Traffic And Highway Engineering
5th Edition
ISBN: 9781133605157
Author: Garber, Nicholas J., Hoel, Lester A.
Publisher: Cengage Learning,
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Chapter 10, Problem 9P
To determine
The pedestrian LOS for pedestrians using a crosswalk.
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Students have asked these similar questions
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
select all correct options.
The average normal flow of traffic 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 1250 and 1000 pcu per
hour respectively.
The all-red time required for pedestrian
crossing is 12 secs.
Design two phase traffic signal by
Webster's method.
Chapter 10 Solutions
Traffic And Highway Engineering
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- Assume that passenger car equivalents are 1.5 for trucks (ET), 1.6 for left-turns (EL), and 1.4 for right-turns (ER), and saturation flow qs= 160 x (curb-to-curb width / # of lanes) equivalent passenger-car units per hour per lane (pcu/hr/ln). Pedestrian walk speed (PS) is 4 ft/sec, and the effective width of crosswalk (WE) is 9 ft. Given that the intergreen time is 8.0 seconds and lost time is 3.5 seconds per phase, design a 2-phase signal timing plan using the Webster’s method.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
- 3. Determine the LOS for pedestrians at two-phase signalised intersection with a cycle length of 90 s. the phase serving the major street vehicular traffic gets 50s of green whereas the phase serving the minor street vehicular traffic gets 30 s of green. Useful formula: dp Table for assessing the LOS LOS A B C D E F 0.5(C-g)² C Average delay/pedestrian (s) >5 ≥ 5-10 > 10-20 >20-30 ≥ 30-45 > 45arrow_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_forwardQUESTION 7 During one hour, 1800 pedestrians passed by the observation point on the pedestrian walkway. The flow appeared to be relatively consistent over the hour (i.e. PHF=0.90). The effective walkway width was 5 ft. Based on the pedestrian flow per unit width (p/ft/min), at what LOS was the walkway operating, assuming there were platoons of pedestrians. O A B E OFarrow_forward
- Consider the geometric and traffic characteristics shown below. Approach (Width) Peak hour Approach Volumes: North (56 ft) South East West (56 ft) (68 ft) (68 ft) Left Turn Through Movement Right Turn Conflicting Pedestrian Volumes PHF For the following saturation flows: 165 105 200 166 442 395 585 538 172 167 201 210 900 1,200 1,200 900 0.95 0.95 0.95 0.95 Through lanes: 1,600 veh/h/In Through-right lanes: 1,400 veh/h/In Left lanes: 1,000 veh/h/In Left-through lanes: 1,200 veh/h/In Left-through-right lanes: 1,100 veh/h/In The total cycle length was 289 s. Now assume the saturation flow rates are 10% higher, that is, assume the following saturation flow rates: Through lanes: 1,760 veh/h/In Through-right lanes: Left lanes: Left-through lanes: Left-through-right lanes: 1,540 veh/h/In 1,100 veh/h/In 1,320 veh/h/In 1,210 veh/h/In Determine a suitable signal phasing system and phase lengths (in s) for the intersection using the Webster method. (Enter the sum of green and yellow times for…arrow_forwardFind: A- the total hourly volume B- PHF C-flow rate Density Q3) A- List the Importance of Spot Speed Studies.. B- Explain pedestrian control devices..arrow_forwardPlease exaplain not just give answerarrow_forward
- 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. Nonearrow_forwardPlease help me it is important to me.. Note: this is Traffic engineering related question. Thank youarrow_forwardConsider the geometric and traffic characteristics shown below. Approach(Width) North(56 ft) South(56 ft) East(68 ft) West(68 ft) Peak hour Approach Volumes: Left Turn 165 105 200 166 Through Movement 447 400 590 543 Right Turn 162 157 191 200 Conflicting Pedestrian Volumes 900 1,200 1,200 900 PHF 0.95 0.95 0.95 0.95 For the following saturation flows: Through lanes: 1,600 veh/h/ln Through-right lanes: 1,400 veh/h/ln Left lanes: 1,000 veh/h/ln Left-through lanes: 1,200 veh/h/ln Left-through-right lanes: 1,100 veh/h/ln The total cycle length was 283 s. Now assume the saturation flow rates are 10% higher, that is, assume the following saturation flow rates: Through lanes: 1,760 veh/h/ln Through-right lanes: 1,540 veh/h/ln Left lanes: 1,100 veh/h/ln Left-through lanes: 1,320 veh/h/ln Left-through-right lanes: 1,210 veh/h/ln Determine a suitable signal phasing system and phase lengths (in s) for the intersection using the…arrow_forward
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