Answered: length of the yellow interval for each…

Engineering

Civil Engineering

length of the yellow interval for each approach

Traffic and Highway Engineering

5th Edition

ISBN:9781305156241

Author:Garber, Nicholas J.

Publisher:Garber, Nicholas J.

Chapter8: Intersection Control

Section: Chapter Questions

Problem 11P

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Develop a signal timing for the intersection shown below. Assume values as necessary (provide justification on the assumptions). Level terrain Driver reaction time (t) = 1.0 s Vehicle deceleration rate (a) = 10 ft/s² Length of typical vehicle = 18 ft PHF = 0.90 375 %3D One way 1,200 Target v/c = 0.95 Low pedestrian activity 60 ft Average approach speeds: 35 mi/h WB 40 mi/h NB Crosswalk widths = 10 ft 2,105 Crosswalk setback = 2 ft ↑ Walking speed = 4.0 ft/s NB grade = 3% WB grade = -1% l1 = e = 2.0 s 300 One way N 55 ft
QI: A traffic signal control is being designed for a four-leg intersection on a divided highway with the characteristics shown in the table below. Determine an appropriate length of all red interval for this intersection. N-S Approaches E-W Approaches Median width (m) 5.5 3 Number of 3.6 m lanes on each approach Design speed (km/h) Assume the length of design vehicle is 6 m. 72 56
For designing a 2-phase fixed type signal at an intersection having North-South and East-West road where only straight ahead traffic permitted, the following data are available. Parameter Design North Hour Flow (PCU/hr) 1000 2500 South 700 2500 East 900 3000 West 550 3000 Saturation Flow (PCU/hr) Total time lost per cycle is 12 seconds. The cycle length (seconds) as per Webster's approach is
An isolated traffic signal with pedestrian indication is to be installed on a right angled intersection with road A, 18 m wide and road B, 12 m wide. During the peak hour, traffic volume per hour per lane of road A and road B are 275 and 225 respectively. The approach speeds are 55 and 40 kmph, on roads A and road B respectively. Assume pedestrian crossing speed as 1.2 m per sec. Design the timings of two-phase traffic and pedestrian signals by the approximate method.
PROBLEM 4. A signalized intersection has a 4-phase signal with the allowed movements shown in the table below. The analysis flow and saturation flow rates are also shown in the same table. Consider an approaching speed of 20km/h and a grade of 0% and 0.5secs of all in red-time. Phase 1 2 3 4 Analysis flow rate 250, 225 veh/h 970, 1030 ve 260, 235 ve 215 veh/h Saturation flow rate 1755, 1720 veh/h 3345, 3400 veh/h 1730, 1750 veh/h 1700, 1750 veh/h Allowed movements EB L, WB L EB T/R, WB T/R SB L, SB T/R NB L, NB T/R Assumption: lost time = 4sec per phase, v/c = 0.95 Questions: Compute the level of service for the southbound approach using the minimum cycle length.
An intersection has a three-phase signal with the movements allowed in each phase and corresponding analysis and saturation flow rates shown in the table below. Assume the lost time is 4 seconds per phase and a critical intersection v/c of 0.90 is desired. Phase 3 Allowed movements NB L, SB L NB T/R, SB T/R EB L, WB L ЕВ TR, WB TR Analy sis flow rate 330, 365 veh/h 1125, 1075 veh/h 110, 80 veb/h 250, 285 veh/h Saturation flow rate 1700, 1750 veh/h 3400, 3300 veh/h 650, 600 veh/h 1750, 1800 veh/h Calculate the sum of the flow ratios for the critical lane groups. 0.787 O 0.857 O 0.709 O 0,829
Problem 4: Compute delays and determine LOS for the NBTH and NBLT lane groups at this intersection. Assume a full-actuated control with unit extension (passage time, PT) of 4 seconds and absence of filtering/metering at the neighboring signalized intersections. Effective green signal times are. 8 NB,TH = 33.2s =17.3s 8 NB,LT and Cycle length is: C = 125 s 3.41 3.99m 4.02m 7.99m- 3.81m 3.82m N X Street 1.38m 3.03m 5.73m 5.29m 3.48m 1.55m 3.26m 3.21m 3.47m 4.51m 6.70m 3.19m 1.20m 3.44m 3.90m 3.87m 4.06m 4,09m 4,51m Y Street Figure 1. Dual-Ring Phasing, X St. and y Street (North is up)
SHOW A FULL SOLUTIONA traffic signal operating at an intersection inside a mall with effective green and red times of 40 and 50 secs respectively. Vehicles arrive at the intersection at a rate of 700vph. The traffic stream model that will be used inside the mall is given such that u=70-0.71k (u is speed in kph and k is density in vpk/lane). Determine the following:a.) Jam Densityb.) Free-flowing speedc.) Maximum capacityd.) Flow at traffic state Ae.) Density at traffic state Af.) Flow at traffic state Bg.) Density at traffic state Bh.) Shockwave A-Bi.) What type of shockwave happened in State A-Bj.) Flow at traffic state Ck.) Density at traffic state Cl.) Shockwave B-Cm.)What type of shockwave happened in State B-Cn.) Max queue lengtho.) Queue reachp.) How long will it take for the queue to completely clear (secs)?
Two adjacent signalized intersections along a major arterial are 650 ft apart (stop line to stop line distance). If the space mean speed between these two intersections is 22 mph, what should be the signal offset of the downstream intersection relative to the upstream intersection? Group of answer choices 20.0 sec 13.5 sec 40.0 sec 29.5 sec
Q- Traffic volume count has been collected on a 2-lane road section which needs upgradation due to severe traffic flow condition. Maximum service flow rate per lane is observed as 1280 veh/h at level of service "C". The Peak Hour Factor is reported as 0.78125. Historical traffic volume count provides Annual Average Daily Traffic as 12270 veh/day. Directional split of the traffic flow is observed to be 60:40. Assuming that traffic stream consists of "All Cars' and all drivers are Regular Commuters', the number of extra lane(s) (round off to the next higher integer) to be provided, is
SOLVE ASAP AND SHOW A FULL SOLUTION