Traffic Signal Timing Analysis: Intersection Optimization, Exercises of Spanish

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◙ CBD Other Ancho de carril EB 3.3 (^) 4.5 4. WB 3. NB 4.5 grade= 0% SB 4. grade= 0% 3.3 100 20 3. 3.3 100 20 3. grade= 0% grade= 0% 4.5 4. LT TH RT¹ LT TH RT¹ LT TH RT¹ LT TH RT¹ 65 620 35 30 700 20 30 370 20 40 510 50 5 5 5 5 5 5 8 8 8 8 8 8 0.900 0.900 0.900 0. P P P P 4 2 3 3 Ø 1 Ø 2 G = 26.00 G = 36. Y = 4.00 Y = 4.

Volume and Timing Input

EB

Cycle legth (s) =

G = 0.

Timing (^) Y = 0.00 Y = 0.00 Y = 0.00 Y = 0.00 Y = 0.00 Y = 0.

G = 0.00 G = 0.00 G = 0.00 G = 0.00 G = 0.

Signal Phasing Plan D I A G R A M

Ø 3 Ø 4 Ø 5 Ø 6 Ø 7 Ø 8

Crosswalk length L (m) 9.00^ 9.00^ 13.20^ 13. Min. timing for pedestrians,3 Gp (s) 11.2 11.2 14.7 14. Bus stopping. NB (buses/h) 0 0 0 0 Number of pedestrians crossing, Nped (p) 2 2 2 2 Parking (Y or N) N N N N Parking maneuvers, Nm (maneuvers/h) 0 0 0 0

Approach bicycle volume. Vbic (bicycles/h) 20 20 20 20 Extension of effective green tlme, e (s) Arrival ripe, AT Approach pedestrian volume,2 Vped (p/h) 100 100 100

SB

Volume. V (veh/h) % heavy vehicle, % HV Peak- hour factor. PHF Pretimed (P) or actuated (A) Start-up lost time, I 1 (s) 100 NB

INPUT EB^ WB^ NB

Analysis Time Period Andysis Yea Intersection Geometry SB 20 20 WB 100 Analyst Intersection Agency or Company Area Type Date Performed Jurisdiction

INPUT WORKSHEET

General Information Site Information 𝑁௣௘ௗ = 𝑉௣௘ௗ 3600 ∗^ 𝐶 𝐺௉ = 3.2 + (^) 𝑆𝐿௉ + 0.81 𝑁 𝑊௣௘ௗா 𝑃𝑎𝑟𝑎 𝑊ா > 3.0𝑚 𝐺௉ = 3.2 + (^) ௌ௅ು + 0.27𝑁௣௘ௗ 𝑃𝑎𝑟𝑎 𝑊ா ≤ 3.0𝑚

EB WB NB SB Cycle length, C (s) 70 70 Total actual green time for LT lane group, G (s) 26 26 Effective permitted green time for LT lane group, g (s) 26 26 Opposing effective green time, go (s) 26 26 Number of lanes in LT lane group, N 2 2 Number of lanes in opposing approach, No 2 2 Adjusted LT flow rate, VLT (veh/h) 72 33 Proportion of LT volume in LT lane group, PLT 0.090 0. Adjusted flow rate in lane group, V (Veh/h) 800 833 Adjusted flow rate for opposing approach, Vo (veh/h) 833 800 Lost time for LT lane group, tL 4 4 LT volume per cycle, LTC 1.400 0. Lane utilization adjustment factor, fLU 0.950 0. Opposing lane utilization factor, fLUo 0.950 0. Opposing flow per lane, per cycle Volc (veh/C/ln) 8.525 8. Tiempo hasta la llegada del primer vehículo que gira a la izquierda. gf 4.461 9. Platoon ratio, Rp (Tabla 16-11) 1.333 0. Opposing platoon ratio, Rpo 0.667^ 1. Opposing queue ratio, qro 0.752 0. 11.312 8. gu = g – gq if gq ≥ gf, or gu = g – gf if gq < gf 14.688 16. Effective Opposing Flow, Voe 877.000 842. EL1 se interpola para poder sacar este valor 3.3 3. 0.268 0. fmin = 2(1 + PL)/g 0.098 0. 0.521 0. Para giros a la derecha permitidos en varios carriles fLT=fm 0.716 0. Computation

HOJA DE TRABAJO ADICIONAL PARA LOS GIROS A LA IZQUIERDA PERMITIDOS OPUESTOS POR EL ENFOQUE DE VARIOS

CARRILES

Input LTC = 𝑉௅் 𝐶 3600 𝑉௢௟௖ = 𝑉௢𝐶 3600 𝑁௢𝑓௅௎௢ 𝑔𝑓 = 𝐺𝑒 ଴ି^.^ ଶ௅்஼଼଼^ బ.ళభళ − 𝑡௅ SI 𝑔௙ ≤ 𝑔 Para Carriles exclusivos para giros a la izquierda 𝑔𝑓 = 0 𝑞𝑟௢ = max 1 − 𝑅௣௢ 𝑔௢ 𝐶 , 0

0.5 − 𝑉𝑜𝑙𝑐^ 1 − 𝑞𝑟 𝑔^0

𝑜

𝑔𝑜^ ≤ 0.

EB WB NB SB

Cycle length, C (s) 70 70

Total actual green time for LT lane group, G (s) 36 36

Effective permitted green time for LT lane group, g (s) 36 36

Opposing effective green time, go (s) 36 36

Number of lanes in LT lane group, N 1 1

Adjusted LT flow rate, VLT (veh/h) 33 44

Proportion of LT volume in LT lane group, PLT 0.071 0.

Proportion of LT volume in opposing flow, PLTo 0.067^ 0.

Adjusted flow rate in lane group, V (Veh/h) 466 667

Adjusted flow rate for opposing approach, Vo (veh/h) 667 466

Lost time for LT lane group, tL 4

LT volume per cycle, LTC

Opposing flow per lane, per cycle Volc (veh/C/ln)

Lane utilization adjustment factor, fLU 1.000 1.

Opposing lane utilization factor, fLUo 1.000 1.

Tiempo hasta la llegada del primer vehículo que gira a la izquierda. gf

Platoon ratio, Rp

(Tabla 16-11)

Opposing platoon ratio, Rpo 1.000^ 1.

Opposing queue ratio, qro

gu = g – gq if gq ≥ gf, or

gu = g – gf if gq < gf

n=max[(gq-gf)/2,0] 0.000 0.

PTHo = 1 – PLTo 0.933 0.

Effective Opposing Flow, Voe 667 466

EL1 se interpola para poder sacar este valor 2.7^ 2.

EL2 = max[(1 – PTHon)/PLTo, 1.0] 1.0 1.

fmin = 2(1 + PLT)/g 0.060 0.

HOJA DE TRABAJO ADICIONAL PARA LOS GIROS A LA DERECHA PERMITIDOS

OPUESTOS POR EL ENFOQUE DE UN SOLO CARRIL

Input

Computation

LTC =

𝑔𝑓 = 𝐺𝑒ି ଴^ .଼^ ଺଴௅்஼^

బ.లమవ

− 𝑡௅ SI 𝑔௙ ≤ 𝑔

Para Carriles exclusivos para giros a la izquierda 𝑔𝑓 = 0

𝑞𝑟௢ = max 1 − 𝑅௣௢

𝑔௤ = 4.943𝑉௢௟௖଴.଻଺ଶ𝑞𝑟଴ଵ.଴଺ଵ^ − 𝑡௅ 𝑔௤ ≤ 𝑔

EB WB NB SB

Phase number 1 1 2 2

Phase type P P P P

Lane group

Adjusted flow rate, V (veh/h) 800 833 466 667

Saturation flow rate, S (veh/h) 2101 2665 1613 1625

Lost time , tL (s) 4 4 4

Effective green time, g (s) 26 26 36

Green ratio, g/C 0.371 0.371 0.514 0.

Lane group capacity, c (veh/h)

v/c ratio, X 1.026 0.842 0.562 0.

Flow ratio, v/s 0.381 0.313 0.289 0.

Critical lane group/phase (√) √ √

Sum of flow ratios for critical lane groups, Yc

Yc = ∑ (critical lane groups, v/s)

Total lost time per cycle, L (s)

Critical flow rate to capacity ratio, Xc

EB WB NB SB

Lane group

Adjusted flow rate, V (veh/h) 800 833 466 667

Lane group capacity, c (veh/h) 780 989 829 835

v/c ratio, X 1.026 0.842 0.562 0.

Green ratio, g/C 0.371^ 0.371^ 0.514^ 0.

Uniform delay, d 1 (s/veh)

Incremental delay calibration, k 0.5 0.5 0.5 0.

Incremental delay, d 2 (s/veh)

Initial queue delay, d 3 (s/veh) (Appendix F) 0 0 0 0

Uniform delay, d 1 (s/veh) (Appendix F)

Arrival ripe, AT 4 2 3 3

Progression adjustment factor, PF (tabla 16-12) 0.921 1.115 1.000 1.

Delay, d (s/veh)

LOS by lane group (Exhibit 16-2) E C B C

Delay by approach, dA (s/veh)

LOS by approach (Exhibit 16-2) E C B C

Approach flow rate, VA (veh/h) 800 833 466 667

Intersection delay, dI (s/veh)

Intersection LOS (Exhibit 16-2)

C

Permitted Left Turns

Permitted Left Turns

c = 𝑆

g= 𝐺 + 𝑌 − 𝑡௅

ଶ

1 − min(1, 𝑋) 𝑔 𝐶