TRAFFIC ANALYSIS BACKUP - Erdman Anthony C2.pdf · TRAFFIC ANALYSIS BACKUP ... HCM Signalized...

APPENDIX C2

TRAFFIC ANALYSIS BACKUP

HCM INTERSECTIONS CAPACITY ANALYSIS

ROUNDABOUT CAPACITY ANALYSIS

HCM SEGMENT CAPACITY ANALYSIS

MODIFIED ANALYSIS APPROACH

TRAFFIC SIGNAL WARRANT ANALYSIS

KenwardMD

Text Box

Center at Horseheads Connector Road PIN 6754.12 (Highway & Bridge Project) Chemung County Town of Horseheads

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

PresuttiPJ

Typewriter

PresuttiPJ

Text Box

Route 13

4: Franklin Street & With Left Turn Phase

ETC AM (No-Build) 3/23/2010




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


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 &

PresuttiPJ

Typewriter

PresuttiPJ

Text Box

Route 13

4: Franklin Street &

ETC PM (No-Build) 3/23/2010


HCM Unsignalized Intersection Capacity Analysis


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



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




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









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





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


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


Act Effct Green (s) 20.0 20.0 20.0 20.0 32.0 32.0 32.0 32.0 32.0 32.0


v/c Ratio 0.04 0.20 0.17 0.07 0.05 0.47 0.18 0.00 0.45 0.03

PresuttiPJ

Text Box

Route 13


ETC PM (No-Build) 3/23/2010




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


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












Reduced v/c Ratio 0.04 0.20 0.17 0.07 0.05 0.47 0.18 0.00 0.45 0.03


Area Type: Other

Cycle Length: 60



Natural Cycle: 40







PresuttiPJ

Text Box

Route 13


ETC+10 AM (No-Build) 3/23/2010


Lanes, Volumes, Timings


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



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




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









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





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


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


Act Effct Green (s) 20.0 20.0 20.0 20.0 32.0 32.0 32.0 32.0 32.0 32.0


v/c Ratio 0.02 0.11 0.64 0.20 0.07 0.42 0.05 0.00 0.66 0.04

PresuttiPJ

Text Box

Route 13






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





Queue Length 95th (ft) 11 33 #161 59 12 129 11 3 240 11







Reduced v/c Ratio 0.02 0.11 0.64 0.20 0.07 0.42 0.05 0.00 0.66 0.04


Area Type: Other

Cycle Length: 60



Natural Cycle: 50




Intersection Capacity Utilization 56.3% ICU Level of Service B


# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.


PresuttiPJ

Text Box

Route 13


ETC+10 PM (No-Build) 3/23/2010




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



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




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









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





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


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


Act Effct Green (s) 20.0 20.0 20.0 20.0 32.0 32.0 32.0 32.0 32.0 32.0


v/c Ratio 0.04 0.21 0.19 0.07 0.06 0.52 0.20 0.01 0.49 0.03

PresuttiPJ

Text Box

Route 13






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


Approach Delay 13.2 14.8 9.0 10.8


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












Reduced v/c Ratio 0.04 0.21 0.19 0.07 0.06 0.52 0.20 0.01 0.49 0.03


Area Type: Other

Cycle Length: 60



Natural Cycle: 40







PresuttiPJ

Text Box

Route 13

4: Franklin Street & Route 13



HCM Unsignalized Intersection Capactiy Analysis


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



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




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









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





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


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


Act Effct Green (s) 20.0 20.0 20.0 20.0 32.0 32.0 32.0 32.0 32.0 32.0


v/c Ratio 0.03 0.13 0.71 0.23 0.09 0.47 0.06 0.00 0.73 0.06






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


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





Queue Length 95th (ft) 12 36 #205 66 13 147 12 3 284 12







Reduced v/c Ratio 0.03 0.13 0.71 0.23 0.09 0.47 0.06 0.00 0.73 0.06


Area Type: Other

Cycle Length: 60



Natural Cycle: 50








Splits and Phases: 4: Franklin Street & Route 13






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



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




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









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





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


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


Act Effct Green (s) 20.0 20.0 20.0 20.0 32.0 32.0 32.0 32.0 32.0 32.0


v/c Ratio 0.06 0.26 0.22 0.08 0.07 0.57 0.22 0.01 0.54 0.03






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


Approach Delay 14.3 15.1 9.6 11.6


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












Reduced v/c Ratio 0.06 0.26 0.22 0.08 0.07 0.57 0.22 0.01 0.54 0.03


Area Type: Other

Cycle Length: 60



Natural Cycle: 45






Splits and Phases: 4: Franklin Street & Route 13

Old Ithaca Rd. & 5th St.ETC AM (No-Build) 11/5/2009

JMD Synchro 7 - Report


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


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


Average Delay 3.6



Old Ithaca Rd. & 5th St.ETC PM (No-Build) 11/5/2009




Lane Configurations

Volume (veh/h) 56 56 26 450 271 26


Grade 0% 0% 0%

Peak Hour Factor 0.63 0.63 0.94 0.94 0.81 0.81


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 6.5 6.2 4.1

tC, 2 stage (s)

tF (s) 3.6 3.3 2.2





Volume Left 89 28 0


cSH 414 1181 1700




Lane LOS C A


Approach LOS C


Average Delay 3.7



Old Ithaca Rd. & 5th St.ETC+10 AM (No-Build) 11/5/2009




Lane Configurations

Volume (veh/h) 43 39 83 213 545 78


Grade 0% 0% 0%

Peak Hour Factor 0.75 0.75 0.91 0.91 0.73 0.73


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 6.5 6.2 4.1

tC, 2 stage (s)

tF (s) 3.6 3.3 2.2





Volume Left 57 91 0


cSH 229 777 1700




Lane LOS D A


Approach LOS D


Average Delay 3.9



Old Ithaca Rd. & 5th St.ETC+10 PM (No-Build) 11/5/2009




Lane Configurations

Volume (veh/h) 56 56 26 497 300 26


Grade 0% 0% 0%

Peak Hour Factor 0.63 0.63 0.94 0.94 0.81 0.81


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 6.5 6.2 4.1

tC, 2 stage (s)

tF (s) 3.6 3.3 2.2





Volume Left 89 28 0


cSH 375 1145 1700




Lane LOS C A


Approach LOS C


Average Delay 3.9



Old Ithaca Rd. & 5th St.ETC+20 AM (No-Build) 11/5/2009




Lane Configurations

Volume (veh/h) 86 78 133 235 602 126


Grade 0% 0% 0%

Peak Hour Factor 0.75 0.75 0.91 0.91 0.73 0.73


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 6.5 6.2 4.1

tC, 2 stage (s)

tF (s) 3.6 3.3 2.2





Volume Left 115 146 0


cSH 156 686 1700




Lane LOS F A


Approach LOS F


Average Delay 37.6

Intersection Capacity Utilization 78.6% ICU Level of Service D


Old Ithaca Rd. & 5th St.ETC+20 PM (No-Build) 11/5/2009




Lane Configurations

Volume (veh/h) 128 128 33 549 331 33


Grade 0% 0% 0%

Peak Hour Factor 0.85 0.85 0.94 0.94 0.81 0.81


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 6.5 6.2 4.1

tC, 2 stage (s)

tF (s) 3.6 3.3 2.2







cSH 328 1101 1700




Lane LOS F A


Approach LOS F


Average Delay 15.2



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______________


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_______________


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____________________


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

______________________________________________________________________________


Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst: Jacob Deyo



Analysis Time Period: ETC (PM) No Build


Jurisdiction:


Analysis Year: 2009






| 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


L1 L2 L1 L2 L1 L2 L1 L2


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







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




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



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



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


______________________________________________________________________________


Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst: Jacob Deyo



Analysis Time Period: ETC+10 (AM) No Build


Jurisdiction:


Analysis Year: 2009






| 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


L1 L2 L1 L2 L1 L2 L1 L2


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







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




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



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



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


______________________________________________________________________________


Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst: Jacob Deyo



Analysis Time Period: ETC+10 (PM) No Build


Jurisdiction:


Analysis Year: 2009






| 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


L1 L2 L1 L2 L1 L2 L1 L2


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







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




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



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



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

______________________________________________________________________________


Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst: Jacob Deyo



Analysis Time Period: ETC+20 (AM) No Build


Jurisdiction:


Analysis Year: 2009

Project ID:





| 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


L1 L2 L1 L2 L1 L2 L1 L2


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







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




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



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



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


______________________________________________________________________________


Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst: Jacob Deyo



Analysis Time Period: ETC+20 (PM) No Road


Jurisdiction:


Analysis Year: 2009

Project ID:





| 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


L1 L2 L1 L2 L1 L2 L1 L2


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







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




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



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



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

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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.



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

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BO

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thaca

Main

St.

SB

Fra

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B

JMD9/24/2009


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.



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


71

A

19.3

26.7

23.1

22.7

6.0

C

D

C

C

St. DelayTotal Delay

Main

St.

NB

Fra

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BO

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thaca

Main

St.

SB

Fra

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B

JMD9/24/2009


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




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


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


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


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.



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


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


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.



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


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


North Main St. & 6th StreetETC AM (No-Build) 11/5/2009




Lane Configurations

Volume (veh/h) 43 39 83 193 494 78


Grade 0% 0% 0%

Peak Hour Factor 0.75 0.75 0.91 0.91 0.73 0.73


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 6.5 6.2 4.1

tC, 2 stage (s)

tF (s) 3.6 3.3 2.2





Volume Left 57 91 0


cSH 260 826 1700




Lane LOS D A


Approach LOS D


Average Delay 3.6



North Main St. & 6th St.ETC PM (No-Build) 11/5/2009



Movement WBL WBR SEL SET NWT NWR

Lane Configurations

Volume (veh/h) 179 28 11 218 264 45


Grade 0% 0% 0%

Peak Hour Factor 0.75 0.75 0.84 0.84 0.88 0.88


Pedestrians 10

Lane Width (ft) 12.0

Walking Speed (ft/s) 4.0

Percent Blockage 1

Right turn flare (veh) 1


Median storage veh)







tC, single (s) 6.4 6.3 4.2

tC, 2 stage (s)

tF (s) 3.5 3.4 2.3



Direction, Lane # WB 1 SE 1 NW 1




cSH 494 1154 1700




Lane LOS C A


Approach LOS C


Average Delay 6.6



North Main St. & 6th St.ETC+10 AM (No-Build) 11/5/2009




Lane Configurations

Volume (veh/h) 63 12 46 241 117 147


Grade 0% 0% 0%

Peak Hour Factor 0.75 0.75 0.90 0.90 0.93 0.93


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 6.4 6.3 4.2

tC, 2 stage (s)

tF (s) 3.5 3.4 2.3





Volume Left 84 51 0


cSH 544 1223 1700




Lane LOS B A


Approach LOS B


Average Delay 2.7



North Main St. & 6th St.ETC+10 PM (No-Build) 11/5/2009




Lane Configurations

Volume (veh/h) 179 28 11 313 292 45


Grade 0% 0% 0%

Peak Hour Factor 0.75 0.75 0.84 0.84 0.88 0.88


Pedestrians 10



Percent Blockage 1



Median storage veh)







tC, single (s) 6.4 6.3 4.2

tC, 2 stage (s)

tF (s) 3.5 3.4 2.3







cSH 403 1123 1700




Lane LOS D A


Approach LOS D


Average Delay 8.4



North Main St. & 6th St.ETC+20 AM (No-Build) 11/5/2009




Lane Configurations

Volume (veh/h) 125 24 74 346 129 236


Grade 0% 0% 0%

Peak Hour Factor 0.75 0.75 0.84 0.84 0.88 0.88


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 6.4 6.3 4.2

tC, 2 stage (s)

tF (s) 3.5 3.4 2.3







cSH 338 1092 1700




Lane LOS D A


Approach LOS D


Average Delay 6.3



North Main St. & 6th St.ETC+20 PM (No-Build) 11/5/2009




Lane Configurations

Volume (veh/h) 410 64 14 266 322 58


Grade 0% 0% 0%

Peak Hour Factor 0.85 0.85 0.84 0.84 0.88 0.88


Pedestrians 10



Percent Blockage 1



Median storage veh)







tC, single (s) 6.4 6.3 4.2

tC, 2 stage (s)

tF (s) 3.5 3.4 2.3







cSH 393 1076 1700




Lane LOS F A


Approach LOS F


Average Delay 96.8



Wygant Rd. & A St.ETC AM (No-Build) 11/5/2009



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


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)

Upstream signal (ft) 923






tC, single (s) 4.1 6.5 6.2

tC, 2 stage (s)

tF (s) 2.2 3.6 3.3



Direction, Lane # EB 1 WB 1 NW 1


Volume Left 0 20 42


cSH 1700 1261 432




Lane LOS A B


Approach LOS B


Average Delay 1.2



Wygant Rd. & A St.ETC PM (No-Build) 11/5/2009




Lane Configurations

Volume (veh/h) 333 42 11 234 68 12


Grade 0% 0% 0%

Peak Hour Factor 0.94 0.94 0.81 0.81 0.54 0.54


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 4.1 6.5 6.2

tC, 2 stage (s)

tF (s) 2.2 3.6 3.3







cSH 1700 1149 416




Lane LOS A C


Approach LOS C


Average Delay 3.4



Wygant Rd. & A St.ETC+10 AM (No-Build) 11/5/2009




Lane Configurations

Volume (veh/h) 166 87 18 398 34 6


Grade 0% 0% 0%

Peak Hour Factor 0.82 0.82 0.91 0.91 0.81 0.81


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 4.1 6.5 6.2

tC, 2 stage (s)

tF (s) 2.2 3.6 3.3





Volume Left 0 20 42


cSH 1700 1241 399




Lane LOS A C


Approach LOS C


Average Delay 1.2



Wygant Rd. & A St.ETC+10 PM (No-Build) 11/5/2009




Lane Configurations

Volume (veh/h) 367 42 11 258 68 12


Grade 0% 0% 0%

Peak Hour Factor 0.94 0.94 0.81 0.81 0.54 0.54


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 4.1 6.5 6.2

tC, 2 stage (s)

tF (s) 2.2 3.6 3.3







cSH 1700 1114 381




Lane LOS A C


Approach LOS C


Average Delay 3.5



Wygant Rd. & A St.ETC+20 AM (No-Build) 11/5/2009




Lane Configurations

Volume (veh/h) 183 140 30 439 67 12


Grade 0% 0% 0%

Peak Hour Factor 0.82 0.82 0.91 0.91 0.81 0.81


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 4.1 6.5 6.2

tC, 2 stage (s)

tF (s) 2.2 3.6 3.3





Volume Left 0 33 83


cSH 1700 1154 335




Lane LOS A C


Approach LOS C


Average Delay 2.4



Wygant Rd. & A St.ETC+20 PM (No-Build) 11/5/2009




Lane Configurations

Volume (veh/h) 406 54 14 290 155 27


Grade 0% 0% 0%

Peak Hour Factor 0.94 0.94 0.81 0.81 0.54 0.54


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 4.1 6.5 6.2

tC, 2 stage (s)

tF (s) 2.2 3.6 3.3







cSH 1700 1064 335




Lane LOS A F


Approach LOS F


Average Delay 24.5



5th Street & E StreetETC AM (No-Build) 11/17/2009



Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 56 105 8 29 53 8


Grade 0% 0% 0%

Peak Hour Factor 0.85 0.85 0.75 0.85 0.85 0.75


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 6.5 6.3 4.2

tC, 2 stage (s)

tF (s) 3.6 3.4 2.3



Direction, Lane # WB 1 NB 1 SB 1


Volume Left 66 0 62


cSH 917 1700 1501




Lane LOS A A


Approach LOS A


Average Delay 7.7



5th Street & E StreetETC PM (No-Build) 11/17/2009




Lane Configurations

Volume (veh/h) 18 34 8 39 73 8


Grade 0% 0% 0%

Peak Hour Factor 0.85 0.85 0.75 0.85 0.85 0.75


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 6.5 6.3 4.2

tC, 2 stage (s)

tF (s) 3.6 3.4 2.3





Volume Left 21 0 86


cSH 880 1700 1486




Lane LOS A A


Approach LOS A


Average Delay 5.7



5th Street & E StreetETC+20 AM (No-Build) 11/17/2009




Lane Configurations

Volume (veh/h) 91 168 10 57 107 10


Grade 0% 0% 0%

Peak Hour Factor 0.85 0.85 0.75 0.85 0.85 0.75


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 6.5 6.3 4.2

tC, 2 stage (s)

tF (s) 3.6 3.4 2.3







cSH 810 1700 1456




Lane LOS B A


Approach LOS B


Average Delay 8.9



5th Street & E StreetETC+20 PM (No-Build) 11/17/2009




Lane Configurations

Volume (veh/h) 23 43 10 90 166 10


Grade 0% 0% 0%

Peak Hour Factor 0.55 0.85 0.65 0.85 0.85 0.75


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 6.5 6.3 4.2

tC, 2 stage (s)

tF (s) 3.6 3.4 2.3







cSH 644 1700 1406




Lane LOS B A


Approach LOS B


Average Delay 6.2



4: East Franklin Street & Route 13

ETC AM (W Road) 3/23/2010




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



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




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









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





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


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






Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0


Act Effct Green (s) 15.8 15.8 15.8 15.8 36.2 36.2 36.2 36.2 36.2 36.2


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





Queue Length 95th (ft) 10 30 140 53 11 186 11 m3 149 m3







Reduced v/c Ratio 0.02 0.10 0.58 0.21 0.05 0.49 0.04 0.02 0.60 0.03


Area Type: Other

Cycle Length: 60



Natural Cycle: 55

Control Type: Actuated-Coordinated





m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 4: East Franklin Street & Route 13


ETC PM (W/ Road) 3/29/2010




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



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




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









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





Detector Phase 4 4 8 8 2 2 2 6 6 6

Switch Phase


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


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


ETC PM (W/ Road) 3/29/2010




Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0


Act Effct Green (s) 8.8 8.8 8.8 8.8 45.9 45.9 45.9 45.9 45.9 45.9


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 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












Reduced v/c Ratio 0.03 0.18 0.17 0.07 0.04 0.36 0.13 0.04 0.43 0.01


Area Type: Other

Cycle Length: 60



Natural Cycle: 45



Intersection Signal Delay: 8.0 Intersection LOS: A






ETC+10 AM (W/ Road) 3/23/2010




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



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




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









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





Detector Phase 4 4 8 8 2 2 2 6 6 6

Switch Phase


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


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


ETC+10 AM (W/ Road) 3/23/2010




Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0


Act Effct Green (s) 16.7 16.7 16.7 16.7 35.3 35.3 35.3 35.3 35.3 35.3


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


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





Queue Length 95th (ft) 11 32 #161 57 12 207 11 m5 356 m10







Reduced v/c Ratio 0.02 0.11 0.64 0.23 0.06 0.54 0.04 0.03 0.67 0.03


Area Type: Other

Cycle Length: 60



Natural Cycle: 55











ETC+10 PM (W/ Road) 3/23/2010




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



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




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









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





Detector Phase 4 4 8 8 2 2 2 6 6 6

Switch Phase


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


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


ETC+10 PM (W/ Road) 3/23/2010




Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0


Act Effct Green (s) 9.2 9.2 9.2 9.2 45.5 45.5 45.5 45.5 45.5 45.5


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




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












Reduced v/c Ratio 0.03 0.19 0.19 0.07 0.04 0.42 0.15 0.04 0.47 0.01


Area Type: Other

Cycle Length: 60



Natural Cycle: 50









ETC+20 AM 3/23/2010




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



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




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









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





Detector Phase 4 4 8 8 2 2 2 6 6 6

Switch Phase


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


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


ETC+20 AM 3/23/2010




Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0


Act Effct Green (s) 17.6 17.6 17.6 17.6 34.4 34.4 34.4 34.4 34.4 34.4


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





Queue Length 95th (ft) 12 34 #204 65 15 284 12 m8 #530 m7







Reduced v/c Ratio 0.03 0.12 0.71 0.27 0.13 0.68 0.05 0.07 0.87 0.04


Area Type: Other

Cycle Length: 60



Natural Cycle: 60



Intersection Signal Delay: 21.4 Intersection LOS: C

Intersection Capacity Utilization 70.1% ICU Level of Service C







ETC+20 PM 3/23/2010




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



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




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









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





Detector Phase 4 4 8 8 2 2 2 6 6 6

Switch Phase


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


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


ETC+20 PM 3/23/2010




Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0


Act Effct Green (s) 9.6 9.6 9.6 9.6 45.1 45.1 45.1 45.1 45.1 45.1


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




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












Reduced v/c Ratio 0.04 0.21 0.21 0.08 0.07 0.45 0.16 0.09 0.63 0.02


Area Type: Other

Cycle Length: 60



Natural Cycle: 60








Route 13 & Connector Rd.ETC AM (W Road) 11/5/2009




Lane Configurations

Volume (veh/h) 23 124 165 317 495 41


Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 6.5 6.3 4.2

tC, 2 stage (s)

tF (s) 3.6 3.4 2.3



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 LOS C


Average Delay 3.6



Route 13 & Connector Rd.ETC PM (W/ Road) 11/5/2009




Lane Configurations

Volume (veh/h) 34 197 121 317 371 22


Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 6.5 6.3 4.2

tC, 2 stage (s)

tF (s) 3.6 3.4 2.3




Volume Total 37 214 132 345 427



cSH 218 612 1071 1700 1700



Control Delay (s) 24.9 14.0 8.8 0.0 0.0

Lane LOS C B A


Approach LOS C


Average Delay 4.4



Route 13 & Connector Rd. Signal W/ N-S StorageETC+10 AM (W/ Road) 11/5/2009




Lane Configurations

Volume (veh/h) 25 129 169 350 547 43


Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 6.5 6.3 4.2

tC, 2 stage (s)

tF (s) 3.6 3.4 2.3




Volume Total 27 140 184 380 641



cSH 121 468 888 1700 1700



Control Delay (s) 43.1 15.9 10.1 0.0 0.0

Lane LOS E C B


Approach LOS C


Average Delay 3.8



Route 13 & Connector Rd.ETC+10 PM (W/ Road) 11/5/2009




Lane Configurations

Volume (veh/h) 36 201 129 350 410 23


Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 6.5 6.3 4.2

tC, 2 stage (s)

tF (s) 3.6 3.4 2.3




Volume Total 112 146 140 380 471



cSH 334 579 1031 1700 1700



Control Delay (s) 21.1 13.3 9.0 0.0 0.0

Lane LOS C B A


Approach LOS C


Average Delay 4.5



Route 13 & Connector Rd.ETC+20 AM 11/5/2009




Lane Configurations

Volume (veh/h) 34 211 253 387 604 59


Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 6.5 6.3 4.2

tC, 2 stage (s)

tF (s) 3.6 3.4 2.3




Volume Total 37 229 275 421 721



cSH 67 426 828 1700 1700



Control Delay (s) 111.2 22.9 11.5 0.0 0.0

Lane LOS F C B


Approach LOS E


Average Delay 7.4



Route 13 & Connector Rd.ETC+20 PM 11/5/2009




Lane Configurations

Volume (veh/h) 59 411 151 387 453 27


Grade 0% 0% 0%

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 6.5 6.3 4.2

tC, 2 stage (s)

tF (s) 3.6 3.4 2.3




Volume Total 64 447 164 421 522



cSH 149 542 986 1700 1700



Control Delay (s) 46.3 35.5 9.4 0.0 0.0

Lane LOS E E A


Approach LOS E


Average Delay 12.6



7: Connector Road & Route 13




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


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


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






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


Area Type: Other

Cycle Length: 60


Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green

Natural Cycle: 55







Splits and Phases: 7: Connector Road & Route 13


ETC PM (W/ Road) 3/29/2010




Lane Configurations

Volume (vph) 34 197 121 317 371 22

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900




Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00

Frt 0.885 0.992


Satd. Flow (prot) 1465 0 1583 1667 1653 0


Satd. Flow (perm) 1465 0 833 1667 1653 0





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









Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00


Turn Type Perm


Permitted Phases 2


Switch Phase


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


Total Lost Time (s) 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


ETC PM (W/ Road) 3/29/2010




Flash Dont Walk (s) 11.0 11.0 11.0 11.0


Act Effct Green (s) 8.5 43.5 43.5 43.5


v/c Ratio 0.64 0.22 0.29 0.36


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 LOS C A A

Stops (vph) 181 56 139 137














Reduced v/c Ratio 0.46 0.22 0.29 0.36


Area Type: Other

Cycle Length: 60



Natural Cycle: 40








ETC+10 AM (W/ Road) 3/29/2010




Lane Configurations

Volume (vph) 25 129 169 350 547 43

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900




Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00

Frt 0.887 0.990


Satd. Flow (prot) 1467 0 1583 1667 1650 0


Satd. Flow (perm) 1467 0 638 1667 1650 0





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









Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00


Turn Type Perm


Permitted Phases 2


Switch Phase


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


Total Lost Time (s) 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


ETC+10 AM (W/ Road) 3/29/2010




Flash Dont Walk (s) 11.0 11.0 11.0 11.0


Act Effct Green (s) 7.7 47.0 47.0 47.0


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 LOS B A A

Stops (vph) 103 123 240 223







Queue Length 95th (ft) m52 100 202 178







Reduced v/c Ratio 0.34 0.37 0.29 0.50


Area Type: Other

Cycle Length: 60



Natural Cycle: 60









ETC+10 PM (W/ Road) 3/29/2010




Lane Configurations

Volume (vph) 36 201 129 350 410 23

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900




Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00

Frt 0.885 0.993


Satd. Flow (prot) 1463 0 1583 1667 1655 0


Satd. Flow (perm) 1463 0 787 1667 1655 0





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









Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00


Turn Type Perm


Permitted Phases 2


Switch Phase


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


Total Lost Time (s) 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


ETC+10 PM (W/ Road) 3/29/2010




Flash Dont Walk (s) 11.0 11.0 11.0 11.0


Act Effct Green (s) 8.6 43.4 43.4 43.4


v/c Ratio 0.65 0.25 0.32 0.39


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 LOS C A A

Stops (vph) 177 67 168 157














Reduced v/c Ratio 0.47 0.25 0.32 0.39


Area Type: Other

Cycle Length: 60



Natural Cycle: 45








ETC+20 AM 3/29/2010




Lane Configurations

Volume (vph) 34 211 253 387 604 59

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900




Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00

Frt 0.850 0.988


Satd. Flow (prot) 1583 1417 1583 1667 1647 0


Satd. Flow (perm) 1583 1417 553 1667 1647 0





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









Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00


Turn Type Perm Perm


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


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


ETC+20 AM 3/29/2010




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 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 95th (ft) m8 m7 m#172 131 228



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


Area Type: Other

Cycle Length: 60



Natural Cycle: 70











ETC+20 PM 3/29/2010




Lane Configurations

Volume (vph) 59 411 151 387 453 27

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900




Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00

Frt 0.850 0.992


Satd. Flow (prot) 1583 1417 1583 1667 1653 0


Satd. Flow (perm) 1583 1417 717 1667 1653 0





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









Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00


Turn Type Perm Perm


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


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


ETC+20 PM 3/29/2010




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 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 95th (ft) m18 m73 39 81 178



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


Area Type: Other

Cycle Length: 60



Natural Cycle: 55








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



DemandFlow HV

Deg.Satn

AverageDelay

Level ofService

Prop. Queued

Effective Stop Rate



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


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










MOVEMENT SUMMARY Site: ETC+10 (AM)

Route 13 RoundaboutETC+10 (AM)Roundabout



DemandFlow HV

Deg.Satn

AverageDelay

Level ofService

Prop. Queued

Effective Stop Rate



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










MOVEMENT SUMMARY Site: ETC+10 (PM)

Route 13 RoundaboutETC+10 (PM)Roundabout



DemandFlow HV

Deg.Satn

AverageDelay

Level ofService

Prop. Queued

Effective Stop Rate



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


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











Route 13 RoundaboutETC+20 (AM)Roundabout



DemandFlow HV

Deg.Satn

AverageDelay

Level ofService

Prop. Queued

Effective Stop Rate



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


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











Route 13 RoundaboutETC+20 (PM)Roundabout



DemandFlow HV

Deg.Satn

AverageDelay

Level ofService

Prop. Queued

Effective Stop Rate



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


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










Old Ithaca Rd. & Connector Rd. TWSC W/ No StorageETC AM (W Road) 9/8/2009



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)


Percent Blockage



Median storage veh)



vC, conflicting volume 1192 1073 667 1136 1116 202 721 212



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


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


Average Delay 96.6



Old Ithaca Rd. & Connector Rd. TWSC W/ No StorageETC PM (W/ Road) 9/8/2009




Lane Configurations

Volume (veh/h) 71 175 24 18 57 71 10 405 45 38 229 26


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


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







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


Volume Total 429 172 489 362



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


Average Delay Err



Old Ithaca Rd. & Connector Rd. TWSC W/ No StorageETC+10 AM (W/ Road) 9/8/2009




Lane Configurations

Volume (veh/h) 20 86 12 17 156 35 32 192 21 50 495 78


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


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



Median storage veh)







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


Volume Total 157 245 269 853



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


Average Delay Err



Old Ithaca Rd. & Connector Rd. TWSC W/ No StorageETC+10 PM (W/ Road) 9/8/2009




Lane Configurations

Volume (veh/h) 71 175 24 20 57 78 10 447 50 42 258 26


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


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







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


Volume Total 429 182 539 402



cSH 197 0 1208 1038


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 LOS F F


Average Delay Err



Old Ithaca Rd. & Connector Rd. TWSC W/ No StorageETC+20 AM 9/8/2009




Lane Configurations

Volume (veh/h) 39 172 23 19 251 39 52 212 24 55 547 126


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


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







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


Volume Total 312 364 316 997



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


Average Delay Err



Old Ithaca Rd. & Connector Rd TWSC W/ No StorageETC+20 PM 9/8/2009




Lane Configurations

Volume (veh/h) 164 401 55 22 72 87 12 494 55 43 285 33


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


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







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


Volume Total 689 213 597 446



cSH 149 0 1155 981


Queue Length 95th (ft) Err Err 1 4

Control Delay (s) Err Err 0.3 1.6

Lane LOS F F A A


Approach LOS F F


Average Delay Err

Intersection Capacity Utilization 94.2% ICU Level of Service F


Old Ithaca Rd. & Connector Rd. TWSC W/ N-S StorageETC AM (W Road) 9/8/2009




Lane Configurations

Volume (veh/h) 20 86 12 15 156 32 32 174 19 45 448 78


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


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







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


Average Delay 93.9



Old Ithaca Rd. & Connector Rd. TWSC W/ N-S StorageETC PM (W/ Road) 9/8/2009




Lane Configurations

Volume (veh/h) 71 175 24 18 57 71 10 405 45 38 229 26


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


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







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


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 LOS F F


Average Delay Err



Old Ithaca Rd. & Connector Rd. TWSC W/ N-S StorageETC+10 AM (W/ Road) 9/8/2009




Lane Configurations

Volume (veh/h) 20 86 12 17 156 35 32 192 21 50 495 78


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


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



Median storage veh)







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


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


Average Delay Err



Old Ithaca Rd. & Connector Rd. TWSC W/ N-S StorageETC+10 PM (W/ Road) 9/8/2009




Lane Configurations

Volume (veh/h) 71 175 24 20 57 78 10 447 50 42 258 26


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


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







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


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


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 LOS F F


Average Delay Err



Old Ithaca Rd. & Connector Rd. TWSC W/ N-S StorageETC+20 AM 9/8/2009




Lane Configurations

Volume (veh/h) 39 172 23 19 251 39 52 212 24 55 547 126


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


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







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


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 LOS F F


Average Delay Err



Old Ithaca Rd. & Connector Rd TWSC W/ N-S StorageETC+20 PM 9/8/2009




Lane Configurations

Volume (veh/h) 164 401 55 22 72 87 12 494 55 43 285 33


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


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







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


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


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 LOS F F


Average Delay Err

Intersection Capacity Utilization 89.6% ICU Level of Service E


18: Connector Road & Old Ithaca Road No N&S Left Turn Lanes





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



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




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









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


Turn Type Perm Perm Perm Perm


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


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





Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0

Act Effct Green (s) 12.4 12.4 39.6 39.6


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









Turn Bay Length (ft)





Reduced v/c Ratio 0.35 0.50 0.23 0.67


Area Type: Other

Cycle Length: 60



Natural Cycle: 60






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




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



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




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









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






Switch Phase


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


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


ETC PM (W/ Road) 3/29/2010





Act Effct Green (s) 20.4 20.4 31.6 31.6


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


CO Emissions (g/hr) 246 320 1000 262












Reduced v/c Ratio 0.61 0.23 0.51 0.41


Area Type: Other

Cycle Length: 60



Natural Cycle: 45








ETC+10 AM (W/ Road) 3/29/2010




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



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




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









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





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


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


Act Effct Green (s) 16.0 16.0 36.0 36.0


ETC+10 AM (W/ Road) 3/29/2010





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


Stops (vph) 88 109 104 442


CO Emissions (g/hr) 197 487 525 1281












Reduced v/c Ratio 0.38 0.56 0.29 0.84


Area Type: Other

Cycle Length: 60



Natural Cycle: 60







18: Connector Road & Old Ithaca Road No N-S Left Turn Lane

ETC+10 PM (W/ Road) 3/29/2010




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



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




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









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






Switch Phase


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


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


ETC+10 PM (W/ Road) 3/29/2010





Act Effct Green (s) 20.4 20.4 31.6 31.6


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


Stops (vph) 220 83 339 203


CO Emissions (g/hr) 246 345 1114 299












Reduced v/c Ratio 0.61 0.24 0.56 0.46


Area Type: Other

Cycle Length: 60



Natural Cycle: 45








ETC+20 AM 3/29/2010




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



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




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









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






Switch Phase


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


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


ETC+20 AM 3/29/2010




Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0


Act Effct Green (s) 15.3 15.3 36.7 36.7


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







Queue Length 95th (ft) #167 #225 91 #315







Reduced v/c Ratio 0.84 0.81 0.37 0.96


Area Type: Other

Cycle Length: 60



Natural Cycle: 60










ETC+20 PM 3/29/2010




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



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




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









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






Switch Phase


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


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


ETC+20 PM 3/29/2010




Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0


Act Effct Green (s) 29.0 29.0 23.0 23.0


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


CO Emissions (g/hr) 803 370 1474 526




Queue Length 50th (ft) ~258 0 190 130

Queue Length 95th (ft) #435 96 #370 193







Reduced v/c Ratio 1.02 0.28 0.87 0.73


Area Type: Other

Cycle Length: 60



Natural Cycle: 70



Intersection Signal Delay: 37.4 Intersection LOS: D

Intersection Capacity Utilization 94.2% ICU Level of Service F


~ Volume exceeds capacity, queue is theoretically infinite.





ETC+20 PM 3/29/2010




18: Connector Road & Old Ithaca Road





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



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




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









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






Switch Phase


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


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

PresuttiPJ

Text Box

Signal W/ N-S Storage







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



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





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


Area Type: Other

Cycle Length: 60



Natural Cycle: 55







PresuttiPJ

Text Box



ETC PM (W/ Road) 3/29/2010




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



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




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









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






Switch Phase


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


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

PresuttiPJ

Text Box



ETC PM (W/ Road) 3/29/2010





Act Effct Green (s) 20.4 20.4 31.6 31.6


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


Stops (vph) 220 73 294 174


CO Emissions (g/hr) 246 320 1000 262












Reduced v/c Ratio 0.61 0.23 0.51 0.41


Area Type: Other

Cycle Length: 60



Natural Cycle: 45







PresuttiPJ

Text Box



ETC+10 AM (W/ Road) 3/23/2010




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



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




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









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





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


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


Act Effct Green (s) 16.0 16.0 36.0 36.0 36.0 36.0

PresuttiPJ

Text Box



ETC+10 AM (W/ Road) 3/23/2010





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


Stops (vph) 88 109 16 83 20 388


CO Emissions (g/hr) 197 487 73 443 69 1101












Reduced v/c Ratio 0.38 0.56 0.16 0.22 0.10 0.74


Area Type: Other

Cycle Length: 60



Natural Cycle: 60







PresuttiPJ

Text Box



ETC+10 PM (W/ Road) 3/23/2010




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



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




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









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






Switch Phase


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


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

PresuttiPJ

Text Box



ETC+10 PM (W/ Road) 3/23/2010





Act Effct Green (s) 20.4 20.4 31.6 31.6 31.6 31.6


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


Stops (vph) 220 83 7 326 26 162


CO Emissions (g/hr) 246 345 21 1086 38 249












Reduced v/c Ratio 0.61 0.24 0.02 0.54 0.15 0.36


Area Type: Other

Cycle Length: 60



Natural Cycle: 45







PresuttiPJ

Text Box



ETC+20 AM 3/23/2010




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



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




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









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






Switch Phase


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


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

PresuttiPJ

Text Box



ETC+20 AM 3/23/2010




Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0


Act Effct Green (s) 15.3 15.3 36.7 36.7


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







Queue Length 95th (ft) #167 #225 91 #315







Reduced v/c Ratio 0.84 0.81 0.37 0.96


Area Type: Other

Cycle Length: 60



Natural Cycle: 60









PresuttiPJ

Text Box



ETC+20 PM 3/23/2010




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



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




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









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






Switch Phase


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


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

PresuttiPJ

Text Box



ETC+20 PM 3/23/2010




Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0


Act Effct Green (s) 30.0 30.0 22.0 22.0 22.0 22.0


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





Queue Length 95th (ft) #424 96 13 #367 41 160







Reduced v/c Ratio 0.98 0.27 0.05 0.88 0.43 0.59


Area Type: Other

Cycle Length: 60



Natural Cycle: 65




Intersection Capacity Utilization 89.6% ICU Level of Service E





PresuttiPJ

Text Box


MOVEMENT SUMMARY Site: ETC (AM)

Old Ithaca Road RoundaboutETC (AM)Roundabout



DemandFlow HV

Deg.Satn

AverageDelay

Level ofService

Prop. Queued

Effective Stop Rate



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







Processed: Tuesday, August 25, 2009 11:53:52 AMSIDRA INTERSECTION 4.0.9.973


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



DemandFlow HV

Deg.Satn

AverageDelay

Level ofService

Prop. Queued

Effective Stop Rate




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


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


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


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











Old Ithaca Road RoundaboutETC+10 (AM)Roundabout



DemandFlow HV

Deg.Satn

AverageDelay

Level ofService

Prop. Queued

Effective Stop Rate




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


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


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


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











Old Ithaca Road RoundaboutETC+10 (PM)Roundabout



DemandFlow HV

Deg.Satn

AverageDelay

Level ofService

Prop. Queued

Effective Stop Rate




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


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


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


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











Old Ithaca Road RoundaboutETC+20 (AM)Roundabout



DemandFlow HV

Deg.Satn

AverageDelay

Level ofService

Prop. Queued

Effective Stop Rate




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


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


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


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











Old Ithaca Road RoundaboutETC+20 (PM)Roundabout



DemandFlow HV

Deg.Satn

AverageDelay

Level ofService

Prop. Queued

Effective Stop Rate




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


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


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


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







Processed: Monday, November 09, 2009 1:52:49 PMSIDRA INTERSECTION 4.0.9.973




Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst: Jacob Deyo



Analysis Time Period: ETC (AM) W/ Road


Jurisdiction:


Analysis Year: 2009

Project ID:





| 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


L1 L2 L1 L2 L1 L2 L1 L2


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







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




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



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



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


______________________________________________________________________________


Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst: Jacob Deyo



Analysis Time Period: ETC (PM) W/ Road


Jurisdiction:


Analysis Year: 2009

Project ID:





| 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


L1 L2 L1 L2 L1 L2 L1 L2


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







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




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



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



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


______________________________________________________________________________


Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst: Jacob Deyo



Analysis Time Period: ETC+10 (AM) W/ Road


Jurisdiction:


Analysis Year: 2009

Project ID:





| 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


L1 L2 L1 L2 L1 L2 L1 L2


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







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




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



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



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


______________________________________________________________________________


Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst: Jacob Deyo



Analysis Time Period: ETC+10 (PM) W/ Road


Jurisdiction:


Analysis Year: 2009

Project ID:





| 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


L1 L2 L1 L2 L1 L2 L1 L2


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







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




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



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



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


______________________________________________________________________________


Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst: Jacob Deyo



Analysis Time Period: ETC+20 (AM) W/ Road


Jurisdiction:


Analysis Year: 2009

Project ID:





| 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


L1 L2 L1 L2 L1 L2 L1 L2


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







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




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



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



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


______________________________________________________________________________


Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst: Jacob Deyo



Analysis Time Period: ETC+20 (PM) W/ Road


Jurisdiction:


Analysis Year: 2009

Project ID:





| 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


L1 L2 L1 L2 L1 L2 L1 L2


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







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




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



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



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


______________________________________________________________________________

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.



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


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


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




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


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


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


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.



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


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


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




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


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


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


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.



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


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


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.



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


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


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.



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


62

JMD11/5/2009


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.



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


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


JMD11/5/2009


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.



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


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


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.



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


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


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


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.



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


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


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.



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


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


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


North Main St. & 6th St.ETC AM (W Road) 11/5/2009




Lane Configurations

Volume (veh/h) 18 10 41 284 106 69


Grade 0% 0% 0%

Peak Hour Factor 0.75 0.75 0.90 0.90 0.93 0.93


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 6.4 6.3 4.2

tC, 2 stage (s)

tF (s) 3.5 3.4 2.3





Volume Left 24 46 0


cSH 732 1328 1700




Lane LOS B A


Approach LOS B


Average Delay 1.5



North Main St. & 6th St.ETC PM (W/ Road) 11/5/2009




Lane Configurations

Volume (veh/h) 64 24 10 218 264 19


Grade 0% 0% 0%

Peak Hour Factor 0.44 0.44 0.84 0.84 0.88 0.88


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 6.4 6.3 4.2

tC, 2 stage (s)

tF (s) 3.5 3.4 2.3







cSH 570 1184 1700




Lane LOS B A


Approach LOS B


Average Delay 3.9



North Main St. & 6th St.ETC+10 AM (W/ Road) 11/5/2009




Lane Configurations

Volume (veh/h) 18 10 41 313 117 69


Grade 0% 0% 0%

Peak Hour Factor 0.75 0.75 0.90 1.00 0.93 0.93


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 6.4 6.3 4.2

tC, 2 stage (s)

tF (s) 3.5 3.4 2.3





Volume Left 24 46 0


cSH 723 1315 1700




Lane LOS B A


Approach LOS B


Average Delay 1.5



North Main St. & 6th St.ETC+10 PM (W/ Road) 11/5/2009




Lane Configurations

Volume (veh/h) 64 24 10 241 292 19


Grade 0% 0% 0%

Peak Hour Factor 0.44 0.44 0.84 0.84 0.88 0.88


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 6.4 6.3 4.2

tC, 2 stage (s)

tF (s) 3.5 3.4 2.3







cSH 528 1152 1700




Lane LOS C A


Approach LOS C


Average Delay 3.9



North Main St. & 6th St.ETC+20 AM 11/5/2009




Lane Configurations

Volume (veh/h) 35 20 67 346 129 111


Grade 0% 0% 0%

Peak Hour Factor 0.75 0.75 0.90 0.90 0.93 0.93


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 6.4 6.3 4.2

tC, 2 stage (s)

tF (s) 3.5 3.4 2.3





Volume Left 47 74 0


cSH 570 1251 1700




Lane LOS B A


Approach LOS B


Average Delay 2.4



North Main St. & 6th St.ETC+20 PM 11/5/2009




Lane Configurations

Volume (veh/h) 146 55 12 266 322 25


Grade 0% 0% 0%

Peak Hour Factor 0.75 0.75 0.84 0.84 0.88 0.88


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 6.4 6.3 4.2

tC, 2 stage (s)

tF (s) 3.5 3.4 2.3



Direction, Lane # WB 1 WB 2 SE 1 NW 1

Volume Total 195 73 331 394



cSH 384 645 1112 1700

Volume to Capacity 0.51 0.11 0.01 0.23


Control Delay (s) 23.6 11.3 0.5 0.0

Lane LOS C B A


Approach LOS C


Average Delay 5.6



Wygant Rd. & A St.ETC AM (W Road) 11/5/2009




Lane Configurations

Volume (veh/h) 150 78 18 360 29 6


Grade 0% 0% 0%

Peak Hour Factor 0.82 0.82 0.91 0.91 0.81 0.81


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 4.1 6.5 6.2

tC, 2 stage (s)

tF (s) 2.2 3.6 3.3





Volume Left 0 20 36

Volume Right 95 0 7

cSH 1700 1273 441




Lane LOS A B


Approach LOS B


Average Delay 1.1



Wygnat Rd. & A St.ETC PM (W/ Road) 11/5/2009




Lane Configurations

Volume (veh/h) 333 43 14 238 71 14


Grade 0% 0% 0%

Peak Hour Factor 0.94 0.94 0.81 0.81 0.54 0.54


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 4.1 6.5 6.2

tC, 2 stage (s)

tF (s) 2.2 3.6 3.3







cSH 1700 1148 411




Lane LOS A C


Approach LOS C


Average Delay 3.7



Wygnat Rd. & A St.ETC+10 AM (W/ Road) 11/5/2009




Lane Configurations

Volume (veh/h) 166 131 26 398 79 26


Grade 0% 0% 0%

Peak Hour Factor 0.82 0.82 0.91 0.91 0.81 0.81


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 4.1 6.5 6.2

tC, 2 stage (s)

tF (s) 2.2 3.6 3.3





Volume Left 0 29 98


cSH 1700 1185 397




Lane LOS A C


Approach LOS C


Average Delay 2.9



Wygnat Rd. & A St.ETC+10 PM (W/ Road) 11/5/2009




Lane Configurations

Volume (veh/h) 166 131 26 398 79 26


Grade 0% 0% 0%

Peak Hour Factor 0.94 0.94 0.81 0.81 0.54 0.51


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 4.1 6.5 6.2

tC, 2 stage (s)

tF (s) 2.2 3.6 3.3







cSH 1700 1233 389




Lane LOS A C


Approach LOS C


Average Delay 4.8



Wygnat Rd. & A St.ETC+20 AM 11/5/2009




Lane Configurations

Volume (veh/h) 183 131 30 493 59 12


Grade 0% 0% 0%

Peak Hour Factor 0.82 0.82 0.91 0.91 0.81 0.81


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 4.1 6.5 6.2

tC, 2 stage (s)

tF (s) 2.2 3.6 3.3





Volume Left 0 33 73


cSH 1700 1165 317




Lane LOS A C


Approach LOS C


Average Delay 2.2



Wygnat Rd. & A St.ETC+20 PM 11/5/2009




Lane Configurations

Volume (veh/h) 406 50 14 285 137 27


Grade 0% 0% 0%

Peak Hour Factor 0.94 0.94 0.81 0.81 0.54 0.54


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 4.1 6.5 6.2

tC, 2 stage (s)

tF (s) 2.2 3.6 3.3







cSH 1700 1067 342




Lane LOS A F


Approach LOS F


Average Delay 15.9



5th Street & E Street 3 Leg 1 Stop on E St.ETC AM 11/17/2009



Movement EBL EBT WBT WBR SBL SBR

Lane Configurations

Volume (veh/h) 8 41 93 173 77 8


Grade 0% 0% 0%

Peak Hour Factor 0.75 0.85 0.85 0.85 0.85 0.75


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 4.2 6.5 6.3

tC, 2 stage (s)

tF (s) 2.3 3.6 3.4



Direction, Lane # EB 1 WB 1 SB 1


Volume Left 11 0 91


cSH 1193 1700 693




Lane LOS A B


Approach LOS B


Average Delay 2.6



5th Street & E Street 3 Leg 1 Stop on E St.ETC PM 11/17/2009




Lane Configurations

Volume (veh/h) 8 95 33 60 176 8


Grade 0% 0% 0%

Peak Hour Factor 0.75 0.85 0.85 0.85 0.85 0.75


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 4.2 6.5 6.3

tC, 2 stage (s)

tF (s) 2.3 3.6 3.4







cSH 1421 1700 762




Lane LOS A B


Approach LOS B


Average Delay 5.8



5th Street & E Street 3 Leg 1 Stop on E St.ETC+20 AM 11/17/2009




Lane Configurations

Volume (veh/h) 10 82 150 279 152 10


Grade 0% 0% 0%

Peak Hour Factor 0.75 0.85 0.85 0.85 0.85 0.75


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)


pX, platoon unblocked 0.86 0.86 0.86





tC, single (s) 4.2 6.5 6.3

tC, 2 stage (s)

tF (s) 2.3 3.6 3.4







cSH 1000 1700 583




Lane LOS A B


Approach LOS B


Average Delay 3.5



5th Street & E Street 3 Leg 1 Stop on E St.ETC+20 PM 11/17/2009




Lane Configurations

Volume (veh/h) 10 217 41 76 403 10


Grade 0% 0% 0%

Peak Hour Factor 0.75 0.85 0.85 0.85 0.85 0.75


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 4.2 6.5 6.3

tC, 2 stage (s)

tF (s) 2.3 3.6 3.4







cSH 1387 1700 607




Lane LOS A D


Approach LOS D


Average Delay 16.9



5th Street & E Street 3 Legs 1 Stop on 5th StreetETC AM 11/17/2009



Movement EBT EBR WBL WBT NBL NBR

Lane Configurations

Volume (veh/h) 77 8 93 173 8 41


Grade 0% 0% 0%

Peak Hour Factor 0.75 0.85 0.85 0.75 0.85 0.85


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 4.2 6.5 6.3

tC, 2 stage (s)

tF (s) 2.3 3.6 3.4



Direction, Lane # EB 1 WB 1 NB 1


Volume Left 0 109 9

Volume Right 9 0 48

cSH 1700 1417 780




Lane LOS A A


Approach LOS A


Average Delay 3.1



5th Street & E Street 3 Legs 1 Stop on 5th StreetETC PM 11/17/2009




Lane Configurations

Volume (veh/h) 176 8 33 60 8 95


Grade 0% 0% 0%

Peak Hour Factor 0.75 0.85 0.85 0.75 0.85 0.85


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 4.2 6.5 6.3

tC, 2 stage (s)

tF (s) 2.3 3.6 3.4





Volume Left 0 39 9


cSH 1700 1266 755




Lane LOS A B


Approach LOS B


Average Delay 3.4



5th Street & E Street 3 Legs 1 Stop on 5th StreetETC+20 AM 11/17/2009




Lane Configurations

Volume (veh/h) 152 10 150 279 10 82


Grade 0% 0% 0%

Peak Hour Factor 0.75 0.85 0.85 0.75 0.85 0.85


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 4.2 6.5 6.3

tC, 2 stage (s)

tF (s) 2.3 3.6 3.4







cSH 1700 1298 646




Lane LOS A B


Approach LOS B


Average Delay 3.7



5th Street & E Street 3 Legs 1 Stop on 5th StreetETC+20 PM 11/17/2009




Lane Configurations

Volume (veh/h) 403 10 41 76 10 217


Grade 0% 0% 0%

Peak Hour Factor 0.75 0.85 0.85 0.75 0.85 0.85


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 4.2 6.5 6.3

tC, 2 stage (s)

tF (s) 2.3 3.6 3.4





Volume Left 0 48 12


cSH 1700 972 510




Lane LOS A C


Approach LOS C


Average Delay 5.9



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________________________



PCE for RVs, ER 1.0

Heavy-vehicle adjustment factor, fHV 0.988


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


Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst Jacob Deyo



Analysis Time Period PM



Jurisdiction

Analysis Year ETC


___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst Jacob Deyo






Jurisdiction

Analysis Year ETC+10


___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0








Level of service, LOS C





______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst Jacob Deyo






Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst Jacob Deyo






Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst Jacob Deyo






Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst Jacob Deyo






Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst Jacob Deyo






Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst PJP



Analysis Time Period AM with Connector Road

Highway Old Ithaca Road

From/To

Jurisdiction

Analysis Year ETC


___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0





Field measured speed, SFM 45 mi/h

Observed volume, Vf 0 veh/h


Base free-flow speed, BFFS - mi/h

Adj. for lane and shoulder width, fLS - mi/h

Adj. for access points, fA - mi/h







PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst PJP



Analysis Time Period PM with Connector Road


From/To

Jurisdiction

Analysis Year ETC


___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst PJP





From/To

Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst PJP





From/To

Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst PJP





From/To

Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst PJP





From/To

Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst PJP



Analysis Time Period AM without Connector Road


From/To

Jurisdiction

Analysis Year ETC


___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst PJP



Analysis Time Period PM without Connector Road


From/To

Jurisdiction

Analysis Year ETC


___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst PJP





From/To

Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0








Level of service, LOS D





______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst PJP





From/To

Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst PJP





From/To

Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst PJP





From/To

Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst PJP



Analysis Time Period AM with Road

Highway Route 13

From/To

Jurisdiction

Analysis Year ETC


___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst PJP



Analysis Time Period PM with Access Road

Highway Route 13

From/To

Jurisdiction

Analysis Year ETC


___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst PJP




Highway Route 13

From/To

Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst PJP




Highway Route 13

From/To

Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst PJP




Highway Route 13

From/To

Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst PJP




Highway Route 13

From/To

Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst PJP




Highway Route 13

From/To

Jurisdiction

Analysis Year ETC without Access Road


___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst PJP




Highway Route 13

From/To

Jurisdiction

Analysis Year ETC without Access Road


___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst PJP




Highway Route 13

From/To

Jurisdiction

Analysis Year ETC+10 without Access Road


___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst PJP




Highway Route 13

From/To

Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst PJP




Highway Route 13

From/To

Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst PJP




Highway Route 13

From/To

Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst JMD



Analysis Time Period AM (No Road)

Highway 5th Street

From/To Old Ithaca Road / E Street

Jurisdiction

Analysis Year ETC


___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0








Level of service, LOS A





______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst JMD



Analysis Time Period PM (No Road)

Highway 5th Street


Jurisdiction

Analysis Year ETC


___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst JMD




Highway 5th Street


Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst JMD



Analysis Time Period PM (No Road)

Highway 5th Street


Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst JMD



Analysis Time Period AM (W/ Road)

Highway 5th Street


Jurisdiction

Analysis Year ETC


___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst JMD



Analysis Time Period PM (W/ Road)

Highway 5th Street


Jurisdiction

Analysis Year ETC


___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst JMD




Highway 5th Street


Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst JMD




Highway 5th Street


Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst JMD




Highway E Street

From/To Schlumberger/ 5th Street

Jurisdiction

Analysis Year ETC


___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst JMD




Highway 5th Street


Jurisdiction

Analysis Year ETC


___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0














PresuttiPJ

Stamp

PresuttiPJ

Stamp




PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst JMD




Highway 5th Street


Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0














PresuttiPJ

Stamp




PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst JMD




Highway 5th Street


Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0














PresuttiPJ

Stamp

PresuttiPJ

Stamp




PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst JMD




Highway E Street

From/To Schlumberger/ 5th Street

Jurisdiction

Analysis Year ETC


___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst JMD




Highway E Street

From/To Schlumburger/ 5th Street

Jurisdiction

Analysis Year ETC


___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst JMD




Highway E Street


Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:






Jacob Deyo

Erdman Anthony

Phone: Fax:

E-Mail:


Analyst JMD




Highway E Street


Jurisdiction



___________________________________Input Data_________________________________







Up/down %






PCE for RVs, ER 1.0

















PCE for RVs, ER 1.0













______________________________________________________________________________

Notes:





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



PROJECT NAME & NO.


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



PROJECT NAME & NO.


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

*


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)




T = 125 T = 105 T = 596


80% 20% 48% 52% 50% 50%

100 25 125 50 55 105 298 298 596

Parcel E (Schlumberger)




T = 125 T = 105 T = 596


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)


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


59% 41% 8% 92% 50% 50%

66 46 111 4 49 53 401 401 803

Warehousing (1000 Sq. Feet Gross Floor Area)



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


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


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




T = 96 T = 83 T = 508


80% 20% 48% 52% 50% 50%

77 19 96 40 43 83 254 254 508

Parcel B ( Thomas & Betts)




T = 125 T = 105 T = 596


80% 20% 48% 52% 50% 50%

100 25 125 50 55 105 298 298 596

Parcel E (Schlumberger)




T = 125 T = 105 T = 596


80% 20% 48% 52% 50% 50%

100 25 125 50 55 105 298 298 596

Parcel F (food bank)



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


59% 41% 8% 92% 50% 50%

66 46 111 4 49 53 401 401 803

Warehousing (1000 Sq. Feet Gross Floor Area)



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


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



PROJECT NAME & NO.


07/09/08

Warrant 2 - Four-Hour Vehicular Volumes

Major 1019 Minor 147

(Both Approaches) 796 (1 direction) 115

832 231

828 230


OR


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



Four Highest Hourly Volumes (any four hrs, collector road one direction either side, artery both directions, not

necessarily consecutive)




PROJECT NAME & NO.


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


OR





Criteria B met? Yes

Warrant Satisfied? Yes




PROJECT NAME & NO.


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 =


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


major is less then 300ft (90m)


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).





PROJECT NAME & NO.


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 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.





PROJECT NAME & NO.


SIGNAL WARRANT ANALYSIS: OLD ITHACA ROAD & CONNECTOR ROAD



Background Data:

Artery: Old Ithaca Road Growth Factor: 1.0%


Traffic Volumes:




Number of approach lanes. 85th % Speed = 45 mph

Artery: 2

Collector: 1



OR




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


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







5 yrs

ETC +ETC

Peak Hr

162

499759

270


Number of lanes VPH on Major VPH on Higher Volume


Incl. Aux Lanes


Minor Approach

Incl. Aux Lanes

Number of lanes

Each Approach

VPH on Major


07/09/09

478

162

ETC 8th

Highest Hr*

8/9/2009




PROJECT NAME & NO.


07/09/09 8/9/2009


Major 725 Minor 162


665 122

467 86


OR













PROJECT NAME & NO.


07/09/09 8/9/2009








Criteria A met? No

Criteria B


Major 759 Minor 270





OR





Criteria B met? Yes

Warrant Satisfied? Yes




PROJECT NAME & NO.


07/09/09 8/9/2009



AND











AND








OR







PROJECT NAME & NO.


07/09/09 8/9/2009




AND



AND






Criteria A

1) Total existing weekday peak hour volume entering intersection 1178

Is this volume > 1000 VPH? Yes

AND



Criteria A met? Yes

Criteria B


OR


OR



Criteria B met? Yes






PROJECT NAME & NO.


SIGNAL WARRANT ANALYSIS: OLD ITHACA ROAD & 5th Street (No Build)



Background Data:

Artery: Old Ithaca Road Growth Factor: 1.0%


Traffic Volumes:




Number of approach lanes. 85th % Speed = 45 mph

Artery: 1

Collector: 1



OR




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


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







09/30/09

464

67

ETC 8th

Highest Hr*

09/30/09

Number of lanes

Each Approach

VPH on Major


Incl. Aux Lanes


Minor Approach

Incl. Aux Lanes

VPH on Major VPH on Higher Volume


71

492773

112


Number of lanes

5 yrs

ETC +ETC

Peak Hr




PROJECT NAME & NO.


09/30/09 09/30/09


Major 725 Minor 162


665 122

467 86


OR













PROJECT NAME & NO.


09/30/09 09/30/09








Criteria A met? No

Criteria B


Major 773 Minor 112





OR





Criteria B met? Yes

Warrant Satisfied? No




PROJECT NAME & NO.


09/30/09 09/30/09



AND











AND








OR







PROJECT NAME & NO.


09/30/09 09/30/09




AND



AND






Criteria A ETC ETC+5

1) Total existing weekday peak hour volume entering intersection 885 939

Is this volume > 1000 VPH? No

AND



Criteria A met? No

Criteria B


OR


OR



Criteria B met? Yes




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