Principles of Highway Engineering and Traffic Analysi (NEW!!)
6th Edition
ISBN: 9781119305026
Author: Fred L. Mannering, Scott S. Washburn
Publisher: WILEY
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Question
Chapter 7, Problem 6P
To determine
The minimum cycle length and the timing stage effective green times.
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A simple four legs intersection needs a fixed time signal and the traffic flow condition is shown as below. Determine (a) the critical flow in N-S and E-W directions. (b) Find out the saturation flow if saturation headway is 1.5s. (c) Determine the cycle length and distribution of green time (suppose the lost time per phase is 4.2 seconds)
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.
(1) Calculate the sum of the flow ratios for the critical lane groups.
(2) calculate the minimum cycle length and the effective green time for each phase (balancing v/c for the critical lane groups). Assume the lost time is 4 seconds per phase and a critical intersection v/c of 0.90 is desired.
In order to determine the DHV from a traffic count worksheet, the first step is to:
Group of answer choices
Calculate the PHF of each approach
Determine which hour has the highest total intersection volume in veh/hr
Convert all of the turning counts from veh/15-min to veh/hr
Calculate the PHF of the intersection
Chapter 7 Solutions
Principles of Highway Engineering and Traffic Analysi (NEW!!)
Ch. 7 - Prob. 1PCh. 7 - Prob. 2PCh. 7 - Prob. 3PCh. 7 - Prob. 4PCh. 7 - Prob. 5PCh. 7 - Prob. 6PCh. 7 - Prob. 7PCh. 7 - Prob. 8PCh. 7 - Prob. 9PCh. 7 - Prob. 10P
Ch. 7 - Prob. 11PCh. 7 - Prob. 12PCh. 7 - Prob. 13PCh. 7 - Prob. 14PCh. 7 - Prob. 15PCh. 7 - Prob. 16PCh. 7 - Prob. 17PCh. 7 - Prob. 18PCh. 7 - Prob. 19PCh. 7 - Prob. 20PCh. 7 - Prob. 21PCh. 7 - Prob. 22PCh. 7 - Prob. 23PCh. 7 - Prob. 24PCh. 7 - Prob. 25PCh. 7 - Prob. 26PCh. 7 - Prob. 27PCh. 7 - Prob. 28PCh. 7 - Prob. 29PCh. 7 - Prob. 30PCh. 7 - Prob. 31PCh. 7 - Prob. 32PCh. 7 - Prob. 33PCh. 7 - Prob. 34PCh. 7 - Prob. 35PCh. 7 - Prob. 36PCh. 7 - Prob. 37PCh. 7 - Prob. 38PCh. 7 - Prob. 39PCh. 7 - Prob. 40PCh. 7 - Prob. 41PCh. 7 - Prob. 42PCh. 7 - Prob. 43PCh. 7 - Prob. 44PCh. 7 - Prob. 45PCh. 7 - Prob. 46PCh. 7 - Prob. 47PCh. 7 - Prob. 48PCh. 7 - Prob. 49PCh. 7 - Prob. 50PCh. 7 - Prob. 51PCh. 7 - Prob. 52PCh. 7 - Prob. 53PCh. 7 - Prob. 54PCh. 7 - Prob. 55PCh. 7 - Prob. 56PCh. 7 - Prob. 57PCh. 7 - Prob. 58PCh. 7 - Prob. 59PCh. 7 - Prob. 60PCh. 7 - Prob. 61PCh. 7 - Prob. 62P
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- The equivalent hourly flow rate for an approach with 125 vehicles in the peak 15 minutes and PHF = 0.92 would be:arrow_forwardVehicles 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).arrow_forwardA simple four-legged intersection needs a fixed-time signal. The critical lane flows in the N-S and E-W directions are 950 and 600 veh/hr/ln, respectively. Saturation flow is 1,950 veh/hr/ln and the lost time per phase is 6 seconds. Assume yellow interval is 3 seconds and all red interval is 2 seconds. Determine the cycle length and the distribution of green using Webster’s method.arrow_forward
- For a given one-lane approach of a signalized intersection, the base free flow speed is 40 mph, flow rate is 450 vphpl, saturation flow rate is 1,800 vphgpl, cycle length and red interval are 90 seconds and 30 seconds. Compute the following: The total time duration from the first vehicle in queue to the last queued vehicle being discharged per cycle The longest queue length and total number of vehicles in queue per cycle; Total vehicle-hours of delay and average delay per vehicle per cycle.arrow_forwardTraffic arrives at an approach of a signalized intersection at a flow rate of 360 veh/h. The approach receives 30 seconds effective green time in a 60 second cycle. The departure rate during effective green is 900 veh/h. Assume D/D/1 queuing at this approach, analyze traffic operation at this approach and provide statistics to quantify traffic operationarrow_forwardCompute 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.arrow_forward
- A signalized intersection operates in two phases. The Lost time is 3 seconds per phase. The maximum ratios of approach flow to saturation flow for the two phases are 0.37 and 0.40. The optimum cycle length using Webster's method (in seconds, round off to one decimal place) isarrow_forwardThe traffic volume at the north-south approach of an arterial road intersection is 720 veh/h and 25% of the traffic take right turns. A right-turn-only lane at the signalised intersection of this approach can store a maximum of six vehicles. The cycle time of the traffic light is 90 seconds, the green time allocated for right turns can accommodate a maximum of six vehicles. Determine - the volume (veh/hr) of vehicles taking right turns - the average number of vehicles taking right turns in 90 seconds - the probability of no vehicles staying on the right-turn-only lane during an allocated green time - the probability that there will be a backup of vehicles waiting to turn right thus blocking the lane; and - show the situation of the north-south approach using an appropriate sketcharrow_forwardAn 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.arrow_forward
- An approach to a pretimed signal has 32 seconds of effective green, a saturation flow rate of 1800 veh/h, and a volume-to-capacity ratio less than 1. If the cycle length is 115 seconds and the overall delay formula (Eq. 7.27) estimates an average delay that is 38 seconds greater than that estimated by using just the uniform delay formula, determine the vehicle arrival rate in veh/h. (Assume the signal is isolated and d_3 = 0.arrow_forwardThe minimum cycle length for an intersection is determined to be 95 seconds. The critical lane group flow ratios were calculated as 0.235, 0.250, 0.170, and 0.125 for phases 1–4, respectively. What Xc was used in the determination of this cycle length, assuming a lost time of 5 seconds per phase?arrow_forwardAn 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.arrow_forward
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