Traffic and Highway Engineering
5th Edition
ISBN: 9781305156241
Author: Garber, Nicholas J.
Publisher: Cengage Learning
expand_more
expand_more
format_list_bulleted
Question
Chapter 8, Problem 22P
To determine
What is cycle used for the design a simultaneous traffic signal system for six intersections on a suburban arterial. Give reason.
Expert Solution & Answer
Trending nowThis is a popular solution!
Students have asked these similar questions
Analyze the unsignalized intersection below and calculate the optimum cycle length if the
intersection will be signalized.
Approach
E
W
N
S
Maximum no.
of lanes
5
5
4
4
Direction
Through
left
Through
left
Through
left
Through
left
N
Total volume
pcu/hr
1,480
370
860
586
1,360
494
2,030
265
Sat. flow rate
pcu/hr/lane
2,400
1,700
2,400
1,700
2,200
1,800
2,200
1,800
A signalized intersection has four approaches. If the north, south, east, and west approaches have average control delays of 21, 25, 34, and 32 seconds, respectively, and their respective volumes are 198, 176, 265, and 303 pc/h, what is the intersection LOS?
Group of answer choices
LOS C
LOS B
LOS A
LOS D
In order to determine the DHV from a traffic count worksheet, the first step is to:
Group of answer choices
Calculate the PHF of each approach
Determine which hour has the highest total intersection volume in veh/hr
Convert all of the turning counts from veh/15-min to veh/hr
Calculate the PHF of the intersection
Chapter 8 Solutions
Traffic and Highway Engineering
Ch. 8 - Prob. 1PCh. 8 - Prob. 2PCh. 8 - Prob. 3PCh. 8 - Prob. 4PCh. 8 - Prob. 5PCh. 8 - Prob. 6PCh. 8 - Prob. 7PCh. 8 - Prob. 8PCh. 8 - Prob. 9PCh. 8 - Prob. 10P
Ch. 8 - Prob. 11PCh. 8 - Prob. 12PCh. 8 - Prob. 13PCh. 8 - Prob. 14PCh. 8 - Prob. 15PCh. 8 - Prob. 16PCh. 8 - Prob. 17PCh. 8 - Prob. 18PCh. 8 - Prob. 19PCh. 8 - Prob. 20PCh. 8 - Prob. 21PCh. 8 - Prob. 22PCh. 8 - Prob. 23PCh. 8 - Prob. 24PCh. 8 - Prob. 25PCh. 8 - Prob. 26PCh. 8 - Prob. 27PCh. 8 - Prob. 28P
Knowledge Booster
Similar questions
- Draw the intersection diagram for the given traffic volume summary of a T-intersection: (base on the image)arrow_forwardConsider the geometric and traffic characteristics shown below. Approach (Width) Peak hour Approach Volumes: Left Turn Through Movement Right Turn Conflicting Pedestrian Volumes PHF North South (56 ft) (56 ft) 160 100 H 452 405 167 162 900 0.95 1,600 veh/h/In 1,400 veh/h/In 1,000 veh/h/In 1,200 veh/h/In Left-through-right lanes: 1,100 veh/h/In Left lanes: Left-through lanes: Left-through-right lanes: 1,760 veh/h/In 1,540 veh/h/In 1,100 veh/h/In 1,320 veh/h/In 1,210 veh/h/In Phase 1: N-S left turn Phase 2: N-S through & through-right turn Phase 3: E-W left turn For the following saturation flows: Through lanes: Through-right lanes: Left lanes: Left-through lanes: B The total cycle length was 281 s. Now assume the saturation flow rates are 10% higher, that is, assume the following saturation flow rates: Through lanes: Through-right lanes: Phase 4: E-W through & through-right turn Total cycle length 1,200 0.95 East (68 ft) S S S S 195 595 196 1,200 0.95 West (68 ft) Determine a suitable…arrow_forwardA new freeway ramp meter will be installed on the Medina onramp to westbound SR 520. There is 70 ft from the ramp meter stop line back to the nearest intersection, and each stopped vehicle takes up an average of 20 ft. The desired meter rate is one vehicle every 10 seconds, while the arrival rate averages one vehicle arrival every 11 seconds. What is the average queue length? 55ft O 4.5 ft 100ft 90ftarrow_forward
- Please calculate the level of service and delay for the westbound left lane group, the westbound approach, and the whole intersection. I provided LOS chart for reference.arrow_forwardTwo adjacent signalized intersections along a major arterial are 650 ft apart (stop line to stop line distance). If the space mean speed between these two intersections is 22 mph, what should be the signal offset of the downstream intersection relative to the upstream intersection? Group of answer choices 20.0 sec 13.5 sec 40.0 sec 29.5 secarrow_forwardDetermine whether a T intersection (one leg on the minor approach) with the hourly volume data satisfy MUTCD Warrant 3 (peak-hr vehicular volume) for signalization. All approaches have one lane entering the intersection. For the warrant that is met, explain how the warrant is met (rules applied, hours in which the volume criteria were met, etc.) and refer to necessary graphs and tables. The major street speed limit is 60 km/h, and the minor street speed limit is 40 km/h.arrow_forward
- 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 Barrow_forward10. For the intersection shown below draw a 3-phase traffic signal operation.arrow_forwardDetermine the approximate center to center spacing of vehicles in a certain lane if the average speed of the cars using that particular lane is 40 kph and the volume of traffic is 800 vpharrow_forward
- An signalized intersection located in Baghdad Capital with four phases, if EYi=O.77, lost time for each phase ( Lt = 3.O %3D sec. ).The cycle length for this signalized intersection is equal:arrow_forwardExercise 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/hrarrow_forwardAn intersection has a three-phase signal with the movement 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 Phase 1 2 3 Allowed Movement NB L, SB L NB T/R, SB T/R EB L, WB L EB /T/R, WB T/R Analysis Flow Rate 330, 365 veh/h 1125, 1075 veh/h 110, 80 veh/h 250, 285 veh/h Saturation Flow Rate 1700, 1750 veh/h 3400, 300 veh/h 650, 600 veh/h 1750, 1800 veh/h Calculate the Following: 1.)Sum of flow ratios for critical lane groups 2.)minimum cycle length 3.)using v/c equation ratio, calculate the effective green time for phase 1 4.)using v/c equation ratio, calculate the effective green time for phase 2 5.)using v/c equation ratio, calculate the effective green time for phase 3arrow_forward
arrow_back_ios
SEE MORE QUESTIONS
arrow_forward_ios
Recommended textbooks for you
Traffic and Highway EngineeringCivil EngineeringISBN:9781305156241Author:Garber, Nicholas J.Publisher:Cengage Learning
Traffic and Highway Engineering
Civil Engineering
ISBN:9781305156241
Author:Garber, Nicholas J.
Publisher:Cengage Learning