International Journal of Civil & Environmental Engineering IJCEE-IJENS Vol:12 No:04
25
Characteristical Analysis of Unconfined Compressive
Strength and CBR Laboratory on Dredging Sediment
Stabilized With Portland Cement
Hamzah Yusuf , Muh.Saleh Pallu , Lawalenna Samang and M.Wihardi Tjaronge
Abstract-- The aim of the study was to determine the value of
Unconfined compressive strength and CBR laboratory of BiliBili dam’s dredging sediment which was stabilized by portland
cement type 1 so that it can be used in various purposes. The
sediment volume of Bili-Bili Dam after the avalanche of Mount
Bawakaraeng’s caldera on April 2004 was about 75 million m³
and growing all the time and disrupted the stability and function
of the dam, the dredging plan would be done but it was
constrained by the disposal site issue which can create new
problems on the safety of environment. The sediment dredging
was examined through research that conducted an unconfined
characteristic compressive strength and CBR laboratory test,
then stabilized with portland cement type 1 using existing
standard codes (ASTM, AASHTO). The analysis result of BiliBili Dam’s dredging sediment through chemical characteristic
test showed : the soil is classified as ilite mineral soil, clay
minerals are dominated by silicon oxide (SiO2), detected metal
content of sediments is dominated by Fe (Ferro). In the soil
classification system, soil sediment characteristics, as a muddy
clay-low organic with plastic index 17.76%, which is dominated
by silt-loam 95% as well as unconfined compressive strength and
CBR- laboratory showed that the addition of cement as well as
the percentage of the length of time curing raises soil strength.
This is useful for the development of the Bili-Bili Dam’s dredging
sediment use program. The utilization of sediment material
stabilized by portland cement can be used for various utilities,
especially for road subbase.
Index Term-- sediment material, dredging,
unconfined compressive strength, CBR
stabilization,
Muh.Saleh Pallu is serving in
Civil Engineering Department, Hasanuddin University, Makassar,
South Sulawesi, Indonesia
salehpallu@hotmail.com
Lawalenna Samang is serving in
Civil Engineering Department, Hasanuddin University, Makassar, South
Sulawesi, Indonesia
samang_l@yahoo.com
Hamza Yusuf is serving in
Doctoral Student, Departement of Civil Engineering, Hasanuddin University
Jl. Perintis Kemerdekaan Km 10 Makassar, South Sulawesi - 90245,
Indonesia;
hamzah_yusuf31@yahoo.com
M.Wihardi Tjaronge is serving in
Civil Engineering Department, Hasanuddin University, Makassar,
South Sulawesi, Indonesia
tjaronge@yahoo.co.jp
I.
INTRODUCTION
Bili-Bili Dam’s sediment data indicates that fine sediment has
reached + 75 million cubic meters which accumulated beneath
reservoir subsurface and close to the intake channel, the
condition indicates a potential drain will be clogged in the
future, and obviously regarding the livelihoods of millions of
citizens will be disturbed. (Hamdan, 2010).
The high rate of sedimentation that occurs at this time should
be anticipated by dredging sediment in the intake and the
surrounding area. the volume of sediment which has planned
to dredge is 100.000-200.000 mᶟ mannually started on 2011.
The dredging material is planned to be placed on the rear left
side of the area under the Bili-Bili dam spillway. The
constraints faced by this program is the limited storage
capacity of the area, while the the current location that used is
only temporary because the area will be developed. (Samang,
2010)
Based on the issue that the accumulation of sedimentary
material, either around the Intake of Dam and reservoir later,
will cause the undermining of Bili-Bili Dam and
environmental impact. As an alternative solution,
the
existence of assessment in the form of a comprehensive
research about the potency of dredging sediment material is
required for instances the analysis of sediment characteristics
on unconfined compressive strength and CBR- laboratory, as
well as study of the chemical properties of minerals. The
results of the study or research can be utilized for a variety of
economic needs and sustainable development.
This study aims to determine the soil quality improveness
from the effect of cement -lime mixing with the dredging soil,
land used in this case was the dredging soil of Bili-Bili Dam.
The Improvement of physical properties of the soil from not
good to be good in the term of civil engineering field known
as soil stabilisation.
Soil stabilization can be done by adding a certain additive
material on the poor soil. Some of the mixed materials are
widely used include lime, portland cement, asphalt, fly ash,
and sand.
II.
MATERIALS AND METHODS
A. Location of sediment sampling
Soil sediment sampling was taken in radius 100-200 m from
Bili-Bili Dam intake as representation of the desired dredging
sediment area, the sediment bed is about ±30 m depth. The
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International Journal of Civil & Environmental Engineering IJCEE-IJENS Vol:12 No:04
design of soil sediment samples amount is expected 200
kg for each site of sampling points, which was dicided
12 sampling points.
The deep sampling location of soil sediment is infront
of the dam intake-site as shown in Figure 1.
Fig. 1. Location of Soil Sediment Sampling, Bili-Bili Dam
Reservoir
CONDITION OF SOIL SAMPLING AND LABORATORY
The constraint during site-sampling was the difficulties to
take deep sampling from sediment bed level of ± 30 m depth,
it is required flat form. Visual conditions of flat form, made by
floating bamboo raft, and during site-sampling are shown
typically in was location of soil sediment is infront of the dam
intake-site as shown in Figure 2 (Photo 1 and 2)
to use portland cement type 1 and the testing was carried out
soil mechanics laboratory
A. Soil Characteristics
Soil is defined as a material consisting of aggregate (granular)
solid minerals cemented (chemically bound) to one another
and came from decaying organic materials (solid particle)
along with the liquid and gas that fills the empty spaces
between the solid particles (Das, BM, 1993). The bond
between these items can generally be separated only by a little
mechanical disturbances, such as by stirring in water.
(Gouw.2000). the soil term in the field of soil mechanics is
intended to cover all the materials of clay (clay) to boulder
(large boulders), including all of natural deposits related to
civil engineering but permanent rocks. (Weley, L.D., 1977).
If the result of decaying still in its original place, the soil is
called as residual soil but if the soil has moved from its
original place then it is transported soil. The process of soil
formation will affect the characteristics of each soil.
(Gouw.2000)
B. Basic Characteristics Tests
Before conducting the test with cement stabilization, the
basic testing or preliminary testing will perform first such as
property index and mechanical index analysis, preliminary
testing standards used in this study refer to table 1.
TABLE I
THE TESTING STANDARD USED.
Type of testing
Sieve analysis
Hydrometers
Liquid Limit (LL)
Plastic Limit (PL)
Specific Grafity(Gs)
Water Content (w)
Unconfined Compression test
CBR Laboratory
Photo-1
Photo-2
26
Standart Number
AASHTO
`ASTM
T-88
D-422
T-27-06
C136-06
T-89-74
D-423-66
T-90-74
D-424-74
T-265
D-162
T-265-79
D-2216
T-208-70
D-633-1994
T-180 & T-183 D-1833
C. Soil Stabilization
Fig. 2. Site-Sampling Condition; Bamboo Raft (Photo-1) and Sample
Taking (Photo-2)
SCOPE AND LIMITATIONS OF RESEARCH
The scope of this study was to determine the basic
characteristics of the dredging soil sediment Bili-Bili Dam,
and find unconfined compressive strenght and the CBR value,
while for the stabilization of soil sediment dredging is limited
Soil stabilization is including as an accurate way to improve
the soil strength, the implementation is based on laboratory
testing. Stabilization methods that widely used are mechanical
and chemical stabilization (Justin et al, 2004). Mechanical
stability (solidification) with various types of mechanical
equipment, whereas the chemical stabilization is the mixing of
soil with chemicals such as cement, lime, fly ash etc. (Bowles,
1991). Different types of soil stabilization materials, expected
to be effective for dredging material of Bili-Bili Dam and can
react either chemically or physically in improving the quality
as soil stabilization material.
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The soil stabilizing agent as a cement, preliminary guideline
in figure 3 as follows can be used :
Fig. 3. Stabilization materials guideline (source: SE Minister of Public Works,
2010)
Stabilizing material used in this study is portland cement
type 1. The variation of portland cement addition are 5%,
10%, and 20% respect to dredging soil material. For analysis
of unconfined compressive strength, the curing times used are
3, 7, 14, and 21 days. The results can be seen below.
III. LABORATORY STUDY AND TESTING RESULTS
D. Index properties of natural soil sediment
Index propertie testing program were concerned with;
specific gravity, water content, density, atterberg limit, and
grain size analysis .The Laboratory testing performed prior is
the basic testing for original soil such as soil properties of
dredging soil by use of standard test (Table 1). Soil samples
taken consisted of 12 samples (12 intake points). Testing was
conducted for a few sample points and taken randomly (5
points). The results of laboratory testing can be seen in table
2 below:
TABLE II
DREDGING SOIL INDEX PROPERTIES
Index Properties
Unit
Ranges of Value
Specific Grafity(Gs)
Water Content (w)
Wet Density (ᵞwet)
Dry Density (ᵞdry)
Liquid Limit (LL)
Plastic Limit (PL)
Plasticity Index (PI)
Shringkage Limit (SL)
Sand
Silt+Clay
%
t/m²
t/m²
%
%
%
%
%
%
2.437-2.516
71.476-88.679
1.442-1.529
0.771-0.890
47.19-48.40
30,13-30.65
17.06-17.88
15.089-15.972
2.56-4.10
95.90-97.44
Based on Table 2, it can be seen that, gradation / grain size test
results showed that Silt + clay dominated the type of samples
is about 95.90 to 97.44% and about 2.56 to 4.10% for sand
with water content about 71.476 to 88.679 %, while the
specific gravity is 2.437 to 2.516 and the plasticity index is
about 17.06 to 17.88. From these results, based on Figure 1,
soil improvement should be considered by
cement
stabilization material.
27
ENGINEERING CHARACTERICS OF RECONSTITUTED SOIL
SEDIMENT
In order to justify the strength and compresibility
characteristics of the soil sediment samples, a series of direct
shear and consolidation tests was conducted to the 2 (two)
weeks reconstituted samples.
Test results,
represent sediment characteristics;
compression index Cc= 0.541 and swelling index Cs= 0.2,
preconsilidation pressure pc= 0.45 kg/cm2, void ratio e= 1.945,
consolidation coefficient at pc cv=(11.68 ~ 14.14) x 10-2
cm2/min or permeability coefficient kv= (9.35x10-5 ~ 1.13x104
) cm/sec. Those compressibility characteistics could be
justified as soft silty clay with drainage poor category.
Test results of the reconstituted samples in the direct shear
represent soil cohesion C = 0.08 kg/cm2 and internal angle
friction  = 18o27’. These soil parameters justify to be low
strength or bearing capacity.
MINERAL AND CHEMICAL CHARACTERISTICS OF SOIL
SEDIMENT
The particles of fine-grained soils are composed
predominantly of cristalline minerals. Soft soils such as clay
and silty clay, have surface activity on their crystalline
minerals such that they develop cohesion and plasticity so
reffered to clay minerals. So far, about 15 minerals are classed
as clay minerals and these belong to four main groups;
kaolinite, montmorillonite, illite, and palygorskite. Chemically
the clay minerals contain silicates of alluminium and / or iron
and magnesium. Some of them also contain alkalines and / or
alkaline earths, as essential components.
Most of the clay minerals have sheet or layered
structures, several them have elongate tubular or fibrous
structures. Clay particles behave like colloids, it is a particle
whose specific surface is so high that its behaviour is
controlled by surface energy rater than mass energy. From
view points of interparticle forces, these colloidal
chararcteristics of clay particles are similarly charged (i.e.,
carrying as residual negative charge).
In consideration the above mentioned characteristics;
mineral, physical, and chemical contents of soil sediment was
investigated and to be conducted by the appropriate
collaboration tests with other laboratory.
E. Characteristics of dredging soil sediment
Mineral characteristics were obtained from the result test of
mineral resources laboratory that the silicone oxide (SiO2)
approximately 75.42 to 77.31% dominated dredging sediment
soil, and Aluminum Oxide (Al2O3) with amount of 6.76 to
6.81% and the followed by Fe about 4.16 to 4.21% while the
other minerals were in small amounts can be seen in table 3
below:
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TABLE III
MINERAL CHARACTERISTICS OF SOIL SEDIMENT
WET SOIL – ANALYSIS
Mineral Parameters
to be Analized
SiO2
Al2O3
Fe Total
CaO
MgO
K2O
Na2O
H2O
Unit
Ranges of Value
%
%
%
%
%
%
%
%
75.42-77.31
6.76-6.81
4.16-4,21
1.12-1.21
0.56-0.97
0.87-0.98
1.06-10.7
6.20-7.21
F. Interpretation of sediment chemical
characteristics
28
G. Characteristics of dredging soil stabilization by
Portland cement
The characteristics test of the dredging soil stabilized by
cement based on SNI 03-6791-2002, which the method for
unconfined compressive strength test refers to JIS A1108,
SNI 03-1974-1990, 14-1989-F SKSNIM and CBR testing
refers to the ASTM D 1833, AASHTO T-180 & T-183, in
this case, brief results were obtained by use of percentages of
mixing cement, 5%, 10%, and 20% of the weight of sediment
sample. The curing time for unconfined compressive strength
are 3 days, 7 days, 14 days, and 28 days.
The shape of testing curves on unconfined compressive
stress-strain.
Unconfined compressive stress-strain test for some curing
Chemical characteristics of soil sediment were
investigated subjected to dry soil – mode. Using Portable
X-Ray INNOV - X ANALYZER
TABLE IV
CHEMICAL CHARACTERISTICS OF SOIL SEDIMENT
WET SOIL – ANALYSIS
Chemical Parameters
to be Analized
A.Detected
Fe (Fero)
Ti (Titanium)
Mn (Mangan)
Sr (Stronsium)
Zr (Zirkonium)
Sb (antimonium)
Rb (Rubidium)
Cu (Cupper)
Zn (Zinc)
Co(Cobalt)
Pb (Plumbium)
B.Non Detected
Ba (Barium)
Cr (Cronium)
Ni (Nickel)
Unit
Ranges of Value
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
ppm
30.436+519-33.346+572
4.586+598-5.021+604
1.778+74-1.875+103
981+17- 1004+19
233+7 – 254+7
103+33
64+3 – 74+4
54+12 – 64+13
45+6 – 46+8
38+9 – 53+9
37+6 – 74+4
ppm
ppm
ppm
<573
<201
<84
Detected metal contents of sediment are predominantly
by Fe (Ferro) of amount 30.436 to 33.346 ± 572 ppm, Ti
(Titanium) of amount 4.298 to 5.021 ± 604 ppm, and Mn
(Mangan) of about 1.778 to 1.875 ± 103 ppm. Other metal
contents for Co, Cu, Zn, Fb, Rb, Zr, and Sb are observed in a
small amount. For comparison, test resuts with other soil mode
– analyzer are obtained with almost teh same ranges
times and mortar variety, for instances the curve shape of the
mixing of 5% cement and 20% cement and the curing times of
3,7,14, and 28 days can be seen in figure 4 below:
Fig. 4. Curves combination of compression tests with 5% cement
and the curing time 3,7,14, and 28 days
TABLE V
SUMMARY OF COMPRESSION TESTING RESULTS WITH
VARIATIONS OF CEMENT CONTENT
curing
time
(day)
3
7
14
28
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0
0,452
0,564
0,593
0,603
Cement addition
(%)
5
10
1,98
3,88
2,805
5,41
3,591
6,91
5,15
8,36
20
10,31
14,02
17,6
22,004
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29
TABLE VI
SUMMARY OF CBR LABORATORY TESTING RESULTS WITH
VARIATIONS OF CEMENT CONTENT
Reduction
(inc)
Unit
0,1
0,2
%
%
Cement addition
0%
5%
10%
20%
41,31
51,13
60,84
70,44
68,17
75,37
`71,11
82,22
Fig. 5. The relationship between the compressive strength with
Curingtime
Fig. 6. The relationship between the compressive strength with
Portland cement content
The graph of unconfined compressive strength test
(unconfined test) showed that dredging sediment soil
stabilized with cement tends to increase in strength along with
the addition of cement and curing time as shown in figure 4, 5,
and 6 above.
Stress-strain graph of dredging sediment soil stabilized with
cement provides the strength increase in the range of 1.978
kg/cm2 (5% cement) and 10.31 kg/cm2 (20% cement) for 3
days of curing time while for 28 days of curing time, the
strength is 5.155 kg/cm2 (5 % of cement) and 22.004 kg/cm2
(20% cement), tends to increase linearly with the addition of
cement’s percentage.
H. CBR test (California Bearing Ratio)
Laboratory CBR testing carried out directly using a CBR test
device. In general, the testing value of CBR laboratory will
increase as the percentage addition of cement mixture and
water content implied. CBR test results can be seen in the
following chart:
Fig. 7. Combination graph of CBR laboratory test
From table 6 and figure 7, the results of insitu CBR test
showed that based on previous data that dredging sediment
soil is fine-grained soil in the form of silt-clay with high
plasticity index , with the addition of cement content variation
to soil emerged special reaction to form lumps made the
sediment grains become large. With the addition of
percentage, it can be seen that the CBR value has also
increased
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TYPICAL UTILIZATION OF SOIL SEDIMENT AS
CONSTRUCTION MATERIAL
The limited capacities of stock yard for the dredged sediment
of Bili-Bili Dam Reservoir were concerned by conducting a
series investigation on mineralogy and physical-chemical
characteristics of dredged sediment. Test results justified main
characteristics of dredging sediment of Bili-Bili Dam
Reservoir as soft silty-clay, predominantly of silt fraction.
Degree of sediment expansiveness is categorized into medium
to high with clay mineral illite.
In considering several alternatives for utilizing
sediment potency for various need economically
(besides for congeries), such as brick industry, roof-tile,
concrete brick, paving block, earthenware, plant media
(paddy field), subgrade, etc., sediment characteristics
could be advantaged by soil stabilization methods. It
seems, the potency stabilized admixture is supported
highly by the existence of the other raw materials (such
as sand, clay, lime, chaff, rice field, etc.) around the
stock yard. The condition is also relevant due to the
existence of such industrial to be widespread quite a lot
in Gowa District.
IV.
CONCLUSIONS
Conditions of site-deep sampling of sediment and briefly
representation of test resuts, including its typical utilization
potential, could be summarized as follows;
Soil sediment index properties represent basic characteristics,
i.e.:
(1) specific gravity of this soil sediment in the ranges of
2.437 to 2.516. Its interpretation justify soil mineral illite (Gs
ranges, 1.6-2.84) and soil type silt with organic admixture
(Gs ranges, 2.4-2.5);
(2) Water content of soil sediment ranges from 71.476% to
88.674%, where as the wet density represents 1.442
gram/cm3 to 1.529 gram/cm3. These properties justify soil
type very – slightly soft organic clay in accordance with
typical soils in natural state (Terzaghi & Peak, 1967);
(3) Variations of liquid limit L= 47.19-48.40 % and
Platicity Index PI= 17.06 %.to 17.88 %, in the Cassagrande’s
Chart justify soil classification of organic silty clay with low
– slight plasticities;
(4) The shrinkage parametrics of soil sediment represent;
shrinkage limit SL=15.009 – 15.972%, shrinkage ratio /
index SR=2.085 – 2.125, and linear shrinkage LS=6.262 –
6.412. It seems that soil deposits could be justified to has
medium or marginal degree of expantion;
30
2.56-4.10%, where as silt fraction is about 95.93-96.47% and
clay fraction is 0.97-1.31%. The curves represent silt particles
to be bigger amount compare to that of sand and clay
particles;
(6) Unconfined compressive strength of sediment stabilizedcement was obtained from the stress-strain curves. The peak
stress curves show the tendency to develop in the ranges
kg/cm2 (5% cement) to 10.31 kg/cm2 (20% cement) for 3 days
age and 5.155 kg/cm2 (5% cement) to 22.004 kg/cm2 (20%
cement) for 28 days age, tend to increase linearly with the
increased cement contents. It seems to be slightly increased
with the increased cement contents.
(7) In the laboratory CBR tests showed that the range of
values for a fall of 0.1 inc. is 60.48% (5% cement) to 71,11%
(20% cement) while the decrease in 0.2 inc. Is 51.13% (5%
cement) to 82.22% (20% cement). Seen that an increase
in the CBR along with the addition of the percentage
of cement.
Based on the description of the analysis of the characteristics
of sediment dredging the river Jeneberang (Bili-Bili Dam),
stabilized with cement showed that; land dredging can be
developed and utilized as an alternative building materials
such as block paving, brick walls, and subgrade layers because
large volume changes in the dry state.
The results of this study can also be used as a reference for
development and research in the same area.
V.
ACKNOWLEDGMENT
We would like to thank all whom involved directly
and indirectly in completing this paper. Special thanks to the
Head of Soil Mechanic Laboratory ,Hasanuddin University
and Politechnic for supporting, and provided opportunity to
the writer to conduct research.
VI.
REFERENCES
[1] AASHTO, 1980, Standard Spesifications for Transportation Materials and
Methods of Sampling and Testing, National Press Building, Washington
[2] ASTM.. Standard test methods for liquid limit, plastic limit, and plasticity
index of soils. ASTM D4318-05, West Conshohocken, Pa. (2005)
[3] ASTM.. Standard test methods for specific gravity of soil solids by water
pycnometer. ASTM D854-06, West Conshohocken, Pa. (2006b)
[4] Basha E.A., R. Hashim, H.B. Mahmud, A.S. Muntohar. Stabilization of
residual soil with rice husk ash and cement. Journal Construction and
Building Materials 19 (2005) 448–453.(2005.)
[5] Bowles, J. E., 1984, Physical and Geotechnical Properties of Soils, Mc.
Grave Hill, Singapore. Costet, J. Dan Sanglerat, G., 1983, Course critique
de m6rchanique des sots, Dunod, Paris.
(5) The distribution shows that sand fraction of sediment is
120804-9595-IJCEE-IJENS © August 2012 IJENS
IJENS
International Journal of Civil & Environmental Engineering IJCEE-IJENS Vol:12 No:04
[6]
Chen,Li., Deng,Fong Lin., Stabilization treatment of soft subgrade soil
by sewage sludge ash and cement., Journal of Hazardous Materials 162
(2009) 321–327.,(2008)
[7] Chrysochoou, M., Grubb, D. G., and Drengler, K. L.. Stabilized dredged
material III: A mineralogical perspective. J. Geotech. Geoenviron. Eng.,
136, 1037–1050. 92010)
[8] Das, B. M., 1994, Principles of Geotechnical Engineering, PWS
Publishing Comp., Boston, USA
[9] Grubb, D. G., Chrysochoou, M., Smith, C. J., and Malasavage, N.
E.. Stablized Dredged Material I: A parametric study. J. Geotech.
Geoenviron. Eng., 136(8), 1011–1024 (2010)
[10] Gouw, Tji-Liong. 2009. Soil Classification., Certification Workshop (G1) Engineers Association of Indonesia Land Vol.1
[11] Hamdan, Akbar. 2010. Fine sediment 75 Million Cubic Meters Still so
Threats. Daily Dawn, 27-12-2010.
[12] Holtz, D.R. & Kovacs, WD, 1981, An Introduction to Geotechnical
Engineering, Prentice-Hall, Inc.., Englewood Cliffs, NJ 07632, USA.
[13] Mittal, S & Shukia, J.P. 1999, Soil Testing for Engineers, Khanna
Publishers, India
[14] Justin P. M.and Robert L. P.. Performance Of Soil Stabilization
Agents., University of Kansas Lawrence, Kansas. (2004)
[15] Pumnia, B.C. 1981. Soil Mechanics and Foundations, Standard
Book House, Delhi
[16] Wesley, L.D. 1977. Soil Mechanics., Board of Public Works Publishing.,
Jakarta
Hamzah Yusuf; He is an Associate Professor at Civil
Department, Polytechnic Negeri ujung Pandang,
Makassar, South Sulawesi, Indonesia, Post Code : 90245.
Telp/Fax
:
+62
411
586043.
E-mail
:
hamzah_yusuf31@yahoo.com. Now, He is a Doctor
Candidate in Civil Engineering, School of Engineering,
Hasanuddin University, Jalan Perintis Kemerdekaan Km.
10 Makassar 90245, South Sulawesi, Indonesia. Telp. +62
411 584639, Fax: +62 411 586015.
He was born in Ujung Pandang, South Sulawesi, Indonesia on 1th November
1958. His education level at elementary school, junior/middle high school,
and senior high school were experienced in Makassar, South Sulawesi. He
graduated from Civil Engineering (Ir) at Hasanuddin University, Makassar,
south Sulawesi, Indonesia in 1985. He received his Master of Engineering
(M.Sc) in Geodesy Department from Bandung Institute of Technology (ITB),
Bandung, Indonesia from September 1990 until Mart 1993. He is lecture in
Polytechnic, Makassar, southl Sulawesi, Indonesia since October 1987 until
now. His field of study and research interest is in Soil Mechanic, survey and
Mapping. He has published in the Information Technology (INTEK) Journal
of Technology of Engineering Polytechnic Negeri Ujung Pandang,Makassar,
Information Civil Technology (INTENSIP) Journal of Engineering Civil
Departement Polytechnic Makassar, He involved in professional association
such as member of Indonesian Sociate for Geotechnical Engineering
(ISGE/HATTI), He presented his paper entitled “Study on Characteristics of
dredging Soil stabilization as Subgrade of Rigid Pavement”. His paper entitled
31
“Analisys is properties index and Mechanical dredging sediment in Bili-bili
Dam with stabilization Cements and Lime”Seminar Geotechnical Engineering
and Its Advance Developments from Theories to Practices. Jakarta - Indonesia
7 – 8 December 2011. was published at the proceeding of the 9th Indonesian
geotechnical Conference and 15th Annual scientific Meeting. His paper
entitled “Application os Cement stabilization Sediment Dredged as subgrade
road of Rigid Pavement” was published at the proceeding of the Sixth
International Conference on Asian and Pacific Coasts (APAC 2011)
December 14 – 16, 2011, Hong Kong, China. p. 517 – 524. ISBN : 978-9814366-47-2.
H. Muh. Saleh Pallu, Prof. Dr. Ir. M.Eng.; His current address is in Civil
Engineering Department, School of Engineering, Hasanuddin University,
Jalan Perintis Kemerdekaan Km. 10 Makassar 90245, South Sulawesi,
Indonesia. Telp. +62 411 584639, Fax: +62 411 586015. E-mail: :
salehpallu@hotmail.com
His academic experience is :
 Doctor of Civil Engineering, University of Kyushu, Japan, 1994
 Master of Civil Engineering, University of Kyushu, Japan, 1991.
 Bachelor of Science, Civil Engineering, Hasanuddin University, Makassar,
Indonesia 1981
H. Lawalenna Samang, Prof. Dr.Ir. M.S, M.Eng.; His current address is in
Civil Engineering Department, School of Engineering, Hasanuddin
University, Jalan Perintis Kemerdekaan Km. 10 Makassar 90245, South
Sulawesi, Indonesia. Telp. +62 411 587636, Fax: +62 411 580505. Email:
samang_l@yahoo.com
His academic experience is :
Doctor of Civil Engineering, University of Saga, Japan,1997.
Master of Civil Engineering, University of Saga, Japan,1994
Master of Civil Engineering,Hasanuddin University, Makassar, Indonesia,
1988
Bachelor of Science, Civil Engineering, Hasanuddin University, Makassar,
Indonesia 1984
Muh. Wihardi Tjaronge, Prof.Dr.ST,M.Eng.; His current address is in
Civil Engineering Department, School of Engineering, Hasanuddin
University, Jalan Perintis Kemerdekaan Km. 10 Makassar 90245, South
Sulawesi, Indonesia. Telp. +62 411 584639, Fax: +62 411 586015. E-mail: :
tjaronge@yahoo.co.jp
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