PERFORMANCE OF POROUS ASPHALT AFFECTED BY AGING PROCESS

Transcription

1 International Journal of Civil Engineering and Technology (IJCIET) Volume 8, Issue 6, June 2017, pp , Article ID: IJCIET_08_06_111 Available online at ISSN Print: and ISSN Online: IAEME Publication Scopus Indexed PERFORMANCE OF POROUS ASPHALT AFFECTED BY AGING PROCESS Mohamad Rizal Doctoral Student of Civil Engineering Department, Hasanuddin University, Makassar M.W. Tjaronge Professor, Civil Engineering Department, Hasanuddin University, Makassar Nur Ali Associate Professor, Civil Engineering Department, Hasanuddin University, Makassar Taslim Bahar Associate Professor, Civil Engineering Department, Tadulako University, Palu ABSTRACT Buton granular asphalt (BGA) obtained in granular shape from natural rock asphalt using refined process. BGA comprises of approximately 30% bitumen and 70% mineral where bitumen properties within BGA was mostly similar with the petroleum bitumen. An investigation of the effects of long-term oven aging (LTOA) on performance of porous asphalt mixture was made using two mixtures. The first mixture using petroleum bitumen without BGA and the second mixture using petroleum bitumen with 2.5% BGA. Performance of porous asphalt mixture was evaluated using Indirect tensile strength (ITS) test, Marshall stability test and abrasion loss (Cantabro test for raveling resistance). Testing results showed that before LTOA process the presence of BGA have contributed to the improved tensile strength and stability of porous asphalt with 2.5% BGA whereas abrasion loss was similar as compared to porous asphalt mixture without BGA. Furthermore, although the test results indicated that aging that induced by LTOA decreased tensile strength, Marshall stability and raveling resistance for all mixtures, a comparison of the influence of LTOA process on the porous asphalt with BGA and without BGA showed that performance of porous asphalt with 2.5% BGA superpassed the mixture without BGA. Key words: Long-Term Oven Aging (LTOA), Tensile Strength, Tensile Stress-Strain Curve, Marshall Stability, Abrasion Loss Cite this Article: Mohamad Rizal, M.W. Tjaronge, Nur Ali and Taslim Bahar, Performance of Porous Asphalt Affected by Aging Process, International Journal of Civil Engineering and Technology, 8(6), 2017, pp editor@iaeme.com

2 Mohamad Rizal, M.W. Tjaronge, Nur Ali and Taslim Bahar 1. INTRODUCTION In Indonesia aquaplaning and temporary flood on the surface road are always generated by the heavy precipitation of high intensity rainfall. One of the interesting solution to overcome the temporary flood problem is the utilization of porous asphalt mixture as a surface layer of a pavement structure. Porous asphalt consists of higher proportions of coarse aggregate and lower content of sand and filler. This composition creates interconnected voids which in rainy condition can allow the storm water runoff to flow into the ground and prevent ponding on the road surface. Porous asphalt is used worldwide as the surface layer on motor way (e.g, J. Shih Shen et al. 2015; D. Hsien Shen et al. 2008; M. Miradi et al. 2009) [1,2,13]. Cantabro test and indirect tensile strength test are commonly used to assess the performance of porous asphalt mixture. The vehicle wheels generate abrasive action on pavement surfacing and lead to material loss which referred to raveling. The raveling resistance or abrasion loss is evaluated by Cantabro test (F.A. Kamar and J.N. Sarif, 2009) [3]. The tensile properties of the porous asphalt can be further related to cracking properties of asphalt porous pavement. One method for the assessment of resistance to deformation under tensile load is indirect tensile strength (ITS) test. (e.g, Md. Rashadul Islam et al. 2015; J. Yan et al. 2010; P. Ahmedzade et al. 2008; S. Tafyur et al. 2007; B. Birgisson et al. 2008; Shell Bitumen Handbook, 2015) [14,15,16,17,18,19]. Natural rock asphalt is available in abundance in Buton Island, South East Sulawesi, Indonesia. Many researches were conducted to study the existence within the country of large deposits of Buton rock asphalt. In recent years, Buton granural asphalt (BGA) in form of similar grains compose of water content, bitumen content and penetration value those are meet the requirement obtained from rock asphalt by a refinery process. The investigation results have been noticed that Buton natural asphalt can be used as a means of bituminous material of pavement mixture due to its bitumen within rock asphalt has similar properties with the petroleum asphalt (e.g, Gaus (a) et al. 2014; Gaus (b) et al. 2015; Budiamin et al. 2015; Israil et al. 2016; Bambang et al. 2005) [5,6,7,8,9]. Aging process influences the characteristic of asphalt mixture compounds with correspond to the service life of the pavement K. Nishijima et al. 2009; Kliwer et al. 1995; M. Rizal et al. 2016; Shell Bitumen Handbook, 2015) [10,11,12,19]. Figure 1 describes the aging of bitumen during mixing, subsequently during storage, transportation and application and finally service (Shell Bitumen Handbook, 2015) [19]. This present research aims to study the suitability of BGA as additive to improve the performance of porous asphalt against long term aging. The performance of porous asphalt mixture without BGA and with BGA after before and after aging that induced by long-term oven aging (LTOA) process is tested by using ITS test, Marshall stability and raveling resistance test (Cantabro test) editor@iaeme.com

3 Performance of Porous Asphalt Affected by Aging Process Figure 1 Aging of bitumen during mixing, subsequently during storage, transportation and application and finally service (The Shell Bitumen Handbook, 2015) [19] 2. RESEARCH METHODS 2.1. Buton Granular Asphalt (BGA) BGA used in this study is available in the national market and produced by a local Buton rock asphalt refinary. Figure 2 and Table 1 show dimension of BGA and some properties of BGA, respectively. BGA has a relatively uniform grain size with a maximum grain size of 1.18 mm. Figure 2 Buton Granular Asphalt BGA (dimension in mm) Table 1 Some properties of Buton Granular Asphalt Parameter Value Asphalt Mineral Level (%) Bitumen Content of BGA (%) Flash Point Before Extract ( C) 168 Melting Point of Bitumen BGA Extract( C) Water Content (%) Petroleum Asphalt This paper used petroleum bitumen produced by national petroleum oil. Asphalt concrete mixtures in Indonesia generally use petroleum bitumen grade 60/70 as shown in Table editor@iaeme.com

4 Mohamad Rizal, M.W. Tjaronge, Nur Ali and Taslim Bahar Table 2 Some properties of petroleum bitumen grade 60/70 Parameter Value Ductility (25 C) 110 Spesific Gravity 1.01 Softening Point ( C) 52 Flash Point ( C) 310 Penetration (25 C) 65 Weight (With TFOT) (%) 0.2 Penetration After TFOT (25 C) Aggregates Crushed river stone and river sand were used as coarse aggregate and fine aggregate, respectively. These aggregates were from Jeneberang River, Gowa Indonesia. The physical properties of coarse aggregate and fine aggregate are presented in Table 3. Table 3 Some properties of coarse aggregate (dimension Ø 20 mm) Parameter Value Bulk Density 2.55 SSD Density 2.61 Apparent Density 2.72 Abrasion (%) Particle Flat and oval (%) 8.21 Absorption (%) 2.37 Table 4 Some properties of fine aggregate and filler Parameter Value Fine Agregate Bulk Density 2.56 SSD Density 2.61 Apparent Density 2.7 Absorption (%) 1.89 Sand Equivalent Value (%) 83.9 Filler Bulk Density 2.55 SSD Density 2.61 Apparent Density 2.71 Absorption (%) 2.29 Sand Equivalent Value (%) Asphalt Mixture and Aggregate Grading Combination Mixtures of porous asphalt are shown in Table 5 and 6. The total bitumen content of mixture without BGA was determined at 5% and total bitumen content of specimen containing BGA was determined at 5.75% by weight of asphalt mixture according to several trial mix results editor@iaeme.com

5 Performance of Porous Asphalt Affected by Aging Process Table 5 Asphalt mixture without BGA Sieve Coarse Aggregate Fine aggregate Total Filler Gram Gram Gram Gram 3/4" /2" /8" No No No PAN Weight of Aggregates and Filler 1140 Petroleum Asphalt 60 Total 1200 Table 6 Asphalt mixture with 2,5% BGA Sieve Coarse Aggregate Fine aggregate Total Filler Gram Gram Gram Gram 3/4" /2" /8" No No No PAN Weight of Aggregates and Filler Petroleum Asphalt 62.1 Bitumen of BGA 6.9 Mineral of BGA 23.1 Total 1200 This research prepared porous asphalt mixture without BGA and mixture with 2.5% of BGA (contains bitumen from BGA 0.575% and petroleum bitumen 5.175% by mixture weight) editor@iaeme.com

6 Mohamad Rizal, M.W. Tjaronge, Nur Ali and Taslim Bahar Figure 3. Combined Aggregate Gradation All mixtures used aggregates grading combination as shown in Figure 3. The aggregate grading combination met the requirement of porous asphalt mixture (Gaus (a) et al. 2014) [5]. Asphalt bitumen and aggregates of all porous asphalt mixtures were mixed at temperature of 160 o C, and compacted into the cylindrical mold with capacity of 1,200 gram and diameter of mm. The specimens were compacted with 50 blows each face by using Marshall compactor Long Term Oven Aging (LTOA) Long term oven aging (LTOA) process was performed by subjecting the prepared porous asphalt mixture containing 2.5% BGA and mixture without BGA. The prepared porous asphalt samples were subjected in an oven at 85 C for 4 days to perform long term oven aging (Kliwer et al. 1995) [11] Indirect Tensile Strength (ITS) Test, Marshall Stability and Cantabro Loss Test ITS test, Marshall stability test and Cantabro test were conducting according to ASTM D , SNI and ASTM C-131, respectively, as shown in Table 7. Figure 4 shows ITS test equipment. Vertical strain were derived via two linear variable differential transducers (LVDTs) measuring platen to platen displacement. The recording equipment consists of digital interface unit (data logger) connected to a computer that utilized to monitor and record data from the load actuator and LVDTs. Table 7. Standard method of testing Testing Standard Indirect Tensile Strength (ITS) ASTM D [20] Marshall Stability SNI [21] Cantabro Loss ASTM C-131 [22] editor@iaeme.com

7 Performance of Porous Asphalt Affected by Aging Process 3. RESULTS AND DISCUSSION Figure 4. Equipment of indirect tensile strength test 3.1. Tensile Stress Strain Curve of Porous Asphalt without BGA Figure 5 presents graphically the tensile stress strain curve of specimens without BGA subjected to tensile strength test before and after LTOA process. The vertical strains were measured up to the peak stress. Tensile strength corresponds to peak tensile stress. Before LTOA porous asphalt mixture without BGA has tensile strength of kpa, kpa, and kpa, respectively. All samples reach peak stress when the vertical strain reached range between 0.03 and 0.04, respectively. After LTOA porous asphalt mixture without BGA, had tensile strength of kpa, kpa, and kpa, respectively. All samples reach peak stress when the vertical strain reached range between and Before and after LTOA process, all specimens without BGA show that the stress-strain curve consisted of two parts. The first part shows the linear zone that represents the elasticity arises up to approximately 80% of peak stress. The second part shows the nonlinear zone arise up to peak stress. The results described that the petroleum bitumen before and after LTOA process completion can undergo the plasticity deformation until peak stress occurred. Figure 5. Tensile stress strain curve of porous asphalt without BGA 3.2. Tensile Stress Strain Curve of Porous Asphalt With 2.5% BGA Tensile stress-strain curve obtained from ITS test for specimens with BGA 2,5% before and after LTOA process are shown graphically in Figure 6 The vertical strains were measured up to the peak stress editor@iaeme.com

8 Mohamad Rizal, M.W. Tjaronge, Nur Ali and Taslim Bahar Before LTOA process, porous asphalt containing 2,5% BGA had peak tensile stress of kpa, kpa, with correspond to peak tensile strain of 0.03, 0.02, 0.02, respectively. After LTOA process, porous asphalt samples containing 2,5% BGA had peak tensile stress of kpa, kpa, kpa with correspond to peak tensile strain of 0.05, 0.03, 0.03, respectively. The presence of BGA has no negative influence to the ductility of the mixture. Before and after LTOA process, the stress-strain relationship obtained from ITS test for porous asphalt with 2.5% BGA had similar pattern with the porous asphalt without BGA, where elasticity arise up to 80% peak tensile stress then stress gradually increase with the increase of strain up to peak stress which describes the ductile behavior in tensile. Figure 6 Tensile stress strain curve of porous asphalt with 2.5% BGA According to the result that showed in the Figure 5 and Figure 6, before LTOA process, the average of tensile strength reaching a value kpa for mixture without BGA whereas kpa for mixture with 2.5% BGA. After aging by LTOA process that lowered the tensile strength for all mixture, the porous asphalt with BGA offered improved tensile strength as compared to porous asphalt without BGA. The average of tensile strength reached a value of kpa for mixture without BGA, whereas kpa for mixture with 2.5% BGA Marshall Stability Value Table 8 shows the result of Marshall stability test before LTOA and after LTOA for porous asphalt mixture without BGA and with 2.5% BGA. The test results are presented as the average of 3 specimens. As can be seen in Table 8, LTOA process reduced the Marshall stability value for all mixture. Before LTOA process, porous asphalt without BGA had Marshall stability value of 6.42 kn, whereas after LTOA process porous asphalt without BGA had Marshall stability value of 5.40 kn, respectively. Before LTOA process, porous asphalt with 2.5% BGA had Marshall stability value of 8.81 kn, whereas after LTOA process porous asphalt with 2.5% BGA had Marshall stability value of 6.49 kn, respectively. The presence of BGA tends to increase Marshall stability value. Testing results of porous asphalt with 2.5% BGA before LTOA process noticed improvement 37.22% in Marshall stability value as compared to the porous asphalt without BGA, whereas after LTOA process porous asphalt with 2.5% BGA showed improvement 20.18% in Marshall stability value as compared to the porous asphalt without BGA editor@iaeme.com

9 Performance of Porous Asphalt Affected by Aging Process Table 8 Marshall stability before LTOA and after LTOA Sample Marshall stability (kn) Before LTOA After LTOA Mixture without BGA Mixture with 2.5% BGA Abrasion loss (Cantabro test) Table 9 shows the result of abrasion loss test (Cantabro test) in laboratory for porous asphalt mixture without BGA and with 2.5% BGA before and after LTOA. The test results are presented as the average of 3 specimens. The higher value of abrasion loss is correspond to the lower raveling resistance Before LTOA process, porous asphalt without BGA had abrasion loss value of 10.96%, whereas porous asphalt with 2.5% BGA had abrasion loss value of 10.42%, respectively. Although, the degradation of the raveling resistance due to LTOA process can be noticed by the increament of the abrasion loss of all mixture as compared to those before LTOA process, whereas after LTOA process, the raveling resistance of mixture with 2.5% BGA superpassed the mixture without BGA due the presence of BGA. The abrasion loss value of porous asphalt with 2.5% BGA was 63.36%, whereas the abrasion loss value of porous asphalt without BGA was 76.26% after aging induced by LTOA. Table 9 Abrasion loss (Cantabro test) before LTOA and after LTOA Sample Raveling resistance, abrasion loss (%) Before LTOA After LTOA Mixture without BGA Mixture with 2.5% BGA CONCLUSIONS 1. Before and after the LTOA process completion, the tensile stress and strain relationship obtained from ITS test showed that the porous asphalt with and without BGA can retain a tensile ductility. 2. Before LTOA process, tensile strength and stability of porous asphalt with 2.5% BGA superpassed the mixture without BGA whereas abrasion loss was similar as compared to porous asphalt mixture without BGA. 3. A comparison of the aging influence that induced by LTOA on the porous asphalt with BGA and without BGA showed that performance of porous asphalt with 2.5% BGA superpassed the mixture without BGA although LTOA process decreased tensile strength, Marshall stability and raveling resistance for all mixtures. REFERENCES [1] J. S. Chen, S. F. Chem and M. C. Liao, Laboratory and field evaluation of porous asphalt concrete, Asian Transport Studies vol. 3 Issue 3, 2015, pp [2] D. H. Shen, C. M. Wu and J. C. Du, Performance evaluation of porous asphalt with granulated synthetic lightweight aggregate, Construction and Building Materials vol. 22, 2008, pp [3] F. A. Kamar and J. N, Sarif, Design of porous asphalt mixture to performance related criteria, Proceedings of 13th Conference of the Road Engineering Association of Asia and Australasia (REAAA), 2009, pp editor@iaeme.com

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