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
iii
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
ix
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
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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
xi
Figure 4.15. Correlation Stability And AC With 4% CR Toward Asphalt
Content ..................................................................................... 44
Figure 4.16. Correlation Flow And AC With 4% CR Toward Asphalt
Content ..................................................................................... 45
Figure 4.17. Correlation VFWA And AC With 4% CR Toward Asphalt
Content ..................................................................................... 45
Figure 4.18. Correlation VIM And AC With 4% CR Toward Asphalt
Content ..................................................................................... 46
Figure 4.19. Correlation MQ And AC With 4% CR Toward Asphalt
Content ..................................................................................... 46
Figure 4.20. Correlation VMA And AC With 4% CR Toward Asphalt
Content ..................................................................................... 47
Figure 4.21. Correlation Marshall Properties Toward 4% CR .................... 48
Figure 4.22. Correlation Stability And AC With 5% CR Toward Asphalt
Content ..................................................................................... 49
Figure 4.23. Correlation Flow And AC With 5% CR Toward Asphalt
Content ..................................................................................... 50
Figure 4.24. Correlation VFWA And AC With 5% CR Toward Asphalt
Content ..................................................................................... 51
Figure 4.25. Correlation VIM And AC With 5% CR Toward Asphalt
Content ..................................................................................... 52
Figure 4.26. Correlation MQ And AC With 5% CR Toward Asphalt
Content ..................................................................................... 52
Figure 4.27. Correlation VMA And AC With 5% CR Toward Asphalt
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
xv
Table Of Appendix
Appendix A
Appendix B
Appendix C
xvi
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
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