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
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Chapter2: Loads On Structures
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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
Transcribed Image Text: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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