JURNAL TUGAS AKHIR
PENGARUH PENGGUNAAN CAMPURAN LIQUID ASBUTON TERHADAP ASPAL PORUS PADA NILAI FLOW DAN BINDER DRAIN DOWN
Oleh :
MARIUNUS MANGUSSA. D111 07 611
JURUSAN SIPIL FAKULTAS TEKNIK UNIVERSITAS HASANUDDIN MAKASSAR 2013 1
MIXTURE USE INFLUENCE LIQUID ASBUTON TOWARDS ASPHALT POROUS IN VALUE FLOW AND BINDER DRAIN DOWN M. gani1, H. Arfan, M. Mangussa2 ABSTRACT : Porous Asphalt asphalt mixture that being developed for construction wearing course. this layer uses opened gradation (open graded) that is spreaded on waterproof asphalt covering. mixture is dominated by coarse aggregate, to get pore enough tall so that got permeability porous asphalt tall, where is permeability memfungsikan to subsurface drain. in indonesia the increasing of national asphalt need can not be filled asphalt production in country, so that half from total still must be imported. one of [the] alternative that can considering to decrease asphalt import all at once repair bituminous mixture performance make use liquid asbuton. the troubleshoot how far use liquid asbuton can subsidize asphalt performance porus remember in liquid asbuton contain mineral that can clog existing pore. to test water flow time in asphalt pore porus, done watchfulness at laboratory with make test thing has used japanese gradation as much as 60 fruit with 5 asphalt degree variations to has got optimum asphalt degree value and as much as 12 fruit by using optimum asphalt degree values. from asphalt characteristics testing result porus by using optimum asphalt degree value is got value cantabro 13,01%, porosity value 15,81%, flow speed value 0,143 cm/dtk, value binder drain-down 0,08% and stability value marshall 952,92 kg. Keyword: asphalt porus, Liquid Asbuton, value flow, binder drain down, japanese gradation FOREWORD Along construction technology development perkerasan road, design perkerasan to increase style scours especially to prevent aquaplaning at runway airfield, (ministry of defence, 1998). moment applied to perkerasan highway, known with “previous macadam” and then day is known with the title porous asphalt/pa (british standards institutions 2001). asphalt mixture porus be new generation in perkerasan bent, permit water penetrates into flake (wearing course) 1 2
vertically and horizontal. this layer uses opened gradation (open graded) that is spreaded above waterproof asphalt covering. asphalt covering porus this effectively can give welfare level more, especially at rain time so that doesn't happen aquaplaning so that produce surface coarseness harsher, and can decrease noise (noise reduction). has deposit asbuton that be nature materials found at island buton provinsi celebes south east, asbuton not yet can be maked use in an optimal fashion because still to lose to compete with oil asphalt, this matter is caused because
Lecturer, civil technique direction, university hasanuddin, makassar 90245, indonesia Student university, civil technique direction, university hasanuddin, makassar 90245, indonesia 2
asbuton still necessary cleansing beforehand before maked use for mixture perkerasan. besides degree bitumen found on asbuton low relative, that is vary between 15% - 45% from heavy total. (tjitjik, s sastramihardja, 1998). METHODOLOGY method eksperimental serious (trueexperimental research) used in this watchfulness with holds effort activity at where is asphalt porus produced by using aggregate kind with opened gradation system (open granded). aggregate is got from river bili district parangloe result stone crusher celebes province south, while liquid asbuton taken from testing area laboratory and celebes province clan build official technology development south later on is done observation towards values karaktristik ingredient at university transportation engineer laboratory hasanuddin. next made test thing with 5 asphalt degree variations to get optimum asphalt degree value, after got optimum asphalt degree value is done testing marshall, cantabro, binder drain-down, and flow speed. ingredients that used in asphalt mixture porus beforehand tested characteristics from each coarse aggregate good ingredient, soft aggregate, filler also testing towards liquid asbuton where does testing method threaten in sni and this testing is done at laboratory. every asphalt degree variation is made 3 test things (total 72 test things). Tabel 1. Karakteristik kasar Jenis Pengujian
bahan
Metode Pengujian
agregat
Satuan
Syarat
Berat Jenis SNI-03Curah (Bulk) 1969-1990 Berat Jenis SNI-03SSD 1969-1990 Berat Jenis SNI-03% Semu 1969-1990 Penyerapan SNI-03% Air 1969-1990 Keausan SNI-03Agregat % 2417-1991 (Abration) Indeks SNI-M-25% Kepipihan 1991-03 Indeks SNI-M-25% Kelonjongan 1991-03 (sumber: Standar Nasional Indonesia)
≥ 2,5 ≥ 2,5 ≥ 2,5 ≤ 3,0 ≤ 40 ≤ 25 ≤ 25
Tabel 2. Karakteristik bahan agregat halus Jenis Pengujian
Metode Pengujian
Satuan
Syarat
Berat Jenis Curah (Bulk)
SNI-031970-1990
-
≥ 2,5
Berat Jenis SSD
SNI-031970-1990
-
≥ 2,5
Berat Jenis Semu
SNI-031970-1990
%
≥ 2,5
Penyerapan Air
SNI-031970-1990
%
≤ 3,0
Sand SNI-03% Equivalent 4428-1997 (sumber: Standar Nasional Indonesia)
≥ 50
Tabel 3. Karakteristik bahan pengisi (filler) Jenis Metode Satuan Pengujian Pengujian Berat Jenis SNI-03Curah (Bulk) 1970-1990 Berat Jenis SNI-03SSD 1970-1990 Berat Jenis SNI-03Semu 1970-1990 Penyerapan SNI-03% Air 1970-1990 (sumber: Standar Nasional Indonesia)
Syarat ≥ 2,5 ≥ 2,5 ≥ 2,5 ≤ 3,0
3
Tabel 4. Karakteristik bahan liquid Asbuton Jenis Pengujian
Metode
Syarat
Penetrasi, 25 C, 100 gr, 5 dtk; 0,1 mm
SNI 06-24561991
Maks. 60
Penetrasi Setelah Kehilangan Berat
SNI 06-24341991
-
Titik Nyala
SNI 06-24331991
Min. 225
Titik Lembek
SNI 06-24341991
48 – 58
Berat jenis (25 C)
SNI 06-24411991
Min. 1
Penurunan Berat
SNI 06-24401991
-
Viscositas 280 Cst SNI 03-6721(Temp. pencampuran) 2002
-
Viscositas 280 Cst (Temp. pemadatan)
-
o
o
SNI 06-67212002
Daktilitas (25oC, 5 SNI 06-2432cm/menit) 1991 (sumber: Standar Nasional Indonesia)
Min. 50
Tabel 5. Standar pengujian benda uji Jenis pengujian Binder drain-down Permeabilitas Marshall Cantabro
Standar Pengujian AASHTO T305 Simposium III FSTPT, ISBN No. 979-96241-0-X SNI-06-2489-1991 ASTM C-131
spesification to be used as bituminous mixture aggregate. Tabel 6. Hasil pengujian sifat fisik agregat kasar Jenis Pengujian
Sat.
Hasil
Spek.
-
2,66
≥ 2,5
-
2,50
≥ 2,5
Berat Jenis Semu
-
2,50
≥ 2,5
Penyerapan Air Keausan Agregat (Abration) Indeks Kepipihan
%
1,83
≤ 3,0
%
15,33
≤ 40
%
3,35
≤ 25
Indeks Kelonjongan
%
13,28
≤ 25
Berat Jenis Curah (Bulk) Berat Jenis SSD
Tabel 7. Hasil pengujian sifat fisik agregat halus Jenis Pengujian
Sat.
Hasil
Spek.
Berat Jenis Curah (Bulk)
-
2,56
≥ 2,5
Berat Jenis SSD
-
2,65
≥ 2,5
Berat Jenis Semu
-
2,76
≥ 2,5
Penyerapan Air
%
2,56
≤ 3,0
Send Equivalent
%
82,76
≥ 50
Tabel 8. Hasil pengujian sifat fisik bahan pengisi
RESULT AND DISCUSSION Jenis Pengujian
Aggregate Physical Characteristics
Character
aggregate physical character testing result to detects aggregate use elegibility upon which bituminous mixture is done at laboratory by using testing method sni, the result in its entirety visible in table 6, 7, and 8. coarse aggregate characteristics, soft aggregate characteristics, and stuffing ingredient characteristics (filler) up to standard
Berat Jenis Curah (Bulk) Berat Jenis SSD Berat Jenis Semu Penyerapan Air
Sat.
Hasil
Spek.
-
2,41
≥ 2,5
%
2,52 2,59 2,64
≥ 2,5 ≥ 2,5 ≤ 3,0
broken stone (ø5 mm - ø10 mm), sand, and stone ash each of 85%,5%, and 10% from heavy aggregate. aggregate that used to design and made based on japanese gradation with composition that is showed in table 9. 4
Tabel 9. Gradasi Jepang Gradasi % Lolos Saringan Jepang 95-100 53-78 35-62 10-31 10-21 4-17 3-12 3-8 2-7
Ukuran Ayakan ASTM 1” 3/4” 1/2” 3/8” No. 4 No.8 No. 30 No. 50 No. 100 No. 200
(mm) 25,4 19,1 12,7 9,5 4,76 2,38 0,59 0,27 0,15 0,074
NO.50
NO.30
NO.8
NO.4
3/8" 1/2" 3/4"
100 90 80 Titik Kontrol
70 Gradasi Gabungan % PASS
51
Berat Jenis (25 C)
-
1,26
Penurunan Berat Viscositas 170 Cst (Temp. Pencampuran)
% berat
1,40
4858 Min. 1 -
o
169
-
o
C
152
-
cm
66.7
Min. 50
Viscositas 280 Cst (Temp. Pemadatan) Daktilitas (25 C, 5 cm/menit)
C
Testing Result Cantabro Loss Asphalt Porus picture 2 show that with asphalt degree variation 6%,7%,8%,9%, and 10% produce value cantabro loss each 43,04%, 27,67% 15,33%, 12,74% and 9,12%. from this testing result shows endurance a test thing, more littleer lose heavy that in test thing means more hold back test thing.
COMBINED GRANDING NO 200 NO 100
C
o
Titik Lembek
60 50 40 30 20
0 0.01
0.1
1 No. SIEVE
10
100
Gambar 1. Pembagian butir agregat gabungan
Karakteristik Bahan Liquid Asbuton
Cantabro
10
45 40 35 30 25 20 15 10 5
43.04
27.67 15.33
6
Hasil pengujian karakteristik sifat bahan liquid Asbuton disajikan pada Tabel 10. Tabel 10. Hasil pengujian sifat bahan liquid Asbuton Jenis Pengujian Penetrasi (25 C, 5 dtk, 100 gr) Penetrasi Setelah Kehilangan Titik Nyala
Sat. 0,1 mm % semula o
C
Hasil 56
Spek Maks. 60
47,30
-
310
Min. 225
7
8
12.74 9
9.12 10
Kadar Aspal
Gambar 2. Hubungan antara kadar aspal dengan cantabro loss
Asphalt Porosity Testing Result Porus picture 3 show that asphalt degree variation 6%,7%,8%,9%, and 10% produce porosity value each 16,54%, 16,04% 15,92%, 15,45% and 15,05%. from this testing result shows that 5
16.80 16.60 16.54 16.40 16.20 16.00 15.80 15.60 15.40 15.20 15.00 14.80 6
Permeabilitas
0.250 0.218
0.200
0.188 0.164
0.150
0.134
0.100
0.121
0.050 0.000 6
7
8
9
10
Kadar Aspal
Gambar 4. Hubungan antara kadar aspal dengan permeabilitas
16.04
15.92 Testing Result Asphalt Porus
15.45 15.05 7
8
9
10
Kadar Aspal
Gambar 3. Hubungan antara kadar aspal dengan porositas
Testing Result Permabilitas Asphalt Porus picture 4 show that asphalt degree variation degree 6%,7%,8%,95%, and 10% produce permeability value each 0,218%, 0,188% 0,164%, 0,134% and 0,121%. from this testing result will show connection between asphalt degree with where increase it asphalt degree so permeability coefficient value in test thing decreased, this be caused because with increase it asphalt degree so hole volume that resides in in test thing on the wane effect [of] tutupnya hole by asphalt film so that time to channel water from surface longer.
Binder
Drain-Down
picture 5 show that asphalt degree variation 6%,7%,8%,9%, and 10% produce value binder drain down each 0,02%, 0,03% 0,06%, 0,09% and 0,10%. from this testing result will show that with increase it asphalt degree so draindown also will increase but the increasing of value drain-down not too significant this matter caused soft aggregate ability in absorbs asphalt so that asphalt possibility falls on the wane. 0.14 Binder Drain Down
Porositas
porosity value decreaseds at the height of asphalt degree, this be caused has thermoplastis where in certain hot temperature has character like hydrogen that is occupied space/hole that stay in mixture so that decry holes in mixture.
0.12 0.10 0.09
0.08
0.10
0.06
0.06 0.04
0.03
0.02
0.02
0.00 6
7
8
9
10
Kadar Aspal
Gambar 5. Hubungan antara kadar aspal dengan binder drain down
Connection Between Asphalt Degree With VIM
6
picture 6 show that with asphalt degree variation 6%,7%,8%,9% and 10% produce value void in mix (vim) each 16,58%, 16,06% 15,95%, 15,48% and 15,09%. from this testing result shows that value vim decreased at the height of asphalt degree.
1100
Stability
1000
999.22 946.48
925.62
900 800
888.50
779.29
700 600
6
7
8
16.58
10
Gambar 7. Hubungan antara kadar aspal dengan stabilitas
16.06
15.95
Connection Between Asphalt Degree With Flow
15.48 15.09 6
9
Kadar Aspal
7
8
9
Kadar Aspal Gambar 6. Hubungan antara kadar aspal dengan VIM
Connection Between Asphalt Degree With Stability picture 7 show that with asphalt degree variation 6%,7%,8%,9%, and 10% produce stability value each 779,29 kg, 925,62 kg, 999,22 kg, 946,48 kg and 888,50 kg. from this testing result shows that connection between asphalt degree with where does stability value in asphalt porus increase with increase it asphalt degree but when achieve stability value certain asphalt degree experience depreciation. from our the mentioned can detect asphalt degree limit that wanted in aggregate mixing to perkerasan bent, when does asphalt degree that given too over do at one particular mixture so influence where does construction that produced inclined be stiff and road will experience crack.
10
picture 8 show that with asphalt degree variation 6%,7%,8%,9%, and 10% produce value flow each 3,11 mm, 3,48 mm, 3,66 mm, 3,75 mm and 4,04 mm. from this testing result will show connection between asphalt degree with value flow where does value flow in asphalt porus consistently will rise with increase it asphalt degree. this caused by two factors that is hole quantity in asphalt mixture porus and influence from asphalt has plastis. 5.00 4.50 4.04
4.00 Flow
VIM
500
16.80 16.60 16.40 16.20 16.00 15.80 15.60 15.40 15.20 15.00 14.80
3.50
3.75
3.66
3.48
3.11
3.00
2.50 2.00 6
7
8
9
10
Kadar Aspal
Gambar 8. Hubungan antara kadar aspal dengan flow
Connection Between Asphalt Degree With Marshall Quotient 7
picture 9 show that with asphalt degree variation 6%,7%,8%,9% and 10% produce value marshall quotient each 250,68 kg/mm, 266,22 kg/mm, 273,06 kg/mm, 252,20 kg/mm and 219,73 kg/mm. parameter marshall quotient (mq) be comparison between stability with flow, addition rules that suggested by build clan. value mq be mixture rigidity indicator and flexibility.
where is factor very influence value kao limit value connection on testing marshall quatient and limit value under testing cantabro because in graph marshall quatient that fulfil only in asphalt degree 6% - 9% and in graph cantabro value that fulfil only in asphalt degree 8,25% - 10%, while for testing vim, stability flow, permeability porosity and drain-down as a whole asphalt degree value 6% - 10% fulfil standard spesification.
Marshall Quotient
300.00 280.00
273.06
266.22
260.00
Asphalt Testing Porus Use Asphalt Degree Porus
252.20
250.68 240.00
220.00
219.73
200.00 6
7
8
9
10
Asphalt sample maker porus for testing cantabro, porosity, flow speed, binder drain down, and marshall, use optimum asphalt degree.
Kadar Aspal
Gambar 9. Hubungan antara kadar aspal dengan marshall quotient
Testing Result Cantabro Loss
Optimum Asphalt Degree Determination
Table 11 show that by using optimum asphalt degree value 8,6 % produce value cantabro loss in first sample 12,82 %, second sample 14,14 % and third sample 12,05 % averagely testing result that is 13,01 %.
Optimum asphalt degree determination is determined from connection several testing parameters mix desaign asphalt porus such as those which seen in picture 10.
Tabel 11. Hasil pengujian cantabro loss
Void in Mix, VIM (%)
Berat sebelum Berat setelah Kode Persentase Kadar Kehilangan berat Kehilangan Berat pengujian pengujian Sample Aspal Optimum (%) (gram) (%) (gram) (gram) Mo Mi L
Stabilitas (kg) Flow (mm) Marshall Quatient (kg/mm) Cantabro (%) Porositas (%)
1
Permeabilitas (cm/det) Binder Drain Down (%) KADAR ASPAL (%)
6
7
KADAR ASPAL OPTIMUM =
8
8.25 8.5 8.8
8.25 + 8.80 2
9
2
10
3 =
8.5
Gambar 10. Kadar aspal optimum
Picture 10 show that optimum asphalt degree happens in asphalt degree 8,6 %
%
8.6
1092
952
0.13
12.82
1089
935
0.14
14.14
1095 Rata - Rata
963
0.12
12.05
Spesifikasi
13.01 Maks. 15
8
Porosity Testing Result
Tabel 13. Hasil pengujian kecepatan pengaliran
Table 12 show that by using optimum asphalt degree value 8,6 % produce first sample porosity value 16,90 %, second sample 15,46 % and third sample 15,06 % averagely Tabel 12. Hasil pengujian porositas
Pengukuran Satuan t d
det cm
Kec. Pengaliran cm/det 0.145
Kadar Aspal 8.6 % No. Sampel
Porositas (P)
2
3
16.90
15.46
15.06
Rata – Rata
15.81
Spesifikasi
15 - 25
III 26.01 6.4
0.142
0.142
Rata-rata
0.143
Spesifikasi
Satuan 1
I 25.58 6.6
Benda Uji II 26.04 6.4
Min. 0.1
Testing Result Binder Drain-Down
%
Hasil Pengujian Kecepatan Pengaliran Flow Speed Testing Result Flow speed testing has been done after sample/briquet that cold in mould without ekstruksi. mould empty put above mould sample containing. second connection exterior mould menempeli plasticine so that water not menembus out. then water contents as high as 5 cm from on sample surface. long vertical direction water flow in sample is registerred, until dry sample surface. rules minimum permeability is adopted in this watchfulness 0,1 cm/dtk. here water flow time is defined as time total need to flow 5 cm water from on surface spesimen. Table 13 show that by using optimum asphalt degree value 8,6 % produce flow speed value in first sample 0,145 cm/dtk, second sample 0,142 cm/dtk and third sample 0,142 cm/dtk averagely testing result that is 0,143 cm/dtk.
table 14 show that by using optimum asphalt degree value 8,6 % produce value binder drain down in first sample 0,07 %, second sample 0,09 % and third sample 0,07 % averagely testing result that is 0,08 %. Tabel 14. Hasil pengujian binder draindown Berat wadah + Kode Persentase Kadar Berat awal wadah Berat total sample Drainage drainage Sample Aspal Optimum (%) (gram) (gram) (%) (gram) A B C 1 2 3
8.6
114.5
113.7
1084
0.07
138.6
137.6
1083
0.09
123.1 Rata - Rata
122.3
1090
0.07
Spesifikasi
0.08 Maks. 0.3
Testing Result Marshall Table 15 show that by using optimum asphalt degree value 8,6 % produce value vim in first sample 15,48 %, second sample 15,70 % and third sample 16,27 % averagely testing result that is 15,82 %, stability value in first sample 943,60 kg, second sample 962,19 kg and 9
third sample 952,97 kg averagely testing result that is 952,92 kg, value flow in first sample 3,70 mm, second sample 3,65 mm and third sample 3,80 mm averagely testing result that is 3,72 mm, value marshall quotient in first sample 255,03 kg/mm, second sample 263,61 kg/mm and third sample 250,78 kg/mm averagely testing result that is 256,47 kg/mm. Tabel 15. Hasil pengujian marshall
CONCLUSION AND SUGGESTION Conclusion Based on data analysis that got in this watchfulness, so inferential as follows: 1. from asphalt characteristics testing analysis result porus that use open graded japanese gradation with liquid asbuton upon which binder can fulfil spesification parameter for structure perkerasan bent. 2. optimum asphalt degree value that got from connection graph analysis result several asphalt performance parameters porus (cantabro, porosity, permeability, binder drain down, stability marshall, flow, and marshall quotient) 8,6 %. 3. water flow time analysis result in asphalt pore porus flow speed testing uses optimum asphalt degree value is got result that is 0,143 cm/dtk. this show asphalt porus use japanese
gradation and liquid asbuton upon which binder can channel water well because fulfil spesification parameter minimum 0,1 cm/dtk.
Suggestion Based on watchfulness result, proposed several suggestions as follows: 1. Necessary be done test variation try watchfulness hit water flow time insides asphalt pore porus furthermore again so that can detect until how far asphalt ability porus if flowed water and in the event of gagging. 2. Necessary done test tries asphalt use application porus to ruas - ruas road in indonesia especially in region with curah rain with tall accident level. DAFTAR PUSTAKA Affan, M. Perilaku Aspal Porus Diuji dengan Alat Marshall dan Wheel Tracking Machine. Simposium III FSTPT, ISBN no. 979-96241-0-X. Diana. I, W., Siswosoebrotho. B. I, Karsaman. R. B. Sifat-Sifat Teknik dan Permeabilitas pada Aspal Porus. Simposium III FSTPT, ISBN no. 979-96241-0X. Diana, I. W. 2007. Engineering Properties and Permeability Performance of Porous Asphalt. Master Theses from JBPT ITB PP. Djumari, D. Sarwono. 2009. Perencanaan Gradasi Aspal Porus Menggunakan Material Lokal dengan Metode Pemampatan Kering. Jurnal penelitian Media Teknik Sipil Volume IX:9-14. 10
Hardiman. 2008. Drainage Time of Porous Asphalt Mixes Due to The Various Propotion and Concentration of Soils, Dinamika Teknik Sipil, Volume 8, Nomor 1, Januari : 52-58. Hwee, L. B, Guwe, V. 2004. Performance Related Evaluation of Asphalt Porous Mix Design, Prosiding of Malaysia Road Conference, Kuala Lumpur, Malaysia. Nurazwar. Z, Setiawan. T, Setiawati. Y. Studi Perilaku Campuran Aspal Berpori Terhadap Proporsi Agregat Kasar. Jurnal Penelitian Media Teknik No. 4 Tahun XXIII Edisi Nopember 2001 No. ISSN 0216-3012. Penuntun Praktikum edisi kelima. 2009. Laboratorium Rekayasa Transportasi Jurusan Sipil Fakultas Teknik Universitas Hasanuddin.
Sarwono. D, Wardhani. A. K. 2007. Pengukuran Sifat Permeabilitas Campuran Porous Asphalt. Jurnal penelitian Media Teknik Sipil, Edisi Juli:131-138. Setyawan, A. 2005. Observasi Propertis Aspal Porus Berbagai Gradasi dengan Material Lokal. Jurnal penelitian Media Teknik Sipil, 15-20. Specification for Porous Asphalt. 2008. Road Engineering Association of Malaysia joint with Jabatan Kerja Raya Malaysia. Sukirman, S. 1999. Perkerasan Lentur Jalan raya. Bandung:Nova. Sukirman, S. 2003. Beton Aspal Campuran Panas. Bandung:Granit.
11
