DESIGN AND PROPERTIES OF SPLIT MASTIC ASPHALT MODIFIED WITH BAGASSE ASH THESIS

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1 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: S POST GRADUTE DEPARTMENT OF CIVIL ENGINEERING SEBELAS MARET UNIVERSITY OF SURAKARTA 2015

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4 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, ABDALLH.A.A.LHWAINT NO.S

5 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, ABDALLH.A.A.LHWAINT 3

6 TABLE OF CONTENT STATEMENT OF ORIGNALITY... i FOREWORD... ii TABLE OF CONTENT... iii LIST OF TABL... iii LIST OF FIGURE... iv LIST OF APPENDIX... vi LIST OF ABBREVIATIONS... vii ABSTRACT... viii CHAPTER I INTRODUCTION Background of the Study Problem Statement Objectives of the Study Limitation of the Study Benefits of the Study... 3 CHAPTER II LITERATURE REVIEW AND BASIC THEORIES Literature Review Basic Theories Test Conducted by the Researcher Hypothesis CHAPTER III RESEARCH METHODOLOGY Introduction Location and Time Variables and Parameters Data Types of Data Data Collection Materials Tools Preparation of the Mixes Sieve Analysis Static Indirect Tensile Test Tests i

7 3.6.1 Preparation of Sample for the Tests Marshall test Unconfined Compressive Test Static Indirect Tensile Test CHAPTER 4 RESULTS AND DISCUSSION Introduction Material Preparation Aggregate Sieve Analysis and Aggregate Distribution Aggregate Impact Value Specific Gravity and Water Absorption Asphalt Test Penetration Test Softening Point Test Specific Gravity Marshall Mix Design Indirect Tensile Strength Test (ITS) Unconfined Compressive Strength Test (UCS) CHAPTER V CONCLUSIONS AND RECOMMENDATIONS Conclusions Recommendations References ii

8 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 Table 2.5 Chemical Composition of Bagasse Table 3.1 Variables and Parameters Table 3.2 Number of specimens Table 3.3 Gradation Limits for Wearing Course Table 3.4 Specific Gravity of Filler Table 3.5 Design Bitumen Contents Table 3.6 Physical properties of Split Mastic Asphalt Components Table 3.7 Marshal Test Table 3.8 Unconfined Compressive Test Table 3.9 ITS Table 4.1 Limits of Aggregates Gradations Table 4.2 Aggregate Impact Value Table 4.3 Specific Gravity of Coarse Aggregate Table 4.4 Specific Gravity of water Absorption of Fine Aggregate test Table 4.5 Specific Gravity of Bagasse ash Table 4.6 Penetration Value Of Asphalt Table 4.8 Maximum Specific Gravity of Spilt Mastic Asphalt (SMA) Table 4.9 The Marshall properties of SMA without Bagasse Ash Table 4.10 Properties of The Split Mastic Asphalt (SMA) with Bagasse Ash Table 4.11 Properties of The Split Mastic Asphalt (SMA) with Bagasse Ash Table 4.12 Properties of The Split Mastic Asphalt (SMA) with Bagasse Ash Table 4.13 Results of Indirect Tensile Strength Test at OBC Table 4.14 Result of UCS Test at OBC iii

9 LIST OF FIGURE Figure 2.1. SMA Gradation... 7 Figure 2.2: Correlation between Asphalt Content and Stability Figure 2.3: Correlation between Asphalt Content and Flow Figure 2.4: Correlation between Asphalt Content and Marshall Quotient Figure 2.5: Correlation between Asphalt Content and VITM Figure 2.6 Correlations between Asphalt Content and VFWA Figure3.1 Materials Figure 3.2 Sieve Analysis Machine Figure 3.3 Specific gravity and water absorption of coarse aggregate test Figure 3.4 Specific Gravity Test of Bitumen Figure 3.5Softening Point Test (RING AND BALL TEST) Figure 3.6 Penetration index test Figure 3.7 Specific gravity and water absorption of fine aggregate test Figure 3.8 Gradation Limits for Wearing Course Figure 4.1 Gradation Limit for Asphalt Concrete Figure 4.2 Correlation Stability of SMA without Bagasse Ash toward Asphalt Content Figure 4.3 Correlation flow of SMA without Bagasse Ash toward Asphalt Content Figure 4.4 Correlation MQ of SMA without Bagasse Ash toward Asphalt Content Figure 4.5 Correlation VFWA of SMA without Bagasse Ash toward Asphalt Content Figure 4.6 Correlation Air Void of SMA without Bagasse Ash toward Asphalt Content.. 52 Figure 4.7 Correlation Marshall Properties toward Asphalt Content Figure 4.8 Correlation Stability of SMA toward % Bagasse Ash Figure 4.9 Correlation flow of SMA toward % Bagasse Ash Figure 4.10 Correlation Marshalll Quotient of SMA toward % Bagasse Ash Figure 4.11 Correlation Air void of SMA toward % Bagasse Ash Figure 4.12 Correlation VFWA of SMA toward % Bagasse Ash Figure 4.13 Correlation Marshall Properties toward % bagasse Ash Figure 4.14 Correlation Marshall Stability Properties toward % bagasse Ash Figure 4.15 Correlation Flow Properties toward % bagasse Ash Figure 4.16 Correlation of MQ Properties toward % bagasse Ash Figure 4.17 Correlation Air void of SMA toward % Bagasse Ash Figure 4.18Correlation VFWA of SMA toward % Bagasse Ash iv

10 Figure 4.19 Correlation Marshall Properties of SMA toward % Bagasse Ash Figure 4.20 Correlation Stability Toward % Bagasse Ash Figure 4.21 Correlation Flow of SMA toward % Bagasse Ash Figure 4.22 Correlation MQ of SMA toward % Bagasse Ash Figure 4.23 Correlation Air void of SMA toward % Bagasse Ash Figure 4.24 Correlation VFWA of SMA toward % Bagasse Ash Figure 4.25 Correlation Marshall Properties of SMA toward % Bagasse Ash Figure 4.26.Comparison of Stability test for SMA with 0,3, 4 and 5% BA Figure 4.27.Comparison of Flow test for SMA modified with 0, 3, 4 and 5% BA Figure Comparison of VFWA for SMA with 0, 3, 4 and 5% BA Figure Comparison of Marshall Quotient (MQ) for SMA with 0, 3, 4 and 5% BA Figure Comparison of Air void for SMA with 0, 3, 4 and 5% BA Figure 4.31Results of ITS for each Type of Spilt Mastic Asphalt Figure 4.32 UCSTest v

11 LIST OF APPENDIX APPENDIX A=Laboratory Test Result. APPENDIX B=Results of Marshal Tests. APPENDIX C=Results of ITS. APPENDIX D=Results of UCS. APPENDIX E=Laboratory works. vi

12 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 VFWA = Void Filled With Asphalt. vii

13 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 (20 o C,40 o C,60 o C) and Unconfined compressive at same temperature room at 27 o C 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 increased, the value of ITS decreases. Moreover, in terms of UCS, the value of UCS of BA mixture is higher than SMA and higher than normal mixture at normal temperature. The recommendation of this research is that a certain percentage of air voids is necessary in all dense-graded mixes to prevent the pavement from flushing, shoving, and rutting. Air voids may be increased or 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 V

14 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 (20 o C, 40 o C, 60 o C) dan Unconfined compressive pada suhu kamar yang sama pada suhu 27 o C 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 aliran (flow) SMA dengan abu ampas tebu lebih rendah dari SMA tanpa abu ampas tebu sebesar 5,5%; Marshall quotient SMA dengan abu ampas tebu lebih tinggi dari SMA tanpa abu ampas tebu sebesar 5%; Nilai Air Voiddari SMA dengan abu ampas tebu lebih rendah dari SMA tanpa abu ampas tebu sebesar 3%;Nilai VFWA SMA dengan Retona lebih tinggi dari SMA tanpa abu ampas tebu dengan nilai 75.87%; Nilai Air Void SMA dengan abu ampas tebu lebih 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 Vi