sr 60 “twin pairs” - City of Vero Beach

HCM Signalized Intersection Capacity Analysis
2: 20 Avenue NB & SR 60 EB
11/13/2012
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 8 809 0 0 0 0 0 170 52 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width 12 11 12 12 12 12 12 12 12 12 12 12
Total Lost time (s) 4.3 4.3 4.5
Lane Util. Factor 1.00 0.91 0.95
Frt 1.00 1.00 0.97
Flt Protected 0.95 1.00 1.00
Satd. Flow (prot) 1593 4424 3078
Flt Permitted 0.95 1.00 1.00
Satd. Flow (perm) 1593 4424 3078
Peak-hour factor, PHF 0.58 0.84 1.00 1.00 1.00 1.00 1.00 0.71 0.75 1.00 1.00 1.00
Adj. Flow (vph) 14 963 0 0 0 0 0 239 69 0 0 0
RTOR Reduction (vph) 4 0 0 0 0 0 0 22 0 0 0 0
Lane Group Flow (vph) 10 963 0 0 0 0 0 286 0 0 0 0
Turn Type Split NA NA
Protected Phases 2 3 2 3 4
Permitted Phases
Actuated Green, G (s) 82.6 82.6 26.9
Effective Green, g (s) 83.6 83.6 27.9
Actuated g/C Ratio 0.70 0.70 0.23
Clearance Time (s) 5.5
Vehicle Extension (s) 3.0
Lane Grp Cap (vph) 1109 3082 715
v/s Ratio Prot 0.01 c0.22 c0.09
v/s Ratio Perm
v/c Ratio 0.01 0.31 0.40
Uniform Delay, d1 5.6 7.1 39.0
Progression Factor 0.00 0.01 1.00
Incremental Delay, d2 0.0 0.0 0.4
Delay (s) 0.0 0.2 39.3
Level of Service A A D
Approach Delay (s) 0.1 0.0 39.3 0.0
Approach LOS A A D A
Intersection Summary
HCM 2000 Control Delay 9.5 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.35
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.3
Intersection Capacity Utilization 55.2% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
PM Peak 5:00 pm 11/7/2012 2035 no-build conditions Synchro 8 Report
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