STRENGTH AND DURABILITY OF ASPHALT CONCRETE MODIFIED …€¦ · Karet remah adalah sebuah inovasi...

STRENGTH AND DURABILITY OF ASPHALT

CONCRETE MODIFIED CRUMB RUBBER

D R A FT OF T HE S I S

Submitted to the Post Graduate of Civil Engineering Program in Partial

Fulfillment of the Requirements for Third Seminar

By: ALGALI A.M. ABAS

S941302044

MASTER OF CIVIL ENGINEERING

GRADUATE PROGRAM - SEBELAS MARET UNIVERSITY

2015

ii

STRENGTH AND DURABILITY OF ASPHALT

CONCRETE MODIFIED CRUMB RUBBER

By: ALGALI A.M. ABAS

S941302044

Approved by Supervisor Team:

Position

Name Signature Date

Supervisor I :

Ir.Ary Setyawan, M.Sc(Eng).,Ph.D

NIP. 196905011995121001

.................... ....................

Supervisor II :

Dr. Ir. Arif Budiarto, M.T.

NIP. 196304161997021001

.................... ....................

Acknowledged by

Chairman of The Civil Engineering Master Program

Dr. Ir. Mamok Suprapto, M.Eng.

NIP. 195107101981031003

iv

PRONOUNCEMENT

The person who signs here:

NAME :ALGALI A.M. ABAS

NIM :S941302044

Certifies that the thesis entitled:

STRENGTH AND DURABILITY OF ASPHALT CONCRETE MODIFIED

CRUMB RUBBER

Is really his own work. Anything related to others’ work is written in

quotation, the source of which is listed on the bibliography.

If then, this pronouncement proves wrong, I am ready to accept any

academic punishment. Including the withdrawal of this thesis and my academic

degree.

Surakarta, 19 June 2015

The person who makes this Pronouncement

ALGALI A.M. ABAS

v

ACKNOWLEDGEMENT

I am grateful to the Allah for the good health and wellbeing that

were

necessary to complete this research.

I wish to express my sincere thanks to Dr. Mamok Suprapto, M.

Eng,

Principal of the Faculty of Sebelas Maret University, for providing me

with all the

necessary facilities for the research.

I place on record, my sincere thank you to Dr. Eng. Ir. Syafi’I,

MT, Dean

of the Faculty, for continues encouragement.

I am also grateful to Ir.Ary Setyawan, M.Sc(Eng).,Ph.D, my

supervisor and

lecturer in the Department of Civil Engineering. I am extremely

thankful and indebted to him for sharing expertise, and sincere and

valuable guidance and encouragement extended to me.

I would like to express my sincere thanks and appreciation to

Dr. Ir. Arif Budiarto, MT

I take this opportunity to express gratitude to all of the

Department faculty

of civil engineering members for their help and support. I also thank

my mother

for the unceasing encouragement, support and attention. My dear

father Times are

hard. You always used to help me through everything. I am also

grateful to my

wife and my children who supported me through this venture.

I also place on record, my sense of gratitude to one and all, who

directly or

indirectly, have lent their hand in this venture.

vi

ABSTRACT

Environmental problem becomes big problem if the trash is renewable and can not

decompose. One of trashes which very dangerous to be neglected is tire rubber.

Crumb rubber is an innovation for the development of asphalt concrete. The use

of crumb rubber which is come from the recycle of tires is very beneficial on the

environment and economic aspects. Based on the background, there are two

research statements, namely: How is the influence of crumb rubber on asphalt

concrete modification of strength aspect? How is the influence of crumb rubber on

asphalt concrete modification on the durability aspect?

In the context of this research, the use of crumb rubber as asphalt modification to

increase the strength and durability was depend on the asphalt content and

percentages of crumb rubber itself. In terms of labolatory test, this research has

been through many test for materials such as ITS, ITSM, UCS and OBC. All of

the test were conducted to get the result about the influence of strength and

durability on asphalt concrete modification with crumb rubber with several

percentages, namely 0%, 3%, 4%, and 5%.

The existence of crumb rubber in asphalt mixture influenced the strength. The

increased of the crumb rubber content, will influenced the decreased of the

strength of mixture. It can be seen from the stability, ITS, UCS and ITSM. The

score for those tests showed that the increased of crumb rubber would decreased

the strength. The crumb rubber which can be recommended for the mixture was

4% with 5-5.5% of asphalt content. Then, the temperature also influenced the

strength of the mixture. The higher of temperature would decreased the strength of

mixture. The modification of asphalt with crumb rubber also influenced the

durability. It can be seen from the density score, the maximum density was come

from 4% crumb rubber content. Then, the increased of crumb rubber in the

mixture (more than 4%) would decrease the density.

Keywords: crumb rubber, strength, durability

vii

ABSTRAK

Masalah lingkungan menjadi masalah besar jika sampah yang tidak dapat

terbarukan tidak dapat terurai. Salah satu sampah yang sangat berbahaya adalah

karet ban. Karet remah adalah sebuah inovasi untuk pengembangan beton aspal.

Penggunaan karet remah yang berasal dari daur ulang ban sangat bermanfaat

terhadap lingkungan dan aspek ekonomi. Berdasarkan latar belakang, ada dua

pernyataan penelitian, yaitu: Bagaimana pengaruh karet remah pada beton aspal

modifikasi dalam aspek kekuatan? Bagaimana pengaruh karet remah di aspal

modifikasi beton pada aspek daya tahan?

Dalam konteks penelitian ini, penggunaan karet remah sebagai modifikasi aspal

untuk meningkatkan kekuatan dan daya tahan adalah tergantung pada kadar aspal

dan persentase karet remah sendiri. Dalam hal uji labolatorium, penelitian ini telah

melalui banyak tes seperti ITS, ITSM, UCS dan OBC. Semua tes dilakukan untuk

mendapatkan hasil tentang pengaruh kekuatan dan daya tahan di aspal modifikasi

beton dengan karet remah dengan beberapa persentase, yaitu 0%, 3%, 4%, dan

5%.

Keberadaan karet remah dalam campuran aspal dipengaruhi kekuatan.

Peningkatan remah kadar karet, akan mempengaruhi penurunan kekuatan

campuran. Hal ini dapat dilihat dari stabilitas, ITS, UCS dan ITSM. Rata bagi

mereka tes menunjukkan bahwa peningkatan karet remah akan menurun kekuatan.

Karet remah yang dapat direkomendasikan untuk campuran adalah 4% dengan 5-

5,5% dari kadar aspal. Kemudian, suhu juga mempengaruhi kekuatan campuran.

Semakin tinggi suhu akan menurunkan kekuatan campuran.

Modifikasi aspal dengan karet remah juga dipengaruhi daya tahan. Hal ini dapat

dilihat dari nilai kerapatan, kepadatan maksimum berasal dari 4% kadar karet

remah. Kemudian, peningkatan karet remah dalam campuran (lebih dari 4%) akan

menurunkan kepadatan.

Kata Kunci: karet remah, Kekuatan, daya tahan

viii

TABLE OF CONTENT

Page

Cover ............................................................................................................... i

Table of Content ............................................................................................... ii

Chapter I Introduction ......................................................................... 1

1.1 Background ..................................................................... 1

1.2 Problem Formulation ....................................................... 3

1.3 Objectives of Research .................................................... 4

1.4 Benefit of Research .......................................................... 4

Chapter II Literature Review and Basic Theory ................................. 5

2.1 Literature Review ........................................................ 5

2.1.1 Strength ................................................................ 5

2.1.2 Durability ............................................................. 6

2.2 Basic Theory ................................................................. 9

2.2.1 Strength ................................................................ 9

2.2.2 Durability ............................................................. 13

Chapter III Method of Research ............................................................. 14

3.1 Location and Type of Research........................................ 14

3.2 Parameter and Variable .................................................... 14

3.3 Data .................................................................................. 15

3.3.1 Primary Data ....................................................... 16

3.3.2 Secondary Data ................................................... 16

3.3.3 Sample Preparation of Material ........................... 17

3.3.4 Sample Production Of Bitumen Mixture ............. 23

3.4 Analysis ........................................................................ 24

3.4.1 Strength ............................................................... 25

3.4.2 Durability ............................................................ 25

3.5 Operation Framework ................................................... 26

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Chapter IV Result and Discussion ......................................................... 27

4.1 General ............................................................................. 27

4.1.1 Asphalt ................................................................. 27

4.1.2 Aggregate ............................................................ 28

4.1.3 Crumb Rubber .................................................... 30

4.1.4 Marshall Test of 60/70 Bitumen Mixture ............ 30

4.2 Strength ......................................................................... 54

4.2.1 Stability ............................................................... 54

4.2.2 Flow Test ............................................................ 59

4.2.3 VFWA ................................................................. 60

4.2.4 Void in Mixture (VIM) ....................................... 62

4.2.5 Marshall Quotient (MQ) ...................................... 64

4.2.6Void in Mineral Aggregate (VMA ....................... 67

4.2.7 Indirect Tensile Strength (ITS) Test .................... 70

4.2.8 Unconfined Compressive Strength (UCS) Test ... 71

4.2.9 Indirect Tensile Stiffness Modulus Test (ITSM .. 74

4.3 Durability ...................................................................... 76

4.4 Discussion .................................................................... 78

Chapter V Conclusion and Recommendation ...................................... 80

5.1 Conclusion ...................................................................... 80

5.2 Recommendation ............................................................. 80

x

LIST OF FIGURE

Page

Figure 3.1 Flow chart for laboratory process and analysis ........................ 27

Figure 4.1 Correlation Stability And ACWithout CR Toward Asphalt

Content ..................................................................................... 32

Figure 4.2 Correlation Flow And ACWithout CR Toward Asphalt

Content ..................................................................................... 33

Figure 4.3. Correlation VFWA And AC Without CR Toward Asphalt

Content ..................................................................................... 35

Figure 4.4. Correlation VIM And AC Without CR Toward Asphalt

Content ..................................................................................... 35

Figure 4.5. Correlation MQ And AC Without CR Toward Asphalt

Content ..................................................................................... 36

Figure 4.6. Correlation VMA And AC Without CR Toward Asphalt

Content ..................................................................................... 36

Figure 4.7. Correlation Marshall Properties Toward %

Bitumen................. ................................................................... 37

Figure 4.8. Correlation Stability And AC With 3% CR Toward Asphalt

Content ..................................................................................... 38

Figure 4.9. Correlation Flow And AC With 3% CR Toward Asphalt

Content ..................................................................................... 39

figure 4.10. Correlation VFWA And AC With 3% CR Toward Asphalt

Content ..................................................................................... 40

Figure 4.11. Correlation VIM And AC With 3% CR Toward Asphalt

Content ..................................................................................... 40

Figure 4.12. Correlation MQ And AC With 3% CR Toward Asphalt

Content ..................................................................................... 41

Figure 4.13. Correlation VMA And AC With 3% CR Toward Asphalt

Content ..................................................................................... 42

Figure 4.14. Correlation Marshall Properties Toward 3% CR................... .. 43

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Content ..................................................................................... 44


Content ..................................................................................... 45

Figure 4.17. Correlation VFWA And AC With 4% CR Toward Asphalt

Content ..................................................................................... 45


Content ..................................................................................... 46


Content ..................................................................................... 46


Content ..................................................................................... 47

Figure 4.21. Correlation Marshall Properties Toward 4% CR .................... 48


Content ..................................................................................... 49


Content ..................................................................................... 50

Figure 4.24. Correlation VFWA And AC With 5% CR Toward Asphalt

Content ..................................................................................... 51


Content ..................................................................................... 52


Content ..................................................................................... 52


Content ..................................................................................... 53

Figure 4.28. Correlation Marshall Properties Toward 5% CR ..................... 54

Figure 4.29. Stability Test ............................................................................ 57

Figure 4.30. Flow Test ................................................................................. 59

Figure 4.31. VFWA ..................................................................................... 61

Figure 4.32. VIM Test .............................................................................. ... 64

Figure 4.33. MQ Test .................................................................................. . 66

Figure 4.34. VMA Test ................................................................................ 69

xii

Figure 4.35. ITS Test ................................................................................... 71

Figure 4.36 UCS ........................................................................................ 73

Figure 4.37 ITSM Test ................................................................................ 75

Figure 4.38. Density Test ............................................................................. 78

xiii

LIST OF TABLE

page

Table 2.1 Resume OF Previous Research ................................................ 8

Table 3.1 Parameter and Variable ............................................................ 14

Table 3.2 Gradation Limits for Wearing Course ..................................... 19

Table 3.3 ITSM Test ................................................................................. 23

Table 3.4 Number of Samples of Marshall Testing.................................. 23

Table 3.5 The numbers of samples of UCS with different Temperatures 24

Table 3.6 The number of samples of ITS with different temperatures ..... 24

Table 4.1 Properties of Asphalt ............................................................... 27

Table 4.2 Test Result For Course Aggregate, Fine Aggregate and

Asphalt ...................................................................................... 29

Table 4.3 Coarse Aggregate Test ............................................................. 29

Table 4.4. Properties Of Asphalt Concrete Without Crumb Rubber

(60/70) ...................................................................................... 31

Table 4.5. Marshall Properties Of Mixture AC-WC-CR3 ........................ 39

Table 4.6. Marshall Properties Of Mixture AC-WC-CR4 ........................ 44

Table 4.7. The Marshall Properties Of Mixture AC-WC-CR5 ................. 49

Table 4.8. Stability..................................................................................... 57

Table 4.9. Flow Test .................................................................................. 59

Table 4.10. VFWA ...................................................................................... 62

Table 4.11. VIM Test .................................................................................. 63

Table 4.12. Marshall Quotient (MQ) ........................................................... 66

Table 4.13. Void in Mineral Aggregate (VMA) .......................................... 69

Table 4.14. ITS ........................................................................................... 71

Table 4.15. Comparison of UCS Test at OBC at 30 , 40 And 60 ...... 73

Table 4.16. ITSM......................................................................................... 74

Table 4.17. Density ...................................................................................... 77

xiv

List of Formula

Formula 2.1 Stability …………………………………………………… 9

Formula 2.2 ITS…………………………………………………………. 9

Formula 2.3 Flow ……………………………………………………….. 10

Formula 2.4 VFWA …………………………………………………… 10

Formula 2.5 VIM ………………………………………………………… 10

Formula 2.6 Marshall Quotient ………………………………………….. 10

Formula 2.7 Bulk Specific Gravity ……………………………………. 11

Formula 2.8 Bulk Specific Gravity SSD ………………………………… 11

Formula 2.9 Absorption………………………………………………… 11

Formula 2.10 VMA ……………………………………………………. 12

Formula 2.11 OBC ……………………………………………………. 12

Formula 2.12 ITSM ……………………………………………………. 12

Formula 2.13 UCS …………………………………………………….. 12

Formula 2.14 Density…………………………………………………….. 13

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Table Of Appendix

Appendix A

Appendix B

Appendix C

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List of symbols

A = Weight of dry speciment in air

b = Volumetric flash + water + sand

B0 = Optimum Bitumen Content

B1 = % asphalt content at maximum unit weight.

B2 = % asphalt content at maximum stability.

B3 = % asphalt content at specified percent air voids in the total mix

Bsg = Bulk specific gravity

Bsg SSD = Bulk specific gravity SSD

c = Volumetric flash + water

d = Diameter of the specimen in mm to one decimal place.

d = Oven dry sand

D = The mean amplitude of the horizontal deformation obtained from 2

or more applications of the load pulse (mm),

F = Flow

have = Average height of the specimen in mm to one decimal place.

I = Volume of bitumen

ITS = Indirect Tensile Strength in KPa.

ITSM = Indirect Tensile Stiffness Modulus

L = The peak value of the applied vertical load (N),

L = Volume of air voids

B = Marshall quotient

P = Maximum applied load in N.

P (Kn) = Maximum applied load in N

S = Weight of saturated surface dry speciment

t = The mean thickness of the test specimen (mm)

v = Poisson’s ratio (a value of .35 is normally used).

VIM = The average of VIM

W = Stability

STRENGTH AND DURABILITY OF ASPHALT CONCRETE MODIFIED …€¦ · Karet remah adalah sebuah inovasi...

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