An individual is planning to take a trip between the downtown area of two cities, A and B, which are 400 miles apart. There are three options available: Travel by air. This trip will involve driving to the airport near city A, parking, waiting at the terminal, flying to airport B, walking to a taxi stand, and taking a taxi to the final destination. Travel by auto. This trip will involve driving 400 miles through several congested areas, parking in the downtown area, and walking to the final destination. Travel by rail. This trip will involve taking a cab to the railroad station in city A, a direct rail connection to the downtown area in city B, and a short walk to the final destination, Air = 537, Air = 735, Air= 375, Air = 357, A toll bridge carries 5000 veh/day. The current toll is 150 cents. When the toll is increased by 25 cents, traffic volume decreases by 500 veh/day. Determine the amount of toll that should be charged such that revenue is maximized. How much additional revenue will be received?, 400, 600, 700, 500, A driver with a perception-reaction time of 2.5 sec is driving at 65 mi/h when she observes that an accident has blocked the road ahead. Determine the distance the vehicle would move before the driver could activate the brakes. The vehicle will continue to move at 65 mi/h during the perception-reaction time of 2.5 sec., 239.8 ft, 238.9 ft, 283.9 ft, 289.3 ft, A 5-axle truck traveling on an interstate highway has the following axle characteristics: Distance between the front single axle and the first set of tandem axles 20 ft Distance between the first set of tandem axle and the back set of tandem axles 48 ft If the overall gross weight of the truck is 79,500 lb, determine whether this truck satisfies federal weight regulations., W = 74,000 lb greater than the allowable of 80,000 lb. The truck therefore satisfies the federal truck weight regulations., W = 74,000 lb less than the allowable of 80,000 lb. The truck therefore satisfies the federal truck weight regulations., W = 84,000 lb greater than the allowable of 80,000 lb. The truck therefore satisfies the federal truck weight regulations., W = 84,000 lb less than the allowable of 80,000 lb. The truck therefore satisfies the federal truck weight regulations., The acceleration of a vehicle can be represented by the following equation. where u is the vehicle speed in ft /sec. If the vehicle is traveling at 45 mi/h, determine its velocity after 5 sec of acceleration and the distance traveled during that time., 338.93 ft, 388.93 ft, 383.93 ft, 383.83 ft, Determine the horsepower produced by a passenger car traveling at a speed of 65 mi/h on a straight road of 5% grade with a smooth pavement. Assume the weight of the car is 4000 lb and the cross-sectional area of the car is 40 ft2., 73.3 hp, 77.7 hp, 73.7 hp, 77.3 hp, A student trying to test the braking ability of her car determined that she needed 18.5 ft more to stop her car when driving downhill on a road segment of 5% grade than when driving downhill at the same speed along another segment of 3% grade. Determine the speed at which the student conducted her test and the braking distance on the 5% grade if the student is traveling at the test speed in the uphill direction., 222.16 ft, 200.16 ft, 201.16 ft, 220.16 ft, A motorist traveling at 65 mi/h on an expressway intends to leave the expressway using an exit ramp with a maximum speed of 35 mi/h. At what point on the expressway should the motorist step on her brakes in order to reduce her speed to the maximum allowable on the ramp just before entering the ramp, if this section of the expressway has a downgrade of 3%?, The brakes should be applied at most 321.5 ft from the ramp, The brakes should be applied at least 321.5 ft from the ramp, The brakes should be applied at most 312.5 ft from the ramp, The brakes should be applied at least 312.5 ft from the ramp, A motorist traveling at 55 mi/h down a grade of 5% on a highway observes a crash ahead of him, involving an overturned truck that is completely blocking the road. If the motorist was able to stop his vehicle 30 ft from the overturned truck, what was his distance from the truck when he first observed the crash? Assume perception reaction time 2.5 sec., 583.2 ft, 586.2 ft, 538.2 ft, 568.2 ft, In an attempt to estimate the speed of a vehicle just before it hit a traffic signal pole, a traffic engineer measured the length of the skid marks made by the vehicle and performed trial runs at the site to obtain an estimate of the coefficient of friction. Determine the estimated unknown velocity if the following data were obtained. Length of skid marks 585 ft, 590 ft, 580 ft, and 595 ft Speed of trial run 30 mi/h Distance traveled during trial run 300 ft Examination of the vehicle just after the crash indicated that the speed of impact was 35 mi/h., 54.46 mph, 56.64 mph, 54.66 mph, 56.44 mph, An existing horizontal curve on a highway has a radius of 465 ft, which restricts the posted speed limit on this section of the road to only 61.5% of the design speed of the highway. If the curve is to be improved so that its posted speed will be the design speed of the highway, determine the minimum radius of the new curve. Assume that the rate of superelevation is 0.08 for both the existing curve and the new curve to be designed., 1842.45 ft, 1248.45 ft, 1482.45 ft, 1284.45 ft, As part of a class project, a group of students collected a total of 120 spot speed samples at a location and determined from this data that the standard variation of the speeds was 6 mi/h. If the project required that the confidence level be 95% and the limit of acceptable error was 1.5 mi/h, determine whether these students satisfied the project requirement., The minimum number of spot speeds to satisfy the project requirement is 64. (63.45), The minimum number of spot speeds to satisfy the project requirement is 61. (60.45), The minimum number of spot speeds to satisfy the project requirement is 63. (62.45), The minimum number of spot speeds to satisfy the project requirement is 62. (61.45), Speed data were collected at a section of highway during and after utility maintenance work. The speed characteristics are given as, and as shown below. Determine whether there was any significant difference between the average speed at the 95% confidence level., 3.2 < 1.3mph, difference in mean speeds is significant at the 95% confidence level., 3.2 > 1.3mph, difference in mean speeds is not significant at the 95% confidence level., 3.2 < 1.3mph, difference in mean speeds is not significant at the 95% confidence level., 3.2 > 1.3mph, difference in mean speeds is significant at the 95% confidence level., To determine a representative value for the ADT on 100 highway links that have similar volume characteristics, it was decided to collect 24-hour volume counts on a sample of these links. Estimates of mean and standard deviation of the link volumes for the type of highways in which these links are located are 32,500 and 5500, respectively. Determine the minimum number of stations at which volume counts should be taken if a 95–5 precision level is required with a 10 percent allowable error. When sample sizes are greater than 30, the normal distribution is used instead of the student’s t distribution., at a minimum of 11 stations (10.1), at a minimum of 13 stations (12.1), at a minimum of 12 stations (11.1), at a minimum of 14 stations (13.1), A traffic engineer urgently needs to determine the AADT on a rural primary road that has the volume distribution characteristics shown in Tables 4.5, 4.6, and 4.7. She collected the data shown below on a Tuesday during the month of May. Determine the AADT of the road. 7:00 –8:00 a.m. 400 8:00 –9:00 a.m. 535 9:00 –10:00 a.m. 650 10:00 –11:00 a.m. 710 11:00 –12 noon 650, 18,240, 18,402, 18,440, 18,220, The data in Table 4.9 were obtained in a travel time study on a section of highway using the moving-vehicle technique. Determine the travel time and volume in each direction at this section of the highway. Mean time it takes to travel eastward (Te) 2.85 min Mean time it takes to travel westbound (Tw) 3.07 min Average number of vehicles traveling westward when test vehicle is traveling eastward (Ne) 79.50 Average number of vehicles traveling eastward when test vehicle is traveling westward (Nw) 82.25 Average number of vehicles that overtake test vehicle while it is traveling westward (Ow) 1.25, Tw = 3min, Te = 2.9min, Tw = 2.9min, Te = 3min, Tw = 2.9min, Te = 2.9min, Tw = 3min, Te = 3min, The owner of a parking garage located in a CBD has observed that 20% of those wishing to park are turned back every day during the open hours of 8 a.m. to 6 p.m. because of lack of parking spaces. An analysis of data collected at the garage indicates that 60% of those who park are commuters, with an average parking duration of 9 hr, and the remaining are shoppers, whose average parking duration is 2 hr. If 20% of those who cannot park are commuters and the rest are shoppers, and a total of 200 vehicles currently park daily in the garage, determine the number of additional spaces required to meet the excess demand. Assume parking efficiency is 0.90., At least 19 additional spaces will be required (18.89), At least 18 additional spaces will be required (17.89), At least 20 additional spaces will be required (19.89), At least 21 additional spaces will be required (20.89), The number of all crashes recorded at an intersection in a year was 23, and the average 24-hr volume entering from all approaches was 6500. Determine the crash rate per million entering vehicles (RMEV)., 9.69 crashes per millionenteringvehicles, 6.69 crashes per millionenteringvehicles, 9.96 crashes per millionenteringvehicles, 6.96 crashes per millionenteringvehicles, It is observed that 40 traffic crashes occurred on a 17.5-mile long section of highway in one year. The ADT on the section was 5000 vehicles. (a) Determine the rate of total crashes per 100 million vehicle-miles (b) Determine the rate of fatal crashes per 100 million vehicle-miles, if 5% of the crashes involved fatalitiesaverage 24-hr volume entering from all approaches was 6500. Determine the crash, RMVMT=6.26 million veh–mi, RMVMF = 125.24 crashes/100 million veh–mi, RMVMT=125.24 crashes/100 million veh–mi, RMVMF = 6.26 crashes/100 million veh–mi, RMVMT=152.24 crashes/100 million veh–mi, RMVMF = 6.26 crashes/100 million veh–mi, RMVMT=152.24 crashes/100 million veh–mi, RMVMF = 6.62 crashes/100 million veh–mi, Data collected for three consecutive years at an intersection study site show that 14 rear-end collisions and 10 left-turn collisions occurred during a 3-year period. Data collected at 10 other intersections with similar geometric and traffic characteristics give the information shown in Table 5.1. Determine whether any type of crash is overrepresented at the study site for a 95% confidence level (Z 1.96)., Rear-end collisions are overrepresented at the study site at 95%, Left-turn collisions are overrepresented too, Rear-end collisions are overrepresented at the study site at 95%, Left-turn collisions are not overrepresented, Rear-end collisions are not overrepresented at the study site at 95%, Left-turn collisions are not overrepresented, Rear-end collisions are not overrepresented at the study site at 95%, Left-turn collisions are overrepresented, An engineer wishing to test whether large trucks are significantly involved in crashes on rural two-lane highways than on rural multilane highways, provided data for a period of five years on randomly-selected rural two-lane and multilane highways in her district, as given in Table 5.2. These sections are each of the same length, with similar large truck percentages, AADT, and posted speed limits. Using the t-test, determine whether it can be concluded that large-truck-involved crashes on rural two-lane highways are significantly higher than those on rural multilane highways at a significance level of 5%., t0.05=1.734, T < t0.05, We therefore reject the null hypothesis, it cannot be concluded large-truck crashes be higher on rural two-lane than on rural multilane, t0.05=1.734, T > t0.05, We therefore accept the null hypothesis, it cannot be concluded large-truck crashes be higher on rural two-lane than on rural multilane, t0.05=1.734, T < t0.05, We therefore accept the null hypothesis, it cannot be concluded large-truck crashes be higher on rural two-lane than on rural multilane, t0.05=1.734, T > t0.05, We therefore reject the null hypothesis, it cannot be concluded large-truck crashes be higher on rural two-lane than on rural multilane, Table 5.3 gives the number of fatal and injury (F& I) crashes and property damage only (PDO) crashes that occurred over the same period at randomly-selected unsignalized and signalized intersections with similar approach volumes and geometric characteristics. Using the proportionality test, determine whether, based on this data set, it can be concluded that the proportion of fatal and injury crashes is significantly higher at unsignalized intersections than at signalized intersections at a 5% significance level., p = 0.31, Z = 0.88, Za = 1.645: Z < Za, we cannot reject the null hypothesis. The proportion of fatal and injury crashes at unsignalized intersections is not significantly higher than that at signalized intersections., p = 0.31, Z = 0.88, Za = 1.645: Z < Za, we accept the null hypothesis. The proportion of fatal and injury crashes at unsignalized intersections is not significantly higher than that at signalized intersections., p = 0.31, Z = 0.88, Za = 1.645: Z > Za, we cannot reject the null hypothesis. The proportion of fatal and injury crashes at unsignalized intersections is not significantly higher than that at signalized intersections., p = 0.31, Z = 0.88, Za = 1.645: Z > Za, we accept the null hypothesis. The proportion of fatal and injury crashes at unsignalized intersections is not significantly higher than that at signalized intersections., Table 5.4 gives the number of large-truck crashes that occur on 20-mile segments of highways with DSL and USL with the same AADT over a two-year period. Using the Kruskal-Wallis H test, determine whether it can be concluded that the distribution of large-truck crashes are similar at the 5% significance level, x = 3.84146, We therefore reject the null hypothesis and conclude the distributions of the crashes on DSL and USL segments are the same., x = 3.48146, We therefore accept the null hypothesis and conclude the distributions of the crashes on DSL and USL segments are the same., x = 3.84146, We therefore accept the null hypothesis and conclude the distributions of the crashes on DSL and USL segments are the same., x = 3.48146, We therefore reject the null hypothesis and conclude the distributions of the crashes on DSL and USL segments are the same., An urban arterial street segment 0.2 mile long has an average annual daily traffic (AADT) of 15,400 veh/day. In a three-year period, there have been eight crashes resulting in death and/or injuries and 15 involving property damage only. The statewide average crash experience for similar types of roadway is 375 per 100 mvm for a three-year period of which 120 involved death and/or injury and 255 caused property damage only. Is the 0.2 mile long street segment hazardous? In identifying hazardous locations, consider that a single death/injury crash is equivalent to three property damage crashes. Use a 95% confidence level., Crash ratio = 1.29, Since the ratio exceeds 1, a safety problem is likely to exist., Crash ratio = 1.99, Since the ratio exceeds 1, a safety problem is likely to exist., Crash ratio = 1.92, Since the ratio exceeds 1, a safety problem is likely to exist., Crash ratio = 1.22, Since the ratio exceeds 1, a safety problem is likely to exist., The Safety Performance function (SP) for injury crashes for a section of highway is given as SP L(0.30)0.02(AADT) 0.60 Assuming k is 0.95, determine the long-term average number of injury crashes for the following data. AADT 5500 veh/day Assume k 0.95 Highway segment length (L) 3 mi Total injury crashes over the last 2 years 15, 6.46 crashes per year, 6.49 crashes per year, 6.64 crashes per year, 6.94 crashes per year, At a single location, three countermeasures with CRs of 40%, 28%, and 20% are proposed. Determine the overall CRF if all countermeasures are used., CR = 0.66, CR = 0.75, CR = 0.57 (if two countermeasures), CR = 0.76, A motorist is 50 ft from an intersection and sees a vehicle approaching from the right when it is 20 ft from the intersection. After removal of the foliage that has been blocking the sight line, it is now possible to see the same vehicle when it is 75 ft from the intersection. Average daily traffic volumes on the main roadway are 12,000 veh/day. Prior to removal of the obstructing foliage, the average number of crashes per year was 8.6. Determine the expected number of crashes per year after the foliage has been removed based on the research data provided in Table 5.19., 6.63 crashes/year, 6.44 crashes/year, 6.36 crashes/year, 6.34 crashes/year, Figure 6.3 shows vehicles traveling at constant speeds on a two-lane highway between sections X and Y with their positions and speeds obtained at an instant of time by photography. An observer located at point X observes the four vehicles passing point X during a period of T sec. The velocities of the vehicles are measured as 45, 45, 40, and 30 mi/h, respectively. Calculate the flow, density, time mean speed, and space mean speed.when it is 20 ft from the intersection. After removal of the foliage that has been blocking the sight line, it is now possible to see the same vehicle when it is 75 ft from the intersection. Average daily traffic volumes on the main roadway are 12,000 veh/day. Prior to removal of the obstructing foliage, the average number of crashes per year was 8.6. Determine the expected number of crashes per year after the foliage has been removed based on the research data provided in Table 5.19., q = 14,000, k = 70.4 veh/mi, ut = 40 mph, us = 99 mph, q = 14,400, k = 74.0 veh/mi, ut = 41 mph, us = 93 mph, q = 14,000, k = 74.4 veh/mi, ut = 41 mph, us = 39 mph, q = 14,400, k = 70.4 veh/mi, ut = 40 mph, us = 39 mph, The southbound approach of a signalized intersection carries a flow of 1000 veh/h/ln at a velocity of 50 mi/h. The duration of the red signal indication for this approach is 15 sec. If the saturation flow is 2000 veh/h/ln with a density of 75 veh/ln, the jam density is 150 veh/mi, determine the following: a. The length of the queue at the end of the red phase b. The maximum queue length c. The time it takes for the queue to dissipate after the end of the red indication, w13 = 11.31 ft/sec, w34 = 39.2 ft/sec, l = 238.45 ft, w13 = -11.31 ft/sec, w34 = 39.2 ft/sec, l = 238.45 ft, w13 = -11.31 ft/sec, w34 = 39.2 ft/sec, l = 283.45 ft, w13 = 11.31 ft/sec, w34 = 39.2 ft/sec, l = 283.45 ft, The volume at a section of a two-lane highway is 1500 veh/h in each direction and the density is about 25 veh/mi. A large dump truck loaded with soil from an adjacent construction site joins the traffic stream and travels at a speed of 10 mi/h for a length of 2.5 mi along the upgrade before turning off onto a dump site. Due to the relatively high flow in the opposite direction, it is impossible for any car to pass the truck. Vehicles just behind the truck therefore have to travel at the speed of the truck which results in the formation of a platoon having a density of 100 veh/mi and a flow of 1000 veh/h. Determine how many vehicles will be in the platoon by the time the truck leaves the highway, 440 vehicles, 240 vehicles, 220 vehicles, 420 vehicles, Studies have shown that the traffic flow on a single-lane approach to a signalized intersection can be described by the Greenshields model. If the jam density on the approach is 130 veh/mi, determine the velocity of the stopping wave when the approach signal changes to red if the density on the approach is 45 veh/mi and the space mean speed is 40 mi/h. At the end of the red interval, what length of the approach upstream from the stop line will vehicles be affected if the red interval is 35 sec?, 1090.7 ft, 1070.9 ft, 1097.0 ft, 1079.0 ft, The peak hour volume on an expressway at the vicinity of the merging area of an on ramp was determined to be 1800 veh/h. If it is assumed that the arrival of expressway vehicles can be described by a Poisson distribution, and the critical gap for merging vehicles is 3.5 sec, determine the expected number of acceptable gaps for ramp vehicles that will occur on the expressway during the peak hour., 312, 311, 321, 322, Repeat Example 6.7 using a minimum gap in the expressway traffic stream of 1.0 sec and the data: The peak hour volume on an expressway at the vicinity of the merging area of an on ramp was determined to be 1800 veh/h. If it is assumed that the arrival of expressway vehicles can be described by a Poisson distribution, and the critical gap for merging vehicles is 3.5 sec, determine the expected number of acceptable gaps for ramp vehicles that will occur on the expressway during the peak hour., 511, 515, 551, 555, On a given day, 425 veh/h arrive at a tollbooth located at the end of an off-ramp of a rural expressway. If the vehicles can be serviced by only a single channel at the service rate of 625 veh/h, determine (a) the percentage of time the operator of the tollbooth will be free, (b) the average number of vehicles in the system, and (c) the average waiting time for the vehicles that wait. (Assume Poisson arrival and negative exponential service time.), q = 0.23, En = 3, Ev = 18, q = 0.23, En = 2, Ev = 18, q = 0.32, En = 2, Ev = 18, q = 0.32, En = 3, Ev = 18, The number of vehicles that can enter the on ramp of an expressway is controlled by a metering system which allows a maximum of 10 vehicles to be on the ramp at any one time. If the vehicles can enter the expressway at a rate of 500 veh/h and the rate of arrival of vehicles at the on ramp is 400 veh/h during the peak hour, determine (a) the probability of 5 cars being on the on ramp, (b) the percent of time the ramp is full, and (c) the expected number of vehicles on the ramp during the peak hour., 0.072, 0.023, 3, 0.072, 0.023, 2, 0.027, 0.023, 3, 0.027, 0.023, 2, A ramp from an urban expressway with a design speed of 30 mi/h connects with a local road forming a T intersection. An additional lane is provided on the local road to allow vehicles on the ramp to turn right onto the local road without stopping. The turning roadway has a mountable curb on one side and will provide for a one-lane, one-way operation with provision for passing a stalled vehicle. Determine the width of the turning roadway if the predominant vehicles on the ramp are single-unit trucks but give some consideration to semitrailer vehicles. Use 0.08 for the superelevation., Pavement width 21 ft, turning roadway has a mountable curb on one side, no modification to width required., Pavement width 23 ft, turning roadway has a mountable curb on one side, no modification to width required., Pavement width 20 ft, turning roadway has a mountable curb on one side, no modification to width required., Pavement width 22 ft, turning roadway has a mountable curb on one side, no modification to width required., A tall building is located 45 ft from the centerline of the right lane of a local road (b in Figure 7.20) and 65 ft from the centerline of the right lane of an intersecting road (a in Figure 7.20). If the maximum speed limit on the intersecting road is 35 mi/h, what should the speed limit on the local road be such that the minimum sight distance is provided to allow the drivers of approaching vehicles to avoid imminent collision by adjusting their speeds? Approach grades are 2%., 5 mi/h, 10 mi/h, 15 mi/h, 20 mi/h, A minor road intersects a major four-lane undivided road with a design speed of 65 mi/h. The intersection is controlled with a stop sign on the minor road. If the design vehicle is a single-unit truck, determine the minimum sight distance required on the major road that will allow a stopped vehicle on the minor road to safely turn left if the approach grade on the minor road is 2%., 947.61 ft., 977.61 ft., 974.61 ft., 944.61 ft., A minor road intersects a major four-lane divided road with a design speed of 65 mi/h and a median width of 6 ft. The intersection is controlled with a stop sign on the minor road. If the design vehicle is a passenger car, determine the minimum sight distance required on the major road for the stopped vehicle to turn left onto the major road if the approach grade on the minor road is 4%., 846.7 ft, 866.7 ft, 864.7 ft, 844.7 ft, An urban two-lane minor road crosses a four-lane divided highway with a speed limit of 55 mi/h. If the minor road has a speed limit of 35 mi/h and the intersection is controlled by a yield sign on the minor road, determine the sight distance from the intersection that is required along the major road such that the driver of a vehicle on the minor road can safely cross the intersection. The following conditions exist at the intersection. Major road lane width 11 ft Median width 8 ft Design vehicle on minor road is a passenger car length 22 ft Approach grade on minor road 3%., 644.5 ft, 611.5 ft, 614.5 ft, 641.5 ft, A two-lane minor street crosses a four-lane major street. If the traffic conditions are as given, determine whether installing a traffic signal at this intersection is warranted. 1. The traffic volumes for each eight hours of an average day (both directions on major street) total 400 veh/h. For the higher volume minor-street approach (one direction only), the total is 100. 2. The 85th-percentile speed of major-street traffic is 43 mi/h. 3. The pedestrian volume crossing the major street during an average day is 200 ped/h during peak pedestrian periods (two hours in the morning and two hours in the afternoon). 4. The number of gaps per hour in the traffic stream for pedestrians to cross during peak pedestrian periods is 52. 5. The nearest traffic signal is located 450 ft from this location., A traffic signal therefore is not justified under the minimum pedestrian volume warrant. The signal should be of the traffic-actuated type with pushbuttons for pedestrians who are crossing, A traffic signal therefore is not justified under the minimum pedestrian volume warrant. The signal should not be of the traffic-actuated type with pushbuttons for pedestrians who are crossing, A traffic signal therefore is justified under the minimum pedestrian volume warrant. The signal should be of the traffic-actuated type with pushbuttons for pedestrians who are crossing, A traffic signal therefore is justified under the minimum pedestrian volume warrant. The signal should not be of the traffic-actuated type with pushbuttons for pedestrians who are crossing, 1648, 1864, 1468, 1486, Determine the minimum yellow interval at an intersection whose width is 40 ft if the maximum allowable speed on the approach roads is 30 mi/h. Assume average length of vehicle is 20 ft., 6.4 sec, 4.7 sec, 5.4 sec, 4.5 sec, The traffic signals on an urban arterial are to be coordinated to facilitate the flow of traffic. The intersections are spaced at approximately 500 ft intervals with at least one intersection being part of another coordinated system, whose cycle length is 60 seconds. Determine whether a single-, double-, or triple-alternate system is preferable for this arterial if the mean velocity on the arterial is 35 mi/h., mean speed is currently 35 mi/h, the single-alternate system is preferable, mean speed is currently 35 mi/h, the triple-alternate system is preferable, mean speed is currently 35 mi/h, the doule-alternate system is preferable, no alternate is favorable, 82.0%, 84.0%, 83.0%, 85.0%, 96.2%, 92.2%, 96.6%, 92.6%, 59.8 mph, 58.8 mph, 58.9 mph, 59.9 mph, LOS A, LOS B, LOS C, LOS D, 1, 2, 3, 4, Table 11.3 on page 570 shows indices for 2001 and 2005 for railroads, highways, and the Consumer Price Index. A study of a freight rail improvement project was completed in 2001 that recommended improvements such as siding, track extension, and track maintenance and estimated a total cost of $120 million in 2001 dollars. The study cost $250,000 to perform, and the state agency would like to convert this cost estimate to 2005 dollars without redoing the entire study. How much should the improvements cost in 2005 dollars?, $133 million, $136 million, $163 million, $166 million, 2,222 trips/day, 2,555 trips/day, 5,555 trips/day, 5,222 trips/day, A commercial center in the downtown contains several retail establishments and light industries. Employed at the center are 220 retail and 650 non-retail workers. Determine the number of trips per day attracted to this zone., 5189 trips/day, 5198 trips/day, 5199 trips/day, 5188 trips/day, Determine the number of transit trips per day in a zone which has 5000 people living on 50 acres. The auto ownership is 40% of zero autos per household and 60% of one auto per household., 1700 transit trips per day, 17777 transit trips per day, 1770 transit trips per day, 1000 transit trips per day, The total number of productions in a zone is 10,000 trips/day. The number of households per auto is 1.80, and residential density is 15,000 persons/square mile. Determine the percent of residents who can be expected to use transit., 55%., 44%., 45%., 54%., 88.4, 58.4, 85.4, 55.4, PA=0.88 PT=0.88, PA=0.14 PT=0.86, PA=0.88 PT=0.44, PA=0.86 PT=0.14, A transit authority wishes to determine the number of total travelers in a corridor that will shift from auto to a proposed new bus line. Since local data are unavailable, use of borrowed utility values is the only option. It is believed that the key factors in the decision to use transit will be time and cost. Average annual household income (AI) is $60,000, TVP 0.30, and waiting time is perceived to be twice as long as riding time. System times and cost values are as follows., 0.557, 0.577, 0.575, 0.757, A regional transportation agency wishes to calibrate a utility function that can be used with the logit model to predict modal choice between bus, auto, and rail. Survey data were obtained by interviewing seven people identified as persons A through G who reported the travel time for three modes they considered (car, bus, and rail) and the mode that they used. The results of the survey are shown in the following table. The agency has proposed to select a utility function of the form U b (time). Use the method of maximum likelihood estimation to calibrate this utility function for the parameter, b., -0.1504, 0.1504, -0.5104, 0.5104, To illustrate the use of demand elasticity, a rule of thumb in the transit industry states that for each 1% increase in fares, there will be one-third of 1% reduction in ridership. If current ridership is 2000/day at a fare of 30¢, what will the ridership be if the fare is increased to 40¢?, 1778 passengers/day., 1777 passengers/day., 1788 passengers/day., 1888 passengers/day., The current peak ridership for urban area X is 1000, the current fare is $1, and a proposed new fare is $2. Estimate the future peak ridership of this community using published elasticity values for Portland, OR., 857, 855, 877, 875, It has been observed that interstate truck traffic has been growing at an average rate of 3% annually for the past 20 years. Currently, truck ADT volumes are 4000 veh/day. Provide an estimate of truck traffic 5 years hence if the past 20 years of growth is expected to continue, 4,673 trucks/day, 4,763 trucks/day, 4,637 trucks/day, 4,376 trucks/day, The Department of Traffic is considering three improvement plans for a heavily traveled intersection within the city. The intersection improvement is expected to achieve three goals: improve travel speeds, increase safety, and reduce operating expenses for motorists. The annual dollar value of savings compared with existing conditions for each criterion as well as additional construction and maintenance costs is shown in Table 13.4. If the economic life of the road is considered to be 50 years and the discount rate is 3%, which alternative should be selected? Solve the problem using the four methods for economic analysis., Alternative I, Alternative II, Alternative III, No alternative is favorable, A transportation agency is considering the construction of a light-rail transit line from the center of town to a growing suburban region. The transit agency wishes to examine five alternative alignments, each of which has advantages and disadvantages in terms of cost, ridership, and service provided. The alternatives differ in length of the line, location, types of vehicles used, seating arrangements, operating speeds, and numbers of stops. Estimated values achieved by each criterion for each of the five alternatives are shown in Table 13.5. The agency wants to evaluate each alternative using a ranking process. Determine which project should be selected., I, II, III, I and II, The elevations of two points A and B on an aerial photograph are 500 ft and 565 ft, respectively. The scales at these points on the photograph are 1:10,000 and 1:9870, respectively. Determine the elevation at point C, if the scale at C is 1:8000., 1000 ft, 500 ft, 1500 ft, 2500 ft, Vertical photographs are to be taken of an area whose mean ground elevation is 2000 ft. If the scale of the photographs is approximately 1:15,000, determine the flying height. Focal length of the camera lens is 7.5"., 11,735 ft, 13,375 ft, 13,175 ft, 11,375 ft, 888.8 ft, 822.8 ft, 828.8 ft, 828.2 ft, 20, 25, 30, 35, 500, 600, 700, 800, 9.6 ft, 9.9 ft, 6.9 ft, 6.6 ft, Total ESAL 3.0217x10^6, Total ESAL 4.0217x10^6, Total ESAL 5.0217x10^6, Total ESAL 6.0217x10^6, 0.47x10^-3 in, 1.47x10^-3 in, 2.47x10^-3 in, 3.47x10^-3 in, A pavement rating method for a certain state uses the following elements in its evaluation procedure: longitudinal or alligator cracking, rutting, bleeding, ravelling, and patching. The weighting factors are 2.4, 1.0, 1.0, 0.9, and 2.3, respectively. Each distress element is characterized by (1) its severity as not severe, severe, or very severe; and (2) its frequency as none, rare, occasional, or frequent. The categories for frequency are based on the percentage of area affected by a particular distress within the area of the section surveyed. For each combination of severity and distress, a rating factor is assigned, did, from 0 to 9, as shown in Table 21.1., 20, 40, 60, 80, A 10,000 lb load is placed on two tires of a locked-wheel trailer. At a speed of 30 mi/h, a force of 5000 lb is required to move the device. Determine the SK and the surface type, assuming that treaded tires were used., 50, silty and gritty, 50, sand and smooth, 50, wet and slimy, 50, coarse and gritty, 61,880, 61,660, 61,680, 61,000

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