A signalized intersection has four approaches. The flow rate of each approach is 1090 veh/h for NB, 2040 veh/h for SB, 870 veh/h for EB and 1540 veh/h for WB. Each approach's control delay is calculated as 33 sec/veh for NB, 57 sec/veh for SB, 28 sec/veh for EB and 49 sec/veh for WB. What is the control delay of the intersection?
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A signalized intersection has four approaches. The flow rate of each approach is 1090 veh/h for NB, 2040 veh/h for SB, 870 veh/h for EB and 1540 veh/h for WB. Each approach's control delay is calculated as 33 sec/veh for NB, 57 sec/veh for SB, 28 sec/veh for EB and 49 sec/veh for WB. What is the control delay of the intersection?
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- A signalized intersection has two lane groups. The two WBT lanes (lane group #1) have a total volume of 863 pc/h and an average control delay of 24.5 seconds. The one WBL lane (lane group #2) has a volume of 203 pc/h and an average control delay of 36.5 seconds. What is the approach's LOS? Group of answer choices LOS A LOS D LOS C LOS BAn 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 0.829An 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 sec
- An 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 3Problem 18-10 in Roess, Prassas, McShane, 5 th ed.An intersection approach has a demand volume of 500 veh/h, a saturation flow rate of 1,450veh/hg, a cycle length of 80 s, and 50 s of effective green time. What average delay per vehicle isexpected under these conditions?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 3 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 Using v/c equalization ratio, calculate the effective green time for phase 1 O 15.954 sec O 12.105 sec O 14.127 sec O 13.190 sec
- Determine 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.A new freeway ramp meter will be installed on the Medina onramp to westbound SR 520. There is 70 ft from the ramp meter stop line back to the nearest intersection, and each stopped vehicle takes up an average of 20 ft. The desired meter rate is one vehicle every 10 seconds, while the arrival rate averages one vehicle arrival every 11 seconds. What is the average queue length? 55ft O 4.5 ft 100ft 90ftAn approach to a pre-timed signal has 40 sec of effective green in a 75-second cycle.The approach volume is 700 veh/h and the saturation flow rate is 1600 veh/h.Calculate the time to queue clearance after the start of the effective green, themaximum number of vehicles in the queue, the total vehicle delay per cycle andthe average delay per vehicle assuming D/D/1 queuing.
- 3. An intersection approach has two lane groups: left-turn lane group, and through/right-turn lane group. The control delay is 37 seconds/vehicle for the left-turn lane group, and 27 seconds/vehicle for the through/right-turn lane group. The analysis flow rate is 97 vehicles/hour for the left-turn lane group, and 450 vehicles/hour for the through/right-turn lane group. Calculate the approach control delay and write the corresponding level of service (LOS) for the approach in the box below.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/hThe total cycle time of an intersection is 60 seconds, the green time for the phase is 27 seconds and the corresponding yellow time is 4 seconds. If the saturation headway is 2.4 seconds/ vehicle, the startup lost time is 2 seconds/phase and the clearance lost time is 1 second/phase then the capacity of the movement is (a) 1500 veh/hr/lane (c) 500 veh/hr/lane (b) 700 veh/hr/lane (d) 300 veh/hr/lane