Kresnanto NC. Janabadra

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)

Kresnanto NC

1

Ke pad at an m ac et

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

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.

Kresnanto NC

Ke ce pa ta n op er as i 1

Nisbah volume per kapasitas

Ke pa da ta n m ac et A B C D E TINGKAT PELAYANAN Sumber: Tamin, 2010

Definisi ini digunakan oleh Highway Capacity Manual (Amerika),

diilustrasikan dengan Gambar di

sampingyang mempunyai 6 (enam)

buah tingkat pelayanan (level of service), yaitu:

• Tingkat pelayanan A − arus bebas

• Tingkat pelayanan B − arus stabil

(untuk merancang jalan antarkota)

• 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

Kresnanto NC

Sumber: Tamin, 2010 Pe rba ndi ng an wa kt u pe rj al ana n (a kt ua l) de ng an w akt u pe rj al an an ( ko nd isi a rus be ba s) 1 Nisbah volume per kapasitas 1

2 3 4

tingkat pelayanan baik tingkat pelayanan buruk

0,2 0,4 0,6 0,8

Hal ini diilustrasikan pada

Gambar 4.3 (Black, 1981).

Konsep ini dikembangkan oleh

Wardrop (1952), Davidson

(1966), danBlunden (1971)yang

menunjukkan bahwa hasil eksperimen menghasilkan karakteristik tertentu sebagai berikut.

 _{Pada saat arus mendekati nol}

(0), titik potong pada sumbu

yterlihat dengan jelas(T₀).

 _{Kurva mempunyai asimtot}

pada saat arus mendekati kapasitas. Kurva meningkat secara monoton.

Kresnanto NC

(

)

























−

−

−

=

C

1

C

a

1

1

T

₀

Q

Q

T

_Q

Wa kt u te m pu h 1

Nisbah volume per kapasitas

Ke pad at an m ac et

Kresnanto NC

(

)

























−

−

−

=

C

1

C

a

1

1

T

₀

Q

Q

T

_Q

(

FV

₀

FV

_W

)

x

FFV

_SF

x

FFV

_CS

FV

=

+

IHCM 1994 1997

Kresnanto NC

(

FV

₀

FV

_W

)

x

FFV

_SF

x

FFV

_CS

FV

=

+

Tipe jalan

Kecepatan arus-bebas dasar (FV0)

Kendaraan

ringan Kendaraan berat Sepeda motor

Semua jenis kendaraan (rata-rata) Jalan 6 lajur berpembatas

median (6/2D) atau jalan 3

lajur satu arah (3/1) 61 52 48 57 Jalan 4 lajur berpembatas

median (4/2D) atau jalan 2

lajur satu arah (2/1) 57 50 47 55 Jalan 4 lajur tanpa pembatas

median (4/2UD) 53 46 43 51 Jalan 2 lajur tanpa pembatas

median (2/2UD) 44 40 40 42

Tipe jalan Lebar jalan efektif (W_e) (meter)

FV_W 4 lajur berpembatas

median atau jalan satu arah

per lajur 3,00 3,25 3,50 3,75 4,00 −4 −2 0 2 4

4 lajur tanpa pembatas median per lajur 3,00 3,25 3,50 3,75 4,00 −4 −2 0 2 4

2 lajur tanpa pembatas median dua arah 5 6 7 8 9 10 11 −9,5 −3 0 3 4 6 7

Lihat yang lain di

Indonesian Highway Capacity manual

(IHCM)

Manual Kapasitas Jalan Indonesia (MKJI

Kresnanto NC

Cara Menghitung ITP:

Analisis Pendekatan Linear

Analisis Pendekatan Non-Linear (coba-coba)

Analisis Pendekatan Rata-rata

Kresnanto NC

Kresnanto NC

      −       + − = C 1 C a C 1 T₀ Q Q Q T_Q       −       + = C 1 C a 1 T₀ Q Q T_Q Q Q T_Q − + = C a 1 T₀

(

_Q

)

Q

T

_Q

−

+

=

C

aT

T

_{0 0}

(

i

)

i i

Q

C

Q

aT

T

T

Q

=

0

+

0

−

Y

_i

= A + B X

_i

(

)

( ) ( )

( )

N

( )

2 1 N 1 2 N 1 N 1 N 1

N

.

N

B













−

−

=

∑

∑

∑

∑

∑

= = = = = i i i i i i i i i i i

X

X

Y

X

Y

X

X

Y

B

A

=

−

Persamaan Linear

Kresnanto NC

Kresnanto NC

No TQi=Yi (detik) Qi (smp/jam) (C−Qi) (Qi/C−Qi)=Xi Xi.Yi Xi 2 [1] [2] [3]=C−[2] [4]=[2]/[3] [5]=[1]*[4] (6)=[4]*[4] 1 110,50 95 2 120,40 205 3 120,50 294 4 134,50 406 5 132,80 492 6 153,20 608 7 155,20 690 8 171,20 810 9 180,20 895 10 202,40 1005 11 215,20 1090 12 250,50 1210 13 270,40 1291 14 331,20 1409 15 375,20 1493 16 486,20 1607 17 608,10 1692 18 976,20 1808 19 2030,20 1910 20 18396,40 1990 Σ Rerata

Sumber: Tamin 2010

Kresnanto NC

No TQi=Yi (detik) Qi (smp/jam) (C−Qi) (Qi/C−Qi)=Xi Xi.Yi Xi 2 [1] [2] [3]=C−[2] [4]=[2]/[3] [5]=[1]*[4] (6)=[4]*[4] 1 110,50 95 1905 0,050 5,510 0,002 2 120,40 205 1795 0,114 13,750 0,013 3 120,50 294 1706 0,172 20,766 0,030 4 134,50 406 1594 0,255 34,258 0,065 5 132,80 492 1508 0,326 43,327 0,106 6 153,20 608 1392 0,437 66,915 0,191 7 155,20 690 1310 0,527 81,747 0,277 8 171,20 810 1190 0,681 116,531 0,463 9 180,20 895 1105 0,810 145,954 0,656 10 202,40 1005 995 1,010 204,434 1,020 11 215,20 1090 910 1,198 257,767 1,435 12 250,50 1210 790 1,532 383,677 2,346 13 270,40 1291 709 1,821 492,364 3,316 14 331,20 1409 591 2,384 789,612 5,684 15 375,20 1493 507 2,945 1104,879 8,672 16 486,20 1607 393 4,089 1988,100 16,720 17 608,10 1692 308 5,494 3340,601 30,179 18 976,20 1808 192 9,417 9192,550 88,674 19 2030,20 1910 90 21,222 43085,356 450,383 20 18396,40 1990 10 199,000 3660883,600 39601,000 Σ 25420,500 253,482 3722251,700 40211,231 Rerata 1271.025 14.674

Sumber: Tamin 2010

Kresnanto NC

Sumber: Tamin 2010

( ) (

) (

) (

)

( ) (

20

.

40211,231

) (

253

,

482

)

91

,

897

482

,

253

.

5

,

25420

3722251,7

.

20

B

2

=

−

−

=

(

)

( ) ( )

( )

N

( )

2 1 N 1 2 N 1 N 1 N 1

N

.

N

B













−

−

=

∑

∑

∑

∑

∑

= = = = = i i i i i i i i i i i

X

X

Y

X

Y

X

(

91

,

897

) (

.

12

,

674

)

106

,

31

025

,

1271

A

=

−

=

X

Y

B

A

=

−

864

,

0

A

B

a

=

=

A

=

=

0 0

T

T

B

a

Kresnanto NC













−













+

=

C

1

C

a

1

T

₀

Q

Q

T

_Q i i Q

Y

T

=

0

T

i i

X

Q

=

C













−

+

=

i i i

X

X

Y

1

a

1

Persamaan non-Linear

(

)

(

)

∑

∑

=

=

−

−

−

=

N

1

2

N

1

2

2

ˆ

ˆ

1

R

i

i

i

i

i

Y

Y

Y

Y

a

ditentukan dengan

coba-coba nilai

R

2

_,

R

2

_{mendekati 1 yang}

diambil

Kresnanto NC

Sumber: Tamin 2010

Dengan mengasumsikan nilai

T

₀

=106,31

detik/km (hasil perhitungan

dari pendekatan linear) dan kapasitas sebesar 2000 smp/jam dan data

sebagai berikut:

Kresnanto NC

a 0.6 T0 106.31 R2 0.8982978 C 2000 [1] [2]=[1]/C [3]=1−[2] [4]=[2]/[3] [5] [6]=[5]/To [7]=1+a*[4] [8]=[6]-Ẏ [9]=[8]**2 [10]=[6]-[7] [11]=[10]**2 1 95 0.0475 0.9525 0.0499 110.5 1.039 1.030 -10.916 119.168 0.0095 9.009E-05 2 205 0.1025 0.8975 0.1142 120.4 1.133 1.069 -10.823 117.144 0.0640 4.098E-03 3 294 0.1470 0.8530 0.1723 120.5 1.133 1.103 -10.822 117.123 0.0301 9.047E-04 4 406 0.2030 0.7970 0.2547 134.5 1.265 1.153 -10.691 114.290 0.1123 1.262E-02 5 492 0.2460 0.7540 0.3263 132.8 1.249 1.196 -10.707 114.633 0.0534 2.854E-03 6 608 0.3040 0.6960 0.4368 153.2 1.441 1.262 -10.515 110.560 0.1790 3.204E-02 7 690 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 20 1990 0.9950 0.0050 199.0000 18396.4 173.045 120.400 161.089 25,949.676 52.6449 2.771E+03 Σ 239.117 27,646.725 2,811.73192 Rerata 11.9558 (Qi/C) / (1-(Qi/C)) Ŷi-Ẏ (Ŷi-Ẏ) 2 Ŷ i-Yi (Ŷi-Yi) 2 Yi No Qi (smp/jam) Qi /C 1- (Qi /C) TQ (jam) Ŷi = TiQ/T0

Trial error

≈

1

Kresnanto NC

(

)

























−

−

−

=

C

1

C

a

1

1

T

₀

Q

Q

T

_Q

(

)













−













−

−













−

=

C

1

C

a

1

C

1

0 0

Q

Q

T

Q

T

T

_Q

(

)

(

(

Q

)

)

Q

T

Q

T

T

_Q

−

−

−

−

=

C

a

1

C

C

₀ 0

(

Q

)

T

T

Q

aT

Q

T

_Q

C

−

=

₀

C

−

₀

+

₀

(

Q

)

T

(

Q

)

aT

Q

T

_Q

C

−

=

₀

C

−

+

₀

(

)

(

)

Q

T

T

T

Q

_Q

0

0

C

a

=

−

−

Kresnanto NC

T0 106.31 C 2000 [1] [2]=C-[1] [3] [4]=[3]-To [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 TiQ - T0 T0 x Q a No Qi (smp/jam) C-Qi TQ (jam)

(

)

(

)

Q

T

T

T

Q

_Q 0 0

C

a

=

−

−