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Table 5
Signalized Intersection Capacity Analyses
2010 Existing 2015 No-Build 2015 Build
Condition Condition Condition
Intersections Time Period LOS1 VIC2 Delay3 LOS Vic Delay LOS VIC Delay
Route 5 at 1-291 EB Ramps/ Weekday AM C4 0.79 31.7 C4 0.83 34.2 C4 0.84 34.9
Ellington Road Weekday PM C 0.69 27.3 C 0.72 28.3 C 0.75 29.5
Route 5 at 1-291 WB Ramps Weekday AM C 0.76 22.5 C 0.80 24.3 C 0.81 24.8
Weekday PM C 0.69 22.5 C 0.73 23.7 C 0.75 24.3
Route 5 at Chapel Road Weekday AM C 0.83 30.9 C 0.87 33.9 D 0.88 35.5
Weekday PM B 0.63 17.9 B 0.66 18.9 C 0.69 20.2
Ellington Road at Chapel Road Weekday AM B 0.32 15.0 B 0.33 15.2 B 0.35 15.3
Weekday PM C 0.61 22.8 C 0.65 25.0 C 0.67 26.9
Source: Vanasse Hangen Brustlin,Inc.
1 Level of Service
2 Volume to Capacity Ratio
3 Delay=Average stopped delay to all vehicles entering the intersection in seconds 1 vehicle
4 The westbound left-turn movement operates at capacity.
The analysis indicates that all study area signalized intersections operate at acceptable
levels of service during both study periods under the Existing, No-Build and Build
Conditions. The analysis shows that the westbound left turn movement at the Route 5/I-
291 Eastbound Ramps/Ellington Road intersection operates at or over capacity during the
weekday morning peak under the Existing, No-Build and Build Conditions. The following
sections identify and evaluate measures to improve intersection operating conditions.
Unsignalized Intersection Capacity Analysis
The results of the unsignalized intersection capacity analysis are summarized in Table 6.
As stated previously, the analysis results for unsignalized intersections reflect the
operation of the mainline left-turn movements and the critical turning movements from the
minor street.The analysis assumed that mainline through traffic was unaffected by the side
street traffic.
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