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MindTap Engineering for Garber/Hoel's Traffic and Highway Engineering, 5th Edition, [Instant Access], 1 term (6 months)
5th Edition
ISBN: 9781305581159
Author: Nicholas J. Garber; Lester A. Hoel
Publisher: Cengage Learning US
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Chapter 8, Problem 15P
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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
A two-lane minor street crosses a four-lane major street, with traffic conditions
of volumes for each eight hours of an average day (both directions on major
street) is 450 veh/h and the volume minor-street approach (one direction only)
is 96 veh/h. With pedestrian volume of 198 ped/hr during (two hours in the
morning and two hours in the afternoon) and the nearest traffic signal is located
250 ft from this location. The intersection is warranted for:
Select one:
O a.A traffic signal for warrant 4
O b. Not warranted since the nearest intersection is too close
O C.A traffic signal for 70% of the condition of warrant 1
O d. None
6. Design signal timing for an intersection with the following details. Assume a total loss time
of 3 seconds per phase. Width of lanes are 12 ft each. Assume that there are 20 pedestrians
crossing each of the approaches per cycle. Check the signals for pedestrian crossing time.
Take pedestrian walking speed as 4 ft/s.
Saturation flow rates are: Left-turning: 1600 veh/hr/ln, Through: 1800 veh/hr/In, and
Right-turning: 1700 veh/hr/In
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488
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115
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1051
217
N
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-338
Phase I
Phase II
Phase III
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Chapter 8 Solutions
MindTap Engineering for Garber/Hoel's Traffic and Highway Engineering, 5th Edition, [Instant Access], 1 term (6 months)
Ch. 8 - Prob. 1PCh. 8 - Prob. 2PCh. 8 - Prob. 3PCh. 8 - Prob. 4PCh. 8 - Prob. 5PCh. 8 - Prob. 6PCh. 8 - Prob. 7PCh. 8 - Prob. 8PCh. 8 - Prob. 9PCh. 8 - Prob. 10P
Ch. 8 - Prob. 11PCh. 8 - Prob. 12PCh. 8 - Prob. 13PCh. 8 - Prob. 14PCh. 8 - Prob. 15PCh. 8 - Prob. 16PCh. 8 - Prob. 17PCh. 8 - Prob. 18PCh. 8 - Prob. 19PCh. 8 - Prob. 20PCh. 8 - Prob. 21PCh. 8 - Prob. 22PCh. 8 - Prob. 23PCh. 8 - Prob. 24PCh. 8 - Prob. 25PCh. 8 - Prob. 26PCh. 8 - Prob. 27PCh. 8 - Prob. 28P
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- A signalized intersection approach has two lanes with no exclusive left- or right-turning lanes. The approach has a 50-second green out of a 90-second cycle. The yellow plus all-red intervals for the phase total 4.0 s. If the start-up lost time is 2.0 s/phase, the clearance lost time is 1.5 s/phase, and the saturation headway is 2.25 s/veh under prevailing conditions, what is thecapacity of the intersection approach.arrow_forwardA signalized intersection approach has three lanes with no exclusive left or right turning lanes. The approach has a 40- second green out of a 75-second cycle. The yellow plus all-red intervals for phase total 4.0 seconds. If the start-up lost time is 2.3s/phase, the clearance lost time is 1.1s/phase, and thesaturation headway is 2.48 s/veh under prevailing conditions, a. Calculate the saturation flow rate (veh/hr and whole number) b. Calculate the effective green time (sec and in 1 decimal) c. what is the capacity of the intersection approach? (veh/h/In and 2 decimals)arrow_forwardFour-phases signal with a cycle time of 80 sec, Inter Green = 4 sec/phase, lost time / phase = 2 sec. Saturation flow on all approaches are similar, but the maximum traffic flows on two of the phases are triple the maximum traffic flows on the remaining two approaches, what will be actual green time on each phase ?arrow_forward
- 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 Barrow_forwardPlease 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.arrow_forward5. Design signal timing for an intersection with the following details. Assume a total loss time of 3 seconds per phase. Width of lanes are 12 ft each. Assume that there are 20 pedestrians crossing each of the approaches per cycle. Check the signals for pedestrian crossing time. Take pedestrian walking speed as 4 ft/s. Saturation flow rates are: Left-turning: 1600 veh/hr/ln, Through: 1800 veh/hr/In, and Right- turning: 1700 veh/hr/In A 488 488 115 1051 217 N 338 -338 (В Phase I Phase II Phase III J!!! J↓↓ Yrarrow_forward
- The maximum flow that could pass through an intersection from a given approach, if that approach was allocated all of the cycle time as effective green with no lost time. Saturation flow B) cycle flow Peak flow (D Approach capacityarrow_forwardA traffic signal control is being designed for a four-leg intersection on a divided highway with the characteristics shown in the table below. N-S Approaches E-W Approaches 16 12 3 2 50 40 0% 3% Determine the minimum green times (in s) for each approach if the effective crosswalk width in each direction is 8 ft and the number of pedestrians crossing during an interval is 24 in the N-S direction and 29 in the E-W direction. (Assume the average speed of pedestrians is 3.5 ft/s, and that it is feasible to disregard the yellow change and red clearance intervals.) S G min, N-S Gmin, E-W = Median width, (ft) Number of 12 ft lanes on each approach Design speed, mph Grade = Sarrow_forwardA two-phase signalized intersection is designed with a cycle time of 100 s. The amber and red times for each phase are 4 s and 50 s, respectively. If the total lost time per phase due to start-up and clearance is 2 s, the effective green time of each phase is s. (in integer)arrow_forward
- 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.arrow_forwardThe following calculations are taken at the approach of an intersection during the morning rush hour. Determine (a) the hourly volume, (b) the peak flow rate in one hour, and (c) the peak hour factor.arrow_forwardDetermine whether a T intersection (one leg on the minor approach) with the hourly volume data satisfy MUTCD Warrant 3 (peak-hr vehicular volume) for signalization. All approaches have one lane entering the intersection. For the warrant that is met, explain how the warrant is met (rules applied, hours in which the volume criteria were met, etc.) and refer to necessary graphs and tables. The major street speed limit is 60 km/h, and the minor street speed limit is 40 km/h.arrow_forward
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