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THE USE OF POLYMER MODIFIED BITUMEN FOR THIN SURFACING AT HOT AND ARID REGION
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
By: BAKHI MOHAMED ALJANADI S941302032
MASTER OF CIVIL ENGINEERING GRADUATE PROGRAM - SEBELAS MARET UNIVERSITY commit to user 2014
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ABSTRAK Permanent deformation or rutting is a primary failure mode of hot mix asphalt (HMA) pavements especially in hot and arid region. Thin surfacing is one of asphalt pavement preservation in hot and arid region. Thin HMA overlays are considered as a cost-effective application of preserving and maintaining existing pavements, applicable to both flexible asphalt and rigid concrete pavements.The use of polymer modified bitumen is to improve the service life and performance of the pavement especially for thin surfacing overlay.Ethene-Vinyl-Acetate (EVA) is used in asphalt modification that is purposely used for hot application. The objectives of this research are: To know the magnitude of the optimum bitumen content using the EVA polymer in thin surfacing HMA for hot and arid region, To know the effect of the addition of EVA in the thin surfacing HMA for hot and arid region by Indirect Tensile Strength (ITS) and The Unconfined Compressive Strength (UCS). The bitumen content that will be used in hot mix asphalt (HMA) thin surfacing are 5.0%, 5.5%, 6.0%, 6.5% and 7.0%.Hot Mix Asphalt was modified with 0%, 2%, 4%, 6%, 8% and 10% EVA. Moreover, for the temperature test, it was tested at 20oC until 60oC. The specimen was tested by 3 test of marshall, indirect tensile strength (ITS) and unconfined compressive strength (UCS). The Marshal properties, unconfined compressive strength (UCS), Indirect Tensile Strength test (ITS) were conducted. The result showed that marshal stability, Marshal Quotient increase with increase in EVA modifier. However, Marshal Flow decrease when EVA modifier was increased. All the values of unconfined compressive strength (UCS) and Indirect Tensile Strength test (ITS) increased with an increase in EVA modifier. Therefore, EVA could be used as aggregate substitute for flexible hot mix asphalt at hot and arid region because it is temperature tolerant and can prevent asphalt cracking. Keywords: EVA modifier, HMA, Thin surfacing, ITS, UCS
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ABSTRAK Deformasi permanen atau bekas roda adalah mode kegagalan utama dalam campuran aspal panas jalan khususnya di Negara panas dan gersang. Lapisan tipis adalah salah satu pemeliharaan jalan aspal didaerah panas dan gersang. Lapisan tipis HMA dianggap sebagai aplikasi hemat biaya untuk menjaga dan memelihara jalan yang ada, diterapkan pada keduanya yaitu aspal yang fleksibel dan jalan beton yang kaku Penggunaan aspal modifikasi polimer untuk meningkatkan umur aspal dan kemampuan jalan khususnya untuk lapisan tipis. Ethene-Vinyl-Acetate (EVA) digunakan dalam aspal modifikasi dengan maksud untuk penggunaan panas. Tujuan dari penelitian ini adalah: Untuk mengetahui besarnya kandungan aspal optimum dengan menggunakan polimer EVA di dalam lapisan tipis HMA untuk daerah panas dan gersang, untuk mengetahui pengaruh penambahan EVA di dalam lapisan tipis HMA untuk daerah panas dan gersang dengan uji Indirect kekuatantarik (ITS) dan unconfined kekuatan kompresif (UCS). Kadar aspal yang akan digunakan dalam aspal panas campur lapisan tipis yaitu 5.0%, 5.5%, 6.0%, 6.5% and 7.0%.Aspal Panas Campur telah dimodifikasi dengan 0%, 2%, 4%, 6%, 8% and 10% EVA. Guna pengujian temperatur, sampel diuji pada suhu antara 20oC hingga 60oC. Pengujian sampel menggunakan 3 macam tes, yaitu marshall, indirect tensile strength (ITS), unconfined compressive strength (UCS). Pengujian sampel menggunakan 3 macam tes, yaitu marshall, uji Indirect kekuatantarik (ITS) dan unconfined kekuatan kompresif (UCS). Sifat Marshall, unconfined kekuatan kompresif (UCS) dan uji Indirect kekuatan tarik (ITS) dilakukan. Hasil penelitian menunjukkan bahwa stabilitas marshal, Marshal Quotient meningkat dengan peningkatan pemodifikasi EVA. Namun, Marshal Flow menurun ketika pemodifikasi EVA meningkat. Semua nilai – nilai kekuatan unconfined kompresif (UCS) dan Indirect kekuatan tarik (ITS) meningkat dengan peningkatan pengubah EVA. Oleh karena itu, EVA dapat digunakan sebagai pengganti agregat untuk batu fleksibel aspal panas campur di daerah panas dan gersang karena suhu toleran dan dapat mencegah retak aspal. Kata Kunci: EVA Modifikator, HMA, Lapisan tipis, ITS, UCS
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Table of Contents Table of Contents ................................................................................................................ vii CHAPTER I INTRODUCTION ........................................................................................... 1 1.1.
Background of The Problem................................................................................... 1
1.2.
Problem Formulation .............................................................................................. 4
1.3.
Objective of Research ............................................................................................. 4
1.4.
Limitation of the research ....................................................................................... 4
1.5.
Benefit .................................................................................................................... 5
CHAPTER II LITERATURE REVIEW AND BASIC THEORY ....................................... 6 2.1.
Literature Review ................................................................................................... 6
2.1.1.
Optimum Bitumen Content ............................................................................. 6
2.1.2.
Indirect Tensile Strength Test ......................................................................... 9
2.1.3.
The Unconfined Compressive Strength Test ................................................ 10
2.1.4.
Comparison with previous researches ........................................................... 11
2.2.
Basic Theory ......................................................................................................... 14
2.2.1.
Optimum Bitumen Content ........................................................................... 14
2.2.2.
Indirect Tensile Strength Test ....................................................................... 23
2.2.3.
The Unconfined Compressive Strength Test ................................................ 24
2.3.
Hypothesis ............................................................................................................ 25
CHAPTER III RESEARCH METHOD .............................................................................. 26 3.1.
Location ................................................................................................................ 26
3.2.
Research Variables and Parameters ...................................................................... 26
3.2.1.
Research Variables ........................................................................................ 26
3.2.2.
The Parameters .............................................................................................. 26
3.3. Primary Data and Secondary Data............................................................................ 27 3.3.1 Primary Data ....................................................................................................... 27 3.3.2. 3.4.
Secondary Data ............................................................................................. 28
Validation Data ..................................................................................................... 28
3.4.1.
Marshall Test ................................................................................................. 29
3.4.2.
Indirect Tensile Strength Test ....................................................................... 30 commit to user Unconfined Compressive Strength Test ........................................................ 31
3.4.3.
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3.5.
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Analysis ................................................................................................................ 33
3.5.1.
Optimum Bitumen Content (OBC) ............................................................... 33
3.5.2.
Indirect Tensile Strength Test ....................................................................... 34
3.5.3.
Unconfined Compressive Strength Test ........................................................ 34
3.6.
Expectation Of Research Result ........................................................................... 34
3.7. Flow Chart of Research ............................................................................................ 35 CHAPTER IV RESULT AND DISCUSSION ................................................................... 36 4.1
Introduction .......................................................................................................... 36
4.1.1.
Optimum Bitumen Content ........................................................................... 36
4.1.2. Unconfined Compressive Strength (UCS) ......................................................... 51 4.1.3. Indirect Tensile Strength Test(ITS) ................................................................... 52 CHAPTER V CONCLUSIONS AND RECOMMENDATIONS ...................................... 56 5.1.
Conclusion ............................................................................................................ 56
5.2.
Recommendation For Further Works ................................................................... 56
REFERENCE .................................................................................................................... 57
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LIST OF TABLES FIGURE No. TITLE
PAGE
Table 2.1: Comparison of the research with previous researches .................................11 Table 2.2: Gradation limit for asphaltic aggregate .................................................................... 15
Table 2.3:Spesification of The ethylene-vinyl-acetate(EVA) .......................................21 Table 3.1: Parameters for HMA thin surfacing test ......................................................27 Table 3.2:The marshall mix design ..............................................................................30 Table 3.3: Optimum bitumen of variation EVA copolymer content for ITSTest ........31 Table 3.4: Optimum bitumen of variation EVA copolymer content for UCSTest .......32 Table 4.1: Data result of Asphalt .................................................................................37 Table 4.2: Data result of HMA with 2% EVA .............................................................38 Table 4.3: Data result of HMA with 4% EVA .............................................................38 Table 4.4: Data result of HMA with 6% EVA .............................................................39 Table 4.5: Data result of HMA with 8% EVA ..............................................................39 Table 4.6: Data result of HMA with 10% EVA ...........................................................40 Table 4.7: Aggregate gradation specification for mix HMA .......................................41 Table 4.8: The optimum value of marshal tests for HMA modified with 0%, 2%, and 4% EVA ............................................................................................42 Table 4.9: Stability result of HMA with 0% EVA .......................................................45 Table 4.10: Stability result of HMA with 2% EVA ......................................................46 Table 4.11: Stability result of HMA with 4% EVA ......................................................46 Table 4.12: Marshall Quotientresult of HMA with 0% EVA .......................................49 Table 4.13: Marshall Quotientresult of HMA with2% EVA ........................................49 Table 4.14: Marshall Quotientresult of HMA with 0% EVA .......................................50 Table 4.15: Results of UCS for each EVA (0%, 2%, and 4% ) at 45°C .......................51 Table 4.16: Results of ITS for each EVA (0%, 2%, and 4% ) at 20°C, 40°C and 60°C .. .......................................................................................................................................53
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