1. 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 1 2 NB T/R/L, SB T/R/L EB T/R/L, WB T/R/L Analysis flow rate Saturation flow rate 800, 820 2800, 2900 1120, 960 3000, 3200

1. 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 1 2 NB T/R/L, SB T/R/L EB T/R/L, WB T/R/L Analysis flow rate Saturation flow rate 800, 820 2800, 2900 1120, 960 3000, 3200

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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Concept explainers

Intersection Design

An intersection is a location where two or more roads or railways meet or join. The traffic movement is controlled at the intersection that depends on its design and type. It governs the operation, efficiency, speed, capacity, and safety of the highways, airways, and railways. The movement of the pedestrian causes hazards and delays at the intersection.

Question

1. 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, 3200

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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 20.464 sec O 22.411 sec O 24.460 sec Phase O 21.035 sec Allowed movements Analysis flow rate Saturation flow rate Using v/c equalization ratio, calculate the effective green time for phase 2 NB L, SB L 330, 365 veh/h 1700, 1750 veh/h 2 NB T/R, SB T/R 1125, 1075 veh/h 3400, 3300 veh/h EB L, WBL 110, 80 veh/h 650, 600 veh/h 3 EB T/R, WB T/R 250, 285 veh/h 1750, 1800 veh/h
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.
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