Post on 14-Oct-2015
BAHAN PERKERASAN(Semester 5; 2 sks)Dosen: Dr. Ir. Sri Sunarjono (s/d mid semester) Ir. Agus Riyanto, MT.(paska mid semester)Koordinator kelas: IKA SETYOWATI 081327535362
Kontrak perkuliahan (1)
Perkuliahan dilaksanakan 14 kali tatap muka plus 2 kali ujian (uts + uas)Satu kali tatap muka= kuliah 2 kali 50 menit dengan istirahat 10 menit diantaranya (bila diperlukan)Dosen melaksanakan perkuliahan sesuai silabus dan Rencana Mutu Pembelajaran (RMP) kurikulum JTS-UMS tahun 2008Mahasiswa wajib mengikuti perkuliahan minimal 10 kali (exclude 2x ujian)
Kontrak perkuliahan (2)
Bila dosen terlambat 15 menit dan tidak ada pemberitahuan maka mahasiswa boleh meninggalkan kelas dan melakukan pengisian presensi kehadiranMahasiswa terlambat 30 menit dan tanpa ada pemberitahuan tidak boleh mengikuti perkuliahanNilai ujian = Nilai tes tulis + nilai tugas + nilai diskusi/ tanya jawab/ presentasiMahasiswa ketahuan menyontek atau memberi contekan langsung mendapat sangsi tidak lulusMahasiswa masuk kuliah penuh (14x)+ujian 2x+mengumpulkan semua tugas -- nilai min C
SILABUSBahan lapis keras, jenis konstruksi dan karakteristiknyaAspal sebagai bahan ikat: Pengertian, jenis dan komposisi, proses manufaktur, properties dan cara pemeriksaan, spesifikasi.Agregat sebagai bahan utama dan filler: pengertian, jenis, gradasi, sifat dan proses terjadinya, pemeriksaan, spesifikasi dan mix design agregat.Perencanaan campuran aspal agregat: prinsip dasar perencanaan pencampuran, metode pencampuran, metode Marshall, Marshal test, penentuan kadar aspal optimum, dan pelaksanaan pencampuran aspal agregat di lapangan.Nilai struktural campuran aspal dan agregat.Kerusakan jalan: jenis, identifikasi kerusakan dan metode survey, faktor penyebab kerusakan jalan, metode evaluasi kerusakan jalan (mis. PCI) dan metode perbaikan mengatasi kerusakan.
DAFTAR PUSTAKA (1)Asphalt Institute, 1983, Principles of Construction Hot mix Asphalt Pavement, MS- 22, Maryland, USA.Asphalt Institute, 1984, Asphalt Technology and Construction Practices (ES-1), The Asphalt Institute Building College Park, Maryland.Krebs, RD and Walker, RD, 1971, Highway Material, Mc Graw Hill.Roberts, Kandhal and Brown, 1991, Hot Mix Asphalt Material, Mixture Design and Construction, Napa Education Foundation Anham, Maryland.Whiteoak, D., 1990, The Shell Bitument Hand Book, Shell, International Petroleum Company Limited, London.Hosking, R., 1992, Road Aggregates and Skidding, HMSO, London.
DAFTAR PUSTAKA (2)Khairudin, M.A, 1993, Tinjauan Umum Hasil Aplikasi SMA dengan Bahan Tambah Serat Selulosa, PusLitBang Jalan Raya, Departemen Pekerjaan Umum, Jakarta.
Oflaherty, C.A., 2002. Highways - The Location, Design, Construction & Maintenance of Pavements, 4th edition, Butterworth Heinemann, Oxford.
Anon, 2000. Bituminous Pavements Materials, Design and Evaluation, Lecturer Notes, School of Civil Engineering, University of Nottingham.
Jenis Struktur PerkerasanJenis perkerasanJalan raya (Highway)Bandar udaraRel kereta api (Railway)
Jenis struktur perkerasanFleksibel (Flexible pavement)Kaku (Rigid pavement)Komposit (Composite pavement)
Lapis perkerasanTANAH DASARPAVEMENT (PERKERASAN)Mengapa harus diberi lapis perkerasan?Mengapa perkerasan dibuat berlapis?Semakin keatas tegangan yang dipikul semakin besar maka butuh perkerasan yang semakin bermutu. Perkerasan bagian bawah dapat menggunakan bahan yang mutunya lebih rendah (harga lebih murah)Daya dukung tanah dasar rendah, maka butuh lapis perkerasan
Lapis perkerasan (1)GRANULAR (KERIKIL)SOIL (TANAH)SOIL (TANAH)GRANULAR (KERIKIL)Gravel road (Jalan kerikil)Sealed granular road (Jalan kerikil dilapisi aspal tipis)SOIL (TANAH)GRANULAR (KERIKIL)ASPHALT (AGG+ASPAL)Asphalt pavt (Jalan aspal)SOIL (TANAH)GRANULAR (KERIKIL)CONCRETE (BETON)Concrete pavt (Jalan beton)
Lapis perkerasan (2)GRANULAR (KERIKIL)SOIL (TANAH)SOIL (TANAH)GRANULAR (KERIKIL)Composite pavement (perkerasan komposit)Heavy duty concrete (Jalan beton utk lalin berat)SOIL (TANAH)GRANULAR (KERIKIL)ASPHALT (AGG+ASPAL)Block pavement (lalin berat)CEMENT TREATED (STAB SEMEN)CONCRETE (BETON)RailwayCONCRETE (BETON)CEMENT TREATED (STAB SEMEN)ASPHALT orCEMENT TREATED SOIL (TANAH)SUB-BALLAST (GRANULAR)BALLAST (GRANULAR)Rel
Cross-Section perkerasanSub-base course (Lapis pondasi bawah/ LPB)Subgrade (Tanah dasar)Basic pavement layers(Lapis perkerasan standar)Heavy duty pevement (Perkerasan utk kendaraan berat)Surfacing (Lapis Permukaan)Base course (Lapis pondasi atas/ LPA)
Wearing course
Base course Sub-base course
Subgrade Capping (Landasan)
Binder course
Fungsi lapis perkerasan
Wearing course
Base course Sub-base course
Subgrade Capping (Landasan)
Binder course
Lapis fungsional (air hujan, suhu, kekesatan, suara) Lapis struktural (kekuatan)Kekuatan struktural naikHarga bahan semakin mahal, semakin tipis
Bahan ikat antara lapis perkerasan (Bonding)
Wearing course(Asphalt)
Base course(Unbound material/ granular)
Binder course(Asphalt)
Prime coat (Aspal + minyak tanah)Tack coat (Aspal emulsi atau Aspal+minyak tanah)
Road pavementSurfacingBinder courseBase courseSub-base courseSub-gradeSoil mechanicsAsphalt mechanicsConcrete
Failure mechanism CRACKINGRUTTINGCOMPRESSIONTENSIONTRAFFIC LOAD
Asphalt mechanicsAsphalt materials: STRAIN DEPENDENT
Chart1
Critical
Failure
Stiffness
50%
100%
No. of standard axles
Rut depth
Fatigue cracking
Nearside wheel track
(b) Failure mechanism
(a) Pavement Serciveability
Chart1 (2)
Critical
Failure
Stiffness
50%
100%
No. of standard axles
STRESSStiffness = --------------------- STRAIN
Chart2
F
fb
Filler particle
Fracture surface
Binder
r
F
F
Binder
Fracture surface in bulk mortar
Fracture surface around single particle
Fracture surface
Chart3
Chart3
L'
x
L
cross section area = ab
z
x
y
= Q/abx = x / LE = /x = QL / xab
Q
Chart4
(a) Indirect Tensile Test
(c1) Two Point Bending Trapezoidal Test
(c2) Four Point Bending Beam Test
(b) Uniaxial Test
Chart5
6200
4500
2900
1800
900
400
20mm DBM
Temperature (oC)
Stiffness Modulus (MPa)
Chart6
6200
4500
2900
1800
900
400
20mm DBM
Horisontal Stress (kPa)
Stiffness Modulus (MPa)
Sheet2
Read, 1996
TempSmHor stressSm
562001002000
1045001601800
1529002301750
2018003251650
259001202300
304001902100
2652000
3701800
1402700
2352500
3202400
4502300
Chart7
Moving wheel loads
Skid resistant surface
Main structural element(Durable)
[Bound Material]
[Granular material over soil]
Pavement Foundation(Well drained)
Adequate platform to place layer above
High stiffness
Crack resistant
Deformation resistant
Chart8
Y
X
Compression
Tension
Compression
Tension
xmax
ymax
Applied Compressive stress
hx (+)
hy (+)
vx (-)
vy (-)
Steel load platen
Measured horizontal deformation (),h= 2
Specimen
Chart9
PNEUMATIC UNIT
COMPUTER UNIT
INTERFACE UNIT
TEST FRAME
Solenoid valve
Actuator
Load cell
Specimen
Control & data acquisition
To LVDTs
Chart10
0 5 17 Time (seconds)
20
10
Half of the maximum expansion ratio
Expansion Ratio (ER)
Spraying time
Half Life
Maximum Expansion Ratio
In this case:ERm = 20HL = 17 - 5 = 12 seconds
Bitumen returns to an approximately original volume
Mass of bitumen is weighed and converted to an original volume
The height of foam is measured by dipstick and is converted to expansion ratio (ER). ER is the ratio of foam volume relative to the original volume
1/2 Hmax
Hmax
Dipstick
Sheet3
tER modelER measured
010.510.5
29.48.5
48.37.5
67.47
86.66
105.95.8
125.35.7
144.75
164.24.2
183.74
203.33.8
222.93.7
242.63.6
262.33
t, secvol, litrebit
-500-5
060.51
153.50.515
3520.535
5510.555
750.50.575
HLts=1ts=2ts=5ts=10
20.84
3
4
5
6
70.95
8
9
100.96
200.99
300.995
400.998
500.999
601
701
801
901
1001
Sheet3
ERm = 10.5HL = 12 seconds
R2 = 0.927
(a)
Decay model
Measured
Time (seconds)
Expansion ratio (ER)
0
ERm = 6/0.5 = 12
During spraying
After spraying (decay)
(b)
Foam
Bitumen
Time (seconds)
Volume (Litres)
Asphalt mechanicsSTIFFNESS ?
STRESSStiffness = --------------------- STRAIN
Chart11
x
L
cross section area = ab
z
x
y
= Q/abx = x / LE = /x = QL / xab
Q
Chart1
Critical
Failure
Stiffness
50%
100%
No. of standard axles
Rut depth
Fatigue cracking
Nearside wheel track
(b) Failure mechanism
(a) Pavement Serciveability
Chart1 (2)
Critical
Failure
Stiffness
50%
100%
No. of standard axles
STRESSStiffness = --------------------- STRAIN
Chart2
F
fb
Filler particle
Fracture surface
Binder
r
F
F
Binder
Fracture surface in bulk mortar
Fracture surface around single particle
Fracture surface
Chart3
Chart3
L'
x
L
cross section area = ab
z
x
y
= Q/abx = x / LE = /x = QL / xab
Q
Chart4
x
L
cross section area = ab
z
x
y
= Q/abx = x / LE = /x = QL / xab
Q
Chart5
(a) Indirect Tensile Test
(c1) Two Point Bending Trapezoidal Test
(c2) Four Point Bending Beam Test
(b) Uniaxial Test
Chart6
6200
4500
2900
1800
900
400
20mm DBM
Temperature (oC)
Stiffness Modulus (MPa)
Sheet2
6200
4500
2900
1800
900
400
20mm DBM
Horisontal Stress (kPa)
Stiffness Modulus (MPa)
Chart7
Read, 1996
TempSmHor stressSm
562001002000
1045001601800
1529002301750
2018003251650
259001202300
304001902100
2652000
3701800
1402700
2352500
3202400
4502300
Chart8
Moving wheel loads
Skid resistant surface
Main structural element(Durable)
[Bound Material]
[Granular material over soil]
Pavement Foundation(Well drained)
Adequate platform to place layer above
High stiffness
Crack resistant
Deformation resistant
Chart9
Y
X
Compression
Tension
Compression
Tension
xmax
ymax
Applied Compressive stress
hx (+)
hy (+)
vx (-)
vy (-)
Steel load platen
Measured horizontal deformation (),h= 2
Specimen
Chart10
PNEUMATIC UNIT
COMPUTER UNIT
INTERFACE UNIT
TEST FRAME
Solenoid valve
Actuator
Load cell
Specimen
Control & data acquisition
To LVDTs
Sheet3
0 5 17 Time (seconds)
20
10
Half of the maximum expansion ratio
Expansion Ratio (ER)
Spraying time
Half Life
Maximum Expansion Ratio
In this case:ERm = 20HL = 17 - 5 = 12 seconds
Bitumen returns to an approximately original volume
Mass of bitumen is weighed and converted to an original volume
The height of foam is measured by dipstick and is converted to expansion ratio (ER). ER is the ratio of foam volume relative to the original volume
1/2 Hmax
Hmax
Dipstick
tER modelER measured
010.510.5
29.48.5
48.37.5
67.47
86.66
105.95.8
125.35.7
144.75
164.24.2
183.74
203.33.8
222.93.7
242.63.6
262.33
t, secvol, litrebit
-500-5
060.51
153.50.515
3520.535
5510.555
750.50.575
HLts=1ts=2ts=5ts=10
20.84
3
4
5
6
70.95
8
9
100.96
200.99
300.995
400.998
500.999
601
701
801
901
1001
00
00
00
00
00
00
00
00
00
00
00
00
00
00
ERm = 10.5HL = 12 seconds
R2 = 0.927
(a)
Decay model
Measured
Time (seconds)
Expansion ratio (ER)
00
00
00
00
00
00
0
ERm = 6/0.5 = 12
During spraying
After spraying (decay)
(b)
Foam
Bitumen
Time (seconds)
Volume (Litres)
Asphalt mechanicsTEMPERATURE DEPENDENT
RESPONSE TO LOADSAsphalt mechanics
Asphalt mechanicsVISCO-ELASTIC MATERIALS
Soil mechanics= - uSTRENGTH vs WATERDRY CONDITIONWET CONDITION = tan
Soil mechanicsSoil and granular: STRESS DEPENDENT
Chart4
0
0.05
0.1
0.2
0.4
1
FAILURE
STRESS
PERMANENT DEFORMATION (%)
Sheet1
00
100.05
150.1
200.2
230.4
271
Sheet1
FAILURE
STRESS
PERMANENT DEFORMATION (%)
Sheet2
Sheet3
Upper layer stiffness bottom layer stress LOW STIFFNESSHIGH STIFFNESSHIGH STRESSLOW STRESSPOOR STRESS DISTRIBUTIONBETTER STRESS DISTRIBUTION
THE IDEAL PAVEMENT
Chart1
Critical
Failure
Stiffness
50%
100%
No. of standard axles
Rut depth
Fatigue cracking
Nearside wheel track
(b) Failure mechanism
(a) Pavement Serciveability
Chart2
F
fb
Filler particle
Fracture surface
Binder
r
F
F
Binder
Fracture surface in bulk mortar
Fracture surface around single particle
Fracture surface
Chart3
Chart3
L'
x
L
cross section area = ab
z
x
y
= Q/abx = x / LE = /x = QL / xab
Q
Chart4
(a) Indirect Tensile Test
(c1) Two Point Bending Trapezoidal Test
(c2) Four Point Bending Beam Test
(b) Uniaxial Test
Chart5
6200
4500
2900
1800
900
400
20mm DBM
Temperature (oC)
Stiffness Modulus (MPa)
Chart6
6200
4500
2900
1800
900
400
20mm DBM
Horisontal Stress (kPa)
Stiffness Modulus (MPa)
Sheet2
Read, 1996
TempSmHor stressSm
562001002000
1045001601800
1529002301750
2018003251650
259001202300
304001902100
2652000
3701800
1402700
2352500
3202400
4502300
Chart7
Moving wheel loads
Skid resistant surface
Main structural element(Durable)
[Bound Material]
[Granular material over soil]
Pavement Foundation(Well drained)
Adequate platform to place layer above
High stiffness
Crack resistant
Deformation resistant
Chart8
Y
X
Compression
Tension
Compression
Tension
xmax
ymax
Applied Compressive stress
hx (+)
hy (+)
vx (-)
vy (-)
Steel load platen
Measured horizontal deformation (),h= 2
Specimen
Chart9
PNEUMATIC UNIT
COMPUTER UNIT
INTERFACE UNIT
TEST FRAME
Solenoid valve
Actuator
Load cell
Specimen
Control & data acquisition
To LVDTs
Chart10
0 5 17 Time (seconds)
20
10
Half of the maximum expansion ratio
Expansion Ratio (ER)
Spraying time
Half Life
Maximum Expansion Ratio
In this case:ERm = 20HL = 17 - 5 = 12 seconds
Bitumen returns to an approximately original volume
Mass of bitumen is weighed and converted to an original volume
The height of foam is measured by dipstick and is converted to expansion ratio (ER). ER is the ratio of foam volume relative to the original volume
1/2 Hmax
Hmax
Dipstick
Sheet3
tER modelER measured
010.510.5
29.48.5
48.37.5
67.47
86.66
105.95.8
125.35.7
144.75
164.24.2
183.74
203.33.8
222.93.7
242.63.6
262.33
t, secvol, litrebit
-500-5
060.51
153.50.515
3520.535
5510.555
750.50.575
HLts=1ts=2ts=5ts=10
20.84
3
4
5
6
70.95
8
9
100.96
200.99
300.995
400.998
500.999
601
701
801
901
1001
Sheet3
ERm = 10.5HL = 12 seconds
R2 = 0.927
(a)
Decay model
Measured
Time (seconds)
Expansion ratio (ER)
0
ERm = 6/0.5 = 12
During spraying
After spraying (decay)
(b)
Foam
Bitumen
Time (seconds)
Volume (Litres)
Komponen bahan perkerasanAgregatBahan ikat: aspal (perkerasan fleksibel) Portland cement (perkerasan kaku)Bahan tambah (additives) Kapur (lime) PC Lain-lain