An intersection has a three-phase signal with the movements allowed in each phase and corresponding analysisand saturation flow rates shown in the table below. Assume the lost time is 4 seconds per phase and a criticalintersection v/c of 0.90 is desired.O 15.552 secO 11.462 secO 14.825 secPhaseO 16.065 secAllowed movementsAnalysis flow rateSaturation flow rateUsing v/c equalization ratio, calculate the effective green time for phase 31NB L, SB L330, 365 veh/h1700, 1750 veh/h2NB T/R, SB T/R1125, 1075 veh/h3400, 3300 veh/hEB L, WB L110, 80 veh/h650, 600 veh/h3EB T/R, WB T/R250, 285 veh/h1750, 1800 veh/h

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 15.552 sec Phase Allowed movements Analysis flow rate Saturation flow rate O 11.462 sec NBL, SBL 330, 365 dlh 1700, 1750 vvh NBT/R, SBT/R 1125, 1075 vhh 3400, 3300 veh Using v/c equalization ratio, calculate the effective green time for phase 3 EBL, WBL 110, 80 velvh 650, 600 vehh EBTR, WBTR 250, 285 velh 1750, 1800 velv

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 15.552 sec Phase Allowed movements Analysis flow rate Saturation flow rate O 11.462 sec NBL, SBL 330, 365 dlh 1700, 1750 vvh NBT/R, SBT/R 1125, 1075 vhh 3400, 3300 veh Using v/c equalization ratio, calculate the effective green time for phase 3 EBL, WBL 110, 80 velvh 650, 600 vehh EBTR, WBTR 250, 285 velh 1750, 1800 velv

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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25 The table below shows the design flow rate and saturation flow rate for a major intersection on a highway. Using the Webster method, determine the optimum cycle length for the intersection and also determine the green time for each phase. Design Flow Rate (pcu/hr) Through Phase Saturation Flow Rate (pcu/hr) Intergreen period (sec) Left Through Left A 976 234 3700 1615 3.5 676 135 3700 1615 3.5 194 26 3700 1615 3.5 322 371 3700 1615 3.5
Problem-Traffic Engg. A two-phase signalized intersection is designed with a cycle time of 120 s. The amber and red times for each phase are 4 s and 50 s, respectively. If the total lost time per phase due to start-up and clearance is 2 s, the effective green time of each phase is s. (in integer)
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.
A two-phase signalized intersection is designed with a cycle time of 100 s. The amber and red times for each phase are 4 s and 50 s, respectively. If the total lost time per phase due to start-up and clearance is 2 s, the effective green time of each phase is s. (in integer)
An observer notes that an approach to a pretimed signal, the time it will take the queue to clear after the start of the effective green (assuming that approach capacity exceeds arrivals and D/D/1 queuing applies) is 60 s. If the saturation flow rate is 1440 veh/h and the effective red time is 40 seconds, what is the maximum number of vehicles in a queue in a given cycle?
Compute the average approach delay per cycle, given the saturation flow rate of 2400 veh/h and is allocated 24 seconds of effective green in an 80-second signal cycle. Flow at the approach is 500 veh/h. Assume the traffic flow accounts for the peak 15-min period and that there is no initial queue at the start of the analysis period.
Quest... In a three-phase signal system design for a four- leg intersection, the critical flow ratios for each phase are 0.18, 0.32, and 0.22. The total loss time in each of the phases is 2 s. As per Webster's formula, find the optimal cycle length.
Please estimate the minimum cycle length and the green intervals for the following signalized intersection (Figure 7). Please note that the minimum cycle length will be influenced by the design of the phasing diagram. The arrival flow, in pcu/h, for each direction, is illustrated in Figure 7. Please assume any missing values. Lost time following each phase = 2 sec, Amber = 3 sec, Red all = 1 sec, saturation flow 1400 pcu/h. 196, 367, 170 JIL! 400, 140, 215 716 120, 417, 232 400, 433, 184 Figure 7. Intersection Layout and Traffic Flow Data
7.12 The saturation flow rate of an approach to a pretimed signal is 6000 veh/h. The signal has a 60-second cycle with 20 seconds of effective red allocated to the approach. At the beginning of an effective red (with no vehicles remaining in the queue from a previous cycle), vehicles start arriving at a rate v(t) = 0.4 +0.01t + 0.00057+² (where v(t)) is in vehicles per second and t is the number of seconds from the beginning of the cycle). 30 seconds into the cycle the arrival rate remains constant at its 30-second level and stays at that rate until the end of the cycle. What is the total vehicle delay over the cycle (in vehicle- seconds), assuming D/D/1 queuing?
Recent computations at an approach to a pretimed-signalized intersection indicate that the volume-to-capacity ratio is 0.8, the saturation flow rate is 1600 veh/h, and the effective green time is 50 seconds. If the uniform delay is 11.25 seconds per vehicle, determine the arrival flow rate (in veh/h) and the cycle length.
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. Phase 3 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 Using v/c equalization ratio, calculate the effective green time for phase 1 O 15.954 sec O 12.105 sec O 14.127 sec O 13.190 sec
Determine the maximum sum of critical volumes that a signalized intersection, with four phases and a cycle length of 120 seconds, can accommodate. Assume that the lost time per phase is equal to 3.5 seconds, and that the saturation discharge headway is equal to 1.9 seconds. Ans: 1,673 veh/hr