If the travel time delay on a signalized intersection approach is 10 sec/veh, the stopped time delay would be approximately: a. 3.8 sec/veh b. 5 sec/veh 13 sec/veh с. d. 7.7 sec/veh
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- 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.7. An approach at a pretimed signalized intersection is allocated 30 seconds of effective green in an 80-second signal cycle. The flow at the approach is 500 veh/h and the saturation flow of the approach is 2500 veh/h. Assuming D/D/1 queuing, calculate: 1) the time needed to clear the queue, 2) the average delay per vehicle, and 3) the maximum delay of any vehicle.Q9:- For the following intersection, it has been decided to use a traffic signal device. The intersection has the following data: Flow/ Direction Actual flow (veh/hr) North South 490 480 Saturation flow (veh/hr) 2100 2100 West East 400 450 2000 2000 Amber time 3 sec, without all-red time; starting delay=2.5 sec. Use a 4-phase signalized intersection; draw the timing diagram for each phase?
- If the all-red time required for pedestrian crossing at a two-phase signal is 12 s and the average normal flow for the two roads, A and B was given as 525 and 375, respectively and the saturation flow was given as 1650 and 1200 respectively. Find the green time in seconds required for road A.Traffic Volume and Capacity If saturation headway of given traffic is 2.5 sec and the cycle time on a particular intersection is 65 sec. With green time as 25 sec and corresponding yellow time as 3.5 sec. If the start-up loss-time is 2 sec and clearance time is 1 sec, then the actual capacity of the vehicle per lane in veh/hour isCompute the average approach delay per cycle, given the saturation flow rate of 2400 veh/h and is allocated 24 seconds of effective green in an 80-second signal cycle. Flow at the approach is 500 veh/h. Assume the traffic flow accounts for the peak 15-min period and that there is no initial queue at the start of the analysis period.
- Three-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.Vehicles arrive at an intersection approach at 550 veh/h at the beginning of an effective red and 15 vehicles are left in the queue from the previous cycle (end of the effective green). Due to peak hour congestion, the arrival rate increases 50 veh/h/min. Therefore after 1 minute, the arrival rate will be 600 veh/h, after 2 minutes it is 650 veh/h. The saturation flow rate of the approach is 1800 veh/h, the cycle length is 65 seconds, and the effective green time is 30 seconds. Determine the total vehicle delay until complete queue clearance. (Assume D/D/1 queuing).An approach to a pretimed signal has 25 seconds of effective green. The approach volume is 500 veh/h and the saturation flow rate is 1400 veh/h. If the average vehicle delay is 20 seconds assuming D/D/1 queuing, determine the cycle length (in seconds)_____.
- (b) An approach to a pretimed signal has 25 seconds of effective green in a 60-second cycle. The approach volume is 500 vph and the saturation flow rate is 1400 vph. Calculate the average vehicle delay assuming D/D/1 queuing.An intersection approach has a saturation flow rate of 1500 veh/h, and vehicles arrive at the approach at the rate of 800 veh/h. The approach is controlled by a pretimed signal with a cycle length of 60 seconds and D/D/1 queuing holds. Local standards dictate that signals should be set such that all approach queues dissipate 10 seconds before the end of the effective green portion of the cycle. Assuming that approach capacity exceeds arrivals, determine the maximum length of effective red that will satisfy the local standards.A pretimed four-phase signal has critical lane group flow rates for the first three phases of 200, 187, and 210 veh/h (saturation flow rates are 1800 veh/h/In for all phases). The lost time is known to be 4 seconds for each phase. Assuming X₁ = 0.9. If the cycle length is 60 seconds, what is the estimated effective green time of the fourth phase? 6.93 sec O 21.89 sec Ⓒ 7.78 sec Q 7.41 sec