JA driver with 20/20 vision traveling at 55 mph in the median lane desires to exit the free way at the exit ramp. If 5-in. letters are used, what is the minimum distance the sign should be placed ahead of the ramp exit? (Some assumptions that would be helpful are perception- reaction time 2 sec; exit speed 30 mph; deceleration rate = 4.80 ft/s 2; a driver with

JA driver with 20/20 vision traveling at 55 mph in the median lane desires to exit the free way at the exit ramp. If 5-in. letters are used, what is the minimum distance the sign should be placed ahead of the ramp exit? (Some assumptions that would be helpful are perception- reaction time 2 sec; exit speed 30 mph; deceleration rate = 4.80 ft/s 2; a driver with

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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Concept explainers

Intersection Design

An intersection is a location where two or more roads or railways meet or join. The traffic movement is controlled at the intersection that depends on its design and type. It governs the operation, efficiency, speed, capacity, and safety of the highways, airways, and railways. The movement of the pedestrian causes hazards and delays at the intersection.

Question

6. JA driver with 20/20 vision traveling at 55 mph in the median lane desires to exit the free-
way at the exit ramp. If 5-in. letters are used, what is the minimum distance the sign should
be placed ahead of the ramp exit? (Some assumptions that would be helpful are perception-
reaction time = 2 sec; exit speed = 30 mph; deceleration rate
20/20 vision can read a sign at 55 ft per inch of letter height.) Discuss your results.
4.80 ft/s 2; a driver with

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An approach to a pretimed signal has 25 seconds of effective green in a 60-second cycle. The approach volume is 500 veh/h and the saturation flow rate is 1400 veh/h. Calculate the average vehicle delay (in seconds) assuming D/D/1 queuing. Round off the final answer to whole number (no units).
A signalized intersection has two lane groups. The two WBT lanes (lane group #1) have a total volume of 863 pc/h and an average control delay of 24.5 seconds. The one WBL lane (lane group #2) has a volume of 203 pc/h and an average control delay of 36.5 seconds. What is the approach's LOS? Group of answer choices LOS A LOS D LOS C LOS B
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For the same intersection in Problem 2, left-turning vehicles in the north-bound approach must seek appropriate gaps to cross the through movement. They need 5.5 seconds to cross one through lane, plus 0.5 second for every additional lane, to cross the opposite traffic. As you recall from the class, the intersection sight distance (ISD) is calculated by: ISD = 1.47 x S85 × tgap Do left-turning vehicles have sufficient sight distance to safely cross? You may use the design speed (45 mph) as a proxy for S85. To calculate tgap, there are a total of two lanes in the opposite traffic, as shown in the picture in Problem 2. Safely cross drivers see at least ISD ahead.
A traffic signal control is being designed for a four-leg intersection on a divided highway with the characteristics shown in the table below. N-S Approaches E-W Approaches 16 12 3 2 50 40 0% 3% Determine the minimum green times (in s) for each approach if the effective crosswalk width in each direction is 8 ft and the number of pedestrians crossing during an interval is 24 in the N-S direction and 29 in the E-W direction. (Assume the average speed of pedestrians is 3.5 ft/s, and that it is feasible to disregard the yellow change and red clearance intervals.) S G min, N-S Gmin, E-W = Median width, (ft) Number of 12 ft lanes on each approach Design speed, mph Grade = S
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. O 20.464 sec O 22.411 sec O 24.460 sec Phase O 21.035 sec Allowed movements Analysis flow rate Saturation flow rate Using v/c equalization ratio, calculate the effective green time for phase 2 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 EB L, WBL 110, 80 veh/h 650, 600 veh/h 3 EB T/R, WB T/R 250, 285 veh/h 1750, 1800 veh/h
4) Traffic on the eastbound approach of a signalized intersection is traveling at 35 mi/hr, with a density of 46 veh/mi/In. The duration of the red signal indication for this approach is 30 sec. If the saturation flow is 1900 veh/h/In with a density of 52 veh/mi/In, and the jam density is 125 veh/mi/In, determine the following: (i) The length of the queue at the end of the red phase (ii) The maximum queue length (iii) The time it takes for the queue to dissipate after the end of the red indication.
a) A lane merge warning sign (shown below) is being installed near an entrance ramp on a freeway with operating speeds of 80 mph. Calculate the appropriate advance placement distance (to the nearest foot) for the sign assuming a perception-reaction time of 14 seconds for the vehicle avoidance maneuver. b) A curve or turn warning sign is to be installed near a single curve with a 28 mph design speed (per ball-bank indicator) on a rural 2-lane roadway. The prevailing speed of traffic on the approaching tangent section is 62 mph. Calculate the advance placement distance upstream of the curve PC for this sign (to the nearest foot). Also indicate the appropriate sign to be used (curve or turn) and the appropriate safe advisory speed if one is to be posted for this curve.
An approach to a pre-timed signal has 40 sec of effective green in a 75-second cycle.The approach volume is 700 veh/h and the saturation flow rate is 1600 veh/h.Calculate the time to queue clearance after the start of the effective green, themaximum number of vehicles in the queue, the total vehicle delay per cycle andthe average delay per vehicle assuming D/D/1 queuing.
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 8
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 four symmetrical approaches. The width (curb-to-curb distance) of each approach is 57 ft. If the length of the design vehicle is 19.4 ft and the design speed is 35 mph, what should be the all-red time? Group of answer choices 1.25 sec 1.75 sec 1.50 sec 2.0 sec