The speeds of overtaking and overtaken vehicles are 80 kmph and 60 kmph respectively. If the acceleration of the overtaking vehicle is 2.5 kmph per second,calculate the safe passing sight distance for (1) single lane one way traffic (ii) three lane both way traffic. Assume perception time of driver = 2 sec.
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- A vehicle moving in wet weather along down grade highway of (- 4%) grade. The design speed (48mile/hr.), (f = 0.30), (t = 2.50 Sec.). The stopping sight distance you recommended is equal to: 471.784 ft. 480.424 ft. O 401.424 m/sec. O 345.434 ft. O 417.424 m.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 BDevelop 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
- 19-5. Develop a signal timing for the intersection shown below. 30 ft N PHF = 0.92 Level terrain Target v/c ratio = 0.95 Moderate pedestrian activity Average approach speeds: 30 mi/h N-S 40 mi/h E-W 85 ft Crosswalk widths = 10 ft Crosswalk setback = 2.0 ft Vehicle deceleration (a) = 10.0 ft/s? Driver reaction time (t) = 1.0 s Pedestrian walking speed 3.5 s Length of typical vehicle = 18 ft l = e = 2.0 s Demand Volumes for Problem 16-4 O (veh/h) Аpproach Left Through Right ЕВ 200 800 120 WB 160 1,050 100 NB 10 420 10 SB 12 400 8Compute the minimum passing sight distance forthe following data. Speed of passing car – 90kph Speed of overtaken vehicle – 80 kph Time of initial maneuver – 4 sec Ave. acceleration – 2.4 kph/sec2 Time passing vehicle occupies left lane – 9 sec Distance between passing vehicle at the end of its maneuver and opposing vehicle – 80 mThe speeds of overtaking and overtaken vehicles are 90 km/hr. and 70 km/hr. respectively on a two-way traffic road. The acceleration of overtaking vehicle is 4.5 km/hr./sec. and reaction time is 2 seconds. Calculate Safe OSD and Minimum length of overtaking zone?
- The following are specifications for traffic design of a highway:Speed of the passing car = 100 kphSpeed of the overtaken vehicle = 80 kphTime of initial maneuvers = 5 secTime passing vehicle occupies left lane = 10 secsDistance between the passing car and opposing car at the end of maneuver = 20 mAverage acceleration = 2.5 kph/sec. 1. Determine the required total passing sight distance for said road a. 502.75 m b. 602.75 m c. 702.75 m d. 402.75 m 1. Find the minimum required passing sight distance. a. 280.37 m b. 390.37 m c. 48.37 m d. 490.37 mDevelop 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 375 One way PHF = 0.90 1,200 Target v/c = 0.95 Low pedestrian activity Average approach speeds: 35 mi/h WB 60 ft 40 mi/h NB Crosswalk widths = 10 ft Crosswalk setback = 2 ft 2,105 Walking speed = 4.0 ft/s NB grade = 3% WB grade = -1% l1 = e = 2.0 s 300 One way N 55 ftProblem 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)
- 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.Exercise 6 A three phase signal design is given below. ● ● ● Hic Signal What is the sum of the flow ratios for the critical lane groups? What is the total lost time for a signal cycle assuming 2 seconds of clearance lost time and 2 seconds of startup lost time per phase? What is the cycle length using Webster Method? EB - Phase 1 2 3 -200 20 SB 30 100- Lane group SB NB EB WB 400 1000 NB 150 50 300 30 WB Saturation Flows 3400 veh/hr 3400 veh/hr 1400 veh/hr 1400 veh/hr1:35 Expert Q&A Done An intersection whose width is 88 ft if the maximum allowable speed on the approach roads is 40 mi/h. Assume average length of vehicle is 20 ft, a deceleration rate of 11.2 ft /sec2, perception- reaction time (lamda)= 1 sec, grade = 0.03.The minimum yellow %3D interval IS: