ed to distribute the brochure is 10 seconds, the distribution time varies depending on whether park patrons have questions relating to park operating policies, assuming M/M/1 queuing. a.) Compute the average length of queue (express in veh), b.) Average waiting time in the queue (express in min/veh), c.) and average time spent in the system(express in min/veh)

ed to distribute the brochure is 10 seconds, the distribution time varies depending on whether park patrons have questions relating to park operating policies, assuming M/M/1 queuing. a.) Compute the average length of queue (express in veh), b.) Average waiting time in the queue (express in min/veh), c.) and average time spent in the system(express in min/veh)

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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Vehicles arrive to the park entrance at a constant rate of 900 veh/hour from 7:30 AM to 8:10 AM and then at a constant rate of 600 veh/hour from 8:10 A.M. The park opens at 8:10 A.M. and the manager wants to set the departure rate so that the average delay per vehicle (i.e.: Total delay/total number of arrival) is no greater than 24 minutes (measured from the time of the first arrival until the total queue clears). Assuming D/D/1 queuing, what is the minimum departure rate (?) needed to achieve this? What is the total delay at this rate? What is the longest Queue?
An approach to a pretimed signal has 30 seconds of effective red, and D/D/1 queuing holds. The total delay at the approach is 83.33 veh-s/cycle and the saturation flow rate is 1000 veh/h. If the capacity of the approach equals the number of arrivals per cycle, determine the approach flow rate and cycle length.
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.
Compute 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.
The saturation flow for an intersection approach is 3600 veh/h. At the beginning of cycle no vehicles are queued. The signal is timed so that what the queue is 13 vehicles the effective green begins. If the queue dissipates 8 seconds before the end of the cycle and the cycle length is 60 seconds. What is the arrival rate assuming D/D/1 queuing?
HIKI TO D OSHITENOJ ON DE No. Date 3 A parking facility operates from 8 a.m. to 6p.m, whereby 20% of those who wish to park are turned back daily because of lack of space. A total of 200. vehicles are able to park daily of which 60% park for an average parking duration of 9 hours and the remaining park For an average parking duration of 2 hours. From a survey of the vehicles who are not able to park daily it is known that 20% of these vehicles desire to park for 9 hours and the For 2 hours. remaining desire to Park If the parking efficiency is 0.9, determine: Li) the number of additional space hours required? (ii) the additional number of parking bays required in order to meet excess demand?
The 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
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 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). Round off the final answer to whole number (no units).
0-2| Traffic volume data has been collected for 10 min time intervals as shown below. Find the total hourly volume, flow rate and PHF. Time 7:30-7:40 7:40-7:50 7:50-8:00 8:00-8:10 8:10-8:20 8:20-8:30 Volume 250 280 300 200 150 130
Vehicles begin to arrive at a park entrance at 7:45 A.M. at a constant rate of six per minute and at a constant rate of four vehicles per minute from 8:00 A.M. on. The park opens at 8:00 A.M. and the manager wants to set the departure rate so that the average delay per vehicle is no greater than 9 minutes (measured from the time of the first arrival until the total queue clears). Assuming D/D/1 queuing, what is the minimum departure rate needed to achieve this
Q2: An intersection approach has a cycle length of 110 sec and the effective green time is 45 sec. The arrival rate varies over tree cycles. The arrival rate is 1000 veh/h during the first cycle, 800 veh h during the second eycle, and 580 veh/h during the third cycle. The Question: Find the average delay for the approach over tree cycles, if the departure rate is 2500 veh h.