DESIGN AND PROPERTIES OF SPLIT MASTIC
ASPHALT MODIFIED WITH BAGASSE ASH
THESIS
Submitted to the Post Graduate of Civil Engineering Program in Partial Fulfillment of the Requirements for the Degree of Master of Engineering in
Infrastructure
ISSUED BY:
NAME: ABDALLH .A.A.LHWAINT
NIM: S9413902029
POST GRADUTE
DEPARTMENT OF CIVIL ENGINEERING
SEBELAS MARET UNIVERSITY OF SURAKARTA
2
STATEMENT OF ORIGINALITY AND CONTENT
PUBLICATION OF FINAL PROJECT
I declare actually:
1. Thesis by the title: “THE DESIGN AND PROPERTIES OF SPLIT MASTIC ASPHALT MODIFIED WITH BAGASSE ASH” is my own work and has not been submitted for any degree or other purposes, except has been mentioned on the bibliography as reference of this paper. If in the future proved there is plagiarism in this paper, I am willing to accept the sanction appropriate to legislation (Permendiknas No. 17, 2010).
2. Publication of this Thesis on Journal or scientific forum should be permission and include the counselor as author and PPs UNS as institution. In the period at least one semester I did not do the publication of part or all of the contents of this thesis, the Master Civil Engineering Program of UNS reserves the right to publish a scientific journal published by the Master Civil Engineering Department of UNS. If I am in violation of the terms of this publication, then I am willing to receive the applicable academic sanctions
Surakarta,January 2015 Author,
3
FOREWORD
Praise to Allah SWT the lord of the world, who has given mercy and blessing so that this thesis
with a title THE DESIGN AND PROPERTIES OF SPLIT MASTIC ASPHALT
MODIFIED WITH BAGASSE ASH..can be resolved. This thesis is submitted as a condition for
obtaining a master's degree in Civil Engineering Master Program of SebelasMaretUniversity.
Respectfully I say many thanks to:
1. Director of Civil Engineering Master Program of SebelasMaret University.
2. Dr. Ir. MamokSuprapto, M.Eng, as the head of Civil Engineering Master Program of SebelasMaret University.
3. Dr. Eng. Syafi’I, M.T, as secretary of Civil Engineering Master Program of SebelasMaret University.
4. Ir. Ary Setyawan, M. Sc.,(Eng), Ph. D as first supervisor. 5. Ir.Winny Astuti, M.Sc, Ph.D as second supervisor.
6. All faculty staff of Civil Engineering Master Program of SebelasMaret University who have helped during lectures.
7. My brothers and sisters who always support at every condition.
8. Student colleagues of Civil Engineering Master Program of SebelasMaret University who gave me inspiration and suggestion.
9. All those who helped me in completing this thesis, the author cannot mention one by one.
I hope this thesis can contribute to the scientific academic community, practitioners in the field of building materials and benefit the wider community in general. The assistance that was given may receive just reward from Allah SWT.
Surakarta, January 2015 Writer,
i
CHAPTER II LITERATURE REVIEW AND BASIC THEORIES ... 4
2.1 Literature Review ... 4
2.2 Basic Theories ... 6
2.3 Test Conducted by the Researcher ... 18
2.4 Hypothesis... 18
CHAPTER III RESEARCH METHODOLOGY ... 19
ii
3.6.1 Preparation of Sample for the Tests ... 33
3.6.2 Marshall test ... 34
3.6.3 Unconfined Compressive Test ... 36
3.6.4 Static Indirect Tensile Test ... 37
CHAPTER 4 RESULTS AND DISCUSSION ... 39
4.1 Introduction ... 39
4.2 Material Preparation ... 39
4.3 Aggregate ... 39
4.3.1 Sieve Analysis and Aggregate Distribution ... 39
4.3.2 Aggregate Impact Value ... 41
4.3.3 Specific Gravity and Water Absorption ... 41
4.4 Asphalt Test ... 44
4.4.1 Penetration Test ... 44
4.4.2 Softening Point Test ... 45
4.4.3 Specific Gravity ... 46
4.5 Marshall Mix Design ... 47
4.6Indirect Tensile Strength Test (ITS) ... 72
4.7 Unconfined Compressive Strength Test (UCS) ... 75
CHAPTER V CONCLUSIONS AND RECOMMENDATIONS ... 78
5.1 Conclusions ... 78
5.2 Recommendations ... 79
iii LIST OF TABLE
Table 2.1 Relative Performance of Stone Mastic Asphalt ... ...5
Table 2.2 Gradation Requirements for SMA Mixtures ... 7
Table 2.3 The Properties of Bituminous Binder and Aggregates Used for the Design of Spilt Mastic Asphalt ... 9
Table 2.4 Main Differences of Spilt Mastic Asphalt and Bituminous Concrete ... 10
Table 2.5 Chemical Composition of Bagasse ... 12
Table 3.1 Variables and Parameters ... 20
Table 3.2 Number of specimens ... 23
Table 3.3 Gradation Limits for Wearing Course ... 26
Table 3.4 Specific Gravity of Filler ... 28
Table 3.5 Design Bitumen Contents ... 29
Table 3.6 Physical properties’ of Split Mastic Asphalt Components ... 29
Table 3.7 Marshal Test ... 36
Table 3.8 Unconfined Compressive Test ... 37
Table 3.9 ITS ... 37
Table 4.1 Limits of Aggregates Gradations ... 40
Table 4.2 Aggregate Impact Value ... 41
Table 4.3 Specific Gravity of Coarse Aggregate ... 42
Table 4.4 Specific Gravity of water Absorption of Fine Aggregate test ... 43
Table 4.5 Specific Gravity of Bagasse ash ... 43
Table 4.6 Penetration Value Of Asphalt ... 46
Table 4.8 Maximum Specific Gravity of Spilt Mastic Asphalt (SMA) ... 47
Table 4.9 The Marshall properties of SMA without Bagasse Ash ... 49
Table 4.10 Properties of The Split Mastic Asphalt (SMA) with Bagasse Ash ... 54
Table 4.11 Properties of The Split Mastic Asphalt (SMA) with Bagasse Ash ... 58
Table 4.12 Properties of The Split Mastic Asphalt (SMA) with Bagasse Ash ... 63
Table 4.13 Results of Indirect Tensile Strength Test at OBC... 73
iv LIST OF FIGURE
Figure 2.1. SMA Gradation ... 7
Figure 2.2: Correlation between Asphalt Content and Stability ... 14
Figure 2.3: Correlation between Asphalt Content and Flow ... 15
Figure 2.4: Correlation between Asphalt Content and Marshall Quotient ... 15
Figure 2.5: Correlation between Asphalt Content and VITM ... 16
Figure 2.6 Correlations between Asphalt Content and VFWA ... 17
Figure3.1 Materials ... 23
Figure 3.2 Sieve Analysis Machine ... 24
Figure 3.3 Specific gravity and water absorption of coarse aggregate test ... 24
Figure 3.4 Specific Gravity Test of Bitumen ... 24
Figure 3.5Softening Point Test (RING AND BALL TEST) ... 25
Figure 3.6 Penetration index test ... 25
Figure 3.7 Specific gravity and water absorption of fine aggregate test ... 25
Figure 3.8 Gradation Limits for Wearing Course ... 27
Figure 4.1 Gradation Limit for Asphalt Concrete ... 40
Figure 4.2 Correlation Stability of SMA without Bagasse Ash toward Asphalt Content ... 49
Figure 4.3 Correlation flow of SMA without Bagasse Ash toward Asphalt Content ... 50
Figure 4.4 Correlation MQ of SMA without Bagasse Ash toward Asphalt Content ... 51
Figure 4.5 Correlation VFWA of SMA without Bagasse Ash toward Asphalt Content ... 52
Figure 4.6 Correlation Air Void of SMA without Bagasse Ash toward Asphalt Content .. 52
Figure 4.7 Correlation Marshall Properties toward Asphalt Content ... 53
Figure 4.8 Correlation Stability of SMA toward % Bagasse Ash ... 54
Figure 4.9 Correlation flow of SMA toward % Bagasse Ash... 55
Figure 4.10 Correlation Marshalll Quotient of SMA toward % Bagasse Ash... 56
Figure 4.11 Correlation Air void of SMA toward % Bagasse Ash ... 56
Figure 4.12 Correlation VFWA of SMA toward % Bagasse Ash ... 57
Figure 4.13 Correlation Marshall Properties toward % bagasse Ash ... 58
Figure 4.14 Correlation Marshall Stability Properties toward % bagasse Ash... 59
Figure 4.15 Correlation Flow Properties toward % bagasse Ash ... 60
Figure 4.16 Correlation of MQ Properties toward % bagasse Ash... 60
Figure 4.17 Correlation Air void of SMA toward % Bagasse Ash ... 61
v
Figure 4.19 Correlation Marshall Properties of SMA toward % Bagasse Ash ... 63
Figure 4.20 Correlation Stability Toward % Bagasse Ash ... 64
Figure 4.21 Correlation Flow of SMA toward % Bagasse Ash ... 65
Figure 4.22 Correlation MQ of SMA toward % Bagasse Ash ... 65
Figure 4.23 Correlation Air void of SMA toward % Bagasse Ash ... 66
Figure 4.24 Correlation VFWA of SMA toward % Bagasse Ash ... 66
Figure 4.25 Correlation Marshall Properties of SMA toward % Bagasse Ash ... 67
Figure 4.26.Comparison of Stability test for SMA with 0,3, 4 and 5% BA ... 68
Figure 4.27.Comparison of Flow test for SMA modified with 0, 3, 4 and 5% BA ... 69
Figure 4.28. Comparison of VFWA for SMA with 0, 3, 4 and 5% BA ... 70
Figure 4.29. Comparison of Marshall Quotient (MQ) for SMA with 0, 3, 4 and 5% BA ... 71
Figure 4.30. Comparison of Air void for SMA with 0, 3, 4 and 5% BA ... 72
Figure 4.31Results of ITS for each Type of Spilt Mastic Asphalt ... 73
vi LIST OF APPENDIX
APPENDIX A=Laboratory Test Result. APPENDIX B=Results of Marshal Tests. APPENDIX C=Results of ITS.
vii LIST OF ABBREVIATIONS
CRMB=Crumb Rubber Modifier Bitumen CRM = Crumb Rubber Modifier
CRMSMA = Rubber modified Split Mastic Asphalt BA=Bagasse Ash.
HMA = Hot Mix Asphalt
FBC=Flexible Pavement Committee. PMB=polymer modified bitumen. AC=Asphalt concrete.
PET=Poly ethylene Terephthalate. IDT = Indirect Tension Test ITS = Indirect Tensile Test
UCS=Unconfined Compressive Strength Test OBC = Optimum Bitumen Content
PCI = Pavement Condition Index SAM = Stress absorbing membrane SMA = Split Mastic Asphalt
Abstract
Go green campaign is one of ways to save the earth from garbage. This campaign not only suggests recycling and reducing but also reusing the garbage. In line with the go green campaign, the aim of this study is to achieve the viability of using Bagasse Ash (BA) as additive material in hot mix Split Mastic Asphalt (SMA) with certain comparison which is expected to improve the quality of SMA.
This research was conducted by using experiment research design in comparison among the three types of (without BA and with BA) properties of the hot SMA toward the Marshall properties (stability, flow, Marshall Quotient (MQ), Void In Total Mix (VITM), Void Filled Without Asphalt (VFWA),and Air Void to get Optimum Bitumen Content ,Indirect Tensile Strength (ITS) at different temperature (20oC,40oC,60oC) and Unconfined compressive at same temperature room at 27oC but different percentage of BA (3%,4% ,5%).
The results of this research are as follows: 1) the properties of the hot mix SMA toward the Marshall properties are: The stability value of SMA with BA is higher than SMA without BA by 3%; The flow value of SMA with BA is lower than SMA without BA by 5.5%; The Marshall Quotient value of SMA with BA is higher than SMA without BA by 5%; The Air void value of SMA with BA is lower than SMA withoutBA by 3%; The VFWA value of SMA with Bagasse Ash is higher than SMA without BA by 75.87%; The Air Void value of SMA with BA is lower than SMA without BA by 2%.In terms of ITS value, the value of ITS is high when BA is combined with low temperature; but when the temperature is decreased by lowering or raising the binder content. They may also be increased or decreased by controlling the amount of material passing the No. 200 sieve in the HMA. The more fines added to the HMA generally the lower the air voids. The air voids may be changed by varying the aggregate gradation in the HMA. Keywords: Bagasse Ash, Split Mastic Asphalt, ITS, UCS
Abstrak
Kampanye Go Green adalah salah satu cara untuk mengamankan bumi dari sampah. Kampanye menggunakannya kembali. Sejalan dengan hal tersebut, tujuan penelitian ini adalah untuk menggunakan abu ampas tebu sebagai bahan aditif campuran aspal panas perpecahan (Spilt Mastic Asphalt/ SMA) )dengan perbandingan tertentu yang diharapkan dapat meningkatkan kualitas SMA.
Penelitian ini dilakukan dengan menggunakan rancangan penelitian eksperimen dengan membandingkan tiga jenis(tanpa abu ampas tebu dan dengan abu ampas tebu) dengan menggunakan beberapa uji diantaranya (stability ,flow, Marshall Quotient (MQ), Void In Total Mix (VITM), Void Filled Without Asphalt (VFWA), dan Air Void untuk mendapatkan Optimum Bitumen Content,Indirect Tensile Strength (ITS) pada suhu yang berbeda (20oC, 40oC, 60oC) dan Unconfined compressive pada suhu kamar yang sama pada suhu 27oC tetapi pada persentase yang berbeda untuk abu ampas tebu (3%, 4%, 5%).
Hasil penelitian ini adalah sebagai berikut:Nilai stabilitas (stability) SMA dengan abu ampas tebu lebih tinggi dari SMA tanpa abu ampas tebu sebesar 3%;Nilai rendah dari SMA tanpa abu ampas tebu sebesar 2 %. Dalam hal nilai ITS, nilai ini tinggi ketika abu ampas tebu di kombinasikan dengan suhu rendah; tetapi ketika suhu di tingkatkan, nilai ITS menurun. Selainitu, dalam hal UCS, nilai UCS campuran abu ampas tebu lebih tinggi dari SMA dan lebih tinggi dari campuran normal padasuhu normal.Rekomendasi dari penelitian ini adalah persentase tertentu dari rongga udara di perlukan dalam semua campuran padat untuk mencegah jalanan dari pembilasan, dorongan, dan bekas roda. Rongga udara dapat ditambah atau dikurangi dengan menurunkan atau menaikkan kadar aspal. Rongga udara juga dapat ditambah atau dikurangi dengan mengontrol jumlah agregatmelewati Nomor 200 saringan di HMA.Semakin banyak bahan halus ditambahkan ke HMA umumnya dapat merendah kanrongga udara.Rongga udara dapat di ubah dengan memvariasikan gradasiagregat di HMA.
Kata kunci: abuampastebu, Split MasticAsphalt,ITS,UCS
