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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

ii

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.

III

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.

V

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.

ýi

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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iii

V

V1

vii

xl

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xvi

I

4

4

4

5

'. ii

CHAPTER 2: LITERATURE REVIEW

2.0 Introduction h

2.1 Hot mix asphalt 7

2.2.1

ýýý

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)

9

9

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15

16

19

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30

viii

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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33

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3S

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39

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44

50

51

51

53

IX

REFERENCES

APPENDICES

54

54-70

x

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)

il

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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

39

40

41

41 52

X11

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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14

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x ill

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

42

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46 47

48

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xlv

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

\v

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

I

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

I

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.

3

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

4

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.

5

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.

7

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

8