For the geometric characteristics, traffic conditions (traffic volumes are in vehicles per hour) andsignal timing shown below, complete parts A through E for the Northbound and Eastboundapproaches.A. Adjust the volumes.B. Find the saturation flow rate.C. Find the degree of saturation.D. Find the theoretical delay for each movement.E. Find the theoretical delay and LOS for the EB and NB approaches.Bus stop5 stops/hr$12 ftteach6% HV4006% HV65010012 fteach- Isolated signal withrandom arrivals, AT-3- No residual demand delay11 fteach- No bicycles or pedestriansBus stop5 stops/hrPC = 60 secLost time = 3.5 sec/75502% HV-G=42Y=4G=10; Y=4G=8Y=4G=30Y=4Φ1Φ2ФЗAssume the intersection is located at Central Business District (CBD)Assume that both the streets are located on level grades, i.e. G = 0Assume a PHF = 0.95Assume random arrival i.e. AT-3Assume that the intersection is isolated and signal is pre-timed

thank youExplanation:Step 1:Step 2: Step 3: Step 4:

Answered: For the geometric characteristics,…

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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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.
7.24 Vehicles arrive at an approach to a pretimed signalized intersection. The arrival rate over the cycle is given by the function v(t) = 0.22 + 0.012t [v(t) is in veh/s and t is in seconds]. There are no vehicles in the queue when the cycle (effective red) begins. The cycle length is 60 seconds and the saturation flow rate is 3600 veh/h. Determine the effective green and red times that will allow the queue to clear exactly at the end of the cycle (the end of the effective green), and determine the total vehicle delay for this approach over the cycle (assuming D/D/1 queuing).
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.
Question 4 Vehicles begin to arrive at a border gate at 06h50 with a deterministic arrival rate of λ (t) = 5.2 - 0.01t (λ is in vehicles per minute and t in minutes after 06h50). However, the gate opens at 07h00 and serves vehicles at a rate of μµ(t) =3.3 + 2.4t (with t in minutes after 07h00 and u in vehicles per minute). Once the service rate reaches 10 vehicles per minute, it stays at that level for the rest of the day. ● ● Illustrate the operational characteristics of the vehicle queue-delay on a (cumulative) vehicle-Time graph. When will the queue that forms be dissipated? What will be the maximum queue length? Determine the total delay.
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?
Q2: 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.
A turning movement count and a saturation flow study were conducted at a major intersection on an expressway with configuration as presented in Fig.1. The peak-hour volumes and saturation flows obtained from the studies for each movement are presented in Tables 1 and 2, respectively. i) provide a diagrammatic representation of the signal sequence at the intersection. Assume a yellow interval of 3s, all-red interval of 2s and a peak hour factor of 0.95 for all the approaches. Note: No two movements should conflict during the determination of the phasing plan.
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 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.
Subject: transportation engineering Read the question carefully and give me right solution according to the question. A signal has four phases, where the critical lane group flow ratios are 0.115, 0.204, 0.099, and 0.248. If the lost time per phase is 6 seconds and the critical intersection v/c ratio is 0.88, calculate the minimum cycle length and the phase effective green times such that the lane group v/c ratios are equal.

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