PRIN.OF HIGHWAY ENGINEERING&TRAFFIC ANA.
7th Edition
ISBN: 9781119610526
Author: Mannering
Publisher: WILEY
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Chapter 7, Problem 59P
To determine
The average approach delay.
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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 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
c. 13 sec/veh
d. 7.7 sec/veh
Chapter 7 Solutions
PRIN.OF HIGHWAY ENGINEERING&TRAFFIC ANA.
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
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- 5. Green terminates at a signalized intersection with 6 vehicles queued for service. The arrival rate for the approach is 1 veh/sec. The departure rate is 2 veh/sec. The cycle length is 100s, 50s of which are effective green. Answer the following: a. What is the total delay (in veh-sec) experienced by all vehicles in this system during the next cycle? (arrow_forward8. (15 points) Calculate the "clearance period," the "yellow time," and the "all-red period" for a signalized intersection. Assume that the initial vehicle speed, intersection length, and vehicle length are 45 mi/h, 44 ft, and 22 ft, respectively. Also, deceleration rate is 10 ft/s and driver reaction time is 1 second.arrow_forwardPROBLEM 1. Consider a signalized intersection approach in which the arrival rates are different during the effective green and red times during a given phase. During the effective green, there is only one lane group with an arrival rate of 2,400 vehicles per hour and 2700 vehicles per hour during the rest of the cycle (during the effective red). The cycle length is of 90 seconds, the effective green is 30 seconds and the saturation rate is 8,000 veh/h. Questions: a) Estimate the average uniform delay for this approach b) Consider that this approach has an upgrade of 4%. The total width of the cross street at this intersection is 60 feet. The average vehicle length of approaching traffic is 16 feet. The speed of approaching traffic is 40 mi/h. Determine the sum of the minimum necessary change and clearance intervals.arrow_forward
- 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)_____.arrow_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_forwardA 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 secarrow_forward
- 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.arrow_forwardTraffic demand shown in the figure below uniformly arrives at an intersection. Determine the optimal cycle length and split for the 2- phase signal control. The saturation flow rate of each approach is 2000 [veh/hr of effec-tive green] during the first 40 [sec] after the start of green, but it drops to 1900 [veh/hr of effective green] thereafter. Also, the lost time is assumed to be 5 [sec/phase]. 1000[veh/h] 300[veh/h] 500[veh/h] 1300[veh/h]arrow_forwardAn 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_forward
- 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.arrow_forwardProblem 3. D/D/1 queuing. Suppose only through traffic is allowed on an intersection approach, and traffic arrive at a constant rate of 400 veh/h. Their Effective green time is set to 15 seconds. Cycle length is 60 seconds. Estimate the average delay for that approach. Use a saturation flow rate of 1750 veh/h.arrow_forwardPlease estimate the minimum cycle length and the green intervals for the following signalized intersection (Figure 7). Please note that the minimum cycle length will be influenced by the design of the phasing diagram. The arrival flow, in pcu/h, for each direction, is illustrated in Figure 7. Please assume any missing values. Lost time following each phase = 2 sec, Amber = 3 sec, Red all = 1 sec, saturation flow 1400 pcu/h. 196, 367, 170 JIL! 400, 140, 215 716 120, 417, 232 400, 433, 184 Figure 7. Intersection Layout and Traffic Flow Dataarrow_forward
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