The improvement of the highway saves travel time and increases safety (by bringing the road to modern standards). But there will almost certainly be more total traffic than was carried by the old highway. This example excludes external costs and benefits, though their addition is a straightforward extension. The data for the “No Expansion” can be collected from off-the-shelf sources. However the “Expansion” column’s data requires the use of forecasting and modeling., 1.5, 2.0, 2.5, 3.0, At the Krusty-Burger, if the arrival rate is 1 customer every minute and the service rate is 1 customer every 45 seconds, find the average queue size, the average waiting time, and average total delay. Assume an M/M/1 process., Average queue size (Q): 2.25, Average wait time: 2.25, Average delay time: 3, Average queue size (Q): 2.5, Average wait time: 2.5, Average delay time: 2, Average queue size (Q): 2.5, Average wait time: 2.5, Average delay time: 3, Average queue size (Q): 2.5, Average wait time: 2.5, Average delay time: 2.5, How likely was it that Homer got his pile of hamburgers in less than 1, 2, or 3 minutes?, 0.22, 0.39, 0.52, 0.62, 0.93, 0.22, 0.22, 0.50, 0.25, 0.93, 0.32, 0.76, Before he encounters the “pimply faced teen” who servers burgers, what is the likelihood that Homer waited more than 3 minutes?, 0.355, 0.333, 0.555, 0.335, How likely is it that there were more than 5 customers in front of Homer?, 0.177, 0.178, 0.188, 0.187, Arrival Rate = 500 vph, Service Rate = 700 vph. Determine • Percent of Time operator will be free • Average queue size in system • Average wait time for vehicles that wait Note: For operator to be free, vehicles must be 0, 26.8%, 1.785, 18 seconds, 28.6%, 1.758, 18 seconds, 28.6%, 1.785, 18 seconds, 28.6%, 1.785, 19 seconds, A ramp has an arrival rate of 200 cars an hour and the ramp meter only permits 250 cars per hour, while the ramp can store 40 cars before spilling over. (A) What is the probability that it is half-full, empty, full? (B) How many cars do we expect on the ramp?, 0.0032, 0.20, 2.65 x 10^-3, Expected cars = 2, 0.0023, 0.20, 2.65 x 10^-5, Expected cars = 4, 0.0022, 0.22, 2.65 x 10^-4, Expected cars = 2, 0.0023, 0.25, 2.65 x 10^-6, Expected cars = 4, Ramp will hold 15 vehicles • Vehicles can enter expressway at 1 vehicle every 6 seconds • Vehicles arrive at ramp at 1 vehicle every 8 seconds Determine: (A) Probability of 5 cars, (B) Percent of Time Ramp is Full, (C) Expected number of vehicles on ramp in peak hour., 6%, 0.33%, 3, 7%, 0.33%, 3, 6%, 0.44%, 4, 7%, 0.44%, 4, Given five observed velocities (60 km/hr, 35 km/hr, 45 km/hr, 20 km/hr, and 50 km/hr), what is the time-mean speed and space-mean speed?, 24, 37.36, 24, 36.37, 42, 37.36, 42, 36.37, Given that 40 vehicles pass a given point in 1 minute and traverse a length of 1 kilometer, what is the flow, density, and time headway?, q = 2400 veh/hr, k = 30 veh/km, h = 1.5s, q = 4200 veh/hr, k = 30 veh/km, h = 2.5s, q = 2400 veh/hr, k = 40 veh/km, h = 1.5s, q = 4200 veh/hr, k = 40 veh/km, h = 2.5s, Four vehicles are traveling at constant speeds between sections X and Y (28 meters apart) with their positions and speeds observed at an instant in time. An observer at point X observes the four vehicles passing point X during a period of 15 seconds. The speeds of the vehicles are measured as 88, 80, 90, and 72 km/hr respectively. Calculate the flow, density, time mean speed, and space mean speed of the vehicles., q = 960, k = 142, vt = 82.5, vs = 81.87, q = 960, k = 124, vt = 85.2, vs = 87.81, q = 690, k = 142, vt = 82.5, vs = 81.87, q = 690, k = 124, vt = 85.2, vs = 87.81, The traffic flow on a highway is q1 = 2000veh/h with speed of v1=80 km/hr. As the result of an accident, the road is blocked. The density in the queue is k2 = 275veh/km. (Jam density, vehicle length = 3.63 meters). What is the wave speed? What is the rate at which the queue grows, in units of vehicles per hour (q)?, -4 kph, 2200 veh/hr, -8 kph, 2200 veh/hr, -4 kph, 2000 veh/hr, -8 kph, 2000 veh/hr, Flow on a road is q1 = 1800 veh/hr/lane, and the density of k₁ = 14.4 veh/km/lane. To reduce speeding on a section of highway, a police cruiser decides to implement a rolling roadblock, and to travel in the left lane at the speed limit (U2 = 88 km/hr) for 10 km. No one dares pass. After the police cruiser joins, the platoon density increases to 20 veh/km/lane and flow drops. How many vehicles (per lane) will be in the platoon when the police car leaves the highway?, 202.9 veh, 209.9 veh, 202.2 veh, 209.2 veh, An approach at a pretimed signalized intersection has an arrival rate of 0.1 veh/sec and a saturation flow rate of 0.7 veh/sec. 20 seconds of effective green are given in a 60-second cycle. Provide analysis of the intersection assuming D/D/1 queueing. Determine, Traffic Intensity = 0.41, Traffic Intensity = 0.44, Traffic Intensity = 0.11, Traffic Intensity = 0.14, An approach at a pretimed signalized intersection has an arrival rate of 0.1 veh/sec and a saturation flow rate of 0.7 veh/sec. 20 seconds of effective green are given in a 60-second cycle. Provide analysis of the intersection assuming D/D/1 queueing. Determine, Time to queue clearance after the start of effective green: 5.15, Time to queue clearance after the start of effective green: 6.15, Time to queue clearance after the start of effective green: 5.51, Time to queue clearance after the start of effective green: 6.51, An approach at a pretimed signalized intersection has an arrival rate of 0.1 veh/sec and a saturation flow rate of 0.7 veh/sec. 20 seconds of effective green are given in a 60-second cycle. Provide analysis of the intersection assuming D/D/1 queueing. Determine, Proportion of the cycle with a queue: 0.775, Proportion of the cycle with a queue: 0.777, Proportion of the cycle with a queue: 0.755, Proportion of the cycle with a queue: 0.757, An approach at a pretimed signalized intersection has an arrival rate of 0.1 veh/sec and a saturation flow rate of 0.7 veh/sec. 20 seconds of effective green are given in a 60-second cycle. Provide analysis of the intersection assuming D/D/1 queueing. Determine, Proportion of vehicles stopped: 0.777, Proportion of vehicles stopped: 0.757, Proportion of vehicles stopped: 0.755, Proportion of vehicles stopped: 0.775, An approach at a pretimed signalized intersection has an arrival rate of 0.1 veh/sec and a saturation flow rate of 0.7 veh/sec. 20 seconds of effective green are given in a 60-second cycle. Provide analysis of the intersection assuming D/D/1 queueing. Determine, Maximum number of vehicles in the queue: 1, Maximum number of vehicles in the queue: 2, Maximum number of vehicles in the queue: 3, Maximum number of vehicles in the queue: 4, An approach at a pretimed signalized intersection has an arrival rate of 0.1 veh/sec and a saturation flow rate of 0.7 veh/sec. 20 seconds of effective green are given in a 60-second cycle. Provide analysis of the intersection assuming D/D/1 queueing. Determine, Total vehicle delay per cycle: 93 veh-s, Total vehicle delay per cycle: 99 veh-s, Total vehicle delay per cycle: 39 veh-s, Total vehicle delay per cycle: 33 veh-s, An approach at a pretimed signalized intersection has an arrival rate of 0.1 veh/sec and a saturation flow rate of 0.7 veh/sec. 20 seconds of effective green are given in a 60-second cycle. Provide analysis of the intersection assuming D/D/1 queueing. Determine, Average delay per vehicle: 13.3 s, Average delay per vehicle: 13.5 s, Average delay per vehicle: 15.3 s, Average delay per vehicle: 15.5 s, An approach at a pretimed signalized intersection has an arrival rate of 0.1 veh/sec and a saturation flow rate of 0.7 veh/sec. 20 seconds of effective green are given in a 60-second cycle. Provide analysis of the intersection assuming D/D/1 queueing. Determine, Maximum delay of any vehicle: 40 s, Maximum delay of any vehicle: 50 s, Maximum delay of any vehicle: 60 s, Maximum delay of any vehicle: 70 s, Compute the average approach delay given certain conditions for a 60-second cycle length intersection with 20 seconds of green, a v/c ratio of 0.7, a progression neutral state (PF=1.0), and no chance of intersection spillover delay (overflow delay). Assume the traffic flow accounts for the peak 15-minute period and a lane capacity of 840 veh/hr., 21.22, 21.11, 22.22, 22.21, Calculate the minimum and optimal cycle lengths for the intersection of Oak Street and Washington Avenue, given that the critical v/c ratio is 0.9, the two critical approaches have a v/s ratio of 0.3, and the Lost Time equals 15 seconds., 43, 75.68, 45, 75.68, 43, 68.75, 45, 68.75, An approach at a pretimed signalized intersection has an arrival rate of 500 veh/hr and a saturation flow rate of 3000 veh/hr. 30 seconds of effective green are given in a 100-second cycle. Provide analysis of the intersection assuming D/D/1 queueing by describing the proportion of the cycle with a queue, the maximum number of vehicles in the queue, the total and average delay, and the maximum delay., Proportion of the cycle with a queue: 0.44, Proportion of the cycle with a queue: 0.88, Proportion of the cycle with a queue: 0.48, Proportion of the cycle with a queue: 0.84, An approach at a pretimed signalized intersection has an arrival rate of 500 veh/hr and a saturation flow rate of 3000 veh/hr. 30 seconds of effective green are given in a 100-second cycle. Provide analysis of the intersection assuming D/D/1 queueing by describing the proportion of the cycle with a queue, the maximum number of vehicles in the queue, the total and average delay, and the maximum delay., Maximum number of vehicles in the queue: 9.69, Maximum number of vehicles in the queue: 9.99, Maximum number of vehicles in the queue: 9.96, Maximum number of vehicles in the queue: 9.66, An approach at a pretimed signalized intersection has an arrival rate of 500 veh/hr and a saturation flow rate of 3000 veh/hr. 30 seconds of effective green are given in a 100-second cycle. Provide analysis of the intersection assuming D/D/1 queueing by describing the proportion of the cycle with a queue, the maximum number of vehicles in the queue, the total and average delay, and the maximum delay., Total vehicle delay per cycle: 406 veh-s, Total vehicle delay per cycle: 404 veh-s, Total vehicle delay per cycle: 604 veh-s, Total vehicle delay per cycle: 606 veh-s, An approach at a pretimed signalized intersection has an arrival rate of 500 veh/hr and a saturation flow rate of 3000 veh/hr. 30 seconds of effective green are given in a 100-second cycle. Provide analysis of the intersection assuming D/D/1 queueing by describing the proportion of the cycle with a queue, the maximum number of vehicles in the queue, the total and average delay, and the maximum delay., Average delay per vehicle: 24.41 s, Average delay per vehicle: 24.91 s, Average delay per vehicle: 29.41 s, Average delay per vehicle: 29.91 s, An approach at a pretimed signalized intersection has an arrival rate of 500 veh/hr and a saturation flow rate of 3000 veh/hr. 30 seconds of effective green are given in a 100-second cycle. Provide analysis of the intersection assuming D/D/1 queueing by describing the proportion of the cycle with a queue, the maximum number of vehicles in the queue, the total and average delay, and the maximum delay., Maximum delay of any vehicle: 70 s, Maximum delay of any vehicle: 90 s, Maximum delay of any vehicle: 80 s, Maximum delay of any vehicle: 100 s, A vehicle initially traveling at 88 km/h skids to a stop on a 3% downgrade, where the pavement surface provides a coefficient of friction equal to 0.3. How far does the vehicle travel before coming to a stop?, 112.2 m, 112.9 m, 119.9 m, 119.2 m, A vehicle initially traveling at 150 km/hr skids to a stop on a 3% downgrade, taking 200 m to do so. What is the coefficient of friction on this surface?, 0.77, 0.74, 0.44, 0.47, What should the grade be for the previous example if the coefficient of friction is 0.40? (A vehicle initially traveling at 150 km/hr skids to a stop on a 3% downgrade, taking 200 m to do so. What is the coefficient of friction on this surface?), 0.01, 0.02, 0.03, 0.04, You are shown an accident scene with a vehicle and a light pole. The vehicle was estimated to hit the light pole at 50 km/hr. The skid marks are measured to be 210, 205, 190, and 195 meters. A trial run that is conducted to help measure the coefficient of friction reveals that a car traveling at 60 km/hr can stop in 100 meters under conditions present at the time of the accident. How fast was the vehicle traveling to begin with?, 89 kph, 88 kph, 99 kph, 98 kph, Determine the Stopping Sight Distance from Example 4, assuming an AASHTO recommended perception-reaction time of 2.5 seconds. (You are shown an accident scene with a vehicle and a light pole. The vehicle was estimated to hit the light pole at 50 km/hr. The skid marks are measured to be 210, 205, 190, and 195 meters. A trial run that is conducted to help measure the coefficient of friction reveals that a car traveling at 60 km/hr can stop in 100 meters under conditions present at the time of the accident. How fast was the vehicle traveling to begin with?), 338, 388, 333, 383, You see a a body lying across the road and need to stop. If your vehicle was initially traveling at 100 km/h and skids to a stop on a 2.5% upgrade, taking 75 m to do so, what was the coefficient of friction on this surface?, 0.25, 0.50, 0.35, 0.65, A racecar is speeding down a level straightaway at 100 km/hr. The car has a coefficient of drag of 0.3, a frontal area of 1.5 m², a weight of 10 kN, a wheelbase of 3 meters, and a center of gravity 0.5 meters above the roadway surface, which is 1 meter behind the front axle. The air density is 1.054 kg/m³ and the coefficient of road adhesion is 0.6. What is the rate of acceleration for the vehicle?, 1.43 m/s^2, 1.34 m/s^2, 1.33 m/s^2, 1.44 m/s^2, Using the same case from Example 1, assume that instead the racecar encounters a steep hill that it must travel up. It is desired that the driver maintain the 100 km/hr velocity at a very minimum. With that being said, what would be the maximum grade that the hill could be? A racecar is speeding down a level straightaway at 100 km/hr. The car has a coefficient of drag of 0.3, a frontal area of 1.5 m², a weight of 10 kN, a wheelbase of 3 meters, and a center of gravity 0.5 meters above the roadway surface, which is 1 meter behind the front axle. The air density is 1.054 kg/m³ and the coefficient of road adhesion is 0.6. What is the rate of acceleration for the vehicle?, 16.61%, 14.61%, 14.41%, 16.41%, It has been estimated that a Tour-de-France champion could generate a sustained 510 Watts of power while a healthy young human male (HYHM) can generate about 310 Watts of power. The bicycling champion and HYHM are going to race (on bicycles) up a hill with a 6% upgrade, that is five miles long, and the elevation at the top of the hill is 5000 feet. Both rider/bicycle combinations weigh 170 lbs, with frontal area 0.4m2 and coefficient of drag 0.9 (values being typical of bicyclists in crouched racing positions). The coefficient of rolling resistance for both bicycles is 0.01. Assume is 1.0567 kg/cubic-m. Remember, power equals the product of force and velocity. (1) Who gets to the top first? (2) How much longer does it take the loser to make it to the top?, HYHM 1030 seconds (or 17.1 minutes), 8.3 min, Champion 1030 seconds (or 17.1 minutes), 8.3 min, HYHM 1000 seconds (or 11.7 minutes), 8.3 min, Champion 1000 seconds (or 11.7 minutes), 8.3 min, A roadway is to be designed on a level terrain. This roadway is 150 meters in length. Four cross sections have been selected, one at 0 meters, one at 50 meters, one at 100 meters, and one at 150 meters. The cross sections, respectively, have areas of 40 square meters, 42 square meters, 19 square meters, and 34 square meters. What is the volume of earthwork needed along this road, 4400 cubic meters, 4900 cubic meters, 9900 cubic meters, 9400 cubic meters, Given the following cut/fill profile for each meter along a 10-meter strip of road built on very, very hilly terrain, estimate the amount of dirt left over or needed for the project. • 0 Meters: 3 meters of fill • 1 Meter: 1 meter of fill • 2 Meters: 2 meters of cut • 3 Meters: 5 meters of cut • 4 Meters: 7 meters of cut • 5 Meters: 8 meters of cut • 6 Meters: 2 meters of cut • 7 Meters: 1 meter of fill • 8 Meters: 3 meters of fill • 9 Meters: 6 meters of fill • 10 Meters: 7 meters of fill, 1 cubic-meters of dirt remain in excess., 2 cubic-meters of dirt remain in excess., 3 cubic-meters of dirt remain in excess., 4 cubic-meters of dirt remain in excess., Given the end areas below, calculate the volumes of cut (in cubic meters) and fill between stations 0+00 and 2+50. Determine the true amount of excess cut or fill to be removed. • 0+00: Fill = 60 • 0+50: Fill = 50 • 0+75: Cut = 0, Fill = 25 • 1+00: Cut = 10, Fill = 5 • 1+15: Cut = 15, Fill = 0 • 1+50: Cut = 30, Fill = 1058.3 cubic-meters, Cut = 4087.5 cubic-meters, Fill = 4078.5 cubic-meters, Cut = 1058.3 cubic-meters, Fill = 4087.5 cubic-meters, Cut = 1058.3 cubic-meters, Fill = 1058.3 cubic-meters, Cut = 4078.5 cubic-meters, A curving roadway has a design speed of 110 km/hr. At one horizontal curve, the superelevation has been set at 6.0% and the coefficient of side friction is found to be 0.10. Determine the minimum radius of the curve that will provide safe vehicle operation., 595 m, 555 m, 995 m, 959 m, A horizontal curve is designed with a 600 m radius and is known to have a tangent length of 52 m. The PI is at station 200+00. Determine the stationing of the PT., 200 + 52, 200 + 22, 200 + 25, 200 + 55, A very long horizontal curve on a one-directional racetrack has 1750-meter centerline radius, two 4-meter lanes, and a 200 km/hr design speed. Determine the closest distance from the inside edge of the track that spectators can park without impeding the necessary sight distance of the drivers. Assume that the sight distance is less than the length of the curve, a coefficient of friction of 0.3, and a perception-reaction time of 2.5 seconds., 33.41, 31.43, 33.14, 34.13, A given curve was very poorly designed. The two-lane road used has a lower-than-average coefficient of friction (0.05), no superelevation to speak of, and 4-meter lanes. 900 kg vehicles tend to go around this curve and are stylistically top heavy. County engineers have warned that this curve cannot be traversed as safely as other curves in the area, but politicians want to keep the speed up to boost tourism in the area. The curves have a radius of 500 feet and a design speed of 80 km/hr. Because the vehicles using the curve are top heavy, they have a tendency to roll over if too much side force is exerted on them (the local kids often race around the curve at night to get the thrill of "two-wheeling"). As an engineer, you need to prove that this curve is infeasible before an accident occurs. How can you show this?, 80 km/hr > 56.23 km/hr, more force exerted on vehicle than road can counter. Thus, curve's speed limit is dangerous and needs changed., 80 km/hr > 56.23 km/hr, less force exerted on vehicle than road can counter. Thus, curve's speed limit is dangerous and needs changed., 80 km/hr < 56.23 km/hr, more force exerted on vehicle than road can counter. Thus, curve's speed limit is dangerous and needs changed., 80 km/hr < 56.23 km/hr, less force exerted on vehicle than road can counter. Thus, curve's speed limit is dangerous and needs changed., A 500-meter equal-tangent sag vertical curve has the PVC at station 100+00 with an elevation of 1000 m. The initial grade is -4% and the final grade is +2%. Determine the stationing and elevation of the PVI, the PVT, and the lowest point on the curve., PVI = 102+50, PVT = 105+00, Lowest = 103+33.33, PVI = 102+50, PVT = 106+00, Lowest = 103+33.33, PVI = 101+50, PVT = 105+00, Lowest = 103+33.33, PVI = 101+50, PVT = 106+00, Lowest = 103+33.33, A current roadway is climbing a hill at an angle of +3.0%. The roadway starts at station 100+00 and elevation of 1000 m. At station 110+00, there is an at-grade railroad crossing that goes over the sloped road. Since designers are concerned for the safety of drivers crossing the tracks, it has been proposed to cut a level tunnel through the hill to pass beneath the railroad tracks and come out on the opposite side. A vertical crest curve would connect the existing roadway to the proposed tunnel with a grade of (-0.5)%. The prospective curve would start at station 100+00 and have a length of 2000 meters. Engineers have stated that there must be at least 10 meters of separation between the railroad tracks and the road to build a safe tunnel. Assume an equal tangent curve. With the current design, is this criteria met?, y = 8.57m, The design DOES NOT meet the criteria., y = 8.57m, The design meets the criteria., y = 8.75m, The design meets the criteria., y = 8.75m, The design DOES NOT meet the criteria., A current roadway has a design speed of 100 km/hr, a coefficient of friction of 0.1, and carries drivers with perception-reaction times of 2.5 seconds. The drivers use cars that allows their eyes to be 1 meter above the road. Because of ample roadkill in the area, the road has been designed for carcasses that are 0.5 meters in height. All curves along that road have been designed accordingly., 440 meters > existing 600-meter curve. Residents correct "Dead Man's Hill" is waiting to happen. Politician, unable hold public confidence his "progress" comment, was forced to resign., 540 meters > existing 600-meter curve. Residents correct "Dead Man's Hill" is waiting to happen. Politician, unable hold public confidence his "progress" comment, was forced to resign., 640 meters > existing 600-meter curve. Residents correct "Dead Man's Hill" is waiting to happen. Politician, unable hold public confidence his "progress" comment, was forced to resign., 740 meters > existing 600-meter curve. Residents correct "Dead Man's Hill" is waiting to happen. Politician, unable hold public confidence his "progress" comment, was forced to resign., To help prevent future collisions between cars and trains, an at-grade crossing of a rail road by a country road is being redesigned so that the county road will pass underneath the tracks. Currently the vertical alignment of the county road consists of an equal tangents crest vertical curve joining a 4% upgrade to a 3% downgrade. The existing vertical curve is 450 feet long, the PVC of this curve is at station 48+24.00, and the elevation of the PVC is 1591.00 feet. The centerline of the train tracks is at station 51+50.00. Your job is to find the shortest vertical curve that provides 20 feet of clearance between the new county road and the train tracks, and to make a preliminary estimate of the cut that will be needed to construct the new curve., length = 2812 feet, depth = 20.67 feet, length = 2812 feet, depth = 26.67 feet, length = 2821 feet, depth = 20.67 feet, length = 2821 feet, depth = 26.67 feet

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