Consider the tabulated design intersection data and based on Webster method, then the number of queued (stopped) vehicles during the red interval for Phase Sis about vehicles. Assuming that Qs is 2200 vphpl. Qa (vph) Yellow All-red ts (sec) Lane 1 Lane 2 Lane 3 (sec) (sec) Phase N 500 600 450 3 Phase S 650 550 500 2 2 Phase EW 300 250 275 2. O a. 12 O b. 15 Oc 22 Od. 18

Consider the tabulated design intersection data and based on Webster method, then the number of queued (stopped) vehicles during the red interval for Phase Sis about vehicles. Assuming that Qs is 2200 vphpl. Qa (vph) Yellow All-red ts (sec) Lane 1 Lane 2 Lane 3 (sec) (sec) Phase N 500 600 450 3 Phase S 650 550 500 2 2 Phase EW 300 250 275 2. O a. 12 O b. 15 Oc 22 Od. 18

Traffic and Highway Engineering

5th Edition

ISBN:9781305156241

Author:Garber, Nicholas J.

Publisher:Garber, Nicholas J.

Chapter8: Intersection Control

Section: Chapter Questions

Problem 26P

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Consider the tabulated intersection design data below, then the number of vehicles stopped during the red interval for Phase EW is about .............. vehicles. Assume that Qs is 2000 vphpl and use Webster's method procedure. All-red ts (sec) (sec) Qa (vph) Yellow Lane 1 Lane 2 (sec) Phase N 500 600 2 3 Phase S 650 550 2 2 2 Phase EW 300 250 2 1 2 а. 13 b. C. 10 d. 6. Clear my choice
5. Design signal for the intersection shown in Figure 1. Assume no pedestrian activity. Assume amber time as 3s and all-red time as 1s for each phase. 750 820 850 765 335 ➖➖➖➖➖➖➖➖ '250 Lane width = 3m Sat. flow rate: ΤΗ -1,800 pcuphgpl TH, RT-1,650 pcuphgpl TH, LT-1,700 pcuphgpl IL tr Phase A Phase B
Consider the tabulated intersection design data below, then the number of vehicles stopped during the red interval for Phase EW is vehicles. Assume that Qs is 2000 about .............. vphpl and use Webster's method procedure. Qa (vph) Yellow All-red ts (sec) Lane 1 Lane 2 (sec) (sec) Phase N 500 600 2 2 3 Phase S 650 550 2 Phase EW 300 250 2 1 2 а. 13 b. 10 6. d. 8. C.
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 90ft
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 3
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 0.829
An 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.
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 sec
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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 1 2 3 Allowed movements NB L, SB L NB T/R, SB T/R EB L, WB L EB T/R, 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 veh/h 650, 600 veh/h 1750, 1800 vehh Calculate minimum cycle length O 255 sec O 60 sec O 155 sec O 100 sec
Please calculate the level of service and delay for the westbound left lane group, the westbound approach, and the whole intersection. I provided LOS chart for reference.