Traffic and Highway Engineering
5th Edition
ISBN: 9781305156241
Author: Garber, Nicholas J.
Publisher: Cengage Learning
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Chapter 8, Problem 14P
To determine
For a signal phase determine the yellow interval by the given conditions.
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An intersection has a three-phase signal with the movements allowed in each phase and corresponding analysis
and saturation flow rates shown in the table below. Assume the lost time is 4 seconds per phase and a critical
intersection v/c of 0.90 is desired.
O 12.105 sec
O 15.954 sec
O 13.190 sec
Phase
O 14.127 sec
Allowed movements
Analysis flow rate
Saturation flow rate
1
NB L, SB L
330, 365 veh/h
1700, 1750 veh/h
Using v/c equalization ratio, calculate the effective green time for phase 1
2
NB T/R, SB T/R
1125, 1075 veh/h
3400, 3300 veh/h
EBL, WBL
110, 80 veh/h
650, 600 veh/h
3
EB T/R, WB T/R
250, 285 veh/h
1750, 1800 veh/h
An intersection has a three-phase signal with the movements allowed in each phase and corresponding analysis
and saturation flow rates shown in the table below. Assume the lost time is 4 seconds per phase and a critical
intersection v/c of 0.90 is desired.
O 15.552 sec
O 11.462 sec
O 14.825 sec
Phase
O 16.065 sec
Allowed movements
Analysis flow rate
Saturation flow rate
Using v/c equalization ratio, calculate the effective green time for phase 3
1
NB L, SB L
330, 365 veh/h
1700, 1750 veh/h
2
NB T/R, SB T/R
1125, 1075 veh/h
3400, 3300 veh/h
EB L, WB L
110, 80 veh/h
650, 600 veh/h
3
EB T/R, WB T/R
250, 285 veh/h
1750, 1800 veh/h
An intersection has a three-phase signal with the movements allowed in each phase and corresponding analysis
and saturation flow rates shown in the table below. Assume the lost time is 4 seconds per phase and a critical
intersection v/c of 0.90 is desired.
O 20.464 sec
O 22.411 sec
O 24.460 sec
Phase
O 21.035 sec
Allowed movements
Analysis flow rate
Saturation flow rate
Using v/c equalization ratio, calculate the effective green time for phase 2
NB L, SB L
330, 365 veh/h
1700, 1750 veh/h
2
NB T/R, SB T/R
1125, 1075 veh/h
3400, 3300 veh/h
EB L, WBL
110, 80 veh/h
650, 600 veh/h
3
EB T/R, WB T/R
250, 285 veh/h
1750, 1800 veh/h
Chapter 8 Solutions
Traffic and Highway Engineering
Ch. 8 - Prob. 1PCh. 8 - Prob. 2PCh. 8 - Prob. 3PCh. 8 - Prob. 4PCh. 8 - Prob. 5PCh. 8 - Prob. 6PCh. 8 - Prob. 7PCh. 8 - Prob. 8PCh. 8 - Prob. 9PCh. 8 - Prob. 10P
Ch. 8 - Prob. 11PCh. 8 - Prob. 12PCh. 8 - Prob. 13PCh. 8 - Prob. 14PCh. 8 - Prob. 15PCh. 8 - Prob. 16PCh. 8 - Prob. 17PCh. 8 - Prob. 18PCh. 8 - Prob. 19PCh. 8 - Prob. 20PCh. 8 - Prob. 21PCh. 8 - Prob. 22PCh. 8 - Prob. 23PCh. 8 - Prob. 24PCh. 8 - Prob. 25PCh. 8 - Prob. 26PCh. 8 - Prob. 27PCh. 8 - Prob. 28P
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- An intersection has a three-phase signal with the movements allowed in each phase and corresponding analysis and saturation flow rates shown in the table below. Assume the lost time is 4 seconds per phase and a critical intersection v/c of 0.90 is desired. Phase Allowed movements NB L, SB L NB T/R, SB T/R EB L, WB L EB T/R, WB T/R Analysis flow rate 330, 365 veh/h 1125, 1075 veh/h 110, 80 veh/h 250, 285 veh/h Saturation flow rate 1700, 1750 veh/h 3400, 3300 veh/h 650, 600 veh/h 1750, 1800 veh/h Calculate the sum of the flow ratios for the critical lane groups. O 0.709 O 0.857 O 0.787 O 0.829arrow_forwardDetermine whether a T intersection (one leg on the minor approach) with the hourly volume data satisfy MUTCD Warrant 3 (peak-hr vehicular volume) for signalization. All approaches have one lane entering the intersection. For the warrant that is met, explain how the warrant is met (rules applied, hours in which the volume criteria were met, etc.) and refer to necessary graphs and tables. The major street speed limit is 60 km/h, and the minor street speed limit is 40 km/h.arrow_forwardAn intersection has a three-phase signal with the movements allowed in each phase and corresponding analysis and saturation flow rates shown in the table below. Assume the lost time is 4 seconds per phase and a critical intersection v/c of 0.90 is desired. Phase 3 Allowed movements NB L, SB L NB T/R, SB T/R EB L, WB L EB TR, WB TR Analysis flow rate 330, 365 veh/h 1125, 1075 veh/h 110, 80 veh/h 250, 285 veh/h Saturation flow rate 1700, 1750 veh/h 3400, 3300 vehh 650, 600 veh/h 1750, 1 800 veh/h Using v/c equalization ratio, calculate the effective green time for phase 3 14.825 sec 15.552 sec O 11.462 sec O 16.065 secarrow_forward
- A traffic signal control is being designed for a four-leg intersection on a divided highway with the characteristics shown in the table below. Assuming the average vehicle length L is 6m, Determine an appropriate length of the yellow interval for each approach and how you will provide it. Use the AASHTO recommended deceleration rate and perception-reaction time. N-S Approaches E-W Approaches Median width, (m) 6. 3 No. of 3.5 lanes 3 on each approach Design speed, km/h 60 Grade -3.5 2. 80arrow_forwardAn intersection has a three-phase signal with the movements allowed in each phase and corresponding analysis and saturation flow rates shown in the table below. Assume the lost time is 4 seconds per phase and a critical intersection v/c of 0.90 is desired. Phase 3 Allowed movements NB L, SB L NB T/R, SB T/R EB L, WB L ЕВ TR, WB TR Analy sis flow rate 330, 365 veh/h 1125, 1075 veh/h 110, 80 veb/h 250, 285 veh/h Saturation flow rate 1700, 1750 veh/h 3400, 3300 veh/h 650, 600 veh/h 1750, 1800 veh/h Calculate the sum of the flow ratios for the critical lane groups. 0.787 O 0.857 O 0.709 O 0,829arrow_forwardAn intersection has a three-phase signal with the movement allowed in each phase and corresponding analysis and saturation flow rates shown in the table below. Assume the lost time is 4 seconds per phase and a critical intersection v/c of 0.90 is desired Phase 1 2 3 Allowed Movement NB L, SB L NB T/R, SB T/R EB L, WB L EB /T/R, WB T/R Analysis Flow Rate 330, 365 veh/h 1125, 1075 veh/h 110, 80 veh/h 250, 285 veh/h Saturation Flow Rate 1700, 1750 veh/h 3400, 300 veh/h 650, 600 veh/h 1750, 1800 veh/h Calculate the Following: 1.)Sum of flow ratios for critical lane groups 2.)minimum cycle length 3.)using v/c equation ratio, calculate the effective green time for phase 1 4.)using v/c equation ratio, calculate the effective green time for phase 2 5.)using v/c equation ratio, calculate the effective green time for phase 3arrow_forward
- An intersection has a three-phase signal with the movements allowed in each phase and corresponding analysis and saturation flow rates shown in the table below. Assume the lost time is 4 seconds per phase and a critical intersection v/c of 0.90 is desired. Phase 2 3 Allowed movements NB L, SB L NB T/R, SB T/R EB L, WBL EB T/R, WB T/R Analysis flow rate 330, 365 veh/h 1125, 1075 veh/h 110, 80 veh/h 250, 285 veh/h Saturation flow rate 1700, 1750 veh/h 3400, 3300 veh/h 650, 600 veh/h 1750, 1800 veh/h Calculate minimum cycle length O 255 sec O 155 sec O 100 sec O 60 secarrow_forwardQ2- The table below lists the needed data for designing a traffic signal for a 3-leg signalized intersection. Determine the following using Webster's method; assume Qs is 2000 vphpl. 1- Compute the actual green and actual red intervals. 2- Draw the cycle timing diagram. Qa (vph) Amber All-red ts (sec) Lane 1 Lane 2 (sec) (sec) Phase I 399 710 4 Phase II 520 366 3 Phase III 144 210 3 122 322arrow_forwardAn intersection has a four-phase signal with the movements allowed in each phase and corresponding analysis and saturation flow rates shown in the table below. Phase 1 3 4 Allowed movements EB L, WB L EB T/R, WB T/R SB L, SB T/R NB L, NB T/R Analysis flow rate 245, 230 veh/h 975, 1030 veh/h 255, 235 veh/h 225, 215 veh/h Saturation flow rate 1750, 1725 vehh 3350, 3400 veh/h 1725, 1750 veh/h 1700, 1750 veh/h Calculate the optimum cycle length (Assume 4 seconds lost time per phase) O 116.466 sec O 104.693 sec 97.315 sec O 101.399 secarrow_forward
- An intersection has a three-phase signal shown in the graph below. if he intersection deceleration rate for vehicles is 3.05 m/sec, length of vehicle is 6.0 m, the driver perception/reaction time is 1.0 seconds, and the Speed Limits are 75 km/hr for N-S approach & 55 km/hr for E-W approach; Calculate the All Red (AR) time for E-W approach (to the nearest 0.5 second) 183 m 16.8 m Select one O 1.5 seconds O 2.0 seconds O 1.0 seconds O3.0 seconds 2.5 secondsarrow_forward19-5. Develop a signal timing for the intersection shown below. 30 ft N PHF = 0.92 Level terrain Target v/c ratio = 0.95 Moderate pedestrian activity Average approach speeds: 30 mi/h N-S 40 mi/h E-W 85 ft Crosswalk widths = 10 ft Crosswalk setback = 2.0 ft Vehicle deceleration (a) = 10.0 ft/s? Driver reaction time (t) = 1.0 s Pedestrian walking speed 3.5 s Length of typical vehicle = 18 ft l = e = 2.0 s Demand Volumes for Problem 16-4 O (veh/h) Аpproach Left Through Right ЕВ 200 800 120 WB 160 1,050 100 NB 10 420 10 SB 12 400 8arrow_forwardThree-phase a pretimed signalized system for T- intersection, the total lost time per phase is 15 sec. Given that PHF for intersection is 0.91. The table below shows information for all movements included in each phase. (Assume the intersection is isolated, and the traffic flow accounts for the peak 15-min period, and there is no initial queue at the start of the analysis period.) 1 Phase Direction Lane group Number of Lanes Volume (veh/h) 2 Northbound Southbound Northbound LT TH & RT ΤΗ I I 250 1800 390 1800 1 270 1600 2- Determine the average vehicle delay for each traffic lane. 3- Evaluate the level of service (LOS) for each traffic lane. 3 Westbound LT 1 250 2500 Saturation flow (veh/lane/hr) 1- Using the Webster method, determine the optimum cycle length and the effective green time for each phase.arrow_forward
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