PRIN.OF HIGHWAY ENGINEERING&TRAFFIC ANA.
7th Edition
ISBN: 9781119610526
Author: Mannering
Publisher: WILEY
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Chapter 7, Problem 8P
To determine
The minimum cycle length and the timing stage effective green times..
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Q3- For the traffic signal data below; 1- Fill the table with Data. 2 - calculate optimum
cycle length. 3- Draw the timing diagram.
Yellow
Time
All red
Time
(sec)
lost
Red
Time
Geff.
Green
Phases
time
(sec)
Time (sec)
(sec)
(sec)
(sec)
P1
2
1
26
P2
3
1
30
P3
3
2
29
P4
3
1
31
Q2- The table below lists the needed data for designing a traffic signal for a 3-leg signalized
intersection. Determine the following using Webster's method; assume Qs is 2000 vphpl.
1- Compute the actual green and actual red intervals.
2- Draw the cycle timing diagram.
Qa (vph)
Amber
All-red
ts (sec)
Lane 1 Lane 2
(sec)
(sec)
Phase I
399
710
4
Phase II
520
366
3
Phase III
144
210
3
122
322
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/ln for all phases). The lost time is known to be 4 seconds for each phase. Assuming Xi = 0.9. If the cycle length is 60 seconds, what is the estimated effective green time of the fourth phase?
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
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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- H.W: A simple four-leg intersection needs a fixed-time signal. The critical flows in the N-S and E-W directions are 600 and 400 veh/hr. Saturation flow is 1800 veh/hr and the lost time per phase is observed to be 5.2 seconds. Determine the cycle length and distribution of green (assume yellow interval 4sec).arrow_forwardA fixed time two-phase signal is to be designed for a four-legged intersection, for which the design hourly flow and saturation flow are given below: Details of flow Details hourly flow (veh/h) Saturation flow (veh/h) North South East West 570 320 550 455 1750 1500 2210 2265 Time lost per phase due to starting delays is 2 seconds. Calculate the optimum cycle time and allocate the green time for the two phases using Webster's method.arrow_forwardPROBLEMS 2. The 15 minute-traffic counts on cross roads 1 and 2 during peak hour are observed as 178 and 142 vehicles per lane respectively approaching the intersection in the direction of heavier traffic flow. If the amber times required are 3 and 2 seconds respectively for two lanes based on approach speeds, design the signal timings by trial cycle method. Assume an average time headway of 2.5 seconds during green phase.arrow_forward
- 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.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_forward6. 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 488 488 234- 115 C 1051 217 N 338 -338 Phase I Phase II Phase III 11 AN J|| Narrow_forward
- The average normal flow on cross roads A and B during design period are 400 and 250 pcu per hour. The saturations flow values on these roads are estimated as 1200 and 1000 pcu per hour respectively. The all-red time required for pedestrian crossing is 12secs. Calculate cycle time for two phase signal system.arrow_forwardOn a city street, a transit line operates through signalised intersections. Each transit has three compartments, and each compartment can accommodate a maximum of 40 passengers. The acceptable green-to-cycle time ratio (g/C) to the particular street is 0.35. The clearance between successive transits should be 70 seconds. The passenger's dwell time is 110 secounds. The reduction factor for dwell time and arrival variation is 0.785. Estimate the capacity of the transit line in passengers/h. Answer: the capacity of the transit line = passengers/hour Report your answers to the nearest whole number without units (i.e., if your answer is 1720.258, you should enter 1720 or if your answer is 873.564, enter 874)arrow_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
- Design a two phase traffic signal by using webster's method when the average normal flow of traffic on cross roads 1 and 2 during design period are 400 and 250 P.C.U/hr respectively. Also the saturations flow values are estimated as 1250 and 1000 P.C.U/hr and the all-red time required for crossing of pedestrian is 12 seconds.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_forward5. 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_forward
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