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APPENDIX C2
TRAFFIC ANALYSIS BACKUP
HCM INTERSECTIONS CAPACITY ANALYSIS
ROUNDABOUT CAPACITY ANALYSIS
HCM SEGMENT CAPACITY ANALYSIS
MODIFIED ANALYSIS APPROACH
TRAFFIC SIGNAL WARRANT ANALYSIS
4: Franklin Street & With Left Turn Phase
ETC AM (No-Build) 3/23/2010
PJP Synchro 7 - Report
HCM Signalized Intersection Capacity Analysis
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 8 35 21 232 86 16 16 317 35 2 495 33
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 250 0 250 0 250 250 250 250
Storage Lanes 1 0 1 0 1 1 1 1
Taper Length (ft) 25 25 25 25 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.943 0.977 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1736 1723 0 1736 1785 0 1736 1696 1524 1703 1696 1553
Flt Permitted 0.686 0.717 0.349 0.508
Satd. Flow (perm) 1253 1723 0 1310 1785 0 638 1696 1524 911 1696 1553
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 23 16 38 36
Link Speed (mph) 30 30 30 30
Link Distance (ft) 4112 1261 897 1325
Travel Time (s) 93.5 28.7 20.4 30.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 12% 6% 6% 12% 4%
Adj. Flow (vph) 9 38 23 252 93 17 17 345 38 2 538 36
Shared Lane Traffic (%)
Lane Group Flow (vph) 9 61 0 252 110 0 17 345 38 2 538 36
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm Perm Perm
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 2 6 6
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 24.0 24.0 0.0 24.0 24.0 0.0 36.0 36.0 36.0 36.0 36.0 36.0
Total Split (%) 40.0% 40.0% 0.0% 40.0% 40.0% 0.0% 60.0% 60.0% 60.0% 60.0% 60.0% 60.0%
Maximum Green (s) 20.0 20.0 20.0 20.0 32.0 32.0 32.0 32.0 32.0 32.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0
Act Effct Green (s) 20.0 20.0 20.0 20.0 32.0 32.0 32.0 32.0 32.0 32.0
Actuated g/C Ratio 0.33 0.33 0.33 0.33 0.53 0.53 0.53 0.53 0.53 0.53
v/c Ratio 0.02 0.10 0.58 0.18 0.05 0.38 0.05 0.00 0.59 0.04
4: Franklin Street & With Left Turn Phase
ETC AM (No-Build) 3/23/2010
PJP Synchro 7 - Report
HCM Signalized Intersection Capacity Analysis
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Control Delay 13.8 10.4 22.9 13.3 7.3 9.8 2.8 6.5 13.0 2.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 13.8 10.4 22.9 13.3 7.3 9.8 2.8 6.5 13.0 2.9
LOS B B C B A A A A B A
Approach Delay 10.8 20.0 9.0 12.4
Approach LOS B B A B
Stops (vph) 8 28 190 59 8 174 6 2 321 6
Fuel Used(gal) 0 2 4 2 0 4 0 0 8 0
CO Emissions (g/hr) 23 145 308 111 13 266 21 2 573 27
NOx Emissions (g/hr) 4 28 60 22 2 52 4 0 111 5
VOC Emissions (g/hr) 5 34 71 26 3 62 5 1 133 6
Dilemma Vehicles (#) 0 0 0 0 0 0 0 0 0 0
Queue Length 50th (ft) 2 9 74 23 3 66 0 0 121 0
Queue Length 95th (ft) 10 31 140 54 11 116 11 3 206 10
Internal Link Dist (ft) 4032 1181 817 1245
Turn Bay Length (ft) 250 250 250 250 250 250
Base Capacity (vph) 418 590 437 606 340 905 831 486 905 845
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.02 0.10 0.58 0.18 0.05 0.38 0.05 0.00 0.59 0.04
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 50
Control Type: Pretimed
Maximum v/c Ratio: 0.59
Intersection Signal Delay: 13.3 Intersection LOS: B
Intersection Capacity Utilization 52.2% ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 4: Franklin Street &
4: Franklin Street &
ETC PM (No-Build) 3/23/2010
PJP Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 16 88 21 65 33 4 19 392 147 2 371 19
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 250 250 250 250 250 250 250 250
Storage Lanes 1 0 1 0 1 1 1 1
Taper Length (ft) 25 25 25 25 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.971 0.985 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1736 1774 0 1736 1800 0 1736 1696 1524 1703 1696 1553
Flt Permitted 0.731 0.681 0.458 0.439
Satd. Flow (perm) 1335 1774 0 1244 1800 0 837 1696 1524 787 1696 1553
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 22 4 160 21
Link Speed (mph) 30 30 30 30
Link Distance (ft) 4112 1261 897 1325
Travel Time (s) 93.5 28.7 20.4 30.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 12% 6% 6% 12% 4%
Adj. Flow (vph) 17 96 23 71 36 4 21 426 160 2 403 21
Shared Lane Traffic (%)
Lane Group Flow (vph) 17 119 0 71 40 0 21 426 160 2 403 21
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm Perm Perm
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 2 6 6
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 24.0 24.0 0.0 24.0 24.0 0.0 36.0 36.0 36.0 36.0 36.0 36.0
Total Split (%) 40.0% 40.0% 0.0% 40.0% 40.0% 0.0% 60.0% 60.0% 60.0% 60.0% 60.0% 60.0%
Maximum Green (s) 20.0 20.0 20.0 20.0 32.0 32.0 32.0 32.0 32.0 32.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0
Act Effct Green (s) 20.0 20.0 20.0 20.0 32.0 32.0 32.0 32.0 32.0 32.0
Actuated g/C Ratio 0.33 0.33 0.33 0.33 0.53 0.53 0.53 0.53 0.53 0.53
v/c Ratio 0.04 0.20 0.17 0.07 0.05 0.47 0.18 0.00 0.45 0.03
4: Franklin Street &
ETC PM (No-Build) 3/23/2010
PJP Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Control Delay 13.9 12.9 15.6 13.1 7.2 10.9 2.0 6.5 10.6 3.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 13.9 12.9 15.6 13.1 7.2 10.9 2.0 6.5 10.6 3.4
LOS B B B B A B A A B A
Approach Delay 13.0 14.7 8.4 10.2
Approach LOS B B A B
Stops (vph) 12 62 46 25 11 230 15 2 213 5
Fuel Used(gal) 1 4 1 1 0 5 1 0 6 0
CO Emissions (g/hr) 44 288 77 42 15 341 82 2 406 17
NOx Emissions (g/hr) 8 56 15 8 3 66 16 0 79 3
VOC Emissions (g/hr) 10 67 18 10 4 79 19 1 94 4
Dilemma Vehicles (#) 0 0 0 0 0 0 0 0 0 0
Queue Length 50th (ft) 4 24 18 9 3 87 0 0 81 0
Queue Length 95th (ft) 16 56 43 26 12 150 22 3 139 8
Internal Link Dist (ft) 4032 1181 817 1245
Turn Bay Length (ft) 250 250 250 250 250 250
Base Capacity (vph) 445 606 415 603 446 905 887 420 905 838
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.04 0.20 0.17 0.07 0.05 0.47 0.18 0.00 0.45 0.03
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 40
Control Type: Pretimed
Maximum v/c Ratio: 0.47
Intersection Signal Delay: 10.0 Intersection LOS: B
Intersection Capacity Utilization 37.6% ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 4: Franklin Street &
4: Franklin Street &
ETC+10 AM (No-Build) 3/23/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 9 38 24 256 94 18 18 350 38 2 547 35
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 250 250 250 250 250 250 250 250
Storage Lanes 1 0 1 0 1 1 1 1
Taper Length (ft) 25 25 25 25 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.942 0.975 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1736 1721 0 1736 1781 0 1736 1696 1524 1703 1696 1553
Flt Permitted 0.679 0.713 0.305 0.478
Satd. Flow (perm) 1240 1721 0 1303 1781 0 557 1696 1524 857 1696 1553
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 26 18 41 38
Link Speed (mph) 30 30 30 30
Link Distance (ft) 4112 1261 897 1325
Travel Time (s) 93.5 28.7 20.4 30.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 12% 6% 6% 12% 4%
Adj. Flow (vph) 10 41 26 278 102 20 20 380 41 2 595 38
Shared Lane Traffic (%)
Lane Group Flow (vph) 10 67 0 278 122 0 20 380 41 2 595 38
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm Perm Perm
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 2 6 6
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 24.0 24.0 0.0 24.0 24.0 0.0 36.0 36.0 36.0 36.0 36.0 36.0
Total Split (%) 40.0% 40.0% 0.0% 40.0% 40.0% 0.0% 60.0% 60.0% 60.0% 60.0% 60.0% 60.0%
Maximum Green (s) 20.0 20.0 20.0 20.0 32.0 32.0 32.0 32.0 32.0 32.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0
Act Effct Green (s) 20.0 20.0 20.0 20.0 32.0 32.0 32.0 32.0 32.0 32.0
Actuated g/C Ratio 0.33 0.33 0.33 0.33 0.53 0.53 0.53 0.53 0.53 0.53
v/c Ratio 0.02 0.11 0.64 0.20 0.07 0.42 0.05 0.00 0.66 0.04
4: Franklin Street &
ETC+10 AM (No-Build) 3/23/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Control Delay 13.8 10.3 25.2 13.4 7.6 10.2 2.8 6.5 14.5 2.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 13.8 10.3 25.2 13.4 7.6 10.2 2.8 6.5 14.5 2.8
LOS B B C B A B A A B A
Approach Delay 10.7 21.6 9.4 13.7
Approach LOS B C A B
Stops (vph) 8 30 211 66 10 198 7 2 378 6
Fuel Used(gal) 0 2 5 2 0 4 0 0 9 0
CO Emissions (g/hr) 25 160 349 124 15 299 23 2 654 29
NOx Emissions (g/hr) 5 31 68 24 3 58 4 0 127 6
VOC Emissions (g/hr) 6 37 81 29 3 69 5 1 151 7
Dilemma Vehicles (#) 0 0 0 0 0 0 0 0 0 0
Queue Length 50th (ft) 2 10 84 26 3 75 0 0 140 0
Queue Length 95th (ft) 11 33 #161 59 12 129 11 3 240 11
Internal Link Dist (ft) 4032 1181 817 1245
Turn Bay Length (ft) 250 250 250 250 250 250
Base Capacity (vph) 413 591 434 606 297 905 832 457 905 846
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.02 0.11 0.64 0.20 0.07 0.42 0.05 0.00 0.66 0.04
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 50
Control Type: Pretimed
Maximum v/c Ratio: 0.66
Intersection Signal Delay: 14.4 Intersection LOS: B
Intersection Capacity Utilization 56.3% ICU Level of Service B
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 4: Franklin Street &
4: Franklin Street &
ETC+10 PM (No-Build) 3/23/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 17 96 24 72 36 5 21 433 162 2 410 21
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 250 250 250 250 250 250 250 250
Storage Lanes 1 0 1 0 1 1 1 1
Taper Length (ft) 25 25 25 25 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.970 0.983 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1736 1772 0 1736 1796 0 1736 1696 1524 1703 1696 1553
Flt Permitted 0.728 0.674 0.422 0.402
Satd. Flow (perm) 1330 1772 0 1231 1796 0 771 1696 1524 721 1696 1553
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 22 5 176 23
Link Speed (mph) 30 30 30 30
Link Distance (ft) 4112 1261 897 1325
Travel Time (s) 93.5 28.7 20.4 30.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 12% 6% 6% 12% 4%
Adj. Flow (vph) 18 104 26 78 39 5 23 471 176 2 446 23
Shared Lane Traffic (%)
Lane Group Flow (vph) 18 130 0 78 44 0 23 471 176 2 446 23
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm Perm Perm
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 2 6 6
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 24.0 24.0 0.0 24.0 24.0 0.0 36.0 36.0 36.0 36.0 36.0 36.0
Total Split (%) 40.0% 40.0% 0.0% 40.0% 40.0% 0.0% 60.0% 60.0% 60.0% 60.0% 60.0% 60.0%
Maximum Green (s) 20.0 20.0 20.0 20.0 32.0 32.0 32.0 32.0 32.0 32.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0
Act Effct Green (s) 20.0 20.0 20.0 20.0 32.0 32.0 32.0 32.0 32.0 32.0
Actuated g/C Ratio 0.33 0.33 0.33 0.33 0.53 0.53 0.53 0.53 0.53 0.53
v/c Ratio 0.04 0.21 0.19 0.07 0.06 0.52 0.20 0.01 0.49 0.03
4: Franklin Street &
ETC+10 PM (No-Build) 3/23/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Control Delay 13.9 13.1 15.8 13.0 7.3 11.7 2.0 6.5 11.2 3.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 13.9 13.1 15.8 13.0 7.3 11.7 2.0 6.5 11.2 3.3
LOS B B B B A B A A B A
Approach Delay 13.2 14.8 9.0 10.8
Approach LOS B B A B
Stops (vph) 13 68 51 25 12 265 17 2 245 5
Fuel Used(gal) 1 5 1 1 0 6 1 0 7 0
CO Emissions (g/hr) 46 318 85 45 17 386 90 2 456 18
NOx Emissions (g/hr) 9 62 17 9 3 75 18 0 89 4
VOC Emissions (g/hr) 11 74 20 10 4 89 21 1 106 4
Dilemma Vehicles (#) 0 0 0 0 0 0 0 0 0 0
Queue Length 50th (ft) 4 27 20 9 4 100 0 0 92 0
Queue Length 95th (ft) 16 61 47 28 13 171 23 3 159 8
Internal Link Dist (ft) 4032 1181 817 1245
Turn Bay Length (ft) 250 250 250 250 250 250
Base Capacity (vph) 443 605 410 602 411 905 895 385 905 839
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.04 0.21 0.19 0.07 0.06 0.52 0.20 0.01 0.49 0.03
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 40
Control Type: Pretimed
Maximum v/c Ratio: 0.52
Intersection Signal Delay: 10.5 Intersection LOS: B
Intersection Capacity Utilization 40.1% ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 4: Franklin Street &
4: Franklin Street & Route 13
ETC+20 AM (No-Build) 3/23/2010
PJP Synchro 7 - Report
HCM Unsignalized Intersection Capactiy Analysis
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 10 44 26 283 108 20 20 387 42 2 604 43
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 250 250 250 250 250 250 250 250
Storage Lanes 1 0 1 0 1 1 1 1
Taper Length (ft) 25 25 25 25 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.945 0.976 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1736 1726 0 1736 1783 0 1736 1696 1524 1703 1696 1553
Flt Permitted 0.668 0.708 0.258 0.443
Satd. Flow (perm) 1220 1726 0 1293 1783 0 471 1696 1524 794 1696 1553
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 28 17 46 47
Link Speed (mph) 30 30 30 30
Link Distance (ft) 4112 1261 897 1325
Travel Time (s) 93.5 28.7 20.4 30.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 12% 6% 6% 12% 4%
Adj. Flow (vph) 11 48 28 308 117 22 22 421 46 2 657 47
Shared Lane Traffic (%)
Lane Group Flow (vph) 11 76 0 308 139 0 22 421 46 2 657 47
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm Perm Perm
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 2 6 6
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 24.0 24.0 0.0 24.0 24.0 0.0 36.0 36.0 36.0 36.0 36.0 36.0
Total Split (%) 40.0% 40.0% 0.0% 40.0% 40.0% 0.0% 60.0% 60.0% 60.0% 60.0% 60.0% 60.0%
Maximum Green (s) 20.0 20.0 20.0 20.0 32.0 32.0 32.0 32.0 32.0 32.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0
Act Effct Green (s) 20.0 20.0 20.0 20.0 32.0 32.0 32.0 32.0 32.0 32.0
Actuated g/C Ratio 0.33 0.33 0.33 0.33 0.53 0.53 0.53 0.53 0.53 0.53
v/c Ratio 0.03 0.13 0.71 0.23 0.09 0.47 0.06 0.00 0.73 0.06
4: Franklin Street & Route 13
ETC+20 AM (No-Build) 3/23/2010
PJP Synchro 7 - Report
HCM Unsignalized Intersection Capactiy Analysis
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Control Delay 13.8 10.5 29.2 13.9 8.0 10.8 2.7 6.5 16.6 2.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 13.8 10.5 29.2 13.9 8.0 10.8 2.7 6.5 16.6 2.7
LOS B B C B A B A A B A
Approach Delay 11.0 24.5 9.9 15.6
Approach LOS B C A B
Stops (vph) 9 34 232 77 12 227 7 2 443 7
Fuel Used(gal) 0 3 6 2 0 5 0 0 11 1
CO Emissions (g/hr) 28 181 402 143 17 336 25 2 750 35
NOx Emissions (g/hr) 5 35 78 28 3 65 5 0 146 7
VOC Emissions (g/hr) 6 42 93 33 4 78 6 1 174 8
Dilemma Vehicles (#) 0 0 0 0 0 0 0 0 0 0
Queue Length 50th (ft) 3 12 96 31 4 86 0 0 164 0
Queue Length 95th (ft) 12 36 #205 66 13 147 12 3 284 12
Internal Link Dist (ft) 4032 1181 817 1245
Turn Bay Length (ft) 250 250 250 250 250 250
Base Capacity (vph) 407 594 431 606 251 905 834 423 905 850
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.03 0.13 0.71 0.23 0.09 0.47 0.06 0.00 0.73 0.06
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 50
Control Type: Pretimed
Maximum v/c Ratio: 0.73
Intersection Signal Delay: 16.1 Intersection LOS: B
Intersection Capacity Utilization 60.8% ICU Level of Service B
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 4: Franklin Street & Route 13
4: Franklin Street & Route 13
ETC+20 PM (No-Build) 3/23/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 24 121 26 80 41 5 24 478 179 2 453 24
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 250 250 250 250 250 250 250 250
Storage Lanes 1 0 1 0 1 1 1 1
Taper Length (ft) 25 25 25 25 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.974 0.985 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1736 1779 0 1736 1800 0 1736 1696 1524 1703 1696 1553
Flt Permitted 0.724 0.656 0.385 0.363
Satd. Flow (perm) 1323 1779 0 1198 1800 0 703 1696 1524 651 1696 1553
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 19 5 195 26
Link Speed (mph) 30 30 30 30
Link Distance (ft) 4112 1261 897 1325
Travel Time (s) 93.5 28.7 20.4 30.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 12% 6% 6% 12% 4%
Adj. Flow (vph) 26 132 28 87 45 5 26 520 195 2 492 26
Shared Lane Traffic (%)
Lane Group Flow (vph) 26 160 0 87 50 0 26 520 195 2 492 26
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm Perm Perm
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 2 6 6
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 24.0 24.0 0.0 24.0 24.0 0.0 36.0 36.0 36.0 36.0 36.0 36.0
Total Split (%) 40.0% 40.0% 0.0% 40.0% 40.0% 0.0% 60.0% 60.0% 60.0% 60.0% 60.0% 60.0%
Maximum Green (s) 20.0 20.0 20.0 20.0 32.0 32.0 32.0 32.0 32.0 32.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0
Act Effct Green (s) 20.0 20.0 20.0 20.0 32.0 32.0 32.0 32.0 32.0 32.0
Actuated g/C Ratio 0.33 0.33 0.33 0.33 0.53 0.53 0.53 0.53 0.53 0.53
v/c Ratio 0.06 0.26 0.22 0.08 0.07 0.57 0.22 0.01 0.54 0.03
4: Franklin Street & Route 13
ETC+20 PM (No-Build) 3/23/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Control Delay 14.2 14.3 16.2 13.2 7.5 12.6 2.0 6.5 12.0 3.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 14.2 14.3 16.2 13.2 7.5 12.6 2.0 6.5 12.0 3.2
LOS B B B B A B A A B A
Approach Delay 14.3 15.1 9.6 11.6
Approach LOS B B A B
Stops (vph) 18 91 56 30 12 306 17 2 283 6
Fuel Used(gal) 1 6 1 1 0 6 1 0 7 0
CO Emissions (g/hr) 66 394 95 52 19 438 99 2 514 21
NOx Emissions (g/hr) 13 77 19 10 4 85 19 0 100 4
VOC Emissions (g/hr) 15 91 22 12 4 101 23 1 119 5
Dilemma Vehicles (#) 0 0 0 0 0 0 0 0 0 0
Queue Length 50th (ft) 6 36 22 11 4 115 0 0 106 0
Queue Length 95th (ft) 21 75 52 31 14 196 24 3 182 9
Internal Link Dist (ft) 4032 1181 817 1245
Turn Bay Length (ft) 250 250 250 250 250 250
Base Capacity (vph) 441 606 399 603 375 905 904 347 905 840
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.06 0.26 0.22 0.08 0.07 0.57 0.22 0.01 0.54 0.03
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 45
Control Type: Pretimed
Maximum v/c Ratio: 0.57
Intersection Signal Delay: 11.3 Intersection LOS: B
Intersection Capacity Utilization 47.5% ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 4: Franklin Street & Route 13
Old Ithaca Rd. & 5th St.ETC AM (No-Build) 11/5/2009
JMD Synchro 7 - Report
HCM Signalized Intersection Capacity Analysis
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (veh/h) 43 39 83 193 494 78
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.75 0.75 0.91 0.91 0.73 0.73
Hourly flow rate (vph) 57 52 91 212 677 107
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1125 730 784
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1125 730 784
tC, single (s) 6.5 6.2 4.1
tC, 2 stage (s)
tF (s) 3.6 3.3 2.2
p0 queue free % 70 88 89
cM capacity (veh/h) 193 419 826
Direction, Lane # EB 1 NB 1 SB 1
Volume Total 109 303 784
Volume Left 57 91 0
Volume Right 52 0 107
cSH 260 826 1700
Volume to Capacity 0.42 0.11 0.46
Queue Length 95th (ft) 49 9 0
Control Delay (s) 28.6 3.9 0.0
Lane LOS D A
Approach Delay (s) 28.6 3.9 0.0
Approach LOS D
Intersection Summary
Average Delay 3.6
Intersection Capacity Utilization 60.3% ICU Level of Service B
Analysis Period (min) 15
Old Ithaca Rd. & 5th St.ETC PM (No-Build) 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (veh/h) 56 56 26 450 271 26
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.63 0.63 0.94 0.94 0.81 0.81
Hourly flow rate (vph) 89 89 28 479 335 32
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 885 351 367
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 885 351 367
tC, single (s) 6.5 6.2 4.1
tC, 2 stage (s)
tF (s) 3.6 3.3 2.2
p0 queue free % 70 87 98
cM capacity (veh/h) 296 688 1181
Direction, Lane # EB 1 NB 1 SB 1
Volume Total 178 506 367
Volume Left 89 28 0
Volume Right 89 0 32
cSH 414 1181 1700
Volume to Capacity 0.43 0.02 0.22
Queue Length 95th (ft) 53 2 0
Control Delay (s) 20.1 0.7 0.0
Lane LOS C A
Approach Delay (s) 20.1 0.7 0.0
Approach LOS C
Intersection Summary
Average Delay 3.7
Intersection Capacity Utilization 57.5% ICU Level of Service B
Analysis Period (min) 15
Old Ithaca Rd. & 5th St.ETC+10 AM (No-Build) 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (veh/h) 43 39 83 213 545 78
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.75 0.75 0.91 0.91 0.73 0.73
Hourly flow rate (vph) 57 52 91 234 747 107
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1216 800 853
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1216 800 853
tC, single (s) 6.5 6.2 4.1
tC, 2 stage (s)
tF (s) 3.6 3.3 2.2
p0 queue free % 66 86 88
cM capacity (veh/h) 168 382 777
Direction, Lane # EB 1 NB 1 SB 1
Volume Total 109 325 853
Volume Left 57 91 0
Volume Right 52 0 107
cSH 229 777 1700
Volume to Capacity 0.48 0.12 0.50
Queue Length 95th (ft) 59 10 0
Control Delay (s) 34.2 3.9 0.0
Lane LOS D A
Approach Delay (s) 34.2 3.9 0.0
Approach LOS D
Intersection Summary
Average Delay 3.9
Intersection Capacity Utilization 64.0% ICU Level of Service B
Analysis Period (min) 15
Old Ithaca Rd. & 5th St.ETC+10 PM (No-Build) 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (veh/h) 56 56 26 497 300 26
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.63 0.63 0.94 0.94 0.81 0.81
Hourly flow rate (vph) 89 89 28 529 370 32
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 970 386 402
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 970 386 402
tC, single (s) 6.5 6.2 4.1
tC, 2 stage (s)
tF (s) 3.6 3.3 2.2
p0 queue free % 66 86 98
cM capacity (veh/h) 263 657 1145
Direction, Lane # EB 1 NB 1 SB 1
Volume Total 178 556 402
Volume Left 89 28 0
Volume Right 89 0 32
cSH 375 1145 1700
Volume to Capacity 0.47 0.02 0.24
Queue Length 95th (ft) 61 2 0
Control Delay (s) 22.9 0.7 0.0
Lane LOS C A
Approach Delay (s) 22.9 0.7 0.0
Approach LOS C
Intersection Summary
Average Delay 3.9
Intersection Capacity Utilization 60.6% ICU Level of Service B
Analysis Period (min) 15
Old Ithaca Rd. & 5th St.ETC+20 AM (No-Build) 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capactiy Analysis
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (veh/h) 86 78 133 235 602 126
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.75 0.75 0.91 0.91 0.73 0.73
Hourly flow rate (vph) 115 104 146 258 825 173
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1462 911 997
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1462 911 997
tC, single (s) 6.5 6.2 4.1
tC, 2 stage (s)
tF (s) 3.6 3.3 2.2
p0 queue free % 0 68 79
cM capacity (veh/h) 106 329 686
Direction, Lane # EB 1 NB 1 SB 1
Volume Total 219 404 997
Volume Left 115 146 0
Volume Right 104 0 173
cSH 156 686 1700
Volume to Capacity 1.40 0.21 0.59
Queue Length 95th (ft) 344 20 0
Control Delay (s) 267.3 6.1 0.0
Lane LOS F A
Approach Delay (s) 267.3 6.1 0.0
Approach LOS F
Intersection Summary
Average Delay 37.6
Intersection Capacity Utilization 78.6% ICU Level of Service D
Analysis Period (min) 15
Old Ithaca Rd. & 5th St.ETC+20 PM (No-Build) 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (veh/h) 128 128 33 549 331 33
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.85 0.85 0.94 0.94 0.81 0.81
Hourly flow rate (vph) 151 151 35 584 409 41
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1083 429 449
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1083 429 449
tC, single (s) 6.5 6.2 4.1
tC, 2 stage (s)
tF (s) 3.6 3.3 2.2
p0 queue free % 32 76 97
cM capacity (veh/h) 223 622 1101
Direction, Lane # EB 1 NB 1 SB 1
Volume Total 301 619 449
Volume Left 151 35 0
Volume Right 151 0 41
cSH 328 1101 1700
Volume to Capacity 0.92 0.03 0.26
Queue Length 95th (ft) 227 2 0
Control Delay (s) 67.5 0.9 0.0
Lane LOS F A
Approach Delay (s) 67.5 0.9 0.0
Approach LOS F
Intersection Summary
Average Delay 15.2
Intersection Capacity Utilization 75.1% ICU Level of Service D
Analysis Period (min) 15
HCS2000: Unsignalized Intersections Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________ALL-WAY STOP CONTROL(AWSC) ANALYSIS________________________
Analyst: Jacob Deyo
Agency/Co.: Erdman Anthony
Date Performed: 6/18/2009
Analysis Time Period: ETC (AM) No Build
Intersection: Hanover Square
Jurisdiction:
Units: U. S. Customary
Analysis Year: 2009
Project ID: Center @ Horseheads Connector Road PIN: 6754.12
East/West Street: W Franklyn/Old Ithaca
North/South Street: North Main/E Frnaklyn
_________Worksheet 2 - Volume Adjustments and Site Characteristics____________
| Eastbound | Westbound | Northbound | Southbound |
| L T R | L T R | L T R | L T R |
|_______________|_______________|_______________|_______________|
Volume |48 96 31 |7 139 288 |6 49 44 |39 208 129 |
% Thrus Left Lane
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Configuration LT R LT R LT R LT R
PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Flow Rate 156 33 158 313 59 47 268 140
% Heavy Veh 2 2 2 12 2 2 12 2
No. Lanes 2 2 2 2
Opposing-Lanes 2 2 2 2
Conflicting-lanes 2 2 2 2
Geometry group 5 5 5 5
Duration, T 0.25 hrs.
___________Worksheet 3 - Saturation Headway Adjustment Worksheet______________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rates:
Total in Lane 156 33 158 313 59 47 268 140
Left-Turn 52 0 7 0 6 0 42 0
Right-Turn 0 33 0 313 0 47 0 140
Prop. Left-Turns 0.3 0.0 0.0 0.0 0.1 0.0 0.2 0.0
Prop. Right-Turns 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0
Prop. Heavy Vehicle0.0 0.0 0.0 0.1 0.0 0.0 0.1 0.0
Geometry Group 5 5 5 5
Adjustments Exhibit 17-33:
hLT-adj 0.5 0.5 0.5 0.5
hRT-adj -0.7 -0.7 -0.7 -0.7
hHV-adj 1.7 1.7 1.7 1.7
hadj, computed 0.2 -0.7 0.1 -0.5 0.1 -0.7 0.3 -0.7
_______________Worksheet 4 - Departure Headway and Service Time_______________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow rate 156 33 158 313 59 47 268 140
hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20
x, initial 0.14 0.03 0.14 0.28 0.05 0.04 0.24 0.12
hd, final value 6.85 5.98 6.35 5.79 7.01 6.26 6.71 5.77
x, final value 0.30 0.05 0.28 0.50 0.11 0.08 0.50 0.22
Move-up time, m 2.3 2.3 2.3 2.3
Service Time 4.5 3.7 4.0 3.5 4.7 4.0 4.4 3.5
_______________Worksheet 5 - Capacity and Level of Service____________________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rate 156 33 158 313 59 47 268 140
Service Time 4.5 3.7 4.0 3.5 4.7 4.0 4.4 3.5
Utilization, x 0.30 0.05 0.28 0.50 0.11 0.08 0.50 0.22
Dep. headway, hd 6.85 5.98 6.35 5.79 7.01 6.26 6.71 5.77
Capacity 406 283 408 563 309 297 518 390
Delay 12.41 9.03 11.48 14.22 10.62 9.51 15.93 10.12
LOS B A B B B A C B
Approach:
Delay 11.82 13.30 10.13 13.94
LOS B B B B
Intersection Delay 13.00 Intersection LOS B
______________________________________________________________________________
HCS2000: Unsignalized Intersections Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________ALL-WAY STOP CONTROL(AWSC) ANALYSIS________________________
Analyst: Jacob Deyo
Agency/Co.: Erdman Anthony
Date Performed: 6/18/2009
Analysis Time Period: ETC (PM) No Build
Intersection: Hanover Square
Jurisdiction:
Units: U. S. Customary
Analysis Year: 2009
Project ID: Center @ Horseheads Connector Road PIN: 6754.12
East/West Street: W Franklyn/Old Ithaca
North/South Street: North Main/E Frnaklyn
_________Worksheet 2 - Volume Adjustments and Site Characteristics____________
| Eastbound | Westbound | Northbound | Southbound |
| L T R | L T R | L T R | L T R |
|_______________|_______________|_______________|_______________|
Volume |35 147 45 |1 123 203 |11 12 114 |82 226 130 |
% Thrus Left Lane
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Configuration LT R LT R LT R LT R
PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Flow Rate 197 48 134 220 24 123 334 141
% Heavy Veh 2 2 2 12 2 2 12 2
No. Lanes 2 2 2 2
Opposing-Lanes 2 2 2 2
Conflicting-lanes 2 2 2 2
Geometry group 5 5 5 5
Duration, T 0.25 hrs.
___________Worksheet 3 - Saturation Headway Adjustment Worksheet______________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rates:
Total in Lane 197 48 134 220 24 123 334 141
Left-Turn 38 0 1 0 11 0 89 0
Right-Turn 0 48 0 220 0 123 0 141
Prop. Left-Turns 0.2 0.0 0.0 0.0 0.5 0.0 0.3 0.0
Prop. Right-Turns 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0
Prop. Heavy Vehicle0.0 0.0 0.0 0.1 0.0 0.0 0.1 0.0
Geometry Group 5 5 5 5
Adjustments Exhibit 17-33:
hLT-adj 0.5 0.5 0.5 0.5
hRT-adj -0.7 -0.7 -0.7 -0.7
hHV-adj 1.7 1.7 1.7 1.7
hadj, computed 0.1 -0.7 0.0 -0.5 0.3 -0.7 0.3 -0.7
_______________Worksheet 4 - Departure Headway and Service Time_______________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow rate 197 48 134 220 24 123 334 141
hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20
x, initial 0.18 0.04 0.12 0.20 0.02 0.11 0.30 0.13
hd, final value 6.97 6.17 6.74 6.21 7.26 6.33 6.79 5.78
x, final value 0.38 0.08 0.25 0.38 0.05 0.22 0.63 0.23
Move-up time, m 2.3 2.3 2.3 2.3
Service Time 4.7 3.9 4.4 3.9 5.0 4.0 4.5 3.5
_______________Worksheet 5 - Capacity and Level of Service____________________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rate 197 48 134 220 24 123 334 141
Service Time 4.7 3.9 4.4 3.9 5.0 4.0 4.5 3.5
Utilization, x 0.38 0.08 0.25 0.38 0.05 0.22 0.63 0.23
Dep. headway, hd 6.97 6.17 6.74 6.21 7.26 6.33 6.79 5.78
Capacity 447 298 384 470 274 373 518 391
Delay 13.91 9.43 11.68 12.65 10.33 10.78 20.33 10.17
LOS B A B B B B C B
Approach:
Delay 13.03 12.29 10.70 17.32
LOS B B B C
Intersection Delay 14.20 Intersection LOS B
______________________________________________________________________________
HCS2000: Unsignalized Intersections Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________ALL-WAY STOP CONTROL(AWSC) ANALYSIS________________________
Analyst: Jacob Deyo
Agency/Co.: Erdman Anthony
Date Performed: 6/18/2009
Analysis Time Period: ETC+10 (AM) No Build
Intersection: Hanover Square
Jurisdiction:
Units: U. S. Customary
Analysis Year: 2009
Project ID: Center @ Horseheads Connector Road PIN: 6754.12
East/West Street: W Franklyn/Old Ithaca
North/South Street: North Main/E Frnaklyn
_________Worksheet 2 - Volume Adjustments and Site Characteristics____________
| Eastbound | Westbound | Northbound | Southbound |
| L T R | L T R | L T R | L T R |
|_______________|_______________|_______________|_______________|
Volume |50 103 35 |7 152 315 |7 54 48 |42 226 140 |
% Thrus Left Lane
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Configuration LT R LT R LT R LT R
PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Flow Rate 165 38 172 342 65 52 290 152
% Heavy Veh 2 2 2 12 2 2 12 2
No. Lanes 2 2 2 2
Opposing-Lanes 2 2 2 2
Conflicting-lanes 2 2 2 2
Geometry group 5 5 5 5
Duration, T 0.25 hrs.
___________Worksheet 3 - Saturation Headway Adjustment Worksheet______________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rates:
Total in Lane 165 38 172 342 65 52 290 152
Left-Turn 54 0 7 0 7 0 45 0
Right-Turn 0 38 0 342 0 52 0 152
Prop. Left-Turns 0.3 0.0 0.0 0.0 0.1 0.0 0.2 0.0
Prop. Right-Turns 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0
Prop. Heavy Vehicle0.0 0.0 0.0 0.1 0.0 0.0 0.1 0.0
Geometry Group 5 5 5 5
Adjustments Exhibit 17-33:
hLT-adj 0.5 0.5 0.5 0.5
hRT-adj -0.7 -0.7 -0.7 -0.7
hHV-adj 1.7 1.7 1.7 1.7
hadj, computed 0.2 -0.7 0.1 -0.5 0.1 -0.7 0.3 -0.7
_______________Worksheet 4 - Departure Headway and Service Time_______________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow rate 165 38 172 342 65 52 290 152
hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20
x, initial 0.15 0.03 0.15 0.30 0.06 0.05 0.26 0.14
hd, final value 7.09 6.23 6.54 5.99 7.28 6.52 6.92 5.97
x, final value 0.33 0.07 0.31 0.57 0.13 0.09 0.56 0.25
Move-up time, m 2.3 2.3 2.3 2.3
Service Time 4.8 3.9 4.2 3.7 5.0 4.2 4.6 3.7
_______________Worksheet 5 - Capacity and Level of Service____________________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rate 165 38 172 342 65 52 290 152
Service Time 4.8 3.9 4.2 3.7 5.0 4.2 4.6 3.7
Utilization, x 0.33 0.07 0.31 0.57 0.13 0.09 0.56 0.25
Dep. headway, hd 7.09 6.23 6.54 5.99 7.28 6.52 6.92 5.97
Capacity 415 288 422 585 315 302 506 402
Delay 13.18 9.37 12.19 16.31 11.08 9.90 17.97 10.67
LOS B A B C B A C B
Approach:
Delay 12.46 14.93 10.55 15.46
LOS B B B C
Intersection Delay 14.32 Intersection LOS B
______________________________________________________________________________
HCS2000: Unsignalized Intersections Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________ALL-WAY STOP CONTROL(AWSC) ANALYSIS________________________
Analyst: Jacob Deyo
Agency/Co.: Erdman Anthony
Date Performed: 6/18/2009
Analysis Time Period: ETC+10 (PM) No Build
Intersection: Hanover Square
Jurisdiction:
Units: U. S. Customary
Analysis Year: 2009
Project ID: Center @ Horseheads Connector Road PIN: 6754.12
East/West Street: W Franklyn/Old Ithaca
North/South Street: North Main/E Frnaklyn
_________Worksheet 2 - Volume Adjustments and Site Characteristics____________
| Eastbound | Westbound | Northbound | Southbound |
| L T R | L T R | L T R | L T R |
|_______________|_______________|_______________|_______________|
Volume |38 161 51 |1 134 221 |12 14 125 |89 238 137 |
% Thrus Left Lane
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Configuration LT R LT R LT R LT R
PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Flow Rate 215 55 146 240 28 135 354 148
% Heavy Veh 2 2 2 12 2 2 12 2
No. Lanes 2 2 2 2
Opposing-Lanes 2 2 2 2
Conflicting-lanes 2 2 2 2
Geometry group 5 5 5 5
Duration, T 0.25 hrs.
___________Worksheet 3 - Saturation Headway Adjustment Worksheet______________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rates:
Total in Lane 215 55 146 240 28 135 354 148
Left-Turn 41 0 1 0 13 0 96 0
Right-Turn 0 55 0 240 0 135 0 148
Prop. Left-Turns 0.2 0.0 0.0 0.0 0.5 0.0 0.3 0.0
Prop. Right-Turns 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0
Prop. Heavy Vehicle0.0 0.0 0.0 0.1 0.0 0.0 0.1 0.0
Geometry Group 5 5 5 5
Adjustments Exhibit 17-33:
hLT-adj 0.5 0.5 0.5 0.5
hRT-adj -0.7 -0.7 -0.7 -0.7
hHV-adj 1.7 1.7 1.7 1.7
hadj, computed 0.1 -0.7 0.0 -0.5 0.3 -0.7 0.3 -0.7
_______________Worksheet 4 - Departure Headway and Service Time_______________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow rate 215 55 146 240 28 135 354 148
hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20
x, initial 0.19 0.05 0.13 0.21 0.02 0.12 0.31 0.13
hd, final value 7.22 6.42 6.98 6.45 7.56 6.62 7.03 6.02
x, final value 0.43 0.10 0.28 0.43 0.06 0.25 0.69 0.25
Move-up time, m 2.3 2.3 2.3 2.3
Service Time 4.9 4.1 4.7 4.1 5.3 4.3 4.7 3.7
_______________Worksheet 5 - Capacity and Level of Service____________________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rate 215 55 146 240 28 135 354 148
Service Time 4.9 4.1 4.7 4.1 5.3 4.3 4.7 3.7
Utilization, x 0.43 0.10 0.28 0.43 0.06 0.25 0.69 0.25
Dep. headway, hd 7.22 6.42 6.98 6.45 7.56 6.62 7.03 6.02
Capacity 465 305 396 490 278 385 502 398
Delay 15.28 9.82 12.41 13.92 10.73 11.50 24.00 10.69
LOS C A B B B B C B
Approach:
Delay 14.17 13.35 11.37 20.08
LOS B B B C
Intersection Delay 15.83 Intersection LOS C
______________________________________________________________________________
HCS2000: Unsignalized Intersections Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________ALL-WAY STOP CONTROL(AWSC) ANALYSIS________________________
Analyst: Jacob Deyo
Agency/Co.: Erdman Anthony
Date Performed: 6/18/2009
Analysis Time Period: ETC+20 (AM) No Build
Intersection: Hanover Square
Jurisdiction:
Units: U. S. Customary
Analysis Year: 2009
Project ID:
East/West Street: W Franklyn/Old Ithaca
North/South Street: North Main/E Frnaklyn
_________Worksheet 2 - Volume Adjustments and Site Characteristics____________
| Eastbound | Westbound | Northbound | Southbound |
| L T R | L T R | L T R | L T R |
|_______________|_______________|_______________|_______________|
Volume |67 130 38 |2 176 370 |7 60 64 |48 282 175 |
% Thrus Left Lane
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Configuration LT R LT R LT R LT R
PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Flow Rate 213 41 193 402 72 69 358 190
% Heavy Veh 2 2 2 12 2 2 12 2
No. Lanes 2 2 2 2
Opposing-Lanes 2 2 2 2
Conflicting-lanes 2 2 2 2
Geometry group 5 5 5 5
Duration, T 0.25 hrs.
___________Worksheet 3 - Saturation Headway Adjustment Worksheet______________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rates:
Total in Lane 213 41 193 402 72 69 358 190
Left-Turn 72 0 2 0 7 0 52 0
Right-Turn 0 41 0 402 0 69 0 190
Prop. Left-Turns 0.3 0.0 0.0 0.0 0.1 0.0 0.1 0.0
Prop. Right-Turns 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0
Prop. Heavy Vehicle0.0 0.0 0.0 0.1 0.0 0.0 0.1 0.0
Geometry Group 5 5 5 5
Adjustments Exhibit 17-33:
hLT-adj 0.5 0.5 0.5 0.5
hRT-adj -0.7 -0.7 -0.7 -0.7
hHV-adj 1.7 1.7 1.7 1.7
hadj, computed 0.2 -0.7 0.0 -0.5 0.1 -0.7 0.3 -0.7
_______________Worksheet 4 - Departure Headway and Service Time_______________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow rate 213 41 193 402 72 69 358 190
hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20
x, initial 0.19 0.04 0.17 0.36 0.06 0.06 0.32 0.17
hd, final value 7.77 6.90 7.13 6.59 8.02 7.27 7.44 6.50
x, final value 0.46 0.08 0.38 0.74 0.16 0.14 0.74 0.34
Move-up time, m 2.3 2.3 2.3 2.3
Service Time 5.5 4.6 4.8 4.3 5.7 5.0 5.1 4.2
_______________Worksheet 5 - Capacity and Level of Service____________________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rate 213 41 193 402 72 69 358 190
Service Time 5.5 4.6 4.8 4.3 5.7 5.0 5.1 4.2
Utilization, x 0.46 0.08 0.38 0.74 0.16 0.14 0.74 0.34
Dep. headway, hd 7.77 6.90 7.13 6.59 8.02 7.27 7.44 6.50
Capacity 447 291 443 538 322 319 477 440
Delay 16.90 10.18 14.17 25.47 12.24 11.14 28.44 12.55
LOS C B B D B B D B
Approach:
Delay 15.81 21.80 11.70 22.93
LOS C C B C
Intersection Delay 20.29 Intersection LOS C
______________________________________________________________________________
HCS2000: Unsignalized Intersections Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________ALL-WAY STOP CONTROL(AWSC) ANALYSIS________________________
Analyst: Jacob Deyo
Agency/Co.: Erdman Anthony
Date Performed: 6/18/2009
Analysis Time Period: ETC+20 (PM) No Road
Intersection: Hanover Square
Jurisdiction:
Units: U. S. Customary
Analysis Year: 2009
Project ID:
East/West Street: W Franklyn/Old Ithaca
North/South Street: North Main/E Frnaklyn
_________Worksheet 2 - Volume Adjustments and Site Characteristics____________
| Eastbound | Westbound | Northbound | Southbound |
| L T R | L T R | L T R | L T R |
|_______________|_______________|_______________|_______________|
Volume |43 180 56 |2 176 281 |14 15 140 |117 387 222 |
% Thrus Left Lane
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Configuration LT R LT R LT R LT R
PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Flow Rate 241 60 193 305 31 152 547 241
% Heavy Veh 2 2 2 12 2 2 12 2
No. Lanes 2 2 2 2
Opposing-Lanes 2 2 2 2
Conflicting-lanes 2 2 2 2
Geometry group 5 5 5 5
Duration, T 0.25 hrs.
___________Worksheet 3 - Saturation Headway Adjustment Worksheet______________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rates:
Total in Lane 241 60 193 305 31 152 547 241
Left-Turn 46 0 2 0 15 0 127 0
Right-Turn 0 60 0 305 0 152 0 241
Prop. Left-Turns 0.2 0.0 0.0 0.0 0.5 0.0 0.2 0.0
Prop. Right-Turns 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0
Prop. Heavy Vehicle0.0 0.0 0.0 0.1 0.0 0.0 0.1 0.0
Geometry Group 5 5 5 5
Adjustments Exhibit 17-33:
hLT-adj 0.5 0.5 0.5 0.5
hRT-adj -0.7 -0.7 -0.7 -0.7
hHV-adj 1.7 1.7 1.7 1.7
hadj, computed 0.1 -0.7 0.0 -0.5 0.3 -0.7 0.3 -0.7
_______________Worksheet 4 - Departure Headway and Service Time_______________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow rate 241 60 193 305 31 152 547 241
hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20
x, initial 0.21 0.05 0.17 0.27 0.03 0.14 0.49 0.21
hd, final value 8.17 7.37 7.79 7.25 8.55 7.61 7.64 6.65
x, final value 0.55 0.12 0.42 0.61 0.07 0.32 1.16 0.45
Move-up time, m 2.3 2.3 2.3 2.3
Service Time 5.9 5.1 5.5 5.0 6.3 5.3 5.3 4.4
_______________Worksheet 5 - Capacity and Level of Service____________________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rate 241 60 193 305 31 152 547 241
Service Time 5.9 5.1 5.5 5.0 6.3 5.3 5.3 4.4
Utilization, x 0.55 0.12 0.42 0.61 0.07 0.32 1.16 0.45
Dep. headway, hd 8.17 7.37 7.79 7.25 8.55 7.61 7.64 6.65
Capacity 434 310 443 491 281 402 547 491
Delay 20.29 11.10 15.96 20.84 11.93 13.87 119.34 14.59
LOS C B C C B B F B
Approach:
Delay 18.46 18.95 13.55 87.31
LOS C C B F
Intersection Delay 48.74 Intersection LOS E
______________________________________________________________________________
Traffic Analysis
Hanover Square
ETC No Build
PHF = 0.92
%HV = 8%
tc = 7.2 s
tf = 3.6 s
1 hr = 3600 s
T = 0.25 s
AM d from HCS Rd.
ID PHV Volume (Vn) Conflicting (Vc) Capasity (Cm) Saturation Volume (Vsh) Csh Saturation d(AWSC) dt LOS dt LOS
(Veh/hr) (pce/hr) (pce/hr) (pce/hr) Sm (pce/hr) (pce/hr) Ssh (s) (s) (s)
1 17 20 Free
2 227 267 Free
3 144 170 Free
4 9 11 Free
5 6 7 457 500 0.014
6 49 57 457 500 0.115
7 41 49 457 500 0.097
8 4 5 457 500 0.010
9 7 8 468 491 0.016
10 139 163 287 648 0.251
11 254 298 287 648 0.461
12 34 40 287 648 0.061
13 27 31 457 500 0.062
14 12 14 468 491 0.028
15 208 244 287 648 0.377
16 129 151 20 970 0.156
17 48 56 457 500 0.112
18 96 113 457 500 0.226
19 9 11 468 491 0.022
20 22 26 Free
Intersection =
468
Shared Lane ValuesIndividual Movement Values
65
C
B
17.5 C
23.25
11.20
C
D
C
C
6 A
C
C
18.89
17.5753
170
338
45
395
169
37
500
500
639
648
497
742
500
1693
0.129
0.107
0.267
0.522
0.090
0.533
0.338
0.022
10.62
9.51
11.48
14.22
15.93
10.12
12.41
9.03
19.16
25.68
23.89
20.36
C
20.7 C
St. Delay
6.0 A
18.3 C
C
Total Delay
Main
St.
NB
21.1
23.5
Fra
nkl
yn W
BO
ld I
thaca
Main
St.
SB
Fra
nkl
yn E
B
JMD9/24/2009
N:\19225-00-MK\Documents\Calculations\Traffic\Hanover Square LOS.xls
Traffic Analysis
Hanover Square
ETC No Build
PHF = 0.92
%HV = 8%
tc = 7.2 s
tf = 3.6 s
1 hr = 3600 s
T = 0.25 s
PM d from HCS Total Delay Rd.
ID PHV Volume (Vn) Conflicting (Vc) Capasity (Cm) Saturation Volume (Vsh) Csh Saturation d(AWSC) dt LOS dt LOS
(Veh/hr) (pce/hr) (pce/hr) (pce/hr) Sm (pce/hr) (pce/hr) Ssh (s) (s) (s)
1 31 36 Free
2 309 363 Free
3 247 290 Free
4 33 38 Free
5 11 13 689 349 0.038
6 12 14 689 349 0.041
7 107 126 689 349 0.360
8 7 9 689 349 0.025
9 1 1 727 329 0.004
10 123 145 399 546 0.265
11 164 192 399 546 0.352
12 39 46 399 546 0.083
13 49 57 689 349 0.165
14 33 39 727 329 0.120
15 226 265 399 546 0.485
16 130 152 36 947 0.161
17 35 41 689 349 0.118
18 147 172 689 349 0.494
19 21 25 727 329 0.077
20 24 29 Free
Individual Movement Values Shared Lane Values
727 A
28 349 0.079 10.33 21.53 C
10.78
6
27.43 D
146 543 0.269 11.68 20.74 C
134 349 0.385
238 546 0.436 12.65
25.33 D
97 340 0.284 20.33
39.22 E
417 646
214 349 0.612 13.91
0.646 10.17
54 704 0.077 9.43 14.97 B
Intersection = 19.8 C
St. Delay
6.0 A
D
34.3 D
26.4 D
22.9 C
Main
St.
NB
27.2
24.23 C
35.06 E
Fra
nkl
yn W
BO
ld I
thaca
Main
St.
SB
Fra
nkl
yn E
B
JMD9/24/2009
N:\19225-00-MK\Documents\Calculations\Traffic\Hanover Square LOS.xls
Traffic Analysis
Hanover Square
ETC+10 No Build
PHF = 0.92
%HV = 8%
tc = 7.2 s
tf = 3.6 s
1 hr = 3600 s
T = 0.25 s
AM d from HCS Rd.
ID PHV Volume (Vn) Conflicting (Vc) Capasity (Cm) Saturation Volume (Vsh) Csh Saturation d(AWSC) dt LOS dt LOS
(Veh/hr) (pce/hr) (pce/hr) (pce/hr) Sm (pce/hr) (pce/hr) Ssh (s) (s) (s)
1 19 22 Free
2 240 282 Free
3 154 181 Free
4 10 12 Free
5 7 8 486 478 0.017
6 54 63 486 478 0.133
7 44 51 486 478 0.107
8 4 5 486 478 0.011
9 7 8 497 469 0.018
10 152 178 304 631 0.282
11 278 327 304 631 0.517
12 37 44 304 631 0.069
13 29 34 486 478 0.072
14 13 15 497 469 0.032
15 226 265 304 631 0.420
16 140 164 22 967 0.170
17 50 59 486 478 0.124
18 103 121 486 478 0.253
19 10 12 497 469 0.025
20 25 29 Free
20.45
29.78
28.42
22.47
19.97
10.67
13.18
9.37
11.08
9.90
12.19
16.31
1616
0.149
0.118
0.300
0.587
0.103
0.590
0.377
0.025
429
180
41
478
478
621
631
475
728
478
56
186
370
49
6 A
C
C
19.93
18.44
C
D
D
C
D
B
19.3 C
25.19
11.66
Intersection =
497
Shared Lane ValuesIndividual Movement Values
71
A
19.3
26.7
23.1
22.7
6.0
C
D
C
C
St. DelayTotal Delay
Main
St.
NB
Fra
nkl
yn W
BO
ld I
thaca
Main
St.
SB
Fra
nkl
yn E
B
JMD9/24/2009
N:\19225-00-MK\Documents\Calculations\Traffic\Hanover Square LOS.xls
Traffic Analysis
Hanover Square
ETC+10 No Build
PHF = 0.92
%HV = 8%
tc = 7.2 s
tf = 3.6 s
1 hr = 3600 s
T = 0.25 s
PM d from HCS Total Delay Rd.
ID PHV Volume (Vn) Conflicting (Vc) Capasity (Cm) Saturation Volume (Vsh) Csh Saturation d(AWSC) dt LOS dt LOS
(Veh/hr) (pce/hr) (pce/hr) (pce/hr) Sm (pce/hr) (pce/hr) Ssh (s) (s) (s)
1 34 40 Free
2 338 397 Free
3 271 318 Free
4 36 42 Free
5 12 15 755 315 0.046
6 14 16 755 315 0.050
7 117 138 755 315 0.437
8 8 10 755 315 0.031
9 1 1 798 294 0.005
10 134 157 437 515 0.304
11 178 209 437 515 0.405
12 43 50 437 515 0.098
13 54 63 755 315 0.202
14 35 42 798 294 0.141
15 238 280 437 515 0.543
16 137 161 40 942 0.171
17 38 45 755 315 0.143
18 161 189 755 315 0.602
19 24 28 798 294 0.094
20 27 32 Free16.12 C
Intersection = 23.3 C
60 631 0.094 9.82
53.73 F
441 617
234 315 0.745 15.28
0.714 10.69
27.76 D
41.76 E
29.74 D
105 306 0.343 24.00
259 515 0.502 13.92
D
158 512 0.309 12.41 22.57 C
147 315 0.468 11.50
6
32.61
A
30 315 0.097 10.73 23.39 C
Individual Movement Values Shared Lane Values
798
Main
St.
SB
Fra
nkl
yn E
BM
ain
St.
NB
Fra
nkl
yn W
BO
ld I
thaca
31.0 D
25.8
St. Delay
6.0 A
D
32.1 E
46.1 E
JMD9/24/2009
N:\19225-00-MK\Documents\Calculations\Traffic\Hanover Square LOS.xls
Traffic Analysis
Hanover Square
ETC+20 No Build
PHF = 0.92
%HV = 8%
tc = 7.2 s
tf = 3.6 s
1 hr = 3600 s
T = 0.25 s
AM d from HCS Rd.
ID PHV Volume (Vn) Conflicting (Vc) Capasity (Cm) Saturation Volume (Vsh) Csh Saturation d(AWSC) dt LOS dt LOS
(Veh/hr) (pce/hr) (pce/hr) (pce/hr) Sm (pce/hr) (pce/hr) Ssh (s) (s) (s)
1 21 25 Free
2 318 374 Free
3 195 229 Free
4 11 13 Free
5 7 9 628 384 0.023
6 60 70 628 384 0.183
7 58 68 628 384 0.177
8 6 7 628 384 0.017
9 8 10 641 376 0.026
10 180 211 399 546 0.386
11 329 387 399 546 0.708
12 41 48 399 546 0.088
13 32 38 628 384 0.099
14 16 19 641 376 0.049
15 282 332 399 546 0.607
16 175 206 25 963 0.213
17 67 78 628 384 0.204
18 130 153 628 384 0.398
19 11 13 641 376 0.035
20 27 32 Free
25.97
54.61
40.02
38.27
28.94
12.66
17.04
10.24
12.32
11.21
14.61
27.08
1295
0.206
0.194
0.412
0.796
0.148
0.820
0.603
0.035
537
231
45
384
384
535
546
381
655
384
75
221
435
57
6 A
C
C
24.12
22.84
D
F
E
E
30.0 D
39.67
13.12
Intersection =
641
Shared Lane ValuesIndividual Movement Values
79
St. Delay
6.0 A
23.5 C
45.0 E
38.4 E
35.3 D
Fra
nkl
yn E
B
Total Delay
Main
St.
NB
Fra
nkl
yn W
BO
ld I
thaca
Main
St.
SB
E
B
JMD9/24/2009
N:\19225-00-MK\Documents\Calculations\Traffic\Hanover Square LOS.xls
Traffic Analysis
Hanover Square
ETC+20 No Build
PHF = 0.92
%HV = 8%
tc = 7.2 s
tf = 3.6 s
1 hr = 3600 s
T = 0.25 s
PM d from HCS Rd.
ID PHV Volume (Vn) Conflicting (Vc) Capasity (Cm) Saturation Volume (Vsh) Csh Saturation d(AWSC) dt LOS dt LOS
(Veh/hr) (pce/hr) (pce/hr) (pce/hr) Sm (pce/hr) (pce/hr) Ssh (s) (s) (s)
1 37 44 Free
2 379 445 Free
3 302 355 Free
4 40 47 Free
5 14 16 844 274 0.059
6 15 18 844 274 0.064
7 131 154 844 274 0.563
8 9 11 844 274 0.039
9 2 2 890 254 0.008
10 176 206 489 476 0.434
11 234 275 489 476 0.577
12 47 56 489 476 0.117
13 60 70 844 274 0.256
14 57 67 890 254 0.265
15 387 454 489 476 0.955
16 222 261 44 936 0.279
17 43 50 844 274 0.184
18 180 211 844 274 0.771
19 26 31 890 254 0.121
20 30 35 Free18.60 C
Intersection = 67.8 F
66 545 0.121 11.10
98.97 F
715 580
261 274 0.954 20.29
1.234 14.59
43.86 E
146.90 F
152.22 F
138 264 0.521 119.34
330 476 0.694 20.84
D
208 472 0.442 15.96 29.49 D
165 274 0.602 13.87
6
45.06
A
34 274 0.123 11.93 26.90 D
Individual Movement Values Shared Lane Values
890
St. Delay
6.0 A
42.0 E
38.3 E
151.4 F
82.8 F
Fra
nkl
yn E
BM
ain
St.
NB
Fra
nkl
yn W
B
Total Delay
Old
Ith
aca
Main
St.
SB
JMD9/24/2009
N:\19225-00-MK\Documents\Calculations\Traffic\Hanover Square LOS.xls
North Main St. & 6th StreetETC AM (No-Build) 11/5/2009
JMD Synchro 7 - Report
HCM Signalized Intersection Capacity Analysis
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (veh/h) 43 39 83 193 494 78
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.75 0.75 0.91 0.91 0.73 0.73
Hourly flow rate (vph) 57 52 91 212 677 107
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1125 730 784
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1125 730 784
tC, single (s) 6.5 6.2 4.1
tC, 2 stage (s)
tF (s) 3.6 3.3 2.2
p0 queue free % 70 88 89
cM capacity (veh/h) 193 419 826
Direction, Lane # EB 1 NB 1 SB 1
Volume Total 109 303 784
Volume Left 57 91 0
Volume Right 52 0 107
cSH 260 826 1700
Volume to Capacity 0.42 0.11 0.46
Queue Length 95th (ft) 49 9 0
Control Delay (s) 28.6 3.9 0.0
Lane LOS D A
Approach Delay (s) 28.6 3.9 0.0
Approach LOS D
Intersection Summary
Average Delay 3.6
Intersection Capacity Utilization 60.3% ICU Level of Service B
Analysis Period (min) 15
North Main St. & 6th St.ETC PM (No-Build) 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement WBL WBR SEL SET NWT NWR
Lane Configurations
Volume (veh/h) 179 28 11 218 264 45
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.75 0.75 0.84 0.84 0.88 0.88
Hourly flow rate (vph) 239 37 13 260 300 51
Pedestrians 10
Lane Width (ft) 12.0
Walking Speed (ft/s) 4.0
Percent Blockage 1
Right turn flare (veh) 1
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 611 336 351
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 611 336 351
tC, single (s) 6.4 6.3 4.2
tC, 2 stage (s)
tF (s) 3.5 3.4 2.3
p0 queue free % 47 94 99
cM capacity (veh/h) 449 678 1154
Direction, Lane # WB 1 SE 1 NW 1
Volume Total 276 273 351
Volume Left 239 13 0
Volume Right 37 0 51
cSH 494 1154 1700
Volume to Capacity 0.56 0.01 0.21
Queue Length 95th (ft) 84 1 0
Control Delay (s) 21.1 0.5 0.0
Lane LOS C A
Approach Delay (s) 21.1 0.5 0.0
Approach LOS C
Intersection Summary
Average Delay 6.6
Intersection Capacity Utilization 38.0% ICU Level of Service A
Analysis Period (min) 15
North Main St. & 6th St.ETC+10 AM (No-Build) 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement WBL WBR SEL SET NWT NWR
Lane Configurations
Volume (veh/h) 63 12 46 241 117 147
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.75 0.75 0.90 0.90 0.93 0.93
Hourly flow rate (vph) 84 16 51 268 126 158
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh) 1
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 575 205 284
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 575 205 284
tC, single (s) 6.4 6.3 4.2
tC, 2 stage (s)
tF (s) 3.5 3.4 2.3
p0 queue free % 82 98 96
cM capacity (veh/h) 457 811 1223
Direction, Lane # WB 1 SE 1 NW 1
Volume Total 100 319 284
Volume Left 84 51 0
Volume Right 16 0 158
cSH 544 1223 1700
Volume to Capacity 0.18 0.04 0.17
Queue Length 95th (ft) 17 3 0
Control Delay (s) 13.8 1.6 0.0
Lane LOS B A
Approach Delay (s) 13.8 1.6 0.0
Approach LOS B
Intersection Summary
Average Delay 2.7
Intersection Capacity Utilization 43.9% ICU Level of Service A
Analysis Period (min) 15
North Main St. & 6th St.ETC+10 PM (No-Build) 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement WBL WBR SEL SET NWT NWR
Lane Configurations
Volume (veh/h) 179 28 11 313 292 45
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.75 0.75 0.84 0.84 0.88 0.88
Hourly flow rate (vph) 239 37 13 373 332 51
Pedestrians 10
Lane Width (ft) 12.0
Walking Speed (ft/s) 4.0
Percent Blockage 1
Right turn flare (veh) 1
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 756 367 383
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 756 367 383
tC, single (s) 6.4 6.3 4.2
tC, 2 stage (s)
tF (s) 3.5 3.4 2.3
p0 queue free % 35 94 99
cM capacity (veh/h) 369 651 1123
Direction, Lane # WB 1 SE 1 NW 1
Volume Total 276 386 383
Volume Left 239 13 0
Volume Right 37 0 51
cSH 403 1123 1700
Volume to Capacity 0.68 0.01 0.23
Queue Length 95th (ft) 124 1 0
Control Delay (s) 31.2 0.4 0.0
Lane LOS D A
Approach Delay (s) 31.2 0.4 0.0
Approach LOS D
Intersection Summary
Average Delay 8.4
Intersection Capacity Utilization 42.9% ICU Level of Service A
Analysis Period (min) 15
North Main St. & 6th St.ETC+20 AM (No-Build) 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capactiy Analysis
Movement WBL WBR SEL SET NWT NWR
Lane Configurations
Volume (veh/h) 125 24 74 346 129 236
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.75 0.75 0.84 0.84 0.88 0.88
Hourly flow rate (vph) 167 32 88 412 147 268
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh) 1
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 869 281 415
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 869 281 415
tC, single (s) 6.4 6.3 4.2
tC, 2 stage (s)
tF (s) 3.5 3.4 2.3
p0 queue free % 43 96 92
cM capacity (veh/h) 294 735 1092
Direction, Lane # WB 1 SE 1 NW 1
Volume Total 199 500 415
Volume Left 167 88 0
Volume Right 32 0 268
cSH 338 1092 1700
Volume to Capacity 0.59 0.08 0.24
Queue Length 95th (ft) 89 7 0
Control Delay (s) 29.8 2.3 0.0
Lane LOS D A
Approach Delay (s) 29.8 2.3 0.0
Approach LOS D
Intersection Summary
Average Delay 6.3
Intersection Capacity Utilization 60.5% ICU Level of Service B
Analysis Period (min) 15
North Main St. & 6th St.ETC+20 PM (No-Build) 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement WBL WBR SEL SET NWT NWR
Lane Configurations
Volume (veh/h) 410 64 14 266 322 58
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.85 0.85 0.84 0.84 0.88 0.88
Hourly flow rate (vph) 482 75 17 317 366 66
Pedestrians 10
Lane Width (ft) 12.0
Walking Speed (ft/s) 4.0
Percent Blockage 1
Right turn flare (veh) 1
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 749 409 432
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 749 409 432
tC, single (s) 6.4 6.3 4.2
tC, 2 stage (s)
tF (s) 3.5 3.4 2.3
p0 queue free % 0 88 98
cM capacity (veh/h) 371 616 1076
Direction, Lane # WB 1 SE 1 NW 1
Volume Total 558 333 432
Volume Left 482 17 0
Volume Right 75 0 66
cSH 393 1076 1700
Volume to Capacity 1.42 0.02 0.25
Queue Length 95th (ft) 700 1 0
Control Delay (s) 229.3 0.6 0.0
Lane LOS F A
Approach Delay (s) 229.3 0.6 0.0
Approach LOS F
Intersection Summary
Average Delay 96.8
Intersection Capacity Utilization 54.8% ICU Level of Service A
Analysis Period (min) 15
Wygant Rd. & A St.ETC AM (No-Build) 11/5/2009
JMD Synchro 7 - Report
HCM Signalized Intersection Capacity Analysis
Movement EBT EBR WBL WBT NWL NWR
Lane Configurations
Volume (veh/h) 150 87 18 360 34 6
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.82 0.82 0.91 0.91 0.81 0.81
Hourly flow rate (vph) 183 106 20 396 42 7
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 923
pX, platoon unblocked
vC, conflicting volume 289 671 236
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 289 671 236
tC, single (s) 4.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 3.6 3.3
p0 queue free % 98 90 99
cM capacity (veh/h) 1261 400 798
Direction, Lane # EB 1 WB 1 NW 1
Volume Total 289 415 49
Volume Left 0 20 42
Volume Right 106 0 7
cSH 1700 1261 432
Volume to Capacity 0.17 0.02 0.11
Queue Length 95th (ft) 0 1 10
Control Delay (s) 0.0 0.5 14.4
Lane LOS A B
Approach Delay (s) 0.0 0.5 14.4
Approach LOS B
Intersection Summary
Average Delay 1.2
Intersection Capacity Utilization 43.6% ICU Level of Service A
Analysis Period (min) 15
Wygant Rd. & A St.ETC PM (No-Build) 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBT EBR WBL WBT NWL NWR
Lane Configurations
Volume (veh/h) 333 42 11 234 68 12
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.94 0.94 0.81 0.81 0.54 0.54
Hourly flow rate (vph) 354 45 14 289 126 22
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 923
pX, platoon unblocked
vC, conflicting volume 399 693 377
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 399 693 377
tC, single (s) 4.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 3.6 3.3
p0 queue free % 99 68 97
cM capacity (veh/h) 1149 390 666
Direction, Lane # EB 1 WB 1 NW 1
Volume Total 399 302 148
Volume Left 0 14 126
Volume Right 45 0 22
cSH 1700 1149 416
Volume to Capacity 0.23 0.01 0.36
Queue Length 95th (ft) 0 1 40
Control Delay (s) 0.0 0.5 18.4
Lane LOS A C
Approach Delay (s) 0.0 0.5 18.4
Approach LOS C
Intersection Summary
Average Delay 3.4
Intersection Capacity Utilization 32.4% ICU Level of Service A
Analysis Period (min) 15
Wygant Rd. & A St.ETC+10 AM (No-Build) 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBT EBR WBL WBT NWL NWR
Lane Configurations
Volume (veh/h) 166 87 18 398 34 6
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.82 0.82 0.91 0.91 0.81 0.81
Hourly flow rate (vph) 202 106 20 437 42 7
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 923
pX, platoon unblocked
vC, conflicting volume 309 732 255
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 309 732 255
tC, single (s) 4.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 3.6 3.3
p0 queue free % 98 89 99
cM capacity (veh/h) 1241 368 778
Direction, Lane # EB 1 WB 1 NW 1
Volume Total 309 457 49
Volume Left 0 20 42
Volume Right 106 0 7
cSH 1700 1241 399
Volume to Capacity 0.18 0.02 0.12
Queue Length 95th (ft) 0 1 10
Control Delay (s) 0.0 0.5 15.3
Lane LOS A C
Approach Delay (s) 0.0 0.5 15.3
Approach LOS C
Intersection Summary
Average Delay 1.2
Intersection Capacity Utilization 45.6% ICU Level of Service A
Analysis Period (min) 15
Wygant Rd. & A St.ETC+10 PM (No-Build) 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBT EBR WBL WBT NWL NWR
Lane Configurations
Volume (veh/h) 367 42 11 258 68 12
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.94 0.94 0.81 0.81 0.54 0.54
Hourly flow rate (vph) 390 45 14 319 126 22
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 923
pX, platoon unblocked
vC, conflicting volume 435 758 413
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 435 758 413
tC, single (s) 4.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 3.6 3.3
p0 queue free % 99 65 97
cM capacity (veh/h) 1114 356 635
Direction, Lane # EB 1 WB 1 NW 1
Volume Total 435 332 148
Volume Left 0 14 126
Volume Right 45 0 22
cSH 1700 1114 381
Volume to Capacity 0.26 0.01 0.39
Queue Length 95th (ft) 0 1 45
Control Delay (s) 0.0 0.5 20.3
Lane LOS A C
Approach Delay (s) 0.0 0.5 20.3
Approach LOS C
Intersection Summary
Average Delay 3.5
Intersection Capacity Utilization 33.7% ICU Level of Service A
Analysis Period (min) 15
Wygant Rd. & A St.ETC+20 AM (No-Build) 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capactiy Analysis
Movement EBT EBR WBL WBT NWL NWR
Lane Configurations
Volume (veh/h) 183 140 30 439 67 12
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.82 0.82 0.91 0.91 0.81 0.81
Hourly flow rate (vph) 223 171 33 482 83 15
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 923
pX, platoon unblocked
vC, conflicting volume 394 857 309
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 394 857 309
tC, single (s) 4.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 3.6 3.3
p0 queue free % 97 73 98
cM capacity (veh/h) 1154 306 727
Direction, Lane # EB 1 WB 1 NW 1
Volume Total 394 515 98
Volume Left 0 33 83
Volume Right 171 0 15
cSH 1700 1154 335
Volume to Capacity 0.23 0.03 0.29
Queue Length 95th (ft) 0 2 30
Control Delay (s) 0.0 0.8 20.1
Lane LOS A C
Approach Delay (s) 0.0 0.8 20.1
Approach LOS C
Intersection Summary
Average Delay 2.4
Intersection Capacity Utilization 57.4% ICU Level of Service B
Analysis Period (min) 15
Wygant Rd. & A St.ETC+20 PM (No-Build) 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBT EBR WBL WBT NWL NWR
Lane Configurations
Volume (veh/h) 406 54 14 290 155 27
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.94 0.94 0.81 0.81 0.54 0.54
Hourly flow rate (vph) 432 57 17 358 287 50
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 923
pX, platoon unblocked
vC, conflicting volume 489 853 461
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 489 853 461
tC, single (s) 4.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 3.6 3.3
p0 queue free % 98 8 92
cM capacity (veh/h) 1064 311 597
Direction, Lane # EB 1 WB 1 NW 1
Volume Total 489 375 337
Volume Left 0 17 287
Volume Right 57 0 50
cSH 1700 1064 335
Volume to Capacity 0.29 0.02 1.01
Queue Length 95th (ft) 0 1 284
Control Delay (s) 0.0 0.6 86.7
Lane LOS A F
Approach Delay (s) 0.0 0.6 86.7
Approach LOS F
Intersection Summary
Average Delay 24.5
Intersection Capacity Utilization 43.6% ICU Level of Service A
Analysis Period (min) 15
5th Street & E StreetETC AM (No-Build) 11/17/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capactiy Analysis
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 56 105 8 29 53 8
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.85 0.85 0.75 0.85 0.85 0.75
Hourly flow rate (vph) 66 124 11 34 62 11
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 163 28 45
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 163 28 45
tC, single (s) 6.5 6.3 4.2
tC, 2 stage (s)
tF (s) 3.6 3.4 2.3
p0 queue free % 91 88 96
cM capacity (veh/h) 772 1019 1501
Direction, Lane # WB 1 NB 1 SB 1
Volume Total 189 45 73
Volume Left 66 0 62
Volume Right 124 34 0
cSH 917 1700 1501
Volume to Capacity 0.21 0.03 0.04
Queue Length 95th (ft) 19 0 3
Control Delay (s) 9.9 0.0 6.5
Lane LOS A A
Approach Delay (s) 9.9 0.0 6.5
Approach LOS A
Intersection Summary
Average Delay 7.7
Intersection Capacity Utilization 26.2% ICU Level of Service A
Analysis Period (min) 15
5th Street & E StreetETC PM (No-Build) 11/17/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capactiy Analysis
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 18 34 8 39 73 8
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.85 0.85 0.75 0.85 0.85 0.75
Hourly flow rate (vph) 21 40 11 46 86 11
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 216 34 57
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 216 34 57
tC, single (s) 6.5 6.3 4.2
tC, 2 stage (s)
tF (s) 3.6 3.4 2.3
p0 queue free % 97 96 94
cM capacity (veh/h) 707 1012 1486
Direction, Lane # WB 1 NB 1 SB 1
Volume Total 61 57 97
Volume Left 21 0 86
Volume Right 40 46 0
cSH 880 1700 1486
Volume to Capacity 0.07 0.03 0.06
Queue Length 95th (ft) 6 0 5
Control Delay (s) 9.4 0.0 6.8
Lane LOS A A
Approach Delay (s) 9.4 0.0 6.8
Approach LOS A
Intersection Summary
Average Delay 5.7
Intersection Capacity Utilization 21.1% ICU Level of Service A
Analysis Period (min) 15
5th Street & E StreetETC+20 AM (No-Build) 11/17/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capactiy Analysis
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 91 168 10 57 107 10
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.85 0.85 0.75 0.85 0.85 0.75
Hourly flow rate (vph) 107 198 13 67 126 13
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 312 47 80
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 312 47 80
tC, single (s) 6.5 6.3 4.2
tC, 2 stage (s)
tF (s) 3.6 3.4 2.3
p0 queue free % 82 80 91
cM capacity (veh/h) 603 995 1456
Direction, Lane # WB 1 NB 1 SB 1
Volume Total 305 80 139
Volume Left 107 0 126
Volume Right 198 67 0
cSH 810 1700 1456
Volume to Capacity 0.38 0.05 0.09
Queue Length 95th (ft) 44 0 7
Control Delay (s) 12.1 0.0 7.0
Lane LOS B A
Approach Delay (s) 12.1 0.0 7.0
Approach LOS B
Intersection Summary
Average Delay 8.9
Intersection Capacity Utilization 35.2% ICU Level of Service A
Analysis Period (min) 15
5th Street & E StreetETC+20 PM (No-Build) 11/17/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 23 43 10 90 166 10
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.55 0.85 0.65 0.85 0.85 0.75
Hourly flow rate (vph) 42 51 15 106 195 13
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 472 68 121
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 472 68 121
tC, single (s) 6.5 6.3 4.2
tC, 2 stage (s)
tF (s) 3.6 3.4 2.3
p0 queue free % 91 95 86
cM capacity (veh/h) 459 968 1406
Direction, Lane # WB 1 NB 1 SB 1
Volume Total 92 121 209
Volume Left 42 0 195
Volume Right 51 106 0
cSH 644 1700 1406
Volume to Capacity 0.14 0.07 0.14
Queue Length 95th (ft) 12 0 12
Control Delay (s) 11.5 0.0 7.5
Lane LOS B A
Approach Delay (s) 11.5 0.0 7.5
Approach LOS B
Intersection Summary
Average Delay 6.2
Intersection Capacity Utilization 27.0% ICU Level of Service A
Analysis Period (min) 15
4: East Franklin Street & Route 13
ETC AM (W Road) 3/23/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 8 33 21 232 77 39 16 460 35 10 563 23
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 250 250 250 250 250 250 250 250
Storage Lanes 1 0 1 0 1 1 1 1
Taper Length (ft) 25 25 25 25 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.942 0.950 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1736 1721 0 1736 1736 0 1736 1696 1524 1703 1696 1553
Flt Permitted 0.676 0.719 0.334 0.412
Satd. Flow (perm) 1235 1721 0 1314 1736 0 610 1696 1524 738 1696 1553
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 23 42 38 25
Link Speed (mph) 30 30 30 30
Link Distance (ft) 4112 1261 897 1729
Travel Time (s) 93.5 28.7 20.4 39.3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 12% 6% 6% 12% 4%
Adj. Flow (vph) 9 36 23 252 84 42 17 500 38 11 612 25
Shared Lane Traffic (%)
Lane Group Flow (vph) 9 59 0 252 126 0 17 500 38 11 612 25
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm Perm Perm
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 2 6 6
Detector Phase 4 4 8 8 2 2 2 6 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 24.0 24.0 0.0 24.0 24.0 0.0 36.0 36.0 36.0 36.0 36.0 36.0
Total Split (%) 40.0% 40.0% 0.0% 40.0% 40.0% 0.0% 60.0% 60.0% 60.0% 60.0% 60.0% 60.0%
Maximum Green (s) 20.0 20.0 20.0 20.0 32.0 32.0 32.0 32.0 32.0 32.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max C-Max
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
4: East Franklin Street & Route 13
ETC AM (W Road) 3/23/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0
Act Effct Green (s) 15.8 15.8 15.8 15.8 36.2 36.2 36.2 36.2 36.2 36.2
Actuated g/C Ratio 0.26 0.26 0.26 0.26 0.60 0.60 0.60 0.60 0.60 0.60
v/c Ratio 0.03 0.13 0.73 0.26 0.05 0.49 0.04 0.02 0.60 0.03
Control Delay 14.2 10.9 32.0 12.3 6.9 9.8 2.8 5.7 9.2 2.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 14.2 10.9 32.0 12.3 6.9 9.8 2.8 5.7 9.2 2.4
LOS B B C B A A A A A A
Approach Delay 11.3 25.5 9.2 8.9
Approach LOS B C A A
Stops (vph) 8 27 201 59 8 259 6 5 239 6
Fuel Used(gal) 0 2 5 2 0 6 0 0 10 0
CO Emissions (g/hr) 23 140 343 123 12 389 21 12 696 25
NOx Emissions (g/hr) 4 27 67 24 2 76 4 2 135 5
VOC Emissions (g/hr) 5 32 79 28 3 90 5 3 161 6
Dilemma Vehicles (#) 0 0 0 0 0 0 0 0 0 0
Queue Length 50th (ft) 2 10 81 23 2 92 0 1 100 0
Queue Length 95th (ft) 10 30 140 53 11 186 11 m3 149 m3
Internal Link Dist (ft) 4032 1181 817 1649
Turn Bay Length (ft) 250 250 250 250 250 250
Base Capacity (vph) 412 589 438 607 367 1022 934 445 1022 946
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.02 0.10 0.58 0.21 0.05 0.49 0.04 0.02 0.60 0.03
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 24 (40%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.73
Intersection Signal Delay: 12.9 Intersection LOS: B
Intersection Capacity Utilization 55.8% ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 4: East Franklin Street & Route 13
4: East Franklin Street & Route 13
ETC PM (W/ Road) 3/29/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 12 77 21 65 27 11 19 432 147 22 514 14
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 250 250 250 250 250 250 250 250
Storage Lanes 1 0 1 0 1 1 1 1
Taper Length (ft) 25 25 25 25 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.968 0.956 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1736 1768 0 1736 1747 0 1736 1696 1524 1703 1696 1553
Flt Permitted 0.730 0.688 0.423 0.476
Satd. Flow (perm) 1334 1768 0 1257 1747 0 773 1696 1524 853 1696 1553
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 23 12 160 15
Link Speed (mph) 30 30 30 30
Link Distance (ft) 4112 1261 897 1729
Travel Time (s) 93.5 28.7 20.4 39.3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 12% 6% 6% 12% 4%
Adj. Flow (vph) 13 84 23 71 29 12 21 470 160 24 559 15
Shared Lane Traffic (%)
Lane Group Flow (vph) 13 107 0 71 41 0 21 470 160 24 559 15
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm Perm Perm
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 2 6 6
Detector Phase 4 4 8 8 2 2 2 6 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 24.0 24.0 0.0 24.0 24.0 0.0 36.0 36.0 36.0 36.0 36.0 36.0
Total Split (%) 40.0% 40.0% 0.0% 40.0% 40.0% 0.0% 60.0% 60.0% 60.0% 60.0% 60.0% 60.0%
Maximum Green (s) 20.0 20.0 20.0 20.0 32.0 32.0 32.0 32.0 32.0 32.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max C-Max
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
4: East Franklin Street & Route 13
ETC PM (W/ Road) 3/29/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0
Act Effct Green (s) 8.8 8.8 8.8 8.8 45.9 45.9 45.9 45.9 45.9 45.9
Actuated g/C Ratio 0.15 0.15 0.15 0.15 0.76 0.76 0.76 0.76 0.76 0.76
v/c Ratio 0.07 0.38 0.38 0.15 0.04 0.36 0.13 0.04 0.43 0.01
Control Delay 21.0 21.9 28.2 17.5 3.4 4.5 1.0 4.7 7.2 3.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 21.0 21.9 28.2 17.5 3.4 4.5 1.0 4.7 7.2 3.1
LOS C C C B A A A A A A
Approach Delay 21.8 24.3 3.6 7.0
Approach LOS C C A A
Stops (vph) 13 67 57 28 6 148 10 12 256 6
Fuel Used(gal) 1 4 1 1 0 4 1 0 9 0
CO Emissions (g/hr) 36 276 93 46 13 296 78 27 636 16
NOx Emissions (g/hr) 7 54 18 9 2 58 15 5 124 3
VOC Emissions (g/hr) 8 64 22 11 3 69 18 6 147 4
Dilemma Vehicles (#) 0 0 0 0 0 0 0 0 0 0
Queue Length 50th (ft) 4 28 24 9 2 49 0 3 95 1
Queue Length 95th (ft) 16 62 53 30 8 113 14 m9 206 m4
Internal Link Dist (ft) 4032 1181 817 1649
Turn Bay Length (ft) 250 250 250 250 250 250
Base Capacity (vph) 445 605 419 590 591 1296 1203 652 1296 1191
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.03 0.18 0.17 0.07 0.04 0.36 0.13 0.04 0.43 0.01
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 45
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.43
Intersection Signal Delay: 8.0 Intersection LOS: A
Intersection Capacity Utilization 44.0% ICU Level of Service A
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 4: East Franklin Street & Route 13
4: East Franklin Street & Route 13
ETC+10 AM (W/ Road) 3/23/2010
JMD Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 9 36 24 256 85 41 18 496 38 10 615 26
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 250 250 250 250 250 250 250 250
Storage Lanes 1 0 1 0 1 1 1 1
Taper Length (ft) 25 25 25 25 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.940 0.951 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1736 1717 0 1736 1737 0 1736 1696 1524 1703 1696 1553
Flt Permitted 0.669 0.715 0.288 0.377
Satd. Flow (perm) 1222 1717 0 1306 1737 0 526 1696 1524 676 1696 1553
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 26 44 41 28
Link Speed (mph) 30 30 30 30
Link Distance (ft) 4112 1261 897 1729
Travel Time (s) 93.5 28.7 20.4 39.3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 12% 6% 6% 12% 4%
Adj. Flow (vph) 10 39 26 278 92 45 20 539 41 11 668 28
Shared Lane Traffic (%)
Lane Group Flow (vph) 10 65 0 278 137 0 20 539 41 11 668 28
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm Perm Perm
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 2 6 6
Detector Phase 4 4 8 8 2 2 2 6 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 24.0 24.0 0.0 24.0 24.0 0.0 36.0 36.0 36.0 36.0 36.0 36.0
Total Split (%) 40.0% 40.0% 0.0% 40.0% 40.0% 0.0% 60.0% 60.0% 60.0% 60.0% 60.0% 60.0%
Maximum Green (s) 20.0 20.0 20.0 20.0 32.0 32.0 32.0 32.0 32.0 32.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max C-Max
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
4: East Franklin Street & Route 13
ETC+10 AM (W/ Road) 3/23/2010
JMD Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0
Act Effct Green (s) 16.7 16.7 16.7 16.7 35.3 35.3 35.3 35.3 35.3 35.3
Actuated g/C Ratio 0.28 0.28 0.28 0.28 0.59 0.59 0.59 0.59 0.59 0.59
v/c Ratio 0.03 0.13 0.77 0.27 0.06 0.54 0.04 0.03 0.67 0.03
Control Delay 14.0 10.5 34.1 12.2 7.4 11.0 2.8 9.5 18.3 5.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 14.0 10.5 34.1 12.2 7.4 11.0 2.8 9.5 18.3 5.9
LOS B B C B A B A A B A
Approach Delay 11.0 26.9 10.3 17.7
Approach LOS B C B B
Stops (vph) 8 29 223 63 10 297 7 5 500 12
Fuel Used(gal) 0 2 6 2 0 6 0 0 13 0
CO Emissions (g/hr) 25 155 386 133 15 435 23 13 933 31
NOx Emissions (g/hr) 5 30 75 26 3 85 4 2 182 6
VOC Emissions (g/hr) 6 36 90 31 3 101 5 3 216 7
Dilemma Vehicles (#) 0 0 0 0 0 0 0 0 0 0
Queue Length 50th (ft) 3 10 89 25 3 109 0 2 207 2
Queue Length 95th (ft) 11 32 #161 57 12 207 11 m5 356 m10
Internal Link Dist (ft) 4032 1181 817 1649
Turn Bay Length (ft) 250 250 250 250 250 250
Base Capacity (vph) 407 590 435 608 310 999 915 398 999 926
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.02 0.11 0.64 0.23 0.06 0.54 0.04 0.03 0.67 0.03
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.77
Intersection Signal Delay: 17.1 Intersection LOS: B
Intersection Capacity Utilization 59.9% ICU Level of Service B
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 4: East Franklin Street & Route 13
4: East Franklin Street & Route 13
ETC+10 PM (W/ Road) 3/23/2010
JMD Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 14 85 24 72 29 11 21 496 162 22 553 16
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 250 250 250 250 250 250 250 250
Storage Lanes 1 0 1 0 1 1 1 1
Taper Length (ft) 25 25 25 25 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.967 0.959 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1736 1767 0 1736 1752 0 1736 1696 1524 1703 1696 1553
Flt Permitted 0.728 0.681 0.397 0.433
Satd. Flow (perm) 1330 1767 0 1244 1752 0 725 1696 1524 776 1696 1553
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 25 12 176 17
Link Speed (mph) 30 30 30 30
Link Distance (ft) 4112 1261 897 1729
Travel Time (s) 93.5 28.7 20.4 39.3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 12% 6% 6% 12% 4%
Adj. Flow (vph) 15 92 26 78 32 12 23 539 176 24 601 17
Shared Lane Traffic (%)
Lane Group Flow (vph) 15 118 0 78 44 0 23 539 176 24 601 17
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm Perm Perm
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 2 6 6
Detector Phase 4 4 8 8 2 2 2 6 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 24.0 24.0 0.0 24.0 24.0 0.0 36.0 36.0 36.0 36.0 36.0 36.0
Total Split (%) 40.0% 40.0% 0.0% 40.0% 40.0% 0.0% 60.0% 60.0% 60.0% 60.0% 60.0% 60.0%
Maximum Green (s) 20.0 20.0 20.0 20.0 32.0 32.0 32.0 32.0 32.0 32.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max C-Max
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
4: East Franklin Street & Route 13
ETC+10 PM (W/ Road) 3/23/2010
JMD Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0
Act Effct Green (s) 9.2 9.2 9.2 9.2 45.5 45.5 45.5 45.5 45.5 45.5
Actuated g/C Ratio 0.15 0.15 0.15 0.15 0.76 0.76 0.76 0.76 0.76 0.76
v/c Ratio 0.07 0.40 0.41 0.16 0.04 0.42 0.15 0.04 0.47 0.01
Control Delay 20.6 21.8 28.4 17.5 3.7 5.2 1.1 5.0 8.1 3.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 20.6 21.8 28.4 17.5 3.7 5.2 1.1 5.0 8.1 3.1
LOS C C C B A A A A A A
Approach Delay 21.6 24.5 4.2 7.9
Approach LOS C C A A
Stops (vph) 14 74 62 27 7 185 11 12 299 6
Fuel Used(gal) 1 4 1 1 0 5 1 0 10 0
CO Emissions (g/hr) 41 307 103 48 14 351 86 27 700 18
NOx Emissions (g/hr) 8 60 20 9 3 68 17 5 136 4
VOC Emissions (g/hr) 9 71 24 11 3 81 20 6 162 4
Dilemma Vehicles (#) 0 0 0 0 0 0 0 0 0 0
Queue Length 50th (ft) 5 31 26 10 2 61 0 3 114 1
Queue Length 95th (ft) 17 66 57 31 9 143 16 m9 239 m4
Internal Link Dist (ft) 4032 1181 817 1649
Turn Bay Length (ft) 250 250 250 250 250 250
Base Capacity (vph) 443 606 415 592 550 1286 1198 589 1286 1182
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.03 0.19 0.19 0.07 0.04 0.42 0.15 0.04 0.47 0.01
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 50
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.47
Intersection Signal Delay: 8.6 Intersection LOS: A
Intersection Capacity Utilization 46.4% ICU Level of Service A
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 4: East Franklin Street & Route 13
4: East Franklin Street & Route 13
ETC+20 AM 3/23/2010
JMD Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 10 40 26 283 93 57 20 604 42 18 781 29
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 250 250 250 250 250 250 250 250
Storage Lanes 1 0 1 0 1 1 1 1
Taper Length (ft) 25 25 25 25 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.941 0.943 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1736 1719 0 1736 1723 0 1736 1696 1524 1703 1696 1553
Flt Permitted 0.646 0.711 0.157 0.286
Satd. Flow (perm) 1180 1719 0 1299 1723 0 287 1696 1524 513 1696 1553
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 28 55 46 32
Link Speed (mph) 30 30 30 30
Link Distance (ft) 4112 1261 897 1729
Travel Time (s) 93.5 28.7 20.4 39.3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 12% 6% 6% 12% 4%
Adj. Flow (vph) 11 43 28 308 101 62 22 657 46 20 849 32
Shared Lane Traffic (%)
Lane Group Flow (vph) 11 71 0 308 163 0 22 657 46 20 849 32
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm Perm Perm
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 2 6 6
Detector Phase 4 4 8 8 2 2 2 6 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 24.0 24.0 0.0 24.0 24.0 0.0 36.0 36.0 36.0 36.0 36.0 36.0
Total Split (%) 40.0% 40.0% 0.0% 40.0% 40.0% 0.0% 60.0% 60.0% 60.0% 60.0% 60.0% 60.0%
Maximum Green (s) 20.0 20.0 20.0 20.0 32.0 32.0 32.0 32.0 32.0 32.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max C-Max
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
4: East Franklin Street & Route 13
ETC+20 AM 3/23/2010
JMD Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0
Act Effct Green (s) 17.6 17.6 17.6 17.6 34.4 34.4 34.4 34.4 34.4 34.4
Actuated g/C Ratio 0.29 0.29 0.29 0.29 0.57 0.57 0.57 0.57 0.57 0.57
v/c Ratio 0.03 0.14 0.81 0.30 0.13 0.68 0.05 0.07 0.87 0.04
Control Delay 13.9 10.4 37.1 11.8 9.6 14.4 2.7 9.3 26.2 4.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 13.9 10.4 37.1 11.8 9.6 14.4 2.7 9.3 26.2 4.6
LOS B B D B A B A A C A
Approach Delay 10.9 28.3 13.5 25.0
Approach LOS B C B C
Stops (vph) 9 31 241 73 13 419 7 14 546 10
Fuel Used(gal) 0 2 6 2 0 8 0 0 18 0
CO Emissions (g/hr) 28 167 437 156 18 581 25 25 1238 33
NOx Emissions (g/hr) 5 33 85 30 3 113 5 5 241 6
VOC Emissions (g/hr) 6 39 101 36 4 135 6 6 287 8
Dilemma Vehicles (#) 0 0 0 0 0 0 0 0 0 0
Queue Length 50th (ft) 3 11 97 28 4 161 0 3 233 1
Queue Length 95th (ft) 12 34 #204 65 15 284 12 m8 #530 m7
Internal Link Dist (ft) 4032 1181 817 1649
Turn Bay Length (ft) 250 250 250 250 250 250
Base Capacity (vph) 393 592 433 611 164 972 892 294 972 903
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.03 0.12 0.71 0.27 0.13 0.68 0.05 0.07 0.87 0.04
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.87
Intersection Signal Delay: 21.4 Intersection LOS: C
Intersection Capacity Utilization 70.1% ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 4: East Franklin Street & Route 13
4: East Franklin Street & Route 13
ETC+20 PM 3/23/2010
JMD Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 15 93 26 80 32 13 24 530 179 48 740 17
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 250 250 250 250 250 250 250 250
Storage Lanes 1 0 1 0 1 1 1 1
Taper Length (ft) 25 25 25 25 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.967 0.957 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1736 1767 0 1736 1748 0 1736 1696 1524 1703 1696 1553
Flt Permitted 0.725 0.674 0.284 0.409
Satd. Flow (perm) 1325 1767 0 1231 1748 0 519 1696 1524 733 1696 1553
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 25 14 195 18
Link Speed (mph) 30 30 30 30
Link Distance (ft) 4112 1261 897 1729
Travel Time (s) 93.5 28.7 20.4 39.3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 4% 4% 4% 4% 4% 4% 4% 12% 6% 6% 12% 4%
Adj. Flow (vph) 16 101 28 87 35 14 26 576 195 52 804 18
Shared Lane Traffic (%)
Lane Group Flow (vph) 16 129 0 87 49 0 26 576 195 52 804 18
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm Perm Perm
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 2 6 6
Detector Phase 4 4 8 8 2 2 2 6 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 24.0 24.0 0.0 24.0 24.0 0.0 36.0 36.0 36.0 36.0 36.0 36.0
Total Split (%) 40.0% 40.0% 0.0% 40.0% 40.0% 0.0% 60.0% 60.0% 60.0% 60.0% 60.0% 60.0%
Maximum Green (s) 20.0 20.0 20.0 20.0 32.0 32.0 32.0 32.0 32.0 32.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max C-Max
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
4: East Franklin Street & Route 13
ETC+20 PM 3/23/2010
JMD Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0
Act Effct Green (s) 9.6 9.6 9.6 9.6 45.1 45.1 45.1 45.1 45.1 45.1
Actuated g/C Ratio 0.16 0.16 0.16 0.16 0.75 0.75 0.75 0.75 0.75 0.75
v/c Ratio 0.08 0.42 0.44 0.17 0.07 0.45 0.16 0.09 0.63 0.02
Control Delay 20.1 21.9 28.8 17.0 4.2 5.8 1.1 4.2 7.9 2.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 20.1 21.9 28.8 17.0 4.2 5.8 1.1 4.2 7.9 2.0
LOS C C C B A A A A A A
Approach Delay 21.7 24.5 4.6 7.6
Approach LOS C C A A
Stops (vph) 15 82 68 30 9 213 12 17 325 4
Fuel Used(gal) 1 5 2 1 0 6 1 1 13 0
CO Emissions (g/hr) 44 335 114 53 17 385 95 55 906 18
NOx Emissions (g/hr) 9 65 22 10 3 75 18 11 176 4
VOC Emissions (g/hr) 10 78 26 12 4 89 22 13 210 4
Dilemma Vehicles (#) 0 0 0 0 0 0 0 0 0 0
Queue Length 50th (ft) 5 34 29 11 2 70 0 4 100 0
Queue Length 95th (ft) 17 71 60 33 11 166 17 m14 324 m2
Internal Link Dist (ft) 4032 1181 817 1649
Turn Bay Length (ft) 250 250 250 250 250 250
Base Capacity (vph) 442 606 410 592 390 1275 1194 551 1275 1172
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.04 0.21 0.21 0.08 0.07 0.45 0.16 0.09 0.63 0.02
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.63
Intersection Signal Delay: 8.6 Intersection LOS: A
Intersection Capacity Utilization 57.7% ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 4: East Franklin Street & Route 13
Route 13 & Connector Rd.ETC AM (W Road) 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (veh/h) 23 124 165 317 495 41
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 25 135 179 345 538 45
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1264 560 583
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1264 560 583
tC, single (s) 6.5 6.3 4.2
tC, 2 stage (s)
tF (s) 3.6 3.4 2.3
p0 queue free % 83 73 81
cM capacity (veh/h) 143 505 935
Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1
Volume Total 25 135 179 345 583
Volume Left 25 0 179 0 0
Volume Right 0 135 0 0 45
cSH 143 505 935 1700 1700
Volume to Capacity 0.17 0.27 0.19 0.20 0.34
Queue Length 95th (ft) 15 27 18 0 0
Control Delay (s) 35.5 14.7 9.8 0.0 0.0
Lane LOS E B A
Approach Delay (s) 17.9 3.3 0.0
Approach LOS C
Intersection Summary
Average Delay 3.6
Intersection Capacity Utilization 51.0% ICU Level of Service A
Analysis Period (min) 15
Route 13 & Connector Rd.ETC PM (W/ Road) 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (veh/h) 34 197 121 317 371 22
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 37 214 132 345 403 24
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1023 415 427
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1023 415 427
tC, single (s) 6.5 6.3 4.2
tC, 2 stage (s)
tF (s) 3.6 3.4 2.3
p0 queue free % 83 65 88
cM capacity (veh/h) 218 612 1071
Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1
Volume Total 37 214 132 345 427
Volume Left 37 0 132 0 0
Volume Right 0 214 0 0 24
cSH 218 612 1071 1700 1700
Volume to Capacity 0.17 0.35 0.12 0.20 0.25
Queue Length 95th (ft) 15 39 10 0 0
Control Delay (s) 24.9 14.0 8.8 0.0 0.0
Lane LOS C B A
Approach Delay (s) 15.6 2.4 0.0
Approach LOS C
Intersection Summary
Average Delay 4.4
Intersection Capacity Utilization 40.9% ICU Level of Service A
Analysis Period (min) 15
Route 13 & Connector Rd. Signal W/ N-S StorageETC+10 AM (W/ Road) 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (veh/h) 25 129 169 350 547 43
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 27 140 184 380 595 47
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1366 618 641
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1366 618 641
tC, single (s) 6.5 6.3 4.2
tC, 2 stage (s)
tF (s) 3.6 3.4 2.3
p0 queue free % 78 70 79
cM capacity (veh/h) 121 468 888
Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1
Volume Total 27 140 184 380 641
Volume Left 27 0 184 0 0
Volume Right 0 140 0 0 47
cSH 121 468 888 1700 1700
Volume to Capacity 0.22 0.30 0.21 0.22 0.38
Queue Length 95th (ft) 20 31 19 0 0
Control Delay (s) 43.1 15.9 10.1 0.0 0.0
Lane LOS E C B
Approach Delay (s) 20.3 3.3 0.0
Approach LOS C
Intersection Summary
Average Delay 3.8
Intersection Capacity Utilization 54.1% ICU Level of Service A
Analysis Period (min) 15
Route 13 & Connector Rd.ETC+10 PM (W/ Road) 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (veh/h) 36 201 129 350 410 23
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 39 218 140 380 446 25
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1119 458 471
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1119 458 471
tC, single (s) 6.5 6.3 4.2
tC, 2 stage (s)
tF (s) 3.6 3.4 2.3
p0 queue free % 79 62 86
cM capacity (veh/h) 187 579 1031
Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1
Volume Total 112 146 140 380 471
Volume Left 39 0 140 0 0
Volume Right 73 146 0 0 25
cSH 334 579 1031 1700 1700
Volume to Capacity 0.33 0.25 0.14 0.22 0.28
Queue Length 95th (ft) 36 25 12 0 0
Control Delay (s) 21.1 13.3 9.0 0.0 0.0
Lane LOS C B A
Approach Delay (s) 16.7 2.4 0.0
Approach LOS C
Intersection Summary
Average Delay 4.5
Intersection Capacity Utilization 46.2% ICU Level of Service A
Analysis Period (min) 15
Route 13 & Connector Rd.ETC+20 AM 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (veh/h) 34 211 253 387 604 59
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 37 229 275 421 657 64
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1659 689 721
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1659 689 721
tC, single (s) 6.5 6.3 4.2
tC, 2 stage (s)
tF (s) 3.6 3.4 2.3
p0 queue free % 45 46 67
cM capacity (veh/h) 67 426 828
Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1
Volume Total 37 229 275 421 721
Volume Left 37 0 275 0 0
Volume Right 0 229 0 0 64
cSH 67 426 828 1700 1700
Volume to Capacity 0.55 0.54 0.33 0.25 0.42
Queue Length 95th (ft) 57 78 36 0 0
Control Delay (s) 111.2 22.9 11.5 0.0 0.0
Lane LOS F C B
Approach Delay (s) 35.1 4.5 0.0
Approach LOS E
Intersection Summary
Average Delay 7.4
Intersection Capacity Utilization 62.7% ICU Level of Service B
Analysis Period (min) 15
Route 13 & Connector Rd.ETC+20 PM 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (veh/h) 59 411 151 387 453 27
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 64 447 164 421 492 29
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1256 507 522
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1256 507 522
tC, single (s) 6.5 6.3 4.2
tC, 2 stage (s)
tF (s) 3.6 3.4 2.3
p0 queue free % 57 18 83
cM capacity (veh/h) 149 542 986
Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1
Volume Total 64 447 164 421 522
Volume Left 64 0 164 0 0
Volume Right 0 447 0 0 29
cSH 149 542 986 1700 1700
Volume to Capacity 0.43 0.82 0.17 0.25 0.31
Queue Length 95th (ft) 48 207 15 0 0
Control Delay (s) 46.3 35.5 9.4 0.0 0.0
Lane LOS E E A
Approach Delay (s) 36.8 2.6 0.0
Approach LOS E
Intersection Summary
Average Delay 12.6
Intersection Capacity Utilization 57.6% ICU Level of Service B
Analysis Period (min) 15
7: Connector Road & Route 13
ETC AM (W Road) 3/29/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (vph) 23 124 165 317 495 41
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 0 200 0
Storage Lanes 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.886 0.990
Flt Protected 0.992 0.950
Satd. Flow (prot) 1465 0 1583 1667 1650 0
Flt Permitted 0.992 0.416
Satd. Flow (perm) 1465 0 693 1667 1650 0
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 135 13
Link Speed (mph) 30 30 30
Link Distance (ft) 3471 1729 829
Travel Time (s) 78.9 39.3 18.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 14% 14% 14% 14% 14% 14%
Adj. Flow (vph) 25 135 179 345 538 45
Shared Lane Traffic (%)
Lane Group Flow (vph) 160 0 179 345 583 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Turn Type Perm
Protected Phases 4 2 6
Permitted Phases 2
Detector Phase 4 2 2 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0
Minimum Split (s) 20.0 20.0 20.0 20.0
Total Split (s) 20.0 0.0 40.0 40.0 40.0 0.0
Total Split (%) 33.3% 0.0% 66.7% 66.7% 66.7% 0.0%
Maximum Green (s) 16.0 36.0 36.0 36.0
Yellow Time (s) 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Recall Mode None C-Max C-Max C-Max
Walk Time (s) 5.0 5.0 5.0 5.0
7: Connector Road & Route 13
ETC AM (W Road) 3/29/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBR NBL NBT SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0
Act Effct Green (s) 7.6 47.1 47.1 47.1
Actuated g/C Ratio 0.13 0.78 0.78 0.78
v/c Ratio 0.53 0.33 0.26 0.45
Control Delay 21.1 2.2 1.1 4.7
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 21.1 2.2 1.1 4.7
LOS C A A A
Approach Delay 21.1 1.5 4.7
Approach LOS C A A
Stops (vph) 106 10 18 185
Fuel Used(gal) 5 2 4 5
CO Emissions (g/hr) 363 165 311 350
NOx Emissions (g/hr) 71 32 60 68
VOC Emissions (g/hr) 84 38 72 81
Dilemma Vehicles (#) 0 0 0 0
Queue Length 50th (ft) 0 4 8 52
Queue Length 95th (ft) m57 10 16 149
Internal Link Dist (ft) 3391 1649 749
Turn Bay Length (ft) 200 200
Base Capacity (vph) 490 544 1307 1297
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.33 0.33 0.26 0.45
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green
Natural Cycle: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.53
Intersection Signal Delay: 5.5 Intersection LOS: A
Intersection Capacity Utilization 56.6% ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 7: Connector Road & Route 13
7: Connector Road & Route 13
ETC PM (W/ Road) 3/29/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (vph) 34 197 121 317 371 22
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 0 200 0
Storage Lanes 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.885 0.992
Flt Protected 0.993 0.950
Satd. Flow (prot) 1465 0 1583 1667 1653 0
Flt Permitted 0.993 0.500
Satd. Flow (perm) 1465 0 833 1667 1653 0
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 214 9
Link Speed (mph) 30 30 30
Link Distance (ft) 3471 1729 829
Travel Time (s) 78.9 39.3 18.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 14% 14% 14% 14% 14% 14%
Adj. Flow (vph) 37 214 132 345 403 24
Shared Lane Traffic (%)
Lane Group Flow (vph) 251 0 132 345 427 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Turn Type Perm
Protected Phases 4 2 6
Permitted Phases 2
Detector Phase 4 2 2 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0
Minimum Split (s) 20.0 20.0 20.0 20.0
Total Split (s) 20.0 0.0 40.0 40.0 40.0 0.0
Total Split (%) 33.3% 0.0% 66.7% 66.7% 66.7% 0.0%
Maximum Green (s) 16.0 36.0 36.0 36.0
Yellow Time (s) 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Recall Mode None C-Max C-Max C-Max
Walk Time (s) 5.0 5.0 5.0 5.0
7: Connector Road & Route 13
ETC PM (W/ Road) 3/29/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBR NBL NBT SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0
Act Effct Green (s) 8.5 43.5 43.5 43.5
Actuated g/C Ratio 0.14 0.72 0.72 0.72
v/c Ratio 0.64 0.22 0.29 0.36
Control Delay 22.0 7.4 6.6 4.7
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 22.0 7.4 6.6 4.7
LOS C A A A
Approach Delay 22.0 6.8 4.7
Approach LOS C A A
Stops (vph) 181 56 139 137
Fuel Used(gal) 8 2 5 4
CO Emissions (g/hr) 579 148 382 257
NOx Emissions (g/hr) 113 29 74 50
VOC Emissions (g/hr) 134 34 89 59
Dilemma Vehicles (#) 0 0 0 0
Queue Length 50th (ft) 40 9 26 36
Queue Length 95th (ft) 71 72 153 111
Internal Link Dist (ft) 3391 1649 749
Turn Bay Length (ft) 200 200
Base Capacity (vph) 548 604 1208 1200
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.46 0.22 0.29 0.36
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green
Natural Cycle: 40
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.64
Intersection Signal Delay: 9.3 Intersection LOS: A
Intersection Capacity Utilization 51.6% ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 7: Connector Road & Route 13
7: Connector Road & Route 13
ETC+10 AM (W/ Road) 3/29/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (vph) 25 129 169 350 547 43
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 0 200 0
Storage Lanes 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.887 0.990
Flt Protected 0.992 0.950
Satd. Flow (prot) 1467 0 1583 1667 1650 0
Flt Permitted 0.992 0.383
Satd. Flow (perm) 1467 0 638 1667 1650 0
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 140 12
Link Speed (mph) 30 30 30
Link Distance (ft) 3444 1729 829
Travel Time (s) 78.3 39.3 18.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 14% 14% 14% 14% 14% 14%
Adj. Flow (vph) 27 140 184 380 595 47
Shared Lane Traffic (%)
Lane Group Flow (vph) 167 0 184 380 642 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Turn Type Perm
Protected Phases 4 2 6
Permitted Phases 2
Detector Phase 4 2 2 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0
Minimum Split (s) 20.0 20.0 20.0 20.0
Total Split (s) 20.0 0.0 40.0 40.0 40.0 0.0
Total Split (%) 33.3% 0.0% 66.7% 66.7% 66.7% 0.0%
Maximum Green (s) 16.0 36.0 36.0 36.0
Yellow Time (s) 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Recall Mode None C-Max C-Max C-Max
Walk Time (s) 5.0 5.0 5.0 5.0
7: Connector Road & Route 13
ETC+10 AM (W/ Road) 3/29/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBR NBL NBT SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0
Act Effct Green (s) 7.7 47.0 47.0 47.0
Actuated g/C Ratio 0.13 0.78 0.78 0.78
v/c Ratio 0.54 0.37 0.29 0.50
Control Delay 19.5 12.6 8.3 5.3
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 19.5 12.6 8.3 5.3
LOS B B A A
Approach Delay 19.5 9.7 5.3
Approach LOS B A A
Stops (vph) 103 123 240 223
Fuel Used(gal) 5 3 7 6
CO Emissions (g/hr) 372 237 464 398
NOx Emissions (g/hr) 72 46 90 77
VOC Emissions (g/hr) 86 55 107 92
Dilemma Vehicles (#) 0 0 0 0
Queue Length 50th (ft) 0 53 102 61
Queue Length 95th (ft) m52 100 202 178
Internal Link Dist (ft) 3364 1649 749
Turn Bay Length (ft) 200 200
Base Capacity (vph) 494 499 1305 1294
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.34 0.37 0.29 0.50
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.54
Intersection Signal Delay: 8.8 Intersection LOS: A
Intersection Capacity Utilization 60.1% ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 7: Connector Road & Route 13
7: Connector Road & Route 13
ETC+10 PM (W/ Road) 3/29/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (vph) 36 201 129 350 410 23
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 250 0 200 0
Storage Lanes 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.885 0.993
Flt Protected 0.992 0.950
Satd. Flow (prot) 1463 0 1583 1667 1655 0
Flt Permitted 0.992 0.472
Satd. Flow (perm) 1463 0 787 1667 1655 0
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 218 8
Link Speed (mph) 30 30 30
Link Distance (ft) 3471 1729 829
Travel Time (s) 78.9 39.3 18.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 14% 14% 14% 14% 14% 14%
Adj. Flow (vph) 39 218 140 380 446 25
Shared Lane Traffic (%)
Lane Group Flow (vph) 257 0 140 380 471 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Turn Type Perm
Protected Phases 4 2 6
Permitted Phases 2
Detector Phase 4 2 2 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0
Minimum Split (s) 20.0 20.0 20.0 20.0
Total Split (s) 20.0 0.0 40.0 40.0 40.0 0.0
Total Split (%) 33.3% 0.0% 66.7% 66.7% 66.7% 0.0%
Maximum Green (s) 16.0 36.0 36.0 36.0
Yellow Time (s) 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Recall Mode None C-Max C-Max C-Max
Walk Time (s) 5.0 5.0 5.0 5.0
7: Connector Road & Route 13
ETC+10 PM (W/ Road) 3/29/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBR NBL NBT SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0
Act Effct Green (s) 8.6 43.4 43.4 43.4
Actuated g/C Ratio 0.14 0.72 0.72 0.72
v/c Ratio 0.65 0.25 0.32 0.39
Control Delay 21.4 8.5 7.5 5.1
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 21.4 8.5 7.5 5.1
LOS C A A A
Approach Delay 21.4 7.8 5.1
Approach LOS C A A
Stops (vph) 177 67 168 157
Fuel Used(gal) 8 2 6 4
CO Emissions (g/hr) 587 163 432 287
NOx Emissions (g/hr) 114 32 84 56
VOC Emissions (g/hr) 136 38 100 67
Dilemma Vehicles (#) 0 0 0 0
Queue Length 50th (ft) 39 11 32 41
Queue Length 95th (ft) 69 86 185 129
Internal Link Dist (ft) 3391 1649 749
Turn Bay Length (ft) 250 200
Base Capacity (vph) 550 569 1205 1199
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.47 0.25 0.32 0.39
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green
Natural Cycle: 45
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.65
Intersection Signal Delay: 9.6 Intersection LOS: A
Intersection Capacity Utilization 54.5% ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 7: Connector Road & Route 13
7: Connector Road & Route 13
ETC+20 AM 3/29/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (vph) 34 211 253 387 604 59
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 0 200 0
Storage Lanes 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.988
Flt Protected 0.950 0.950
Satd. Flow (prot) 1583 1417 1583 1667 1647 0
Flt Permitted 0.950 0.332
Satd. Flow (perm) 1583 1417 553 1667 1647 0
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 229 15
Link Speed (mph) 45 60 60
Link Distance (ft) 3471 1729 829
Travel Time (s) 52.6 19.6 9.4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 14% 14% 14% 14% 14% 14%
Adj. Flow (vph) 37 229 275 421 657 64
Shared Lane Traffic (%)
Lane Group Flow (vph) 37 229 275 421 721 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Turn Type Perm Perm
Protected Phases 4 2 6
Permitted Phases 4 2
Detector Phase 4 4 2 2 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0
Total Split (s) 20.0 20.0 40.0 40.0 40.0 0.0
Total Split (%) 33.3% 33.3% 66.7% 66.7% 66.7% 0.0%
Maximum Green (s) 16.0 16.0 36.0 36.0 36.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Recall Mode None None C-Min C-Min C-Min
Walk Time (s) 5.0 5.0 5.0 5.0 5.0
7: Connector Road & Route 13
ETC+20 AM 3/29/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBR NBL NBT SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 7.9 7.9 44.1 44.1 44.1
Actuated g/C Ratio 0.13 0.13 0.74 0.74 0.74
v/c Ratio 0.18 0.59 0.68 0.34 0.59
Control Delay 15.2 6.1 19.6 6.3 6.8
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 15.2 6.1 19.6 6.3 6.8
LOS B A B A A
Approach Delay 7.4 11.6 6.8
Approach LOS A B A
Stops (vph) 23 58 132 165 298
Fuel Used(gal) 1 6 7 8 11
CO Emissions (g/hr) 81 401 473 592 774
NOx Emissions (g/hr) 16 78 92 115 151
VOC Emissions (g/hr) 19 93 110 137 179
Dilemma Vehicles (#) 0 0 0 75 55
Queue Length 50th (ft) 8 0 56 57 76
Queue Length 95th (ft) m8 m7 m#172 131 228
Internal Link Dist (ft) 3391 1649 749
Turn Bay Length (ft) 200 200
Base Capacity (vph) 422 546 407 1226 1215
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.09 0.42 0.68 0.34 0.59
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green
Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.68
Intersection Signal Delay: 8.9 Intersection LOS: A
Intersection Capacity Utilization 62.7% ICU Level of Service B
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 7: Connector Road & Route 13
7: Connector Road & Route 13
ETC+20 PM 3/29/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (vph) 59 411 151 387 453 27
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 400 0 200 0
Storage Lanes 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.992
Flt Protected 0.950 0.950
Satd. Flow (prot) 1583 1417 1583 1667 1653 0
Flt Permitted 0.950 0.430
Satd. Flow (perm) 1583 1417 717 1667 1653 0
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 378 9
Link Speed (mph) 50 60 60
Link Distance (ft) 3471 1729 829
Travel Time (s) 47.3 19.6 9.4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 14% 14% 14% 14% 14% 14%
Adj. Flow (vph) 64 447 164 421 492 29
Shared Lane Traffic (%)
Lane Group Flow (vph) 64 447 164 421 521 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Turn Type Perm Perm
Protected Phases 4 2 6
Permitted Phases 4 2
Detector Phase 4 4 2 2 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0
Total Split (s) 20.0 20.0 40.0 40.0 40.0 0.0
Total Split (%) 33.3% 33.3% 66.7% 66.7% 66.7% 0.0%
Maximum Green (s) 16.0 16.0 36.0 36.0 36.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Recall Mode None None C-Min C-Min C-Min
Walk Time (s) 5.0 5.0 5.0 5.0 5.0
7: Connector Road & Route 13
ETC+20 PM 3/29/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBR NBL NBT SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 10.7 10.7 41.3 41.3 41.3
Actuated g/C Ratio 0.18 0.18 0.69 0.69 0.69
v/c Ratio 0.23 0.80 0.33 0.37 0.46
Control Delay 17.6 8.6 7.5 6.4 7.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 17.6 8.6 7.5 6.4 7.0
LOS B A A A A
Approach Delay 9.7 6.7 7.0
Approach LOS A A A
Stops (vph) 45 145 61 152 216
Fuel Used(gal) 2 12 3 8 8
CO Emissions (g/hr) 154 838 229 573 561
NOx Emissions (g/hr) 30 163 44 111 109
VOC Emissions (g/hr) 36 194 53 133 130
Dilemma Vehicles (#) 0 0 0 68 40
Queue Length 50th (ft) 17 34 26 70 59
Queue Length 95th (ft) m18 m73 39 81 178
Internal Link Dist (ft) 3391 1649 749
Turn Bay Length (ft) 400 200
Base Capacity (vph) 432 661 498 1158 1151
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.15 0.68 0.33 0.36 0.45
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green
Natural Cycle: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay: 7.7 Intersection LOS: A
Intersection Capacity Utilization 57.6% ICU Level of Service B
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 7: Connector Road & Route 13
MOVEMENT SUMMARY Site: ETC (AM)
Route 13 RoundaboutETC (AM)Roundabout
Movement Performance - Vehicles
95% Back of Queue Mov ID Turn
DemandFlow HV
Deg.Satn
AverageDelay
Level ofService
Prop. Queued
Effective Stop Rate
AverageSpeed Vehicles Distance
veh/h % v/c sec veh m per veh km/h
South Route 13 NB
1 L 179 12.0 0.382 8.3 LOS A 3.3 30.8 0.15 0.72 46.2
2 T 408 12.0 0.382 3.4 LOS A 3.3 30.8 0.15 0.25 52.8
Approach 587 12.0 0.382 4.9 LOS A 3.3 30.8 0.15 0.40 50.6
North Route 13 SB
8 T 538 12.0 0.489 6.0 LOS A 3.9 36.9 0.46 0.50 49.1
9 R 45 12.0 0.490 6.3 LOS A 3.9 36.9 0.46 0.56 48.1
Approach 583 12.0 0.489 6.0 LOS A 3.9 36.9 0.46 0.51 49.0
West Connector Road EB
10 L 25 12.0 0.194 11.6 LOS B 1.3 12.6 0.63 0.76 38.0
12 R 135 12.0 0.194 7.3 LOS A 1.3 12.6 0.63 0.67 39.8
Approach 160 12.0 0.194 8.0 LOS B 1.3 12.6 0.63 0.68 39.5
All Vehicles 1329 12.0 0.490 5.7 LOS A 3.9 36.9 0.34 0.48 48.3
Level of Service (Aver. Int. Delay): LOS A. Based on average delay for all vehicle movements. LOS Method: Delay (HCM).
Level of Service (Worst Movement): LOS B. LOS Method for individual vehicle movements: Delay (HCM).
Approach LOS values are based on the worst delay for any vehicle movement.
Roundabout LOS Method: Same as Signalised Intersections.
Roundabout Capacity Model: SIDRA Standard.
Processed: Thursday, November 05, 2009 3:12:28 PMSIDRA INTERSECTION 4.0.9.973
Copyright ©2000-2009 Akcelik & Associates Pty Ltdwww.sidrasolutions.com
Project: N:\19225-00-MK\Documents\Calculations\Traffic\SIDRA\Route 13.SIP8000391, ERDMAN ANTHONY, SINGLE
MOVEMENT SUMMARY Site: ETC (PM)
Route 13 RoundaboutETC (PM)Roundabout
Movement Performance - Vehicles
95% Back of Queue Mov ID Turn
DemandFlow HV
Deg.Satn
AverageDelay
Level ofService
Prop. Queued
Effective Stop Rate
AverageSpeed Vehicles Distance
veh/h % v/c sec veh m per veh km/h
South Route 13 NB
1 L 132 12.0 0.322 8.4 LOS A 2.5 23.4 0.18 0.73 46.2
2 T 345 12.0 0.321 3.4 LOS A 2.5 23.4 0.18 0.26 52.6
Approach 476 12.0 0.321 4.8 LOS A 2.5 23.4 0.18 0.39 50.7
North Route 13 SB
8 T 403 12.0 0.346 5.5 LOS A 2.4 22.6 0.34 0.44 49.9
9 R 24 12.0 0.347 5.8 LOS A 2.4 22.6 0.34 0.51 48.7
Approach 427 12.0 0.346 5.5 LOS A 2.4 22.6 0.34 0.44 49.8
West Connector Road EB
10 L 37 12.0 0.268 10.8 LOS B 1.8 17.0 0.56 0.72 38.4
12 R 214 12.0 0.268 6.6 LOS A 1.8 17.0 0.56 0.62 40.1
Approach 251 12.0 0.268 7.2 LOS B 1.8 17.0 0.56 0.64 39.9
All Vehicles 1154 12.0 0.347 5.6 LOS A 2.5 23.4 0.32 0.46 47.6
Level of Service (Aver. Int. Delay): LOS A. Based on average delay for all vehicle movements. LOS Method: Delay (HCM).
Level of Service (Worst Movement): LOS B. LOS Method for individual vehicle movements: Delay (HCM).
Approach LOS values are based on the worst delay for any vehicle movement.
Roundabout LOS Method: Same as Signalised Intersections.
Roundabout Capacity Model: SIDRA Standard.
Processed: Thursday, November 05, 2009 3:12:41 PMSIDRA INTERSECTION 4.0.9.973
Copyright ©2000-2009 Akcelik & Associates Pty Ltdwww.sidrasolutions.com
Project: N:\19225-00-MK\Documents\Calculations\Traffic\SIDRA\Route 13.SIP8000391, ERDMAN ANTHONY, SINGLE
MOVEMENT SUMMARY Site: ETC+10 (AM)
Route 13 RoundaboutETC+10 (AM)Roundabout
Movement Performance - Vehicles
95% Back of Queue Mov ID Turn
DemandFlow HV
Deg.Satn
AverageDelay
Level ofService
Prop. Queued
Effective Stop Rate
AverageSpeed Vehicles Distance
veh/h % v/c sec veh m per veh km/h
South Route 13 NB
1 L 184 12.0 0.370 8.3 LOS A 3.2 29.7 0.16 0.71 46.1
2 T 380 12.0 0.370 3.4 LOS A 3.2 29.7 0.16 0.25 52.8
Approach 564 12.0 0.370 5.0 LOS A 3.2 29.7 0.16 0.40 50.4
North Route 13 SB
8 T 595 12.0 0.539 6.1 LOS A 4.6 43.2 0.49 0.52 48.8
9 R 47 12.0 0.537 6.4 LOS A 4.6 43.2 0.49 0.57 48.0
Approach 641 12.0 0.539 6.1 LOS A 4.6 43.2 0.49 0.52 48.8
West Connector Route EB
10 L 27 12.0 0.216 12.0 LOS B 1.6 14.6 0.68 0.79 37.7
12 R 140 12.0 0.216 7.8 LOS A 1.6 14.6 0.68 0.71 39.7
Approach 167 12.0 0.216 8.5 LOS B 1.6 14.6 0.68 0.72 39.3
All Vehicles 1373 12.0 0.539 5.9 LOS A 4.6 43.2 0.38 0.50 48.0
Level of Service (Aver. Int. Delay): LOS A. Based on average delay for all vehicle movements. LOS Method: Delay (HCM).
Level of Service (Worst Movement): LOS B. LOS Method for individual vehicle movements: Delay (HCM).
Approach LOS values are based on the worst delay for any vehicle movement.
Roundabout LOS Method: Same as Signalised Intersections.
Roundabout Capacity Model: SIDRA Standard.
Processed: Thursday, November 05, 2009 3:12:55 PMSIDRA INTERSECTION 4.0.9.973
Copyright ©2000-2009 Akcelik & Associates Pty Ltdwww.sidrasolutions.com
Project: N:\19225-00-MK\Documents\Calculations\Traffic\SIDRA\Route 13.SIP8000391, ERDMAN ANTHONY, SINGLE
MOVEMENT SUMMARY Site: ETC+10 (PM)
Route 13 RoundaboutETC+10 (PM)Roundabout
Movement Performance - Vehicles
95% Back of Queue Mov ID Turn
DemandFlow HV
Deg.Satn
AverageDelay
Level ofService
Prop. Queued
Effective Stop Rate
AverageSpeed Vehicles Distance
veh/h % v/c sec veh m per veh km/h
South Route 13 NB
1 L 140 12.0 0.351 8.4 LOS A 2.8 26.8 0.19 0.72 46.2
2 T 380 12.0 0.352 3.4 LOS A 2.8 26.8 0.19 0.27 52.5
Approach 521 12.0 0.352 4.8 LOS A 2.8 26.8 0.19 0.39 50.6
North Route 13 SB
8 T 446 12.0 0.383 5.5 LOS A 2.8 26.1 0.36 0.45 49.7
9 R 25 12.0 0.385 5.9 LOS A 2.8 26.1 0.36 0.52 48.6
Approach 471 12.0 0.383 5.6 LOS A 2.8 26.1 0.36 0.45 49.7
West Connector Road EB
10 L 39 12.0 0.286 11.1 LOS B 2.0 18.6 0.60 0.75 38.3
12 R 218 12.0 0.285 6.9 LOS A 2.0 18.6 0.60 0.65 40.0
Approach 258 12.0 0.285 7.6 LOS B 2.0 18.6 0.60 0.67 39.7
All Vehicles 1249 12.0 0.385 5.6 LOS A 2.8 26.8 0.34 0.47 47.6
Level of Service (Aver. Int. Delay): LOS A. Based on average delay for all vehicle movements. LOS Method: Delay (HCM).
Level of Service (Worst Movement): LOS B. LOS Method for individual vehicle movements: Delay (HCM).
Approach LOS values are based on the worst delay for any vehicle movement.
Roundabout LOS Method: Same as Signalised Intersections.
Roundabout Capacity Model: SIDRA Standard.
Processed: Thursday, November 05, 2009 3:13:06 PMSIDRA INTERSECTION 4.0.9.973
Copyright ©2000-2009 Akcelik & Associates Pty Ltdwww.sidrasolutions.com
Project: N:\19225-00-MK\Documents\Calculations\Traffic\SIDRA\Route 13.SIP8000391, ERDMAN ANTHONY, SINGLE
MOVEMENT SUMMARY Site: ETC+20 (AM)
Route 13 RoundaboutETC+20 (AM)Roundabout
Movement Performance - Vehicles
95% Back of Queue Mov ID Turn
DemandFlow HV
Deg.Satn
AverageDelay
Level ofService
Prop. Queued
Effective Stop Rate
AverageSpeed Vehicles Distance
veh/h % v/c sec veh m per veh km/h
South Route 13 NB
1 L 275 12.0 0.464 8.4 LOS A 4.6 43.1 0.22 0.67 46.0
2 T 421 12.0 0.463 3.4 LOS A 4.6 43.1 0.22 0.27 52.0
Approach 696 12.0 0.463 5.4 LOS A 4.6 43.1 0.22 0.42 49.5
North Route 13 SB
8 T 657 12.0 0.661 8.0 LOS A 7.4 69.8 0.68 0.70 47.6
9 R 64 12.0 0.661 8.3 LOS A 7.4 69.8 0.68 0.73 47.1
Approach 721 12.0 0.661 8.0 LOS A 7.4 69.8 0.68 0.70 47.6
West Connector Road EB
10 L 37 12.0 0.385 13.0 LOS B 3.2 29.8 0.81 0.88 37.2
12 R 229 12.0 0.386 8.8 LOS A 3.2 29.8 0.81 0.83 39.0
Approach 266 12.0 0.386 9.4 LOS B 3.2 29.8 0.81 0.84 38.7
All Vehicles 1683 12.0 0.661 7.2 LOS A 7.4 69.8 0.51 0.61 46.6
Level of Service (Aver. Int. Delay): LOS A. Based on average delay for all vehicle movements. LOS Method: Delay (HCM).
Level of Service (Worst Movement): LOS B. LOS Method for individual vehicle movements: Delay (HCM).
Approach LOS values are based on the worst delay for any vehicle movement.
Roundabout LOS Method: Same as Signalised Intersections.
Roundabout Capacity Model: SIDRA Standard.
Processed: Thursday, November 05, 2009 3:13:22 PMSIDRA INTERSECTION 4.0.9.973
Copyright ©2000-2009 Akcelik & Associates Pty Ltdwww.sidrasolutions.com
Project: N:\19225-00-MK\Documents\Calculations\Traffic\SIDRA\Route 13.SIP8000391, ERDMAN ANTHONY, SINGLE
MOVEMENT SUMMARY Site: ETC+20 (PM)
Route 13 RoundaboutETC+20 (PM)Roundabout
Movement Performance - Vehicles
95% Back of Queue Mov ID Turn
DemandFlow HV
Deg.Satn
AverageDelay
Level ofService
Prop. Queued
Effective Stop Rate
AverageSpeed Vehicles Distance
veh/h % v/c sec veh m per veh km/h
South Route 13 NB
1 L 164 12.0 0.413 8.6 LOS A 3.7 34.9 0.28 0.70 46.2
2 T 421 12.0 0.413 3.6 LOS A 3.7 34.9 0.28 0.30 51.6
Approach 585 12.0 0.413 5.0 LOS A 3.7 34.9 0.28 0.41 49.9
North Route 13 SB
8 T 492 12.0 0.436 5.8 LOS A 3.4 31.9 0.42 0.48 49.3
9 R 29 12.0 0.438 6.1 LOS A 3.4 31.9 0.42 0.54 48.3
Approach 522 12.0 0.436 5.8 LOS A 3.4 31.9 0.42 0.49 49.2
West Connector Road EB
10 L 64 12.0 0.594 13.9 LOS B 6.2 58.5 0.79 0.95 36.7
12 R 447 12.0 0.592 9.7 LOS A 6.2 58.5 0.79 0.90 38.4
Approach 511 12.0 0.593 10.2 LOS B 6.2 58.5 0.79 0.91 38.2
All Vehicles 1617 12.0 0.594 6.9 LOS A 6.2 58.5 0.49 0.59 45.3
Level of Service (Aver. Int. Delay): LOS A. Based on average delay for all vehicle movements. LOS Method: Delay (HCM).
Level of Service (Worst Movement): LOS B. LOS Method for individual vehicle movements: Delay (HCM).
Approach LOS values are based on the worst delay for any vehicle movement.
Roundabout LOS Method: Same as Signalised Intersections.
Roundabout Capacity Model: SIDRA Standard.
Processed: Thursday, November 05, 2009 3:13:34 PMSIDRA INTERSECTION 4.0.9.973
Copyright ©2000-2009 Akcelik & Associates Pty Ltdwww.sidrasolutions.com
Project: N:\19225-00-MK\Documents\Calculations\Traffic\SIDRA\Route 13.SIP8000391, ERDMAN ANTHONY, SINGLE
Old Ithaca Rd. & Connector Rd. TWSC W/ No StorageETC AM (W Road) 9/8/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 20 86 12 15 156 32 32 174 19 45 448 78
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Peak Hour Factor 0.75 0.75 0.75 0.85 0.85 0.85 0.91 0.91 0.91 0.73 0.73 0.73
Hourly flow rate (vph) 27 115 16 18 184 38 35 191 21 62 614 107
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1192 1073 667 1136 1116 202 721 212
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1192 1073 667 1136 1116 202 721 212
tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 0 43 97 80 4 96 96 95
cM capacity (veh/h) 19 202 459 90 190 839 881 1358
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 157 239 247 782
Volume Left 27 18 35 62
Volume Right 16 38 21 107
cSH 77 198 881 1358
Volume to Capacity 2.03 1.21 0.04 0.05
Queue Length 95th (ft) 354 309 3 4
Control Delay (s) 594.6 179.1 1.7 1.2
Lane LOS F F A A
Approach Delay (s) 594.6 179.1 1.7 1.2
Approach LOS F F
Intersection Summary
Average Delay 96.6
Intersection Capacity Utilization 55.1% ICU Level of Service B
Analysis Period (min) 15
Old Ithaca Rd. & Connector Rd. TWSC W/ No StorageETC PM (W/ Road) 9/8/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 71 175 24 18 57 71 10 405 45 38 229 26
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Peak Hour Factor 0.63 0.63 0.63 0.85 0.85 0.85 0.94 0.94 0.94 0.81 0.81 0.81
Hourly flow rate (vph) 113 278 38 21 67 84 11 431 48 47 283 32
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 986 893 299 1046 885 455 315 479
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 986 893 299 1046 885 455 315 479
tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 26 0 95 0 75 86 99 96
cM capacity (veh/h) 152 267 741 0 269 605 1245 1084
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 429 172 489 362
Volume Left 113 21 11 47
Volume Right 38 84 48 32
cSH 234 0 1245 1084
Volume to Capacity 1.83 Err 0.01 0.04
Queue Length 95th (ft) 744 Err 1 3
Control Delay (s) 427.2 Err 0.3 1.5
Lane LOS F F A A
Approach Delay (s) 427.2 Err 0.3 1.5
Approach LOS F F
Intersection Summary
Average Delay Err
Intersection Capacity Utilization 67.2% ICU Level of Service C
Analysis Period (min) 15
Old Ithaca Rd. & Connector Rd. TWSC W/ No StorageETC+10 AM (W/ Road) 9/8/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 20 86 12 17 156 35 32 192 21 50 495 78
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Peak Hour Factor 0.75 0.75 0.75 0.85 0.85 0.85 0.91 0.91 0.91 0.73 0.73 0.73
Hourly flow rate (vph) 27 115 16 20 184 41 35 211 23 68 678 107
Pedestrians 5 5 5 5
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/s) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1304 1183 742 1245 1225 233 790 239
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1304 1183 742 1245 1225 233 790 239
tC, single (s) 7.2 6.6 6.3 7.2 6.6 6.2 4.2 4.2
tC, 2 stage (s)
tF (s) 3.6 4.1 3.4 3.5 4.1 3.3 2.3 2.3
p0 queue free % 0 29 96 64 0 95 95 95
cM capacity (veh/h) 0 161 394 56 152 793 776 1293
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 157 245 269 853
Volume Left 27 20 35 68
Volume Right 16 41 23 107
cSH 0 151 776 1293
Volume to Capacity Err 1.62 0.05 0.05
Queue Length 95th (ft) Err 426 4 4
Control Delay (s) Err 359.1 1.7 1.4
Lane LOS F F A A
Approach Delay (s) Err 359.1 1.7 1.4
Approach LOS F F
Intersection Summary
Average Delay Err
Intersection Capacity Utilization 59.7% ICU Level of Service B
Analysis Period (min) 15
Old Ithaca Rd. & Connector Rd. TWSC W/ No StorageETC+10 PM (W/ Road) 9/8/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 71 175 24 20 57 78 10 447 50 42 258 26
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Peak Hour Factor 0.63 0.63 0.63 0.85 0.85 0.85 0.94 0.94 0.94 0.81 0.81 0.81
Hourly flow rate (vph) 113 278 38 24 67 92 11 476 53 52 319 32
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1087 988 335 1139 978 502 351 529
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1087 988 335 1139 978 502 351 529
tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 7 0 95 0 72 84 99 95
cM capacity (veh/h) 121 233 707 0 236 569 1208 1038
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 429 182 539 402
Volume Left 113 24 11 52
Volume Right 38 92 53 32
cSH 197 0 1208 1038
Volume to Capacity 2.18 Err 0.01 0.05
Queue Length 95th (ft) 843 Err 1 4
Control Delay (s) 584.9 Err 0.3 1.6
Lane LOS F F A A
Approach Delay (s) 584.9 Err 0.3 1.6
Approach LOS F F
Intersection Summary
Average Delay Err
Intersection Capacity Utilization 71.6% ICU Level of Service C
Analysis Period (min) 15
Old Ithaca Rd. & Connector Rd. TWSC W/ No StorageETC+20 AM 9/8/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 39 172 23 19 251 39 52 212 24 55 547 126
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Peak Hour Factor 0.75 0.75 0.75 0.85 0.85 0.85 0.91 0.91 0.91 0.73 0.73 0.73
Hourly flow rate (vph) 52 229 31 22 295 46 57 233 26 75 749 173
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1540 1360 836 1492 1433 246 922 259
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1540 1360 836 1492 1433 246 922 259
tC, single (s) 7.2 6.6 6.3 7.1 6.6 6.2 4.2 4.1
tC, 2 stage (s)
tF (s) 3.6 4.1 3.4 3.5 4.1 3.3 2.3 2.2
p0 queue free % 0 0 91 0 0 94 92 94
cM capacity (veh/h) 0 122 353 0 110 788 701 1294
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 312 364 316 997
Volume Left 52 22 57 75
Volume Right 31 46 26 173
cSH 0 0 701 1294
Volume to Capacity Err Err 0.08 0.06
Queue Length 95th (ft) Err Err 7 5
Control Delay (s) Err Err 2.7 1.5
Lane LOS F F A A
Approach Delay (s) Err Err 2.7 1.5
Approach LOS F F
Intersection Summary
Average Delay Err
Intersection Capacity Utilization 74.5% ICU Level of Service D
Analysis Period (min) 15
Old Ithaca Rd. & Connector Rd TWSC W/ No StorageETC+20 PM 9/8/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 164 401 55 22 72 87 12 494 55 43 285 33
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.85 0.85 0.85 0.94 0.94 0.94 0.81 0.81 0.81
Hourly flow rate (vph) 182 446 61 26 85 102 13 526 59 53 352 41
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1203 1088 372 1343 1079 555 393 584
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1203 1088 372 1343 1079 555 393 584
tC, single (s) 7.1 6.6 6.2 7.1 6.6 6.2 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.1 3.3 3.5 4.1 3.3 2.2 2.2
p0 queue free % 0 0 91 0 57 81 99 95
cM capacity (veh/h) 81 194 669 0 196 528 1155 981
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 689 213 597 446
Volume Left 182 26 13 53
Volume Right 61 102 59 41
cSH 149 0 1155 981
Volume to Capacity 4.63 Err 0.01 0.05
Queue Length 95th (ft) Err Err 1 4
Control Delay (s) Err Err 0.3 1.6
Lane LOS F F A A
Approach Delay (s) Err Err 0.3 1.6
Approach LOS F F
Intersection Summary
Average Delay Err
Intersection Capacity Utilization 94.2% ICU Level of Service F
Analysis Period (min) 15
Old Ithaca Rd. & Connector Rd. TWSC W/ N-S StorageETC AM (W Road) 9/8/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 20 86 12 15 156 32 32 174 19 45 448 78
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Peak Hour Factor 0.75 0.75 0.75 0.85 0.85 0.85 0.91 0.91 0.91 0.73 0.73 0.73
Hourly flow rate (vph) 27 115 16 18 184 38 35 191 21 62 614 107
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1181 1073 667 1082 1116 202 721 212
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1181 1073 667 1082 1116 202 721 212
tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 0 43 97 82 4 96 96 95
cM capacity (veh/h) 19 202 459 98 190 839 881 1358
Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2
Volume Total 157 239 35 212 62 721
Volume Left 27 18 35 0 62 0
Volume Right 16 38 0 21 0 107
cSH 78 201 881 1700 1358 1700
Volume to Capacity 2.01 1.19 0.04 0.12 0.05 0.42
Queue Length 95th (ft) 352 304 3 0 4 0
Control Delay (s) 583.2 172.7 9.3 0.0 7.8 0.0
Lane LOS F F A A
Approach Delay (s) 583.2 172.7 1.3 0.6
Approach LOS F F
Intersection Summary
Average Delay 93.9
Intersection Capacity Utilization 54.0% ICU Level of Service A
Analysis Period (min) 15
Old Ithaca Rd. & Connector Rd. TWSC W/ N-S StorageETC PM (W/ Road) 9/8/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 71 175 24 18 57 71 10 405 45 38 229 26
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Peak Hour Factor 0.63 0.63 0.63 0.85 0.85 0.85 0.94 0.94 0.94 0.81 0.81 0.81
Hourly flow rate (vph) 113 278 38 21 67 84 11 431 48 47 283 32
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 962 893 299 1030 885 455 315 479
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 962 893 299 1030 885 455 315 479
tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 29 0 95 0 75 86 99 96
cM capacity (veh/h) 158 267 741 0 269 605 1245 1084
Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2
Volume Total 429 172 11 479 47 315
Volume Left 113 21 11 0 47 0
Volume Right 38 84 0 48 0 32
cSH 237 0 1245 1700 1084 1700
Volume to Capacity 1.81 Err 0.01 0.28 0.04 0.19
Queue Length 95th (ft) 735 Err 1 0 3 0
Control Delay (s) 414.7 Err 7.9 0.0 8.5 0.0
Lane LOS F F A A
Approach Delay (s) 414.7 Err 0.2 1.1
Approach LOS F F
Intersection Summary
Average Delay Err
Intersection Capacity Utilization 63.6% ICU Level of Service B
Analysis Period (min) 15
Old Ithaca Rd. & Connector Rd. TWSC W/ N-S StorageETC+10 AM (W/ Road) 9/8/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 20 86 12 17 156 35 32 192 21 50 495 78
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Peak Hour Factor 0.75 0.75 0.75 0.85 0.85 0.85 0.91 0.91 0.91 0.73 0.73 0.73
Hourly flow rate (vph) 27 115 16 20 184 41 35 211 23 68 678 107
Pedestrians 5 5 5 5
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/s) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1293 1183 742 1191 1225 233 790 239
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1293 1183 742 1191 1225 233 790 239
tC, single (s) 7.2 6.6 6.3 7.2 6.6 6.2 4.2 4.2
tC, 2 stage (s)
tF (s) 3.6 4.1 3.4 3.5 4.1 3.3 2.3 2.3
p0 queue free % 0 29 96 67 0 95 95 95
cM capacity (veh/h) 0 161 394 61 152 793 776 1293
Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2
Volume Total 157 245 35 234 68 785
Volume Left 27 20 35 0 68 0
Volume Right 16 41 0 23 0 107
cSH 0 154 776 1700 1293 1700
Volume to Capacity Err 1.59 0.05 0.14 0.05 0.46
Queue Length 95th (ft) Err 420 4 0 4 0
Control Delay (s) Err 345.7 9.9 0.0 7.9 0.0
Lane LOS F F A A
Approach Delay (s) Err 345.7 1.3 0.6
Approach LOS F F
Intersection Summary
Average Delay Err
Intersection Capacity Utilization 57.2% ICU Level of Service B
Analysis Period (min) 15
Old Ithaca Rd. & Connector Rd. TWSC W/ N-S StorageETC+10 PM (W/ Road) 9/8/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 71 175 24 20 57 78 10 447 50 42 258 26
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Peak Hour Factor 0.63 0.63 0.63 0.85 0.85 0.85 0.94 0.94 0.94 0.81 0.81 0.81
Hourly flow rate (vph) 113 278 38 24 67 92 11 476 53 52 319 32
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1060 988 335 1123 978 502 351 529
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1060 988 335 1123 978 502 351 529
tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 11 0 95 0 72 84 99 95
cM capacity (veh/h) 127 233 707 0 236 569 1208 1038
Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2
Volume Total 429 182 11 529 52 351
Volume Left 113 24 11 0 52 0
Volume Right 38 92 0 53 0 32
cSH 200 0 1208 1700 1038 1700
Volume to Capacity 2.14 Err 0.01 0.31 0.05 0.21
Queue Length 95th (ft) 834 Err 1 0 4 0
Control Delay (s) 567.3 Err 8.0 0.0 8.6 0.0
Lane LOS F F A A
Approach Delay (s) 567.3 Err 0.2 1.1
Approach LOS F F
Intersection Summary
Average Delay Err
Intersection Capacity Utilization 66.1% ICU Level of Service C
Analysis Period (min) 15
Old Ithaca Rd. & Connector Rd. TWSC W/ N-S StorageETC+20 AM 9/8/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 39 172 23 19 251 39 52 212 24 55 547 126
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Peak Hour Factor 0.75 0.75 0.75 0.85 0.85 0.85 0.91 0.91 0.91 0.73 0.73 0.73
Hourly flow rate (vph) 52 229 31 22 295 46 57 233 26 75 749 173
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1527 1360 836 1406 1433 246 922 259
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1527 1360 836 1406 1433 246 922 259
tC, single (s) 7.2 6.6 6.3 7.1 6.6 6.2 4.2 4.1
tC, 2 stage (s)
tF (s) 3.6 4.1 3.4 3.5 4.1 3.3 2.3 2.2
p0 queue free % 0 0 91 0 0 94 92 94
cM capacity (veh/h) 0 122 353 0 110 788 701 1294
Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2
Volume Total 312 364 57 259 75 922
Volume Left 52 22 57 0 75 0
Volume Right 31 46 0 26 0 173
cSH 0 0 701 1700 1294 1700
Volume to Capacity Err Err 0.08 0.15 0.06 0.54
Queue Length 95th (ft) Err Err 7 0 5 0
Control Delay (s) Err Err 10.6 0.0 8.0 0.0
Lane LOS F F B A
Approach Delay (s) Err Err 1.9 0.6
Approach LOS F F
Intersection Summary
Average Delay Err
Intersection Capacity Utilization 73.4% ICU Level of Service D
Analysis Period (min) 15
Old Ithaca Rd. & Connector Rd TWSC W/ N-S StorageETC+20 PM 9/8/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 164 401 55 22 72 87 12 494 55 43 285 33
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.85 0.85 0.85 0.94 0.94 0.94 0.81 0.81 0.81
Hourly flow rate (vph) 182 446 61 26 85 102 13 526 59 53 352 41
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 1174 1088 372 1322 1079 555 393 584
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1174 1088 372 1322 1079 555 393 584
tC, single (s) 7.1 6.6 6.2 7.1 6.6 6.2 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.1 3.3 3.5 4.1 3.3 2.2 2.2
p0 queue free % 0 0 91 0 57 81 99 95
cM capacity (veh/h) 85 194 669 0 196 528 1155 981
Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2
Volume Total 689 213 13 584 53 393
Volume Left 182 26 13 0 53 0
Volume Right 61 102 0 59 0 41
cSH 152 0 1155 1700 981 1700
Volume to Capacity 4.53 Err 0.01 0.34 0.05 0.23
Queue Length 95th (ft) Err Err 1 0 4 0
Control Delay (s) Err Err 8.2 0.0 8.9 0.0
Lane LOS F F A A
Approach Delay (s) Err Err 0.2 1.1
Approach LOS F F
Intersection Summary
Average Delay Err
Intersection Capacity Utilization 89.6% ICU Level of Service E
Analysis Period (min) 15
18: Connector Road & Old Ithaca Road No N&S Left Turn Lanes
ETC AM (W Road) 3/29/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 20 86 12 15 156 32 32 174 19 45 448 78
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 0 200 0 200 0 200 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.986 0.979 0.989 0.982
Flt Protected 0.992 0.996 0.993 0.996
Satd. Flow (prot) 0 1822 0 0 1816 0 0 1829 0 0 1822 0
Flt Permitted 0.914 0.971 0.875 0.960
Satd. Flow (perm) 0 1679 0 0 1771 0 0 1612 0 0 1756 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 9 15 14 24
Link Speed (mph) 30 30 30 30
Link Distance (ft) 403 3471 3196 922
Travel Time (s) 9.2 78.9 72.6 21.0
Peak Hour Factor 0.75 0.75 0.75 0.85 0.85 0.85 0.91 0.91 0.91 0.73 0.73 0.73
Adj. Flow (vph) 27 115 16 18 184 38 35 191 21 62 614 107
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 158 0 0 240 0 0 247 0 0 783 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 20.0 20.0 0.0 20.0 20.0 0.0 40.0 40.0 0.0 40.0 40.0 0.0
Total Split (%) 33.3% 33.3% 0.0% 33.3% 33.3% 0.0% 66.7% 66.7% 0.0% 66.7% 66.7% 0.0%
Maximum Green (s) 16.0 16.0 16.0 16.0 36.0 36.0 36.0 36.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None C-Max C-Max C-Max C-Max
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
18: Connector Road & Old Ithaca Road No N&S Left Turn Lanes
ETC AM (W Road) 3/29/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 12.4 12.4 39.6 39.6
Actuated g/C Ratio 0.21 0.21 0.66 0.66
v/c Ratio 0.45 0.63 0.23 0.67
Control Delay 22.8 21.8 5.2 10.6
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 22.8 21.8 5.2 10.6
LOS C C A B
Approach Delay 22.8 21.8 5.2 10.6
Approach LOS C C A B
Stops (vph) 90 170 81 343
Fuel Used(gal) 1 7 6 7
CO Emissions (g/hr) 99 515 440 506
NOx Emissions (g/hr) 19 100 86 98
VOC Emissions (g/hr) 23 119 102 117
Dilemma Vehicles (#) 0 0 0 0
Queue Length 50th (ft) 47 75 28 139
Queue Length 95th (ft) 70 125 64 190
Internal Link Dist (ft) 323 3391 3116 842
Turn Bay Length (ft)
Base Capacity (vph) 454 483 1068 1166
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.35 0.50 0.23 0.67
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.67
Intersection Signal Delay: 12.9 Intersection LOS: B
Intersection Capacity Utilization 55.1% ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 18: Connector Road & Old Ithaca Road
18: Connector Road & Old Ithaca Road No N-S Left Turn Lanes
ETC PM (W/ Road) 3/29/2010
JMD Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 71 175 24 18 57 71 10 405 45 38 229 26
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 0 200 0 200 0 200 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.988 0.934 0.987 0.988
Flt Protected 0.987 0.994 0.999 0.994
Satd. Flow (prot) 0 1816 0 0 1729 0 0 1837 0 0 1829 0
Flt Permitted 0.881 0.942 0.992 0.908
Satd. Flow (perm) 0 1621 0 0 1639 0 0 1824 0 0 1671 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 10 84 11 10
Link Speed (mph) 30 30 30 30
Link Distance (ft) 403 3471 3196 922
Travel Time (s) 9.2 78.9 72.6 21.0
Peak Hour Factor 0.63 0.63 0.63 0.85 0.85 0.85 0.94 0.94 0.94 0.81 0.81 0.81
Adj. Flow (vph) 113 278 38 21 67 84 11 431 48 47 283 32
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 429 0 0 172 0 0 490 0 0 362 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 30.0 30.0 0.0 30.0 30.0 0.0 30.0 30.0 0.0 30.0 30.0 0.0
Total Split (%) 50.0% 50.0% 0.0% 50.0% 50.0% 0.0% 50.0% 50.0% 0.0% 50.0% 50.0% 0.0%
Maximum Green (s) 26.0 26.0 26.0 26.0 26.0 26.0 26.0 26.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None C-Max C-Max C-Max C-Max
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
18: Connector Road & Old Ithaca Road No N-S Left Turn Lanes
ETC PM (W/ Road) 3/29/2010
JMD Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 20.4 20.4 31.6 31.6
Actuated g/C Ratio 0.34 0.34 0.53 0.53
v/c Ratio 0.77 0.28 0.51 0.41
Control Delay 26.5 7.6 12.7 11.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 26.5 7.6 12.7 11.5
LOS C A B B
Approach Delay 26.5 7.6 12.7 11.5
Approach LOS C A B B
Stops (vph) 220 73 294 174
Fuel Used(gal) 4 5 14 4
CO Emissions (g/hr) 246 320 1000 262
NOx Emissions (g/hr) 48 62 195 51
VOC Emissions (g/hr) 57 74 232 61
Dilemma Vehicles (#) 0 0 0 0
Queue Length 50th (ft) 130 25 104 71
Queue Length 95th (ft) 113 73 214 131
Internal Link Dist (ft) 323 3391 3116 842
Turn Bay Length (ft)
Base Capacity (vph) 708 758 966 885
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.61 0.23 0.51 0.41
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 45
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.77
Intersection Signal Delay: 15.8 Intersection LOS: B
Intersection Capacity Utilization 67.2% ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 18: Connector Road & Old Ithaca Road
18: Connector Road & Old Ithaca Road No N-S Left Turn Lanes
ETC+10 AM (W/ Road) 3/29/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 20 86 12 17 156 35 32 192 21 50 495 78
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 0 200 0 200 0 200 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 1.00 0.99 1.00 1.00
Frt 0.986 0.977 0.988 0.983
Flt Protected 0.992 0.996 0.994 0.996
Satd. Flow (prot) 0 1625 0 0 1646 0 0 1750 0 0 1744 0
Flt Permitted 0.935 0.971 0.871 0.956
Satd. Flow (perm) 0 1531 0 0 1604 0 0 1533 0 0 1673 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 9 16 14 22
Link Speed (mph) 30 45 60 60
Link Distance (ft) 2014 3444 3081 1499
Travel Time (s) 45.8 52.2 35.0 17.0
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.75 0.75 0.75 0.85 0.85 0.85 0.91 0.91 0.91 0.73 0.73 0.73
Heavy Vehicles (%) 14% 14% 14% 5% 14% 5% 14% 5% 7% 7% 5% 14%
Adj. Flow (vph) 27 115 16 20 184 41 35 211 23 68 678 107
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 158 0 0 245 0 0 269 0 0 853 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 20.0 20.0 0.0 20.0 20.0 0.0 40.0 40.0 0.0 40.0 40.0 0.0
Total Split (%) 33.3% 33.3% 0.0% 33.3% 33.3% 0.0% 66.7% 66.7% 0.0% 66.7% 66.7% 0.0%
Maximum Green (s) 16.0 16.0 16.0 16.0 36.0 36.0 36.0 36.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 16.0 16.0 36.0 36.0
18: Connector Road & Old Ithaca Road No N-S Left Turn Lanes
ETC+10 AM (W/ Road) 3/29/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Actuated g/C Ratio 0.27 0.27 0.60 0.60
v/c Ratio 0.38 0.56 0.29 0.84
Control Delay 20.2 22.6 6.5 19.8
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 20.2 22.6 6.5 19.8
LOS C C A B
Approach Delay 20.2 22.6 6.5 19.8
Approach LOS C C A B
Stops (vph) 88 109 104 442
Fuel Used(gal) 3 7 8 18
CO Emissions (g/hr) 197 487 525 1281
NOx Emissions (g/hr) 38 95 102 249
VOC Emissions (g/hr) 46 113 122 297
Dilemma Vehicles (#) 0 33 20 50
Queue Length 50th (ft) 44 27 38 210
Queue Length 95th (ft) 72 113 72 233
Internal Link Dist (ft) 1934 3364 3001 1419
Turn Bay Length (ft)
Base Capacity (vph) 415 439 925 1013
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.38 0.56 0.29 0.84
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 60
Control Type: Pretimed
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 17.9 Intersection LOS: B
Intersection Capacity Utilization 60.0% ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 18: Connector Road & Old Ithaca Road
18: Connector Road & Old Ithaca Road No N-S Left Turn Lane
ETC+10 PM (W/ Road) 3/29/2010
JMD Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 71 175 24 20 57 78 10 447 50 42 258 26
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 0 200 0 200 0 200 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.988 0.932 0.987 0.989
Flt Protected 0.987 0.993 0.999 0.994
Satd. Flow (prot) 0 1816 0 0 1724 0 0 1837 0 0 1831 0
Flt Permitted 0.878 0.937 0.992 0.898
Satd. Flow (perm) 0 1616 0 0 1627 0 0 1824 0 0 1654 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 10 92 12 9
Link Speed (mph) 30 30 30 30
Link Distance (ft) 403 3471 3196 922
Travel Time (s) 9.2 78.9 72.6 21.0
Peak Hour Factor 0.63 0.63 0.63 0.85 0.85 0.85 0.94 0.94 0.94 0.81 0.81 0.81
Adj. Flow (vph) 113 278 38 24 67 92 11 476 53 52 319 32
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 429 0 0 183 0 0 540 0 0 403 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 30.0 30.0 0.0 30.0 30.0 0.0 30.0 30.0 0.0 30.0 30.0 0.0
Total Split (%) 50.0% 50.0% 0.0% 50.0% 50.0% 0.0% 50.0% 50.0% 0.0% 50.0% 50.0% 0.0%
Maximum Green (s) 26.0 26.0 26.0 26.0 26.0 26.0 26.0 26.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None C-Max C-Max C-Max C-Max
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
18: Connector Road & Old Ithaca Road No N-S Left Turn Lane
ETC+10 PM (W/ Road) 3/29/2010
JMD Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 20.4 20.4 31.6 31.6
Actuated g/C Ratio 0.34 0.34 0.53 0.53
v/c Ratio 0.77 0.30 0.56 0.46
Control Delay 26.5 7.9 13.6 12.3
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 26.5 7.9 13.6 12.3
LOS C A B B
Approach Delay 26.5 7.9 13.6 12.3
Approach LOS C A B B
Stops (vph) 220 83 339 203
Fuel Used(gal) 4 5 16 4
CO Emissions (g/hr) 246 345 1114 299
NOx Emissions (g/hr) 48 67 217 58
VOC Emissions (g/hr) 57 80 258 69
Dilemma Vehicles (#) 0 0 0 0
Queue Length 50th (ft) 130 29 120 83
Queue Length 95th (ft) 113 62 244 150
Internal Link Dist (ft) 323 3391 3116 842
Turn Bay Length (ft)
Base Capacity (vph) 706 757 965 874
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.61 0.24 0.56 0.46
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 45
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.77
Intersection Signal Delay: 16.1 Intersection LOS: B
Intersection Capacity Utilization 71.6% ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 18: Connector Road & Old Ithaca Road
18: Connector Road & Old Ithaca Road No N-S Left Turn Lane
ETC+20 AM 3/29/2010
JMD Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 39 172 23 19 251 39 52 212 24 55 547 126
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 0 200 0 200 0 200 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.987 0.983 0.989 0.977
Flt Protected 0.992 0.997 0.991 0.996
Satd. Flow (prot) 0 1661 0 0 1685 0 0 1766 0 0 1754 0
Flt Permitted 0.818 0.972 0.778 0.953
Satd. Flow (perm) 0 1370 0 0 1643 0 0 1386 0 0 1679 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 9 12 13 31
Link Speed (mph) 30 30 30 30
Link Distance (ft) 358 3471 3196 922
Travel Time (s) 8.1 78.9 72.6 21.0
Peak Hour Factor 0.75 0.75 0.75 0.85 0.85 0.85 0.91 0.91 0.91 0.73 0.73 0.73
Heavy Vehicles (%) 12% 12% 12% 4% 12% 4% 12% 4% 4% 4% 4% 12%
Adj. Flow (vph) 52 229 31 22 295 46 57 233 26 75 749 173
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 312 0 0 363 0 0 316 0 0 997 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 20.0 20.0 0.0 20.0 20.0 0.0 40.0 40.0 0.0 40.0 40.0 0.0
Total Split (%) 33.3% 33.3% 0.0% 33.3% 33.3% 0.0% 66.7% 66.7% 0.0% 66.7% 66.7% 0.0%
Maximum Green (s) 16.0 16.0 16.0 16.0 36.0 36.0 36.0 36.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None C-Max C-Max C-Max C-Max
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
18: Connector Road & Old Ithaca Road No N-S Left Turn Lane
ETC+20 AM 3/29/2010
JMD Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 15.3 15.3 36.7 36.7
Actuated g/C Ratio 0.26 0.26 0.61 0.61
v/c Ratio 0.87 0.85 0.37 0.96
Control Delay 48.1 35.0 7.4 34.1
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 48.1 35.0 7.4 34.1
LOS D C A C
Approach Delay 48.1 35.0 7.4 34.1
Approach LOS D C A C
Stops (vph) 192 255 130 527
Fuel Used(gal) 4 12 8 13
CO Emissions (g/hr) 280 837 582 922
NOx Emissions (g/hr) 55 163 113 179
VOC Emissions (g/hr) 65 194 135 214
Dilemma Vehicles (#) 0 0 0 0
Queue Length 50th (ft) 103 118 49 294
Queue Length 95th (ft) #167 #225 91 #315
Internal Link Dist (ft) 278 3391 3116 842
Turn Bay Length (ft)
Base Capacity (vph) 372 447 852 1038
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.84 0.81 0.37 0.96
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.96
Intersection Signal Delay: 32.2 Intersection LOS: C
Intersection Capacity Utilization 74.5% ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 18: Connector Road & Old Ithaca Road
18: Connector Road & Old Ithaca Road No N-S Left Turn Lane
ETC+20 PM 3/29/2010
JMD Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 164 401 55 22 72 87 12 494 55 43 285 33
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 0 200 0 200 0 200 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.988 0.935 0.987 0.988
Flt Protected 0.987 0.994 0.999 0.994
Satd. Flow (prot) 0 1697 0 0 1647 0 0 1801 0 0 1794 0
Flt Permitted 0.856 0.900 0.989 0.872
Satd. Flow (perm) 0 1472 0 0 1492 0 0 1783 0 0 1574 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 11 102 11 10
Link Speed (mph) 30 45 45 45
Link Distance (ft) 326 3471 3196 922
Travel Time (s) 7.4 52.6 48.4 14.0
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.94 0.94 0.94 0.81 0.81 0.81
Heavy Vehicles (%) 4% 12% 4% 4% 12% 4% 4% 4% 4% 4% 4% 4%
Adj. Flow (vph) 193 472 65 26 85 102 13 526 59 53 352 41
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 730 0 0 213 0 0 598 0 0 446 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 33.0 33.0 0.0 33.0 33.0 0.0 27.0 27.0 0.0 27.0 27.0 0.0
Total Split (%) 55.0% 55.0% 0.0% 55.0% 55.0% 0.0% 45.0% 45.0% 0.0% 45.0% 45.0% 0.0%
Maximum Green (s) 29.0 29.0 29.0 29.0 23.0 23.0 23.0 23.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None C-Max C-Max C-Max C-Max
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
18: Connector Road & Old Ithaca Road No N-S Left Turn Lane
ETC+20 PM 3/29/2010
JMD Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 29.0 29.0 23.0 23.0
Actuated g/C Ratio 0.48 0.48 0.38 0.38
v/c Ratio 1.02 0.28 0.87 0.73
Control Delay 57.4 8.0 32.9 24.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 57.4 8.0 32.9 24.5
LOS E A C C
Approach Delay 57.4 8.0 32.9 24.5
Approach LOS E A C C
Stops (vph) 482 74 455 286
Fuel Used(gal) 11 5 21 8
CO Emissions (g/hr) 803 370 1474 526
NOx Emissions (g/hr) 156 72 287 102
VOC Emissions (g/hr) 186 86 342 122
Dilemma Vehicles (#) 0 12 45 29
Queue Length 50th (ft) ~258 0 190 130
Queue Length 95th (ft) #435 96 #370 193
Internal Link Dist (ft) 246 3391 3116 842
Turn Bay Length (ft)
Base Capacity (vph) 717 774 690 610
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 1.02 0.28 0.87 0.73
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.02
Intersection Signal Delay: 37.4 Intersection LOS: D
Intersection Capacity Utilization 94.2% ICU Level of Service F
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
18: Connector Road & Old Ithaca Road No N-S Left Turn Lane
ETC+20 PM 3/29/2010
JMD Synchro 7 - Report
Lanes, Volumes, Timings
Splits and Phases: 18: Connector Road & Old Ithaca Road
18: Connector Road & Old Ithaca Road
ETC AM (W Road) 3/23/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 20 86 12 15 156 32 32 174 19 45 448 78
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 0 200 0 200 0 200 0
Storage Lanes 0 0 0 0 1 0 1 0
Taper Length (ft) 25 25 25 25 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.986 0.979 0.985 0.978
Flt Protected 0.992 0.996 0.950 0.950
Satd. Flow (prot) 0 1822 0 0 1816 0 1770 1835 0 1770 1822 0
Flt Permitted 0.914 0.971 0.296 0.625
Satd. Flow (perm) 0 1679 0 0 1771 0 551 1835 0 1164 1822 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 9 15 16 26
Link Speed (mph) 30 30 30 30
Link Distance (ft) 403 3471 3196 922
Travel Time (s) 9.2 78.9 72.6 21.0
Peak Hour Factor 0.75 0.75 0.75 0.85 0.85 0.85 0.91 0.91 0.91 0.73 0.73 0.73
Adj. Flow (vph) 27 115 16 18 184 38 35 191 21 62 614 107
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 158 0 0 240 0 35 212 0 62 721 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 20.0 20.0 0.0 20.0 20.0 0.0 40.0 40.0 0.0 40.0 40.0 0.0
Total Split (%) 33.3% 33.3% 0.0% 33.3% 33.3% 0.0% 66.7% 66.7% 0.0% 66.7% 66.7% 0.0%
Maximum Green (s) 16.0 16.0 16.0 16.0 36.0 36.0 36.0 36.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None C-Max C-Max C-Max C-Max
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
18: Connector Road & Old Ithaca Road
ETC AM (W Road) 3/23/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 12.4 12.4 39.6 39.6 39.6 39.6
Actuated g/C Ratio 0.21 0.21 0.66 0.66 0.66 0.66
v/c Ratio 0.45 0.63 0.10 0.17 0.08 0.60
Control Delay 22.8 21.8 5.5 4.7 4.9 8.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 22.8 21.8 5.5 4.7 4.9 8.8
LOS C C A A A A
Approach Delay 22.8 21.8 4.8 8.5
Approach LOS C C A A
Stops (vph) 90 170 14 66 17 279
Fuel Used(gal) 1 7 1 5 0 6
CO Emissions (g/hr) 99 515 64 375 32 438
NOx Emissions (g/hr) 19 100 12 73 6 85
VOC Emissions (g/hr) 23 119 15 87 7 102
Dilemma Vehicles (#) 0 0 0 0 0 0
Queue Length 50th (ft) 47 75 4 23 7 117
Queue Length 95th (ft) 70 125 15 53 16 162
Internal Link Dist (ft) 323 3391 3116 842
Turn Bay Length (ft) 200 200
Base Capacity (vph) 454 483 363 1215 767 1210
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.35 0.50 0.10 0.17 0.08 0.60
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.63
Intersection Signal Delay: 11.7 Intersection LOS: B
Intersection Capacity Utilization 54.0% ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 18: Connector Road & Old Ithaca Road
18: Connector Road & Old Ithaca Road
ETC PM (W/ Road) 3/29/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 71 175 24 18 57 71 10 405 45 38 229 26
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 0 200 0 200 0 200 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.988 0.934 0.987 0.988
Flt Protected 0.987 0.994 0.999 0.994
Satd. Flow (prot) 0 1816 0 0 1729 0 0 1837 0 0 1829 0
Flt Permitted 0.881 0.942 0.992 0.908
Satd. Flow (perm) 0 1621 0 0 1639 0 0 1824 0 0 1671 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 10 84 11 10
Link Speed (mph) 30 30 30 30
Link Distance (ft) 403 3471 3196 922
Travel Time (s) 9.2 78.9 72.6 21.0
Peak Hour Factor 0.63 0.63 0.63 0.85 0.85 0.85 0.94 0.94 0.94 0.81 0.81 0.81
Adj. Flow (vph) 113 278 38 21 67 84 11 431 48 47 283 32
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 429 0 0 172 0 0 490 0 0 362 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 30.0 30.0 0.0 30.0 30.0 0.0 30.0 30.0 0.0 30.0 30.0 0.0
Total Split (%) 50.0% 50.0% 0.0% 50.0% 50.0% 0.0% 50.0% 50.0% 0.0% 50.0% 50.0% 0.0%
Maximum Green (s) 26.0 26.0 26.0 26.0 26.0 26.0 26.0 26.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None C-Max C-Max C-Max C-Max
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
18: Connector Road & Old Ithaca Road
ETC PM (W/ Road) 3/29/2010
PJP Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 20.4 20.4 31.6 31.6
Actuated g/C Ratio 0.34 0.34 0.53 0.53
v/c Ratio 0.77 0.28 0.51 0.41
Control Delay 26.5 7.6 12.7 11.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 26.5 7.6 12.7 11.5
LOS C A B B
Approach Delay 26.5 7.6 12.7 11.5
Approach LOS C A B B
Stops (vph) 220 73 294 174
Fuel Used(gal) 4 5 14 4
CO Emissions (g/hr) 246 320 1000 262
NOx Emissions (g/hr) 48 62 195 51
VOC Emissions (g/hr) 57 74 232 61
Dilemma Vehicles (#) 0 0 0 0
Queue Length 50th (ft) 130 25 104 71
Queue Length 95th (ft) 113 73 214 131
Internal Link Dist (ft) 323 3391 3116 842
Turn Bay Length (ft)
Base Capacity (vph) 708 758 966 885
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.61 0.23 0.51 0.41
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 45
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.77
Intersection Signal Delay: 15.8 Intersection LOS: B
Intersection Capacity Utilization 67.2% ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 18: Connector Road & Old Ithaca Road
18: Connector Road & Old Ithaca Road
ETC+10 AM (W/ Road) 3/23/2010
JMD Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 20 86 12 17 156 35 32 192 21 50 495 78
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 0 200 0 200 0 200 0
Storage Lanes 0 0 0 0 1 0 1 0
Taper Length (ft) 25 25 25 25 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 1.00 0.99 1.00 1.00 0.99 1.00
Frt 0.986 0.977 0.985 0.980
Flt Protected 0.992 0.996 0.950 0.950
Satd. Flow (prot) 0 1625 0 0 1646 0 1583 1774 0 1687 1746 0
Flt Permitted 0.935 0.971 0.219 0.613
Satd. Flow (perm) 0 1531 0 0 1604 0 364 1774 0 1081 1746 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 9 16 16 24
Link Speed (mph) 30 45 60 60
Link Distance (ft) 2014 3444 3081 1499
Travel Time (s) 45.8 52.2 35.0 17.0
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.75 0.75 0.75 0.85 0.85 0.85 0.91 0.91 0.91 0.73 0.73 0.73
Heavy Vehicles (%) 14% 14% 14% 5% 14% 5% 14% 5% 7% 7% 5% 14%
Adj. Flow (vph) 27 115 16 20 184 41 35 211 23 68 678 107
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 158 0 0 245 0 35 234 0 68 785 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 20.0 20.0 0.0 20.0 20.0 0.0 40.0 40.0 0.0 40.0 40.0 0.0
Total Split (%) 33.3% 33.3% 0.0% 33.3% 33.3% 0.0% 66.7% 66.7% 0.0% 66.7% 66.7% 0.0%
Maximum Green (s) 16.0 16.0 16.0 16.0 36.0 36.0 36.0 36.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 16.0 16.0 36.0 36.0 36.0 36.0
18: Connector Road & Old Ithaca Road
ETC+10 AM (W/ Road) 3/23/2010
JMD Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Actuated g/C Ratio 0.27 0.27 0.60 0.60 0.60 0.60
v/c Ratio 0.38 0.56 0.16 0.22 0.10 0.74
Control Delay 20.2 22.6 7.5 5.8 5.7 13.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 20.2 22.6 7.5 5.8 5.7 13.9
LOS C C A A A B
Approach Delay 20.2 22.6 6.0 13.2
Approach LOS C C A B
Stops (vph) 88 109 16 83 20 388
Fuel Used(gal) 3 7 1 6 1 16
CO Emissions (g/hr) 197 487 73 443 69 1101
NOx Emissions (g/hr) 38 95 14 86 13 214
VOC Emissions (g/hr) 46 113 17 103 16 255
Dilemma Vehicles (#) 0 33 0 18 0 48
Queue Length 50th (ft) 44 27 5 31 9 172
Queue Length 95th (ft) 72 113 17 58 18 193
Internal Link Dist (ft) 1934 3364 3001 1419
Turn Bay Length (ft) 200 200
Base Capacity (vph) 415 439 218 1071 649 1057
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.38 0.56 0.16 0.22 0.10 0.74
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 60
Control Type: Pretimed
Maximum v/c Ratio: 0.74
Intersection Signal Delay: 14.2 Intersection LOS: B
Intersection Capacity Utilization 57.5% ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 18: Connector Road & Old Ithaca Road
18: Connector Road & Old Ithaca Road
ETC+10 PM (W/ Road) 3/23/2010
JMD Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 71 175 24 20 57 78 10 447 50 42 258 26
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 0 200 0 200 0 200 0
Storage Lanes 0 0 0 0 1 0 1 0
Taper Length (ft) 25 25 25 25 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.988 0.932 0.985 0.986
Flt Protected 0.987 0.993 0.950 0.950
Satd. Flow (prot) 0 1816 0 0 1724 0 1770 1835 0 1770 1837 0
Flt Permitted 0.878 0.937 0.501 0.352
Satd. Flow (perm) 0 1616 0 0 1627 0 933 1835 0 656 1837 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 10 92 12 11
Link Speed (mph) 30 30 30 30
Link Distance (ft) 403 3471 3196 922
Travel Time (s) 9.2 78.9 72.6 21.0
Peak Hour Factor 0.63 0.63 0.63 0.85 0.85 0.85 0.94 0.94 0.94 0.81 0.81 0.81
Adj. Flow (vph) 113 278 38 24 67 92 11 476 53 52 319 32
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 429 0 0 183 0 11 529 0 52 351 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 30.0 30.0 0.0 30.0 30.0 0.0 30.0 30.0 0.0 30.0 30.0 0.0
Total Split (%) 50.0% 50.0% 0.0% 50.0% 50.0% 0.0% 50.0% 50.0% 0.0% 50.0% 50.0% 0.0%
Maximum Green (s) 26.0 26.0 26.0 26.0 26.0 26.0 26.0 26.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None C-Max C-Max C-Max C-Max
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
18: Connector Road & Old Ithaca Road
ETC+10 PM (W/ Road) 3/23/2010
JMD Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 20.4 20.4 31.6 31.6 31.6 31.6
Actuated g/C Ratio 0.34 0.34 0.53 0.53 0.53 0.53
v/c Ratio 0.77 0.30 0.02 0.54 0.15 0.36
Control Delay 26.5 7.9 9.3 13.3 10.9 10.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 26.5 7.9 9.3 13.3 10.9 10.7
LOS C A A B B B
Approach Delay 26.5 7.9 13.2 10.7
Approach LOS C A B B
Stops (vph) 220 83 7 326 26 162
Fuel Used(gal) 4 5 0 16 1 4
CO Emissions (g/hr) 246 345 21 1086 38 249
NOx Emissions (g/hr) 48 67 4 211 7 48
VOC Emissions (g/hr) 57 80 5 252 9 58
Dilemma Vehicles (#) 0 0 0 0 0 0
Queue Length 50th (ft) 130 29 2 116 9 67
Queue Length 95th (ft) 113 62 10 237 28 122
Internal Link Dist (ft) 323 3391 3116 842
Turn Bay Length (ft) 200 200
Base Capacity (vph) 706 757 491 971 345 971
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.61 0.24 0.02 0.54 0.15 0.36
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 45
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.77
Intersection Signal Delay: 15.6 Intersection LOS: B
Intersection Capacity Utilization 66.1% ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 18: Connector Road & Old Ithaca Road
18: Connector Road & Old Ithaca Road
ETC+20 AM 3/23/2010
JMD Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 39 172 23 19 251 39 52 212 24 55 547 126
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 0 200 0 200 0 200 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.987 0.983 0.989 0.977
Flt Protected 0.992 0.997 0.991 0.996
Satd. Flow (prot) 0 1661 0 0 1685 0 0 1766 0 0 1754 0
Flt Permitted 0.818 0.972 0.778 0.953
Satd. Flow (perm) 0 1370 0 0 1643 0 0 1386 0 0 1679 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 9 12 13 31
Link Speed (mph) 30 30 30 30
Link Distance (ft) 358 3471 3196 922
Travel Time (s) 8.1 78.9 72.6 21.0
Peak Hour Factor 0.75 0.75 0.75 0.85 0.85 0.85 0.91 0.91 0.91 0.73 0.73 0.73
Heavy Vehicles (%) 12% 12% 12% 4% 12% 4% 12% 4% 4% 4% 4% 12%
Adj. Flow (vph) 52 229 31 22 295 46 57 233 26 75 749 173
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 312 0 0 363 0 0 316 0 0 997 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 20.0 20.0 0.0 20.0 20.0 0.0 40.0 40.0 0.0 40.0 40.0 0.0
Total Split (%) 33.3% 33.3% 0.0% 33.3% 33.3% 0.0% 66.7% 66.7% 0.0% 66.7% 66.7% 0.0%
Maximum Green (s) 16.0 16.0 16.0 16.0 36.0 36.0 36.0 36.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None C-Max C-Max C-Max C-Max
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
18: Connector Road & Old Ithaca Road
ETC+20 AM 3/23/2010
JMD Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 15.3 15.3 36.7 36.7
Actuated g/C Ratio 0.26 0.26 0.61 0.61
v/c Ratio 0.88 0.85 0.37 0.96
Control Delay 48.8 35.6 7.4 33.7
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 48.8 35.6 7.4 33.7
LOS D D A C
Approach Delay 48.8 35.6 7.4 33.7
Approach LOS D D A C
Stops (vph) 192 255 130 526
Fuel Used(gal) 4 12 8 13
CO Emissions (g/hr) 282 839 582 918
NOx Emissions (g/hr) 55 163 113 179
VOC Emissions (g/hr) 65 195 135 213
Dilemma Vehicles (#) 0 0 0 0
Queue Length 50th (ft) 103 118 49 294
Queue Length 95th (ft) #167 #225 91 #315
Internal Link Dist (ft) 278 3391 3116 842
Turn Bay Length (ft)
Base Capacity (vph) 372 447 854 1040
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.84 0.81 0.37 0.96
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.96
Intersection Signal Delay: 32.2 Intersection LOS: C
Intersection Capacity Utilization 74.5% ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 18: Connector Road & Old Ithaca Road
18: Connector Road & Old Ithaca Road
ETC+20 PM 3/23/2010
JMD Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 164 401 55 22 72 87 12 494 55 43 285 33
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 0 200 0 200 0 200 0
Storage Lanes 0 0 0 0 1 0 1 0
Taper Length (ft) 25 25 25 25 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.988 0.935 0.985 0.984
Flt Protected 0.987 0.994 0.950 0.950
Satd. Flow (prot) 0 1697 0 0 1647 0 1736 1800 0 1736 1798 0
Flt Permitted 0.856 0.901 0.371 0.182
Satd. Flow (perm) 0 1472 0 0 1493 0 678 1800 0 332 1798 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 12 102 11 11
Link Speed (mph) 30 45 45 45
Link Distance (ft) 326 3471 3196 922
Travel Time (s) 7.4 52.6 48.4 14.0
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.94 0.94 0.94 0.81 0.81 0.81
Heavy Vehicles (%) 4% 12% 4% 4% 12% 4% 4% 4% 4% 4% 4% 4%
Adj. Flow (vph) 193 472 65 26 85 102 13 526 59 53 352 41
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 730 0 0 213 0 13 585 0 53 393 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9 15 9 15 9
Turn Type Perm Perm Perm Perm
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0
Total Split (s) 34.0 34.0 0.0 34.0 34.0 0.0 26.0 26.0 0.0 26.0 26.0 0.0
Total Split (%) 56.7% 56.7% 0.0% 56.7% 56.7% 0.0% 43.3% 43.3% 0.0% 43.3% 43.3% 0.0%
Maximum Green (s) 30.0 30.0 30.0 30.0 22.0 22.0 22.0 22.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None C-Max C-Max C-Max C-Max
Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
18: Connector Road & Old Ithaca Road
ETC+20 PM 3/23/2010
JMD Synchro 7 - Report
Lanes, Volumes, Timings
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 30.0 30.0 22.0 22.0 22.0 22.0
Actuated g/C Ratio 0.50 0.50 0.37 0.37 0.37 0.37
v/c Ratio 0.98 0.27 0.05 0.88 0.43 0.59
Control Delay 47.5 7.5 13.1 35.0 28.1 19.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 47.5 7.5 13.1 35.0 28.1 19.3
LOS D A B D C B
Approach Delay 47.5 7.5 34.6 20.4
Approach LOS D A C C
Stops (vph) 480 70 10 446 37 241
Fuel Used(gal) 10 5 0 21 1 6
CO Emissions (g/hr) 715 365 28 1460 67 430
NOx Emissions (g/hr) 139 71 6 284 13 84
VOC Emissions (g/hr) 166 85 7 338 16 100
Dilemma Vehicles (#) 0 12 0 43 0 27
Queue Length 50th (ft) 237 0 3 188 14 108
Queue Length 95th (ft) #424 96 13 #367 41 160
Internal Link Dist (ft) 246 3391 3116 842
Turn Bay Length (ft) 200 200
Base Capacity (vph) 742 798 249 667 122 666
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.98 0.27 0.05 0.88 0.43 0.59
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.98
Intersection Signal Delay: 33.2 Intersection LOS: C
Intersection Capacity Utilization 89.6% ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 18: Connector Road & Old Ithaca Road
MOVEMENT SUMMARY Site: ETC (AM)
Old Ithaca Road RoundaboutETC (AM)Roundabout
Movement Performance - Vehicles
95% Back of Queue Mov ID Turn
DemandFlow HV
Deg.Satn
AverageDelay
Level ofService
Prop. Queued
Effective Stop Rate
AverageSpeed Vehicles Distance
veh/h % v/c sec veh m per veh km/h
South Old Ithaca Rd. NB
1 L 34 12.0 0.190 10.7 LOS B 1.0 8.0 0.31 0.81 51.1
2 T 191 4.0 0.191 6.4 LOS A 1.0 8.0 0.31 0.47 57.6
3 R 21 4.0 0.192 8.4 LOS A 1.0 8.0 0.31 0.57 55.9
Approach 246 5.1 0.191 7.1 LOS B 1.0 8.0 0.31 0.53 56.5
East Connector Rd WB
4 L 18 4.0 0.192 14.0 LOS B 0.9 7.1 0.29 0.83 51.7
5 T 184 12.0 0.192 5.9 LOS A 0.9 7.1 0.29 0.43 57.9
6 R 38 4.0 0.191 8.6 LOS A 0.9 7.1 0.29 0.59 56.0
Approach 239 10.1 0.192 6.9 LOS B 0.9 7.1 0.29 0.49 57.0
North Old Ithaca Rd. SB
7 L 62 4.0 0.571 14.3 LOS B 3.9 29.9 0.41 0.83 51.7
8 T 614 4.0 0.572 6.7 LOS A 3.9 29.9 0.41 0.51 56.6
9 R 107 12.0 0.571 8.2 LOS A 3.9 29.9 0.41 0.57 55.2
Approach 782 5.1 0.573 7.5 LOS B 3.9 29.9 0.41 0.54 55.9
West Facility Entrance EB
10 L 27 12.0 0.170 11.7 LOS B 1.0 9.0 0.58 0.82 33.8
11 T 115 12.0 0.170 4.6 LOS A 1.0 9.0 0.58 0.49 37.3
12 R 16 12.0 0.170 6.5 LOS A 1.0 9.0 0.58 0.62 36.9
Approach 157 12.0 0.170 6.0 LOS B 1.0 9.0 0.58 0.56 36.5
All Vehicles 1425 6.7 0.572 7.2 LOS A 3.9 29.9 0.39 0.53 55.0
Level of Service (Aver. Int. Delay): LOS A. Based on average delay for all vehicle movements. LOS Method: Delay (HCM).
Level of Service (Worst Movement): LOS B. LOS Method for individual vehicle movements: Delay (HCM).
Approach LOS values are based on the worst delay for any vehicle movement.
Roundabout LOS Method: Same as Signalised Intersections.
Roundabout Capacity Model: SIDRA Standard.
Processed: Tuesday, August 25, 2009 11:53:52 AMSIDRA INTERSECTION 4.0.9.973
Copyright ©2000-2009 Akcelik & Associates Pty Ltdwww.sidrasolutions.com
Project: N:\19225-00-MK\Documents\Calculations\Traffic\SIDRA\Old Ithaca Rd.SIP8000391, ERDMAN ANTHONY, SINGLE
MOVEMENT SUMMARY Site: ETC (PM)
Old Ithaca Road RoundaboutETC (PM)Roundabout
Movement Performance - Vehicles
95% Back of Queue Mov ID Turn
DemandFlow HV
Deg.Satn
AverageDelay
Level ofService
Prop. Queued
Effective Stop Rate
AverageSpeed Vehicles Distance
veh/h % v/c sec veh m per veh km/h
South Old Ithaca Rd. NB
1 L 11 12.0 0.426 12.0 LOS B 3.1 23.3 0.57 0.89 50.8
2 T 431 4.0 0.432 7.8 LOS A 3.1 23.3 0.57 0.60 55.1
3 R 48 4.0 0.431 9.9 LOS A 3.1 23.3 0.57 0.70 54.4
Approach 489 4.2 0.432 8.1 LOS B 3.1 23.3 0.57 0.62 54.9
East Connector Rd WB
4 L 21 4.0 0.160 14.9 LOS B 0.9 7.3 0.49 0.82 50.9
5 T 67 12.0 0.161 6.9 LOS A 0.9 7.3 0.49 0.53 55.3
6 R 84 4.0 0.161 9.1 LOS A 0.9 7.3 0.49 0.64 54.6
Approach 172 7.1 0.161 9.0 LOS B 0.9 7.3 0.49 0.62 54.4
North Old Ithaca Rd. SB
7 L 47 4.0 0.256 13.5 LOS B 1.2 9.5 0.19 0.82 51.7
8 T 283 4.0 0.256 6.0 LOS A 1.2 9.5 0.19 0.42 58.9
9 R 44 12.0 0.257 7.4 LOS A 1.2 9.5 0.19 0.48 56.7
Approach 374 5.0 0.256 7.1 LOS B 1.2 9.5 0.19 0.48 57.6
West Facility Entrance EB
10 L 113 12.0 0.361 10.4 LOS B 1.9 16.3 0.39 0.76 34.9
11 T 278 12.0 0.361 3.3 LOS A 1.9 16.3 0.39 0.34 39.8
12 R 38 12.0 0.359 5.1 LOS A 1.9 16.3 0.39 0.49 38.4
Approach 429 12.0 0.361 5.4 LOS B 1.9 16.3 0.39 0.46 38.1
All Vehicles 1464 7.0 0.432 7.1 LOS A 3.1 23.3 0.41 0.54 52.7
Level of Service (Aver. Int. Delay): LOS A. Based on average delay for all vehicle movements. LOS Method: Delay (HCM).
Level of Service (Worst Movement): LOS B. LOS Method for individual vehicle movements: Delay (HCM).
Approach LOS values are based on the worst delay for any vehicle movement.
Roundabout LOS Method: Same as Signalised Intersections.
Roundabout Capacity Model: SIDRA Standard.
Processed: Tuesday, August 25, 2009 11:53:53 AMSIDRA INTERSECTION 4.0.9.973
Copyright ©2000-2009 Akcelik & Associates Pty Ltdwww.sidrasolutions.com
Project: N:\19225-00-MK\Documents\Calculations\Traffic\SIDRA\Old Ithaca Rd.SIP8000391, ERDMAN ANTHONY, SINGLE
MOVEMENT SUMMARY Site: ETC+10 (AM)
Old Ithaca Road RoundaboutETC+10 (AM)Roundabout
Movement Performance - Vehicles
95% Back of Queue Mov ID Turn
DemandFlow HV
Deg.Satn
AverageDelay
Level ofService
Prop. Queued
Effective Stop Rate
AverageSpeed Vehicles Distance
veh/h % v/c sec veh m per veh km/h
South Old Ithaca Rd. NB
1 L 35 12.0 0.209 10.8 LOS B 1.2 9.0 0.32 0.82 51.1
2 T 211 4.0 0.209 6.4 LOS A 1.2 9.0 0.32 0.48 57.5
3 R 23 4.0 0.210 8.4 LOS A 1.2 9.0 0.32 0.58 55.9
Approach 269 5.0 0.209 7.2 LOS B 1.2 9.0 0.32 0.53 56.5
East Connector Rd WB
4 L 20 4.0 0.198 14.0 LOS B 0.9 7.5 0.30 0.83 51.7
5 T 184 12.0 0.198 6.0 LOS A 0.9 7.5 0.30 0.44 57.7
6 R 41 4.0 0.198 8.6 LOS A 0.9 7.5 0.30 0.59 55.9
Approach 245 10.0 0.198 7.1 LOS B 0.9 7.5 0.30 0.50 56.8
North Old Ithaca Rd. SB
7 L 68 4.0 0.623 14.4 LOS B 4.6 35.5 0.45 0.82 51.6
8 T 678 4.0 0.624 6.9 LOS A 4.6 35.5 0.45 0.52 56.2
9 R 107 12.0 0.625 8.4 LOS A 4.6 35.5 0.45 0.59 55.0
Approach 853 5.0 0.624 7.6 LOS B 4.6 35.5 0.45 0.56 55.6
West Facility Entrance EB
10 L 27 12.0 0.184 12.2 LOS B 1.2 10.4 0.64 0.84 33.3
11 T 115 12.0 0.184 5.2 LOS A 1.2 10.4 0.64 0.55 36.5
12 R 16 12.0 0.184 7.1 LOS A 1.2 10.4 0.64 0.65 36.4
Approach 157 12.0 0.184 6.6 LOS B 1.2 10.4 0.64 0.61 35.8
All Vehicles 1525 6.5 0.625 7.4 LOS A 4.6 35.5 0.42 0.55 54.8
Level of Service (Aver. Int. Delay): LOS A. Based on average delay for all vehicle movements. LOS Method: Delay (HCM).
Level of Service (Worst Movement): LOS B. LOS Method for individual vehicle movements: Delay (HCM).
Approach LOS values are based on the worst delay for any vehicle movement.
Roundabout LOS Method: Same as Signalised Intersections.
Roundabout Capacity Model: SIDRA Standard.
Processed: Tuesday, August 25, 2009 11:53:53 AMSIDRA INTERSECTION 4.0.9.973
Copyright ©2000-2009 Akcelik & Associates Pty Ltdwww.sidrasolutions.com
Project: N:\19225-00-MK\Documents\Calculations\Traffic\SIDRA\Old Ithaca Rd.SIP8000391, ERDMAN ANTHONY, SINGLE
MOVEMENT SUMMARY Site: ETC+10 (PM)
Old Ithaca Road RoundaboutETC+10 (PM)Roundabout
Movement Performance - Vehicles
95% Back of Queue Mov ID Turn
DemandFlow HV
Deg.Satn
AverageDelay
Level ofService
Prop. Queued
Effective Stop Rate
AverageSpeed Vehicles Distance
veh/h % v/c sec veh m per veh km/h
South Old Ithaca Rd. NB
1 L 11 12.0 0.484 12.2 LOS B 3.6 27.5 0.60 0.90 50.7
2 T 476 4.0 0.479 8.0 LOS A 3.6 27.5 0.60 0.62 54.8
3 R 53 4.0 0.479 10.1 LOS B 3.6 27.5 0.60 0.72 54.2
Approach 539 4.2 0.479 8.3 LOS B 3.6 27.5 0.60 0.64 54.7
East Connector Rd WB
4 L 24 4.0 0.178 15.2 LOS B 1.1 8.5 0.54 0.83 50.7
5 T 67 12.0 0.178 7.1 LOS A 1.1 8.5 0.54 0.55 54.8
6 R 92 4.0 0.178 9.4 LOS A 1.1 8.5 0.54 0.66 54.3
Approach 182 6.9 0.178 9.3 LOS B 1.1 8.5 0.54 0.64 54.0
North Old Ithaca Rd. SB
7 L 52 4.0 0.274 13.6 LOS B 1.4 10.5 0.20 0.82 51.7
8 T 319 4.0 0.275 6.0 LOS A 1.4 10.5 0.20 0.43 58.8
9 R 32 12.0 0.274 7.5 LOS A 1.4 10.5 0.20 0.48 56.6
Approach 402 4.6 0.275 7.1 LOS B 1.4 10.5 0.20 0.48 57.6
West Facility Entrance EB
10 L 113 12.0 0.370 10.6 LOS B 2.0 17.2 0.42 0.77 34.7
11 T 278 12.0 0.369 3.5 LOS A 2.0 17.2 0.42 0.36 39.3
12 R 38 12.0 0.370 5.3 LOS A 2.0 17.2 0.42 0.51 38.1
Approach 429 12.0 0.369 5.5 LOS B 2.0 17.2 0.42 0.48 37.7
All Vehicles 1553 6.8 0.484 7.3 LOS A 3.6 27.5 0.44 0.55 52.6
Level of Service (Aver. Int. Delay): LOS A. Based on average delay for all vehicle movements. LOS Method: Delay (HCM).
Level of Service (Worst Movement): LOS B. LOS Method for individual vehicle movements: Delay (HCM).
Approach LOS values are based on the worst delay for any vehicle movement.
Roundabout LOS Method: Same as Signalised Intersections.
Roundabout Capacity Model: SIDRA Standard.
Processed: Tuesday, August 25, 2009 11:53:53 AMSIDRA INTERSECTION 4.0.9.973
Copyright ©2000-2009 Akcelik & Associates Pty Ltdwww.sidrasolutions.com
Project: N:\19225-00-MK\Documents\Calculations\Traffic\SIDRA\Old Ithaca Rd.SIP8000391, ERDMAN ANTHONY, SINGLE
MOVEMENT SUMMARY Site: ETC+20 (AM)
Old Ithaca Road RoundaboutETC+20 (AM)Roundabout
Movement Performance - Vehicles
95% Back of Queue Mov ID Turn
DemandFlow HV
Deg.Satn
AverageDelay
Level ofService
Prop. Queued
Effective Stop Rate
AverageSpeed Vehicles Distance
veh/h % v/c sec veh m per veh km/h
South Old Ithaca Rd. NB
1 L 57 12.0 0.277 11.4 LOS B 1.8 14.2 0.49 0.83 50.9
2 T 233 4.0 0.277 7.0 LOS A 1.8 14.2 0.49 0.54 55.7
3 R 26 4.0 0.278 9.0 LOS A 1.8 14.2 0.49 0.63 54.8
Approach 316 5.4 0.277 8.0 LOS B 1.8 14.2 0.49 0.60 54.7
East Connector Rd WB
4 L 22 4.0 0.310 14.4 LOS B 1.7 14.1 0.40 0.85 51.6
5 T 295 12.0 0.309 6.4 LOS A 1.7 14.1 0.40 0.48 56.7
6 R 46 4.0 0.308 9.0 LOS A 1.7 14.1 0.40 0.64 55.3
Approach 364 10.5 0.309 7.2 LOS B 1.7 14.1 0.40 0.52 56.2
North Old Ithaca Rd. SB
7 L 75 4.0 0.802 17.6 LOS B 10.8 82.9 0.74 0.94 49.1
8 T 749 4.0 0.800 10.0 LOS A 10.8 82.9 0.74 0.81 53.4
9 R 173 12.0 0.799 11.5 LOS B 10.8 82.9 0.74 0.82 53.2
Approach 997 5.4 0.800 10.8 LOS B 10.8 82.9 0.74 0.82 53.0
West Facility Entrance EB
10 L 52 12.0 0.441 14.1 LOS B 3.9 33.2 0.84 0.98 31.7
11 T 229 12.0 0.439 7.0 LOS A 3.9 33.2 0.84 0.80 34.1
12 R 31 12.0 0.438 8.9 LOS A 3.9 33.2 0.84 0.84 34.9
Approach 312 12.0 0.439 8.4 LOS B 3.9 33.2 0.84 0.83 33.7
All Vehicles 1989 7.4 0.802 9.3 LOS A 10.8 82.9 0.66 0.73 52.1
Level of Service (Aver. Int. Delay): LOS A. Based on average delay for all vehicle movements. LOS Method: Delay (HCM).
Level of Service (Worst Movement): LOS B. LOS Method for individual vehicle movements: Delay (HCM).
Approach LOS values are based on the worst delay for any vehicle movement.
Roundabout LOS Method: Same as Signalised Intersections.
Roundabout Capacity Model: SIDRA Standard.
Processed: Tuesday, August 25, 2009 11:53:53 AMSIDRA INTERSECTION 4.0.9.973
Copyright ©2000-2009 Akcelik & Associates Pty Ltdwww.sidrasolutions.com
Project: N:\19225-00-MK\Documents\Calculations\Traffic\SIDRA\Old Ithaca Rd.SIP8000391, ERDMAN ANTHONY, SINGLE
MOVEMENT SUMMARY Site: ETC+20 (PM)
Old Ithaca Road RoundaboutETC+20 (PM)Roundabout
Movement Performance - Vehicles
95% Back of Queue Mov ID Turn
DemandFlow HV
Deg.Satn
AverageDelay
Level ofService
Prop. Queued
Effective Stop Rate
AverageSpeed Vehicles Distance
veh/h % v/c sec veh m per veh km/h
South Old Ithaca Rd. NB
1 L 13 12.0 0.672 17.8 LOS B 8.8 66.6 0.92 1.11 45.8
2 T 526 4.0 0.689 13.7 LOS B 8.8 66.6 0.92 1.04 50.5
3 R 59 4.0 0.688 15.8 LOS B 8.8 66.6 0.92 0.99 49.6
Approach 597 4.2 0.689 14.0 LOS B 8.8 66.6 0.92 1.04 50.3
East Connector Rd WB
4 L 26 4.0 0.256 16.5 LOS B 2.0 15.6 0.73 0.87 49.7
5 T 85 12.0 0.257 8.4 LOS A 2.0 15.6 0.73 0.67 53.0
6 R 102 4.0 0.257 10.6 LOS B 2.0 15.6 0.73 0.73 53.1
Approach 213 7.2 0.257 10.5 LOS B 2.0 15.6 0.73 0.72 52.6
North Old Ithaca Rd. SB
7 L 53 4.0 0.312 13.6 LOS B 1.7 13.2 0.24 0.81 51.7
8 T 352 4.0 0.311 6.1 LOS A 1.7 13.2 0.24 0.44 58.3
9 R 41 12.0 0.311 7.5 LOS A 1.7 13.2 0.24 0.49 56.3
Approach 446 4.7 0.311 7.1 LOS B 1.7 13.2 0.24 0.49 57.2
West Facility Entrance EB
10 L 193 12.0 0.635 12.0 LOS B 5.6 47.8 0.60 0.88 33.3
11 T 472 12.0 0.634 5.0 LOS A 5.6 47.8 0.60 0.59 36.8
12 R 65 12.0 0.634 6.7 LOS A 5.6 47.8 0.60 0.69 36.6
Approach 729 12.0 0.634 7.0 LOS B 5.6 47.8 0.60 0.67 35.6
All Vehicles 1985 7.5 0.689 9.5 LOS A 8.8 66.6 0.63 0.75 48.9
Level of Service (Aver. Int. Delay): LOS A. Based on average delay for all vehicle movements. LOS Method: Delay (HCM).
Level of Service (Worst Movement): LOS B. LOS Method for individual vehicle movements: Delay (HCM).
Approach LOS values are based on the worst delay for any vehicle movement.
Roundabout LOS Method: Same as Signalised Intersections.
Roundabout Capacity Model: SIDRA Standard.
Processed: Monday, November 09, 2009 1:52:49 PMSIDRA INTERSECTION 4.0.9.973
Copyright ©2000-2009 Akcelik & Associates Pty Ltdwww.sidrasolutions.com
Project: N:\19225-00-MK\Documents\Calculations\Traffic\SIDRA\Old Ithaca Rd.SIP8000391, ERDMAN ANTHONY, SINGLE
HCS2000: Unsignalized Intersections Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________ALL-WAY STOP CONTROL(AWSC) ANALYSIS________________________
Analyst: Jacob Deyo
Agency/Co.: Erdman Anthony
Date Performed: 6/18/2009
Analysis Time Period: ETC (AM) W/ Road
Intersection: Hanover Square
Jurisdiction:
Units: U. S. Customary
Analysis Year: 2009
Project ID:
East/West Street: W Franklyn/Old Ithaca
North/South Street: North Main/E Frnaklyn
_________Worksheet 2 - Volume Adjustments and Site Characteristics____________
| Eastbound | Westbound | Northbound | Southbound |
| L T R | L T R | L T R | L T R |
|_______________|_______________|_______________|_______________|
Volume |39 73 31 |6 91 271 |6 49 25 |37 180 117 |
% Thrus Left Lane
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Configuration LT R LT R LT R LT R
PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Flow Rate 121 33 104 294 59 27 235 127
% Heavy Veh 2 2 2 2 2 2 2 2
No. Lanes 2 2 2 2
Opposing-Lanes 2 2 2 2
Conflicting-lanes 2 2 2 2
Geometry group 5 5 5 5
Duration, T 0.25 hrs.
___________Worksheet 3 - Saturation Headway Adjustment Worksheet______________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rates:
Total in Lane 121 33 104 294 59 27 235 127
Left-Turn 42 0 6 0 6 0 40 0
Right-Turn 0 33 0 294 0 27 0 127
Prop. Left-Turns 0.3 0.0 0.1 0.0 0.1 0.0 0.2 0.0
Prop. Right-Turns 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0
Prop. Heavy Vehicle0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Geometry Group 5 5 5 5
Adjustments Exhibit 17-33:
hLT-adj 0.5 0.5 0.5 0.5
hRT-adj -0.7 -0.7 -0.7 -0.7
hHV-adj 1.7 1.7 1.7 1.7
hadj, computed 0.2 -0.7 0.1 -0.7 0.1 -0.7 0.1 -0.7
_______________Worksheet 4 - Departure Headway and Service Time_______________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow rate 121 33 104 294 59 27 235 127
hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20
x, initial 0.11 0.03 0.09 0.26 0.05 0.02 0.21 0.11
hd, final value 6.43 5.56 6.01 5.28 6.52 5.77 6.16 5.38
x, final value 0.22 0.05 0.17 0.43 0.11 0.04 0.40 0.19
Move-up time, m 2.3 2.3 2.3 2.3
Service Time 4.1 3.3 3.7 3.0 4.2 3.5 3.9 3.1
_______________Worksheet 5 - Capacity and Level of Service____________________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rate 121 33 104 294 59 27 235 127
Service Time 4.1 3.3 3.7 3.0 4.2 3.5 3.9 3.1
Utilization, x 0.22 0.05 0.17 0.43 0.11 0.04 0.40 0.19
Dep. headway, hd 6.43 5.56 6.01 5.28 6.52 5.77 6.16 5.38
Capacity 371 283 354 544 309 277 485 377
Delay 10.90 8.56 9.97 11.92 9.99 8.73 12.94 9.33
LOS B A A B A A B A
Approach:
Delay 10.39 11.41 9.60 11.67
LOS B B A B
Intersection Delay 11.19 Intersection LOS B
______________________________________________________________________________
HCS2000: Unsignalized Intersections Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________ALL-WAY STOP CONTROL(AWSC) ANALYSIS________________________
Analyst: Jacob Deyo
Agency/Co.: Erdman Anthony
Date Performed: 6/18/2009
Analysis Time Period: ETC (PM) W/ Road
Intersection: Hanover Square
Jurisdiction:
Units: U. S. Customary
Analysis Year: 2009
Project ID:
East/West Street: W Franklyn/Old Ithaca
North/South Street: North Main/E Frnaklyn
_________Worksheet 2 - Volume Adjustments and Site Characteristics____________
| Eastbound | Westbound | Northbound | Southbound |
| L T R | L T R | L T R | L T R |
|_______________|_______________|_______________|_______________|
Volume |35 141 45 |1 82 183 |11 12 103 |67 162 94 |
% Thrus Left Lane
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Configuration LT R LT R LT R LT R
PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Flow Rate 191 48 90 198 24 111 248 102
% Heavy Veh 2 2 2 2 2 2 2 2
No. Lanes 2 2 2 2
Opposing-Lanes 2 2 2 2
Conflicting-lanes 2 2 2 2
Geometry group 5 5 5 5
Duration, T 0.25 hrs.
___________Worksheet 3 - Saturation Headway Adjustment Worksheet______________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rates:
Total in Lane 191 48 90 198 24 111 248 102
Left-Turn 38 0 1 0 11 0 72 0
Right-Turn 0 48 0 198 0 111 0 102
Prop. Left-Turns 0.2 0.0 0.0 0.0 0.5 0.0 0.3 0.0
Prop. Right-Turns 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0
Prop. Heavy Vehicle0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Geometry Group 5 5 5 5
Adjustments Exhibit 17-33:
hLT-adj 0.5 0.5 0.5 0.5
hRT-adj -0.7 -0.7 -0.7 -0.7
hHV-adj 1.7 1.7 1.7 1.7
hadj, computed 0.1 -0.7 0.0 -0.7 0.3 -0.7 0.2 -0.7
_______________Worksheet 4 - Departure Headway and Service Time_______________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow rate 191 48 90 198 24 111 248 102
hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20
x, initial 0.17 0.04 0.08 0.18 0.02 0.10 0.22 0.09
hd, final value 6.36 5.56 6.23 5.52 6.70 5.77 6.28 5.44
x, final value 0.34 0.07 0.16 0.30 0.04 0.18 0.43 0.15
Move-up time, m 2.3 2.3 2.3 2.3
Service Time 4.1 3.3 3.9 3.2 4.4 3.5 4.0 3.1
_______________Worksheet 5 - Capacity and Level of Service____________________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rate 191 48 90 198 24 111 248 102
Service Time 4.1 3.3 3.9 3.2 4.4 3.5 4.0 3.1
Utilization, x 0.34 0.07 0.16 0.30 0.04 0.18 0.43 0.15
Dep. headway, hd 6.36 5.56 6.23 5.52 6.70 5.77 6.28 5.44
Capacity 441 298 340 448 274 361 498 352
Delay 12.26 8.70 10.07 10.61 9.71 9.71 13.70 9.13
LOS B A B B A A B A
Approach:
Delay 11.55 10.44 9.71 12.36
LOS B B A B
Intersection Delay 11.27 Intersection LOS B
______________________________________________________________________________
HCS2000: Unsignalized Intersections Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________ALL-WAY STOP CONTROL(AWSC) ANALYSIS________________________
Analyst: Jacob Deyo
Agency/Co.: Erdman Anthony
Date Performed: 6/18/2009
Analysis Time Period: ETC+10 (AM) W/ Road
Intersection: Hanover Square
Jurisdiction:
Units: U. S. Customary
Analysis Year: 2009
Project ID:
East/West Street: W Franklyn/Old Ithaca
North/South Street: North Main/E Frnaklyn
_________Worksheet 2 - Volume Adjustments and Site Characteristics____________
| Eastbound | Westbound | Northbound | Southbound |
| L T R | L T R | L T R | L T R |
|_______________|_______________|_______________|_______________|
Volume |42 80 35 |7 101 298 |7 54 27 |40 198 129 |
% Thrus Left Lane
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Configuration LT R LT R LT R LT R
PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Flow Rate 131 38 116 323 65 29 258 140
% Heavy Veh 2 2 2 2 2 2 2 2
No. Lanes 2 2 2 2
Opposing-Lanes 2 2 2 2
Conflicting-lanes 2 2 2 2
Geometry group 5 5 5 5
Duration, T 0.25 hrs.
___________Worksheet 3 - Saturation Headway Adjustment Worksheet______________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rates:
Total in Lane 131 38 116 323 65 29 258 140
Left-Turn 45 0 7 0 7 0 43 0
Right-Turn 0 38 0 323 0 29 0 140
Prop. Left-Turns 0.3 0.0 0.1 0.0 0.1 0.0 0.2 0.0
Prop. Right-Turns 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0
Prop. Heavy Vehicle0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Geometry Group 5 5 5 5
Adjustments Exhibit 17-33:
hLT-adj 0.5 0.5 0.5 0.5
hRT-adj -0.7 -0.7 -0.7 -0.7
hHV-adj 1.7 1.7 1.7 1.7
hadj, computed 0.2 -0.7 0.1 -0.7 0.1 -0.7 0.1 -0.7
_______________Worksheet 4 - Departure Headway and Service Time_______________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow rate 131 38 116 323 65 29 258 140
hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20
x, initial 0.12 0.03 0.10 0.29 0.06 0.03 0.23 0.12
hd, final value 6.66 5.79 6.19 5.46 6.77 6.02 6.35 5.56
x, final value 0.24 0.06 0.20 0.49 0.12 0.05 0.45 0.22
Move-up time, m 2.3 2.3 2.3 2.3
Service Time 4.4 3.5 3.9 3.2 4.5 3.7 4.0 3.3
_______________Worksheet 5 - Capacity and Level of Service____________________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rate 131 38 116 323 65 29 258 140
Service Time 4.4 3.5 3.9 3.2 4.5 3.7 4.0 3.3
Utilization, x 0.24 0.06 0.20 0.49 0.12 0.05 0.45 0.22
Dep. headway, hd 6.66 5.79 6.19 5.46 6.77 6.02 6.35 5.56
Capacity 381 288 366 573 315 279 508 390
Delay 11.47 8.86 10.43 13.30 10.41 9.03 14.24 9.79
LOS B A B B B A B A
Approach:
Delay 10.89 12.54 9.99 12.67
LOS B B A B
Intersection Delay 12.12 Intersection LOS B
______________________________________________________________________________
HCS2000: Unsignalized Intersections Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________ALL-WAY STOP CONTROL(AWSC) ANALYSIS________________________
Analyst: Jacob Deyo
Agency/Co.: Erdman Anthony
Date Performed: 6/18/2009
Analysis Time Period: ETC+10 (PM) W/ Road
Intersection: Hanover Square
Jurisdiction:
Units: U. S. Customary
Analysis Year: 2009
Project ID:
East/West Street: W Franklyn/Old Ithaca
North/South Street: North Main/E Frnaklyn
_________Worksheet 2 - Volume Adjustments and Site Characteristics____________
| Eastbound | Westbound | Northbound | Southbound |
| L T R | L T R | L T R | L T R |
|_______________|_______________|_______________|_______________|
Volume |38 155 51 |1 89 201 |12 14 114 |74 174 101 |
% Thrus Left Lane
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Configuration LT R LT R LT R LT R
PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Flow Rate 209 55 97 218 28 123 269 109
% Heavy Veh 2 2 2 2 2 2 2 2
No. Lanes 2 2 2 2
Opposing-Lanes 2 2 2 2
Conflicting-lanes 2 2 2 2
Geometry group 5 5 5 5
Duration, T 0.25 hrs.
___________Worksheet 3 - Saturation Headway Adjustment Worksheet______________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rates:
Total in Lane 209 55 97 218 28 123 269 109
Left-Turn 41 0 1 0 13 0 80 0
Right-Turn 0 55 0 218 0 123 0 109
Prop. Left-Turns 0.2 0.0 0.0 0.0 0.5 0.0 0.3 0.0
Prop. Right-Turns 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0
Prop. Heavy Vehicle0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Geometry Group 5 5 5 5
Adjustments Exhibit 17-33:
hLT-adj 0.5 0.5 0.5 0.5
hRT-adj -0.7 -0.7 -0.7 -0.7
hHV-adj 1.7 1.7 1.7 1.7
hadj, computed 0.1 -0.7 0.0 -0.7 0.3 -0.7 0.2 -0.7
_______________Worksheet 4 - Departure Headway and Service Time_______________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow rate 209 55 97 218 28 123 269 109
hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20
x, initial 0.19 0.05 0.09 0.19 0.02 0.11 0.24 0.10
hd, final value 6.58 5.78 6.44 5.74 6.95 6.02 6.50 5.65
x, final value 0.38 0.09 0.17 0.35 0.05 0.21 0.49 0.17
Move-up time, m 2.3 2.3 2.3 2.3
Service Time 4.3 3.5 4.1 3.4 4.6 3.7 4.2 3.3
_______________Worksheet 5 - Capacity and Level of Service____________________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rate 209 55 97 218 28 123 269 109
Service Time 4.3 3.5 4.1 3.4 4.6 3.7 4.2 3.3
Utilization, x 0.38 0.09 0.17 0.35 0.05 0.21 0.49 0.17
Dep. headway, hd 6.58 5.78 6.44 5.74 6.95 6.02 6.50 5.65
Capacity 459 305 347 468 278 373 519 359
Delay 13.28 9.04 10.49 11.47 10.05 10.27 15.17 9.51
LOS B A B B B B C A
Approach:
Delay 12.40 11.17 10.23 13.54
LOS B B B B
Intersection Delay 12.14 Intersection LOS B
______________________________________________________________________________
HCS2000: Unsignalized Intersections Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________ALL-WAY STOP CONTROL(AWSC) ANALYSIS________________________
Analyst: Jacob Deyo
Agency/Co.: Erdman Anthony
Date Performed: 6/18/2009
Analysis Time Period: ETC+20 (AM) W/ Road
Intersection: Hanover Square
Jurisdiction:
Units: U. S. Customary
Analysis Year: 2009
Project ID:
East/West Street: W Franklyn/Old Ithaca
North/South Street: North Main/E Frnaklyn
_________Worksheet 2 - Volume Adjustments and Site Characteristics____________
| Eastbound | Westbound | Northbound | Southbound |
| L T R | L T R | L T R | L T R |
|_______________|_______________|_______________|_______________|
Volume |43 93 38 |7 115 336 |7 60 30 |44 227 152 |
% Thrus Left Lane
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Configuration LT R LT R LT R LT R
PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Flow Rate 147 41 131 365 72 32 293 165
% Heavy Veh 2 2 2 2 2 2 2 2
No. Lanes 2 2 2 2
Opposing-Lanes 2 2 2 2
Conflicting-lanes 2 2 2 2
Geometry group 5 5 5 5
Duration, T 0.25 hrs.
___________Worksheet 3 - Saturation Headway Adjustment Worksheet______________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rates:
Total in Lane 147 41 131 365 72 32 293 165
Left-Turn 46 0 7 0 7 0 47 0
Right-Turn 0 41 0 365 0 32 0 165
Prop. Left-Turns 0.3 0.0 0.1 0.0 0.1 0.0 0.2 0.0
Prop. Right-Turns 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0
Prop. Heavy Vehicle0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Geometry Group 5 5 5 5
Adjustments Exhibit 17-33:
hLT-adj 0.5 0.5 0.5 0.5
hRT-adj -0.7 -0.7 -0.7 -0.7
hHV-adj 1.7 1.7 1.7 1.7
hadj, computed 0.2 -0.7 0.1 -0.7 0.1 -0.7 0.1 -0.7
_______________Worksheet 4 - Departure Headway and Service Time_______________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow rate 147 41 131 365 72 32 293 165
hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20
x, initial 0.13 0.04 0.12 0.32 0.06 0.03 0.26 0.15
hd, final value 6.99 6.14 6.47 5.74 7.15 6.40 6.62 5.84
x, final value 0.29 0.07 0.24 0.58 0.14 0.06 0.54 0.27
Move-up time, m 2.3 2.3 2.3 2.3
Service Time 4.7 3.8 4.2 3.4 4.8 4.1 4.3 3.5
_______________Worksheet 5 - Capacity and Level of Service____________________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rate 147 41 131 365 72 32 293 165
Service Time 4.7 3.8 4.2 3.4 4.8 4.1 4.3 3.5
Utilization, x 0.29 0.07 0.24 0.58 0.14 0.06 0.54 0.27
Dep. headway, hd 6.99 6.14 6.47 5.74 7.15 6.40 6.62 5.84
Capacity 397 291 381 609 322 282 528 415
Delay 12.46 9.30 11.15 16.13 11.04 9.49 16.77 10.65
LOS B A B C B A C B
Approach:
Delay 11.77 14.82 10.56 14.56
LOS B B B B
Intersection Delay 13.91 Intersection LOS B
______________________________________________________________________________
HCS2000: Unsignalized Intersections Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________ALL-WAY STOP CONTROL(AWSC) ANALYSIS________________________
Analyst: Jacob Deyo
Agency/Co.: Erdman Anthony
Date Performed: 6/18/2009
Analysis Time Period: ETC+20 (PM) W/ Road
Intersection: Hanover Square
Jurisdiction:
Units: U. S. Customary
Analysis Year: 2009
Project ID:
East/West Street: W Franklyn/Old Ithaca
North/South Street: North Main/E Frnaklyn
_________Worksheet 2 - Volume Adjustments and Site Characteristics____________
| Eastbound | Westbound | Northbound | Southbound |
| L T R | L T R | L T R | L T R |
|_______________|_______________|_______________|_______________|
Volume |53 172 56 |1 112 236 |14 15 127 |82 240 140 |
% Thrus Left Lane
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Configuration LT R LT R LT R LT R
PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Flow Rate 243 60 122 256 31 138 349 152
% Heavy Veh 2 2 2 2 2 2 2 2
No. Lanes 2 2 2 2
Opposing-Lanes 2 2 2 2
Conflicting-lanes 2 2 2 2
Geometry group 5 5 5 5
Duration, T 0.25 hrs.
___________Worksheet 3 - Saturation Headway Adjustment Worksheet______________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rates:
Total in Lane 243 60 122 256 31 138 349 152
Left-Turn 57 0 1 0 15 0 89 0
Right-Turn 0 60 0 256 0 138 0 152
Prop. Left-Turns 0.2 0.0 0.0 0.0 0.5 0.0 0.3 0.0
Prop. Right-Turns 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0
Prop. Heavy Vehicle0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Geometry Group 5 5 5 5
Adjustments Exhibit 17-33:
hLT-adj 0.5 0.5 0.5 0.5
hRT-adj -0.7 -0.7 -0.7 -0.7
hHV-adj 1.7 1.7 1.7 1.7
hadj, computed 0.2 -0.7 0.0 -0.7 0.3 -0.7 0.2 -0.7
_______________Worksheet 4 - Departure Headway and Service Time_______________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow rate 243 60 122 256 31 138 349 152
hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20
x, initial 0.22 0.05 0.11 0.23 0.03 0.12 0.31 0.14
hd, final value 7.23 6.41 7.05 6.34 7.64 6.69 6.94 6.11
x, final value 0.49 0.11 0.24 0.45 0.07 0.26 0.67 0.26
Move-up time, m 2.3 2.3 2.3 2.3
Service Time 4.9 4.1 4.7 4.0 5.3 4.4 4.6 3.8
_______________Worksheet 5 - Capacity and Level of Service____________________
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rate 243 60 122 256 31 138 349 152
Service Time 4.9 4.1 4.7 4.0 5.3 4.4 4.6 3.8
Utilization, x 0.49 0.11 0.24 0.45 0.07 0.26 0.67 0.26
Dep. headway, hd 7.23 6.41 7.05 6.34 7.64 6.69 6.94 6.11
Capacity 479 310 372 506 281 388 507 402
Delay 16.62 9.87 11.94 14.14 10.87 11.69 22.71 10.92
LOS C A B B B B C B
Approach:
Delay 15.28 13.43 11.54 19.13
LOS C B B C
Intersection Delay 15.72 Intersection LOS C
______________________________________________________________________________
Traffic Analysis
Hanover Square
ETC No Build
PHF = 0.92
%HV = 8%
tc = 7.2 s
tf = 3.6 s
1 hr = 3600 s
T = 0.25 s
AM d from HCS Rd.
ID PHV Volume (Vn) Conflicting (Vc) Capasity (Cm) Saturation Volume (Vsh) Csh Saturation d(AWSC) dt LOS dt LOS
(Veh/hr) (pce/hr) (pce/hr) (pce/hr) Sm (pce/hr) (pce/hr) Ssh (s) (s) (s)
1 17 20 Free
2 227 267 Free
3 144 170 Free
4 9 11 Free
5 6 7 457 500 0.014
6 49 57 457 500 0.115
7 41 49 457 500 0.097
8 4 5 457 500 0.010
9 7 8 468 491 0.016
10 139 163 287 648 0.251
11 254 298 287 648 0.461
12 34 40 287 648 0.061
13 27 31 457 500 0.062
14 12 14 468 491 0.028
15 208 244 287 648 0.377
16 129 151 20 970 0.156
17 48 56 457 500 0.112
18 96 113 457 500 0.226
19 9 11 468 491 0.022
20 22 26 Free
Intersection =
468
Shared Lane ValuesIndividual Movement Values
65
C
B
17.5 C
23.25
11.20
C
D
C
C
6 A
C
C
18.89
17.5753
170
338
45
395
169
37
500
500
639
648
497
742
500
1693
0.129
0.107
0.267
0.522
0.090
0.533
0.338
0.022
10.62
9.51
11.48
14.22
15.93
10.12
12.41
9.03
19.16
25.68
23.89
20.36
C
20.7 C
St. Delay
6.0 A
18.3 C
C
Total Delay
Ma
in S
t. N
B
21.1
23.5
Fra
nkl
yn W
BO
ld I
tha
caM
ain
St.
SB
Fra
nkl
yn E
B
JMD11/5/2009
N:\19225-00-MK\Documents\Calculations\Traffic\Hanover Square LOS.xls
Traffic Analysis
Hanover Square
ETC No Build
PHF = 0.92
%HV = 8%
tc = 7.2 s
tf = 3.6 s
1 hr = 3600 s
T = 0.25 s
PM d from HCS Total Delay Rd.
ID PHV Volume (Vn) Conflicting (Vc) Capasity (Cm) Saturation Volume (Vsh) Csh Saturation d(AWSC) dt LOS dt LOS
(Veh/hr) (pce/hr) (pce/hr) (pce/hr) Sm (pce/hr) (pce/hr) Ssh (s) (s) (s)
1 31 36 Free
2 309 363 Free
3 247 290 Free
4 33 38 Free
5 11 13 689 349 0.038
6 12 14 689 349 0.041
7 107 126 689 349 0.360
8 7 9 689 349 0.025
9 1 1 727 329 0.004
10 123 145 399 546 0.265
11 164 192 399 546 0.352
12 39 46 399 546 0.083
13 49 57 689 349 0.165
14 33 39 727 329 0.120
15 226 265 399 546 0.485
16 130 152 36 947 0.161
17 35 41 689 349 0.118
18 147 172 689 349 0.494
19 21 25 727 329 0.077
20 24 29 Free
Individual Movement Values Shared Lane Values
727 A
28 349 0.079 10.33 21.53 C
10.78
6
27.43 D
146 543 0.269 11.68 20.74 C
134 349 0.385
238 546 0.436 12.65
25.33 D
97 340 0.284 20.33
39.22 E
417 646
214 349 0.612 13.91
0.646 10.17
54 704 0.077 9.43 14.97 B
Intersection = 19.8 C
St. Delay
6.0 A
D
34.3 D
26.4 D
22.9 C
Ma
in S
t. N
B
27.2
24.23 C
35.06 E
Fra
nkl
yn W
BO
ld I
tha
caM
ain
St.
SB
Fra
nkl
yn E
B
JMD11/5/2009
N:\19225-00-MK\Documents\Calculations\Traffic\Hanover Square LOS.xls
Traffic Analysis
Hanover Square
ETC+10 No Build
PHF = 0.92
%HV = 8%
tc = 7.2 s
tf = 3.6 s
1 hr = 3600 s
T = 0.25 s
AM d from HCS Rd.
ID PHV Volume (Vn) Conflicting (Vc) Capasity (Cm) Saturation Volume (Vsh) Csh Saturation d(AWSC) dt LOS dt LOS
(Veh/hr) (pce/hr) (pce/hr) (pce/hr) Sm (pce/hr) (pce/hr) Ssh (s) (s) (s)
1 19 22 Free
2 240 282 Free
3 154 181 Free
4 10 12 Free
5 7 8 486 478 0.017
6 54 63 486 478 0.133
7 44 51 486 478 0.107
8 4 5 486 478 0.011
9 7 8 497 469 0.018
10 152 178 304 631 0.282
11 278 327 304 631 0.517
12 37 44 304 631 0.069
13 29 34 486 478 0.072
14 13 15 497 469 0.032
15 226 265 304 631 0.420
16 140 164 22 967 0.170
17 50 59 486 478 0.124
18 103 121 486 478 0.253
19 10 12 497 469 0.025
20 25 29 Free
20.45
29.78
28.42
22.47
19.97
10.67
13.18
9.37
11.08
9.90
12.19
16.31
1616
0.149
0.118
0.300
0.587
0.103
0.590
0.377
0.025
429
180
41
478
478
621
631
475
728
478
56
186
370
49
6 A
C
C
19.93
18.44
C
D
D
C
D
B
19.3 C
25.19
11.66
Intersection =
497
Shared Lane ValuesIndividual Movement Values
71
A
19.3
26.7
23.1
22.7
6.0
C
D
C
C
St. DelayTotal Delay
Ma
in S
t. N
BF
ran
klyn
WB
Old
Ith
aca
Ma
in S
t. S
BF
ran
klyn
EB
JMD11/5/2009
N:\19225-00-MK\Documents\Calculations\Traffic\Hanover Square LOS.xls
Traffic Analysis
Hanover Square
ETC+10 No Build
PHF = 0.92
%HV = 8%
tc = 7.2 s
tf = 3.6 s
1 hr = 3600 s
T = 0.25 s
PM d from HCS Total Delay Rd.
ID PHV Volume (Vn) Conflicting (Vc) Capasity (Cm) Saturation Volume (Vsh) Csh Saturation d(AWSC) dt LOS dt LOS
(Veh/hr) (pce/hr) (pce/hr) (pce/hr) Sm (pce/hr) (pce/hr) Ssh (s) (s) (s)
1 34 40 Free
2 338 397 Free
3 271 318 Free
4 36 42 Free
5 12 15 755 315 0.046
6 14 16 755 315 0.050
7 117 138 755 315 0.437
8 8 10 755 315 0.031
9 1 1 798 294 0.005
10 134 157 437 515 0.304
11 178 209 437 515 0.405
12 43 50 437 515 0.098
13 54 63 755 315 0.202
14 35 42 798 294 0.141
15 238 280 437 515 0.543
16 137 161 40 942 0.171
17 38 45 755 315 0.143
18 161 189 755 315 0.602
19 24 28 798 294 0.094
20 27 32 Free16.12 C
Intersection = 23.3 C
60 631 0.094 9.82
53.73 F
441 617
234 315 0.745 15.28
0.714 10.69
27.76 D
41.76 E
29.74 D
105 306 0.343 24.00
259 515 0.502 13.92
D
158 512 0.309 12.41 22.57 C
147 315 0.468 11.50
6
32.61
A
30 315 0.097 10.73 23.39 C
Individual Movement Values Shared Lane Values
798
Ma
in S
t. S
BF
ran
klyn
EB
Ma
in S
t. N
BF
ran
klyn
WB
Old
Ith
aca
31.0 D
25.8
St. Delay
6.0 A
D
32.1 E
46.1 E
JMD11/5/2009
N:\19225-00-MK\Documents\Calculations\Traffic\Hanover Square LOS.xls
Traffic Analysis
Hanover Square
ETC+20 No Build
PHF = 0.92
%HV = 8%
tc = 7.2 s
tf = 3.6 s
1 hr = 3600 s
T = 0.25 s
AM d from HCS Rd.
ID PHV Volume (Vn) Conflicting (Vc) Capasity (Cm) Saturation Volume (Vsh) Csh Saturation d(AWSC) dt LOS dt LOS
(Veh/hr) (pce/hr) (pce/hr) (pce/hr) Sm (pce/hr) (pce/hr) Ssh (s) (s) (s)
1 21 25 Free
2 318 374 Free
3 195 229 Free
4 11 13 Free
5 7 9 628 384 0.023
6 60 70 628 384 0.183
7 58 68 628 384 0.177
8 6 7 628 384 0.017
9 8 10 641 376 0.026
10 180 211 399 546 0.386
11 329 387 399 546 0.708
12 41 48 399 546 0.088
13 32 38 628 384 0.099
14 16 19 641 376 0.049
15 282 332 399 546 0.607
16 175 206 25 963 0.213
17 67 78 628 384 0.204
18 130 153 628 384 0.398
19 11 13 641 376 0.035
20 27 32 Free
25.97
54.61
40.02
38.27
28.94
12.66
17.04
10.24
12.32
11.21
14.61
27.08
1295
0.206
0.194
0.412
0.796
0.148
0.820
0.603
0.035
537
231
45
384
384
535
546
381
655
384
75
221
435
57
6 A
C
C
24.12
22.84
D
F
E
E
30.0 D
39.67
13.12
Intersection =
641
Shared Lane ValuesIndividual Movement Values
79
St. Delay
6.0 A
23.5 C
45.0 E
38.4 E
35.3 D
Fra
nkl
yn E
B
Total Delay
Ma
in S
t. N
BF
ran
klyn
WB
Old
Ith
aca
Ma
in S
t. S
B
E
B
JMD11/5/2009
N:\19225-00-MK\Documents\Calculations\Traffic\Hanover Square LOS.xls
Traffic Analysis
Hanover Square
ETC+20 No Build
PHF = 0.92
%HV = 8%
tc = 7.2 s
tf = 3.6 s
1 hr = 3600 s
T = 0.25 s
PM d from HCS Rd.
ID PHV Volume (Vn) Conflicting (Vc) Capasity (Cm) Saturation Volume (Vsh) Csh Saturation d(AWSC) dt LOS dt LOS
(Veh/hr) (pce/hr) (pce/hr) (pce/hr) Sm (pce/hr) (pce/hr) Ssh (s) (s) (s)
1 37 44 Free
2 379 445 Free
3 302 355 Free
4 40 47 Free
5 14 16 844 274 0.059
6 15 18 844 274 0.064
7 131 154 844 274 0.563
8 9 11 844 274 0.039
9 2 2 890 254 0.008
10 176 206 489 476 0.434
11 234 275 489 476 0.577
12 47 56 489 476 0.117
13 60 70 844 274 0.256
14 57 67 890 254 0.265
15 387 454 489 476 0.955
16 222 261 44 936 0.279
17 43 50 844 274 0.184
18 180 211 844 274 0.771
19 26 31 890 254 0.121
20 30 35 Free18.60 C
Intersection = 67.8 F
66 545 0.121 11.10
98.97 F
715 580
261 274 0.954 20.29
1.234 14.59
43.86 E
146.90 F
152.22 F
138 264 0.521 119.34
330 476 0.694 20.84
D
208 472 0.442 15.96 29.49 D
165 274 0.602 13.87
6
45.06
A
34 274 0.123 11.93 26.90 D
Individual Movement Values Shared Lane Values
890
St. Delay
6.0 A
42.0 E
38.3 E
151.4 F
82.8 F
Fra
nkl
yn E
BM
ain
St.
NB
Fra
nkl
yn W
B
Total Delay
Old
Ith
aca
Ma
in S
t. S
B
JMD11/5/2009
N:\19225-00-MK\Documents\Calculations\Traffic\Hanover Square LOS.xls
Traffic Analysis
Hanover Square
ETC W Road
PHF = 0.92
%HV = 4%
tc = 7.1 s
tf = 3.5 s
1 hr = 3600 s
T = 0.25 s
AM d from HCS Rd.
ID PHV Volume (Vn) Conflicting (Vc) Capasity (Cm) Saturation Volume (Vsh) Csh Saturation d(AWSC) dt LOS dt LOS
(Veh/hr) (pce/hr) (pce/hr) (pce/hr) Sm (pce/hr) (pce/hr) Ssh (s) (s) (s)
1 17 20 Free
2 177 200 Free
3 90 102 Free
4 9 10 Free
5 6 7 321 636 0.011
6 49 55 321 636 0.087
7 22 25 321 636 0.039
8 3 3 321 636 0.005
9 6 7 332 626 0.011
10 91 103 219 741 0.139
11 237 268 219 741 0.362
12 34 38 219 741 0.051
13 27 30 321 636 0.047
14 10 11 332 626 0.017
15 180 204 219 741 0.275
16 117 133 20 999 0.133
17 39 44 321 636 0.070
18 73 82 321 636 0.130
19 9 10 332 626 0.017
20 22 25 Free
Total Delay
Ma
in S
t. N
BF
ran
klyn
WB
Old
Ith
aca
Ma
in S
t. S
B
15.75
20.16
Fra
nkl
yn E
B
16.3 C
19.0 C
16.9 C
St. Delay
6.0 A
15.8 C
19.02
16.67
12.94
9.33
10.90
8.56
9.99
8.73
9.97
11.92
2155
0.098
0.044
0.150
0.413
0.064
0.408
0.200
0.017
337
127
36
636
636
733
741
633
825
636
28
110
306
41
6 A
C
B
16.27
14.66
C
C
C
C
C
B
14.77 B
17.97
10.26
Intersection =
332
Shared Lane ValuesIndividual Movement Values
62
JMD11/5/2009
N:\19225-00-MK\Documents\Calculations\Traffic\Hanover Square LOS.xls
Traffic Analysis
Hanover Square
ETC W Road
PHF = 0.92
%HV = 4%
tc = 7.1 s
tf = 3.5 s
1 hr = 3600 s
T = 0.25 s
PM d from HCS Rd.
ID PHV Volume (Vn) Conflicting (Vc) Capasity (Cm) Saturation Volume (Vsh) Csh Saturation d(AWSC) dt LOS dt LOS
(Veh/hr) (pce/hr) (pce/hr) (pce/hr) Sm (pce/hr) (pce/hr) Ssh (s) (s) (s)
1 31 35 Free
2 294 333 Free
3 168 190 Free
4 33 37 Free
5 11 13 558 444 0.029
6 12 14 558 444 0.031
7 96 109 558 444 0.245
8 7 8 558 444 0.018
9 1 1 594 419 0.003
10 82 92 367 593 0.155
11 144 163 367 593 0.275
12 39 44 367 593 0.074
13 49 55 558 444 0.125
14 18 20 594 419 0.049
15 162 183 367 593 0.308
16 94 106 35 977 0.109
17 35 39 558 444 0.088
18 141 159 558 444 0.358
19 21 24 594 419 0.058
20 24 28 Free
Total Delay
Old
Ith
aca
Ma
in S
t. S
BF
ran
klyn
EB
Ma
in S
t. N
BF
ran
klyn
WB
19.2 C
23.9 C
20.3 C
19.1 C
St. Delay
6.0 A
Individual Movement Values Shared Lane Values
594 A
27 444 0.060 9.71 18.34 C
9.71
6
20.70 C
93 590 0.158 10.07 17.31 C
117 444 0.263
207 593 0.349 10.61
17.99 C
76 437 0.174 13.70
19.90 C
23.66 C
26.76 D
289 693
198 444 0.447 12.26
0.417 9.13
52 899 0.058 8.70 12.95 B
Intersection = 15.23 C
JMD11/5/2009
N:\19225-00-MK\Documents\Calculations\Traffic\Hanover Square LOS.xls
Traffic Analysis
Hanover Square
ETC+10 W Road
PHF = 0.92
%HV = 4%
tc = 7.1 s
tf = 3.5 s
1 hr = 3600 s
T = 0.25 s
AM d from HCS Rd.
ID PHV Volume (Vn) Conflicting (Vc) Capasity (Cm) Saturation Volume (Vsh) Csh Saturation d(AWSC) dt LOS dt LOS
(Veh/hr) (pce/hr) (pce/hr) (pce/hr) Sm (pce/hr) (pce/hr) Ssh (s) (s) (s)
1 19 22 Free
2 190 214 Free
3 97 110 Free
4 10 11 Free
5 7 8 345 613 0.012
6 54 61 345 613 0.100
7 24 28 345 613 0.045
8 3 3 345 613 0.006
9 7 7 357 602 0.012
10 101 114 236 723 0.157
11 261 295 236 723 0.408
12 37 42 236 723 0.058
13 29 33 345 613 0.054
14 11 12 357 602 0.020
15 198 224 236 723 0.310
16 129 145 22 996 0.146
17 42 47 345 613 0.077
18 80 90 345 613 0.147
19 10 11 357 602 0.019
20 25 28 Free
Intersection =
357
Shared Lane ValuesIndividual Movement Values
69
C
B
15.91 C
19.04
10.63
C
C
C
C
6 A
C
C
17.03
15.2231
121
337
45
369
137
39
613
613
714
723
610
810
613
2074
0.112
0.051
0.169
0.466
0.074
0.456
0.224
0.019
11.47
8.86
10.41
9.03
10.43
13.30
20.61
17.90
14.24
9.79
St. Delay
6.0 A
16.5 C
21.0 C
18.2 C
17.2 C
Fra
nkl
yn E
B
Total Delay
Ma
in S
t. N
BF
ran
klyn
WB
Old
Ith
aca
Ma
in S
t. S
B
16.50
22.56
JMD11/5/2009
N:\19225-00-MK\Documents\Calculations\Traffic\Hanover Square LOS.xls
Traffic Analysis
Hanover Square
ETC+10 W Road
PHF = 0.92
%HV = 4%
tc = 7.1 s
tf = 3.5 s
1 hr = 3600 s
T = 0.25 s
PM d from HCS Rd.
ID PHV Volume (Vn) Conflicting (Vc) Capasity (Cm) Saturation Volume (Vsh) Csh Saturation d(AWSC) dt LOS dt LOS
(Veh/hr) (pce/hr) (pce/hr) (pce/hr) Sm (pce/hr) (pce/hr) Ssh (s) (s) (s)
1 34 38 Free
2 324 366 Free
3 185 209 Free
4 36 41 Free
5 12 14 613 407 0.034
6 14 15 613 407 0.038
7 106 120 613 407 0.295
8 8 9 613 407 0.021
9 1 1 654 383 0.003
10 89 100 404 561 0.179
11 158 179 404 561 0.318
12 43 48 404 561 0.086
13 54 61 613 407 0.150
14 20 23 654 383 0.059
15 174 197 404 561 0.352
16 101 114 38 972 0.118
17 38 43 613 407 0.105
18 155 175 613 407 0.430
19 24 27 654 383 0.070
20 27 31 Free13.76 B
Intersection = 16.82 C
57 820 0.070 9.04
31.85 D
312 664
218 407 0.536 13.28
0.469 9.51
22.19 C
26.52 D
19.64 C
84 400 0.209 15.17
227 561 0.405 11.47
C
102 558 0.182 10.49 18.38 C
129 407 0.317 10.27
6
23.15
A
29 407 0.072 10.05 19.57 C
Individual Movement Values Shared Lane Values
654
St. Delay
6.0 A
22.5 C
21.0 C
21.1 C
28.1 C
Fra
nkl
yn E
BM
ain
St.
NB
Fra
nkl
yn W
B
Total Delay
Old
Ith
aca
Ma
in S
t. S
B
JMD11/5/2009
N:\19225-00-MK\Documents\Calculations\Traffic\Hanover Square LOS.xls
Traffic Analysis
Hanover Square
ETC+20 W Road
PHF = 0.92
%HV = 4%
tc = 7.1 s
tf = 3.5 s
1 hr = 3600 s
T = 0.25 s
AM d from HCS Rd.
ID PHV Volume (Vn) Conflicting (Vc) Capasity (Cm) Saturation Volume (Vsh) Csh Saturation d(AWSC) dt LOS dt LOS
(Veh/hr) (pce/hr) (pce/hr) (pce/hr) Sm (pce/hr) (pce/hr) Ssh (s) (s) (s)
1 21 24 Free
2 237 268 Free
3 119 134 Free
4 11 13 Free
5 7 8 426 542 0.016
6 60 68 426 542 0.125
7 27 31 426 542 0.056
8 3 4 426 542 0.007
9 7 8 439 532 0.015
10 115 129 292 664 0.195
11 295 334 292 664 0.503
12 41 46 292 664 0.070
13 32 37 426 542 0.067
14 12 13 439 532 0.025
15 227 257 292 664 0.387
16 152 172 24 993 0.174
17 53 60 426 542 0.111
18 93 105 426 542 0.193
19 11 13 439 532 0.024
20 27 31 Free
Intersection =
439
Shared Lane ValuesIndividual Movement Values
76
C
B
18.46 C
21.98
11.31
C
D
C
C
6 A
C
C
18.76
16.5834
138
380
50
429
165
44
542
542
655
664
539
766
542
1832
0.140
0.063
0.210
0.573
0.092
0.561
0.304
0.024
12.46
9.30
11.04
9.49
11.15
16.13
24.12
21.18
16.77
10.65
St. Delay
6.0 A
18.1 C
25.8 D
21.5 C
19.7 C
Fra
nkl
yn E
B
Total Delay
Ma
in S
t. N
BF
ran
klyn
WB
Old
Ith
aca
Ma
in S
t. S
B
18.11
28.55
JMD11/5/2009
N:\19225-00-MK\Documents\Calculations\Traffic\Hanover Square LOS.xls
Traffic Analysis
Hanover Square
ETC+20 W Road
PHF = 0.92
%HV = 4%
tc = 7.1 s
tf = 3.5 s
1 hr = 3600 s
T = 0.25 s
PM d from HCS Rd.
ID PHV Volume (Vn) Conflicting (Vc) Capasity (Cm) Saturation Volume (Vsh) Csh Saturation d(AWSC) dt LOS dt LOS
(Veh/hr) (pce/hr) (pce/hr) (pce/hr) Sm (pce/hr) (pce/hr) Ssh (s) (s) (s)
1 37 42 Free
2 360 407 Free
3 206 232 Free
4 40 45 Free
5 14 15 682 367 0.042
6 15 17 682 367 0.046
7 118 133 682 367 0.362
8 9 10 682 367 0.026
9 1 1 727 342 0.004
10 112 127 449 523 0.242
11 189 213 449 523 0.408
12 47 53 449 523 0.102
13 60 68 682 367 0.184
14 22 25 727 342 0.073
15 240 271 449 523 0.518
16 140 158 42 966 0.164
17 43 48 682 367 0.131
18 172 194 682 367 0.530
19 26 30 727 342 0.086
20 30 34 Free15.24 C
Intersection = 21.69 C
63 733 0.086 9.87
43.62 E
430 630
242 367 0.661 16.62
0.682 10.92
27.95 D
36.15 E
28.01 D
93 360 0.257 22.71
267 523 0.510 14.14
D
128 521 0.246 11.94 21.10 C
142 367 0.389 11.69
6
27.61
A
32 367 0.088 10.87 21.63 C
Individual Movement Values Shared Lane Values
727
St. Delay
6.0 A
26.5 D
25.7 D
29.5 D
37.7 E
Fra
nkl
yn E
BM
ain
St.
NB
Fra
nkl
yn W
B
Total Delay
Old
Ith
aca
Ma
in S
t. S
B
JMD11/5/2009
N:\19225-00-MK\Documents\Calculations\Traffic\Hanover Square LOS.xls
North Main St. & 6th St.ETC AM (W Road) 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement WBL WBR SEL SET NWT NWR
Lane Configurations
Volume (veh/h) 18 10 41 284 106 69
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.75 0.75 0.90 0.90 0.93 0.93
Hourly flow rate (vph) 24 13 46 316 114 74
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh) 1
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 558 151 188
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 558 151 188
tC, single (s) 6.4 6.3 4.2
tC, 2 stage (s)
tF (s) 3.5 3.4 2.3
p0 queue free % 95 98 97
cM capacity (veh/h) 471 870 1328
Direction, Lane # WB 1 SE 1 NW 1
Volume Total 37 361 188
Volume Left 24 46 0
Volume Right 13 0 74
cSH 732 1328 1700
Volume to Capacity 0.05 0.03 0.11
Queue Length 95th (ft) 4 3 0
Control Delay (s) 11.7 1.3 0.0
Lane LOS B A
Approach Delay (s) 11.7 1.3 0.0
Approach LOS B
Intersection Summary
Average Delay 1.5
Intersection Capacity Utilization 40.3% ICU Level of Service A
Analysis Period (min) 15
North Main St. & 6th St.ETC PM (W/ Road) 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement WBL WBR SEL SET NWT NWR
Lane Configurations
Volume (veh/h) 64 24 10 218 264 19
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.44 0.44 0.84 0.84 0.88 0.88
Hourly flow rate (vph) 145 55 12 260 300 22
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh) 1
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 594 311 322
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 594 311 322
tC, single (s) 6.4 6.3 4.2
tC, 2 stage (s)
tF (s) 3.5 3.4 2.3
p0 queue free % 68 92 99
cM capacity (veh/h) 460 707 1184
Direction, Lane # WB 1 SE 1 NW 1
Volume Total 200 271 322
Volume Left 145 12 0
Volume Right 55 0 22
cSH 570 1184 1700
Volume to Capacity 0.35 0.01 0.19
Queue Length 95th (ft) 39 1 0
Control Delay (s) 14.7 0.4 0.0
Lane LOS B A
Approach Delay (s) 14.7 0.4 0.0
Approach LOS B
Intersection Summary
Average Delay 3.9
Intersection Capacity Utilization 29.8% ICU Level of Service A
Analysis Period (min) 15
North Main St. & 6th St.ETC+10 AM (W/ Road) 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement WBL WBR SEL SET NWT NWR
Lane Configurations
Volume (veh/h) 18 10 41 313 117 69
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.75 0.75 0.90 1.00 0.93 0.93
Hourly flow rate (vph) 24 13 46 313 126 74
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh) 1
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 567 163 200
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 567 163 200
tC, single (s) 6.4 6.3 4.2
tC, 2 stage (s)
tF (s) 3.5 3.4 2.3
p0 queue free % 95 98 97
cM capacity (veh/h) 465 856 1315
Direction, Lane # WB 1 SE 1 NW 1
Volume Total 37 359 200
Volume Left 24 46 0
Volume Right 13 0 74
cSH 723 1315 1700
Volume to Capacity 0.05 0.03 0.12
Queue Length 95th (ft) 4 3 0
Control Delay (s) 11.8 1.3 0.0
Lane LOS B A
Approach Delay (s) 11.8 1.3 0.0
Approach LOS B
Intersection Summary
Average Delay 1.5
Intersection Capacity Utilization 42.4% ICU Level of Service A
Analysis Period (min) 15
North Main St. & 6th St.ETC+10 PM (W/ Road) 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement WBL WBR SEL SET NWT NWR
Lane Configurations
Volume (veh/h) 64 24 10 241 292 19
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.44 0.44 0.84 0.84 0.88 0.88
Hourly flow rate (vph) 145 55 12 287 332 22
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh) 1
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 653 343 353
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 653 343 353
tC, single (s) 6.4 6.3 4.2
tC, 2 stage (s)
tF (s) 3.5 3.4 2.3
p0 queue free % 66 92 99
cM capacity (veh/h) 424 678 1152
Direction, Lane # WB 1 SE 1 NW 1
Volume Total 200 299 353
Volume Left 145 12 0
Volume Right 55 0 22
cSH 528 1152 1700
Volume to Capacity 0.38 0.01 0.21
Queue Length 95th (ft) 44 1 0
Control Delay (s) 15.9 0.4 0.0
Lane LOS C A
Approach Delay (s) 15.9 0.4 0.0
Approach LOS C
Intersection Summary
Average Delay 3.9
Intersection Capacity Utilization 31.0% ICU Level of Service A
Analysis Period (min) 15
North Main St. & 6th St.ETC+20 AM 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement WBL WBR SEL SET NWT NWR
Lane Configurations
Volume (veh/h) 35 20 67 346 129 111
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.75 0.75 0.90 0.90 0.93 0.93
Hourly flow rate (vph) 47 27 74 384 139 119
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh) 1
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 732 198 258
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 732 198 258
tC, single (s) 6.4 6.3 4.2
tC, 2 stage (s)
tF (s) 3.5 3.4 2.3
p0 queue free % 87 97 94
cM capacity (veh/h) 363 818 1251
Direction, Lane # WB 1 SE 1 NW 1
Volume Total 73 459 258
Volume Left 47 74 0
Volume Right 27 0 119
cSH 570 1251 1700
Volume to Capacity 0.13 0.06 0.15
Queue Length 95th (ft) 11 5 0
Control Delay (s) 13.9 1.8 0.0
Lane LOS B A
Approach Delay (s) 13.9 1.8 0.0
Approach LOS B
Intersection Summary
Average Delay 2.4
Intersection Capacity Utilization 48.8% ICU Level of Service A
Analysis Period (min) 15
North Main St. & 6th St.ETC+20 PM 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement WBL WBR SEL SET NWT NWR
Lane Configurations
Volume (veh/h) 146 55 12 266 322 25
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.75 0.75 0.84 0.84 0.88 0.88
Hourly flow rate (vph) 195 73 14 317 366 28
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 725 380 394
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 725 380 394
tC, single (s) 6.4 6.3 4.2
tC, 2 stage (s)
tF (s) 3.5 3.4 2.3
p0 queue free % 49 89 99
cM capacity (veh/h) 384 645 1112
Direction, Lane # WB 1 WB 2 SE 1 NW 1
Volume Total 195 73 331 394
Volume Left 195 0 14 0
Volume Right 0 73 0 28
cSH 384 645 1112 1700
Volume to Capacity 0.51 0.11 0.01 0.23
Queue Length 95th (ft) 69 10 1 0
Control Delay (s) 23.6 11.3 0.5 0.0
Lane LOS C B A
Approach Delay (s) 20.3 0.5 0.0
Approach LOS C
Intersection Summary
Average Delay 5.6
Intersection Capacity Utilization 38.5% ICU Level of Service A
Analysis Period (min) 15
Wygant Rd. & A St.ETC AM (W Road) 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBT EBR WBL WBT NWL NWR
Lane Configurations
Volume (veh/h) 150 78 18 360 29 6
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.82 0.82 0.91 0.91 0.81 0.81
Hourly flow rate (vph) 183 95 20 396 36 7
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 923
pX, platoon unblocked
vC, conflicting volume 278 666 230
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 278 666 230
tC, single (s) 4.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 3.6 3.3
p0 queue free % 98 91 99
cM capacity (veh/h) 1273 403 804
Direction, Lane # EB 1 WB 1 NW 1
Volume Total 278 415 43
Volume Left 0 20 36
Volume Right 95 0 7
cSH 1700 1273 441
Volume to Capacity 0.16 0.02 0.10
Queue Length 95th (ft) 0 1 8
Control Delay (s) 0.0 0.5 14.1
Lane LOS A B
Approach Delay (s) 0.0 0.5 14.1
Approach LOS B
Intersection Summary
Average Delay 1.1
Intersection Capacity Utilization 43.6% ICU Level of Service A
Analysis Period (min) 15
Wygnat Rd. & A St.ETC PM (W/ Road) 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBT EBR WBL WBT NWL NWR
Lane Configurations
Volume (veh/h) 333 43 14 238 71 14
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.94 0.94 0.81 0.81 0.54 0.54
Hourly flow rate (vph) 354 46 17 294 131 26
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 923
pX, platoon unblocked
vC, conflicting volume 400 706 377
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 400 706 377
tC, single (s) 4.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 3.6 3.3
p0 queue free % 98 66 96
cM capacity (veh/h) 1148 382 665
Direction, Lane # EB 1 WB 1 NW 1
Volume Total 400 311 157
Volume Left 0 17 131
Volume Right 46 0 26
cSH 1700 1148 411
Volume to Capacity 0.24 0.02 0.38
Queue Length 95th (ft) 0 1 44
Control Delay (s) 0.0 0.6 19.1
Lane LOS A C
Approach Delay (s) 0.0 0.6 19.1
Approach LOS C
Intersection Summary
Average Delay 3.7
Intersection Capacity Utilization 35.4% ICU Level of Service A
Analysis Period (min) 15
Wygnat Rd. & A St.ETC+10 AM (W/ Road) 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBT EBR WBL WBT NWL NWR
Lane Configurations
Volume (veh/h) 166 131 26 398 79 26
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.82 0.82 0.91 0.91 0.81 0.81
Hourly flow rate (vph) 202 160 29 437 98 32
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 923
pX, platoon unblocked
vC, conflicting volume 362 777 282
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 362 777 282
tC, single (s) 4.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 3.6 3.3
p0 queue free % 98 72 96
cM capacity (veh/h) 1185 343 752
Direction, Lane # EB 1 WB 1 NW 1
Volume Total 362 466 130
Volume Left 0 29 98
Volume Right 160 0 32
cSH 1700 1185 397
Volume to Capacity 0.21 0.02 0.33
Queue Length 95th (ft) 0 2 35
Control Delay (s) 0.0 0.7 18.4
Lane LOS A C
Approach Delay (s) 0.0 0.7 18.4
Approach LOS C
Intersection Summary
Average Delay 2.9
Intersection Capacity Utilization 54.9% ICU Level of Service A
Analysis Period (min) 15
Wygnat Rd. & A St.ETC+10 PM (W/ Road) 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBT EBR WBL WBT NWL NWR
Lane Configurations
Volume (veh/h) 166 131 26 398 79 26
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.94 0.94 0.81 0.81 0.54 0.51
Hourly flow rate (vph) 177 139 32 491 146 51
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 923
pX, platoon unblocked
vC, conflicting volume 316 802 246
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 316 802 246
tC, single (s) 4.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 3.6 3.3
p0 queue free % 97 56 94
cM capacity (veh/h) 1233 331 788
Direction, Lane # EB 1 WB 1 NW 1
Volume Total 316 523 197
Volume Left 0 32 146
Volume Right 139 0 51
cSH 1700 1233 389
Volume to Capacity 0.19 0.03 0.51
Queue Length 95th (ft) 0 2 69
Control Delay (s) 0.0 0.8 23.4
Lane LOS A C
Approach Delay (s) 0.0 0.8 23.4
Approach LOS C
Intersection Summary
Average Delay 4.8
Intersection Capacity Utilization 54.9% ICU Level of Service A
Analysis Period (min) 15
Wygnat Rd. & A St.ETC+20 AM 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBT EBR WBL WBT NWL NWR
Lane Configurations
Volume (veh/h) 183 131 30 493 59 12
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.82 0.82 0.91 0.91 0.81 0.81
Hourly flow rate (vph) 223 160 33 542 73 15
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 923
pX, platoon unblocked
vC, conflicting volume 383 911 303
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 383 911 303
tC, single (s) 4.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 3.6 3.3
p0 queue free % 97 74 98
cM capacity (veh/h) 1165 284 732
Direction, Lane # EB 1 WB 1 NW 1
Volume Total 383 575 88
Volume Left 0 33 73
Volume Right 160 0 15
cSH 1700 1165 317
Volume to Capacity 0.23 0.03 0.28
Queue Length 95th (ft) 0 2 28
Control Delay (s) 0.0 0.8 20.7
Lane LOS A C
Approach Delay (s) 0.0 0.8 20.7
Approach LOS C
Intersection Summary
Average Delay 2.2
Intersection Capacity Utilization 59.2% ICU Level of Service B
Analysis Period (min) 15
Wygnat Rd. & A St.ETC+20 PM 11/5/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBT EBR WBL WBT NWL NWR
Lane Configurations
Volume (veh/h) 406 50 14 285 137 27
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.94 0.94 0.81 0.81 0.54 0.54
Hourly flow rate (vph) 432 53 17 352 254 50
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 923
pX, platoon unblocked
vC, conflicting volume 485 845 459
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 485 845 459
tC, single (s) 4.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 3.6 3.3
p0 queue free % 98 19 92
cM capacity (veh/h) 1067 315 598
Direction, Lane # EB 1 WB 1 NW 1
Volume Total 485 369 304
Volume Left 0 17 254
Volume Right 53 0 50
cSH 1700 1067 342
Volume to Capacity 0.29 0.02 0.89
Queue Length 95th (ft) 0 1 214
Control Delay (s) 0.0 0.6 60.1
Lane LOS A F
Approach Delay (s) 0.0 0.6 60.1
Approach LOS F
Intersection Summary
Average Delay 15.9
Intersection Capacity Utilization 42.3% ICU Level of Service A
Analysis Period (min) 15
5th Street & E Street 3 Leg 1 Stop on E St.ETC AM 11/17/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Volume (veh/h) 8 41 93 173 77 8
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.75 0.85 0.85 0.85 0.85 0.75
Hourly flow rate (vph) 11 48 109 204 91 11
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 358
pX, platoon unblocked
vC, conflicting volume 313 281 211
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 313 281 211
tC, single (s) 4.2 6.5 6.3
tC, 2 stage (s)
tF (s) 2.3 3.6 3.4
p0 queue free % 99 87 99
cM capacity (veh/h) 1193 682 804
Direction, Lane # EB 1 WB 1 SB 1
Volume Total 59 313 101
Volume Left 11 0 91
Volume Right 0 204 11
cSH 1193 1700 693
Volume to Capacity 0.01 0.18 0.15
Queue Length 95th (ft) 1 0 13
Control Delay (s) 1.5 0.0 11.1
Lane LOS A B
Approach Delay (s) 1.5 0.0 11.1
Approach LOS B
Intersection Summary
Average Delay 2.6
Intersection Capacity Utilization 26.9% ICU Level of Service A
Analysis Period (min) 15
5th Street & E Street 3 Leg 1 Stop on E St.ETC PM 11/17/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Volume (veh/h) 8 95 33 60 176 8
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.75 0.85 0.85 0.85 0.85 0.75
Hourly flow rate (vph) 11 112 39 71 207 11
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 358
pX, platoon unblocked
vC, conflicting volume 109 207 74
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 109 207 74
tC, single (s) 4.2 6.5 6.3
tC, 2 stage (s)
tF (s) 2.3 3.6 3.4
p0 queue free % 99 73 99
cM capacity (veh/h) 1421 754 960
Direction, Lane # EB 1 WB 1 SB 1
Volume Total 122 109 218
Volume Left 11 0 207
Volume Right 0 71 11
cSH 1421 1700 762
Volume to Capacity 0.01 0.06 0.29
Queue Length 95th (ft) 1 0 30
Control Delay (s) 0.7 0.0 11.6
Lane LOS A B
Approach Delay (s) 0.7 0.0 11.6
Approach LOS B
Intersection Summary
Average Delay 5.8
Intersection Capacity Utilization 28.5% ICU Level of Service A
Analysis Period (min) 15
5th Street & E Street 3 Leg 1 Stop on E St.ETC+20 AM 11/17/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Volume (veh/h) 10 82 150 279 152 10
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.75 0.85 0.85 0.85 0.85 0.75
Hourly flow rate (vph) 13 96 176 328 179 13
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 358
pX, platoon unblocked 0.86 0.86 0.86
vC, conflicting volume 505 464 341
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 343 295 152
tC, single (s) 4.2 6.5 6.3
tC, 2 stage (s)
tF (s) 2.3 3.6 3.4
p0 queue free % 99 69 98
cM capacity (veh/h) 1000 573 747
Direction, Lane # EB 1 WB 1 SB 1
Volume Total 110 505 192
Volume Left 13 0 179
Volume Right 0 328 13
cSH 1000 1700 583
Volume to Capacity 0.01 0.30 0.33
Queue Length 95th (ft) 1 0 36
Control Delay (s) 1.2 0.0 14.2
Lane LOS A B
Approach Delay (s) 1.2 0.0 14.2
Approach LOS B
Intersection Summary
Average Delay 3.5
Intersection Capacity Utilization 40.7% ICU Level of Service A
Analysis Period (min) 15
5th Street & E Street 3 Leg 1 Stop on E St.ETC+20 PM 11/17/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Volume (veh/h) 10 217 41 76 403 10
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.75 0.85 0.85 0.85 0.85 0.75
Hourly flow rate (vph) 13 255 48 89 474 13
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 358
pX, platoon unblocked
vC, conflicting volume 138 375 93
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 138 375 93
tC, single (s) 4.2 6.5 6.3
tC, 2 stage (s)
tF (s) 2.3 3.6 3.4
p0 queue free % 99 21 99
cM capacity (veh/h) 1387 601 937
Direction, Lane # EB 1 WB 1 SB 1
Volume Total 269 138 487
Volume Left 13 0 474
Volume Right 0 89 13
cSH 1387 1700 607
Volume to Capacity 0.01 0.08 0.80
Queue Length 95th (ft) 1 0 199
Control Delay (s) 0.5 0.0 30.7
Lane LOS A D
Approach Delay (s) 0.5 0.0 30.7
Approach LOS D
Intersection Summary
Average Delay 16.9
Intersection Capacity Utilization 48.2% ICU Level of Service A
Analysis Period (min) 15
5th Street & E Street 3 Legs 1 Stop on 5th StreetETC AM 11/17/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (veh/h) 77 8 93 173 8 41
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.75 0.85 0.85 0.75 0.85 0.85
Hourly flow rate (vph) 103 9 109 231 9 48
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 339
pX, platoon unblocked
vC, conflicting volume 112 557 107
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 112 557 107
tC, single (s) 4.2 6.5 6.3
tC, 2 stage (s)
tF (s) 2.3 3.6 3.4
p0 queue free % 92 98 95
cM capacity (veh/h) 1417 438 920
Direction, Lane # EB 1 WB 1 NB 1
Volume Total 112 340 58
Volume Left 0 109 9
Volume Right 9 0 48
cSH 1700 1417 780
Volume to Capacity 0.07 0.08 0.07
Queue Length 95th (ft) 0 6 6
Control Delay (s) 0.0 3.0 10.0
Lane LOS A A
Approach Delay (s) 0.0 3.0 10.0
Approach LOS A
Intersection Summary
Average Delay 3.1
Intersection Capacity Utilization 30.9% ICU Level of Service A
Analysis Period (min) 15
5th Street & E Street 3 Legs 1 Stop on 5th StreetETC PM 11/17/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (veh/h) 176 8 33 60 8 95
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.75 0.85 0.85 0.75 0.85 0.85
Hourly flow rate (vph) 235 9 39 80 9 112
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 339
pX, platoon unblocked
vC, conflicting volume 244 397 239
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 244 397 239
tC, single (s) 4.2 6.5 6.3
tC, 2 stage (s)
tF (s) 2.3 3.6 3.4
p0 queue free % 97 98 86
cM capacity (veh/h) 1266 571 775
Direction, Lane # EB 1 WB 1 NB 1
Volume Total 244 119 121
Volume Left 0 39 9
Volume Right 9 0 112
cSH 1700 1266 755
Volume to Capacity 0.14 0.03 0.16
Queue Length 95th (ft) 0 2 14
Control Delay (s) 0.0 2.8 10.7
Lane LOS A B
Approach Delay (s) 0.0 2.8 10.7
Approach LOS B
Intersection Summary
Average Delay 3.4
Intersection Capacity Utilization 31.0% ICU Level of Service A
Analysis Period (min) 15
5th Street & E Street 3 Legs 1 Stop on 5th StreetETC+20 AM 11/17/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (veh/h) 152 10 150 279 10 82
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.75 0.85 0.85 0.75 0.85 0.85
Hourly flow rate (vph) 203 12 176 372 12 96
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 339
pX, platoon unblocked
vC, conflicting volume 214 933 209
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 214 933 209
tC, single (s) 4.2 6.5 6.3
tC, 2 stage (s)
tF (s) 2.3 3.6 3.4
p0 queue free % 86 95 88
cM capacity (veh/h) 1298 245 807
Direction, Lane # EB 1 WB 1 NB 1
Volume Total 214 548 108
Volume Left 0 176 12
Volume Right 12 0 96
cSH 1700 1298 646
Volume to Capacity 0.13 0.14 0.17
Queue Length 95th (ft) 0 12 15
Control Delay (s) 0.0 3.6 11.7
Lane LOS A B
Approach Delay (s) 0.0 3.6 11.7
Approach LOS B
Intersection Summary
Average Delay 3.7
Intersection Capacity Utilization 47.2% ICU Level of Service A
Analysis Period (min) 15
5th Street & E Street 3 Legs 1 Stop on 5th StreetETC+20 PM 11/17/2009
JMD Synchro 7 - Report
HCM Unsignalized Intersection Capacity Analysis
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (veh/h) 403 10 41 76 10 217
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.75 0.85 0.85 0.75 0.85 0.85
Hourly flow rate (vph) 537 12 48 101 12 255
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 339
pX, platoon unblocked
vC, conflicting volume 549 741 543
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 549 741 543
tC, single (s) 4.2 6.5 6.3
tC, 2 stage (s)
tF (s) 2.3 3.6 3.4
p0 queue free % 95 97 51
cM capacity (veh/h) 972 351 521
Direction, Lane # EB 1 WB 1 NB 1
Volume Total 549 150 267
Volume Left 0 48 12
Volume Right 12 0 255
cSH 1700 972 510
Volume to Capacity 0.32 0.05 0.52
Queue Length 95th (ft) 0 4 75
Control Delay (s) 0.0 3.2 19.6
Lane LOS A C
Approach Delay (s) 0.0 3.2 19.6
Approach LOS C
Intersection Summary
Average Delay 5.9
Intersection Capacity Utilization 52.1% ICU Level of Service A
Analysis Period (min) 15
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst Jacob Deyo
Agency/Co. Erdman Anthony
Date Performed 6/23/2009
Analysis Time Period AM
Highway Proposed Connector Road
From/To Old Ithaca Road/Route 13
Jurisdiction
Analysis Year ETC
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 0.6 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 100 %
Grade: Length mi Access points/mi 5 /mi
Up/down %
Two-way hourly volume, V 353 veh/h
Directional split 52 / 48 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.933
Two-way flow rate,(note-1) vp 411 pc/h
Highest directional split proportion (note-2) 214 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 45.0 mi/h
Adj. for lane and shoulder width, fLS 0.0 mi/h
Adj. for access points, fA 1.3 mi/h
Free-flow speed, FFS 43.8 mi/h
Adjustment for no-passing zones, fnp 4.5 mi/h
Average travel speed, ATS 36.1 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 388 pc/h
Highest directional split proportion (note-2) 202
Base percent time-spent-following, BPTSF 28.9 %
Adj.for directional distribution and no-passing zones, fd/np 24.2
Percent time-spent-following, PTSF 53.1 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS B
Volume to capacity ratio, v/c 0.13
Peak 15-min vehicle-miles of travel, VMT15 60 veh-mi
Peak-hour vehicle-miles of travel, VMT60 220 veh-mi
Peak 15-min total travel time, TT15 1.7 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst Jacob Deyo
Agency/Co. Erdman Anthony
Date Performed 6/23/2009
Analysis Time Period PM
Highway Proposed Connector Road
From/To Old Ithaca Road/Route 13
Jurisdiction
Analysis Year ETC
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 0.6 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 100 %
Grade: Length mi Access points/mi 5 /mi
Up/down %
Two-way hourly volume, V 374 veh/h
Directional split 69 / 31 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.933
Two-way flow rate,(note-1) vp 436 pc/h
Highest directional split proportion (note-2) 301 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 45.0 mi/h
Adj. for lane and shoulder width, fLS 0.0 mi/h
Adj. for access points, fA 1.3 mi/h
Free-flow speed, FFS 43.8 mi/h
Adjustment for no-passing zones, fnp 4.4 mi/h
Average travel speed, ATS 36.0 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 411 pc/h
Highest directional split proportion (note-2) 284
Base percent time-spent-following, BPTSF 30.3 %
Adj.for directional distribution and no-passing zones, fd/np 23.0
Percent time-spent-following, PTSF 53.3 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS B
Volume to capacity ratio, v/c 0.14
Peak 15-min vehicle-miles of travel, VMT15 63 veh-mi
Peak-hour vehicle-miles of travel, VMT60 233 veh-mi
Peak 15-min total travel time, TT15 1.8 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst Jacob Deyo
Agency/Co. Erdman Anthony
Date Performed 6/23/2009
Analysis Time Period AM
Highway Proposed Connector Road
From/To Old Ithaca Road/Route 13
Jurisdiction
Analysis Year ETC+10
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 0.6 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 100 %
Grade: Length mi Access points/mi 5 /mi
Up/down %
Two-way hourly volume, V 390 veh/h
Directional split 52 / 48 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.933
Two-way flow rate,(note-1) vp 454 pc/h
Highest directional split proportion (note-2) 236 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 45.0 mi/h
Adj. for lane and shoulder width, fLS 0.0 mi/h
Adj. for access points, fA 1.3 mi/h
Free-flow speed, FFS 43.8 mi/h
Adjustment for no-passing zones, fnp 4.3 mi/h
Average travel speed, ATS 35.9 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 429 pc/h
Highest directional split proportion (note-2) 223
Base percent time-spent-following, BPTSF 31.4 %
Adj.for directional distribution and no-passing zones, fd/np 23.7
Percent time-spent-following, PTSF 55.2 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS C
Volume to capacity ratio, v/c 0.14
Peak 15-min vehicle-miles of travel, VMT15 66 veh-mi
Peak-hour vehicle-miles of travel, VMT60 243 veh-mi
Peak 15-min total travel time, TT15 1.8 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst Jacob Deyo
Agency/Co. Erdman Anthony
Date Performed 6/23/2009
Analysis Time Period PM
Highway Proposed Connector Road
From/To Old Ithaca Road/Route 13
Jurisdiction
Analysis Year ETC+10
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 0.6 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 100 %
Grade: Length mi Access points/mi 5 /mi
Up/down %
Two-way hourly volume, V 413 veh/h
Directional split 69 / 31 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.933
Two-way flow rate,(note-1) vp 481 pc/h
Highest directional split proportion (note-2) 332 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 45.0 mi/h
Adj. for lane and shoulder width, fLS 0.0 mi/h
Adj. for access points, fA 1.3 mi/h
Free-flow speed, FFS 43.8 mi/h
Adjustment for no-passing zones, fnp 4.3 mi/h
Average travel speed, ATS 35.8 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 454 pc/h
Highest directional split proportion (note-2) 313
Base percent time-spent-following, BPTSF 32.9 %
Adj.for directional distribution and no-passing zones, fd/np 22.5
Percent time-spent-following, PTSF 55.4 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS C
Volume to capacity ratio, v/c 0.15
Peak 15-min vehicle-miles of travel, VMT15 70 veh-mi
Peak-hour vehicle-miles of travel, VMT60 257 veh-mi
Peak 15-min total travel time, TT15 2.0 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst Jacob Deyo
Agency/Co. Erdman Anthony
Date Performed 6/23/2009
Analysis Time Period AM
Highway Proposed Connector Road
From/To Old Ithaca Road/Route 13
Jurisdiction
Analysis Year ETC+20
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 0.6 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 100 %
Grade: Length mi Access points/mi 5 /mi
Up/down %
Two-way hourly volume, V 557 veh/h
Directional split 52 / 48 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.933
Two-way flow rate,(note-1) vp 649 pc/h
Highest directional split proportion (note-2) 337 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 45.0 mi/h
Adj. for lane and shoulder width, fLS 0.0 mi/h
Adj. for access points, fA 1.3 mi/h
Free-flow speed, FFS 43.8 mi/h
Adjustment for no-passing zones, fnp 3.7 mi/h
Average travel speed, ATS 35.0 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 613 pc/h
Highest directional split proportion (note-2) 319
Base percent time-spent-following, BPTSF 41.7 %
Adj.for directional distribution and no-passing zones, fd/np 20.2
Percent time-spent-following, PTSF 61.8 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS C
Volume to capacity ratio, v/c 0.20
Peak 15-min vehicle-miles of travel, VMT15 94 veh-mi
Peak-hour vehicle-miles of travel, VMT60 347 veh-mi
Peak 15-min total travel time, TT15 2.7 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst Jacob Deyo
Agency/Co. Erdman Anthony
Date Performed 6/23/2009
Analysis Time Period PM
Highway Proposed Connector Road
From/To Old Ithaca Road/Route 13
Jurisdiction
Analysis Year ETC+20
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 0.6 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 100 %
Grade: Length mi Access points/mi 5 /mi
Up/down %
Two-way hourly volume, V 648 veh/h
Directional split 69 / 31 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.933
Two-way flow rate,(note-1) vp 755 pc/h
Highest directional split proportion (note-2) 521 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 45.0 mi/h
Adj. for lane and shoulder width, fLS 0.0 mi/h
Adj. for access points, fA 1.3 mi/h
Free-flow speed, FFS 43.8 mi/h
Adjustment for no-passing zones, fnp 3.2 mi/h
Average travel speed, ATS 34.7 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 713 pc/h
Highest directional split proportion (note-2) 492
Base percent time-spent-following, BPTSF 46.6 %
Adj.for directional distribution and no-passing zones, fd/np 17.3
Percent time-spent-following, PTSF 63.9 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS C
Volume to capacity ratio, v/c 0.24
Peak 15-min vehicle-miles of travel, VMT15 110 veh-mi
Peak-hour vehicle-miles of travel, VMT60 404 veh-mi
Peak 15-min total travel time, TT15 3.2 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst Jacob Deyo
Agency/Co. Erdman Anthony
Date Performed 6/23/2009
Analysis Time Period AM
Highway Proposed Connector Road
From/To Old Ithaca Road/Route 13
Jurisdiction
Analysis Year ETC+30
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 0.6 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 100 %
Grade: Length mi Access points/mi 5 /mi
Up/down %
Two-way hourly volume, V 615 veh/h
Directional split 52 / 48 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.933
Two-way flow rate,(note-1) vp 717 pc/h
Highest directional split proportion (note-2) 373 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 45.0 mi/h
Adj. for lane and shoulder width, fLS 0.0 mi/h
Adj. for access points, fA 1.3 mi/h
Free-flow speed, FFS 43.8 mi/h
Adjustment for no-passing zones, fnp 3.4 mi/h
Average travel speed, ATS 34.8 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 676 pc/h
Highest directional split proportion (note-2) 352
Base percent time-spent-following, BPTSF 44.8 %
Adj.for directional distribution and no-passing zones, fd/np 18.5
Percent time-spent-following, PTSF 63.3 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS C
Volume to capacity ratio, v/c 0.22
Peak 15-min vehicle-miles of travel, VMT15 104 veh-mi
Peak-hour vehicle-miles of travel, VMT60 383 veh-mi
Peak 15-min total travel time, TT15 3.0 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst Jacob Deyo
Agency/Co. Erdman Anthony
Date Performed 6/23/2009
Analysis Time Period PM
Highway Proposed Connector Road
From/To Old Ithaca Road/Route 13
Jurisdiction
Analysis Year ETC+30
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 0.6 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 100 %
Grade: Length mi Access points/mi 5 /mi
Up/down %
Two-way hourly volume, V 716 veh/h
Directional split 69 / 31 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.933
Two-way flow rate,(note-1) vp 834 pc/h
Highest directional split proportion (note-2) 575 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 45.0 mi/h
Adj. for lane and shoulder width, fLS 0.0 mi/h
Adj. for access points, fA 1.3 mi/h
Free-flow speed, FFS 43.8 mi/h
Adjustment for no-passing zones, fnp 2.9 mi/h
Average travel speed, ATS 34.3 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 788 pc/h
Highest directional split proportion (note-2) 544
Base percent time-spent-following, BPTSF 50.0 %
Adj.for directional distribution and no-passing zones, fd/np 15.0
Percent time-spent-following, PTSF 64.9 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS C
Volume to capacity ratio, v/c 0.26
Peak 15-min vehicle-miles of travel, VMT15 121 veh-mi
Peak-hour vehicle-miles of travel, VMT60 446 veh-mi
Peak 15-min total travel time, TT15 3.5 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst PJP
Agency/Co. Erdman Anthony
Date Performed 6/30/2009
Analysis Time Period AM with Connector Road
Highway Old Ithaca Road
From/To
Jurisdiction
Analysis Year ETC
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 8 %
Segment length 1.5 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 100 %
Grade: Length mi Access points/mi 10 /mi
Up/down %
Two-way hourly volume, V 672 veh/h
Directional split 60 / 40 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.954
Two-way flow rate,(note-1) vp 765 pc/h
Highest directional split proportion (note-2) 459 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM 45 mi/h
Observed volume, Vf 0 veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS - mi/h
Adj. for lane and shoulder width, fLS - mi/h
Adj. for access points, fA - mi/h
Free-flow speed, FFS 45.0 mi/h
Adjustment for no-passing zones, fnp 3.2 mi/h
Average travel speed, ATS 35.9 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.992
Two-way flow rate,(note-1) vp 736 pc/h
Highest directional split proportion (note-2) 442
Base percent time-spent-following, BPTSF 47.6 %
Adj.for directional distribution and no-passing zones, fd/np 16.4
Percent time-spent-following, PTSF 64.1 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS C
Volume to capacity ratio, v/c 0.24
Peak 15-min vehicle-miles of travel, VMT15 274 veh-mi
Peak-hour vehicle-miles of travel, VMT60 1008 veh-mi
Peak 15-min total travel time, TT15 7.6 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst PJP
Agency/Co. Erdman Anthony
Date Performed 6/30/2009
Analysis Time Period PM with Connector Road
Highway Old Ithaca Road
From/To
Jurisdiction
Analysis Year ETC
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 8 %
Segment length 1.5 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 100 %
Grade: Length mi Access points/mi 10 /mi
Up/down %
Two-way hourly volume, V 666 veh/h
Directional split 60 / 40 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.954
Two-way flow rate,(note-1) vp 759 pc/h
Highest directional split proportion (note-2) 455 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM 45 mi/h
Observed volume, Vf 0 veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS - mi/h
Adj. for lane and shoulder width, fLS - mi/h
Adj. for access points, fA - mi/h
Free-flow speed, FFS 45.0 mi/h
Adjustment for no-passing zones, fnp 3.2 mi/h
Average travel speed, ATS 35.9 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.992
Two-way flow rate,(note-1) vp 730 pc/h
Highest directional split proportion (note-2) 438
Base percent time-spent-following, BPTSF 47.4 %
Adj.for directional distribution and no-passing zones, fd/np 16.6
Percent time-spent-following, PTSF 64.0 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS C
Volume to capacity ratio, v/c 0.24
Peak 15-min vehicle-miles of travel, VMT15 271 veh-mi
Peak-hour vehicle-miles of travel, VMT60 999 veh-mi
Peak 15-min total travel time, TT15 7.5 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst PJP
Agency/Co. Erdman Anthony
Date Performed 6/30/2009
Analysis Time Period AM with Connector Road
Highway Old Ithaca Road
From/To
Jurisdiction
Analysis Year ETC+10
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 8 %
Segment length 1.5 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 100 %
Grade: Length mi Access points/mi 10 /mi
Up/down %
Two-way hourly volume, V 741 veh/h
Directional split 60 / 40 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.954
Two-way flow rate,(note-1) vp 844 pc/h
Highest directional split proportion (note-2) 506 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM 45 mi/h
Observed volume, Vf 0 veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS - mi/h
Adj. for lane and shoulder width, fLS - mi/h
Adj. for access points, fA - mi/h
Free-flow speed, FFS 45.0 mi/h
Adjustment for no-passing zones, fnp 2.9 mi/h
Average travel speed, ATS 35.5 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.992
Two-way flow rate,(note-1) vp 812 pc/h
Highest directional split proportion (note-2) 487
Base percent time-spent-following, BPTSF 51.0 %
Adj.for directional distribution and no-passing zones, fd/np 14.3
Percent time-spent-following, PTSF 65.3 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS C
Volume to capacity ratio, v/c 0.26
Peak 15-min vehicle-miles of travel, VMT15 302 veh-mi
Peak-hour vehicle-miles of travel, VMT60 1112 veh-mi
Peak 15-min total travel time, TT15 8.5 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst PJP
Agency/Co. Erdman Anthony
Date Performed 6/30/2009
Analysis Time Period PM with Connector Road
Highway Old Ithaca Road
From/To
Jurisdiction
Analysis Year ETC+10
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 8 %
Segment length 1.5 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 100 %
Grade: Length mi Access points/mi 10 /mi
Up/down %
Two-way hourly volume, V 735 veh/h
Directional split 60 / 40 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.954
Two-way flow rate,(note-1) vp 837 pc/h
Highest directional split proportion (note-2) 502 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM 45 mi/h
Observed volume, Vf 0 veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS - mi/h
Adj. for lane and shoulder width, fLS - mi/h
Adj. for access points, fA - mi/h
Free-flow speed, FFS 45.0 mi/h
Adjustment for no-passing zones, fnp 2.9 mi/h
Average travel speed, ATS 35.6 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.992
Two-way flow rate,(note-1) vp 805 pc/h
Highest directional split proportion (note-2) 483
Base percent time-spent-following, BPTSF 50.7 %
Adj.for directional distribution and no-passing zones, fd/np 14.3
Percent time-spent-following, PTSF 65.1 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS C
Volume to capacity ratio, v/c 0.26
Peak 15-min vehicle-miles of travel, VMT15 300 veh-mi
Peak-hour vehicle-miles of travel, VMT60 1103 veh-mi
Peak 15-min total travel time, TT15 8.4 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst PJP
Agency/Co. Erdman Anthony
Date Performed 6/30/2009
Analysis Time Period AM with Connector Road
Highway Old Ithaca Road
From/To
Jurisdiction
Analysis Year ETC+20
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 8 %
Segment length 1.5 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 100 %
Grade: Length mi Access points/mi 10 /mi
Up/down %
Two-way hourly volume, V 849 veh/h
Directional split 60 / 40 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.954
Two-way flow rate,(note-1) vp 967 pc/h
Highest directional split proportion (note-2) 580 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM 45 mi/h
Observed volume, Vf 0 veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS - mi/h
Adj. for lane and shoulder width, fLS - mi/h
Adj. for access points, fA - mi/h
Free-flow speed, FFS 45.0 mi/h
Adjustment for no-passing zones, fnp 2.7 mi/h
Average travel speed, ATS 34.8 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.992
Two-way flow rate,(note-1) vp 930 pc/h
Highest directional split proportion (note-2) 558
Base percent time-spent-following, BPTSF 55.8 %
Adj.for directional distribution and no-passing zones, fd/np 13.0
Percent time-spent-following, PTSF 68.9 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS C
Volume to capacity ratio, v/c 0.30
Peak 15-min vehicle-miles of travel, VMT15 346 veh-mi
Peak-hour vehicle-miles of travel, VMT60 1274 veh-mi
Peak 15-min total travel time, TT15 9.9 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst PJP
Agency/Co. Erdman Anthony
Date Performed 6/30/2009
Analysis Time Period PM with Connector Road
Highway Old Ithaca Road
From/To
Jurisdiction
Analysis Year ETC+20
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 8 %
Segment length 1.5 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 100 %
Grade: Length mi Access points/mi 10 /mi
Up/down %
Two-way hourly volume, V 845 veh/h
Directional split 60 / 40 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.954
Two-way flow rate,(note-1) vp 963 pc/h
Highest directional split proportion (note-2) 578 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM 45 mi/h
Observed volume, Vf 0 veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS - mi/h
Adj. for lane and shoulder width, fLS - mi/h
Adj. for access points, fA - mi/h
Free-flow speed, FFS 45.0 mi/h
Adjustment for no-passing zones, fnp 2.7 mi/h
Average travel speed, ATS 34.9 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.992
Two-way flow rate,(note-1) vp 926 pc/h
Highest directional split proportion (note-2) 556
Base percent time-spent-following, BPTSF 55.7 %
Adj.for directional distribution and no-passing zones, fd/np 13.1
Percent time-spent-following, PTSF 68.8 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS C
Volume to capacity ratio, v/c 0.30
Peak 15-min vehicle-miles of travel, VMT15 344 veh-mi
Peak-hour vehicle-miles of travel, VMT60 1268 veh-mi
Peak 15-min total travel time, TT15 9.9 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst PJP
Agency/Co. Erdman Anthony
Date Performed 6/30/2009
Analysis Time Period AM without Connector Road
Highway Old Ithaca Road
From/To
Jurisdiction
Analysis Year ETC
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 8 %
Segment length 1.5 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 100 %
Grade: Length mi Access points/mi 10 /mi
Up/down %
Two-way hourly volume, V 816 veh/h
Directional split 60 / 40 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.954
Two-way flow rate,(note-1) vp 930 pc/h
Highest directional split proportion (note-2) 558 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM 45 mi/h
Observed volume, Vf 0 veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS - mi/h
Adj. for lane and shoulder width, fLS - mi/h
Adj. for access points, fA - mi/h
Free-flow speed, FFS 45.0 mi/h
Adjustment for no-passing zones, fnp 2.7 mi/h
Average travel speed, ATS 35.0 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.992
Two-way flow rate,(note-1) vp 894 pc/h
Highest directional split proportion (note-2) 536
Base percent time-spent-following, BPTSF 54.4 %
Adj.for directional distribution and no-passing zones, fd/np 13.4
Percent time-spent-following, PTSF 67.8 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS C
Volume to capacity ratio, v/c 0.29
Peak 15-min vehicle-miles of travel, VMT15 333 veh-mi
Peak-hour vehicle-miles of travel, VMT60 1224 veh-mi
Peak 15-min total travel time, TT15 9.5 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst PJP
Agency/Co. Erdman Anthony
Date Performed 6/30/2009
Analysis Time Period PM without Connector Road
Highway Old Ithaca Road
From/To
Jurisdiction
Analysis Year ETC
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 8 %
Segment length 1.5 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 100 %
Grade: Length mi Access points/mi 10 /mi
Up/down %
Two-way hourly volume, V 780 veh/h
Directional split 60 / 40 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.954
Two-way flow rate,(note-1) vp 889 pc/h
Highest directional split proportion (note-2) 533 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM 45 mi/h
Observed volume, Vf 0 veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS - mi/h
Adj. for lane and shoulder width, fLS - mi/h
Adj. for access points, fA - mi/h
Free-flow speed, FFS 45.0 mi/h
Adjustment for no-passing zones, fnp 2.8 mi/h
Average travel speed, ATS 35.3 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.992
Two-way flow rate,(note-1) vp 855 pc/h
Highest directional split proportion (note-2) 513
Base percent time-spent-following, BPTSF 52.8 %
Adj.for directional distribution and no-passing zones, fd/np 13.8
Percent time-spent-following, PTSF 66.7 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS C
Volume to capacity ratio, v/c 0.28
Peak 15-min vehicle-miles of travel, VMT15 318 veh-mi
Peak-hour vehicle-miles of travel, VMT60 1170 veh-mi
Peak 15-min total travel time, TT15 9.0 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst PJP
Agency/Co. Erdman Anthony
Date Performed 6/30/2009
Analysis Time Period AM without Connector Road
Highway Old Ithaca Road
From/To
Jurisdiction
Analysis Year ETC+10
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 8 %
Segment length 1.5 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 100 %
Grade: Length mi Access points/mi 10 /mi
Up/down %
Two-way hourly volume, V 892 veh/h
Directional split 60 / 40 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.954
Two-way flow rate,(note-1) vp 1016 pc/h
Highest directional split proportion (note-2) 610 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM 45 mi/h
Observed volume, Vf 0 veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS - mi/h
Adj. for lane and shoulder width, fLS - mi/h
Adj. for access points, fA - mi/h
Free-flow speed, FFS 45.0 mi/h
Adjustment for no-passing zones, fnp 2.6 mi/h
Average travel speed, ATS 34.6 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.992
Two-way flow rate,(note-1) vp 977 pc/h
Highest directional split proportion (note-2) 586
Base percent time-spent-following, BPTSF 57.6 %
Adj.for directional distribution and no-passing zones, fd/np 12.5
Percent time-spent-following, PTSF 70.2 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS D
Volume to capacity ratio, v/c 0.32
Peak 15-min vehicle-miles of travel, VMT15 364 veh-mi
Peak-hour vehicle-miles of travel, VMT60 1338 veh-mi
Peak 15-min total travel time, TT15 10.5 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst PJP
Agency/Co. Erdman Anthony
Date Performed 6/30/2009
Analysis Time Period PM without Connector Road
Highway Old Ithaca Road
From/To
Jurisdiction
Analysis Year ETC+10
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 8 %
Segment length 1.5 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 100 %
Grade: Length mi Access points/mi 10 /mi
Up/down %
Two-way hourly volume, V 856 veh/h
Directional split 60 / 40 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.954
Two-way flow rate,(note-1) vp 975 pc/h
Highest directional split proportion (note-2) 585 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM 45 mi/h
Observed volume, Vf 0 veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS - mi/h
Adj. for lane and shoulder width, fLS - mi/h
Adj. for access points, fA - mi/h
Free-flow speed, FFS 45.0 mi/h
Adjustment for no-passing zones, fnp 2.6 mi/h
Average travel speed, ATS 34.8 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.992
Two-way flow rate,(note-1) vp 938 pc/h
Highest directional split proportion (note-2) 563
Base percent time-spent-following, BPTSF 56.2 %
Adj.for directional distribution and no-passing zones, fd/np 13.0
Percent time-spent-following, PTSF 69.1 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS C
Volume to capacity ratio, v/c 0.30
Peak 15-min vehicle-miles of travel, VMT15 349 veh-mi
Peak-hour vehicle-miles of travel, VMT60 1284 veh-mi
Peak 15-min total travel time, TT15 10.0 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst PJP
Agency/Co. Erdman Anthony
Date Performed 6/30/2009
Analysis Time Period AM without Connector Road
Highway Old Ithaca Road
From/To
Jurisdiction
Analysis Year ETC+20
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 8 %
Segment length 1.5 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 100 %
Grade: Length mi Access points/mi 10 /mi
Up/down %
Two-way hourly volume, V 1065 veh/h
Directional split 60 / 40 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.954
Two-way flow rate,(note-1) vp 1213 pc/h
Highest directional split proportion (note-2) 728 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM 45 mi/h
Observed volume, Vf 0 veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS - mi/h
Adj. for lane and shoulder width, fLS - mi/h
Adj. for access points, fA - mi/h
Free-flow speed, FFS 45.0 mi/h
Adjustment for no-passing zones, fnp 2.1 mi/h
Average travel speed, ATS 33.5 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.992
Two-way flow rate,(note-1) vp 1167 pc/h
Highest directional split proportion (note-2) 700
Base percent time-spent-following, BPTSF 64.1 %
Adj.for directional distribution and no-passing zones, fd/np 10.5
Percent time-spent-following, PTSF 74.7 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS D
Volume to capacity ratio, v/c 0.38
Peak 15-min vehicle-miles of travel, VMT15 434 veh-mi
Peak-hour vehicle-miles of travel, VMT60 1598 veh-mi
Peak 15-min total travel time, TT15 13.0 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst PJP
Agency/Co. Erdman Anthony
Date Performed 6/30/2009
Analysis Time Period PM without Connector Road
Highway Old Ithaca Road
From/To
Jurisdiction
Analysis Year ETC+20
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 8 %
Segment length 1.5 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 100 %
Grade: Length mi Access points/mi 10 /mi
Up/down %
Two-way hourly volume, V 1020 veh/h
Directional split 60 / 40 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.954
Two-way flow rate,(note-1) vp 1162 pc/h
Highest directional split proportion (note-2) 697 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM 45 mi/h
Observed volume, Vf 0 veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS - mi/h
Adj. for lane and shoulder width, fLS - mi/h
Adj. for access points, fA - mi/h
Free-flow speed, FFS 45.0 mi/h
Adjustment for no-passing zones, fnp 2.2 mi/h
Average travel speed, ATS 33.8 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.992
Two-way flow rate,(note-1) vp 1118 pc/h
Highest directional split proportion (note-2) 671
Base percent time-spent-following, BPTSF 62.6 %
Adj.for directional distribution and no-passing zones, fd/np 11.1
Percent time-spent-following, PTSF 73.6 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS D
Volume to capacity ratio, v/c 0.36
Peak 15-min vehicle-miles of travel, VMT15 416 veh-mi
Peak-hour vehicle-miles of travel, VMT60 1530 veh-mi
Peak 15-min total travel time, TT15 12.3 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst PJP
Agency/Co. Erdman Anthony
Date Performed 6/30/2009
Analysis Time Period AM with Road
Highway Route 13
From/To
Jurisdiction
Analysis Year ETC
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 1
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 1.5 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 1 /mi
Up/down %
Two-way hourly volume, V 1059 veh/h
Directional split 60 / 40 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.933
Two-way flow rate,(note-1) vp 1234 pc/h
Highest directional split proportion (note-2) 740 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 60.0 mi/h
Adj. for lane and shoulder width, fLS 0.0 mi/h
Adj. for access points, fA 0.3 mi/h
Free-flow speed, FFS 59.8 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 50.2 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 1165 pc/h
Highest directional split proportion (note-2) 699
Base percent time-spent-following, BPTSF 64.1 %
Adj.for directional distribution and no-passing zones, fd/np 0.0
Percent time-spent-following, PTSF 64.1 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS C
Volume to capacity ratio, v/c 0.39
Peak 15-min vehicle-miles of travel, VMT15 432 veh-mi
Peak-hour vehicle-miles of travel, VMT60 1589 veh-mi
Peak 15-min total travel time, TT15 8.6 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst PJP
Agency/Co. Erdman Anthony
Date Performed 6/30/2009
Analysis Time Period PM with Access Road
Highway Route 13
From/To
Jurisdiction
Analysis Year ETC
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 1
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 1.5 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 1 /mi
Up/down %
Two-way hourly volume, V 1025 veh/h
Directional split 52 / 48 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.933
Two-way flow rate,(note-1) vp 1194 pc/h
Highest directional split proportion (note-2) 621 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 60.0 mi/h
Adj. for lane and shoulder width, fLS 0.0 mi/h
Adj. for access points, fA 0.3 mi/h
Free-flow speed, FFS 59.8 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 50.5 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 1127 pc/h
Highest directional split proportion (note-2) 586
Base percent time-spent-following, BPTSF 62.9 %
Adj.for directional distribution and no-passing zones, fd/np 0.0
Percent time-spent-following, PTSF 62.9 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS C
Volume to capacity ratio, v/c 0.37
Peak 15-min vehicle-miles of travel, VMT15 418 veh-mi
Peak-hour vehicle-miles of travel, VMT60 1538 veh-mi
Peak 15-min total travel time, TT15 8.3 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst PJP
Agency/Co. Erdman Anthony
Date Performed 6/30/2009
Analysis Time Period AM with Road
Highway Route 13
From/To
Jurisdiction
Analysis Year ETC+10
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 1
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 1.5 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 1 /mi
Up/down %
Two-way hourly volume, V 1148 veh/h
Directional split 60 / 40 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.933
Two-way flow rate,(note-1) vp 1338 pc/h
Highest directional split proportion (note-2) 803 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 60.0 mi/h
Adj. for lane and shoulder width, fLS 0.0 mi/h
Adj. for access points, fA 0.3 mi/h
Free-flow speed, FFS 59.8 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 49.4 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 1263 pc/h
Highest directional split proportion (note-2) 758
Base percent time-spent-following, BPTSF 67.0 %
Adj.for directional distribution and no-passing zones, fd/np 0.0
Percent time-spent-following, PTSF 67.0 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS D
Volume to capacity ratio, v/c 0.42
Peak 15-min vehicle-miles of travel, VMT15 468 veh-mi
Peak-hour vehicle-miles of travel, VMT60 1722 veh-mi
Peak 15-min total travel time, TT15 9.5 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst PJP
Agency/Co. Erdman Anthony
Date Performed 6/30/2009
Analysis Time Period PM with Access Road
Highway Route 13
From/To
Jurisdiction
Analysis Year ETC+10
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 1
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 1.5 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 1 /mi
Up/down %
Two-way hourly volume, V 1111 veh/h
Directional split 52 / 48 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.933
Two-way flow rate,(note-1) vp 1295 pc/h
Highest directional split proportion (note-2) 673 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 60.0 mi/h
Adj. for lane and shoulder width, fLS 0.0 mi/h
Adj. for access points, fA 0.3 mi/h
Free-flow speed, FFS 59.8 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 49.7 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 1222 pc/h
Highest directional split proportion (note-2) 635
Base percent time-spent-following, BPTSF 65.8 %
Adj.for directional distribution and no-passing zones, fd/np 0.0
Percent time-spent-following, PTSF 65.8 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS D
Volume to capacity ratio, v/c 0.40
Peak 15-min vehicle-miles of travel, VMT15 453 veh-mi
Peak-hour vehicle-miles of travel, VMT60 1667 veh-mi
Peak 15-min total travel time, TT15 9.1 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst PJP
Agency/Co. Erdman Anthony
Date Performed 6/30/2009
Analysis Time Period AM with Road
Highway Route 13
From/To
Jurisdiction
Analysis Year ETC+20
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 1
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 1.5 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 1 /mi
Up/down %
Two-way hourly volume, V 1403 veh/h
Directional split 60 / 40 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.933
Two-way flow rate,(note-1) vp 1635 pc/h
Highest directional split proportion (note-2) 981 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 60.0 mi/h
Adj. for lane and shoulder width, fLS 0.0 mi/h
Adj. for access points, fA 0.3 mi/h
Free-flow speed, FFS 59.8 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 47.1 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 1543 pc/h
Highest directional split proportion (note-2) 926
Base percent time-spent-following, BPTSF 74.2 %
Adj.for directional distribution and no-passing zones, fd/np 0.0
Percent time-spent-following, PTSF 74.2 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS D
Volume to capacity ratio, v/c 0.51
Peak 15-min vehicle-miles of travel, VMT15 572 veh-mi
Peak-hour vehicle-miles of travel, VMT60 2105 veh-mi
Peak 15-min total travel time, TT15 12.2 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst PJP
Agency/Co. Erdman Anthony
Date Performed 6/30/2009
Analysis Time Period PM with Access Road
Highway Route 13
From/To
Jurisdiction
Analysis Year ETC+20
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 1
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 1.5 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 1 /mi
Up/down %
Two-way hourly volume, V 1439 veh/h
Directional split 52 / 48 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.933
Two-way flow rate,(note-1) vp 1677 pc/h
Highest directional split proportion (note-2) 872 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 60.0 mi/h
Adj. for lane and shoulder width, fLS 0.0 mi/h
Adj. for access points, fA 0.3 mi/h
Free-flow speed, FFS 59.8 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 46.7 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 1583 pc/h
Highest directional split proportion (note-2) 823
Base percent time-spent-following, BPTSF 75.1 %
Adj.for directional distribution and no-passing zones, fd/np 0.0
Percent time-spent-following, PTSF 75.1 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS D
Volume to capacity ratio, v/c 0.52
Peak 15-min vehicle-miles of travel, VMT15 587 veh-mi
Peak-hour vehicle-miles of travel, VMT60 2159 veh-mi
Peak 15-min total travel time, TT15 12.6 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst PJP
Agency/Co. Erdman Anthony
Date Performed 6/30/2009
Analysis Time Period AM
Highway Route 13
From/To
Jurisdiction
Analysis Year ETC without Access Road
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 1
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 1.5 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 1 /mi
Up/down %
Two-way hourly volume, V 850 veh/h
Directional split 60 / 40 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.933
Two-way flow rate,(note-1) vp 990 pc/h
Highest directional split proportion (note-2) 594 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 60.0 mi/h
Adj. for lane and shoulder width, fLS 0.0 mi/h
Adj. for access points, fA 0.3 mi/h
Free-flow speed, FFS 59.8 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 52.1 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 935 pc/h
Highest directional split proportion (note-2) 561
Base percent time-spent-following, BPTSF 56.0 %
Adj.for directional distribution and no-passing zones, fd/np 0.0
Percent time-spent-following, PTSF 56.0 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS C
Volume to capacity ratio, v/c 0.31
Peak 15-min vehicle-miles of travel, VMT15 346 veh-mi
Peak-hour vehicle-miles of travel, VMT60 1275 veh-mi
Peak 15-min total travel time, TT15 6.6 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst PJP
Agency/Co. Erdman Anthony
Date Performed 6/30/2009
Analysis Time Period PM
Highway Route 13
From/To
Jurisdiction
Analysis Year ETC without Access Road
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 1
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 1.5 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 1 /mi
Up/down %
Two-way hourly volume, V 821 veh/h
Directional split 52 / 48 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.933
Two-way flow rate,(note-1) vp 957 pc/h
Highest directional split proportion (note-2) 498 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 60.0 mi/h
Adj. for lane and shoulder width, fLS 0.0 mi/h
Adj. for access points, fA 0.3 mi/h
Free-flow speed, FFS 59.8 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 52.3 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 903 pc/h
Highest directional split proportion (note-2) 470
Base percent time-spent-following, BPTSF 54.8 %
Adj.for directional distribution and no-passing zones, fd/np 0.0
Percent time-spent-following, PTSF 54.8 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS C
Volume to capacity ratio, v/c 0.30
Peak 15-min vehicle-miles of travel, VMT15 335 veh-mi
Peak-hour vehicle-miles of travel, VMT60 1232 veh-mi
Peak 15-min total travel time, TT15 6.4 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst PJP
Agency/Co. Erdman Anthony
Date Performed 6/30/2009
Analysis Time Period AM
Highway Route 13
From/To
Jurisdiction
Analysis Year ETC+10 without Access Road
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 1
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 1.5 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 1 /mi
Up/down %
Two-way hourly volume, V 938 veh/h
Directional split 60 / 40 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.933
Two-way flow rate,(note-1) vp 1093 pc/h
Highest directional split proportion (note-2) 656 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 60.0 mi/h
Adj. for lane and shoulder width, fLS 0.0 mi/h
Adj. for access points, fA 0.3 mi/h
Free-flow speed, FFS 59.8 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 51.3 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 1032 pc/h
Highest directional split proportion (note-2) 619
Base percent time-spent-following, BPTSF 59.6 %
Adj.for directional distribution and no-passing zones, fd/np 0.0
Percent time-spent-following, PTSF 59.6 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS C
Volume to capacity ratio, v/c 0.34
Peak 15-min vehicle-miles of travel, VMT15 382 veh-mi
Peak-hour vehicle-miles of travel, VMT60 1407 veh-mi
Peak 15-min total travel time, TT15 7.5 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst PJP
Agency/Co. Erdman Anthony
Date Performed 6/30/2009
Analysis Time Period PM
Highway Route 13
From/To
Jurisdiction
Analysis Year ETC+10 without Access Road
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 1
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 1.5 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 1 /mi
Up/down %
Two-way hourly volume, V 906 veh/h
Directional split 52 / 48 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.933
Two-way flow rate,(note-1) vp 1056 pc/h
Highest directional split proportion (note-2) 549 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 60.0 mi/h
Adj. for lane and shoulder width, fLS 0.0 mi/h
Adj. for access points, fA 0.3 mi/h
Free-flow speed, FFS 59.8 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 51.6 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 997 pc/h
Highest directional split proportion (note-2) 518
Base percent time-spent-following, BPTSF 58.4 %
Adj.for directional distribution and no-passing zones, fd/np 0.0
Percent time-spent-following, PTSF 58.4 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS C
Volume to capacity ratio, v/c 0.33
Peak 15-min vehicle-miles of travel, VMT15 369 veh-mi
Peak-hour vehicle-miles of travel, VMT60 1359 veh-mi
Peak 15-min total travel time, TT15 7.2 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst PJP
Agency/Co. Erdman Anthony
Date Performed 6/30/2009
Analysis Time Period AM
Highway Route 13
From/To
Jurisdiction
Analysis Year ETC+20 without Access Road
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 1
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 1.5 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 1 /mi
Up/down %
Two-way hourly volume, V 1041 veh/h
Directional split 60 / 40 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.933
Two-way flow rate,(note-1) vp 1213 pc/h
Highest directional split proportion (note-2) 728 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 60.0 mi/h
Adj. for lane and shoulder width, fLS 0.0 mi/h
Adj. for access points, fA 0.3 mi/h
Free-flow speed, FFS 59.8 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 50.3 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 1145 pc/h
Highest directional split proportion (note-2) 687
Base percent time-spent-following, BPTSF 63.4 %
Adj.for directional distribution and no-passing zones, fd/np 0.0
Percent time-spent-following, PTSF 63.4 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS C
Volume to capacity ratio, v/c 0.38
Peak 15-min vehicle-miles of travel, VMT15 424 veh-mi
Peak-hour vehicle-miles of travel, VMT60 1562 veh-mi
Peak 15-min total travel time, TT15 8.4 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst PJP
Agency/Co. Erdman Anthony
Date Performed 6/30/2009
Analysis Time Period PM
Highway Route 13
From/To
Jurisdiction
Analysis Year ETC+20 without Access Road
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 1
Shoulder width 8.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 1.5 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 1 /mi
Up/down %
Two-way hourly volume, V 1006 veh/h
Directional split 52 / 48 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.6*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.933
Two-way flow rate,(note-1) vp 1172 pc/h
Highest directional split proportion (note-2) 609 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 60.0 mi/h
Adj. for lane and shoulder width, fLS 0.0 mi/h
Adj. for access points, fA 0.3 mi/h
Free-flow speed, FFS 59.8 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 50.7 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 1107 pc/h
Highest directional split proportion (note-2) 576
Base percent time-spent-following, BPTSF 62.2 %
Adj.for directional distribution and no-passing zones, fd/np 0.0
Percent time-spent-following, PTSF 62.2 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS C
Volume to capacity ratio, v/c 0.37
Peak 15-min vehicle-miles of travel, VMT15 410 veh-mi
Peak-hour vehicle-miles of travel, VMT60 1509 veh-mi
Peak 15-min total travel time, TT15 8.1 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst JMD
Agency/Co. Erdman Anthony
Date Performed 10/06/09
Analysis Time Period AM (No Road)
Highway 5th Street
From/To Old Ithaca Road / E Street
Jurisdiction
Analysis Year ETC
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 4.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 0.1 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 5 /mi
Up/down %
Two-way hourly volume, V 243 veh/h
Directional split 66 / 34 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 2.0*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.893
Two-way flow rate,(note-1) vp 296 pc/h
Highest directional split proportion (note-2) 195 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 45.0 mi/h
Adj. for lane and shoulder width, fLS 1.3 mi/h
Adj. for access points, fA 1.3 mi/h
Free-flow speed, FFS 42.5 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 40.2 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 267 pc/h
Highest directional split proportion (note-2) 176
Base percent time-spent-following, BPTSF 20.9 %
Adj.for directional distribution and no-passing zones, fd/np 1.7
Percent time-spent-following, PTSF 22.6 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS A
Volume to capacity ratio, v/c 0.09
Peak 15-min vehicle-miles of travel, VMT15 7 veh-mi
Peak-hour vehicle-miles of travel, VMT60 24 veh-mi
Peak 15-min total travel time, TT15 0.2 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst JMD
Agency/Co. Erdman Anthony
Date Performed 10/06/09
Analysis Time Period PM (No Road)
Highway 5th Street
From/To Old Ithaca Road / E Street
Jurisdiction
Analysis Year ETC
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 4.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 0.1 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 5 /mi
Up/down %
Two-way hourly volume, V 164 veh/h
Directional split 66 / 34 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 2.0*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.893
Two-way flow rate,(note-1) vp 200 pc/h
Highest directional split proportion (note-2) 132 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 45.0 mi/h
Adj. for lane and shoulder width, fLS 1.3 mi/h
Adj. for access points, fA 1.3 mi/h
Free-flow speed, FFS 42.5 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 40.9 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 180 pc/h
Highest directional split proportion (note-2) 119
Base percent time-spent-following, BPTSF 14.6 %
Adj.for directional distribution and no-passing zones, fd/np 2.5
Percent time-spent-following, PTSF 17.1 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS A
Volume to capacity ratio, v/c 0.06
Peak 15-min vehicle-miles of travel, VMT15 4 veh-mi
Peak-hour vehicle-miles of travel, VMT60 16 veh-mi
Peak 15-min total travel time, TT15 0.1 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst JMD
Agency/Co. Erdman Anthony
Date Performed 10/06/09
Analysis Time Period AM (No Road)
Highway 5th Street
From/To Old Ithaca Road / E Street
Jurisdiction
Analysis Year ETC+20
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 4.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 0.1 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 5 /mi
Up/down %
Two-way hourly volume, V 423 veh/h
Directional split 66 / 34 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 2.0*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.893
Two-way flow rate,(note-1) vp 515 pc/h
Highest directional split proportion (note-2) 340 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 45.0 mi/h
Adj. for lane and shoulder width, fLS 1.3 mi/h
Adj. for access points, fA 1.3 mi/h
Free-flow speed, FFS 42.5 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 38.5 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 465 pc/h
Highest directional split proportion (note-2) 307
Base percent time-spent-following, BPTSF 33.6 %
Adj.for directional distribution and no-passing zones, fd/np 0.3
Percent time-spent-following, PTSF 33.9 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS A
Volume to capacity ratio, v/c 0.16
Peak 15-min vehicle-miles of travel, VMT15 11 veh-mi
Peak-hour vehicle-miles of travel, VMT60 42 veh-mi
Peak 15-min total travel time, TT15 0.3 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst JMD
Agency/Co. Erdman Anthony
Date Performed 10/06/09
Analysis Time Period PM (No Road)
Highway 5th Street
From/To Old Ithaca Road / E Street
Jurisdiction
Analysis Year ETC+20
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 4.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 0.1 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 5 /mi
Up/down %
Two-way hourly volume, V 322 veh/h
Directional split 66 / 34 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 2.0*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.893
Two-way flow rate,(note-1) vp 392 pc/h
Highest directional split proportion (note-2) 259 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 45.0 mi/h
Adj. for lane and shoulder width, fLS 1.3 mi/h
Adj. for access points, fA 1.3 mi/h
Free-flow speed, FFS 42.5 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 39.4 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 354 pc/h
Highest directional split proportion (note-2) 234
Base percent time-spent-following, BPTSF 26.7 %
Adj.for directional distribution and no-passing zones, fd/np 0.9
Percent time-spent-following, PTSF 27.7 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS A
Volume to capacity ratio, v/c 0.12
Peak 15-min vehicle-miles of travel, VMT15 9 veh-mi
Peak-hour vehicle-miles of travel, VMT60 32 veh-mi
Peak 15-min total travel time, TT15 0.2 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst JMD
Agency/Co. Erdman Anthony
Date Performed 10/06/09
Analysis Time Period AM (W/ Road)
Highway 5th Street
From/To Old Ithaca Road / E Street
Jurisdiction
Analysis Year ETC
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 4.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 0.1 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 5 /mi
Up/down %
Two-way hourly volume, V 384 veh/h
Directional split 66 / 34 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 2.0*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.893
Two-way flow rate,(note-1) vp 467 pc/h
Highest directional split proportion (note-2) 308 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 45.0 mi/h
Adj. for lane and shoulder width, fLS 1.3 mi/h
Adj. for access points, fA 1.3 mi/h
Free-flow speed, FFS 42.5 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 38.8 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 422 pc/h
Highest directional split proportion (note-2) 279
Base percent time-spent-following, BPTSF 31.0 %
Adj.for directional distribution and no-passing zones, fd/np 0.4
Percent time-spent-following, PTSF 31.4 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS A
Volume to capacity ratio, v/c 0.15
Peak 15-min vehicle-miles of travel, VMT15 10 veh-mi
Peak-hour vehicle-miles of travel, VMT60 38 veh-mi
Peak 15-min total travel time, TT15 0.3 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst JMD
Agency/Co. Erdman Anthony
Date Performed 10/06/09
Analysis Time Period PM (W/ Road)
Highway 5th Street
From/To Old Ithaca Road / E Street
Jurisdiction
Analysis Year ETC
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 4.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 0.1 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 5 /mi
Up/down %
Two-way hourly volume, V 364 veh/h
Directional split 66 / 34 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 2.0*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.893
Two-way flow rate,(note-1) vp 443 pc/h
Highest directional split proportion (note-2) 292 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 45.0 mi/h
Adj. for lane and shoulder width, fLS 1.3 mi/h
Adj. for access points, fA 1.3 mi/h
Free-flow speed, FFS 42.5 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 39.0 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 400 pc/h
Highest directional split proportion (note-2) 264
Base percent time-spent-following, BPTSF 29.6 %
Adj.for directional distribution and no-passing zones, fd/np 0.5
Percent time-spent-following, PTSF 30.1 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS A
Volume to capacity ratio, v/c 0.14
Peak 15-min vehicle-miles of travel, VMT15 10 veh-mi
Peak-hour vehicle-miles of travel, VMT60 36 veh-mi
Peak 15-min total travel time, TT15 0.3 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst JMD
Agency/Co. Erdman Anthony
Date Performed 10/06/09
Analysis Time Period AM (W/ Road)
Highway 5th Street
From/To Old Ithaca Road / E Street
Jurisdiction
Analysis Year ETC+20
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 4.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 0.1 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 5 /mi
Up/down %
Two-way hourly volume, V 663 veh/h
Directional split 65 / 35 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 2.0*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.893
Two-way flow rate,(note-1) vp 807 pc/h
Highest directional split proportion (note-2) 525 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 45.0 mi/h
Adj. for lane and shoulder width, fLS 1.3 mi/h
Adj. for access points, fA 1.3 mi/h
Free-flow speed, FFS 42.5 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 36.2 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 729 pc/h
Highest directional split proportion (note-2) 474
Base percent time-spent-following, BPTSF 47.3 %
Adj.for directional distribution and no-passing zones, fd/np 0.0
Percent time-spent-following, PTSF 47.3 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS B
Volume to capacity ratio, v/c 0.25
Peak 15-min vehicle-miles of travel, VMT15 18 veh-mi
Peak-hour vehicle-miles of travel, VMT60 66 veh-mi
Peak 15-min total travel time, TT15 0.5 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst JMD
Agency/Co. Erdman Anthony
Date Performed 10/06/09
Analysis Time Period PM (W/ Road)
Highway 5th Street
From/To Old Ithaca Road / E Street
Jurisdiction
Analysis Year ETC+20
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 4.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 0.1 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 5 /mi
Up/down %
Two-way hourly volume, V 773 veh/h
Directional split 80 / 20 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 2.0*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.893
Two-way flow rate,(note-1) vp 941 pc/h
Highest directional split proportion (note-2) 753 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 45.0 mi/h
Adj. for lane and shoulder width, fLS 1.3 mi/h
Adj. for access points, fA 1.3 mi/h
Free-flow speed, FFS 42.5 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 35.1 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 850 pc/h
Highest directional split proportion (note-2) 680
Base percent time-spent-following, BPTSF 52.6 %
Adj.for directional distribution and no-passing zones, fd/np 0.0
Percent time-spent-following, PTSF 52.6 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS B
Volume to capacity ratio, v/c 0.29
Peak 15-min vehicle-miles of travel, VMT15 21 veh-mi
Peak-hour vehicle-miles of travel, VMT60 77 veh-mi
Peak 15-min total travel time, TT15 0.6 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst JMD
Agency/Co. Erdman Anthony
Date Performed 10/06/09
Analysis Time Period AM (No Road)
Highway E Street
From/To Schlumberger/ 5th Street
Jurisdiction
Analysis Year ETC
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 4.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 0.1 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 5 /mi
Up/down %
Two-way hourly volume, V 174 veh/h
Directional split 66 / 34 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 2.0*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.893
Two-way flow rate,(note-1) vp 212 pc/h
Highest directional split proportion (note-2) 140 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 45.0 mi/h
Adj. for lane and shoulder width, fLS 1.3 mi/h
Adj. for access points, fA 1.3 mi/h
Free-flow speed, FFS 42.5 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 40.8 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 191 pc/h
Highest directional split proportion (note-2) 126
Base percent time-spent-following, BPTSF 15.5 %
Adj.for directional distribution and no-passing zones, fd/np 2.4
Percent time-spent-following, PTSF 17.9 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS A
Volume to capacity ratio, v/c 0.07
Peak 15-min vehicle-miles of travel, VMT15 5 veh-mi
Peak-hour vehicle-miles of travel, VMT60 17 veh-mi
Peak 15-min total travel time, TT15 0.1 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst JMD
Agency/Co. Erdman Anthony
Date Performed 10/06/09
Analysis Time Period PM (W/ Road)
Highway 5th Street
From/To Old Ithaca Road / E Street
Jurisdiction
Analysis Year ETC
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 4.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 0.1 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 5 /mi
Up/down %
Two-way hourly volume, V 364 veh/h
Directional split 74 / 26 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 2.0*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.893
Two-way flow rate,(note-1) vp 443 pc/h
Highest directional split proportion (note-2) 328 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 45.0 mi/h
Adj. for lane and shoulder width, fLS 1.3 mi/h
Adj. for access points, fA 1.3 mi/h
Free-flow speed, FFS 42.5 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 39.0 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 400 pc/h
Highest directional split proportion (note-2) 296
Base percent time-spent-following, BPTSF 29.6 %
Adj.for directional distribution and no-passing zones, fd/np 1.3
Percent time-spent-following, PTSF 30.9 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS A
Volume to capacity ratio, v/c 0.14
Peak 15-min vehicle-miles of travel, VMT15 10 veh-mi
Peak-hour vehicle-miles of travel, VMT60 36 veh-mi
Peak 15-min total travel time, TT15 0.3 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst JMD
Agency/Co. Erdman Anthony
Date Performed 10/06/09
Analysis Time Period AM (No Road)
Highway 5th Street
From/To Old Ithaca Road / E Street
Jurisdiction
Analysis Year ETC+20
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 4.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 0.1 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 5 /mi
Up/down %
Two-way hourly volume, V 323 veh/h
Directional split 66 / 34 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 2.0*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.893
Two-way flow rate,(note-1) vp 393 pc/h
Highest directional split proportion (note-2) 259 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 45.0 mi/h
Adj. for lane and shoulder width, fLS 1.3 mi/h
Adj. for access points, fA 1.3 mi/h
Free-flow speed, FFS 42.5 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 39.4 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 355 pc/h
Highest directional split proportion (note-2) 234
Base percent time-spent-following, BPTSF 26.8 %
Adj.for directional distribution and no-passing zones, fd/np 0.9
Percent time-spent-following, PTSF 27.7 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS A
Volume to capacity ratio, v/c 0.12
Peak 15-min vehicle-miles of travel, VMT15 9 veh-mi
Peak-hour vehicle-miles of travel, VMT60 32 veh-mi
Peak 15-min total travel time, TT15 0.2 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst JMD
Agency/Co. Erdman Anthony
Date Performed 10/06/09
Analysis Time Period PM (W/ Road)
Highway 5th Street
From/To Old Ithaca Road / E Street
Jurisdiction
Analysis Year ETC+20
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 4.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 0.1 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 5 /mi
Up/down %
Two-way hourly volume, V 773 veh/h
Directional split 80 / 20 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 2.0*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.893
Two-way flow rate,(note-1) vp 941 pc/h
Highest directional split proportion (note-2) 753 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 45.0 mi/h
Adj. for lane and shoulder width, fLS 1.3 mi/h
Adj. for access points, fA 1.3 mi/h
Free-flow speed, FFS 42.5 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 35.1 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 850 pc/h
Highest directional split proportion (note-2) 680
Base percent time-spent-following, BPTSF 52.6 %
Adj.for directional distribution and no-passing zones, fd/np 0.0
Percent time-spent-following, PTSF 52.6 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS B
Volume to capacity ratio, v/c 0.29
Peak 15-min vehicle-miles of travel, VMT15 21 veh-mi
Peak-hour vehicle-miles of travel, VMT60 77 veh-mi
Peak 15-min total travel time, TT15 0.6 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst JMD
Agency/Co. Erdman Anthony
Date Performed 10/06/09
Analysis Time Period AM (W/ Road)
Highway E Street
From/To Schlumberger/ 5th Street
Jurisdiction
Analysis Year ETC
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 4.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 0.1 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 5 /mi
Up/down %
Two-way hourly volume, V 266 veh/h
Directional split 66 / 34 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 2.0*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.893
Two-way flow rate,(note-1) vp 324 pc/h
Highest directional split proportion (note-2) 214 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 45.0 mi/h
Adj. for lane and shoulder width, fLS 1.3 mi/h
Adj. for access points, fA 1.3 mi/h
Free-flow speed, FFS 42.5 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 39.9 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 293 pc/h
Highest directional split proportion (note-2) 193
Base percent time-spent-following, BPTSF 22.7 %
Adj.for directional distribution and no-passing zones, fd/np 1.5
Percent time-spent-following, PTSF 24.2 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS A
Volume to capacity ratio, v/c 0.10
Peak 15-min vehicle-miles of travel, VMT15 7 veh-mi
Peak-hour vehicle-miles of travel, VMT60 27 veh-mi
Peak 15-min total travel time, TT15 0.2 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst JMD
Agency/Co. Erdman Anthony
Date Performed 10/06/09
Analysis Time Period PM (W/ Road)
Highway E Street
From/To Schlumburger/ 5th Street
Jurisdiction
Analysis Year ETC
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 4.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 0.1 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 5 /mi
Up/down %
Two-way hourly volume, V 252 veh/h
Directional split 66 / 34 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 2.0*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.893
Two-way flow rate,(note-1) vp 307 pc/h
Highest directional split proportion (note-2) 203 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 45.0 mi/h
Adj. for lane and shoulder width, fLS 1.3 mi/h
Adj. for access points, fA 1.3 mi/h
Free-flow speed, FFS 42.5 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 40.1 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 277 pc/h
Highest directional split proportion (note-2) 183
Base percent time-spent-following, BPTSF 21.6 %
Adj.for directional distribution and no-passing zones, fd/np 1.6
Percent time-spent-following, PTSF 23.2 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS A
Volume to capacity ratio, v/c 0.10
Peak 15-min vehicle-miles of travel, VMT15 7 veh-mi
Peak-hour vehicle-miles of travel, VMT60 25 veh-mi
Peak 15-min total travel time, TT15 0.2 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst JMD
Agency/Co. Erdman Anthony
Date Performed 10/06/09
Analysis Time Period AM (W/ Road)
Highway E Street
From/To Schlumburger/ 5th Street
Jurisdiction
Analysis Year ETC+20
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 4.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 0.1 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 5 /mi
Up/down %
Two-way hourly volume, V 451 veh/h
Directional split 66 / 34 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 2.0*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.893
Two-way flow rate,(note-1) vp 549 pc/h
Highest directional split proportion (note-2) 362 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 45.0 mi/h
Adj. for lane and shoulder width, fLS 1.3 mi/h
Adj. for access points, fA 1.3 mi/h
Free-flow speed, FFS 42.5 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 38.2 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 496 pc/h
Highest directional split proportion (note-2) 327
Base percent time-spent-following, BPTSF 35.3 %
Adj.for directional distribution and no-passing zones, fd/np 0.3
Percent time-spent-following, PTSF 35.6 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS A
Volume to capacity ratio, v/c 0.17
Peak 15-min vehicle-miles of travel, VMT15 12 veh-mi
Peak-hour vehicle-miles of travel, VMT60 45 veh-mi
Peak 15-min total travel time, TT15 0.3 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
HCS+: Two-Lane Highways Release 4.1f
Jacob Deyo
Erdman Anthony
Phone: Fax:
E-Mail:
___________________Two-Way Two-Lane Highway Segment Analysis__________________
Analyst JMD
Agency/Co. Erdman Anthony
Date Performed 10/06/09
Analysis Time Period PM (W/ Road)
Highway E Street
From/To Schlumburger/ 5th Street
Jurisdiction
Analysis Year ETC+20
Description Center @ Horseheads Connector Road
___________________________________Input Data_________________________________
Highway class Class 2
Shoulder width 4.0 ft Peak-hour factor, PHF 0.92
Lane width 12.0 ft % Trucks and buses 12 %
Segment length 0.1 mi % Recreational vehicles 0 %
Terrain type Level % No-passing zones 0 %
Grade: Length mi Access points/mi 5 /mi
Up/down %
Two-way hourly volume, V 499 veh/h
Directional split 66 / 34 %
____________________________Average Travel Speed______________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 2.0*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, 0.893
Two-way flow rate,(note-1) vp 607 pc/h
Highest directional split proportion (note-2) 401 pc/h
Free-Flow Speed from Field Measurement:
Field measured speed, SFM - mi/h
Observed volume, Vf - veh/h
Estimated Free-Flow Speed:
Base free-flow speed, BFFS 45.0 mi/h
Adj. for lane and shoulder width, fLS 1.3 mi/h
Adj. for access points, fA 1.3 mi/h
Free-flow speed, FFS 42.5 mi/h
Adjustment for no-passing zones, fnp 0.0 mi/h
Average travel speed, ATS 37.7 mi/h
__________________________Percent Time-Spent-Following________________________
Grade adjustment factor, fG 1.00
PCE for trucks, ET 1.1*
PCE for RVs, ER 1.0
Heavy-vehicle adjustment factor, fHV 0.988
Two-way flow rate,(note-1) vp 549 pc/h
Highest directional split proportion (note-2) 362
Base percent time-spent-following, BPTSF 38.3 %
Adj.for directional distribution and no-passing zones, fd/np 0.1
Percent time-spent-following, PTSF 38.4 %
________________Level of Service and Other Performance Measures_______________
Level of service, LOS A
Volume to capacity ratio, v/c 0.19
Peak 15-min vehicle-miles of travel, VMT15 14 veh-mi
Peak-hour vehicle-miles of travel, VMT60 50 veh-mi
Peak 15-min total travel time, TT15 0.4 veh-h
______________________________________________________________________________
Notes:
1. If vp >= 3200 pc/h, terminate analysis-the LOS is F.
2. If highest directional split vp >= 1700 pc/h, terminate
analysis-the LOS is F.
* These items have been entered or edited to override calculated value
SHEET OF SUB-SHEET NO.
BY JMD DATE CKD PJP DATE
PROJECT NAME & NO.
CLIENT Village of HorseheadsSUBJECT Design Year Traffic Analysis (Hanover Square Analysis)
Analysis Approach:
Because of the unique geometry and control of the Hanover Square intersection, five legs with one free move standard software like Syncro, HCS and SIDRAwere unable to properly analyze the capacity of Hanover Square. Because of this a modified analysis approach was developed. This modified approachinvolves simplifying the intersection into a four legged AWSC intersection and analyzing it using HCS 2000. From here the delay caused by cars weighting for the free movements is analyzed by hand using methods found in HCM 2000 chapter 17. These two delays are then added togather to find the totla delayafor each movement. The intersection delay is the weighted average of thesemovement delays.
Movement Labels and Description:
N. Main St Old Ithaca Road
12 Westbound
11
10 8
Southbound 9 7 Northbound
16 15 14 13 6
5
E. Franklin St.
17 1 2 3 4
Eastbound 18 Free Movement
19
20
S. Main St
- Stop Controlled Movements
- Free Movement (No Delay)
- Combine as single movement for HCS input
6/3/2009 7/3/2009
SHEET OF SUB-SHEET NO.
BY JMD DATE CKD PJP DATE
PROJECT NAME & NO.
CLIENT Village of HorseheadsSUBJECT Design Year Traffic Analysis (Hanover Square Analysis)
6/3/2009 7/3/2009
HCS 2000 Inputs:
Because HCS 2000 only has 3 inputs for each intersection leg some stop control movements must be added together and treated as one movement in order to beanalyzed as an AWSC intersection.
HCS Input Volume Input
Eastbound Left V17
Eastbound Through V18
Eastbound Right V19+V20
Westbound Left V9
Westbound Through V10
Westbound Right. V11+V12
Northbound Left V5
Northbound Through V6
Northbound Right V7+V8
Southbound Left V13+V14
Southbound Through V15
Southbound Right V16
Determine Conflicting Traffic Volumes:
Determine the conflicting volume caused by the free movement for each stop controlled movement.
VC5 = V1 + V2 + V3
VC6 = V1 + V2 + V3
VC7 = V1 + V2 + V3
VC8 = V1 + V2 + V3
VC9 = V1 + V2 + V3 + V4
VC10 = V1 + V2
VC11 = V1 + V2
VC12 = V1 + V2
VC13 = V1 + V2 + V3
VC14 = V1 + V2 + V3 + V4
VC15 = V1 + V2
VC16 = V1
VC17 = V1 + V2 + V3
VC18 = V1 + V2 + V3
VC19 = V1 + V2 + V3 + V4
VC20 = Free
SHEET OF SUB-SHEET NO.
BY JMD DATE CKD PJP DATE
PROJECT NAME & NO.
CLIENT Village of HorseheadsSUBJECT Design Year Traffic Analysis (Hanover Square Analysis)
6/3/2009 7/3/2009
Determine Capacity of Each Movement
Because queuing in priority lane is not anticipated there is no impedancetherefore Cp = Cm
(HCM 2000 17-3)
Assume no pedestrian impedance.
Determine Shared Lane Capacity:
(HCM 2000 17-15)
Shared Volume (VSH)
Movement Saturation
Shared Capacity
Shared Saturation
Determine Delay:
Determine the delay using this equation which is a slight modification of the equationfound in the Highway Capacity Manual 2000 edition.
dAWSC - Value from HCS 2000 output by lane.
Determine Overall Delay:
The overall delay is the weighted average of all the lane delays.
3600
*
3600
*
/1
/
fCN
CCN
tV
tV
CNMNe
eVC
−
−
−=
Σ
Σ=
MN
n
n
nn
SH
C
V
VC
nn
SH VV Σ=
SH
n
mC
VS =
∑= SH
SH
VC
SH
SHSH
C
VS =
Cd T
3600=
Σ
Σ=
MN
n
n
tSHn
C
V
dVd
*
SHEET OF SUB-SHEET NO.
BY JMD DATE 06/11/09 CKD DATE
PROJECT NAME & NO. The Center @ Horseheads Connector Road
CLIENT Chemung County
SUBJECT Trip Generation
ECT & ETC+10 - (WAREHOUSING 20% NEW SCHLUMBERGER & FOOD BANK FACILITYS)
West Brothers, Kayden Industries & Bottling Group LLC
ITE Land Use Code 140 (Manufacturing)
A.M. Peak Hour of Generator P.M. Peak Hour of Generator Weekday
Employees = 150 Ln(T) = 0.89 Ln(X) + 0.11 Ln(T) = 0.82 Ln(X) + 0.31 T = 1.75(X) + 245.96
T = 96 T = 83 T = 508
Enter Exit Total Enter Exit Total Enter Exit Total
80% 20% 48% 52% 50% 50%
77 19 96 40 43 83 254 254 508
Parcel B ( Thomas & Betts)
ITE Land Use Code 140 (Manufacturing)
A.M. Peak Hour of Generator P.M. Peak Hour of Generator Weekday
Employees = 200 Ln(T) = 0.89 Ln(X) + 0.11 Ln(T) = 0.82 Ln(X) + 0.31 T = 1.75(X) + 245.96
T = 125 T = 105 T = 596
Enter Exit Total Enter Exit Total Enter Exit Total
80% 20% 48% 52% 50% 50%
100 25 125 50 55 105 298 298 596
Parcel E (Schlumberger)
ITE Land Use Code 140 (Manufacturing)
A.M. Peak Hour of Generator P.M. Peak Hour of Generator Weekday
Employees = 200 Ln(T) = 0.89 Ln(X) + 0.11 Ln(T) = 0.82 Ln(X) + 0.31 T = 1.75(X) + 245.96
T = 125 T = 105 T = 596
Enter Exit Total Enter Exit Total Enter Exit Total
80% 20% 48% 52% 50% 50%
100 25 125 50 55 105 298 298 596
Parcel F (food bank)
ITE Land Use Code 150 (Warehousing)
A.M. Peak Hour of Generator P.M. Peak Hour of Generator Weekday
Area (1000SF)= 123 T = 0.39(X) + 63.12 T = 0.46(X) + 53.12 T = 3.68(X) + 350.27
T = 111 T = 53 T = 803
Enter Exit Total Enter Exit Total Enter Exit Total
59% 41% 8% 92% 50% 50%
66 46 111 4 49 53 401 401 803
Warehousing (1000 Sq. Feet Gross Floor Area)
ITE Land Use Code 150 (Warehousing)
A.M. Peak Hour of Generator P.M. Peak Hour of Generator Weekday
Area (1000SF)= 347 T = 0.39(X) + 63.12 T = 0.46(X) + 53.12 T = 3.68(X) + 350.27
T = 199 T = 213 T = 1628
Enter Exit Total Enter Exit Total Enter Exit Total
59% 41% 8% 92% 50% 50%
117 81 199 17 196 213 814 814 1628
Total Trips = 70% 30% Total 29% 71% Total Total
459 196 655 162 397 559 4131
SHEET OF SUB-SHEET NO.
BY JMD DATE 06/11/09 CKD DATE
PROJECT NAME & NO. The Center @ Horseheads Connector Road
CLIENT Chemung County
SUBJECT Trip Generation
ECT+20- (WAREHOUSING 90%)
West Brothers, Kayden Industries & Bottling Group LLC
ITE Land Use Code 140 (Manufacturing)
A.M. Peak Hour of Generator P.M. Peak Hour of Generator Weekday
Employees = 150 Ln(T) = 0.89 Ln(X) + 0.11 Ln(T) = 0.82 Ln(X) + 0.31 T = 1.75(X) + 245.96
T = 96 T = 83 T = 508
Enter Exit Total Enter Exit Total Enter Exit Total
80% 20% 48% 52% 50% 50%
77 19 96 40 43 83 254 254 508
Parcel B ( Thomas & Betts)
ITE Land Use Code 140 (Manufacturing)
A.M. Peak Hour of Generator P.M. Peak Hour of Generator Weekday
Employees = 200 Ln(T) = 0.89 Ln(X) + 0.11 Ln(T) = 0.82 Ln(X) + 0.31 T = 1.75(X) + 245.96
T = 125 T = 105 T = 596
Enter Exit Total Enter Exit Total Enter Exit Total
80% 20% 48% 52% 50% 50%
100 25 125 50 55 105 298 298 596
Parcel E (Schlumberger)
ITE Land Use Code 140 (Manufacturing)
A.M. Peak Hour of Generator P.M. Peak Hour of Generator Weekday
Employees = 200 Ln(T) = 0.89 Ln(X) + 0.11 Ln(T) = 0.82 Ln(X) + 0.31 T = 1.75(X) + 245.96
T = 125 T = 105 T = 596
Enter Exit Total Enter Exit Total Enter Exit Total
80% 20% 48% 52% 50% 50%
100 25 125 50 55 105 298 298 596
Parcel F (food bank)
ITE Land Use Code 150 (Warehousing)
A.M. Peak Hour of Generator P.M. Peak Hour of Generator Weekday
Area (1000SF)= 123 T = 0.39(X) + 63.12 T = 0.46(X) + 53.12 T = 3.68(X) + 350.27
T = 111 T = 53 T = 803
Enter Exit Total Enter Exit Total Enter Exit Total
59% 41% 8% 92% 50% 50%
66 46 111 4 49 53 401 401 803
Warehousing (1000 Sq. Feet Gross Floor Area)
ITE Land Use Code 150 (Warehousing)
A.M. Peak Hour of Generator P.M. Peak Hour of Generator Weekday
Area (1000SF)= 1,562 T = 0.39(X) + 63.12 T = 0.46(X) + 53.12 T = 3.68(X) + 350.27
T = 672 T = 772 T = 6100
Enter Exit Total Enter Exit Total Enter Exit Total
59% 41% 8% 92% 50% 50%
397 276 672 62 710 772 3050 3050 6100
Total Trips = 65% 35% Total 18% 82% Total Total
739 390 1129 207 911 1118 8603
1 15SHEET OF SUB-SHEET NO.
BY JMD DATE CKD DATE
PROJECT NAME & NO.
CLIENT Village of Horseheads
SIGNAL WARRANT ANALYSIS: ROUTE 13 & CONNECTOR ROAD
Reference: FHWA Manual on Uniform Traffic Control Devices 2003 Edition, Chapter 4C Warrants
NYS Supplement MUTCD, 2003 Edition, Chapter 4C Warrants
Background Data:
Artery: Route 13 Growth Factor: 1.0%
Collector: Connector Road
Traffic Volumes:
Artery (Total of both approaches, incl. aux lanes)
Collector (Highest of either approach, 1 dir only)
* If 8th highest hour is not known, use 0.6 x peak hour.
Number of approach lanes. 85th % Speed = 73.5 mph
Artery: 2
Collector: 1
Warrant 1 - Eight-Hour Vehicular Volume
85th percentile speed exceed 40 mph? Yes
OR
Is intersection within built up area of an isolated community having population les than 10,000? Y/N
If the answer is yes to either question, then the 70% of columns may be used in the place of the 100% column. Yes
Condition A - Min Vehicular Volume
Major Minor 100% 80% 70% 56% 100% 80% 70% 56%
1 1 500 400 350 280 150 120 105 84
2 or more 1 600 480 420 336 150 120 105 84
2 or more 2 or more 600 480 420 336 200 160 140 112
1 2 or more 500 400 350 280 200 160 140 112
Condition B - Interruption of Continuous Traffic
Major Minor 100% 80% 70% 56% 100% 80% 70% 56%
1….. 1….. 750 600 525 420 75 60 53 42
2 or more 1….. 900 720 630 504 75 60 53 42
2 or more 2 or more 900 720 630 504 100 80 70 56
1….. 2 or more 750 600 525 420 100 80 70 56
Major # of Lanes: 2 VPH on Artery 499 A is met at 70%
Minor # of Lanes: 1 VPH on Collector 139
Warrant Satisfied: Yes If 100% of A or B is met, then yes (same 8 hrs for major/minor)
If 80% of A and B is met, then yes (same major/minor 8 hours, but not same A & B)
If speed is > 40 mph and 70% of A or B is met, then yes
If speed is > 40 mph and 56% of A and B is met, then yes
07/09/08
499
139
ETC 8th
Highest Hr*
Number of lanes
Each Approach
VPH on Major
Total of Both Approaches
Incl. Aux Lanes
VPH on Higher Volume
Minor Approach
Incl. Aux Lanes
VPH on Major VPH on Higher Volume
Each Approach Total of Both Approaches Minor Approach
140
523832
231
Incl. Aux Lanes Incl. Aux Lanes
Number of lanes
5 yrs
ETC +ETC
Peak Hr
N:\19225-00-MK\Documents\Calculations\Traffic\Warrant Analysis\Warrant Analysis.xls
2 15SHEET OF SUB-SHEET NO.
BY JMD DATE CKD DATE
PROJECT NAME & NO.
CLIENT Village of Horseheads
07/09/08
Warrant 2 - Four-Hour Vehicular Volumes
Major 1019 Minor 147
(Both Approaches) 796 (1 direction) 115
832 231
828 230
85th percentile speed exceed 40 mph? Yes
OR
Is intersection within built up area of an isolated community having population les than 10,000? Y/N
If the answer is yes to either question, then table 4C-2 may be used in place of 4C-1. Yes
Warrant Satisfied: Yes
If 4 volumes when plotted fall above curve shown for given approach lane
configuration, warrant is satisfied
If 4 volumes when plotted fall above curve shown for given approach lane
configuration, warrant is satisfied
Four Highest Hourly Volumes (any four hrs, collector road one direction either side, artery both directions, not
necessarily consecutive)
N:\19225-00-MK\Documents\Calculations\Traffic\Warrant Analysis\Warrant Analysis.xls
3 15SHEET OF SUB-SHEET NO.
BY JMD DATE CKD DATE
PROJECT NAME & NO.
CLIENT Village of Horseheads
07/09/08
Warrant 3 - Peak Hour (Used in unusual cases that attract of discharge a lot
of vehicles in a short amount of time)
Criteria A of B need to be met for warrant to be met
Criteria A: need all three (3) conditions to be met
1) stopped time delay for minor (1dir) equals of exceeds 4 veh x hr (1 approach) of 5 veh x hr (2 approach) and No
2) volume on the same minor approach equals of exceeds 100 veh/hr (1 lane) or 150 veh/hr (2 lanes) and Yes
3) total entering volume equals of exceeds 650 veh/hr (3 approach) of 800 veh/hr (4 + approach) Yes
Criteria A met? No
Criteria B
Peak hour Volume (any 4 consecutive 15 minute intervals)
Major 832 Minor 231
(Both Approaches) (1 direction)
If Peak Hour volume when plotted falls above curve shown for given approach lane configuration,
Criteria B is satisfied
85th percentile speed exceed 40 mph? Yes
OR
Is intersection within built up area of an isolated community having population les than 10,000? Y/N
If the answer is yes to either question, then table 4C-4 may be used in place of 4C-3. Yes
If Peak Hour volume when plotted falls above curve shown for given approach lane configuration,
Criteria B is satisfied
Criteria B met? Yes
Warrant Satisfied? Yes
N:\19225-00-MK\Documents\Calculations\Traffic\Warrant Analysis\Warrant Analysis.xls
4 15SHEET OF SUB-SHEET NO.
BY JMD DATE CKD DATE
PROJECT NAME & NO.
CLIENT Village of Horseheads
07/09/08
Warrant 4 - Minimum Pedestrian Volume
Is the ped volume crossing the major during an average day 100+ for any 4 hours or 190+ in any 1 hr? No
AND
Are there fewer than 60 gaps/hr for the same hours?
This warrant shall not be applied at locations where the distance to the nearest signal along the
major is less than 300ft (90m)
* The ped criterion may be reduced as much as 50% if the average crossing speed of a ped is less than 3.5 ft/sec
Warrant Satisfied: No
Warrant 5 - School Crossing
Adequate Gap = (width of road/average ped walking speed) + driver perception-reaction time = 12.5 sec
Average # of adequate gaps from 7:30-8:30 AM =
Average # of adequate gaps from 2:30-3:30 AM =
Are the # of adequate gaps in each hour less than the # of minutes in each hour? No
AND
Are there a minimum of 20 students during the highest crossing hour? No
This warrant shall not be applied at locations where the distance to the nearest signal along the
major is less then 300ft (90m)
Warrant Satisfied: No
Warrant 6 - Coordinated Signal System
Are the adjacent traffic control signals so far apart that they do not provide a necessary degree of
vehicular platooning (1-way street of traffic mainly in 1 direction)? Yes
OR
On a 2-way street will the proposed and adjacent signals provide a progressive operation? No
* This warrant should not be applied where the spacing of signals would be less than 1000ft (300m).
Warrant Satisfied: No
N:\19225-00-MK\Documents\Calculations\Traffic\Warrant Analysis\Warrant Analysis.xls
5 15SHEET OF SUB-SHEET NO.
BY JMD DATE CKD DATE
PROJECT NAME & NO.
CLIENT Village of Horseheads
07/09/08
Warrant 7 - Crash Experience
Have adequate trial of less restrictive remedies with satisfactory observance and enforcement No
failed to reduce the number of accidents?
AND
Have there been 5 of more reported accidents susceptible to correction by a traffic signal
within a 12 month period? No Data
AND
Are vehicle and ped volumes at least 80% of the requirements specified in
Warrants 1 (Condition A or B) of 4? (56% criteria can be used if applicable) Yes
The answer to all above questions must be "yes" to satisfy this warrant
Warrant Satisfied: No
Warrant 8 - Roadway Network (for intersection of 2 majors)
Criteria A
1) Total existing weekday peak hour volume entering intersection 1061
Is this volume > 1000 VPH? Yes
AND
Do the ETC+5 yrs volumes satisfy warrants 1,2, or 3 Yes
2) Total existing weekend peak hour volume entering intersection No Data
Criteria A met? Yes
Criteria B
Do both routes serve as the principal roadway network for through traffic flow? No
OR
Do both routes serve rural or suburban highways outside, entering, or traversing a city? No
OR
Do both routes appear as major route on an official plan, such as a major street plan in an
urban areas traffic and transportation study? Yes
Criteria B met? Yes
This warrant is satisfied if both criteria A and B are satisfied.
Warrant Satisfied: Yes
N:\19225-00-MK\Documents\Calculations\Traffic\Warrant Analysis\Warrant Analysis.xls
6 15SHEET OF SUB-SHEET NO.
BY JMD DATE CKD PJP DATE
PROJECT NAME & NO.
CLIENT Village of Horseheads
SIGNAL WARRANT ANALYSIS: OLD ITHACA ROAD & CONNECTOR ROAD
Reference: FHWA Manual on Uniform Traffic Control Devices 2003 Edition, Chapter 4C Warrants
NYS Supplement MUTCD, 2003 Edition, Chapter 4C Warrants
Background Data:
Artery: Old Ithaca Road Growth Factor: 1.0%
Collector: Connector Road
Traffic Volumes:
Artery (Total of both approaches, incl. aux lanes)
Collector (Highest of either approach, 1 dir only)
* If 8th highest hour is not known, use 0.6 x peak hour.
Number of approach lanes. 85th % Speed = 45 mph
Artery: 2
Collector: 1
Warrant 1 - Eight-Hour Vehicular Volume
85th percentile speed exceed 40 mph? Yes
OR
Is intersection within built up area of an isolated community having population les than 10,000? Y/N
If the answer is yes to either question, then the 70% of columns may be used in the place of the 100% column. Yes
Condition A - Min Vehicular Volume
Major Minor 100% 80% 70% 56% 100% 80% 70% 56%
1 1 500 400 350 280 150 120 105 84
2 or more 1 600 480 420 336 150 120 105 84
2 or more 2 or more 600 480 420 336 200 160 140 112
1 2 or more 500 400 350 280 200 160 140 112
Condition B - Interruption of Continuous Traffic
Major Minor 100% 80% 70% 56% 100% 80% 70% 56%
1….. 1….. 750 600 525 420 75 60 53 42
2 or more 1….. 900 720 630 504 75 60 53 42
2 or more 2 or more 900 720 630 504 100 80 70 56
1….. 2 or more 750 600 525 420 100 80 70 56
Major # of Lanes: 2 VPH on Artery 478 A is met at 70%
Minor # of Lanes: 1 VPH on Collector 162
Warrant Satisfied: Yes If 100% of A or B is met, then yes (same 8 hrs for major/minor)
If 80% of A and B is met, then yes (same major/minor 8 hours, but not same A & B)
If speed is > 40 mph and 70% of A or B is met, then yes
If speed is > 40 mph and 56% of A and B is met, then yes
5 yrs
ETC +ETC
Peak Hr
162
499759
270
Incl. Aux Lanes Incl. Aux Lanes
Number of lanes VPH on Major VPH on Higher Volume
Each Approach Total of Both Approaches Minor Approach
Incl. Aux Lanes
VPH on Higher Volume
Minor Approach
Incl. Aux Lanes
Number of lanes
Each Approach
VPH on Major
Total of Both Approaches
07/09/09
478
162
ETC 8th
Highest Hr*
8/9/2009
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7 15SHEET OF SUB-SHEET NO.
BY JMD DATE CKD PJP DATE
PROJECT NAME & NO.
CLIENT Village of Horseheads
07/09/09 8/9/2009
Warrant 2 - Four-Hour Vehicular Volumes
Major 725 Minor 162
(Both Approaches) 672 (1 direction) 150
665 122
467 86
85th percentile speed exceed 40 mph? Yes
OR
Is intersection within built up area of an isolated community having population les than 10,000? Y/N
If the answer is yes to either question, then table 4C-2 may be used in place of 4C-1. Yes
Warrant Satisfied: No
If 4 volumes when plotted fall above curve shown for given approach lane
configuration, warrant is satisfied
If 4 volumes when plotted fall above curve shown for given approach lane
configuration, warrant is satisfied
Four Highest Hourly Volumes (any four hrs, collector road one direction either side, artery both directions, not
necessarily consecutive)
N:\19225-00-MK\Documents\Calculations\Traffic\Warrant Analysis\Warrant Analysis.xls
8 15SHEET OF SUB-SHEET NO.
BY JMD DATE CKD PJP DATE
PROJECT NAME & NO.
CLIENT Village of Horseheads
07/09/09 8/9/2009
Warrant 3 - Peak Hour (Used in unusual cases that attract of discharge a lot
of vehicles in a short amount of time)
Criteria A of B need to be met for warrant to be met
Criteria A: need all three (3) conditions to be met
1) stopped time delay for minor (1dir) equals of exceeds 4 veh x hr (1 approach) of 5 veh x hr (2 approach) and No
2) volume on the same minor approach equals of exceeds 100 veh/hr (1 lane) or 150 veh/hr (2 lanes) and Yes
3) total entering volume equals of exceeds 650 veh/hr (3 approach) of 800 veh/hr (4 + approach) Yes
Criteria A met? No
Criteria B
Peak hour Volume (any 4 consecutive 15 minute intervals)
Major 759 Minor 270
(Both Approaches) (1 direction)
If Peak Hour volume when plotted falls above curve shown for given approach lane configuration,
Criteria B is satisfied
85th percentile speed exceed 40 mph? Yes
OR
Is intersection within built up area of an isolated community having population les than 10,000? Y/N
If the answer is yes to either question, then table 4C-4 may be used in place of 4C-3. Yes
If Peak Hour volume when plotted falls above curve shown for given approach lane configuration,
Criteria B is satisfied
Criteria B met? Yes
Warrant Satisfied? Yes
N:\19225-00-MK\Documents\Calculations\Traffic\Warrant Analysis\Warrant Analysis.xls
9 15SHEET OF SUB-SHEET NO.
BY JMD DATE CKD PJP DATE
PROJECT NAME & NO.
CLIENT Village of Horseheads
07/09/09 8/9/2009
Warrant 4 - Minimum Pedestrian Volume
Is the ped volume crossing the major during an average day 100+ for any 4 hours or 190+ in any 1 hr? No
AND
Are there fewer than 60 gaps/hr for the same hours?
This warrant shall not be applied at locations where the distance to the nearest signal along the
major is less than 300ft (90m)
* The ped criterion may be reduced as much as 50% if the average crossing speed of a ped is less than 3.5 ft/sec
Warrant Satisfied: No
Warrant 5 - School Crossing
Adequate Gap = (width of road/average ped walking speed) + driver perception-reaction time = 12.5 sec
Average # of adequate gaps from 7:30-8:30 AM =
Average # of adequate gaps from 2:30-3:30 AM =
Are the # of adequate gaps in each hour less than the # of minutes in each hour? No
AND
Are there a minimum of 20 students during the highest crossing hour? No
This warrant shall not be applied at locations where the distance to the nearest signal along the
major is less then 300ft (90m)
Warrant Satisfied: No
Warrant 6 - Coordinated Signal System
Are the adjacent traffic control signals so far apart that they do not provide a necessary degree of
vehicular platooning (1-way street of traffic mainly in 1 direction)? Yes
OR
On a 2-way street will the proposed and adjacent signals provide a progressive operation? No
* This warrant should not be applied where the spacing of signals would be less than 1000ft (300m).
Warrant Satisfied: No
N:\19225-00-MK\Documents\Calculations\Traffic\Warrant Analysis\Warrant Analysis.xls
10 15SHEET OF SUB-SHEET NO.
BY JMD DATE CKD PJP DATE
PROJECT NAME & NO.
CLIENT Village of Horseheads
07/09/09 8/9/2009
Warrant 7 - Crash Experience
Have adequate trial of less restrictive remedies with satisfactory observance and enforcement No
failed to reduce the number of accidents?
AND
Have there been 5 of more reported accidents susceptible to correction by a traffic signal
within a 12 month period? No Data
AND
Are vehicle and ped volumes at least 80% of the requirements specified in
Warrants 1 (Condition A or B) of 4? (56% criteria can be used if applicable) Yes
The answer to all above questions must be "yes" to satisfy this warrant
Warrant Satisfied: No
Warrant 8 - Roadway Network (for intersection of 2 majors)
Criteria A
1) Total existing weekday peak hour volume entering intersection 1178
Is this volume > 1000 VPH? Yes
AND
Do the ETC+5 yrs volumes satisfy warrants 1,2, or 3 Yes
2) Total existing weekend peak hour volume entering intersection No Data
Criteria A met? Yes
Criteria B
Do both routes serve as the principal roadway network for through traffic flow? No
OR
Do both routes serve rural or suburban highways outside, entering, or traversing a city? No
OR
Do both routes appear as major route on an official plan, such as a major street plan in an
urban areas traffic and transportation study? Yes
Criteria B met? Yes
This warrant is satisfied if both criteria A and B are satisfied.
Warrant Satisfied: Yes
N:\19225-00-MK\Documents\Calculations\Traffic\Warrant Analysis\Warrant Analysis.xls
11 15SHEET OF SUB-SHEET NO.
BY JMD DATE CKD PJP DATE
PROJECT NAME & NO.
CLIENT Village of Horseheads
SIGNAL WARRANT ANALYSIS: OLD ITHACA ROAD & 5th Street (No Build)
Reference: FHWA Manual on Uniform Traffic Control Devices 2003 Edition, Chapter 4C Warrants
NYS Supplement MUTCD, 2003 Edition, Chapter 4C Warrants
Background Data:
Artery: Old Ithaca Road Growth Factor: 1.0%
Collector: Connector Road
Traffic Volumes:
Artery (Total of both approaches, incl. aux lanes)
Collector (Highest of either approach, 1 dir only)
* If 8th highest hour is not known, use 0.6 x peak hour.
Number of approach lanes. 85th % Speed = 45 mph
Artery: 1
Collector: 1
Warrant 1 - Eight-Hour Vehicular Volume
85th percentile speed exceed 40 mph? Yes
OR
Is intersection within built up area of an isolated community having population les than 10,000? Y/N
If the answer is yes to either question, then the 70% of columns may be used in the place of the 100% column. Yes
Condition A - Min Vehicular Volume
Major Minor 100% 80% 70% 56% 100% 80% 70% 56%
1 1 500 400 350 280 150 120 105 84
2 or more 1 600 480 420 336 150 120 105 84
2 or more 2 or more 600 480 420 336 200 160 140 112
1 2 or more 500 400 350 280 200 160 140 112
Condition B - Interruption of Continuous Traffic
Major Minor 100% 80% 70% 56% 100% 80% 70% 56%
1….. 1….. 750 600 525 420 75 60 53 42
2 or more 1….. 900 720 630 504 75 60 53 42
2 or more 2 or more 900 720 630 504 100 80 70 56
1….. 2 or more 750 600 525 420 100 80 70 56
Major # of Lanes: 1 VPH on Artery 464 A is met at 100%
Minor # of Lanes: 1 VPH on Collector 67
Warrant Satisfied: Yes If 100% of A or B is met, then yes (same 8 hrs for major/minor)
If 80% of A and B is met, then yes (same major/minor 8 hours, but not same A & B)
If speed is > 40 mph and 70% of A or B is met, then yes
If speed is > 40 mph and 56% of A and B is met, then yes
09/30/09
464
67
ETC 8th
Highest Hr*
09/30/09
Number of lanes
Each Approach
VPH on Major
Total of Both Approaches
Incl. Aux Lanes
VPH on Higher Volume
Minor Approach
Incl. Aux Lanes
VPH on Major VPH on Higher Volume
Each Approach Total of Both Approaches Minor Approach
71
492773
112
Incl. Aux Lanes Incl. Aux Lanes
Number of lanes
5 yrs
ETC +ETC
Peak Hr
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12 15SHEET OF SUB-SHEET NO.
BY JMD DATE CKD PJP DATE
PROJECT NAME & NO.
CLIENT Village of Horseheads
09/30/09 09/30/09
Warrant 2 - Four-Hour Vehicular Volumes
Major 725 Minor 162
(Both Approaches) 672 (1 direction) 150
665 122
467 86
85th percentile speed exceed 40 mph? Yes
OR
Is intersection within built up area of an isolated community having population les than 10,000? Y/N
If the answer is yes to either question, then table 4C-2 may be used in place of 4C-1. Yes
Warrant Satisfied: No
If 4 volumes when plotted fall above curve shown for given approach lane
configuration, warrant is satisfied
If 4 volumes when plotted fall above curve shown for given approach lane
configuration, warrant is satisfied
Four Highest Hourly Volumes (any four hrs, collector road one direction either side, artery both directions, not
necessarily consecutive)
N:\19225-00-MK\Documents\Calculations\Traffic\Warrant Analysis\Warrant Analysis.xls
13 15SHEET OF SUB-SHEET NO.
BY JMD DATE CKD PJP DATE
PROJECT NAME & NO.
CLIENT Village of Horseheads
09/30/09 09/30/09
Warrant 3 - Peak Hour (Used in unusual cases that attract of discharge a lot
of vehicles in a short amount of time)
Criteria A of B need to be met for warrant to be met
Criteria A: need all three (3) conditions to be met
1) stopped time delay for minor (1dir) equals of exceeds 4 veh x hr (1 approach) of 5 veh x hr (2 approach) and No
2) volume on the same minor approach equals of exceeds 100 veh/hr (1 lane) or 150 veh/hr (2 lanes) and Yes
3) total entering volume equals of exceeds 650 veh/hr (3 approach) of 800 veh/hr (4 + approach) Yes
Criteria A met? No
Criteria B
Peak hour Volume (any 4 consecutive 15 minute intervals)
Major 773 Minor 112
(Both Approaches) (1 direction)
If Peak Hour volume when plotted falls above curve shown for given approach lane configuration,
Criteria B is satisfied
85th percentile speed exceed 40 mph? Yes
OR
Is intersection within built up area of an isolated community having population les than 10,000? Y/N
If the answer is yes to either question, then table 4C-4 may be used in place of 4C-3. Yes
If Peak Hour volume when plotted falls above curve shown for given approach lane configuration,
Criteria B is satisfied
Criteria B met? Yes
Warrant Satisfied? No
N:\19225-00-MK\Documents\Calculations\Traffic\Warrant Analysis\Warrant Analysis.xls
14 15SHEET OF SUB-SHEET NO.
BY JMD DATE CKD PJP DATE
PROJECT NAME & NO.
CLIENT Village of Horseheads
09/30/09 09/30/09
Warrant 4 - Minimum Pedestrian Volume
Is the ped volume crossing the major during an average day 100+ for any 4 hours or 190+ in any 1 hr? No
AND
Are there fewer than 60 gaps/hr for the same hours?
This warrant shall not be applied at locations where the distance to the nearest signal along the
major is less than 300ft (90m)
* The ped criterion may be reduced as much as 50% if the average crossing speed of a ped is less than 3.5 ft/sec
Warrant Satisfied: No
Warrant 5 - School Crossing
Adequate Gap = (width of road/average ped walking speed) + driver perception-reaction time = 12.5 sec
Average # of adequate gaps from 7:30-8:30 AM =
Average # of adequate gaps from 2:30-3:30 AM =
Are the # of adequate gaps in each hour less than the # of minutes in each hour? No
AND
Are there a minimum of 20 students during the highest crossing hour? No
This warrant shall not be applied at locations where the distance to the nearest signal along the
major is less then 300ft (90m)
Warrant Satisfied: No
Warrant 6 - Coordinated Signal System
Are the adjacent traffic control signals so far apart that they do not provide a necessary degree of
vehicular platooning (1-way street of traffic mainly in 1 direction)? Yes
OR
On a 2-way street will the proposed and adjacent signals provide a progressive operation? No
* This warrant should not be applied where the spacing of signals would be less than 1000ft (300m).
Warrant Satisfied: No
N:\19225-00-MK\Documents\Calculations\Traffic\Warrant Analysis\Warrant Analysis.xls
15 15SHEET OF SUB-SHEET NO.
BY JMD DATE CKD PJP DATE
PROJECT NAME & NO.
CLIENT Village of Horseheads
09/30/09 09/30/09
Warrant 7 - Crash Experience
Have adequate trial of less restrictive remedies with satisfactory observance and enforcement No
failed to reduce the number of accidents?
AND
Have there been 5 of more reported accidents susceptible to correction by a traffic signal
within a 12 month period? No Data
AND
Are vehicle and ped volumes at least 80% of the requirements specified in
Warrants 1 (Condition A or B) of 4? (56% criteria can be used if applicable) Yes
The answer to all above questions must be "yes" to satisfy this warrant
Warrant Satisfied: No
Warrant 8 - Roadway Network (for intersection of 2 majors)
Criteria A ETC ETC+5
1) Total existing weekday peak hour volume entering intersection 885 939
Is this volume > 1000 VPH? No
AND
Do the ETC+5 yrs volumes satisfy warrants 1,2, or 3 Yes
2) Total existing weekend peak hour volume entering intersection No Data
Criteria A met? No
Criteria B
Do both routes serve as the principal roadway network for through traffic flow? No
OR
Do both routes serve rural or suburban highways outside, entering, or traversing a city? No
OR
Do both routes appear as major route on an official plan, such as a major street plan in an
urban areas traffic and transportation study? Yes
Criteria B met? Yes
This warrant is satisfied if both criteria A and B are satisfied.
Warrant Satisfied: No
N:\19225-00-MK\Documents\Calculations\Traffic\Warrant Analysis\Warrant Analysis.xls
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