Kresnanto NC
Kresnanto NC Janabadra
Kresnanto NC
Arus Lalulintas Kecepatan Menurun Arus maksimum yang dapat melewati suatu ruas jalan biasa disebut kapasitas ruas jalan. ‘... the maximum number of vehicles that can pass in a given period of time…’ (‘... jumlah kendaraan maksimum yang dapat bergerak dalam periode waktu tertentu …’) Highway Capacity Manual (HRB, 1965)
Kepadatan macet
Kresnanto NC
1
Kresnanto NC Kecepatan operasi atau fasilitas jalan, yang tergantung pada perbandingan antara arus terhadap kapasitas. A, B, C, D, E, F
Hal ini berkaitan dengan kecepatan operasi atau fasilitas jalan, yang tergantung pada perbandingan antara arus terhadap kapasitas.
Kresnanto NC
http://people.hofstra.edu/geotrans/eng/methods/levelservice. html
• (A) Free Flow Traffic. Individual users are practically unaffected by the presence of other vehicles on a road section. The choice of speed and the maneuverability are free. The level of comfort is excellent, as the driver needs minimal attention. • (B) Steady Traffic. The presence of other vehicles on the section begins to affect the behavior of individual drivers. The choice of the speed is free, but the maneuverability has somewhat decreased. The comfort is excellent, as the driver simply needs to keep an eye on nearby vehicles. • (C) Steady Traffic but Limited. The presence of other vehicles affects drivers. The choice of the speed is affected and maneuvering requires vigilance. The level of comfort decreases quickly at this level, because the driver has a growing impression of being caught between other vehicles.
• (D) Steady Traffic at High Density. The speed and the maneuverability are severely reduced. Low level of comfort for the driver, as he must constantly avoid collisions with other vehicles. A slight increase of the traffic risks causing some operational problems and saturating the network. • (E) Traffic at Saturation. Low but uniform speed. Maneuverability is possible only under constraint for another vehicle. The user is frustrated. • (F) Congestion. Unstable speed with the formation of waiting lines at several points. Cycles of stop and departure with no apparent logic because created by the behavior of drivers. High level of vigilance is required for the user with practically no comfort.
Definisi ini digunakan oleh Highway Capacity Manual (Amerika), diilustrasikan dengan Gambar di samping yang mempunyai 6 (enam) buah tingkat pelayanan (level of service), yaitu:
TINGKAT PELAYANAN A B
• Tingkat pelayanan A − arus bebas
C
• Tingkat pelayanan B − arus stabil (untuk merancang jalan antarkota)
D E
Kepadatan macet
Kecepatan operasi
Kresnanto NC
Nisbah volume per kapasitas 1 Sumber: Tamin, 2010
• Tingkat pelayanan C − arus stabil (untuk merancang jalan perkotaan) • Tingkat pelayanan D − arus mulai tidak stabil • Tingkat pelayanan E − arus tidak stabil (tersendat-sendat) • Tingkat pelayanan F − arus terhambat (berhenti, antrian, macet)
Perbandingan waktu perjalanan (aktual) dengan waktu perjalanan (kondisi arus bebas)
Kresnanto NC
4 tingkat pelayanan buruk 3 2
tingkat pelayanan baik
1
0,2
0,4
1 0,6 0,8 Nisbah volume per kapasitas
Hal ini diilustrasikan pada Gambar 4.3 (Black, 1981). Konsep ini dikembangkan oleh Wardrop (1952), Davidson (1966), dan Blunden (1971) yang menunjukkan bahwa hasil eksperimen menghasilkan karakteristik tertentu sebagai berikut. Pada saat arus mendekati nol (0), titik potong pada sumbu y terlihat dengan jelas (T0). Kurva mempunyai asimtot pada saat arus mendekati kapasitas. Kurva meningkat secara monoton.
Sumber: Tamin, 2010
Kresnanto NC
Kresnanto NC
Kepadatan macet
Waktu tempuh
Kresnanto NC
Nisbah volume per kapasitas
1
Q 1 − (1 − a ) C TQ = T0 1− Q C
Kresnanto NC Q 1 − (1 − a ) C TQ = T0 Q 1− C
IHCM 1994 1997
FV = (FV0 + FVW ) x FFVSF x FFVCS
Kresnanto NC FV = (FV0 + FVW ) x FFVSF x FFVCS
Tipe jalan Jalan 6 lajur berpembatas median (6/2D) atau jalan 3 lajur satu arah (3/1) Jalan 4 lajur berpembatas median (4/2D) atau jalan 2 lajur satu arah (2/1) Jalan 4 lajur tanpa pembatas median (4/2UD) Jalan 2 lajur tanpa pembatas median (2/2UD)
Kecepatan arus-bebas dasar (FV0) Semua jenis Kendaraan Kendaraan Sepeda kendaraan ringan berat motor (rata-rata) 61
52
48
57
57
50
47
55
53
46
43
51
44
40
40
42
Lihat yang lain di Indonesian Highway Capacity manual (IHCM) Manual Kapasitas Jalan Indonesia (MKJI
Tipe jalan
Lebar jalan efektif (We) (meter) per lajur
FVW
4 lajur berpembatas median atau jalan satu arah
3,00 3,25 3,50 3,75 4,00 per lajur
−4 −2 0 2 4
3,00 3,25 3,50 3,75 4,00 dua arah
−4 −2 0 2 4
5 6 7 8 9 10 11
−9,5 −3 0 3 4 6 7
4 lajur tanpa pembatas median
2 lajur tanpa pembatas median
Kresnanto NC
Cara Menghitung ITP: Analisis Pendekatan Linear Analisis Pendekatan Non-Linear (coba-coba) Analisis Pendekatan Rata-rata Analisis Pendekatan Non-Linear
Kresnanto NC
PERHITUNGAN ITP
Kresnanto NC TQ T0
Q Q + a C C Q 1− C
1− =
Q a TQ C = 1+ T0 Q 1− C
TQ
TQ = T0 + aT0
Q = 1+ a T0 C−Q
Qi TQ = T0 + aT0 (C − Qi ) i
Persamaan Linear
Yi
A = Y − BX
=
A
+ B
B=
Xi
N
N
N
i =1
i =1
i =1
N ∑ ( X i Yi ) − ∑ ( X i ).∑ (Yi ) N
N ∑ ( X i )2 i =1
N − ∑ ( X i ) i =1
2
Q (C − Q )
Kresnanto NC
Sumber: Tamin 2010
No 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Σ Rerata
TQi =Yi
(detik)
[1] 110,50 120,40 120,50 134,50 132,80 153,20 155,20 171,20 180,20 202,40 215,20 250,50 270,40 331,20 375,20 486,20 608,10 976,20 2030,20 18396,40
Qi (smp/jam) (C−Qi) [2] [3]=C−[2] 95 205 294 406 492 608 690 810 895 1005 1090 1210 1291 1409 1493 1607 1692 1808 1910 1990
Kresnanto NC
(Qi/C−Qi)=Xi [4]=[2]/[3]
Xi.Yi [5]=[1]*[4]
Xi2 (6)=[4]*[4]
Sumber: Tamin 2010
No 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Σ Rerata
TQi =Yi
(detik)
[1] 110,50 120,40 120,50 134,50 132,80 153,20 155,20 171,20 180,20 202,40 215,20 250,50 270,40 331,20 375,20 486,20 608,10 976,20 2030,20 18396,40 25420,500 1271.025
Qi (smp/jam) (C−Qi) [2] [3]=C−[2] 95 1905 205 1795 294 1706 406 1594 492 1508 608 1392 690 1310 810 1190 895 1105 1005 995 1090 910 1210 790 1291 709 1409 591 1493 507 1607 393 1692 308 1808 192 1910 90 1990 10
Kresnanto NC
(Qi/C−Qi)=Xi [4]=[2]/[3] 0,050 0,114 0,172 0,255 0,326 0,437 0,527 0,681 0,810 1,010 1,198 1,532 1,821 2,384 2,945 4,089 5,494 9,417 21,222 199,000 253,482 14.674
Xi.Yi [5]=[1]*[4] 5,510 13,750 20,766 34,258 43,327 66,915 81,747 116,531 145,954 204,434 257,767 383,677 492,364 789,612 1104,879 1988,100 3340,601 9192,550 43085,356 3660883,600 3722251,700
Xi2 (6)=[4]*[4] 0,002 0,013 0,030 0,065 0,106 0,191 0,277 0,463 0,656 1,020 1,435 2,346 3,316 5,684 8,672 16,720 30,179 88,674 450,383 39601,000 40211,231
Sumber: Tamin 2010
Kresnanto NC B=
N
N
N
i =1
i =1
i =1
N ∑ ( X i Yi ) − ∑ ( X i ).∑ (Yi ) N
N∑ (X i ) i =1
2
N ( ) − ∑ X i i =1
2
(20).(3722251,7 ) − (25420,5).(253,482) = 91,897 B= (20).(40211,231) − (253,482)2
a=
T0 = A
a=
A = Y − BX
B T0
B = 0,864 A
A = 1271,025 − (91,897 ).(12,674 ) = 106,31
Sumber: Tamin 2010
Kresnanto NC
Kresnanto NC Q a TQ C = 1+ T0 Q 1− C
TQi T0
= Yi
Qi = Xi C
aX i Yi = 1 + 1− Xi
Persamaan non-Linear
∑(
)
∑(
)
N
a ditentukan dengan coba-coba nilai R2, R2 mendekati 1 yang diambil
R2 = 1 −
i =1 N
i =1
Yˆi − Yi Yˆi − Y
2
2
Kresnanto NC Dengan mengasumsikan nilai T0=106,31 detik/km (hasil perhitungan dari pendekatan linear) dan kapasitas sebesar 2000 smp/jam dan data sebagai berikut:
Sumber: Tamin 2010
Trial error
0.6 106.31 2000
a T0 C No
Kresnanto NC R2
Qi (smp/jam)
Q i /C
1- (Q i /C)
(Q i /C) / (1-(Q i /C))
TQ (jam)
[1]
[2]=[1]/C
[3]=1− [2]
[4]=[2]/[3]
[5]
1
95
2
205
3
294
0.1470
4
406
5
492
6 7
≈1
0.8982978
Ŷi = T
i
Q /T 0
[6]=[5]/To
Yi [7]=1+a*[4]
Ŷ i -Ẏ
(Ŷ i -Ẏ) 2
Ŷ i -Y i
(Ŷ i -Y i ) 2
[8]=[6]-Ẏ
[9]=[8]**2
[10]=[6]-[7]
[11]=[10]**2
0.0475
0.9525
0.0499
110.5
1.039
1.030
-10.916
119.168
0.0095
9.009E-05
0.1025
0.8975
0.1142
120.4
1.133
1.069
-10.823
117.144
0.0640
4.098E-03
0.8530
0.1723
120.5
1.133
1.103
-10.822
117.123
0.0301
9.047E-04
0.2030
0.7970
0.2547
134.5
1.265
1.153
-10.691
114.290
0.1123
1.262E-02
0.2460
0.7540
0.3263
132.8
1.249
1.196
-10.707
114.633
0.0534
2.854E-03
608
0.3040
0.6960
0.4368
153.2
1.441
1.262
-10.515
110.560
0.1790
3.204E-02
690
0.3450
0.6550
0.5267
155.2
1.460
1.316
-10.496
110.165
0.1439
2.069E-02
8
810
0.4050
0.5950
0.6807
171.2
1.610
1.408
-10.345
107.028
0.2020
4.080E-02
9
895
0.4475
0.5525
0.8100
180.2
1.695
1.486
-10.261
105.284
0.2091
4.371E-02
10
1005
0.5025
0.4975
1.0101
202.4
1.904
1.606
-10.052
101.042
0.2978
8.871E-02
11
1090
0.5450
0.4550
1.1978
215.2
2.024
1.719
-9.932
98.636
0.3056
9.338E-02
12
1210
0.6050
0.3950
1.5316
250.5
2.356
1.919
-9.600
92.151
0.4373
1.913E-01
13
1291
0.6455
0.3545
1.8209
270.4
2.544
2.093
-9.412
88.592
0.4510
2.034E-01
14
1409
0.7045
0.2955
2.3841
331.2
3.115
2.430
-8.840
78.153
0.6850
4.692E-01
15
1493
0.7465
0.2535
2.9448
375.2
3.529
2.767
-8.427
71.007
0.7624
5.813E-01
16
1607
0.8035
0.1965
4.0891
486.2
4.573
3.453
-7.382
54.500
1.1200
1.254E+00
17
1692
0.8460
0.1540
5.4935
608.1
5.720
4.296
-6.236
38.885
1.4240
2.028E+00
18
1808
0.9040
0.0960
9.4167
976.2
9.183
6.650
-2.773
7.691
2.5326
6.414E+00
19
1910
0.9550
0.0450
21.2222
2030.2
19.097
13.733
7.141
50.996
5.3636
2.877E+01
1990
0.9950
0.0050
199.0000
18396.4
173.045
120.400
161.089
25,949.676
52.6449
20 Σ
239.117
Rerata
11.9558
27,646.725
2.771E+03
2,811.73192
Kresnanto NC
Kresnanto NC
Q ( ) 1 − 1 − a C TQ = T0 Q 1− C
TQ =
T0 Q 1− C
Q T0 (1 − a ) C − Q 1− C
T0 C T (1 − a )Q TQ = − 0 (C − Q ) (C − Q )
TQ (C − Q ) = T0 C − T0 Q + aT0 Q
TQ (C − Q ) = T0 (C − Q ) + aT0 Q
a=
(C − Q )(TQ − T0 ) T0 Q
106.31 2000
T0 C No
a=
(C − Q )(TQ − T0 ) T0 Q
Kresnanto NC TQ T iQ - T 0 (jam)
Qi (smp/jam)
C-Qi
[1]
[2]=C-[1]
[3]
[4]=[3]-To
T0 x Q
a
[5]=To*[1]
[6]=[2]*[4]/[5]
1
95
1905
110.5
4.190
10,099.450
0.790
2
205
1795
120.4
14.090
21,793.550
1.161
3
294
1706
120.5
14.190
31,255.140
0.775
4
406
1594
134.5
28.190
43,161.860
1.041
5
492
1508
132.8
26.490
52,304.520
0.764
6
608
1392
153.2
46.890
64,636.480
1.010
7
690
1310
155.2
48.890
73,353.900
0.873
8
810
1190
171.2
64.890
86,111.100
0.897
9
895
1105
180.2
73.890
95,147.450
0.858
10
1005
995
202.4
96.090
106,841.550
0.895
11
1090
910
215.2
108.890
115,877.900
0.855
12
1210
790
250.5
144.190
128,635.100
0.886
13
1291
709
270.4
164.090
137,246.210
0.848
14
1409
591
331.2
224.890
149,790.790
0.887
15
1493
507
375.2
268.890
158,720.830
0.859
16
1607
393
486.2
379.890
170,840.170
0.874
17
1692
308
608.1
501.790
179,876.520
0.859
18
1808
192
976.2
869.890
192,208.480
0.869
19
1910
90
2030.2
1,923.890
203,052.100
0.853
20
1990
10
18396.4
18,290.090
211,556.900
0.865
Rerata
0.8858
Kresnanto NC
Kresnanto NC
