TB Rekayasa Lalu Lintas 2010.xls

A. MODEL GREENSHIELD

No. Waktu Pengamatan

Speed (S) Volume (V) Density (D)

(km/jam) (smp/jam) (smp/jam)

Yi Xi.Yi Xi

1 13.00 - 14.00 10.5 60.9 5.800 33.6402 14.00 - 15.00 11 39.2 3.564 12.700

3 15.00 - 16.00 12 70 5.833 34.028

4 16.00 - 17.00 9.5 65.8 6.926 47.9745 17.00 - 18.00 13 32.9 2.531 6.405

Total 56 268.8 24.654 134.746

634.5 ΣX = 24.654 Y = 9.333X = 4.109 ΣXY = 268.800

ΣY = 56 134.746

X2

ΣX2 =

A =

A = 134.746 . 56 - 24.654 . 268.800

6 . 134.746 - ( 24.654 ) 2

A = 4.579

B = n . ΣXY - ΣX.ΣY

B = 6 . 268.8 - 24.654 . 56.000

6 . 134.746 - ( 24.654 ) 2

B = 1.157

ΣX2 . ΣY - ΣX . ΣXY

n . ΣX2 - (ΣX)2

n . ΣX2 - (ΣX)2

Sff = A = 4.579

Dj = -Sff/B = -3.9572

Dj/Sff = -0.8642

Menentukan hubungan S-D, V-D dan V-S

Model Hubungan S-DS = Sff - (Sff/Dj).DS = 4.579 - ( 4.579 / -3.9572 ) . DS = 4.579 - -1.157 . D

Model Hubungan S-D

V =

V = 4.579 . D - ( 4.579 / -3.9572 ) .

V = 4.579 . D - -1.1571 .

Model Hubungan V-S

V =

V = -3.957 . S - ( -3.957 / 4.5789 ) .

V = -3.957 . S - -0.8642 .

Sff.D - (Sff/Dj).D2

D2

D2

Dj.S - (Dj/Sff).S2

S2

S2

Perhitungan Nilai Koefisien Korelasi ( r )

r =n . ΣXiYi . ΣY - ΣXi . ΣYi

=6 . 268.8 - 24.654 . 56

√ 6 . 134.746 - ( 24.654 } { ( 6 . 634.5 - ( 56

=232.172936366.930859

= 0.632743

= 0.4003637158687

√({n . ΣXi2 - (ΣXi)2} {n . ΣYi2 - (ΣYi)2}

({ )2 )2 })

Perhitungan Koefisien Determinan (r2)

r2

Menentukan Volume Maksimum

a. Untuk Kondisi D = Dj/2

Vm = (Sff.Dj)/4Vm = ( 4.579 . -3.9572 ) / 4

Vm = -4.529898

Vm = -5 smp/jam

b. Untuk Kondisi S = Sff/2Vm = (Sff.Dj)/4Vm = ( 4.579 . -3.9572 ) / 4

Vm = -4.529898Vm = -5 smp/jam

Jadi volume maksimum yang terjadi adalah :

Vm = -5 smp/jamPada kondisi D = -3.9572 / 2

D = -1.97862 smp/jam

S = 4.579 / 2

S = 2.289428 smp/jam

B. MODEL GREENBERG

No.


Xi.Yi(km/jam) (smp/jam) (smp/jam) Xi

Yi

1 10.5 60.9 5.800 1.758 3.090 18.4582 11 39.2 3.564 1.271 1.615 13.979

3 12 70 5.833 1.764 3.110 21.163

4 9.5 65.8 6.926 1.935 3.745 18.3865 13 32.9 2.531 0.929 0.862 12.071

56 268.8 24.654 7.656 12.423 84.056

15558 ΣX = 7.656 Y = 9.333X = 1.276 ΣXY = 84.056

ΣY = 56 12.423

ln D

Xi2

ΣX2 =

A =

A = 12.423 . 56 - 7.656 . 84.056

6 . 12.423 - ( 7.656 ) 2

A = 3.275


B = 6 . 84.06 - 7.656 . 56.0

6 . 12.423 - ( 7.656 ) 2

B = 4.748


n . ΣX2 - (ΣX)2

n . ΣX2 - (ΣX)2

Sm = - B = -4.748

A = = 3.275

A = 3.275= -0.690

Dj = 5.142E+36

= 3.275


Model Hubungan S-D

S =S = -4.748 . 5.142E+36 / D

S = -4.748 . ( 5.142E+36 -

S = 3.275 - -4.748

Model Hubungan V-DV =V =V = -4.748 . D . ( -0.690 -V = 3.275 . D - -4.748 .

Model Hubungan V-S

V =-s / -4.748

V = 5.142E+36 . S

Sm . ln Dj

ln Dj

(Pake Kalkulator tekan INV ln Dj)

Sm . ln Dj

Sm . ln Dj / Dln

ln ln D

. ln D

Sm . D. ln Dj / DSm . D. (ln Dj - ln D)

ln D )D . ln D

Dj . S . ℓ -s/sm

. ℓ



=6 . 84.056 - 7.656 . 56

√ 6 . 12.423 - ( 7.656 } { ( 6 . 634.5 - ( 56

=75.5930783103.360239

= 0.7313555

= 0.5348808531722

√({n . ΣXi2 - (ΣXi)2} {n . ΣYi2 - (ΣYi)2}

({ )2 )2 })

Perhitungan Koefisien Determinasi (r2)

r2


a. Untuk Kondisi D = Dj/e

Vm = Sm . (Dj/e) --> e = 2.718Vm = -4.748 . ( 5.142E+36 / 2.718 )

Vm = -8.982E+36

Vm = -9E+36 smp/jam

b. Untuk Kondisi D = Dj/e Vm = Sm . (Dj/e) --> e = 2.718Vm = -4.748 . ( 5.142E+36 / 2.718 )

Vm = -8.982E+36Vm = -9E+36 smp/jam


Vm = -9E+36 smp/jamPada kondisi D = 5.1419E+36 / 2

D = 2.57E+36 smp/km

S = -4.748 Km/Jam

C. MODEL UNDERWOOD

No.


Xi.Yi(km/jam) (smp/jam) (smp/jam) Yi

Xi

1 10.5 60.9 5.800 1.758 33.640 10.1962 11 39.2 3.564 1.271 12.700 4.529

3 12 70 5.833 1.764 34.028 10.288

4 9.5 65.8 6.926 1.935 47.974 13.4055 13 32.9 2.531 0.929 6.405 2.350

56 268.8 24.654 7.656 134.746 40.766

### ΣX = 24.654 Y = 1.276X = 4.109 ΣXY = 40.766

ΣY = 7.656 134.746

ln S

Xi2

ΣX2 =

A =

A = 134.746 . 7.656 - 24.654 . 40.766

6 . 134.746 - ( 24.654 ) 2

A = 0.132


B = 6 . 40.766 - 24.654 . 7.656

6 . 134.746 - ( 24.654 ) 2

B = 0.278


n . ΣX2 - (ΣX)2

n . ΣX2 - (ΣX)2

Dm = - 1 / B = 3.593 = 4 smp/km

A = = 0.132

Sff = 2.3632 km/jam


Model Hubungan S-D

S =

- D / 4

S = 2.3632 . ℓ

Model Hubungan V-D

V =- D / 4

V = 2.3632 . D

Model Hubungan V-SV =V = 4 . S . ( 2.3632 / S )

ln Sff

(Pake Kalkulator tekan INV ln Sff)

Sff . ℓ - D/Dm

Sff . D . ℓ - D/Dm

. ℓ

Dm . S . ln (Sff / s)ln



=6 . 40.766 - 24.654 . 7.656

√ 6 . 134.746 - ( 24.654 } { ( 6 . 12.423 - ( 7.656

=55.844704356.5217009

= 0.9880224

= 0.9761881836656

√({n . ΣXi2 - (ΣXi)2} {n . ΣYi2 - (ΣYi)2}

({ )2 )2


r2


a. Untuk Kondisi D = Dm

Vm =

Vm = 2.3632 . 4 . ℓxp ( -4 / 4 )

Vm = 8.50752 . 0.36788Vm = 3.1297465Vm = 3.1 smp/jam

b. Untuk Kondisi S = Sff

Vm =Vm = 2.3632 . ( 4 / ℓ )

Vm = 3.1297465

Vm = 3.1 smp/jam

Jadi Volume Maksimum yang terjadi adalah : 3.1 smp/jamPada KondisiD = DmD = 4 smp/jam

S = km/jamS = km/jam

Sff . Dj . ℓxp (-D/Dm)

Sff . (Dm / ℓ )

Sff / ℓ





Yi Xi.Yi Xi

1 13.00 - 14.00 35.5 1600 45.070 2031.3432 14.00 - 15.00 41 1346 32.829 1077.761

3 15.00 - 16.00 37 1481 40.027 1602.163

4 16.00 - 17.00 50 1561 31.220 974.6885 17.00 - 18.00 45 1488 33.067 1093.404

Total 208.5 7476 182.213 6779.360

8835 ΣX = 182.213 Y = 34.750X = 30.369 ΣXY = 7476.000

ΣY = 208.5 6779.360

X2

ΣX2 =

A =

A = 6779.360 . 208.5 - 182.213 . 7476.000

6 . 6779.360 - ( 182.213 ) 2

A = 6.859


B = 6 . 7476.0 - 182.213 . 208.500

6 . 6779.360 - ( 182.213 ) 2

B = 0.918


n . ΣX2 - (ΣX)2

n . ΣX2 - (ΣX)2

Sff = A = 6.859

Dj = -Sff/B = -7.4687

Dj/Sff = -1.0889



Model Hubungan S-D

V =

V = 6.859 . D - ( 6.859 / -7.4687 ) .

V = 6.859 . D - -0.9184 .

Model Hubungan V-S

V =

V = -7.469 . S - ( -7.469 / 6.8593 ) .

V = -7.469 . S - -1.0889 .

Sff.D - (Sff/Dj).D2

D2

D2

Dj.S - (Dj/Sff).S2

S2

S2



=6 . 7476 - 182.213 . 208.5

√ 6 . 6779.360 - ( 182.213 } { ( 6 . 8835.25 - ( 208.5

=6864.509338443.9654

= 0.8129485

= 0.660885325670593

√({n . ΣXi2 - (ΣXi)2} {n . ΣYi2 - (ΣYi)2}

({ )2 )2 })


r2



Vm = (Sff.Dj)/4Vm = ( 6.859 . -7.4687 ) / 4

Vm = -12.807522

Vm = -13 smp/jam


Vm = -12.807522Vm = -13 smp/jam



D = -3.73437 smp/jam

S = 6.859 / 2

S = 3.429636 smp/jam

B. MODEL GREENBERG

No.



Yi

1 35.5 1600 45.070 3.808 14.503 135.1922 41 1346 32.829 3.491 12.189 143.144

3 37 1481 40.027 3.690 13.613 136.514

4 50 1561 31.220 3.441 11.841 172.0535 45 1488 33.067 3.499 12.240 157.434

208.5 7476 182.213 17.929 64.385 744.336

1E+07 ΣX = 17.929 Y = 34.750X = 2.988 ΣXY = 744.336

ΣY = 208.5 64.385

ln D

Xi2

ΣX2 =

A =

A = 64.385 . 208.5 - 17.929 . 744.336

6 . 64.385 - ( 17.929 ) 2

A = 1.223


B = 6 . 744.34 - 17.929 . 208.5

6 . 64.385 - ( 17.929 ) 2

B = 11.220


n . ΣX2 - (ΣX)2

n . ΣX2 - (ΣX)2

Sm = - B = -11.220

A = = 1.223

A = 1.223= -0.109

Dj = 3470.313

= 1.223


Model Hubungan S-D

S =S = -11.220 . 3470.313 / D

S = -11.220 . ( 3470.313 -

S = 1.223 - -11.220


Model Hubungan V-S

V =-s / -11.220

V = 3470.313 . S

Sm . ln Dj

ln Dj


Sm . ln Dj

Sm . ln Dj / Dln

ln ln D

. ln D


ln D )D . ln D

Dj . S . ℓ -s/sm

. ℓ



=6 . 744.336 - 17.929 . 208.5

√ 6 . 64.385 - ( 17.929 } { ( 6 . 8835.25 - ( 208.5

=727.886749786.669438

= 0.9252765

= 0.85613661130644

√({n . ΣXi2 - (ΣXi)2} {n . ΣYi2 - (ΣYi)2}

({ )2 )2 })


r2



Vm = Sm . (Dj/e) --> e = 2.718Vm = -11.220 . ( 3470.313 / 2.718 )

Vm = -14325.595

Vm = -14326 smp/jam

b. Untuk Kondisi D = Dj/e Vm = Sm . (Dj/e) --> e = 2.718Vm = -11.220 . ( 3470.313 / 2.718 )

Vm = -14325.595Vm = -14326 smp/jam


Vm = -14326 smp/jamPada kondisi D = 3470.3130 / 2

D = 1735.157 smp/km

S = -11.220 Km/Jam

C. MODEL UNDERWOOD

No.



Xi

1 35.5 1600 45.070 3.808 2031.343 171.6382 41 1346 32.829 3.491 1077.761 114.617

3 37 1481 40.027 3.690 1602.163 147.682

4 50 1561 31.220 3.441 974.688 107.4305 45 1488 33.067 3.499 1093.404 115.685

208.5 7476 182.213 17.929 6779.360 657.052

### ΣX = 182.213 Y = 2.988X = 30.369 ΣXY = 657.052

ΣY = 17.929 6779.360

ln S

Xi2

ΣX2 =

A =

A = 6779.360 . 17.929 - 182.213 . 657.052

6 . 6779.360 - ( 182.213 ) 2

A = 0.244


B = 6 . 657.052 - 182.213 . 17.929

6 . 6779.360 - ( 182.213 ) 2

B = 0.090


n . ΣX2 - (ΣX)2

n . ΣX2 - (ΣX)2

Dm = - 1 / B = 11.066 = 11 smp/km

A = = 0.244

Sff = 11.1451 km/jam


Model Hubungan S-D

S =

- D / 11

S = 11.1451 . ℓ

Model Hubungan V-D

V =- D / 11

V = 11.1451 . D


ln Sff


Sff . ℓ - D/Dm


. ℓ




=6 . 657.052 - 182.213 . 17.929

√ 6 . 6779.360 - ( 182.213 } { ( 6 . 64.385 - ( 17.93

=675.46671696.34505

= 0.9700173

= 0.940933465893338

√({n . ΣXi2 - (ΣXi)2} {n . ΣYi2 - (ΣYi)2}

({ )2 )2


r2



Vm =

Vm = 11.1451 . 11 . ℓxp ( -11 / 11 )

Vm = 123.711 . 0.36788Vm = 45.510659Vm = 45.5 smp/jam


Vm =Vm = 11.1451 . ( 11 / ℓ )

Vm = 45.510659

Vm = 45.5 smp/jam




Sff . (Dm / ℓ )

Sff / ℓ

SOAL :Data pengamatan volume lalu lintas pada simpang jalan Jend.Sudirman,Anggrek,Merdeka untuk interval 15 menitan

Waktu pengamatanMobil

Motor Becak Sepeda Pejalan KakiSedang Truck

13.00 - 13.15 86 0 449 20 5 1813.15 - 13.30 70 0 427 26 10 3813.30 - 13.45 82 0 312 23 2 013.45 - 14.00 114 1 412 18 2 014.00 - 14.15 82 0 364 15 1 014.15 - 14.30 89 1 358 18 1 114.30 - 14.45 63 1 269 14 2 314.45 - 15.00 54 3 355 9 4 515.00 - 15.15 92 2 369 20 0 415.15 - 15.30 71 1 309 15 12 315.30 - 15.45 98 0 333 32 1 015.45 - 16.00 119 0 470 33 0 316.00 - 16.15 110 0 464 35 2 216.15 - 16.30 76 4 367 15 8 516.30 - 16.45 67 1 332 15 0 716.45 - 17.00 82 0 398 29 11 1417.00 - 17.15 77 0 389 13 7 417.15 - 17.30 63 5 368 6 3 617.30 - 17.45 66 0 394 14 0 317.45 - 18.00 79 1 337 14 4 8

Mobil

Waktu PengamatanSpeed (S) Volume (V) Density (D)(km/jam) (smp/jam) (smp/jam)

13.00 - 14.00 60 353 5.88314.00 - 15.00 61 293 4.80315.00 - 16.00 70 383 5.47116.00 - 17.00 75 340 4.53317.00 - 18.00 68 291 4.279

Total 334 1660 24.971

Motor


13.00 - 14.00 35.5 1600 45.07014.00 - 15.00 41 1346 32.82915.00 - 16.00 37 1481 40.02716.00 - 17.00 50 1561 31.22017.00 - 18.00 45 1488 33.067

Total 208.5 7476 182.213

Becak


13.00 - 14.00 10.5 60.9 5.80014.00 - 15.00 11 39.2 3.56415.00 - 16.00 12 70 5.83316.00 - 17.00 9.5 65.8 6.92617.00 - 18.00 13 32.9 2.531

Total 56 268.8 24.654

Mobil Truck


13.00 - 14.00 10.5 68.6 6.53314.00 - 15.00 11 43.4 3.94515.00 - 16.00 12 9.8 0.81716.00 - 17.00 9.5 0 0.00017.00 - 18.00 13 0 0.000

Total 56 121.8 11.295





Yi Xi.Yi Xi

1 13.00 - 14.00 60 353 5.883 34.6142 14.00 - 15.00 61 293 4.803 23.071

3 15.00 - 16.00 70 383 5.471 29.937

4 16.00 - 17.00 75 340 4.533 20.5515 17.00 - 18.00 68 291 4.279 18.313

Total 334 1660 24.971 126.486

22470 ΣX = 24.971 Y = 55.667X = 4.162 ΣXY = 1660.000

ΣY = 334 126.486

X2

ΣX2 =

A =

A = 126.486 . 334 - 24.971 . 1660.000

6 . 126.486 - ( 24.971 ) 2

A = 5.871


B = 6 . 1660.0 - 24.971 . 334.000

6 . 126.486 - ( 24.971 ) 2

B = 11.965


n . ΣX2 - (ΣX)2

n . ΣX2 - (ΣX)2

Sff = A = 5.871

Dj = -Sff/B = -0.4907

Dj/Sff = -0.0836



Model Hubungan S-D

V =

V = 5.871 . D - ( 5.871 / -0.4907 ) .

V = 5.871 . D - -11.9648 .

Model Hubungan V-S

V =

V = -0.491 . S - ( -0.491 / 5.8714 ) .

V = -0.491 . S - -0.0836 .

Sff.D - (Sff/Dj).D2

D2

D2

Dj.S - (Dj/Sff).S2

S2

S2



=6 . 1660 - 24.971 . 334

√ 6 . 126.486 - ( 24.971 } { ( 6 . 22470 - ( 334

=1619.757581774.65449

= 0.9127171

= 0.8330525819272

√({n . ΣXi2 - (ΣXi)2} {n . ΣYi2 - (ΣYi)2}

({ )2 )2 })


r2



Vm = (Sff.Dj)/4Vm = ( 5.871 . -0.4907 ) / 4

Vm = -0.7203143

Vm = -1 smp/jam


Vm = -0.7203143Vm = -1 smp/jam



D = -0.2454 smp/jam

S = 5.871 / 2

S = 2.93572 smp/jam

B. MODEL GREENBERG

No.



Yi

1 60 353 5.883 1.772 3.140 106.3272 61 293 4.803 1.569 2.463 95.727

3 70 383 5.471 1.700 2.888 118.968

4 75 340 4.533 1.511 2.285 113.3595 68 291 4.279 1.454 2.114 98.859

334 1660 24.971 8.006 12.890 533.241

6E+05 ΣX = 8.006 Y = 55.667X = 1.334 ΣXY = 533.241

ΣY = 334 12.890

ln D

Xi2

ΣX2 =

A =

A = 12.890 . 334 - 8.006 . 533.241

6 . 12.890 - ( 8.006 ) 2

A = 2.711


B = 6 . 533.24 - 8.006 . 334.0

6 . 12.890 - ( 8.006 ) 2

B = 39.686


n . ΣX2 - (ΣX)2

n . ΣX2 - (ΣX)2

Sm = - B = -39.686

A = = 2.711

A = 2.711= -0.068

Dj = 1513.227

= 2.711


Model Hubungan S-D

S =S = -39.686 . 1513.227 / D

S = -39.686 . ( 1513.227 -

S = 2.711 - -39.686


Model Hubungan V-S

V =-s / -39.686

V = 1513.227 . S

Sm . ln Dj

ln Dj


Sm . ln Dj

Sm . ln Dj / Dln

ln ln D

. ln D


ln D )D . ln D

Dj . S . ℓ -s/sm

. ℓ



=6 . 533.241 - 8.006 . 334

√ 6 . 12.890 - ( 8.006 } { ( 6 . 22470 - ( 334

=525.364611554.950122

= 0.946688

= 0.8962181358406

√({n . ΣXi2 - (ΣXi)2} {n . ΣYi2 - (ΣYi)2}

({ )2 )2 })


r2



Vm = Sm . (Dj/e) --> e = 2.718Vm = -39.686 . ( 1513.227 / 2.718 )

Vm = -22094.894

Vm = -22095 smp/jam

b. Untuk Kondisi D = Dj/e Vm = Sm . (Dj/e) --> e = 2.718Vm = -39.686 . ( 1513.227 / 2.718 )

Vm = -22094.894Vm = -22095 smp/jam


Vm = -22095 smp/jamPada kondisi D = 1513.2270 / 2

D = 756.614 smp/km

S = -39.686 Km/Jam

C. MODEL UNDERWOOD

No.



Xi

1 60 353 5.883 1.772 34.614 10.4262 61 293 4.803 1.569 23.071 7.538

3 70 383 5.471 1.700 29.937 9.299

4 75 340 4.533 1.511 20.551 6.8525 68 291 4.279 1.454 18.313 6.221

334 1660 24.971 8.006 126.486 40.336

### ΣX = 24.971 Y = 1.334X = 4.162 ΣXY = 40.336

ΣY = 8.006 126.486

ln S

Xi2

ΣX2 =

A =

A = 126.486 . 8.006 - 24.971 . 40.336

6 . 126.486 - ( 24.971 ) 2

A = 0.040


B = 6 . 40.336 - 24.971 . 8.006

6 . 126.486 - ( 24.971 ) 2

B = 0.311


n . ΣX2 - (ΣX)2

n . ΣX2 - (ΣX)2

Dm = - 1 / B = 3.216 = 3 smp/km

A = = 0.040

Sff = 0.9094 km/jam


Model Hubungan S-D

S =

- D / 3

S = 0.9094 . ℓ

Model Hubungan V-D

V =- D / 3

V = 0.9094 . D


ln Sff


Sff . ℓ - D/Dm


. ℓ




=6 . 40.336 - 24.971 . 8.006

√ 6 . 126.486 - ( 24.971 } { ( 6 . 12.890 - ( 8.006

=42.094613642.3334219

= 0.9943589

= 0.9887495616289

√({n . ΣXi2 - (ΣXi)2} {n . ΣYi2 - (ΣYi)2}

({ )2 )2


r2



Vm =

Vm = 0.9094 . 3 . ℓxp ( -3 / 3 )

Vm = 2.91008 . 0.36788Vm = 1.0705602Vm = 1.1 smp/jam


Vm =Vm = 0.9094 . ( 3 / ℓ )

Vm = 1.0705602

Vm = 1.1 smp/jam




Sff . (Dm / ℓ )

Sff / ℓ

Kesimpulan :Menentukan model yang terbaik :1. Model yang terbaik untuk hubungan S - D adalah Model Underwood dengan

Mobil : 0.98875Motor : 0.940933Becak : 0.976188

2. Model yang terbaik untuk hubungan V - D adalah Model Underwood dengan

Mobil : 0.98875Motor : 0.940933Becak : 0.976188

3. Tidak ada model yang terbaik untuk hubungan V - S, akan tetapi model Underwoodmemberikan bias / tingkat kesalahan yang lebih kecil

koefisien Determinasi r2 :

koefisien Determinasi r2 :

SOAL : andikaData pengamatan volume lalu lintas pada simpang jalan Jend. Sudirman - Binturu untuk interval 15 menitan



13.00 - 13.15 30 0 155 5 0 613.15 - 13.30 27 0 130 7 6 1413.30 - 13.45 37 0 121 11 1 013.45 - 14.00 41 0 140 7 1 014.00 - 14.15 27 0 135 7 0 014.15 - 14.30 30 0 120 5 0 014.30 - 14.45 22 1 100 7 1 014.45 - 15.00 15 0 150 4 0 115.00 - 15.15 35 1 141 7 0 215.15 - 15.30 26 1 114 4 6 115.30 - 15.45 32 0 120 19 0 015.45 - 16.00 46 0 178 11 0 016.00 - 16.15 33 0 162 12 1 116.15 - 16.30 29 2 142 7 2 316.30 - 16.45 28 0 120 7 0 116.45 - 17.00 30 0 140 12 7 1117.00 - 17.15 32 0 130 5 4 217.15 - 17.30 26 2 135 3 3 317.30 - 17.45 24 0 125 6 0 317.45 - 18.00 28 0 115 5 2 6

SOAL : esthiData pengamatan volume lalu lintas pada simpang jalan Merdeka - Anggrek untuk interval 15 menitan



13.00 - 13.15 16 0 96 6 4 413.15 - 13.30 11 0 122 14 4 2413.30 - 13.45 9 0 42 9 0 013.45 - 14.00 14 0 80 7 1 014.00 - 14.15 22 0 57 3 1 014.15 - 14.30 13 1 71 9 0 114.30 - 14.45 7 0 42 3 1 014.45 - 15.00 8 1 29 4 0 015.00 - 15.15 11 1 54 6 0 215.15 - 15.30 11 0 41 6 6 115.30 - 15.45 16 0 62 8 0 015.45 - 16.00 9 0 65 9 0 016.00 - 16.15 18 0 97 12 1 116.15 - 16.30 18 1 66 6 1 216.30 - 16.45 11 0 71 4 0 116.45 - 17.00 18 0 95 12 4 217.00 - 17.15 11 0 91 5 3 217.15 - 17.30 2 2 62 3 0 317.30 - 17.45 12 0 96 6 0 017.45 - 18.00 18 0 65 5 2 1

SOAL : niniData pengamatan volume lalu lintas pada simpang jalan Binturu - Jend. Sudirman untuk interval 15 menitan



13.00 - 13.15 35 0 165 7 1 213.15 - 13.30 29 0 145 2 0 013.30 - 13.45 34 0 123 2 1 013.45 - 14.00 51 0 153 2 0 014.00 - 14.15 29 0 150 3 0 014.15 - 14.30 39 0 145 4 1 014.30 - 14.45 31 0 111 3 0 314.45 - 15.00 28 1 157 0 2 415.00 - 15.15 42 0 151 6 0 015.15 - 15.30 29 0 124 1 0 115.30 - 15.45 46 0 124 2 1 015.45 - 16.00 62 0 197 7 0 316.00 - 16.15 44 0 173 5 0 016.15 - 16.30 26 1 139 1 4 016.30 - 16.45 25 1 123 2 0 516.45 - 17.00 30 0 140 2 0 117.00 - 17.15 32 0 137 1 0 017.15 - 17.30 28 1 145 0 0 017.30 - 17.45 25 0 140 0 0 017.45 - 18.00 29 1 135 1 0 1

SOAL : emilData pengamatan volume lalu lintas pada simpang jalan Anggrek - Merdeka untuk interval 15 menitan



13.00 - 13.15 5 0 33 2 0 613.15 - 13.30 3 0 30 3 0 013.30 - 13.45 2 0 26 1 0 013.45 - 14.00 8 1 39 2 0 014.00 - 14.15 4 0 22 2 0 014.15 - 14.30 7 0 22 0 0 014.30 - 14.45 3 0 16 1 0 014.45 - 15.00 3 1 19 1 2 015.00 - 15.15 4 0 23 1 0 015.15 - 15.30 5 0 30 4 0 015.30 - 15.45 4 0 27 3 0 015.45 - 16.00 2 0 30 6 0 016.00 - 16.15 15 0 32 6 0 016.15 - 16.30 3 0 20 1 1 016.30 - 16.45 3 0 18 2 0 016.45 - 17.00 4 0 23 3 0 017.00 - 17.15 2 0 31 2 0 017.15 - 17.30 7 0 26 0 0 017.30 - 17.45 5 0 33 2 0 017.45 - 18.00 4 0 22 3 0 0

TB Rekayasa Lalu Lintas 2010.xls

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