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"EVALUATION OF MARSHALL PROPERTIES OFACW 14 USING RIVER SAND AND CARBIDE LIME AS FILLER SUBJECTED
TO 75 NUMBERS OF COMPACTION"
Fiza Firdauz Bin Abdul Rahim (15704)
Bachelor of Engineering with Honours (Civil Engineering)
2009
Dedicated to my beloved family, friends and everyone
Thanks for evrrytlºiºtg
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ACKNOWLEDGEMENT
birst and foremost. I would like to express my gratitude to Allah S. W. T. für
Ells Blessing for giving me the precious Mort to complete this study successfully.
My special and sincere appreciation dedicated to my Supervisor. Mr. Larry
Silas Tirau, for his valuable knowledge, guidance and enthusiastic support in my
study. Without his help and patient, I would not he able to finish this study. Ilis
contribution is the most valuable asset in this study.
Next. I would like to extend my special gratitude and appreciation to the
UNIMAS for providing the equipments and also to the laboratory technician, Mr.
Saiful of' highway laboratory and Mr. Adha of' concrete laboratory. UNIMAS. fi r
their useful guidance, opinion and technical advice throughout the study.
A special thanks to Mr. Tan of Global Ilpline Sdn. B lid. and not torgotten
Vtr. ('han and `1r. Romeo of PPFS tier giving me the information and the necessary
material tiºr me to conduct my study. Without them. it would he a gold digging in
scarching for the matcrial I neccl.
I his dissertation is dedicated to my beloved parents and my sister. I'Iteir
unWitting, rommiitmrnt of' Patient and understanding is greatly appreciated.
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Finally, thanks to all my lecturers, colleagues especially to Reagan l? ntigu,
Mohd Allan Shah and Muhammad Wazizi Ilamzar who had in their spare time help
me doing the laboratory work. My sincere thanks also goes to everyone who
involved either directly or indirectly in preparing this report for their diligent help
and respective jobs.
1%,
ABSTRAK
Konkrit asfalt campuran panas (IIMA) adalah campuran yang selalu
digunakan dalam pemhinaan lapisan jalan. Perkara yang menjadi tumpuan adalah
untuk menjadikan sesuatu campuran itu mempunyai ketegasan dart kealiran yang
tinggi untuk mengelakkan kerosakan jalan raya. Kehanyakan campuran panas astalt
rrenggunakan debu sirren dart dehu kuari sehagai hahan dalam campuran. Ubjektif
kajian ini adalah untuk menilai parameter ujian Marshall untuk dua jenis sampel
yang menggunakan "carbide lime" dan pasir sungai telah digunakan dan
dicampurkan dalam campuran asphalt haus A('W 14. Sampel untuk aggregate dipilih
dengan teliti untuk mengelakkan hatu yang panjang dan hatu yang nipis. Kedua-dua
campuran disediakan dengan 100°o kchendak nilai hagi material pengisi hagi
rremahami keseinambungan menamhah "carbide lime" dalam campuran panas
asphalt. Kajian ini adalah herdasarkan lompang dalam campuran (VTM), lompang
dalam aggregate mineral (VMA) dan lompang dipenuhi bitunicil (VIII). Parameter
mi adalah perlu hagi mencari nilai optimum kandungan bitumen dalarr campuran.
Daripada data yang telah dianalisa. didapati hahawa kehanyakan campuran
mcnwijukkan peningkatan dart nilai tegasan dan kealiran. Walaupun keperluan 1KIt
untuk lompang dalam campuran (VIM) dan lompang dipcnuhi bitumen (V1: 13) dan
juga sesetengah kepcrluan yang tidak dipenuhi. holch disirrpulkan hahawa campuran
yang menggunakan gentian pengisi "carbide lime- amat herguna dan kajian rrakrral
seterusnya untuk rrencari parameter data yang nurrenuhi keperluan JKR holeh
diteruskan pada masa hadapan.
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ABSTRACT
Hot mix asphalt (LIMA) mixture is widely used in road paving. The concern
of having a mixture that has a high stability and flow ability is necessary to avoid
premature deterioration and defects. Most IIMA used a mixture of Ordinary Portland
Cement (OPC) and quarry dust as filler material. The objective of this study is to
evaluate the Marshall Mix properties for both types of mixes using river sand and
carbide lime as filler material in ACW 14 mix. Samples were prepared carefully to
avoid elongated and flaky aggregates. Both the mixture are prepared I00 of each
required percentage of' filler to understand the significant of adding carbide lime in
IIMA mix. The study will he based on the voids in total mix (V'I'M), voids in
mineral aggregates (VMA) and voids filled with bitumen (Vl"li). 'these properties of'
asphalt mix are necessary to detennine the optimum hinder content of asphalt. From
the data that had been analyze, it is fiºund that most of' the asphalt mix shows it
significance increase in stability and flow ability. Though the JKR requirements of
voids in total mix (VIM), voids tilled with bitumen (VIAB) and some of the
requirement were not met, it could he concluded that the mix replaced by carbide
lime is useful and further laboratory work to find the necessary envelope that meets
the JKR requirement could he assessed in future.
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TABLE OF CONTENTS
DEDI CATION
ACKNOWLEDGEMENT
AE3STRAK
ABSTRACT
TABLE. OF C'O\'TE: \TS
LIST OF TABLES
[. IST OF FIG['REýS
LIST OF ABBREVIATIONS
CIIAP"TER 1: iti'I'RODI'CTIOti
1.0 Background
1.1 Problem Statements
1.2 Aim of the Study
1.3 ( )hjecti%es of the study
1.4 Scope of Study
Pages
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CHAPTER 2: LITERATURE REVIEW
2.0 Introduction h
2.1 Hot mix asphalt 7
2.2.1
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Aggregate 7
Filler material 8 2.2.3 Asphalt
2.3 Design Method of'11MA
2.4 Volumetric properties of IIMA
ct1AP, rF: R 3: , N1F: 'i'liODOt. oc: v
3.0 Introduction
3.1 Preparation of material and apparatus
3.2 Laboratory work
3.2.1 Sieve analysis of the aggregates
(ASTM ('136 and ASFM ('1 17)
3.2? Determination of aggregate specific gravity
3.2.2.1 Determination of specific gravity for coarse
Aggregates (AS IM (' 127-88)
3.2.2.2 Determination of specific gravity for fine
Aggregates (AS 1M (' 128-SS)
3.2.3 Marshall Mix Design (AS FM 1)1559)
3 . 2.4 Marshal Stability and Flow Test (ASTM 1)1559)
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CHAPTER 4: DATA ANALYSIS AND DISCUSSION
4.0 Introduction
4.1 Aggregate gradation
4.2 Bulk specific gravity of aggregates
4.3
4.4
4.5
4 . 2.1 Bulk specific gravity of coarse aggregates
4 . 2.2 Bulk specific gravity of fine aggregates
4 . 2.3 Bulk specific gravity of* filler material
4 . 2.4 Bulk specific gravity of'total aggregates
Specific gravity of asphalt
Maximum specific gravity of'paving mixture
Volumetric properties analysis
4.5.1 Voids in total mix (VIM)
4.5.2 Voids in mineral aggregates (VMA)
4.5.3 Voids tilled with hinder (V{: 13)
4.6 Graph analysis
4.7 Discussion
CHAPTER 5: (Y)tiC'l. l'til()N AND RECOMMENDATION
S. 0 Introduction
{. I ( lºnl'lusllºIl
5.2 Itrcoºnnundation
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IX
REFERENCES
APPENDICES
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54-70
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LIST OF TABLES
Table Page
Table 2.1 Superpave mix design tests and equipment
(Cominsky, 1994)
Table 2.2 FAA's regulations of binder course and wearing course
'rabic 2.3 Influence of type of specific gravity on
determination of VMA and air voids
(Asphalt Institute. 198 )
Table 3.1 Gradation limit of asphaltic concrete ACW 14
Table 3.2 Gradation limit fir ACW 14 and
required sample's weight
'rabic 3.3 Design Bitumen contents
'rabic 3.4 Test and analyses parameter for asphaltic
Concrete (JKR. SPJ rev 2005)
'rabic 3.5 Nominal maximum size aggregates
Table 4.2 Bulk Specific Gravity of coarse aggregates
Table 4.3 Bulk specific gravity (S-G, lk)
'rabic 4.4 Bulk specific gravity of aggregate mineral
"rabic 4.5 TMD at each asphalt content fir both asphalt
Mix
Table 4.6 TMD at each asphalt contents fir both asphalt
mix from laboratory work
Fahle 4.7 Percentage of VIM fir different mixtures
Table 4.8 Percentage of voids in mineral aggregate (VMA)
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Table 4.9 Percentage of voids filled with binder (VF13)
'['able 4.10 Marshall Mix design results with respect to
flow, stif3iiess and stability
Table 4.11 VTM of'mix compared with JKR requirements
Table 4.12 VF13 ot'mix compared with JKR requirements.
Table 5.1 Properties of IIMA fir both type of'mixes
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LIST OF FIGURES
Figure Page
Figure 2.1 Mass volume relationships in Asphalt
Mix (adapted form Atkins. 1997)
Figure 2.2 VMA. air void and elli: ctive asphalt content
in compacted IIMA (Asphalt Institute. 1988)
Figure 3.1 Sorted aggregates
Figure 3.2 Flow diagram for laboratory work
Figure 3.3 Immersion in water bath
Figure 3.4 Marshall test equipment
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LIST OF GRAPHS
Graph Page
Graph 4.1 Graph plotted from the Marshall equipment
for sample N1 5°o
Graph 4.2 Graph plotted from the Marshall equipment
for sample (' I 5°0
Graph 4.3 Graph plotted from the Marshall equipment
fir sample (' I 5.5° °
Graph 4.4 Bulk Density versus °° Asphalt content
Graph 4.5 M) versus °° asphalt content
Graph 4.6 Stability versus °° asphalt content
(iraph 4.7 Flow versus "o asphalt content
Graph 4.8 VMMA versus asphalt content
Graph 4.9 V1' 13 versus ('0 asphalt content
(iraph 4.1(1 ° ,, Voids versus °° asphalt content
(iraph 4.11 Stittüess versus "° asphalt content
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LIST OF SYMBOLS AND ABREVIATION
LIMA Ilot mix asphalt
AC'W Asphalt concrete wearing course
ACW I4n, r.: rxl AC'W 14 using river sand filler
ACW 14. jrhildc Irmo AC'W 14 using carbide lime filler
FAA Federal Aviation Association
p Micro
"C' Degree Celsius
°0 Percent
Gram
mm Millimeter
N Newton
C. C
S. G.
PI,
cubic ccntimctrr
Spccific gravity
Percentage of*asphalt concrete by total weight of
mixture
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LIST OF APPENDIX
Appendix
A
B
C'
[) 1
D2
I..
Title
Height correlation table fir sample
not 63.5 nim
Aggregate gradation AM 14 and
gradation graph
Data collected from Marshal test and plotted
Graf
Marshal Test result fir river sand tiller
Marshal test result fir carbide lime tiller
Pictures
Page
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XV1
CHAPTER I
Introduction
1.0 Background
In recent years, the government of Malaysia has come into interest in finding
new alternative of constructing pavement, doing research and development fiºr roads,
bridges and highways and the usage of new pavement and surfiicing pavement. The
work aspect of construction of road is still in accordance to the Arahan Ieknik Jalan
by Jahatan Kerja Raya Malaysia (JKR) and the Standard Specification for Road
Works by JKR Malaysia. The Arahan Teknik Jalan adopts American Association of
State Highway and Transport Official (AASI I TO) to specify their standards
according to the a\ ailahility of material and unbound condition that f`, -iced during
construction of pavement.
Besides that, with respect to Ministry of' Transportation, MOT. road
construction and o%erlaying of asphalt according to design and standards had taken
into great consideration firr designing of asphalt pavement. Revise version of
standards from JKR has means to use these Concepts to determine the pavement
design and its overlay according to traftic condition and I": Snl. s loadings. In the JKR
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20601iLKiOI56/KP 05 is shown that different gradation of asphaltic concrete was
used fbr different type of roads requirement and categories.
As one of the basic requirements of a pavement design is to withstand the
intense loading from traffic. The thickness of* the pavement must he sufficient to deal
with the stresses at the surface without causing distress to the foundations. the
overlaying layers or the sub-grade. It is important that the föundation level meets the
requirement and the design of* the tioundation should meet the serviceability
requirement. The design of'each pavement should he done by identifying the type of
roadway, traffic volumes, weather conditions and the intended use ofpavement.
For roads and highway design, criteria basis tier mix designs are evaluated
base on the ESAL's loadings and other factors such as the mix materials, the desired
surface texture and environmental condition. The mix materials should he
considerable economical in design and available to avoid unwanted delay to projects.
Soil consideration of the site should he taken into account where the type of' soil and
its classification should he carefully analyzed. A careful analysis of the soil condition
will provide information fir engineers to come up with suitable solution to overcome
problems of the soil condition.
Asphalt concrete has evolved with wide range of new asphalt pavement für
wearing coarse such as Stone Mastic Asphalt (SMA). usage of' Porous Asphalt and
wearing course using Polymer Modified Asphalt. The newest method in designing
IIMA mix is called Superior Pei-finning Asphalt Pavement which is known as
Superpave. Most asphalt is categorized as hot mix asphalt (IIMA) as the name
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suggested, is any asphalt mixture that is mixed while hot. The mixture of hinder and
aggregates are heated to get fluidity to coat and to dry the aggregate respectively.
Asphalt pavement especially hot mix asphalt had become a synonym in
paving structure. The asphaltic concrete is considered a reliable and cost effective
product to be used as pavement especially in road construction rather than of rigid
pavement. These asphaltic concrete were choose base on its criteria and the optimum
binder content were the key point of designing a mix with high stability and flow.
This is achieved by Marshall Test.
There are dificrent types of* mix design in asphaltic concrete as an example,
in United States of* America, cach states of the country have their own specification
for road work and design specification for flexible pavement design. Fach state
proposed their own llMA design to acquire and significantly counter the problems
occurring on their pavement. Some of* the states considered lime filler or any usage
of limestone in their mix as an essential in I IMA mix.
In : Malaysia. the design of' asphalt mix is based on JKR standards. These
standards were set as it guide fiºr road builders in constructing their road. The
optimum hinder content achieved by doing Marshall 'l'est is used in determining hot
mix asphalts that have high stability and flow.
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1.1 Problem Statement
Asphalt concrete has become known to deteriorate with time and climate
condition. It is a major and solid problem towards achieving a better performance
asphalt pavement. Research on several methods of designing through gradation of
aggregates and material in achieving a better pavement is done constantly to
overcome the problems. Theretbre. the needs to understand and relating the
properties of different mix is essential to find the stability of a IIMA.
1.2 Aim
The airn of this study is to find the volumetric properties cif' two diflirence
mix that uses AM 14 aggregate mix and filler material as of'sand and carbide lime.
It is to differentiate the stability and flow of'both types of'mixes.
1.3 Objectives
The objective of this study is to evaluate the Marshall properties of hot mix
asphalt by using, Marshall Method Mix Design of ACW 14 which subjected to
carbide line and river sand as filler material. The mix that is prepared will he of'river
sand as control sample and carbide lime as replacement filler fiºr river sand. The
samples are subjected to 75 compaction blow which in accordance to JKR
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specification. It is to understand the significant usage of carbide lime as filler
material and to determine the Marshall Stability and flow firr both types of' mixes.
1.4 Scope of study
In this study. the material that is used ffir l IMA is of nominal maximum site
of aggregates of 14 mm (ACW 14). The mixture of* IIMA is prepared in accordance
to the specification by JKR standards. The mixture of' hot mix asphalt is ACW 14
and shall be made of two dif Brent types of filler material which are of river sand and
carbide lime.
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CHAPTER 2
Literature Review
2.0 Introduction
Hot mix asphalt (IIMA) has been used widely and constitutes more than 70
percent of the flexible paved road worldwide. Nowadays, roadwork construction has
made I IMA as a choice of build material. The characteristic of IfMA which is of
aftordable material cost and high perfimnance made it as choice in road built. liven
then, new improvements to achieve a quality IIMA are done to tolerate the
disadvantage of pav-em nt which is deteriorating especially if'the HMA structures are
having continuous distress.
Years ago, Malaysia has come to realize that usage of conventional IIMA
which still are the choice of' most road builder is not suitable fiºr Malaysia. The
nominal maximum site aggregates of' 20 which is A('W 20, is the most common
used in road pa% ing structure tiºr its wearing course. Instead of using other nominal
maximum size of aggregates. the choice of A('W 20 as wearing course is because it
is cheaper than the smaller nominal maximum size of aggregates being specified by
JKR standards ofwearing course.
h
2.1 Hot mix asphalt
HMA contains two important elements which are asphalt and aggregate
material. Asphalt plays an important role of binding aggregates together in a HMA
mixture. The largest particle acts and funned the skeleton of the aggregate structure
which transfer the loads to the lower layer in pavement structure. The new JKR
manual which was recently published had included the new specification fir IIMA
mix. The introduction of porous asphalt. SMA and also polymer modified asphalt
had widened the scope of road built in Malaysia. In order to achieve the desire in
reducing maintenance cost and an effective pavement these new asphalt are to he
believed a solution to some of'the major problem fined in Malaysia.
2.2.1 Aggregate
I lot mix asphalt composes of aggregates and hinder. The aggregate are based
on gradation and is divided as coarse aggregates, fine aggregates and filler material
which is based on the criteria set in JKR standards. The aggregate gradation is done
by sieve analysis of the distribution of particle site by percentage retained. Where as,
the grades of' hot mix asphalt are determined based on its nominal maximum
aggregate size (XMAS). Coarse aggregates are considered aggregates that are retain
above 1.18m in sieve size where any particles passing it is considered as fine
aggregates. Elsewhere, the filler material is the material that passes 75 micrometer
sieve size that is obtained in the pan.
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2.2.2 Filler material
Filler material in asphaltic concrete is an important element of hounding the
aggregates and asphalt. The filler material that is usually used in asphalt pavement is
of'river sand, quarry dust or ordinary Portland cement (OPC'). The filler is defined as
the material that is retained in pan during sieve.
The mixtures of LIMA are added with filler material which acts to bond
aggregates and asphalt together. A hot mix asphalt properties consists of flow and
stability, durability, flexibility, fatigue resistance. fracture strength. skid resistance,
impermeability and workability. These properties are affected by the distribution of
the aggregate, nominal maximum aggregate size (NMAS) and the hinder content.
Mr. Chan. Manager of an established premix plant. said that the filler acts as
a bondage material which to bond the aggregates and fills the pores in the mixture.
Thus, to have better asphalt mixture, the filler material is changed with other material
available such as ordinary Portland Cement (OP('), hydrated lime or carbide lime.
Normally. river sand is used as filler material because of' the availability of
the material and in terms of' cost effectiveness. Other filler such as limestone also
used in mixes. Nevertheless, filler material such as carbide lime from industrial
waste could he proven as sufficient or more than capable of' improving the normal
mix I IMA. Carbide lime or also known as calcium carbide is it product of excessive
coke with quicklime in the presence of oxygen in an oxygen-thermal furnace. In
studies and research that has been done befiºre, mixes with carbide lime had shown
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