PAVEMENT MIX DESIGN: ALTERNATIVE USE OF WASTE

PRODUCT AS FII.J..ER MATERIAL

HoKuiHua

Bachelor of Engineering with Honours 'IE (Civil Engineering) 250 20109;78 2010

UNIVERSITI MALAYSIA SARAWAK

THESIS STATUS ENDORSEMENT FORM

TITLE PAVEMENT MIX DESIGN: ALTERNATIVE USE OF WASTE PRODUCT AS FILLER MATERIAL

D

D

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ACADEMIC SESSION: 2006 - 2010

HOKUIHUA

(CAPITAL LETTERS)

hereby agree that this Thesis* shall bc kept at the Ccntre for Academic Information Services, Universiti Malaysia Sarawak, subject to the following terms and conditions:

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..,.

(AUTHOR'S SIGNATURE)

Permanent Address

535 .falan Ong Tiang Swee Mr Ron Aldrino Chan 93200 Kuching, Sarawak Supervisor's Name

Date: J(J /.r /.l(J1 f) Date: ~/~holo

Notes • Thesis refers to PhD, Master and Bachelor Degree •• r-or Conlidential or Restricted materials. please allach relevant docUlncnts froln relevant organizations! authorities

The Following Final Year Project:

Title Pavement Mix Design: Alternative Use of Waste Product as Filler

Material

Author : Ho Kui Hua

Matric number : 16323

Mr. Ron Aldrino Chan

(Supervisor)

s r; t " 1 ' E'(SJII

PAVEMENT MIX DESIGN: ALTERNATIVE USE OF WASTE PRODUCTS AS FILLER MATERIAL

HOKUIHUA

This project is submitted in partial fulfilment of

the requirements for the Degree of Bachelor of Engineering with

Honours (Civil Engineering) 2010

II

II

Dedicated to my beloved mother andfather, brother and sisters

ACKNOWLEDGEMENT

I would like to express my appreciation to my supervisor, Mr Ron Aldrino

Chan for his constant supervision, help and advice throughout this research. Without

the attention and dedicated guidance from him, this report would not have been

completed smoothly.

A special thanks to my family for their continuous morale and financial

support during the period of the research. My sincere appreciation also goes to all my

friends who have provided assistance at various occasions during this study.

My gratitude also goes to the highway lab technician, Mr. Saiful Edi and

concrete lab technician, Mr. Nur Adha Abdul

assistance in lending help in the time of needs.

works would not have been completed smoothly .

Wahab for their kind

Without their help, th

and patient

e laboratory

.... Last but not least, a sincere thanks goes to all others who contributed directly

and indirectly to help enable this research to be completed successfully.

\l

ABSTRAK

Disebabkan oleh pertambahan jumlah kenderaan dan trafik, prestasi pada rekabentuk

turapan akan dipengaruhi sepanjang hayat. Maka, pengubahsuaian pada campuran

turapan ialah satu cara yang boleh memperbaiki prestasi rekabentuk turapan. Secara

tahunan, berjuta-juta tan sisa buangan tempatan dihasilkan dan berberapa peratusan

sisa buangan tempatan ini mempunyai ciri-ciri baik yang boleh dianggap sesuai

untuk pelbagai jenis permohonan mampan. Antara sisa buangan tempatan ini, tulang

ayam secara saintifik dipanggil Gallus gallus domesticus dan kerang secara saintifik

dipanggil Andara granosa sering dibuang setelah daging dan isinya diambil.

Lantarannya, kajian ini dijalankan bagi menyiasat kesan tulang ayam dan kulit

kerang sebagai bahan isi dalam campuran asfalt panas. Sam pel disediakan untuk

lapisan haus 14 mm saiz agregat maksimum nominal (AC14) dengan kandungan

asfaIt meliputi 4% hingga 6.0% untuk kedua-dua campuran. Kulit kerang dan tulang

ayam digunakan untuk menggantikan simen Portland biasa (OPC) yang bertindak

sebagai sampel kawalan. Ujian MarshaH dijalankan pada setiap sampel bagi

..,. menentukan kestabilan, aliran, ketumpatan, lompang dalam campuran (VTM),

lompang dalam agregat mineral (VMA) dan lompamg dipenuhi asfalt (VF A) dan

dibandingkan dengan spesifikasi dari JKR dan sampel kawalan. Keputusan

menunjukkan campuran asphalt panas yang diubahsuai dengan kulit kerang

mempunyai nilai aliran, kestabilan dan ketegaran yang tinggi daripada sampel

kawalan. Maka, kulit kerang dapat dipertimbangkan sebagai bahan alternatif pada

satu masa akan datang untuk rekabentuk turapan.

111

ABSTRACT

Due to the increasing number of vehicles and traffic volume, the performance on

pavement design can be affected over a lifetime. Thus, modification on the pavement

mixture is a way that can improve the performance of the bituminous pavement.

Yearly, millions of tons of domestic wastes are produced and considerable

percentages of these domestic wastes have desirable properties that can be

considered suitable for a variety of sustainable application. Among these domestic

wastes, chicken bones scientifically called Gallus gallus domesticus and blood

cockle shells scientifically called Andara granosa were often thrown away after

removing the flesh and mussels. Therefore, this study was conducted to investigate

the effect of chicken bones and blood cockle shells as filler material in hot mix

asphalt (HMA). Samples were prepared for wearing course of 14 mm nominal

maximum aggregate size (AC14) with asphalt content ranging from 4% to 6.0% for

both mixtures. Blood cockle shells and chicken bones were used to replace Ordinary

Portland Cement (OPC) which is prepared as a control sample. Marshall Test was

conducted on each sample to de ermine the stability, flow, density, voids in total mix

(VTM), voids in mineral aggregate (VMA) and voids filled with asphalt (VF A) and

was compared with lKR specification and control sample. The results showed

modified HMA with blood cockle shells have high flow, stability and stiffness

properties than the control sample. Hence, the blood cockle shells can be considered

as an alternative filler material in the future for pavement design.

IV

al M.~II""lINTVBRsln lA' .. r

2.3.1 Fatigue cracking 12

2.3.2 Longitudinal cracking 14

2.3.3 Raveling 15

2.3.4 Rutting 16

2.4 Hot Mix Asphalt 17

2.4.1 Asphalt 18

2.4.2 Aggregate 20

2.4.3 Mineral filler 22

2.5 Waste material 23

2.5.1 Chicken bones 24

2.5.2 Blood cockle shells 24

2.6 Other waste materials use in highway

construction 27

2.6.1 Fly ash 27

2.6.2 Crumb rubber 29

2.6.3 Steel slag 31

2.7 Design method of hot mix asphalt 32

2.8 Air voids 34

...

2.8.1 Voids in the mineral aggregate 35

2.8.2 Voids filled with asphalt 37

2.8.3 Voids in total mix 37

2.9 Specific gravity 37

2.9.1 Bulk specific gravity 38

2.10 Summary 39

VI

CHAPTER 3 METHODOLOGY

403.1 General

413.2 Operational framework

423.3 Material collection

423.3.1 Asphalt

3.3.2 Aggregate 42

3.3.3 Filler 43

3.3.4 Chicken bones 44

3.3.5 Blood cockle shells 44

3.4 Sieve analysis of coarse and fine aggregate

(ASTM C136-84A) 45

3.5 Determination of aggregates specific gravity 46

3.5.1 Determination of coarse aggregate

specific gravity 46

3.5.2 Determination of fine aggregate

specific gravity 48

3.5.3 Determination of filler material

specific gravity 49

-t

3.6 Marshall Mix Design (ASTM D1559) 51

3.7 Determining bulk specific gravity of

specimen (ASTM D2726) 55

3.8 Marshall Stability and Flow Test (ASTM D 1559) 55

3.9 Data analysis 57

3.10 Determination of optimum asphalt content 58

3.11 Summary 58

vii

CHAPTER 4 RESULTS AND ANALYSIS

4.1 General 59

4.2 Aggregate gradation 60

4.3 Bulk specific gravity of aggregate 61

4.3.1 Bulk specific gravity of coarse aggregate 61

4.3.2 Bulk specific gravity of fine aggregate 61

4.3.3 Mineral filler specific gravity 62

4.3.4 Bulk specific gravity of total aggregate 62

4.4 Specific gravity of asphalt 63

4.5 Theoretical maximum density 63

4.6 Volumetric properties analysis 65

4.6.1 Voids in total mix 65

4.6.2 Voids in the mineral aggregate 68

4.6.3 Voids filled with asphalt 71

4.7 Marshall Mix design results 74

4.8 Summary 82

CHAPTERS DISCUSSION -I

5.1 General 83

5.2 Comparison between A C 14 (BeS) and

AC14 (eB) with AC14 (OPC) of75 blows

of compaction 83

5.3 Comparison between AC 14 (BeS) and

AC14 (eB) with AC14 (OPC) of75 blows

of compaction 87

viii

CHAPTER 6 CONCLUSION AND RECOMMENDATION

6.1 General 90

6.2 Conclusion 90

6.3 Recommendation 93

REFERENCES 94

APPENDIX 99

IX

LIST OF TABLES

Table Page

2.1 Asphalt properties (Arahan Teknik Jalan 5/85) 20

3.1 Test and Analysis Parameters (JKR, 2008) 41

3.2 Design Asphalt Content (JKR, 2008) 42

3.3 Gradation Limit for Asphaltic Concrete (JKR, 2008) 43

3.4 Minimum sample size requirement for coarse aggregate 47

specific gravity test

4.1 Bulk specific gravity of aggregate mix with different filler 62

4.2 Theoretical maximum density from laboratory 63

4.3 Percentage of VTM for 75 blow of compaction 65

4.4 Percentage of VTM for 50 blow of compaction 67

4.5 Percentage of VMA for 75 blow of compaction 68

4.6 Percentage of VMA for 50 blow of compaction 70

4.7 Percentage of VF A for 75 blow of compaction 71

4.8 Percentage of VF A for 50 blow of compaction 73

4.9 Comparison of Marshall properties for modified HMA with 75

blood cockle shells with JKR requirement and control sample

4.10 Comparison of Marshal properties for modified HMA with 77

chicken bones with JKR requirement and control sample

5.1 Summary of the Marshall properties result for control 86

sample,AC 14 (OCS) and AC 14 (CB) for 75 blows of compaction

5.2 Summary of the Marshall properties result for control sample, 89

AC 14 (BCS) and AC 14 (CB) for 50 blows of compaction

6.1 Comparison between AC 14 (OPC), AC 14 (BCS) and AC 14 (CB) 91

for 75 blows of compaction for 6% of asphalt content.

6.2 Comparison between AC14 (OPC), AC14 (BCS) and AC14 (CB) 92

for 50 blows of compaction for 6% of asphalt content.

x

LIST OF FIGURES

Figure Page

2.1 Cross section of a flexible pavement (Arahan Teknik lalan 10

5/85)

2.2 Severely fatigued cracked pavement 13

2.3 Longitudinal cracking 14

2.4 Severe mix rutting - likely due to a mix design or mix 17

production problem

2.5 Blood cockle shells (Andara granosa) 25

2.6 Fly ash 27

2.7 Voids between aggregate particles (Asphalt Institute, 1997) 35

2.8 Illustration of VMA in compacted sample 36

3.1 Flow chart for laboratory works 41

3.2 Pounded chicken bones that have been sieved to 75J.tm 44

3.3 Pounded blood cockle shells that have been sieved to 75~lm 45

3.4 The heated aggregate is been mixed with asphalt 52

3.5 Hot mix asphalt (HMA) mixed in the mould 53

3.6 The HMA mixed is ready to be compacted using Marshall 54

....

compactor

3.7 The HMA mixed is ready to be tested 54

3.8 The HMA mixed in water bath 56

3.9 The HMA mixed being tested for Marshall flow and stability 57

4.1 Aggregate gradation for AC 14 60

4.2 Graph of maximum theoretical density versus asphalt content 64

for 75 blows and 50 blows of compaction

4.3 Graph of VTM versus asphalt content for 75 blows of 66

compaction

4.4 Graph ofVTM versus asphalt content for 50 blows of 67

Xl

compaction

4.5 Graph ofVMA versus asphalt content for 75 blows of 69

compaction

4.6 Graph ofVMA versus asphalt content for 50 blows of 70

compaction

4.7 Graph ofVFA versus asphalt content for 75 blows of 72

compaction

4.8 Graph ofVFA versus asphalt content for 50 blows of 74

compaction

4.9 Graph of flow versus asphalt content for 75 blows of 79

compaction

4.10 Graph of stability versus asphalt content for 75 blows of 80

compaction

4.11 Graph of flow versus asphalt content for 50 blows of 81

compaction

4.12 Graph of stability versus asphalt content for 50 blows of 82

compaction

Xli

J.l

LIST OF ABBREVIATIONS AND

HMA

AC14

AC14 (OPC)

AC14 (RCS)

AC14 (CB)

TMD

VTM

VMA

VFA

.TKR

OPC

°c %

g

mm

N

NOTATIONS

Hot mix asphalt

Asphalt concrete of 14 mm nominal maximum aggregate size

AC 14 mixture using ordinary Portland cement

AC 14 mixture using blood cockle shells

AC 14 mixture using chicken bones

Theoretical maximum density

Voids in total mix

Voids in mineral aggregate

Voids filled with asphalt

.Tabatan Kerja Raya

Ordinary Portland cement

Micro

Degree Celsius

Percent

Gram

Millimeter

Newton ....

XIII

CHAPTER!

INTRODUCTION

1.1 General

Globalization in today's world of which road network plays an important

and fundamental role, is vital to enhance the nation's competitiveness and maintain a

boundary over its competitions. Road plays an important role in our daily lives as it

enables people and goods to travel from a place to another. In Malaysia, the road

network structure the bloodline of the country's economic activities carrying about

96 percent of transported goods and passengers (JKR, 2006). Currently, there are

about 99,494 kilometers of road in Malaysia, 80 percent of which are paved (iRAP,

2009).

In Malaysia, the main roads are normally designed to a ten-year period (JKR,

2006). However some roads reached the terminal end of their service life earlier than

the designed period due to unprecedented growth in traffic volume and

environmental condition. High quality hot mix asphalt (HMA) must provide stable,

safe, and durable road surface. The properties of HMA depend on the quality of its

components, asphalt binder and aggregates, the construction process, and the mix

design proportions. The amount of voids in a HMA mixture is probably the single

most important factor that affects performance of the mixture throughout the Efe of

the pavement (Roberts et a!., 1996). Peterson (1982) stated that the desired air void

content for initial in-place voids for dense graded mixtures should not be higher than

approximately 8 percent and should never less than approximately 3 percent during

the life of the pavement.

The research on modifying asphalt mixes is not new. Furthermore, there have

been numerous efforts to modify asphalt mixes in order to obtain a better

performance and quality of HMA. There were a lot of researches been done to

determine other waste product such as crumb rubber, steel slag, plastic bottles and fly

ash as a tiller in asphalt mixes. In this research, waste product of chicken bones and

blood cockle shells wiU be used. Hence, there is a need to conduct a detailed study

on the performance of Malaysian HMA using chicken bones and blood cockle shells

as an alternative filler. It is expected that this practice will not only have

environmental significance in recycling waste material, but it also has a potential to

be cost effective and may further enhance performance of new flexible pavements as

compared to conventional HMA.

1.2 Problem statement

HMA mixtures consist of three components which are mineral aggregates,

asphalt binder and air voids . Air void distribution in HMA is a vital characteristic of

the internal structure that influences moisture damage. Air void distribution is

dependent on compaction effort, compaction method, temperature, aggregate

2

gradation and aggregate shape characteristics (Tashman et aI., 2002). Most mIX

design consists of 3 - 5 percent air void. HMA with less than 3 percent of air void

will cause instability to the strength of the mixture and when the air voids in the

mixture is greater than 8 percent by volume, they may allow water to easily penetrate

the HMA and cause moisture damage.

HMA mixes are bonded together by cohesive forces within the asphalt binder

and adhesive forces between the asphalt binder and aggregates. Moisture penetrates

the asphalt mix layer in the pavement by permeation of rainwater, rise of

underground water, and/or absorption and adsorption of water vapor. The surface

energy of water is much greater than the surface energy of the most common types of

asphalt binders used for roadway construction, and thus when water is present at the

interface of the asphalt binder and the aggregate it tends to replace the asphalt binder,

creating a bond failure commonly called stripping (Bhasin et aI., 2006).

Development of modified asphalt mixes has been explored over the past few

decades in order to improve the performance of pavements mixes. The most common

method used is to add filler material such as ordinary Portland cement (OPC) and ..,.

hydrated lime which may be effective to improve the adhesion between bitumen

binder and aggregates, thus reducing the stripping problem. Besides that, others

study on filler material have been conducted on waste materials and by-products

such as crumb rubber, plastic bottles, glass, steel slag and palm oil fibre.

Millions of tons of industrial by-products are produced each year and

considerable percentages of these by-products have desirable properties that make

3

them suitable for a variety of beneticial use applications. In this research, studies

were conducted on waste materials from household wastes. The limitation of this

research is to use chicken bones and blood cockle shells as filler material in

pavement mix design. The focuses is on determining the optimum mix of chicken

bones and blood cockle shells as filler material in modified HMA compare to the

conventional HMA.

1.3 Aim of study

The aim of this study was to tind the optimum mix of modified hot mix

asphalt that use AC 14 aggregate mix and filler material of chicken bones and blood

cockle shells as well as to reduce the percentage of void in our Malaysia pavement

mix design.

1.4 Objectives of study

The purpose of this study was to investigate the effect of chicken bones and

blood cockle shells as filler material in hot mix asphalt. In order to achieve this,

research would be done on the following objectives:

• To determine the potential of using chicken bones and blood cockle shells as

an alternative filler material in the mix design

4

• To evaluate the performance of Marshall properties on the modified chicken

bones and blood cockle shells hot mix asphalt

• To compare the modified chicken bones and blood cockle shells hot mix

asphalt with the conventional hot mix asphalt

• To identify the optimum mix of modified chicken bones and blood cockle

shells hot mix asphalt

1.5 Scope of study

The scope of this study focused on the effect of utilizing pounded chicken

bones and blood cockle shells as filler material in pavement mix design. The material

used was HMA of nominal maximum size of aggregates of 14 mm (AC14). The

mixture of HMA was prepared accordance to the specification by JKR standards.

There will be 30 samples compacted with 50 blows and 30 samples compacted with

70 blows on each side respectively.

Marshall characteristics such as stability, flow, density, voids in total mix

(VTM), voids in the mineral aggregate (VMA), and voids filled with binder (VFB)

were determined to evaluate the performance of modified Marshall method applied.

5

1.6 Importance of study

The importance of this study was to produce an optimum mix of HMA to

improve the quality and compatibility of our roads that can improve its service life.

Other than that, the optimum mix must have sufficient void or air spaces in the

compacted mixture to allow a slight additional amount of added compaction by the

repeated loading of traffic. The air void will prevent asphalt bleeding or loss of

mixture stability. The volume of air voids should not be so large to allow excessive

oxidation or moisture damage of the mixture

In this study, chicken bones and blood cockle shells were used as filler

material in HMA. Chicken bones and blood cockk shells can be found easily in

every household and in the food industries. Based on findings if it is found beneficial,

it could be proposed that chicken bones and blood cockle shells should be taken into

consideration for further studies in the future in order to provide pavement with

better durability and strength. Also it could be an alternative material for pavement

construction in order to reduce cost in term of material selection by recycling waste

by-products. In others word, it will give new generation an inspiration to fully utilize

waste materials and by-product in producing other good products.

1.7 Outline of study

Chapter one introduces the basic knowledge on hot mix asphalt and the

development of modified asphalt mixes. Then, it will introduce the filler material of

6

blood cockle shells and chicken bones that are used in this study. The scope and

importance of study will be further discussed as well as the aim and objectives.

Chapter two provides information on hot mix asphalt and other waste

materials used in pavement design done by other researchers. In addition, this

chapter will also discuss on the properties of blood cockle shells and chicken bones

as well as the design method used in pavement design.

Chapter three describes the method used to carry out the modified hot mix

asphalt. On the other hand, a comparative study between the modified hot mix

asphalt and conventional hot mix asphalt will be carried out.

Chapter four discussed the data collection and result analysis from the test.

The result will be analyzed and present in graph and table format to give a clear view.

Chapter five further discusses on the results obtained. Lastly, Chapter six concludes

the used of the filler material in hot mix asphalt and recommendation for future study

is suggested.

7