading………………………………………………………….
7
F. Vertical Drain…………….………………………………………..
7
G. Similar Research Review………………………………………….
7
BASIC THEORY……………….…………………………………….
9
A. Soil Properties……………….…………………………………….
9
1.
Physical Properties…………….………………………..…….
2.
Mechanical Properties……….……………………………….. 12
vii
9
B. Soil Stabilization Using Vertical Drain…….……………………..
IV.
17
RESEARCH METHOD……………………………………………... 18
A. Research Location………………………………………………… 18
B. Material Used………………….………………………………….. 18
C. Equipment Used…………..……..………………………………... 18
D. Stage of Research……………..…………………………………... 21
V.
ANALYSIS AND DISCUSSION……………………………………. 27
A. Physical Soil Properties…………………………………………… 27
1.
Specific Gravity Test (Gs)……………………………………. 27
2.
Atterberg Limits Test……..…………………………………... 31
B. Mechanical Soil Properties………………………………………… 43
VI.
1.
Coefficient of Consolidation (Cv)…………………………….. 43
2.
Compression Index (Cc)………………………………………. 55
3.
Settlement Consolidation (Sc)……………………………….... 59
4.
Effect of Diameter Column On Degree of Consolidation ……. 62
CONCLUSION AND SUGGESTION…………..…………………… 64
A. Conclusion…………………………………………………………. 64
B. Suggestion…………………………………………………………. 64
BIBLIOGRAPHY
APPENDIX
viii
LIST OF TABLE
Table V.1
Result of Specific Gravity test for first layer (lime zone)…...…
Tabel V.2
Result of Specific Gravity test for second layer layer (zone
27
between lime-sand)……..………………………………………
28
Tabel V.3
Result of Specific Gravity test for third layer (sand zone)..……
29
Tabel V.4
Result of Specific Gravity test for soil sample with distance to
column 16.67 cm….……………………………………………
Tabel V.5
29
Result of Specific Gravity test for soil sample with distance to
column 50 cm ….………………………………………………
30
Tabel V.6
Result of Liquid Limit test for first layer (lime zone)……….…
31
Tabel V.7
Result of Liquid Limit test for second layer layer (zone between
lime-sand)…..………………………………………………..…
32
Tabel V.8
Result of Liquid Limit test for third layer (sand zone)…..……..
32
Tabel V.9
Result of Liquid Limit test for soil sample with distance to
column 16.67 cm …………………….……………………...…
33
Tabel V.10 Result of Liquid Limit test for soil sample with distance to column
50 cm ……………………….……………………………….…
33
Tabel V.11 Result of Plastic Limit test for first layer (lime zone)…….……
34
Tabel V.12 Result of Plastic Limit test for second layer layer (zone between
lime-sand)………………………………………………....……
35
Tabel V.13 Result of Plastic Limit test for third layer (sand zone)................
35
Tabel V.14 Result of Plastic Limit test for soil sample with distance to column
16.67 cm………………………………………………………...
36
Tabel V.15 Result of Plastic Limit test for soil sample with distance to column
50 cm.............................................................................................
Tabel V.16 Result of Plasticity Index test for first layer (lime zone)……….
36
37
Tabel V.17 Result of Plasticity Index test for second layer layer (zone
between lime-sand)…………………………………………..…
37
Tabel V.18 Result of Plasticity Index test for third layer (sand zone)…...…
38
Tabel V.19 Result of Plasticity Index test for soil sample with distance to
column 16.67 cm ………………………………………………
ix
39
Tabel V.20 Result of Plasticity Index test for soil sample with distance to
column 50 cm…………………………………………………..… 39
Tabel V.21 Result of Shrinkage Limit test for first layer (lime zone)……...… 40
Tabel V.22 Result of Shrinkage Limit test for second layer layer (zone between
lime-sand)………………………………………………………… 40
Tabel V.23 Result of Shrinkage Limit test for third layer (sand zone)……..… 41
Tabel V.24 Result of Shrinkage Limit test for soil sample with distance to
column 16.67 cm ………………………………………..……...… 42
Tabel V.25 Result of Shrinkage Limit test for soil sample with distance to
column 50 cm …………………………………..………..……..… 42
Tabel V.26 Result of Cv value in lime zone (first layer) with P = 0.05
kg/cm2…………………………………………………………….. 43
Tabel V.27 Result of Cv value in lime zone (first layer) with P = 0.10
kg/cm2…………………………………………………………...... 44
Tabel V.28 Result of Cv value in lime zone (first layer) with P = 0.15
kg/cm2…………………………………………………………….. 45
Tabel V.29 Result of Cv value in zone between lime-sand (second layer) with
P = 0.05 kg/cm2……………………………………………….….. 45
Tabel V.30 Result of Cv value in zone between lime-sand (second layer) with
P = 0.1 kg/cm2………………………..……….……………….….. 46
Tabel V.31 Result of Cv value in zone between lime-sand (second layer) with
P = 0.15 kg/cm2……………………………………………….….. 46
Tabel V.32 Result of Cv value in sand zone (third layer) with P = 0.05
kg/cm2…………………………………………………………….. 47
Tabel V.33 Result of Cv value in sand zone (third layer) with P = 0.10
kg/cm2……………………………………………………….…..
47
Tabel V.34 Result of Cv value in sand zone (third layer) with P = 0.15
kg/cm2……………………………………………………….…..
48
Tabel V.35 Result of Cv value in distance to column 16.67 cm with P = 0.05
kg/cm2……………………………………………………….…..
x
48
Tabel V.36 Result of Cv value in distance to column 16.67 cm with P = 0.10
kg/cm2……………………………………………………….……. 49
Tabel V.37 Result of Cv value in distance to column 16.67 cm with P = 0.15
kg/cm2……………………………………………………….……. 49
Tabel V.38 Result of Cv value in distance to column 50 cm with P = 0.05
kg/cm2……………………………………………………….……. 50
Tabel V.39 Result of Cv value in distance to column 50 cm with P = 0.10
kg/cm2……………………………………………………….……. 50
Tabel V.40 Result of Cv value in distance to column 50 cm with P = 0.15
kg/cm2……………………………………………………….……. 51
Tabel V.41 Comparison Cv value between research by Luthfiarta (lime
columns) and Satriyana (sand columns)………………...…….….. 52
Tabel V.42 Result of Cv value for all sample soil……………....................….. 53
Tabel V.43 Comparison Cv value by Wijayanto, D.B. (sand mixed with lime
columns) with this research at diameter column 10 cm layer 2…... 53
Tabel V.44 Comparison Cv value by Wijayanto, D.B. (sand mixed with lime
columns) with this research at diameter column 20 cm layer 2…... 54
Tabel V.45 Increase percentage of Cv value soil with diameter column 10 cm
against without column………………………………………….... 54
Tabel V.46 Increase percentage of Cv value soil with diameter column 20 cm
against without column…………………………………………… 55
Tabel V.47 Result of Cc Value in lime zone (first layer)…………………...
55
Tabel V.48 Result of Cc Value in zone between lime-sand (second layer)...… 56
Tabel V.49 Result of Cc Value in sand zone (third layer)………………....…. 57
Tabel V.50 Result of Cc Value in distance to column 16.67 cm……...…....… 57
Tabel V.51 Result of Cc Value in distance to column 50 cm ………...…....… 58
Tabel V.52 Result of Compression Index (Cc) value, difference Cc value soil
stabilized against without column, and decrease percentage of Cc
value…………………………………………………………..….. 58
Tabel V.53 Result of Sc Value in lime zone (first layer)…………………..…. 59
Tabel V.54 Result of Sc Value in zone between lime-sand (second layer)...… 59
xi
Tabel V.55 Result of Sc Value in sand zone (third layer)………………......… 60
Tabel V.56 Result of Sc Value in distance to column 16.67 cm……...…....…. 61
Tabel V.57 Result of Sc Value in distance to column 50 cm ………...…....…. 61
Tabel V.58 Result of Settlement consolidation (Sc) value, difference Sc value
soil stabilized against without column, and decrease percentage of
Sc value……………………............................................................62
xii
LIST OF FIGURE
Figure. III.1
LL test tool …………...……………………………………...
10
Figure. III.2
Sketch of LL test……....………………………………………
10
Figure. III.3
Plastic limit test activity……………………………………….
11
Figure. III.4
Shrinkage limit test activity…………………………………… 12
Figure. III.5
Root time Method (Taylor, 1948)……………………………..
13
Figure. III.6
Suitability log- time Method (Cassagrande, 1940)……………
14
Figure. III.7
Sample of Consolidation Test…………………………………
16
Figure. III.8
Consolidation Test Tool …………………………………….
16
Figure. III.9
Sketch of Consolidation Test Process ………………………...
16
Figure. III.10 Sketch of Consolidation Test Process ………………………… 16
Figure. III.11 Sketch of Consolidation Test Process ……………..………….. 17
Figure. IV.1
Sketch of Steel Plate Box 100x40x40 cm……………………… 18
Figure. IV.2
Real Steel Plate Box 100x40x40 cm……….………………….. 19
Figure. IV.3
Specific Gravity Apparatus…………….…….…………………. 19
Figure. IV.4
Atterberg Limit Apparatus…………….…….…………………. 20
Figure. IV.5
Consolidation Apparatus…….……….…….………………...… 20
Figure. IV.6
Flow Chart Research…….……….…….…….………………… 26
Figure. V.1
Comparison Gs value between diameter column 10 cm and 20
cm in layer 1……………...…….…….…….…………………… 28
Figure. V.2
Comparison Gs value between diameter column 10 cm and 20
cm in layer 2……………….……...…….…….………………… 28
Figure. V.3
Comparison Gs value between diameter column 10 cm and 20
cm in layer 3……………….……….….…….………………… 29
Figure. V.4
Comparison Gs value between diameter column 10 cm and 20
cm with distance to column 16.67 cm …………….…………… 30
Figure. V.5
Comparison Gs value between diameter column 10 cm and 20
cm with distance to column 50 cm ………….….……………… 30
Figure. V.6
Comparison LL value between diameter column 10 cm and 20
cm in layer 1……………..……….…….…….………………… 31
xiii
Figure. V.7
Comparison LL value between diameter column 10 cm and 20
cm in layer 2……………….………….…….…………………
Figure. V.8
Comparison LL value between diameter column 10 cm and 20
cm in layer 3……………….………….…….…………………
Figure. V.9
32
32
Comparison LL value between diameter column 10 cm and 20
cm with distance to column 16.67 cm…………….…………… 33
Figure. V.10 Comparison LL value between diameter column 10 cm and 20
cm with distance to column 50 cm ……………….…………… 33
Figure. V.11 Comparison PL value between diameter column 10 cm and 20
cm in layer 1……………..……….…….…….………………… 34
Figure. V.12 Comparison PL value between diameter column 10 cm and 20
cm in layer 2…………….……….…….…….………………… 35
Figure. V.13 Comparison PL value between diameter column 10 cm and 20
cm in layer 3………….….……….…….…….………………… 35
Figure. V.14 Comparison PL value between diameter column 10 cm and 20
cm with distance to column 16.67 cm …………….…………… 36
Figure. V.15 Comparison PL value between diameter column 10 cm and 20
cm with distance to column 50 cm ……….……….…………… 36
Figure. V.16 Comparison PI value between diameter column 10 cm and 20
cm in layer 1………………..…….…….…….………………… 37
Figure. V.17 Comparison PI value between diameter column 10 cm and 20
cm in layer 2……………..……….…….…….………………… 38
Figure. V.18 Comparison PI value between diameter column 10 cm and 20
cm in layer 3………………...…….…….…….………………… 38
Figure. V.19 Comparison PI value between diameter column 10 cm and 20
cm with distance to column 16.67 cm …………….…………… 39
Figure. V.20 Comparison PI value between diameter column 10 cm and 20
cm with distance to column 50 cm ……………….…………… 39
Figure. V.21 Comparison SL value between diameter column 10 cm and 20
cm in layer 1…………….……….…….…….………………… 40
xiv
Figure. V.22 Comparison SL value between diameter column 10 cm and 20
cm in layer 2……………..……….…….…….………………… 41
Figure. V.23 Comparison SL value between diameter column 10 cm and 20
cm in layer 3……….…….……….…….…….………………… 41
Figure. V.24 Comparison SL value between diameter column 10 cm and 20
cm with distance to column 16.67 cm …………….…………… 42
Figure. V.25 Comparison SL value between diameter column 10 cm and 20
cm with distance to column 50 cm ……….……….…………… 42
Figure. V.26 Comparison Cv value at P=0.05kg/cm2 between diameter column
10 cm and 20 cm in layer 1 …………………….…………..…… 44
Figure. V.27 Comparison Cv value at P=0.10kg/cm2 between diameter column
10 cm and 20 cm in layer 1 …………………….…………..…… 44
Figure. V.28 Comparison Cv value at P=0.15kg/cm2 between diameter column
10 cm and 20 cm in layer 1 ………………….……………..…… 45
Figure. V.29 Comparison Cv value at P=0.05kg/cm2 between diameter column
10 cm and 20 cm in layer 2 ………………….……………..…… 45
Figure. V.30 Comparison Cv value at P=0.10kg/cm2 between diameter column
10 cm and 20 cm in layer 2 ………………….……………..…… 46
Figure. V.31 Comparison Cv value at P=0.15kg/cm2 between diameter column
10 cm and 20 cm in layer 2 ………………….……………..…… 46
Figure. V.32 Comparison Cv value at P=0.05kg/cm2 between diameter column
10 cm and 20 cm in layer 3 ………………….…………..……… 47
Figure. V.33 Comparison Cv value at P=0.10kg/cm2 between diameter column
10 cm and 20 cm in layer 3 ………………….…………..……… 47
Figure. V.34 Comparison Cv value at P=0.15kg/cm2 between diameter column
10 cm and 20 cm in layer 3 ………………….…………..……… 48
Figure. V.35 Comparison Cv value at P=0.05kg/cm2 between diameter column
10 cm and 20 cm in distance to column 16.67 cm ……………… 48
Figure. V.36 Comparison Cv value at P=0.10 kg/cm2 between diameter column
10 cm and 20 cm in distance to column 16.67 cm ……………… 49
xv
Figure. V.37 Comparison Cv value at P=0.15 kg/cm2 between diameter column
10 cm and 20 cm in distance to column 16.67 cm ……………… 49
Figure. V.38 Comparison Cv value at P=0.05kg/cm2 between diameter column
10 cm and 20 cm in distance to column 50 cm …………………. 50
Figure. V.39 Comparison Cv value at P=0.10 kg/cm2 between diameter column
10 cm and 20 cm in distance to column 50 cm ………………….50
Figure. V.40 Comparison Cv value at P=0.15 kg/cm2 between diameter column
10 cm and 20 cm in distance to column 50 cm …………..…….. 51
Figure. V.41 Comparison Cc value between diameter column 10 cm and 20 cm
in layer 1 ………………….……………………………..……… 56
Figure. V.42 Comparison Cc value between diameter column 10 cm and 20 cm
in layer 2 ………………….……………………………..……… 56
Figure. V.43 Comparison Cc value between diameter column 10 cm and 20 cm
in layer 3 …………………………………….…………..……… 57
Figure. V.44 Comparison Cc value between diameter column 10 cm and 20 cm
in distance to column 16.67 cm ………………………………… 57
Figure. V.45 Comparison Cc value between diameter column 10 cm and 20 cm
in distance to column 50 cm ……………………………..………58
Figure. V.46 Comparison Sc value between diameter column 10 cm and 20 cm
in layer 1 ………………….……………………………....…….. 59
Figure. V.47 Comparison Sc value between diameter column 10 cm and 20 cm
in layer 2 ………………….……………………………..……… 60
Figure. V.48 Comparison Sc value between diameter column 10 cm and 20 cm
in layer 3 ………………….……………………………..……… 60
Figure. V.49 Comparison Sc value between diameter column 10 cm and 20 cm
in distance to column 16.67 cm …………………...……………. 61
Figure. V.50 Comparison Sc value between diameter column 10 cm and 20 cm
in distance to column 50 cm ……………………………….…… 61
xvi
LIST OF APPENDIX
Appendix.1 Specific Gravity Test in Diameter of Lime Column Above Sand
Column 10 cm…………………….
L-1
Appendix.2 Atterberg Limit Test in Diameter of Lime Column Above Sand
Column 10 cm
Appendix.3 Consolidation Test in Diameter of Lime Column Above Sand Column
10 cm
Appendix.4 Specific Gravity Test in Diameter of Lime Column Above Sand
Column 20 cm…………………….
L-1
Appendix.5 Atterberg Limit Test in Diameter of Lime Column Above Sand
Column 20 cm
Appendix.6 Consolidation Test in Diameter of Lime Column Above Sand Column
20 cm
xvii
INFLUENCE DIAMETER VARIATION OF LIME COLUMN ABOVE SAND
COLUMN IN SOFT CLAY SOIL STABILIZATION
ABSTRACT
There are various types of soil one of them is soft clay soil. This soil type has poor
characteristics, usually characterized by extreme water content, large compressibility,
and small permeability coefficient. If we are going to construct a building in areas that
have poor soil characteristics, so we must improve the characteristics of soil first
because if directly used to construct the building will be in danger. At this research soil
stabilization from Troketon village, Pedan districts, Klaten regency of Central Java
Indonesia using vertical drain lime column above sand column with diameter variation
10 cm and 20 cm. From each diameter taken 6 samples. From distance 16.67 cm of
column, take 1 sample from lime zone, 1 sample from zone between lime-sand, and 1
sample from sand zone. From distance 50 cm of column also take same sample like
from distance of column 16.67 cm. This research aims to determine the effect of lime
column above sand column on soft clay soil in terms of mechanical and physical
properties. From the research, soil stabilization using lime column above sand column
have improved the soil properties. For mechanical properties, it’s can increase the Cv
value and decrease the Cc and Sc value. And for physical properties it’s can decrease
the specific gravity (Gs) value, LL value, and PI value. Also Increase the PL value and
SL value. Getting close to the column, is the better effect on the characteristics of soil.
Also bigger diameter of column which is used to stabilized the soil is more effective to
improve the soil characteristic.
Keywords: Soft clay, lime column above sand column, diameter column, mechanical
properties, physical properties.
ABSTRAK
Ada berbagai jenis tanah salah satunya adalah tanah lempung lunak. Jenis tanah ini
memiliki karakteristik yang buruk, biasanya ditandai dengan kadar air yang ekstrim,
kompresibilitas besar, dan koefisien permeabilitas kecil. Jika kita akan membangun
gedung di daerah yang memiliki karakteristik tanah yang buruk, jadi kita harus
meningkatkan karakteristik tanah lebih dulu karena jika langsung digunakan untuk
membangun gedung akan berada dalam bahaya. Pada penelitian ini, stabilisasi tanah
dari desa Troketon, kecamatan Pedan, Kabupaten Klaten Jawa Tengah Indonesia
menggunakan drainasi vertikal kolom kapur di atas kolom pasir dengan variasi
diameter 10 cm dan 20 cm. Dari masing-masing diameter diambil 6 sampel. Dari jarak
16,67 cm pada kolom, ambil 1 sampel dari zona kapur, 1 sampel dari zona antara
kapur-pasir, dan 1 sampel dari zona pasir. Dari jarak 50 cm dari kolom juga ambil
sampel yang sama seperti dari jarak kolom 16,67 cm. Penelitian ini bertujuan untuk
mengetahui pengaruh kolom kapur di atas kolom pasir di tanah lempung lunak dalam
hal sifat fisik dan mekanik. Dari hasil penelitian, stabilisasi tanah dengan
menggunakan kolom kapur di atas kolom pasir telah meningkatkan sifat-sifat tanah.
Untuk sifat mekanik, hal ini dapat meningkatkan nilai Cv dan mengurangi nilai Cc dan
Sc. Dan untuk sifat fisik dapat menurunkan nilai berat jenis (Gs), nilai LL, dan nilai
PI, juga meningkatkan nilai PL dan nilai SL. Semakin dekat dengan kolom, merupakan
pengaruh yang semakin baik pada karakteristik tanah. Serta diameter lebih besar dari
kolom yang digunakan untuk menstabilkan tanah lebih efektif untuk meningkatkan
karakteristik tanah.
Kata-kata kunci: Lempung lunak, kolom kapur diatas kolom pasir, diameter kolom,
sifat mekanik, sifat fisik
xviii