Where you have to put a warning sign for checkpoint if the design speed is 100km/hr, deceleration rate is 3.4m/s² with downgrade 2.5%, and driver reaction time is 0.50 sec?
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- Calculate safe overtaking sight distance for a two way traffic road for the following data. The speed of overtaking and overtaken vehicles are 50and 40kmph respectively. The acceleration is 3kmph/sec, design speed is 60 kmph and reaction time is 2seconds.1. An equation has been calibrated for the amount of time (in seconds) required to clear N vehicles through a given signal phase (N>5): T= 2.04 +2.35N a. What start-up lost time does this equation suggest? b. What saturation headway and saturation flow rate are implied by the equation? 2 The saturation flow rate for an intersection approach is 3600 veh/h. At the beginning of a cycle (effective red) no vehicles are queued. The signal is timed so that when the queue (from the continuously arriving vehicles) is 13 vehicles long, the effective green begins. If the queue dissipates 8 seconds before the end of the cycle and the cycle length is 60 seconds, what is the arrival rate, assuming D/D/1 queuing? 3 An intersection has a four-phase signal with the movements allowed in each phase and corresponding analysis and saturation flow rates shown in The table below Calculate the sum of the flow ratios for the critical lane groups. Phase Allowed movements Analysis flow rate Saturation flow rate…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 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 ft
- 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 ftThe yellow time of an intersection movement was designed based on the speed limit of 35 miles/hour. If a driver is driving at 45 miles/hour is it possible for the driver to be trapped in dilemma zone. yes noThe 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?
- Traffic Volume and Capacity If saturation headway of given traffic is 2.5 sec and the cycle time on a particular intersection is 65 sec. With green time as 25 sec and corresponding yellow time as 3.5 sec. If the start-up loss-time is 2 sec and clearance time is 1 sec, then the actual capacity of the vehicle per lane in veh/hour isA highway section has a grade of -2%, a school zone is operated for 30 minutes before and after school time, the posted speed during the school zone will be 25 km/hr. A new sign will be installed to aware drivers about the school zone with a flashing light. Find the proper distance from the school zone that the sign should be located in a meter. Knowing that the traffic stream has a posted speed of 80 km/hr and the driver can recognize 1 in. of sign letter from 20 ft. The engineer summary for a spot speed study shows that there is a lot of speed violation, that some drivers drive 10% higher than the posted speed. The sign has a height of 5 in. Use default vehicle deceleration. one decimal answer for example 00.0, just a ut of Jestion value. Answer Next page 254 AM ROOD ENG 4/13/2021 W ProBook 4540sAn approach to a pretimed signal has 25 seconds of effective green, a saturation flow of 1300 veh/hr, and a volume to capacity ratio less than 1.0. If the cycle length is 60 seconds and Allsop's delay formula estimates a delay of 34 sec/veh higher than the estimated using D/D/1 delay formula, determine the vehicle arrival rate (in veh/hr). Round off answers to 2 decimal places.
- 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. 155 sec Calculate minimum cycle length O 100 sec 255 sec Phase O 60 sec Allowed movements. Analysis flow rate Saturation flow rate 1 NB L, SB L 330, 365 veh/h 1700, 1750 veh/h 2 NB T/R, SB T/R 1125, 1075 veh/h 3400, 3300 veh/h EBL, WBL 110, 80 veh/h 650, 600 veh.h 3 EB T/R, WB T/R 250, 285 veh/h 1750, 1800 veh/hBased on the following traffic speed frequency table, the median and 85th percentile speeds are approximately & respectively. Speed class (kph) 30- <40 40- <50 50- <60 60- <70 70- <80 80- <90 90- <100 100- <110 Frequency 8 12 20 25 22 15 8 a noneTRANSPORTATION ENGINEERING-TRAFFIC SIGNALS" Recent analysis at an approach to pre-time signalized intersection indicate that the volume-to-capacity ratio (v/c) is 0.8, htat saturation flow rate (s) is 1600 vehicles/hour, and the effective green time is 50 seconds. If the average delay, assuming D/D/1 is 11.25 seconds per vehicle, determine the arrival flow rate (vehicles/hour) and the cycle length.