On a two-lane intersection approach, following traffic queue data were observed.Clock Time | Cycle #Number of Vehicles in Queue+0 sec+20 sec+40 sec5:00145:01276.75:0236.5:0345845:047.6.5:05475:067.88.5:07845:0895:091043Total6463Sum(Vig) = | 192Vstop = 130VT =165%3DFFS =35%3D1) Estimate average time in queue =20,4sec/vehveh2) The number of vehicle stopping per lane per cycle =3) Fraction of vehicles stopping =%3D4) Control delay =sec/veh95597

Number of lane, N=2 Free flow speed, FFS=35 kmph Survey count interval, Is=20 sec Total vehicle in…

Answered: On a two-lane intersection approach,…

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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Problems 1. Traffic volumes on a four-lane freeway (two lanes in each direction) were counted manually from an overhead location, resulting in the data shown here. The desire was to obtain continuous 15-minute counts for each lane of the freeway for a two-hour period surrounding the morning peak hour. 11On 400 linc W Data for Problem 1 Eastbound Westbound Time of Count (PM) Lane 1 Lane 2 Lane 1 Lane 2 4:00-4:12 4:15-4:27 4:30-4:42 4:45-4:57 5:00-5:12 360 310 350 285 380 330 370 300 370 340 5:15-5:27 5:30-5:42 5:45-5:57 345 280 340 260 310 320 From the data shown, determine the following: (a) Continuous 15-minute volumes for each period and each lane. (b) The peak hour, peak hour volume, and peak hour factor (PHF) for each direction of flow and for the freeway as a whole. (c) Directional flow rates during each 15-minute count period.
Match the term with its definition. ✓ phase interval cycle ring barrier A. the time given to opposing left turn movements B. a continuous sequence of phases c. the total time to complete one sequence of signalization for all movements at an intersection D. reference within the cycle at which time a phase in each ring terminates, separating conflicting movements such as east-west from north-south E. the green, change and clearance intervals assigned to a specific movement or movements of traffic F. duration of time during which the signal indications do not change
Transportation Engineering Roll No. - 69 do the numerical part 2. Explain with the help of sketches various types of highway intersections. The 15 minute design traffic volume on cross road 1 and 2 during peak hour are observed as 180+R.No. and 150+R.No. vehicles per lane respectively. If the amber times required are 4 and 3 seconds respectively for two roads, design the signal timing by trial cycle (or exact) method. Assume average time headway of 2.5 sec during green phase. CO3
Observers stationed at two sections XX and YY, 1000 ft apart on a highway, record the arrival times of four vehicles as shown in the table below. Vehicle Section XX Section YY A T0 T0 + 14.33 sec B T0 + 3.76 sec T0 + 18.14 sec C T0 + 7.94 sec T0 + 22.06 sec D T0 + 12.13 sec T0 + 27.87 sec If the total time of observation at XX was 20 sec, determine (a) the time mean speed, (b) the space mean speed, (c) the flow at section XX, and (d) the density on the highway
An observer notes that an approach to a pretimed signal has a maximum of eight vehicles in a queue in a given cycle. If the saturation flow rate is 1440 veh/h and the effective red time is 40 seconds, how much time will it take this queue to clear after the start of the effective green (assuming that approach capacity exceeds arrivals and D/D/1 queuing applies) (in seconds)? Round off the final answer to whole number. Blank 1 Blank 1 Add your answer
Q-2|| Traffic volume data has been collected for 10 min time intervals as shown below, Find the total hourly volume, flow rate and PHF. Time 7:30-7:40 7:40-7:50 7:50-8:00 8:00-8:10 8:10-8:20 8:20-8:30 Volume 250 280 300 200 150 130
An intersection has a four-phase signal with the movements allowed in each phase and corresponding and saturation flow rates shown in the table below. Phase 1 2 3 4 Allowed movements EB L, WB L EB T/R, WB T/R SB L, SB T/R NB L, NB T/R Analysis flow rate 245, 230 veh/h 975, 1030 veh/h 255, 235 veh/h 225, 215 veh/h Saturation flow rate 1750, 1725 veh/h 3350, 3400 veh/h 1725, 1750 veh/h 1700, 1750 vehh Calculate the sum of the flow ratios for the critical lane groups. O 0.714 O 0.723 0.751 0.702
QUESTION 1 The approaches of a 4-leg signalized intersection are configured with 1 NB lane, 1 SB lane, 1 EB lane, and 1 WB lane and each of these lanes serves LT, TH, and RT movements. The following volumes and phasing are provided. approach EB WB NB SB movement LT TH RT LT TH RT LT TH RT LT TH RT volume 120 480 160 80 560 100 20 200 40 12 160 48 2 6 What is the critical sum for the EB/WB barrier?
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 ЕВ TR, WB TR Analy sis flow rate 330, 365 veh/h 1125, 1075 veh/h 110, 80 veb/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. 0.787 O 0.857 O 0.709 O 0,829
An intersection has a four-phase signal with the movements allowed in each phase and corresponding analysis and saturation flow rates shown in the table below. Phase 1 3 4 Allowed movements EB L, WB L EB T/R, WB T/R SB L, SB T/R NB L, NB T/R Analysis flow rate 245, 230 veh/h 975, 1030 veh/h 255, 235 veh/h 225, 215 veh/h Saturation flow rate 1750, 1725 vehh 3350, 3400 veh/h 1725, 1750 veh/h 1700, 1750 veh/h Calculate the optimum cycle length (Assume 4 seconds lost time per phase) O 116.466 sec O 104.693 sec 97.315 sec O 101.399 sec
Exercise 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/hr
The cumulative arrival and departure curve of one cycle of an approach lane of a signalized intersection is shown in the adjoining figure. The cycle time is 50 s and the effective red time is 30 s and the effective green time is 20 s. What is the average delay? Cumulative --- Arrival A Cumulative arrival or departure (No. of vehicles) TO 30 #1 Departure

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