Q1: The table below shows 15-minute volume counts during afternoon peak hoursof an urban approach. Determine the following: Peak hourly volume (PHV); peakhourly factor (PHF) and; the design hourly volume (DHV) of the approach if theapproach has (20years) forecast of AADT of (30000 vpd).TimeVolume5:00 – 5:15 p.m5:15– 5:30 p.m5:30 – 5:45 p.m5:45–6:00 p.m6:00 – 6:15 p.m6:15– 6:30 p.m6:30 – 6:45 p.m6:45-7:00 p.m350365412415405392340310

Given: The AADT is 30000 vpd. The 15 min volume counts are, Time Volume 5:00 – 5:15 p.m…

Answered: Q1: The table below shows 15-minute…

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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The average normal flow on cross roads A and B during design period are 400 and 250 pcu per hour. The saturations flow values on these roads are estimated as 1200 and 1000 pcu per hour respectively. The all-red time required for pedestrian crossing is 12secs. Calculate cycle time for two phase signal system.
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A freeway with 4 lanes, Hourly volume direction ( 2600 veh/hr.) , Truck ( 8 percent ), Buses (3 percent ) , ET = 1.5 , PHF = 0.95, fP =1, RVS ( 0 percent). The (15 min. ) passenger car equivalent flow rate (VP ) Pc/hr./ln. equal to:
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.
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.
Traffic engineering ضننذ
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
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.
47.5-52.4 52.5-57.4 60 35 10 57.5-62.4 Q2) What is the purpose of study 1- Annual average daily traffic. 2- Parking load. 3- Design hourly volume
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.
The following calculations are taken at the approach of an intersection during the morning rush hour. Determine (a) the hourly volume, (b) the peak flow rate in one hour, and (c) the peak hour factor.
(b) An approach to a pretimed signal has 25 seconds of effective green in a 60-second cycle. The approach volume is 500 vph and the saturation flow rate is 1400 vph. Calculate the average vehicle delay assuming D/D/1 queuing.

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