Traffic and Highway Engineering
5th Edition
ISBN: 9781305156241
Author: Garber, Nicholas J.
Publisher: Cengage Learning
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Question
Chapter 10, Problem 7P
To determine
The three components of total control delay of a given lane group.
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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
An intersection of four phase signal with the movements allowed in each phase and corresponding analysis and saturation flow rates shown in table pictute below. Calculate the sum of flow ratios for critical lane groups.
TRANSPORTATION 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.
Chapter 10 Solutions
Traffic and Highway Engineering
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- 3. An intersection approach has two lane groups: left-turn lane group, and through/right-turn lane group. The control delay is 37 seconds/vehicle for the left-turn lane group, and 27 seconds/vehicle for the through/right-turn lane group. The analysis flow rate is 97 vehicles/hour for the left-turn lane group, and 450 vehicles/hour for the through/right-turn lane group. Calculate the approach control delay and write the corresponding level of service (LOS) for the approach in the box below.arrow_forwardPROBLEM 2. A lane group in an intersection approach with a pre-timed signal has a phase with display green of 48, with 4 seconds of yellow and all-red time and 2 seconds of lost time. The uniform delay in this signal phase is 12 seconds per vehicle and the ratio of volume to capacity is 0.8 with a satuation flow rate of 1,600 veh/h. Question: Determine the effective red and arrival rate of this lane group.arrow_forwardPlease 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_forward
- 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 intersectionarrow_forwardQ2: What are the assumptions for using the equations in the queue test? Q3: A signalized intersection, of 105 sec cycle length, the east approach has an effective green time of 20 sec, and the percentage of vehicles arriving during green time is 28%. The west approach has 16 sec green time and 32% of vehicles arriving during the green time. Determine which approach is best coordinated with the upstream signal.arrow_forwardAn 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_forward
- TRANSPORTATION ENGINNERING-TRAFFIC SIGNALS An approach to a predetermined signal has 25 seconds of effective green for a 60 second cycle. The approach volume is 500 vehicles/hour and the saturation flow rate is 1400 vehicles/hour. Calculate the average vehicle delay using D/D/1 queing.arrow_forwardThree-phase a pretimed signalized system for T- intersection, the total lost time per phase is 15 sec. Given that PHF for intersection is 0.91. The table below shows information for all movements included in each phase. (Assume the intersection is isolated, and the traffic flow accounts for the peak 15-min period, and there is no initial queue at the start of the analysis period.) 1 Phase Direction Lane group Number of Lanes Volume (veh/h) 2 Northbound Southbound Northbound LT TH & RT ΤΗ I I 250 1800 390 1800 1 270 1600 2- Determine the average vehicle delay for each traffic lane. 3- Evaluate the level of service (LOS) for each traffic lane. 3 Westbound LT 1 250 2500 Saturation flow (veh/lane/hr) 1- Using the Webster method, determine the optimum cycle length and the effective green time for each phase.arrow_forward1. An isolated intersection is controlled by a two-phase pre-timed signal with the movements allowed in each phases, and corresponding analysis and saturation flow rates shown in Table 1-1. Assume the start up loss time is 2 seconds per phase and the clearance loss time is 3 seconds per phase. The traffic flow accounts for the peak 15- min period and there is no initial queue at the start of analysis period. Progression adjustment factor PF=1.0. Please answer the following questions: (1) What are the optimal cycle length (round up to nearest 5 seconds) using Webster's optimum cycle length formula and effective green times (based on lane group v/c equalization)? (2) What is the northbound approach delay and level of service? Table 1-1 Phase and Flow Data for the Intersection Phase Allowed movements Analysis flow rate 1 2 NB T/R/L, SB T/R/L EB T/R/L, WB T/R/L Saturation flow rate 800, 820 2800, 2900 1120, 960 3000, 3200arrow_forward
- Determine 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_forwardAn 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. Phase 2 3 Allowed movements NB L, SB L NB T/R, SB T/R EB L, WBL 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, 3300 veh/h 650, 600 veh/h 1750, 1800 veh/h Calculate minimum cycle length O 255 sec O 155 sec O 100 sec O 60 secarrow_forwardAn 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. Phase Allowed movements 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, 3300 veh/h 650, 600 veh/h 1750, 1800 veh/h Calculate the sum of the flow ratios for the critical lane groups. O 0.709 O 0.857 O 0.787 O 0.829arrow_forward
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