Loading...
HomeMy WebLinkAboutVolume 2_FEIS Appendices_Appendix I - Revised Traffic AnalysisAppendix I Revised Traffic Analysis Appendix I-1 Attachment A: Revised Traffic Impact Analysis Traffic Impact Study 900 King Street MC Project No.: 17000360A Attachment 900 KING STREET _______________________________________________________________________________ ATTACHMENT A TRIP GENERATION COMPARISON FEIS REDUCED DEVELOPMENT PLAN ENTRY EXIT TOTAL VOLUME VOLUME VOLUME Office - 200,000 s.f. WEEKDAY PEAK AM HOUR 293 40 333 WEEKDAY PEAK MIDDAY HOUR 102 125 227 WEEKDAY PEAK PM HOUR 51 251 302 ENTRY EXIT TOTAL VOLUME VOLUME VOLUME Residential Townhouse - 24 units Senior Adult Housing - 160 units Assisted living - 85 units (94 beds) WEEKDAY PEAK AM HOUR 25 45 70 WEEKDAY PEAK MIDDAY HOUR 38 42 80 WEEKDAY PEAK PM HOUR 50 40 90 VOLUME VOLUME VOLUME Residential Townhouse - 20 units Senior Adult Housing - 152 units Assisted living - 85 units (94 beds) WEEKDAY PEAK AM HOUR 20 34 54 WEEKDAY PEAK MIDDAY HOUR 29 33 62 WEEKDAY PEAK PM HOUR 39 32 71 VOLUME VOLUME VOLUME 19 32 51 28 31 59 Residential Townhouse - 20 units Senior Adult Housing - 136 units Assisted living - 85 units (94 beds) WEEKDAY PEAK AM HOUR WEEKDAY PEAK MIDDAY HOUR WEEKDAY PEAK PM HOUR 36 31 67 FEIS REDUCED DEVELOPMENT PLAN pFEIS REDUCED DEVELOPMENT PLAN TABLE A HOURLY TRIP GENERATION RATES AND ANTICIPATED SITE GENERATED TRAFFIC VOLUMES 900 KING STREET PREVIOUSLY PROPOSED AGE RESTRICTED RESIDENTIAL COMMUNITY (TIS - AUGUST 24, 2018) AS-OF-RIGHT (TIS - AUGUST 24, 2018) MC 17000360A NOVEMBER 20, 2019 HTGR VOLUME HTGR VOLUME HTGR VOLUME 0.090 2 0.442 9 0.532 11 0.248 5 0.318 6 0.566 11 0.400 8 0.200 4 0.600 12 0.068 9 0.132 18 0.200 27 0.1015 14 0.1235 17 0.225 31 0.135 18 0.115 16 0.250 34 0.090 8 0.050 5 0.140 13 0.095 9 0.085 8 0.180 17 0.100 10 0.120 11 0.220 21 -----19 -----32 -----51 -----28 -----31 -----59 Residential Townhouse - 20 units (1) WEEKDAY PEAK AM HOUR WEEKDAY PEAK MIDDAY HOUR (2) WEEKDAY PEAK PM HOUR Senior Adult Housing - 136 units WEEKDAY PEAK AM HOUR WEEKDAY PEAK MIDDAY HOUR (2) WEEKDAY PEAK PM HOUR Assisted living - 85 units (94 beds) WEEKDAY PEAK AM HOUR WEEKDAY PEAK MIDDAY HOUR (2) WEEKDAY PEAK PM HOUR TOTALS WEEKDAY PEAK AM HOUR WEEKDAY PEAK MIDDAY HOUR (2) WEEKDAY PEAK PM HOUR -----36 -----31 -----67 (2) – Average of Weekday AM and Weekday PM Peak Hour Hourly Trip Generation Rates HOURLY TRIP GENERATION RATES AND ANTICIPATED SITE GENERATED TRAFFIC VOLUMES 900 KING STREET REDUCED DEVELOPMENT PLAN AGE RESTRICTED RESIDENTIAL COMMUNITY ENTRY EXIT TOTAL Based on ITE Trip Generation Manual 9th Edition, 2012 ITE Land Use 230 – Residential Townhouse, ITE Land Use 252 – Senior Adult Housing, ITE Land Use 254 – Assisted Living (1) –With 25% Reduction for Age Restriction (62+) MC 17000360A NOVEMBER 20, 2019 Traffic Impact Study 900 King Street MC Project No.: 17000360A Attachment 900 KING STREET _______________________________________________________________________________ ATTACHMENT A UPDATED ANALYSIS W/ pFEIS DEVELOPMENT PLAN ENTRY EXIT TOTAL VOLUME VOLUME VOLUME Office - 200,000 s.f. WEEKDAY PEAK AM HOUR 293 40 333 WEEKDAY PEAK MIDDAY HOUR 102 125 227 WEEKDAY PEAK PM HOUR 51 251 302 ENTRY EXIT TOTAL VOLUME VOLUME VOLUME Residential Townhouse - 24 units Senior Adult Housing - 160 units Assisted living - 85 units (94 beds) WEEKDAY PEAK AM HOUR 25 45 70 WEEKDAY PEAK MIDDAY HOUR 38 42 80 WEEKDAY PEAK PM HOUR 50 40 90 VOLUME VOLUME VOLUME Residential Townhouse - 20 units Senior Adult Housing - 152 units Assisted living - 85 units (94 beds) WEEKDAY PEAK AM HOUR 20 34 54 WEEKDAY PEAK MIDDAY HOUR 29 33 62 WEEKDAY PEAK PM HOUR 39 32 71 TABLE A HOURLY TRIP GENERATION RATES AND ANTICIPATED SITE GENERATED TRAFFIC VOLUMES 900 KING STREET PREVIOUSLY PROPOSED AGE RESTRICTED RESIDENTIAL COMMUNITY (TIS - AUGUST 24, 2018) AS-OF-RIGHT (TIS - AUGUST 24, 2018) REDUCED DEVELOPMENT PLAN MC 17000360A APRIL 17, 2019 HTGR VOLUME HTGR VOLUME HTGR VOLUME Residential Townhouse - 20 units (1) WEEKDAY PEAK AM HOUR 0.090 2 0.442 9 0.532 11 WEEKDAY PEAK MIDDAY HOUR (2)0.248 5 0.318 6 0.566 11 WEEKDAY PEAK PM HOUR 0.400 8 0.200 4 0.600 12 Senior Adult Housing - 152 units WEEKDAY PEAK AM HOUR 0.068 10 0.132 20 0.200 30 WEEKDAY PEAK MIDDAY HOUR (2)0.1015 15 0.1235 19 0.225 34 WEEKDAY PEAK PM HOUR 0.135 21 0.115 17 0.250 38 Assisted living - 85 units (94 beds) WEEKDAY PEAK AM HOUR 0.090 8 0.050 5 0.140 13 WEEKDAY PEAK MIDDAY HOUR (2)0.095 9 0.085 8 0.180 17 WEEKDAY PEAK PM HOUR 0.100 10 0.120 11 0.220 21 TOTALS WEEKDAY PEAK AM HOUR -----20 -----34 -----54 WEEKDAY PEAK MIDDAY HOUR (2)-----29 -----33 -----62 WEEKDAY PEAK PM HOUR -----39 -----32 -----71 ENTRY EXIT TOTAL Based on ITE Trip Generation Manual 9th Edition, 2012 ITE Land Use 230 – Residential Townhouse, ITE Land Use 252 – Senior Adult Housing, ITE Land Use 254 – Assisted Living (1) –With 25% Reduction for Age Restriction (62+) (2) – Average of Weekday AM and Weekday PM Peak Hour Hourly Trip Generation Rates HOURLY TRIP GENERATION RATES AND ANTICIPATED SITE GENERATED TRAFFIC VOLUMES 900 KING STREET REDUCED DEVELOPMENT PLAN AGE RESTRICTED RESIDENTIAL COMMUNITY MC 17000360A APRIL 17, 2019 Traffic Impact Study 900 King Street MC Project No.: 17000360A Attachment FIGURES New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR (W/ 200,000 S.F. OFFICE RE-OCCUPANCY) 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR (W/ 200,000 S.F. OFFICE RE-OCCUPANCY) 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK MIDDAY HIGHWAY HOUR (W/ 200,000 S.F. OFFICE RE-OCCUPANCY) 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK MIDDAY HIGHWAY HOUR (W/ 200,000 S.F. OFFICE RE-OCCUPANCY) 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE 900 KING STREET RYE BROOK, NEW YORK YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR (W/ 200,000 S.F. OFFICE RE-OCCUPANCY) New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE 900 KING STREET RYE BROOK, NEW YORK YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR (W/ 200,000 S.F. OFFICE RE-OCCUPANCY) New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE ARRIVAL/DEPARTURE DISTRIBUTION 00 - ARRIVAL [00] - DEPARTURE 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE ARRIVAL/DEPARTURE DISTRIBUTION 00 - ARRIVAL [00] - DEPARTURE 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE SITE GENERATED TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE SITE GENERATED TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE SITE GENERATED TRAFFIC VOLUMES WEEKDAY PEAK MIDDAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE SITE GENERATED TRAFFIC VOLUMES WEEKDAY PEAK MIDDAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE SITE GENERATED TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE SITE GENERATED TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK MIDDAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK MIDDAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK Traffic Impact Study 900 King Street MC Project No.: 17000360A Attachment LEVEL OF SERVICE SUMMARY TABLE QUEUE SUMMARY TABLE V/C V/C V/C V/C V/C V/C V/C V/C V/C LOCATION LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO 1 KING STREET (ROUTE 120A) & ANDERSON HILL ROAD SIGNALIZED NORTHBOUND LEFT A 4.3 0.30 A 3.3 0.16 B 12.0 0.53 A 6.7 0.50 A 4.8 0.30 C 23.9 0.69 A 6.2 0.48 A 4.6 0.28 C 20.9 0.65 NORTHBOUND THROUGH B 17.9 0.73 B 10.9 0.52 B 13.9 0.54 C 27.2 0.86 B 14.8 0.64 B 19.4 0.70 C 27.1 0.86 B 14.5 0.63 B 18.1 0.67 NORTHBOUND APPROACH B 15.3 ----A 10.0 ----B 13.4 ----C 22.2 ----B 13.1 ----C 20.6 ----C 22.0 ----B 12.9 ----B 18.8 ---- SOUTHBOUND THROUGH B 12.9 0.55 B 13.3 0.64 C 30.6 0.90 B 19.0 0.71 B 19.1 0.75 E 68.8 1.06 B 17.8 0.68 B 18.5 0.74 E 63.0 1.04 SOUTHBOUND RIGHT A 0.7 0.10 A 0.5 0.08 A 1.1 0.14 A 0.8 0.16 A 0.7 0.10 A 1.3 0.17 A 0.8 0.16 A 0.7 0.10 A 1.3 0.17 SOUTHBOUND APPROACH B 10.7 ----B 11.6 ----C 25.9 ----B 15.2 ----B 16.5 ----E 57.7 ----B 14.1 ----B 16.0 ----D 52.9 ---- EASTBOUND LEFT D 35.6 0.58 C 33.9 0.53 C 32.4 0.49 D 40.1 0.65 D 36.5 0.60 C 34.8 0.56 D 40.1 0.65 D 36.2 0.60 C 34.4 0.55 EASTBOUND RIGHT B 19.1 0.27 B 18.3 0.16 C 21.2 0.44 B 19.5 0.36 B 18.8 0.25 C 21.0 0.47 B 18.6 0.30 B 18.6 0.23 C 21.4 0.48 EASTBOUND APPROACH C 28.1 ----C 28.5 ----C 25.5 ----C 29.1 ----C 29.0 ----C 26.3 ----C 29.5 ----C 29.1 ----C 26.3 ---- OVERALL INTERSECTION B 15.6 -----B 13.0 ----C 21.6 -----C 20.7 -----B 16.9 ----D 38.7 -----C 20.3 -----B 16.5 ----D 36.2 ----- 2 KING STREET (ROUTE 120A) & HUTCHINSON RIVER PARKWAY / MERRITT PARKWAY SB OFF RAMP UNSIGNALIZED MINOR MOVEMENTS WESTBOUND RIGHT C 19.0 0.512 B 13.6 0.259 B 14.0 0.254 D 27.3 0.669 C 16.6 0.369 C 17.9 0.379 D 27.1 0.667 C 16.2 0.361 C 16.7 0.357 3 KING STREET (ROUTE 120A) & N. RIDGE STREET UNSIGNALIZED MAJOR MOVEMENTS NORTHBOUND LEFT B 10.6 0.318 A 9.8 0.228 A 9.9 0.178 B 12.1 0.394 B 10.8 0.299 B 11.1 0.289 B 11.5 0.368 B 10.4 0.261 B 10.5 0.204 MINOR MOVEMENTS EASTBOUND LEFT F 160.9 0.638 F 89.1 0.556 F 60.8 0.326 F 451.8 1.216 F 248.4 0.993 F 182.2 0.695 F 329.6 1.001 F 172.2 0.819 F 99.5 0.480 EASTBOUND RIGHT C 21.7 0.553 C 17.6 0.426 D 26.2 0.624 F 58.8 0.912 C 24.2 0.583 E 39.9 0.776 D 27.1 0.635 C 21.3 0.511 E 37.6 0.752 4 KING STREET (ROUTE 120A) & GLEN RIDGE ROAD HUTCHINSON RIVER PARKWAY / MERRITT PARKWAY NB ON/OFF RAMP UNSIGNALIZED MAJOR MOVEMENTS SOUTHBOUND LEFT B 14.6 0.431 B 14.5 0.495 C 15.8 0.539 C 18.2 0.544 C 19.9 0.634 D 28.7 0.758 C 17.9 0.537 C 17.5 0.589 C 19.7 0.642 MINOR MOVEMENTS WESTBOUND LEFT / RIGHT F 53.1 0.759 D 31.4 0.433 E 41.8 0.484 F 168.7 1.175 F 79.0 0.795 F 284.6 1.316 F 136.3 1.091 F 53.0 0.669 F 85.7 0.793 5 KING STREET (ROUTE 120A) & HUTCHINSON RIVER PARKWAY / MERRITT PARKWAY NB ON/OFF RAMP UNSIGNALIZED MAJOR MOVEMENTS NORTHBOUND LEFT A 0.0 0.00 A 8.3 0.01 A 8.8 0.01 A 0.0 0.00 A 8.5 0.005 A 9.0 0.006 A 0.0 0.000 A 8.4 0.005 A 9.0 0.006 MINOR MOVEMENTS EASTBOUND LEFT / RIGHT F 82.1 0.977 C 22.4 0.539 F 53.9 0.87 F 365.4 1.695 E 42.0 0.776 F 166.1 1.227 F 146.3 1.166 D 29.9 0.653 F 106.3 1.069 TABLE NO. 1 LEVEL OF SERVICE SUMMARY TABLE WEEKDAY AM WEEKDAY PM WEEKDAY AM WEEKDAY PM YEAR 2017/2018 EXISTING YEAR 2025 BUILDYEAR 2025 NO-BUILD - W/ OFFICE REOCCUPANCY WEEKDAY AM WEEKDAY PMWEEKDAY MIDDAY WEEKDAY MIDDAY WEEKDAY MIDDAY MC 17000360A APRIL 18, 2019 V/C V/C V/C V/C V/C V/C V/C V/C V/C LOCATION LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO TABLE NO. 1 LEVEL OF SERVICE SUMMARY TABLE WEEKDAY AM WEEKDAY PM WEEKDAY AM WEEKDAY PM YEAR 2017/2018 EXISTING YEAR 2025 BUILDYEAR 2025 NO-BUILD - W/ OFFICE REOCCUPANCY WEEKDAY AM WEEKDAY PMWEEKDAY MIDDAY WEEKDAY MIDDAY WEEKDAY MIDDAY 6 KING STREET (ROUTE 120A) & ARBOR DRIVE SIGNALIZED NORTHBOUND LEFT A 3.0 0.07 A 2.1 0.05 A 2.5 0.07 A 5.1 0.26 A 3.9 0.11 A 6.5 0.15 A 3.6 0.10 A 2.4 0.08 A 2.8 0.12 NORTHBOUND THROUGH A 8.2 0.67 A 5.3 0.59 A 4.3 0.56 B 11.5 0.73 B 12.8 0.74 B 11.2 0.73 B 10.9 0.73 A 7.6 0.67 A 5.5 0.61 NORTHBOUND APPROACH A 8.1 ----A 5.2 ----A 4.2 ----B 11.0 ----B 12.3 ----B 11.0 ----B 10.7 ----A 7.4 ----A 5.4 ---- SOUTHBOUND THROUGH B 10.1 0.6 A 6.4 0.39 A 7.9 0.53 B 17.6 0.73 B 11.6 0.51 B 19.5 0.71 B 14.2 0.69 A 7.6 0.44 B 10.1 0.60 SOUTHBOUND RIGHT A 0.0 0.03 A 0.0 0.03 A 0.1 0.04 A 0.2 0.17 A 0.1 0.09 A 0.1 0.06 A 0.0 0.02 A 0.1 0.04 A 0.1 0.05 SOUTHBOUND APPROACH A 9.6 ----A 6.0 ----A 7.4 ----B 13.6 ----A 9.6 ----B 17.4 ----B 13.8 ----A 6.9 ----A 9.2 ---- EASTBOUND LEFT D 45.1 0.46 D 40.8 0.25 D 51.0 0.34 D 46.4 0.55 D 48.7 0.59 D 53.0 0.75 D 46.6 0.53 D 42.2 0.30 D 51.7 0.39 EASTBOUND RIGHT B 14.2 0.27 B 17.2 0.22 B 18.2 0.26 B 12.6 0.27 B 12.3 0.24 A 8.5 0.25 B 12.9 0.30 B 16.3 0.28 B 16.9 0.30 EASTBOUND APPROACH C 32.5 ----C 28.6 ----D 35.4 ----C 34.3 ----D 37.1 ----D 40.9 ----C 33.0 ----C 28.2 ----C 34.5 ---- OVERALL INTERSECTION B 10.3 ----A 6.4 ----A 7.0 ----B 13.9 ----B 13.5 ----B 17.9 ----B 13.7 ----A 8.1 ----A 8.5 ---- 7 KING STREET (ROUTE 120A) & BLIND BROOK MS/HS RIGHT TURN ENTRY UNSIGNALIZED A -------A -------A -------A -------A -------A -------A -------A -------A ------- 8 KING STREET (ROUTE 120A) & BLIND BROOK MS/HS - GLENVILLE STREET SIGNALIZED NORTHBOUND LEFT A 9.7 0.16 B 12.0 0.11 A 8.0 0.09 B 10.3 0.19 B 13.2 0.13 A 8.5 0.11 B 10.3 0.19 B 13.1 0.13 A 8.4 0.10 NORTHBOUND THROUGH/RIGHT C 31.5 0.78 C 29.7 0.69 B 19.7 0.55 D 46.6 0.93 D 37.2 0.82 C 22.5 0.63 D 38.0 0.86 D 36.3 0.80 C 22.6 0.63 NORTHBOUND APPROACH C 29.2 ----C 28.1 ----B 19.0 ----D 43.2 ----D 35.3 ----C 21.6 ----D 35.3 ----C 34.4 ----C 21.7 ---- SOUTHBOUND LEFT B 12.5 0.46 B 13.1 0.28 A 5.2 0.26 C 24.5 0.62 B 15.6 0.37 A 7.1 0.31 B 17.3 0.55 B 15.4 0.36 A 5.8 0.31 SOUTHBOUND THROUGH/RIGHT C 20.3 0.53 C 22.7 0.49 B 10.1 0.52 C 22.4 0.60 C 25.8 0.57 B 10.6 0.61 C 22.6 0.60 C 25.4 0.56 B 10.9 0.58 SOUTHBOUND APPROACH B 18.2 ----C 20.7 ----A 9.3 ----C 23.0 ----C 23.8 ----B 10.1 ----C 21.2 ----C 23.4 ----B 10.1 ---- EASTBOUND LEFT D 46.0 0.54 D 47.5 0.64 D 50.6 0.32 D 46.4 0.56 D 49.0 0.66 D 50.8 0.33 D 46.4 0.56 D 49.0 0.66 D 50.8 0.33 EASTBOUND THROUGH/RIGHT B 15.5 0.30 B 12.8 0.31 C 21.8 0.27 B 15.2 0.31 B 12.7 0.32 C 21.3 0.28 B 15.2 0.31 B 12.7 0.32 C 21.3 0.28 EASTBOUND APPROACH C 33.8 ----C 34.5 ----D 36.2 ----C 33.8 ----D 35.4 ----D 36.0 ----C 33.8 ----D 35.4 ----D 36.0 ---- WESTBOUND LEFT/THROUGH D 46.4 0.39 D 50.5 0.54 E 60.5 0.64 D 47.0 0.40 D 48.9 0.52 E 60.8 0.66 D 47.0 0.40 D 48.9 0.52 E 60.8 0.66 WESTBOUND RIGHT B 18.9 0.79 C 22.2 0.82 B 16.0 0.77 B 18.8 0.79 C 25.0 0.84 B 15.7 0.78 B 18.8 0.79 C 25.0 0.84 B 15.7 0.78 WESTBOUND APPROACH C 22.7 ----C 27.9 ----C 25.8 ----C 22.7 ----C 29.8 ----C 25.7 ----C 22.7 ----C 29.8 ----C 25.7 ---- OVERALL INTERSECTION C 24.5 ----C 26.9 ----B 17.7 ----C 31.4 ----C 30.6 ----B 18.6 ----C 27.7 ----C 30.3 ----B 18.8 ---- 9 ARBOR DRIVE & SITE DRIVEWAY UNSIGNALIZED MAJOR MOVEMENTS EASTBOUND LEFT A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.000 MINOR MOVEMENTS SOUTHBOUND LEFT / RIGHT A 9.6 0.006 B 10.1 0.039 A 9.5 0.022 B 11.3 0.081 B 12.2 0.248 B 12.6 0.388 A 9.9 0.055 B 10.4 0.068 A 9.8 0.049 MC 17000360A APRIL 18, 2019 V/C V/C V/C V/C V/C V/C V/C V/C V/C LOCATION LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO TABLE NO. 1 LEVEL OF SERVICE SUMMARY TABLE WEEKDAY AM WEEKDAY PM WEEKDAY AM WEEKDAY PM YEAR 2017/2018 EXISTING YEAR 2025 BUILDYEAR 2025 NO-BUILD - W/ OFFICE REOCCUPANCY WEEKDAY AM WEEKDAY PMWEEKDAY MIDDAY WEEKDAY MIDDAY WEEKDAY MIDDAY 10 KING STREET (ROUTE 120A) & COMLY AVENUE UNSIGNALIZED MAJOR MOVEMENTS SOUTHBOUND LEFT A 8.8 0.109 A 8.4 0.061 A 8.6 0.093 A 9.3 0.127 A 8.6 0.069 A 8.9 0.105 A 9.1 0.123 A 8.6 0.070 A 8.9 0.106 MINOR MOVEMENTS WESTBOUND LEFT / RIGHT C 20.9 0.448 B 14.9 0.238 C 18.7 0.411 D 30.2 0.584 C 17.2 0.289 C 23.8 0.507 D 27.1 0.551 C 16.9 0.287 C 23.3 0.502 11 KING STREET (ROUTE 120A) & BETSEY BROWN ROAD UNSIGNALIZED MAJOR MOVEMENTS NORTHBOUND LEFT A 9.8 0.152 A 9.3 0.082 A 8.7 0.071 B 10.3 0.172 A 9.7 0.094 A 9.1 0.081 B 10.3 0.173 A 9.6 0.093 A 8.9 0.078 MINOR MOVEMENTS EASTBOUND LEFT / RIGHT F 172.2 1.137 E 40.1 0.556 D 25.0 0.424 F 432.9 1.731 F 72.3 0.758 E 36.5 0.560 F 362.3 1.581 F 66.8 0.735 D 34.3 0.544 12 N. RIDGE STREET & HUTCHINSON RIVER PARKWAY SB ON/OFF RAMPS UNSIGNALIZED MAJOR MOVEMENTS SOUTHBOUND LEFT A 8.9 0.321 A 8.0 0.176 A 7.9 0.160 A 9.3 0.373 A 8.2 0.224 A 8.2 0.236 A 9.3 0.367 A 8.2 0.202 A 8.0 0.183 MINOR MOVEMENTS WESTBOUND LEFT/RIGHT B 11.9 0.230 B 10.2 0.190 B 10.7 0.285 B 13.4 0.380 B 10.7 0.244 B 11.7 0.344 B 12.6 0.250 B 10.4 0.211 B 11.2 0.318 THE ABOVE REPRESENTS THE LEVELS OF SERVICE, VEHICLE DELAY IN SECONDS AND VOLUME-TO-CAPACITY RATIO, B [10.9] {0.50}, FOR THE SIGNALIZED INTERSECTIONS AND THE LEVELS OF SERVICE, AVERAGE TOTAL DELAY IN SECONDS AND VOLUME-TO-CAPACITY RATIO, B (10.9) {0.50}, FOR THE UNSIGNALIZED INTERSECTIONS. MC 17000360A APRIL 18, 2019 STORAGE LOCATION (IN FEET)50th %95th %50th %95th %50th %95th %50th %95th %50th %95th %50th %95th %50th %95th %50th %95th %50th %95th % 1 KING STREET (ROUTE 120A) & ANDERSON HILL ROAD SIGNALIZED NORTHBOUND LEFT 75'14 37 5 18 16 67 24 58 10 30 49 159 24'58'10'28'37'#129' NORTHBOUND THROUGH 285'191 457 110 224 126 266 273 559 149 325 204 357 273'#558'145'314'193'336' SOUTHBOUND THROUGH 570'118 250 147 302 273 623 192 358 189 471 466 728 178'332'185'#458'~464'#725' SOUTHBOUND RIGHT 160'0 8 0 6 2 14 0 11 1 9 5 17 0'11'1'8'5'17' EASTBOUND LEFT 230'55 110 46 94 50 103 67 124 56 112 65 120 67'124'55'112'65'120' EASTBOUND RIGHT 690'38 75 20 46 68 121 60 109 33 67 86 148 49'93'30'63'86'148' 2 KING STREET (ROUTE 120A) & HUTCHINSON RIVER PARKWAY / MERRITT PARKWAY SB OFF RAMP UNSIGNALIZED WESTBOUND RIGHT 485'n/a 73 n/a 25 n/a 25 n/a 120 n/a 43 n/a 43 n/a 120'n/a 40'n/a 40' 3 KING STREET (ROUTE 120A) & N. RIDGE STREET UNSIGNALIZED MAJOR MOVEMENTS NORTHBOUND LEFT 250'n/a 35 n/a 23 n/a 15 n/a 48 n/a 33 n/a 30 n/a 43'n/a 25'n/a 20' MINOR MOVEMENTS EASTBOUND LEFT 435'n/a 63 n/a 63 n/a 33 n/a 100 n/a 110 n/a 68 n/a 90'n/a 93'n/a 48' EASTBOUND RIGHT 100'n/a 83 n/a 53 n/a 103 n/a 240 n/a 90 n/a 163 n/a 108'n/a 70'n/a 153' 4 KING STREET (ROUTE 120A) & GLEN RIDGE ROAD HUTCHINSON RIVER PARKWAY / MERRITT PARKWAY NB ON/OFF RAMP UNSIGNALIZED MAJOR MOVEMENTS SOUTHBOUND LEFT 250'n/a 55 n/a 50 n/a 58 n/a 83 n/a 113 n/a 168 n/a 80'n/a 98'n/a 118' MINOR MOVEMENTS WESTBOUND LEFT / RIGHT 180'n/a 138 n/a 70 n/a 83 n/a 293 n/a 133 n/a 218 n/a 265'n/a 103'n/a 125' 5 KING STREET (ROUTE 120A) & HUTCHINSON RIVER PARKWAY / MERRITT PARKWAY NB ON/OFF RAMP UNSIGNALIZED MAJOR MOVEMENTS NORTHBOUND LEFT 135'n/a 0 n/a 0 n/a 0 n/a 0 n/a 0 n/a 0 n/a 0'n/a 0'n/a 0' MINOR MOVEMENTS EASTBOUND LEFT / RIGHT 1000'n/a 258 n/a 78 n/a 210 n/a 673 n/a 160 n/a 410 n/a 355'n/a 113'n/a 323' YEAR 2025 NO-BUILD - W/ OFFICE RE-OCCUPANCY YEAR 2025 BUILD TABLE NO. 2 QUEUE SUMMARY TABLE WEEKDAY AM WEEKDAY PMWEEKDAY AM WEEKDAY PM WEEKDAY AM WEEKDAY PMWEEKDAY MIDDAY WEEKDAY MIDDAY WEEKDAY MIDDAY YEAR 2017/2018 EXISTING MC 17000360A APRIL 18, 2019 STORAGE LOCATION (IN FEET)50th %95th %50th %95th %50th %95th %50th %95th %50th %95th %50th %95th %50th %95th %50th %95th %50th %95th % YEAR 2025 NO-BUILD - W/ OFFICE RE-OCCUPANCY YEAR 2025 BUILD TABLE NO. 2 QUEUE SUMMARY TABLE WEEKDAY AM WEEKDAY PMWEEKDAY AM WEEKDAY PM WEEKDAY AM WEEKDAY PMWEEKDAY MIDDAY WEEKDAY MIDDAY WEEKDAY MIDDAY YEAR 2017/2018 EXISTING 6 KING STREET (ROUTE 120A) & ARBOR DRIVE SIGNALIZED NORTHBOUND LEFT 100'3 9 3 8 3 9 9 24 6 19 7 15 4'12'4'11'4'm13' NORTHBOUND THROUGH 500'195 389 150 282 125 224 268 557 254 528 180 421 257'533'184'360'139'347' SOUTHBOUND THROUGH 460'141 461 124 210 213 354 335 708 173 314 371 720 319'#599'144'246'253'429' SOUTHBOUND RIGHT 100'0 0 0 0 0 0 0 0 0 0 0 0 0'0'0'0'0'0' EASTBOUND LEFT 175'40 82 16 43 27 60 59 112 64 118 148 214 53'102'19'49'32'69' EASTBOUND RIGHT 500'0 32 0 27 0 31 0 35 0 33 0 38 0'37'0'30'0'35' 7 KING STREET (ROUTE 120A) & BLIND BROOK MS/HS RIGHT TURN ENTRY UNSIGNALIZED ---------------------------------------------------------------------------- 8 KING STREET (ROUTE 120A) & BLIND BROOK MS/HS - GLENVILLE STREET SIGNALIZED NORTHBOUND LEFT 80'13 39 11 36 8 24 14 42 12 40 8 25 14'42'12'40'8'25' NORTHBOUND THROUGH/RIGHT 345'251 519 218 483 220 432 334 687 275 632 266 566 295'#615'269'#616'269'#573' SOUTHBOUND LEFT 250'36 87 24 65 11 22 39 156 26 74 12 36 39'110'26'74'12'm23' SOUTHBOUND THROUGH/RIGHT 500'169 343 152 314 91 435 201 408 189 395 76 413 203'412'182'383'116'479' EASTBOUND LEFT 290'54 113 83 165 25 57 58 119 90 178 26 59 58'119'90'178'26'59' EASTBOUND THROUGH/RIGHT 290'5 44 5 51 3 35 5 45 6 53 3 35 5'45'6'53'3'35' WESTBOUND LEFT/THROUGH 185'27 64 49 104 67 114 29 67 53 110 71 120 29'67'53'110'71'120' WESTBOUND RIGHT 50'0 83 17 117 0 86 0 85 28 139 0 88 0'85'28'139'0'88' 9 ARBOR DRIVE & SITE DRIVEWAY UNSIGNALIZED MAJOR MOVEMENTS EASTBOUND LEFT 600'n/a 0 n/a 0 n/a 0 n/a 0 n/a 0 n/a 0 n/a 0'n/a 0'n/a 0' MINOR MOVEMENTS SOUTHBOUND LEFT / RIGHT 100'n/a 0 n/a 3 n/a 3 n/a 8 n/a 25 n/a 45 n/a 5'n/a 5'n/a 5' MC 17000360A APRIL 18, 2019 STORAGE LOCATION (IN FEET)50th %95th %50th %95th %50th %95th %50th %95th %50th %95th %50th %95th %50th %95th %50th %95th %50th %95th % YEAR 2025 NO-BUILD - W/ OFFICE RE-OCCUPANCY YEAR 2025 BUILD TABLE NO. 2 QUEUE SUMMARY TABLE WEEKDAY AM WEEKDAY PMWEEKDAY AM WEEKDAY PM WEEKDAY AM WEEKDAY PMWEEKDAY MIDDAY WEEKDAY MIDDAY WEEKDAY MIDDAY YEAR 2017/2018 EXISTING 10 KING STREET (ROUTE 120A) & COMLY AVENUE UNSIGNALIZED MAJOR MOVEMENTS SOUTHBOUND LEFT 500'n/a 10 n/a 5 n/a 8 n/a 10 n/a 5 n/a 8 n/a 10'n/a 5'n/a 10' MINOR MOVEMENTS WESTBOUND LEFT / RIGHT 500'n/a 58 n/a 23 n/a 50 n/a 88 n/a 30 n/a 70 n/a 80'n/a 30'n/a 68' 11 KING STREET (ROUTE 120A) & BETSEY BROWN ROAD UNSIGNALIZED MAJOR MOVEMENTS NORTHBOUND LEFT 500'n/a 13 n/a 8 n/a 5 n/a 15 n/a 8 n/a 8 n/a 15'n/a 8'n/a 8' MINOR MOVEMENTS EASTBOUND LEFT / RIGHT 500'n/a 240 n/a 75 n/a 50 n/a 365 n/a 123 n/a 78 n/a 345'n/a 118'n/a 75' 12 N. RIDGE STREET & HUTCHINSON RIVER PARKWAY SB ON/OFF RAMPS UNSIGNALIZED MAJOR MOVEMENTS SOUTHBOUND LEFT 450'n/a 35 n/a 15 n/a 15 n/a 45 n/a 23 n/a 23 n/a 43'n/a 20'n/a 18' MINOR MOVEMENTS WESTBOUND LEFT/RIGHT 200'n/a 23 n/a 18 n/a 30 n/a 45 n/a 25 n/a 38 n/a 25'n/a 20'n/a 35' THE 50TH PERCENTILE AND 95TH PERCENTILE QUEUES BASED ON THE SYNCHRO ANALYSIS MC 17000360A APRIL 18, 2019 Traffic Impact Study 900 King Street MC Project No.: 17000360A Attachment LEVEL OF SERVICE STANDARDS Traffic Impact Study 900 King Street MC Project No.: 17000360A Attachment LEVEL OF SERVICE STANDARDS LEVEL OF SERVICE FOR SIGNALIZED INTERSECTIONS Level of Service (LOS) can be characterized for the entire intersection, each intersection approach, and each lane group. Control delay alone is used to characterize LOS for the entire intersection or an approach. Control delay and volume-to-capacity (v/c) ratio are used to characterize LOS for a lane group. Delay quantifies the increase in travel time due to traffic signal control. It is also a measure of driver discomfort and fuel consumption. The volume-to-capacity ratio quantifies the degree to which a phase’s capacity is utilized by a lane group. LOS A describes operations with a control delay of 10 s/veh or less and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is low and either progression is exceptionally favorable or the cycle length is very short. If it is due to favorable progression, most vehicles arrive during the green indication and travel through the intersection without stopping. LOS B describes operations with control delay between 10 and 20 s/veh and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is low and either progression is highly favorable or the cycle length is short. More vehicles stop than with LOS A. LOS C describes operations with control delay between 20 and 35 s/veh and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when progression is favorable or the cycle length is moderate. LOS D describes operations with control delay between 35 and 55 s/veh and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is high and either progression is ineffective or the cycle length is long. Traffic Impact Study 900 King Street MC Project No.: 17000360A Attachment LOS E describes operations with control delay between 55 and 80 s/veh and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is high, progression is unfavorable, and the cycle length is long. LOS F describes operations with control delay exceeding 80 s/veh or a volume-to-capacity ratio greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is very high, progression is very poor, and the cycle length is long. A lane group can incur a delay less than 80 s/veh when the volume-to-capacity ratio exceeds 1.0. This condition typically occurs when the cycle length is short, the signal progression is favorable, or both. As a result, both the delay and volume-to-capacity ratio are considered when lane group LOS is established. A ratio of 1.0 or more indicates that cycle capacity is fully utilized and represents failure from a capacity perspective (just as delay in excess of 80 s/veh represents failure from a delay perspective). The Level of Service Criteria for signalized intersections are given in Exhibit 18-4 from the 2010 Highway Capacity Manual published by the Transportation Research Board. Exhibit 18-4 LOS by Volume-to-Capacity Ratio Control Delay (s/veh) v/c ≤1.0 v/c >1.0 ≤10 A F >10-20 B F >20-35 C F >35-55 D F >55-80 E F >80 F F For approach-based and intersection wide assessments, LOS is defined solely by control delay. Traffic Impact Study 900 King Street MC Project No.: 17000360A Attachment LEVEL OF SERVICE CRITERIA FOR TWO-WAY STOP-CONTROLLED (TWSC) UNSIGNALIZED INTERSECTIONS Level of Service (LOS) for a two-way stop-controlled (TWSC) intersection is determined by the computed or measured control delay. For motor vehicles, LOS is determined for each minor-street movement (or shared movement) as well as major-street left turns. LOS is not defined for the intersection as a whole or for major-street approaches. The Level of Service Criteria for TWSC unsignalized intersections are given in Exhibit 19-1 from the 2010 Highway Capacity Manual published by the Transportation Research Board. Exhibit 19-1 LOS by Volume-to-Capacity Ratio Control Delay (s/veh) v/c ≤1.0 v/c >1.0 0-10 A F >10-15 B F >15-25 C F >25-35 D F >35-50 E F >50 F F The LOS criteria apply to each lane on a given approach and to each approach on the minor street. LOS is not calculated for major-street approaches or for the intersection as a whole. As Exhibit 19-1 notes, LOS F is assigned to the movement if the volume-to-capacity ratio for the movement exceeds 1.0, regardless of the control delay. The Level of Service Criteria for unsignalized intersections are somewhat different from the criteria for signalized intersections. Traffic Impact Study 900 King Street MC Project No.: 17000360A Attachment LEVEL OF SERVICE CRITERIA FOR ALL-WAY STOP-CONTROLLED (AWSC) UNSIGNALIZED INTERSECTIONS The Levels of Service (LOS) for all-way stop-controlled (AWSC) intersections are given in Exhibit 20-2. As the exhibit notes, LOS F is assigned if the volume-to-capacity (v/c) ratio of a lane exceeds 1.0, regardless of the control delay. For assessment of LOS at the approach and intersection levels, LOS is based solely on control delay. The Level of Service Criteria for AWSC unsignalized intersections are given in Exhibit 20-2 from the 2010 Highway Capacity Manual published by the Transportation Research Board. Exhibit 20-2 LOS by Volume-to-Capacity Ratio Control Delay (s/veh) v/c ≤1.0 v/c >1.0 0-10 A F >10-15 B F >15-25 C F >25-35 D F >35-50 E F >50 F F For approaches and intersection wide assessment, LOS is defined solely by control delay. Traffic Impact Study 900 King Street MC Project No.: 17000360A Attachment SYNCHRO ANALYSIS Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/19/2019 17000360A_AMBD Synchro 10 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph) 232 722 550 155 148 143 Future Volume (vph) 232 722 550 155 148 143 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 12 11 13 11 12 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 0.97 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1662 1810 1749 1589 1662 1538 Flt Permitted 0.285 0.950 Satd. Flow (perm) 497 1810 1749 1542 1620 1538 Right Turn on Red Yes No Satd. Flow (RTOR) 172 Link Speed (mph) 35 35 30 Link Distance (ft) 377 343 799 Travel Time (s) 7.3 6.7 18.2 Confl. Peds. (#/hr) 10 10 10 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 258 802 611 172 164 159 Shared Lane Traffic (%) Lane Group Flow (vph) 258 802 611 172 164 159 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 211122 Detector Template Leading Detector (ft) 18 66 166 166 18 18 Trailing Detector (ft) -8 60 160 160 -8 -8 Detector 1 Position(ft) -8 60 160 160 -8 -8 Detector 1 Size(ft) 14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 12 12 12 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/19/2019 17000360A_AMBD Synchro 10 Report Page 2 Lane Group NBL NBT SBT SBR NEL NER Ø3 Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA pm+ov Prot pt+ov Protected Phases 122444 13 Permitted Phases 2 2 Detector Phase 122444 1 Switch Phase Minimum Initial (s) 5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s) 8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s) 13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%) 12.7% 40.2% 40.2% 20.6% 20.6% 26% Maximum Green (s) 10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s) 7.0 Flash Dont Walk (s) 16.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 50.0 36.0 36.0 46.7 10.7 23.7 Actuated g/C Ratio 0.72 0.52 0.52 0.67 0.15 0.34 v/c Ratio 0.48 0.86 0.68 0.16 0.65 0.30 Control Delay 6.2 27.1 17.8 0.8 40.1 18.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.2 27.1 17.8 0.8 40.1 18.6 LOS A C B A D B Approach Delay 22.0 14.1 29.5 Approach LOS C B C Queue Length 50th (ft) 24 273 178 0 67 49 Queue Length 95th (ft) 58 #558 332 11 124 93 Internal Link Dist (ft) 297 263 719 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 540 935 903 1205 381 500 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.48 0.86 0.68 0.14 0.43 0.32 Intersection Summary Area Type: Other Cycle Length: 102 Actuated Cycle Length: 69.7 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay: 20.3 Intersection LOS: C Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/19/2019 17000360A_AMBD Synchro 10 Report Page 3 Intersection Capacity Utilization 61.7% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 04/19/2019 17000360A_AMBD Synchro 10 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 295 637 0 0 919 Future Volume (vph) 0 295 637 0 0 919 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 0.865 Flt Protected Satd. Flow (prot) 0 1611 1792 0 0 1810 Flt Permitted Satd. Flow (perm) 0 1611 1792 0 0 1810 Link Speed (mph) 30 35 35 Link Distance (ft) 709 273 1105 Travel Time (s) 16.1 5.3 21.5 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 0% 2% 6% 0% 0% 5% Adj. Flow (vph) 0 307 664 0 0 957 Shared Lane Traffic (%) Lane Group Flow (vph) 0 307 664 0 0 957 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 58.5% ICU Level of Service B Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 04/19/2019 17000360A_AMBD Synchro 10 Report Page 5 Intersection Int Delay, s/veh 4.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 295 637 0 0 919 Future Vol, veh/h 0 295 637 0 0 919 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 0 26005 Mvmt Flow 0 307 664 0 0 957 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 664 0 - - - Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.22 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.318 ---- Pot Cap-1 Maneuver 0 461 - 0 0 - Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - 461 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 27.1 0 0 HCM LOS D Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 461 - HCM Lane V/C Ratio - 0.667 - HCM Control Delay (s) - 27.1 - HCM Lane LOS - D - HCM 95th %tile Q(veh) - 4.8 - Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)04/19/2019 17000360A_AMBD Synchro 10 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph) 32 0 253 0000681238302605164 Future Volume (vph) 32 0 253 0000681238302605164 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 16 12 12 12 12 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 0.850 0.965 0.968 Flt Protected 0.950 0.950 Satd. Flow (prot) 1570 0 1568 00001960 0 1752 1739 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1570 0 1568 00001960 0 1752 1739 0 Link Speed (mph) 35 35 35 35 Link Distance (ft) 153 463 273 308 Travel Time (s) 3.0 9.0 5.3 6.0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 15% 0% 3% 0% 0% 0% 0% 6% 6% 3% 6% 5% Adj. Flow (vph) 34 0 269 0000724253321644174 Shared Lane Traffic (%) Lane Group Flow (vph) 34 0 269 000097703218180 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) 36 12 12 12 Link Offset(ft) 0 26 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 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 80.4% ICU Level of Service D Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)04/19/2019 17000360A_AMBD Synchro 10 Report Page 7 Intersection Int Delay, s/veh 10.2 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 32 0 253 0000681238302605164 Future Vol, veh/h 32 0 253 0000681238302605164 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - Free - - None Storage Length - - 0 ------0-- Veh in Median Storage, # - 0 - - 17747 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 15 03000066365 Mvmt Flow 34 0 269 0000724253321644174 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2097 - 724 - 0 - 724 0 0 Stage 1 724 - ------- Stage 2 1373 - ------- Critical Hdwy 6.55 - 6.23 - - - 4.13 - - Critical Hdwy Stg 1 5.55 - ------- Critical Hdwy Stg 2 5.55 - ------- Follow-up Hdwy 3.635 - 3.327 - - - 2.227 - - Pot Cap-1 Maneuver 53 0 424 0 - 0 874 - - Stage 1 457 0 - 0 - 0 - - - Stage 2 220 0 - 0 - 0 - - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 34 0 424 - - - 874 - - Mov Cap-2 Maneuver ~ 34 0 ------- Stage 1 457 0 ------- Stage 2 139 0 ------- Approach NB SE NW HCM Control Delay, s 61.1 0 3.2 HCM LOS F Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h) 34 424 874 - - - HCM Lane V/C Ratio 1.001 0.635 0.368 - - - HCM Control Delay (s) $ 329.6 27.1 11.5 - - - HCM Lane LOS F D B - - - HCM 95th %tile Q(veh) 3.6 4.3 1.7 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)04/19/2019 17000360A_AMBD Synchro 10 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph) 856 271 307 627 5 216 Future Volume (vph) 856 271 307 627 5 216 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 0.968 0.868 Flt Protected 0.950 0.999 Satd. Flow (prot) 1768 0 1770 1810 1542 0 Flt Permitted 0.950 0.999 Satd. Flow (perm) 1768 0 1770 1810 1542 0 Link Speed (mph) 35 35 30 Link Distance (ft) 94 308 121 Travel Time (s) 1.8 6.0 2.8 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 5% 1% 2% 5% 0% 7% Adj. Flow (vph) 892 282 320 653 5 225 Shared Lane Traffic (%) Lane Group Flow (vph) 1174 0 320 653 230 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 102.2% ICU Level of Service G Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)04/19/2019 17000360A_AMBD Synchro 10 Report Page 9 Intersection Int Delay, s/veh 15.6 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 856 271 307 627 5 216 Future Vol, veh/h 856 271 307 627 5 216 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 5 12507 Mvmt Flow 892 282 320 653 5 225 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1174 0 2326 1033 Stage 1 - - - - 1033 - Stage 2 - - - - 1293 - Critical Hdwy - - 4.12 - 6.4 6.27 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.218 - 3.5 3.363 Pot Cap-1 Maneuver - - 595 - 42 276 Stage 1 - - - - 346 - Stage 2 - - - - 260 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 595 - 19 276 Mov Cap-2 Maneuver - - - - 19 - Stage 1 - - - - 346 - Stage 2 - - - - 120 - Approach NB SB SW HCM Control Delay, s 0 5.9 136.3 HCM LOS F Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h) - - 595 - 211 HCM Lane V/C Ratio - - 0.537 - 1.091 HCM Control Delay (s) - - 17.9 - 136.3 HCM Lane LOS - - C - F HCM 95th %tile Q(veh) - - 3.2 - 10.6 Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)04/19/2019 17000360A_AMBD Synchro 10 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 0 1085 611 21 42 253 Future Volume (vph) 0 1085 611 21 42 253 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 0.995 0.884 Flt Protected 0.993 Satd. Flow (prot) 0 1810 1787 0 1647 0 Flt Permitted 0.993 Satd. Flow (perm) 0 1810 1787 0 1647 0 Link Speed (mph) 35 35 30 Link Distance (ft) 158 94 136 Travel Time (s) 3.1 1.8 3.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 5% 6% 0% 3% 1% Adj. Flow (vph) 0 1179 664 23 46 275 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1179 687 0 321 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 81.7% ICU Level of Service D Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)04/19/2019 17000360A_AMBD Synchro 10 Report Page 11 Intersection Int Delay, s/veh 21.5 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 0 1085 611 21 42 253 Future Vol, veh/h 0 1085 611 21 42 253 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 56031 Mvmt Flow 0 1179 664 23 46 275 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 687 0 - 0 1855 676 Stage 1 - - - - 676 - Stage 2 - - - - 1179 - Critical Hdwy 4.1 - - - 6.43 6.21 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.2 - - - 3.527 3.309 Pot Cap-1 Maneuver 916 - - - 81 455 Stage 1 - - - - 503 - Stage 2 - - - - 291 - Platoon blocked, % - - - Mov Cap-1 Maneuver 916 - - - 81 455 Mov Cap-2 Maneuver - - - - 81 - Stage 1 - - - - 503 - Stage 2 - - - - 291 - Approach NB SB NE HCM Control Delay, s 0 0 146.3 HCM LOS F Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h) 275 916 - - - HCM Lane V/C Ratio 1.166 ---- HCM Control Delay (s) 146.3 0 - - - HCM Lane LOS F A - - - HCM 95th %tile Q(veh) 14.2 0 - - - Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)04/19/2019 17000360A_AMBD Synchro 10 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 35 989 843 27 94 64 Future Volume (vph) 35 989 843 27 94 64 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 100 0 200 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1641 1810 1810 1615 1787 1553 Flt Permitted 0.190 0.950 Satd. Flow (perm) 328 1810 1810 1615 1787 1553 Right Turn on Red Yes Yes Satd. Flow (RTOR) 6 69 Link Speed (mph) 35 35 30 Link Distance (ft) 362 553 354 Travel Time (s) 7.1 10.8 8.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor 93% 100% 100% 100% 100% 100% Heavy Vehicles (%) 10% 5% 5% 0% 1% 4% Adj. Flow (vph) 35 1063 906 29 101 69 Shared Lane Traffic (%) Lane Group Flow (vph) 35 1063 906 29 101 69 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 17 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 210022 Detector Template Leading Detector (ft) 83 6 0 0 83 83 Trailing Detector (ft) -5 0 0 0 -5 -5 Detector 1 Position(ft) -5 0 0 0 -5 -5 Detector 1 Size(ft) 40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 43 Detector 2 Size(ft) 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA Free Prot Perm Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)04/19/2019 17000360A_AMBD Synchro 10 Report Page 13 Lane Group NBL NBT SBT SBR NEL NER Protected Phases 5 2 6 3 Permitted Phases 2 Free 3 Detector Phase 5 2 6 3 3 Switch Phase Minimum Initial (s) 3.0 10.0 10.0 5.0 5.0 Minimum Split (s) 9.0 16.0 16.0 10.0 10.0 Total Split (s) 16.0 72.0 56.0 25.0 25.0 Total Split (%) 16.5% 74.2% 57.7% 25.8% 25.8% Maximum Green (s) 10.0 66.0 50.0 20.0 20.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Recall Mode None Max Max None None Act Effct Green (s) 69.1 70.3 63.5 87.3 9.3 9.3 Actuated g/C Ratio 0.79 0.81 0.73 1.00 0.11 0.11 v/c Ratio 0.10 0.73 0.69 0.02 0.53 0.30 Control Delay 3.6 10.0 14.2 0.0 46.6 12.9 Queue Delay 0.0 0.9 0.0 0.0 0.0 0.0 Total Delay 3.6 10.9 14.2 0.0 46.6 12.9 LOS ABBADB Approach Delay 10.7 13.8 33.0 Approach LOS B B C Queue Length 50th (ft) 4 257 319 0 53 0 Queue Length 95th (ft) 12 533 #599 0 102 37 Internal Link Dist (ft) 282 473 274 Turn Bay Length (ft) 100 100 200 Base Capacity (vph) 409 1457 1317 1615 409 409 Starvation Cap Reductn 0 167 0000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.09 0.82 0.69 0.02 0.25 0.17 Intersection Summary Area Type: Other Cycle Length: 97 Actuated Cycle Length: 87.3 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 13.7 Intersection LOS: B Intersection Capacity Utilization 66.4% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)04/19/2019 17000360A_AMBD Synchro 10 Report Page 14 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 04/19/2019 17000360A_AMBD Synchro 10 Report Page 15 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 1022 696 212 Future Volume (vph) 0 0 0 1022 696 212 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 0.969 Flt Protected Satd. Flow (prot) 0 0 0 1810 1748 0 Flt Permitted Satd. Flow (perm) 0 0 0 1810 1748 0 Link Speed (mph) 30 35 35 Link Distance (ft) 297 278 362 Travel Time (s) 6.8 5.4 7.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 0% 0% 5% 6% 3% Adj. Flow (vph) 0 0 0 1111 757 230 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 1111 987 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 57.1% ICU Level of Service B Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/19/2019 17000360A_AMBD Synchro 10 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 111 11 64 42 11 334 69 577 42 180 510 5 Future Volume (vph) 111 11 64 42 11 334 69 577 42 180 510 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 50 100 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft) 25 25 50 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 0.871 0.850 0.990 0.999 Flt Protected 0.950 0.962 0.950 0.950 Satd. Flow (prot) 1719 1587 0 0 1718 1482 1671 1813 0 1805 1841 0 Flt Permitted 0.950 0.962 0.355 0.147 Satd. Flow (perm) 1719 1587 0 0 1718 1482 625 1813 0 279 1841 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 67 348 2 Link Speed (mph) 30 30 35 35 Link Distance (ft) 298 262 413 278 Travel Time (s) 6.8 6.0 8.0 5.4 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 5% 0% 5% 8% 0% 9% 8% 4% 0% 0% 3% 13% Adj. Flow (vph) 116 11 67 44 11 348 72 601 44 188 531 5 Shared Lane Traffic (%) Lane Group Flow (vph) 116 78 0 0 55 348 72 645 0 188 536 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 0 12 12 Link Offset(ft)0000 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 Number of Detectors 2 2 12121 21 Detector Template Left Leading Detector (ft) 83 83 20 115 35 83 6 83 6 Trailing Detector (ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Position(ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Size(ft) 40 40 20 40 40 40 6 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 75 43 43 Detector 2 Size(ft) 40 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA Protected Phases 3 3 4 4 5 2 1 6 Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/19/2019 17000360A_AMBD Synchro 10 Report Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 3 3 44452 16 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0 Minimum Split (s) 10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0 Total Split (s) 65.0 65.0 26.0 26.0 26.0 16.0 41.0 16.0 41.0 Total Split (%) 43.9% 43.9% 17.6% 17.6% 17.6% 10.8% 27.7% 10.8% 27.7% Maximum Green (s) 60.0 60.0 20.0 20.0 20.0 10.0 35.0 10.0 35.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 0.2 0.2 0.2 2.0 2.0 2.0 2.0 Recall Mode None None None None None None Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 10.4 10.4 6.8 6.8 41.5 35.1 49.1 41.2 Actuated g/C Ratio 0.12 0.12 0.08 0.08 0.49 0.41 0.57 0.48 v/c Ratio 0.56 0.31 0.40 0.79 0.19 0.86 0.55 0.60 Control Delay 46.4 15.2 47.0 18.8 10.3 38.0 17.3 22.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.4 15.2 47.0 18.8 10.3 38.0 17.3 22.6 LOS DB DBBD BC Approach Delay 33.8 22.7 35.3 21.2 Approach LOS CCDC Queue Length 50th (ft) 58 5 29 0 14 295 39 203 Queue Length 95th (ft) 119 45 67 85 42 #615 110 412 Internal Link Dist (ft) 218 182 333 198 Turn Bay Length (ft) 50 100 250 Base Capacity (vph) 1212 1138 404 614 453 747 339 887 Starvation Cap Reductn 0 0 0000 00 Spillback Cap Reductn 0 0 0000 00 Storage Cap Reductn 0 0 0000 00 Reduced v/c Ratio 0.10 0.07 0.14 0.57 0.16 0.86 0.55 0.60 Intersection Summary Area Type: Other Cycle Length: 148 Actuated Cycle Length: 85.4 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay: 27.7 Intersection LOS: C Intersection Capacity Utilization 73.9% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/19/2019 17000360A_AMBD Synchro 10 Report Page 18 Queue shown is maximum after two cycles. Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 04/19/2019 17000360A_AMBD Synchro 10 Report Page 19 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph) 34 0 0 124 40 20 Future Volume (vph) 34 0 0 124 40 20 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 0.955 Flt Protected 0.950 Satd. Flow (prot) 1805 0 0 1863 1756 0 Flt Permitted 0.950 Satd. Flow (perm) 1805 0 0 1863 1756 0 Link Speed (mph) 30 30 30 Link Distance (ft) 271 369 263 Travel Time (s) 6.2 8.4 6.0 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%) 0% 0% 0% 2% 5% 0% Adj. Flow (vph) 43 0 0 155 50 25 Shared Lane Traffic (%) Lane Group Flow (vph) 43 0 0 155 75 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 16.5% ICU Level of Service A Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 04/19/2019 17000360A_AMBD Synchro 10 Report Page 20 Intersection Int Delay, s/veh 1.5 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 34 0 0 124 40 20 Future Vol, veh/h 34 0 0 124 40 20 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, % 0 00250 Mvmt Flow 43 0 0 155 50 25 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 218 63 75 0 - 0 Stage 1 63 ----- Stage 2 155 ----- Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 775 1007 1537 - - - Stage 1 965 ----- Stage 2 878 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 775 1007 1537 - - - Mov Cap-2 Maneuver 775 ----- Stage 1 965 ----- Stage 2 878 ----- Approach SE NE SW HCM Control Delay, s 9.9 0 0 HCM LOS A Minor Lane/Major Mvmt NEL NETSELn1 SWT SWR Capacity (veh/h) 1537 - 775 - - HCM Lane V/C Ratio - - 0.055 - - HCM Control Delay (s) 0 - 9.9 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0.2 - - Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 04/19/2019 17000360A_AMBD Synchro 10 Report Page 21 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 47 125 462 41 110 480 Future Volume (vph) 47 125 462 41 110 480 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -3% -1% 0% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.902 0.989 Flt Protected 0.986 0.991 Satd. Flow (prot) 1682 0 1810 0 0 1814 Flt Permitted 0.986 0.991 Satd. Flow (perm) 1682 0 1810 0 0 1814 Link Speed (mph) 30 35 35 Link Distance (ft) 838 844 1802 Travel Time (s) 19.0 16.4 35.1 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 2% 2% 4% 8% 3% 4% Adj. Flow (vph) 53 140 519 46 124 539 Shared Lane Traffic (%) Lane Group Flow (vph) 193 0 565 0 0 663 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 78.4% ICU Level of Service D Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 04/19/2019 17000360A_AMBD Synchro 10 Report Page 22 Intersection Int Delay, s/veh 4.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 47 125 462 41 110 480 Future Vol, veh/h 47 125 462 41 110 480 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % -3 - -1 - - 0 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2 24834 Mvmt Flow 53 140 519 46 124 539 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1329 542 0 0 565 0 Stage 1 542 ----- Stage 2 787 ----- Critical Hdwy 5.82 5.92 - - 4.13 - Critical Hdwy Stg 1 4.82 ----- Critical Hdwy Stg 2 4.82 ----- Follow-up Hdwy 3.518 3.318 - - 2.227 - Pot Cap-1 Maneuver 213 565 - - 1002 - Stage 1 638 ----- Stage 2 511 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 175 565 - - 1002 - Mov Cap-2 Maneuver 175 ----- Stage 1 638 ----- Stage 2 421 ----- Approach WB NB SB HCM Control Delay, s 27.1 0 1.7 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 351 1002 - HCM Lane V/C Ratio - - 0.551 0.123 - HCM Control Delay (s) - - 27.1 9.1 0 HCM Lane LOS - - D A A HCM 95th %tile Q(veh) - - 3.2 0.4 - Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 04/19/2019 17000360A_AMBD Synchro 10 Report Page 23 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 72 86 119 629 564 111 Future Volume (vph) 72 86 119 629 564 111 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 15 15 12 12 12 12 Grade (%) 0% 1% -1% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.927 0.978 Flt Protected 0.978 0.992 Satd. Flow (prot) 1869 0 0 1809 1784 0 Flt Permitted 0.978 0.992 Satd. Flow (perm) 1869 0 0 1809 1784 0 Link Speed (mph) 30 35 35 Link Distance (ft) 470 561 698 Travel Time (s) 10.7 10.9 13.6 Confl. Peds. (#/hr) 1 1 1 1 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles (%) 3% 0% 2% 4% 4% 8% Adj. Flow (vph) 86 102 142 749 671 132 Shared Lane Traffic (%) Lane Group Flow (vph) 188 0 0 891 803 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 15 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 1.01 1.01 0.99 0.99 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 95.6% ICU Level of Service F Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 04/19/2019 17000360A_AMBD Synchro 10 Report Page 24 Intersection Int Delay, s/veh 37 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 72 86 119 629 564 111 Future Vol, veh/h 72 86 119 629 564 111 Conflicting Peds, #/hr 1 11001 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 1 -1 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 3 02448 Mvmt Flow 86 102 142 749 671 132 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1772 739 804 0 - 0 Stage 1 738 ----- Stage 2 1034 ----- Critical Hdwy 6.43 6.2 4.12 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.3 2.218 - - - Pot Cap-1 Maneuver 91 421 820 - - - Stage 1 471 ----- Stage 2 341 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 64 420 819 - - - Mov Cap-2 Maneuver ~ 64 ----- Stage 1 331 ----- Stage 2 341 ----- Approach EB NB SB HCM Control Delay, s$ 362.3 1.6 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 819 - 119 - - HCM Lane V/C Ratio 0.173 - 1.581 - - HCM Control Delay (s) 10.3 0$ 362.3 - - HCM Lane LOS B A F - - HCM 95th %tile Q(veh) 0.6 - 13.8 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 04/19/2019 17000360A_AMBD Synchro 10 Report Page 25 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 5 121 164 16 391 149 Future Volume (vph) 5 121 164 16 391 149 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 13 13 11 11 12 12 Grade (%) 0% -1% -3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.870 0.988 Flt Protected 0.998 0.965 Satd. Flow (prot) 1642 0 1744 0 0 1789 Flt Permitted 0.998 0.965 Satd. Flow (perm) 1642 0 1744 0 0 1789 Link Speed (mph) 30 30 30 Link Distance (ft) 73 545 349 Travel Time (s) 1.7 12.4 7.9 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%) 0% 4% 5% 0% 4% 4% Adj. Flow (vph) 6 151 205 20 489 186 Shared Lane Traffic (%) Lane Group Flow (vph) 157 0 225 0 0 675 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 13 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.04 1.04 0.98 0.98 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 56.9% ICU Level of Service B Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 04/19/2019 17000360A_AMBD Synchro 10 Report Page 26 Intersection Int Delay, s/veh 6.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 121 164 16 391 149 Future Vol, veh/h 5 121 164 16 391 149 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - -1 - - -3 Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, % 0 45044 Mvmt Flow 6 151 205 20 489 186 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1379 215 0 0 225 0 Stage 1 215 ----- Stage 2 1164 ----- Critical Hdwy 6.4 6.24 - - 4.14 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.336 - - 2.236 - Pot Cap-1 Maneuver 161 820 - - 1332 - Stage 1 826 ----- Stage 2 300 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 95 820 - - 1332 - Mov Cap-2 Maneuver 95 ----- Stage 1 826 ----- Stage 2 177 ----- Approach WB NB SB HCM Control Delay, s 12.6 0 6.7 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 629 1332 - HCM Lane V/C Ratio - - 0.25 0.367 - HCM Control Delay (s) - - 12.6 9.3 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 1 1.7 - Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/18/2019 17000360A_AMNB Synchro 10 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph) 233 723 577 155 148 170 Future Volume (vph) 233 723 577 155 148 170 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 12 11 13 11 12 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 0.97 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1662 1810 1749 1589 1662 1538 Flt Permitted 0.262 0.950 Satd. Flow (perm) 457 1810 1749 1542 1620 1538 Right Turn on Red Yes No Satd. Flow (RTOR) 172 Link Speed (mph) 35 35 30 Link Distance (ft) 377 343 799 Travel Time (s) 7.3 6.7 18.2 Confl. Peds. (#/hr) 10 10 10 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 259 803 641 172 164 189 Shared Lane Traffic (%) Lane Group Flow (vph) 259 803 641 172 164 189 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 211122 Detector Template Leading Detector (ft) 18 66 166 166 18 18 Trailing Detector (ft) -8 60 160 160 -8 -8 Detector 1 Position(ft) -8 60 160 160 -8 -8 Detector 1 Size(ft) 14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 12 12 12 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/18/2019 17000360A_AMNB Synchro 10 Report Page 2 Lane Group NBL NBT SBT SBR NEL NER Ø3 Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA pm+ov Prot pt+ov Protected Phases 122444 13 Permitted Phases 2 2 Detector Phase 122444 1 Switch Phase Minimum Initial (s) 5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s) 8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s) 13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%) 12.7% 40.2% 40.2% 20.6% 20.6% 26% Maximum Green (s) 10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s) 7.0 Flash Dont Walk (s) 16.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 50.0 36.0 36.0 46.7 10.7 23.7 Actuated g/C Ratio 0.72 0.52 0.52 0.67 0.15 0.34 v/c Ratio 0.50 0.86 0.71 0.16 0.65 0.36 Control Delay 6.7 27.2 19.0 0.8 40.1 19.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.7 27.2 19.0 0.8 40.1 19.5 LOS A C B A D B Approach Delay 22.2 15.2 29.1 Approach LOS C B C Queue Length 50th (ft) 24 273 192 0 67 60 Queue Length 95th (ft) 58 #559 358 11 124 109 Internal Link Dist (ft) 297 263 719 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 518 935 903 1205 381 500 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.50 0.86 0.71 0.14 0.43 0.38 Intersection Summary Area Type: Other Cycle Length: 102 Actuated Cycle Length: 69.7 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay: 20.7 Intersection LOS: C Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/18/2019 17000360A_AMNB Synchro 10 Report Page 3 Intersection Capacity Utilization 63.1% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 04/18/2019 17000360A_AMNB Synchro 10 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 295 639 0 0 973 Future Volume (vph) 0 295 639 0 0 973 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 0.865 Flt Protected Satd. Flow (prot) 0 1611 1792 0 0 1810 Flt Permitted Satd. Flow (perm) 0 1611 1792 0 0 1810 Link Speed (mph) 30 35 35 Link Distance (ft) 709 273 1105 Travel Time (s) 16.1 5.3 21.5 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 0% 2% 6% 0% 0% 5% Adj. Flow (vph) 0 307 666 0 0 1014 Shared Lane Traffic (%) Lane Group Flow (vph) 0 307 666 0 0 1014 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 58.6% ICU Level of Service B Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 04/18/2019 17000360A_AMNB Synchro 10 Report Page 5 Intersection Int Delay, s/veh 4.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 295 639 0 0 973 Future Vol, veh/h 0 295 639 0 0 973 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 0 26005 Mvmt Flow 0 307 666 0 0 1014 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 666 0 - - - Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.22 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.318 ---- Pot Cap-1 Maneuver 0 459 - 0 0 - Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - 459 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 27.3 0 0 HCM LOS D Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 459 - HCM Lane V/C Ratio - 0.669 - HCM Control Delay (s) - 27.3 - HCM Lane LOS - D - HCM 95th %tile Q(veh) - 4.8 - Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)04/18/2019 17000360A_AMNB Synchro 10 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph) 32 0 337 0000735238308607164 Future Volume (vph) 32 0 337 0000735238308607164 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 16 12 12 12 12 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 0.850 0.967 0.968 Flt Protected 0.950 0.950 Satd. Flow (prot) 1570 0 1568 00001964 0 1752 1739 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1570 0 1568 00001964 0 1752 1739 0 Link Speed (mph) 35 35 35 35 Link Distance (ft) 153 463 273 308 Travel Time (s) 3.0 9.0 5.3 6.0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 15% 0% 3% 0% 0% 0% 0% 6% 6% 3% 6% 5% Adj. Flow (vph) 34 0 359 0000782253328646174 Shared Lane Traffic (%) Lane Group Flow (vph) 34 0 359 00001035 0 328 820 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 36 12 12 12 Link Offset(ft) 0 26 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 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 83.6% ICU Level of Service E Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)04/18/2019 17000360A_AMNB Synchro 10 Report Page 7 Intersection Int Delay, s/veh 17.4 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 32 0 337 0000735238308607164 Future Vol, veh/h 32 0 337 0000735238308607164 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - Free - - None Storage Length - - 0 ------0-- Veh in Median Storage, # - 0 - - 17747 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 15 03000066365 Mvmt Flow 34 0 359 0000782253328646174 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2171 - 782 - 0 - 782 0 0 Stage 1 782 - ------- Stage 2 1389 - ------- Critical Hdwy 6.55 - 6.23 - - - 4.13 - - Critical Hdwy Stg 1 5.55 - ------- Critical Hdwy Stg 2 5.55 - ------- Follow-up Hdwy 3.635 - 3.327 - - - 2.227 - - Pot Cap-1 Maneuver 47 0 393 0 - 0 831 - - Stage 1 429 0 - 0 - 0 - - - Stage 2 216 0 - 0 - 0 - - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 28 0 393 - - - 831 - - Mov Cap-2 Maneuver ~ 28 0 ------- Stage 1 429 0 ------- Stage 2 131 0 ------- Approach NB SE NW HCM Control Delay, s 92.9 0 3.5 HCM LOS F Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h) 28 393 831 - - - HCM Lane V/C Ratio 1.216 0.912 0.394 - - - HCM Control Delay (s) $ 451.8 58.8 12.1 - - - HCM Lane LOS F F B - - - HCM 95th %tile Q(veh) 4 9.6 1.9 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)04/18/2019 17000360A_AMNB Synchro 10 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph) 863 276 307 765 5 216 Future Volume (vph) 863 276 307 765 5 216 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 0.967 0.868 Flt Protected 0.950 0.999 Satd. Flow (prot) 1766 0 1770 1810 1542 0 Flt Permitted 0.950 0.999 Satd. Flow (perm) 1766 0 1770 1810 1542 0 Link Speed (mph) 35 35 30 Link Distance (ft) 94 308 121 Travel Time (s) 1.8 6.0 2.8 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 5% 1% 2% 5% 0% 7% Adj. Flow (vph) 899 288 320 797 5 225 Shared Lane Traffic (%) Lane Group Flow (vph) 1187 0 320 797 230 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 102.9% ICU Level of Service G Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)04/18/2019 17000360A_AMNB Synchro 10 Report Page 9 Intersection Int Delay, s/veh 17.6 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 863 276 307 765 5 216 Future Vol, veh/h 863 276 307 765 5 216 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 5 12507 Mvmt Flow 899 288 320 797 5 225 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1187 0 2480 1043 Stage 1 - - - - 1043 - Stage 2 - - - - 1437 - Critical Hdwy - - 4.12 - 6.4 6.27 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.218 - 3.5 3.363 Pot Cap-1 Maneuver - - 588 - 33 272 Stage 1 - - - - 342 - Stage 2 - - - - 221 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 588 - 15 272 Mov Cap-2 Maneuver - - - - 15 - Stage 1 - - - - 342 - Stage 2 - - - - 101 - Approach NB SB SW HCM Control Delay, s 0 5.2 168.7 HCM LOS F Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h) - - 588 - 196 HCM Lane V/C Ratio - - 0.544 - 1.175 HCM Control Delay (s) - - 18.2 - 168.7 HCM Lane LOS - - C - F HCM 95th %tile Q(veh) - - 3.3 - 11.7 Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)04/18/2019 17000360A_AMNB Synchro 10 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 0 1096 749 21 42 337 Future Volume (vph) 0 1096 749 21 42 337 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 0.996 0.880 Flt Protected 0.994 Satd. Flow (prot) 0 1810 1788 0 1642 0 Flt Permitted 0.994 Satd. Flow (perm) 0 1810 1788 0 1642 0 Link Speed (mph) 35 35 30 Link Distance (ft) 158 94 136 Travel Time (s) 3.1 1.8 3.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 5% 6% 0% 3% 1% Adj. Flow (vph) 0 1191 814 23 46 366 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1191 837 0 412 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 87.5% ICU Level of Service E Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)04/18/2019 17000360A_AMNB Synchro 10 Report Page 11 Intersection Int Delay, s/veh 61.7 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 0 1096 749 21 42 337 Future Vol, veh/h 0 1096 749 21 42 337 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 56031 Mvmt Flow 0 1191 814 23 46 366 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 837 0 - 0 2017 826 Stage 1 - - - - 826 - Stage 2 - - - - 1191 - Critical Hdwy 4.1 - - - 6.43 6.21 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.2 - - - 3.527 3.309 Pot Cap-1 Maneuver 806 - - - 64 373 Stage 1 - - - - 428 - Stage 2 - - - - 287 - Platoon blocked, % - - - Mov Cap-1 Maneuver 806 - - - 64 373 Mov Cap-2 Maneuver - - - - 64 - Stage 1 - - - - 428 - Stage 2 - - - - 287 - Approach NB SB NE HCM Control Delay, s 0 0 $ 365.4 HCM LOS F Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h) 243 806 - - - HCM Lane V/C Ratio 1.695 ---- HCM Control Delay (s) $ 365.4 0 - - - HCM Lane LOS F A - - - HCM 95th %tile Q(veh) 26.9 0 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)04/18/2019 17000360A_AMNB Synchro 10 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 83 989 843 249 105 59 Future Volume (vph) 83 989 843 249 105 59 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 100 0 200 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1641 1810 1810 1615 1787 1553 Flt Permitted 0.168 0.950 Satd. Flow (perm) 290 1810 1810 1615 1787 1553 Right Turn on Red Yes Yes Satd. Flow (RTOR) 55 63 Link Speed (mph) 35 35 30 Link Distance (ft) 362 553 354 Travel Time (s) 7.1 10.8 8.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor 93% 100% 100% 100% 100% 100% Heavy Vehicles (%) 10% 5% 5% 0% 1% 4% Adj. Flow (vph) 83 1063 906 268 113 63 Shared Lane Traffic (%) Lane Group Flow (vph) 83 1063 906 268 113 63 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 17 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 210022 Detector Template Leading Detector (ft) 83 6 0 0 83 83 Trailing Detector (ft) -5 0 0 0 -5 -5 Detector 1 Position(ft) -5 0 0 0 -5 -5 Detector 1 Size(ft) 40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 43 Detector 2 Size(ft) 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA Free Prot Perm Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)04/18/2019 17000360A_AMNB Synchro 10 Report Page 13 Lane Group NBL NBT SBT SBR NEL NER Protected Phases 5 2 6 3 Permitted Phases 2 Free 3 Detector Phase 5 2 6 3 3 Switch Phase Minimum Initial (s) 3.0 10.0 10.0 5.0 5.0 Minimum Split (s) 9.0 16.0 16.0 10.0 10.0 Total Split (s) 16.0 72.0 56.0 25.0 25.0 Total Split (%) 16.5% 74.2% 57.7% 25.8% 25.8% Maximum Green (s) 10.0 66.0 50.0 20.0 20.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Recall Mode None Max Max None None Act Effct Green (s) 66.4 67.9 58.3 84.8 9.8 9.8 Actuated g/C Ratio 0.78 0.80 0.69 1.00 0.12 0.12 v/c Ratio 0.26 0.73 0.73 0.17 0.55 0.27 Control Delay 5.1 10.5 17.6 0.2 46.4 12.6 Queue Delay 0.0 1.0 0.0 0.0 0.0 0.0 Total Delay 5.1 11.5 17.6 0.2 46.4 12.6 LOS ABBADB Approach Delay 11.0 13.6 34.3 Approach LOS B B C Queue Length 50th (ft) 9 268 335 0 59 0 Queue Length 95th (ft) 24 557 #708 0 112 35 Internal Link Dist (ft) 282 473 274 Turn Bay Length (ft) 100 100 200 Base Capacity (vph) 387 1448 1245 1615 424 416 Starvation Cap Reductn 0 166 0000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.21 0.83 0.73 0.17 0.27 0.15 Intersection Summary Area Type: Other Cycle Length: 97 Actuated Cycle Length: 84.8 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 13.9 Intersection LOS: B Intersection Capacity Utilization 68.6% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)04/18/2019 17000360A_AMNB Synchro 10 Report Page 14 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 04/18/2019 17000360A_AMNB Synchro 10 Report Page 15 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 1072 690 212 Future Volume (vph) 0 0 0 1072 690 212 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 0.968 Flt Protected Satd. Flow (prot) 0 0 0 1810 1747 0 Flt Permitted Satd. Flow (perm) 0 0 0 1810 1747 0 Link Speed (mph) 30 35 35 Link Distance (ft) 297 278 362 Travel Time (s) 6.8 5.4 7.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 0% 0% 5% 6% 3% Adj. Flow (vph) 0 0 0 1165 750 230 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 1165 980 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 59.8% ICU Level of Service B Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/18/2019 17000360A_AMNB Synchro 10 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 111 11 64 42 11 334 69 627 42 180 505 5 Future Volume (vph) 111 11 64 42 11 334 69 627 42 180 505 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 50 100 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft) 25 25 50 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 0.871 0.850 0.991 0.999 Flt Protected 0.950 0.962 0.950 0.950 Satd. Flow (prot) 1719 1587 0 0 1718 1482 1671 1815 0 1805 1841 0 Flt Permitted 0.950 0.962 0.360 0.105 Satd. Flow (perm) 1719 1587 0 0 1718 1482 633 1815 0 200 1841 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 67 348 2 Link Speed (mph) 30 30 35 35 Link Distance (ft) 298 262 413 278 Travel Time (s) 6.8 6.0 8.0 5.4 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 5% 0% 5% 8% 0% 9% 8% 4% 0% 0% 3% 13% Adj. Flow (vph) 116 11 67 44 11 348 72 653 44 188 526 5 Shared Lane Traffic (%) Lane Group Flow (vph) 116 78 0 0 55 348 72 697 0 188 531 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 0 12 12 Link Offset(ft)0000 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 Number of Detectors 2 2 12121 21 Detector Template Left Leading Detector (ft) 83 83 20 115 35 83 6 83 6 Trailing Detector (ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Position(ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Size(ft) 40 40 20 40 40 40 6 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 75 43 43 Detector 2 Size(ft) 40 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA Protected Phases 3 3 4 4 5 2 1 6 Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/18/2019 17000360A_AMNB Synchro 10 Report Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 3 3 44452 16 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0 Minimum Split (s) 10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0 Total Split (s) 65.0 65.0 26.0 26.0 26.0 16.0 41.0 16.0 41.0 Total Split (%) 43.9% 43.9% 17.6% 17.6% 17.6% 10.8% 27.7% 10.8% 27.7% Maximum Green (s) 60.0 60.0 20.0 20.0 20.0 10.0 35.0 10.0 35.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 0.2 0.2 0.2 2.0 2.0 2.0 2.0 Recall Mode None None None None None None Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 10.4 10.4 6.8 6.8 41.5 35.1 49.1 41.2 Actuated g/C Ratio 0.12 0.12 0.08 0.08 0.49 0.41 0.57 0.48 v/c Ratio 0.56 0.31 0.40 0.79 0.19 0.93 0.62 0.60 Control Delay 46.4 15.2 47.0 18.8 10.3 46.6 24.5 22.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.4 15.2 47.0 18.8 10.3 46.6 24.5 22.4 LOS DB DBBD CC Approach Delay 33.8 22.7 43.2 23.0 Approach LOS CCDC Queue Length 50th (ft) 58 5 29 0 14 334 39 201 Queue Length 95th (ft) 119 45 67 85 42 #687 #156 408 Internal Link Dist (ft) 218 182 333 198 Turn Bay Length (ft) 50 100 250 Base Capacity (vph) 1212 1138 404 614 456 748 303 887 Starvation Cap Reductn 0 0 0000 00 Spillback Cap Reductn 0 0 0000 00 Storage Cap Reductn 0 0 0000 00 Reduced v/c Ratio 0.10 0.07 0.14 0.57 0.16 0.93 0.62 0.60 Intersection Summary Area Type: Other Cycle Length: 148 Actuated Cycle Length: 85.4 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 31.4 Intersection LOS: C Intersection Capacity Utilization 76.5% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/18/2019 17000360A_AMNB Synchro 10 Report Page 18 Queue shown is maximum after two cycles. Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 04/18/2019 17000360A_AMNB Synchro 10 Report Page 19 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph) 40 0 0 124 40 292 Future Volume (vph) 40 0 0 124 40 292 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 0.881 Flt Protected 0.950 Satd. Flow (prot) 1805 0 0 1863 1664 0 Flt Permitted 0.950 Satd. Flow (perm) 1805 0 0 1863 1664 0 Link Speed (mph) 30 30 30 Link Distance (ft) 271 369 263 Travel Time (s) 6.2 8.4 6.0 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%) 0% 0% 0% 2% 5% 0% Adj. Flow (vph) 50 0 0 155 50 365 Shared Lane Traffic (%) Lane Group Flow (vph) 50 0 0 155 415 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 30.1% ICU Level of Service A Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 04/18/2019 17000360A_AMNB Synchro 10 Report Page 20 Intersection Int Delay, s/veh 0.9 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 40 0 0 124 40 292 Future Vol, veh/h 40 0 0 124 40 292 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, % 0 00250 Mvmt Flow 50 0 0 155 50 365 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 388 233 415 0 - 0 Stage 1 233 ----- Stage 2 155 ----- Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 619 811 1155 - - - Stage 1 810 ----- Stage 2 878 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 619 811 1155 - - - Mov Cap-2 Maneuver 619 ----- Stage 1 810 ----- Stage 2 878 ----- Approach SE NE SW HCM Control Delay, s 11.3 0 0 HCM LOS B Minor Lane/Major Mvmt NEL NETSELn1 SWT SWR Capacity (veh/h) 1155 - 619 - - HCM Lane V/C Ratio - - 0.081 - - HCM Control Delay (s) 0 - 11.3 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.3 - - Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 04/18/2019 17000360A_AMNB Synchro 10 Report Page 21 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 47 124 513 41 108 476 Future Volume (vph) 47 124 513 41 108 476 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -3% -1% 0% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.902 0.990 Flt Protected 0.986 0.991 Satd. Flow (prot) 1682 0 1813 0 0 1814 Flt Permitted 0.986 0.991 Satd. Flow (perm) 1682 0 1813 0 0 1814 Link Speed (mph) 30 35 35 Link Distance (ft) 838 844 1802 Travel Time (s) 19.0 16.4 35.1 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 2% 2% 4% 8% 3% 4% Adj. Flow (vph) 53 139 576 46 121 535 Shared Lane Traffic (%) Lane Group Flow (vph) 192 0 622 0 0 656 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 80.7% ICU Level of Service D Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 04/18/2019 17000360A_AMNB Synchro 10 Report Page 22 Intersection Int Delay, s/veh 4.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 47 124 513 41 108 476 Future Vol, veh/h 47 124 513 41 108 476 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % -3 - -1 - - 0 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2 24834 Mvmt Flow 53 139 576 46 121 535 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1376 599 0 0 622 0 Stage 1 599 ----- Stage 2 777 ----- Critical Hdwy 5.82 5.92 - - 4.13 - Critical Hdwy Stg 1 4.82 ----- Critical Hdwy Stg 2 4.82 ----- Follow-up Hdwy 3.518 3.318 - - 2.227 - Pot Cap-1 Maneuver 201 527 - - 954 - Stage 1 606 ----- Stage 2 516 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 165 527 - - 954 - Mov Cap-2 Maneuver 165 ----- Stage 1 606 ----- Stage 2 423 ----- Approach WB NB SB HCM Control Delay, s 30.2 0 1.7 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 329 954 - HCM Lane V/C Ratio - - 0.584 0.127 - HCM Control Delay (s) - - 30.2 9.3 0 HCM Lane LOS - - D A A HCM 95th %tile Q(veh) - - 3.5 0.4 - Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 04/18/2019 17000360A_AMNB Synchro 10 Report Page 23 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 71 86 119 681 562 109 Future Volume (vph) 71 86 119 681 562 109 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 15 15 12 12 12 12 Grade (%) 0% 1% -1% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.926 0.978 Flt Protected 0.978 0.993 Satd. Flow (prot) 1867 0 0 1810 1784 0 Flt Permitted 0.978 0.993 Satd. Flow (perm) 1867 0 0 1810 1784 0 Link Speed (mph) 30 35 35 Link Distance (ft) 470 561 698 Travel Time (s) 10.7 10.9 13.6 Confl. Peds. (#/hr) 1 1 1 1 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles (%) 3% 0% 2% 4% 4% 8% Adj. Flow (vph) 85 102 142 811 669 130 Shared Lane Traffic (%) Lane Group Flow (vph) 187 0 0 953 799 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 15 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 1.01 1.01 0.99 0.99 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 98.0% ICU Level of Service F Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 04/18/2019 17000360A_AMNB Synchro 10 Report Page 24 Intersection Int Delay, s/veh 42.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 71 86 119 681 562 109 Future Vol, veh/h 71 86 119 681 562 109 Conflicting Peds, #/hr 1 11001 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 1 -1 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 3 02448 Mvmt Flow 85 102 142 811 669 130 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1831 736 800 0 - 0 Stage 1 735 ----- Stage 2 1096 ----- Critical Hdwy 6.43 6.2 4.12 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.3 2.218 - - - Pot Cap-1 Maneuver ~ 83 422 823 - - - Stage 1 473 ----- Stage 2 319 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 57 421 822 - - - Mov Cap-2 Maneuver ~ 57 ----- Stage 1 324 ----- Stage 2 319 ----- Approach EB NB SB HCM Control Delay, s$ 432.9 1.5 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 822 - 108 - - HCM Lane V/C Ratio 0.172 - 1.731 - - HCM Control Delay (s) 10.3 0$ 432.9 - - HCM Lane LOS B A F - - HCM 95th %tile Q(veh) 0.6 - 14.6 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 04/18/2019 17000360A_AMNB Synchro 10 Report Page 25 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 5 205 164 16 397 149 Future Volume (vph) 5 205 164 16 397 149 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 13 13 11 11 12 12 Grade (%) 0% -1% -3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.868 0.988 Flt Protected 0.999 0.965 Satd. Flow (prot) 1638 0 1744 0 0 1789 Flt Permitted 0.999 0.965 Satd. Flow (perm) 1638 0 1744 0 0 1789 Link Speed (mph) 30 30 30 Link Distance (ft) 73 545 349 Travel Time (s) 1.7 12.4 7.9 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%) 0% 4% 5% 0% 4% 4% Adj. Flow (vph) 6 256 205 20 496 186 Shared Lane Traffic (%) Lane Group Flow (vph) 262 0 225 0 0 682 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 13 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.04 1.04 0.98 0.98 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 62.4% ICU Level of Service B Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak AM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 04/18/2019 17000360A_AMNB Synchro 10 Report Page 26 Intersection Int Delay, s/veh 7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 205 164 16 397 149 Future Vol, veh/h 5 205 164 16 397 149 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - -1 - - -3 Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, % 0 45044 Mvmt Flow 6 256 205 20 496 186 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1393 215 0 0 225 0 Stage 1 215 ----- Stage 2 1178 ----- Critical Hdwy 6.4 6.24 - - 4.14 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.336 - - 2.236 - Pot Cap-1 Maneuver 158 820 - - 1332 - Stage 1 826 ----- Stage 2 295 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 92 820 - - 1332 - Mov Cap-2 Maneuver 92 ----- Stage 1 826 ----- Stage 2 173 ----- Approach WB NB SB HCM Control Delay, s 13.4 0 6.8 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 690 1332 - HCM Lane V/C Ratio - - 0.38 0.373 - HCM Control Delay (s) - - 13.4 9.3 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 1.8 1.8 - Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/19/2019 17000360A_MIDBD Synchro 10 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph) 110 572 658 110 138 93 Future Volume (vph) 110 572 658 110 138 93 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 12 11 13 11 12 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1678 1776 1733 1451 1586 1509 Flt Permitted 0.240 0.950 Satd. Flow (perm) 424 1776 1733 1451 1586 1509 Right Turn on Red Yes No Satd. Flow (RTOR) 109 Link Speed (mph) 35 35 30 Link Distance (ft) 377 343 799 Travel Time (s) 7.3 6.7 18.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 4% 7% 6% 15% 10% 7% Adj. Flow (vph) 120 622 715 120 150 101 Shared Lane Traffic (%) Lane Group Flow (vph) 120 622 715 120 150 101 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 211122 Detector Template Leading Detector (ft) 18 66 166 166 18 18 Trailing Detector (ft) -8 60 160 160 -8 -8 Detector 1 Position(ft) -8 60 160 160 -8 -8 Detector 1 Size(ft) 14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 12 12 12 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA pm+ov Prot pt+ov Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/19/2019 17000360A_MIDBD Synchro 10 Report Page 2 Lane Group NBL NBT SBT SBR NEL NER Ø3 Protected Phases 122444 13 Permitted Phases 2 2 Detector Phase 122444 1 Switch Phase Minimum Initial (s) 5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s) 8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s) 13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%) 12.7% 40.2% 40.2% 20.6% 20.6% 26% Maximum Green (s) 10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s) 7.0 Flash Dont Walk (s) 16.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 45.9 36.1 36.1 51.4 10.3 19.0 Actuated g/C Ratio 0.70 0.55 0.55 0.79 0.16 0.29 v/c Ratio 0.28 0.63 0.74 0.10 0.60 0.23 Control Delay 4.6 14.5 18.5 0.7 36.2 18.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.6 14.5 18.5 0.7 36.2 18.6 LOS ABBADB Approach Delay 12.9 16.0 29.1 Approach LOS B B C Queue Length 50th (ft) 10 145 185 1 55 30 Queue Length 95th (ft) 28 314 #458 8 112 63 Internal Link Dist (ft) 297 263 719 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 523 984 960 1329 390 521 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.23 0.63 0.74 0.09 0.38 0.19 Intersection Summary Area Type: Other Cycle Length: 102 Actuated Cycle Length: 65.2 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.74 Intersection Signal Delay: 16.5 Intersection LOS: B Intersection Capacity Utilization 60.0% ICU Level of Service B Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/19/2019 17000360A_MIDBD Synchro 10 Report Page 3 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 2: KING STREET (120A) & SB OFF RAMP 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 168 560 0 0 839 Future Volume (vph) 0 168 560 0 0 839 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 0.865 Flt Protected Satd. Flow (prot) 0 1627 1759 0 0 1792 Flt Permitted Satd. Flow (perm) 0 1627 1759 0 0 1792 Link Speed (mph) 30 35 35 Link Distance (ft) 709 273 1105 Travel Time (s) 16.1 5.3 21.5 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 0% 1% 8% 0% 0% 6% Adj. Flow (vph) 0 181 602 0 0 902 Shared Lane Traffic (%) Lane Group Flow (vph) 0 181 602 0 0 902 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 47.5% ICU Level of Service A Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 2: KING STREET (120A) & SB OFF RAMP 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 5 Intersection Int Delay, s/veh 1.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 168 560 0 0 839 Future Vol, veh/h 0 168 560 0 0 839 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 0 18006 Mvmt Flow 0 181 602 0 0 902 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 602 0 - - - Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.21 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.309 ---- Pot Cap-1 Maneuver 0 501 - 0 0 - Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - 501 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 16.2 0 0 HCM LOS C Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 501 - HCM Lane V/C Ratio - 0.361 - HCM Control Delay (s) - 16.2 - HCM Lane LOS - C - HCM 95th %tile Q(veh) - 1.6 - Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)04/19/2019 17000360A_MIDBD Synchro 10 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph) 48 0 211 0000632207219512143 Future Volume (vph) 48 0 211 0000632207219512143 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 16 12 12 12 12 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 0.850 0.967 0.967 Flt Protected 0.950 0.950 Satd. Flow (prot) 1597 0 1524 00001960 0 1736 1735 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1597 0 1524 00001960 0 1736 1735 0 Link Speed (mph) 35 35 35 35 Link Distance (ft) 153 463 273 308 Travel Time (s) 3.0 9.0 5.3 6.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 13% 0% 6% 0% 0% 0% 0% 5% 10% 4% 7% 2% Adj. Flow (vph) 52 0 227 0000680223235551154 Shared Lane Traffic (%) Lane Group Flow (vph) 52 0 227 000090302357050 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) 36 12 12 12 Link Offset(ft) 0 26 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 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 71.3% ICU Level of Service C Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)04/19/2019 17000360A_MIDBD Synchro 10 Report Page 7 Intersection Int Delay, s/veh 8.5 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 48 0 211 0000632207219512143 Future Vol, veh/h 48 0 211 0000632207219512143 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - Free - - None Storage Length - - 0 ------0-- Veh in Median Storage, # - 0 - - 17747 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 13 060000510472 Mvmt Flow 52 0 227 0000680223235551154 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1778 - 680 - 0 - 680 0 0 Stage 1 680 - ------- Stage 2 1098 - ------- Critical Hdwy 6.53 - 6.26 - - - 4.14 - - Critical Hdwy Stg 1 5.53 - ------- Critical Hdwy Stg 2 5.53 - ------- Follow-up Hdwy 3.617 - 3.354 - - - 2.236 - - Pot Cap-1 Maneuver 85 0 444 0 - 0 903 - - Stage 1 483 0 - 0 - 0 - - - Stage 2 304 0 - 0 - 0 - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 63 0 444 - - - 903 - - Mov Cap-2 Maneuver 63 0 ------- Stage 1 483 0 ------- Stage 2 225 0 ------- Approach NB SE NW HCM Control Delay, s 49.3 0 2.6 HCM LOS E Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h) 63 444 903 - - - HCM Lane V/C Ratio 0.819 0.511 0.261 - - - HCM Control Delay (s) 172.2 21.3 10.4 - - - HCM Lane LOS F C B - - - HCM 95th %tile Q(veh) 3.7 2.8 1 - - - Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)04/19/2019 17000360A_MIDBD Synchro 10 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph) 754 186 376 467 5 120 Future Volume (vph) 754 186 376 467 5 120 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 0.973 0.870 Flt Protected 0.950 0.998 Satd. Flow (prot) 1771 0 1770 1743 1518 0 Flt Permitted 0.950 0.998 Satd. Flow (perm) 1771 0 1770 1743 1518 0 Link Speed (mph) 35 35 30 Link Distance (ft) 94 308 121 Travel Time (s) 1.8 6.0 2.8 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 5% 2% 2% 9% 0% 9% Adj. Flow (vph) 811 200 404 502 5 129 Shared Lane Traffic (%) Lane Group Flow (vph) 1011 0 404 502 134 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 89.5% ICU Level of Service E Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)04/19/2019 17000360A_MIDBD Synchro 10 Report Page 9 Intersection Int Delay, s/veh 6.9 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 754 186 376 467 5 120 Future Vol, veh/h 754 186 376 467 5 120 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 5 22909 Mvmt Flow 811 200 404 502 5 129 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1011 0 2221 911 Stage 1 - - - - 911 - Stage 2 - - - - 1310 - Critical Hdwy - - 4.12 - 6.4 6.29 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.218 - 3.5 3.381 Pot Cap-1 Maneuver - - 686 - 48 323 Stage 1 - - - - 395 - Stage 2 - - - - 255 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 686 - 20 323 Mov Cap-2 Maneuver - - - - 20 - Stage 1 - - - - 395 - Stage 2 - - - - 105 - Approach NB SB SW HCM Control Delay, s 0 7.8 53 HCM LOS F Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h) - - 686 - 201 HCM Lane V/C Ratio - - 0.589 - 0.669 HCM Control Delay (s) - - 17.5 - 53 HCM Lane LOS - - C - F HCM 95th %tile Q(veh) - - 3.9 - 4.1 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)04/19/2019 17000360A_MIDBD Synchro 10 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 5 908 451 21 32 206 Future Volume (vph) 5 908 451 21 32 206 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.994 0.883 Flt Protected 0.993 Satd. Flow (prot) 0 1810 1739 0 1615 0 Flt Permitted 0.993 Satd. Flow (perm) 0 1810 1739 0 1615 0 Link Speed (mph) 35 35 30 Link Distance (ft) 158 94 136 Travel Time (s) 3.1 1.8 3.1 Confl. Peds. (#/hr) 4 4 4 4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 0% 5% 9% 0% 4% 3% Adj. Flow (vph) 5 976 485 23 34 222 Shared Lane Traffic (%) Lane Group Flow (vph) 0 981 508 0 256 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 73.3% ICU Level of Service D Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)04/19/2019 17000360A_MIDBD Synchro 10 Report Page 11 Intersection Int Delay, s/veh 4.4 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 5 908 451 21 32 206 Future Vol, veh/h 5 908 451 21 32 206 Conflicting Peds, #/hr 4 00444 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 0 59043 Mvmt Flow 5 976 485 23 34 222 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 512 0 - 0 1491 505 Stage 1 - - - - 501 - Stage 2 - - - - 990 - Critical Hdwy 4.1 - - - 6.44 6.23 Critical Hdwy Stg 1 - - - - 5.44 - Critical Hdwy Stg 2 - - - - 5.44 - Follow-up Hdwy 2.2 - - - 3.536 3.327 Pot Cap-1 Maneuver 1064 - - - 135 565 Stage 1 - - - - 605 - Stage 2 - - - - 357 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1060 - - - 133 561 Mov Cap-2 Maneuver - - - - 133 - Stage 1 - - - - 597 - Stage 2 - - - - 356 - Approach NB SB NE HCM Control Delay, s 0 0 29.9 HCM LOS D Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h) 392 1060 - - - HCM Lane V/C Ratio 0.653 0.005 - - - HCM Control Delay (s) 29.9 8.4 0 - - HCM Lane LOS D A A - - HCM 95th %tile Q(veh) 4.5 0 - - - Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 6: ARBOR DRIVE & KING STREET (120A)04/19/2019 17000360A_MIDBD Synchro 10 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 43 960 577 59 36 42 Future Volume (vph) 43 960 577 59 36 42 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 100 0 200 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1805 1827 1845 1442 1641 1524 Flt Permitted 0.347 0.950 Satd. Flow (perm) 658 1827 1845 1407 1641 1524 Right Turn on Red Yes Yes Satd. Flow (RTOR) 19 45 Link Speed (mph) 35 35 30 Link Distance (ft) 362 553 354 Travel Time (s) 7.1 10.8 8.0 Confl. Peds. (#/hr) 9 9 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 0% 4% 3% 12% 10% 6% Adj. Flow (vph) 46 1021 614 63 38 45 Shared Lane Traffic (%) Lane Group Flow (vph) 46 1021 614 63 38 45 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 17 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 210022 Detector Template Leading Detector (ft) 83 6 0 0 83 83 Trailing Detector (ft) -5 0 0 0 -5 -5 Detector 1 Position(ft) -5 0 0 0 -5 -5 Detector 1 Size(ft) 40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 43 Detector 2 Size(ft) 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 6: ARBOR DRIVE & KING STREET (120A)04/19/2019 17000360A_MIDBD Synchro 10 Report Page 13 Lane Group NBL NBT SBT SBR NEL NER Turn Type pm+pt NA NA Free Prot Perm Protected Phases 5 2 6 3 Permitted Phases 2 Free 3 Detector Phase 5 2 6 3 3 Switch Phase Minimum Initial (s) 3.0 10.0 10.0 5.0 5.0 Minimum Split (s) 9.0 16.0 16.0 10.0 10.0 Total Split (s) 16.0 72.0 56.0 25.0 25.0 Total Split (%) 16.5% 74.2% 57.7% 25.8% 25.8% Maximum Green (s) 10.0 66.0 50.0 20.0 20.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Recall Mode None Max Max None None Act Effct Green (s) 68.9 70.1 63.3 84.6 6.6 6.6 Actuated g/C Ratio 0.81 0.83 0.75 1.00 0.08 0.08 v/c Ratio 0.08 0.67 0.44 0.04 0.30 0.28 Control Delay 2.4 7.0 7.6 0.1 42.2 16.3 Queue Delay 0.0 0.6 0.0 0.0 0.0 0.0 Total Delay 2.4 7.6 7.6 0.1 42.2 16.3 LOS AAAADB Approach Delay 7.4 6.9 28.2 Approach LOS A A C Queue Length 50th (ft) 4 184 144 0 19 0 Queue Length 95th (ft) 11 360 246 0 49 30 Internal Link Dist (ft) 282 473 274 Turn Bay Length (ft) 100 100 200 Base Capacity (vph) 671 1513 1380 1407 388 394 Starvation Cap Reductn 0 194 0000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.07 0.77 0.44 0.04 0.10 0.11 Intersection Summary Area Type: Other Cycle Length: 97 Actuated Cycle Length: 84.6 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.67 Intersection Signal Delay: 8.1 Intersection LOS: A Intersection Capacity Utilization 63.9% ICU Level of Service B Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 6: ARBOR DRIVE & KING STREET (120A)04/19/2019 17000360A_MIDBD Synchro 10 Report Page 14 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 15 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 1004 513 106 Future Volume (vph) 0 0 0 1004 513 106 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.977 Flt Protected Satd. Flow (prot) 0 0 0 1845 1805 0 Flt Permitted Satd. Flow (perm) 0 0 0 1845 1805 0 Link Speed (mph) 30 35 35 Link Distance (ft) 297 278 362 Travel Time (s) 6.8 5.4 7.1 Confl. Peds. (#/hr) 1 1 1 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 0% 0% 0% 3% 3% 2% Adj. Flow (vph) 0 0 0 1068 546 113 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 1068 659 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 159 11 85 79 11 360 48 485 48 101 407 5 Future Volume (vph) 159 11 85 79 11 360 48 485 48 101 407 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 50 100 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft) 25 25 50 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 Frt 0.867 0.850 0.987 0.998 Flt Protected 0.950 0.958 0.950 0.950 Satd. Flow (prot) 1703 1605 0 0 1804 1553 1719 1822 0 1787 1824 0 Flt Permitted 0.950 0.958 0.390 0.195 Satd. Flow (perm) 1703 1605 0 0 1804 1553 706 1822 0 367 1824 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 92 337 3 Link Speed (mph) 30 30 35 35 Link Distance (ft) 298 262 413 278 Travel Time (s) 6.8 6.0 8.0 5.4 Confl. Peds. (#/hr) 1 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 (%) 6% 0% 3% 1% 0% 4% 5% 3% 2% 1% 4% 0% Adj. Flow (vph) 173 12 92 86 12 391 52 527 52 110 442 5 Shared Lane Traffic (%) Lane Group Flow (vph) 173 104 0 0 98 391 52 579 0 110 447 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 0 12 12 Link Offset(ft)0000 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 Number of Detectors 2 2 12121 21 Detector Template Left Leading Detector (ft) 83 83 20 115 35 83 6 83 6 Trailing Detector (ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Position(ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Size(ft) 40 40 20 40 40 40 6 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 75 43 43 Detector 2 Size(ft) 40 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA Protected Phases 3 3 4 4 5 2 1 6 Permitted Phases 4 2 6 Detector Phase 3 3 44452 16 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0 Minimum Split (s) 10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0 Total Split (s) 65.0 65.0 26.0 26.0 26.0 16.0 41.0 16.0 41.0 Total Split (%) 43.9% 43.9% 17.6% 17.6% 17.6% 10.8% 27.7% 10.8% 27.7% Maximum Green (s) 60.0 60.0 20.0 20.0 20.0 10.0 35.0 10.0 35.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 0.2 0.2 0.2 2.0 2.0 2.0 2.0 Recall Mode None None None None None None Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 13.9 13.9 9.4 9.4 41.5 35.5 45.7 39.4 Actuated g/C Ratio 0.16 0.16 0.10 0.10 0.46 0.40 0.51 0.44 v/c Ratio 0.66 0.32 0.52 0.84 0.13 0.80 0.36 0.56 Control Delay 49.0 12.7 48.9 25.0 13.1 36.3 15.4 25.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.0 12.7 48.9 25.0 13.1 36.3 15.4 25.4 LOS DB DCBD BC Approach Delay 35.4 29.8 34.4 23.4 Approach LOS DCCC Queue Length 50th (ft) 90 6 53 28 12 269 26 182 Queue Length 95th (ft) 178 53 110 139 40 #616 74 383 Internal Link Dist (ft) 218 182 333 198 Turn Bay Length (ft) 50 100 250 Base Capacity (vph) 1155 1118 407 612 473 722 354 803 Starvation Cap Reductn 0 0 0000 00 Spillback Cap Reductn 0 0 0000 00 Storage Cap Reductn 0 0 0000 00 Reduced v/c Ratio 0.15 0.09 0.24 0.64 0.11 0.80 0.31 0.56 Intersection Summary Area Type: Other Cycle Length: 148 Actuated Cycle Length: 89.6 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 30.3 Intersection LOS: C Intersection Capacity Utilization 73.7% ICU Level of Service D Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 18 Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 9: ARBOR DRIVE & SITE DRIVEWAY 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 19 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph) 33 4 0 44 73 29 Future Volume (vph) 33 4 0 44 73 29 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.986 0.962 Flt Protected 0.957 Satd. Flow (prot) 1747 0 0 1810 1789 0 Flt Permitted 0.957 Satd. Flow (perm) 1747 0 0 1810 1789 0 Link Speed (mph) 30 30 30 Link Distance (ft) 271 369 263 Travel Time (s) 6.2 8.4 6.0 Confl. Peds. (#/hr) 33 34 34 33 Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 Heavy Vehicles (%) 0% 25% 0% 5% 3% 0% Adj. Flow (vph) 43 5 0 58 96 38 Shared Lane Traffic (%) Lane Group Flow (vph) 48 0 0 58 134 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 27.8% ICU Level of Service A Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 9: ARBOR DRIVE & SITE DRIVEWAY 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 20 Intersection Int Delay, s/veh 2.1 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 33 4 0 44 73 29 Future Vol, veh/h 33 4 0 44 73 29 Conflicting Peds, #/hr 33 34 34 0 0 33 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 76 76 76 76 76 76 Heavy Vehicles, % 0 25 0530 Mvmt Flow 43 5 0 58 96 38 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 240 183 168 0 - 0 Stage 1 149 ----- Stage 2 91 ----- Critical Hdwy 6.4 6.45 4.1 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.525 2.2 - - - Pot Cap-1 Maneuver 753 804 1422 - - - Stage 1 884 ----- Stage 2 938 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 706 753 1376 - - - Mov Cap-2 Maneuver 706 ----- Stage 1 856 ----- Stage 2 908 ----- Approach SE NE SW HCM Control Delay, s 10.4 0 0 HCM LOS B Minor Lane/Major Mvmt NEL NETSELn1 SWT SWR Capacity (veh/h) 1376 - 711 - - HCM Lane V/C Ratio - - 0.068 - - HCM Control Delay (s) 0 - 10.4 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.2 - - Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 10: King Street (NYS Route 120A) & Comley Avenue 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 21 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 38 80 439 38 73 439 Future Volume (vph) 38 80 439 38 73 439 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -3% -1% 0% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.909 0.989 Flt Protected 0.984 0.993 Satd. Flow (prot) 1671 0 1833 0 0 1819 Flt Permitted 0.984 0.993 Satd. Flow (perm) 1671 0 1833 0 0 1819 Link Speed (mph) 30 35 35 Link Distance (ft) 838 844 1802 Travel Time (s) 19.0 16.4 35.1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 8% 1% 3% 3% 2% 4% Adj. Flow (vph) 39 82 453 39 75 453 Shared Lane Traffic (%) Lane Group Flow (vph) 121 0 492 0 0 528 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 69.6% ICU Level of Service C Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 10: King Street (NYS Route 120A) & Comley Avenue 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 22 Intersection Int Delay, s/veh 2.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 38 80 439 38 73 439 Future Vol, veh/h 38 80 439 38 73 439 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % -3 - -1 - - 0 Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 8 13324 Mvmt Flow 39 82 453 39 75 453 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1076 473 0 0 492 0 Stage 1 473 ----- Stage 2 603 ----- Critical Hdwy 5.88 5.91 - - 4.12 - Critical Hdwy Stg 1 4.88 ----- Critical Hdwy Stg 2 4.88 ----- Follow-up Hdwy 3.572 3.309 - - 2.218 - Pot Cap-1 Maneuver 283 617 - - 1071 - Stage 1 665 ----- Stage 2 591 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 256 617 - - 1071 - Mov Cap-2 Maneuver 256 ----- Stage 1 665 ----- Stage 2 535 ----- Approach WB NB SB HCM Control Delay, s 16.9 0 1.2 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 424 1071 - HCM Lane V/C Ratio - - 0.287 0.07 - HCM Control Delay (s) - - 16.9 8.6 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 1.2 0.2 - Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 23 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 53 53 65 528 454 115 Future Volume (vph) 53 53 65 528 454 115 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 15 15 12 12 12 12 Grade (%) 0% 1% -1% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.932 0.973 Flt Protected 0.976 0.995 Satd. Flow (prot) 1728 0 0 1811 1797 0 Flt Permitted 0.976 0.995 Satd. Flow (perm) 1728 0 0 1811 1797 0 Link Speed (mph) 30 35 35 Link Distance (ft) 470 561 698 Travel Time (s) 10.7 10.9 13.6 Confl. Peds. (#/hr) 14 11 11 14 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles (%) 8% 12% 3% 4% 3% 5% Adj. Flow (vph) 65 65 80 652 560 142 Shared Lane Traffic (%) Lane Group Flow (vph) 130 0 0 732 702 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 15 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 1.01 1.01 0.99 0.99 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 81.3% ICU Level of Service D Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 24 Intersection Int Delay, s/veh 6.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 53 53 65 528 454 115 Future Vol, veh/h 53 53 65 528 454 115 Conflicting Peds, #/hr 14 11 11 0 0 14 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 1 -1 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, % 8 12 3435 Mvmt Flow 65 65 80 652 560 142 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1471 656 716 0 - 0 Stage 1 645 ----- Stage 2 826 ----- Critical Hdwy 6.48 6.32 4.13 - - - Critical Hdwy Stg 1 5.48 ----- Critical Hdwy Stg 2 5.48 ----- Follow-up Hdwy 3.572 3.408 2.227 - - - Pot Cap-1 Maneuver 136 448 880 - - - Stage 1 511 ----- Stage 2 420 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 112 436 865 - - - Mov Cap-2 Maneuver 112 ----- Stage 1 429 ----- Stage 2 413 ----- Approach EB NB SB HCM Control Delay, s 66.8 1.1 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 865 - 178 - - HCM Lane V/C Ratio 0.093 - 0.735 - - HCM Control Delay (s) 9.6 0 66.8 - - HCM Lane LOS A A F - - HCM 95th %tile Q(veh) 0.3 - 4.7 - - Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 25 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 5 153 106 5 257 169 Future Volume (vph) 5 153 106 5 257 169 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 13 13 11 11 12 12 Grade (%) 0% -1% -3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.870 0.994 Flt Protected 0.998 0.971 Satd. Flow (prot) 1582 0 1720 0 0 1750 Flt Permitted 0.998 0.971 Satd. Flow (perm) 1582 0 1720 0 0 1750 Link Speed (mph) 30 30 30 Link Distance (ft) 73 545 349 Travel Time (s) 1.7 12.4 7.9 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 0% 8% 7% 0% 7% 7% Adj. Flow (vph) 6 172 119 6 289 190 Shared Lane Traffic (%) Lane Group Flow (vph) 178 0 125 0 0 479 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 13 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.04 1.04 0.98 0.98 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 46.2% ICU Level of Service A Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 26 Intersection Int Delay, s/veh 5.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 153 106 5 257 169 Future Vol, veh/h 5 153 106 5 257 169 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - -1 - - -3 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 0 87077 Mvmt Flow 6 172 119 6 289 190 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 890 122 0 0 125 0 Stage 1 122 ----- Stage 2 768 ----- Critical Hdwy 6.4 6.28 - - 4.17 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.372 - - 2.263 - Pot Cap-1 Maneuver 316 913 - - 1431 - Stage 1 908 ----- Stage 2 461 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 245 913 - - 1431 - Mov Cap-2 Maneuver 245 ----- Stage 1 908 ----- Stage 2 357 ----- Approach WB NB SB HCM Control Delay, s 10.4 0 4.9 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 840 1431 - HCM Lane V/C Ratio - - 0.211 0.202 - HCM Control Delay (s) - - 10.4 8.2 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.8 0.8 - Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/18/2019 17000360A_MIDNB Synchro 10 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph) 118 580 665 110 138 100 Future Volume (vph) 118 580 665 110 138 100 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 12 11 13 11 12 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1678 1776 1733 1451 1586 1509 Flt Permitted 0.233 0.950 Satd. Flow (perm) 411 1776 1733 1451 1586 1509 Right Turn on Red Yes No Satd. Flow (RTOR) 108 Link Speed (mph) 35 35 30 Link Distance (ft) 377 343 799 Travel Time (s) 7.3 6.7 18.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 4% 7% 6% 15% 10% 7% Adj. Flow (vph) 128 630 723 120 150 109 Shared Lane Traffic (%) Lane Group Flow (vph) 128 630 723 120 150 109 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 211122 Detector Template Leading Detector (ft) 18 66 166 166 18 18 Trailing Detector (ft) -8 60 160 160 -8 -8 Detector 1 Position(ft) -8 60 160 160 -8 -8 Detector 1 Size(ft) 14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 12 12 12 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA pm+ov Prot pt+ov Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/18/2019 17000360A_MIDNB Synchro 10 Report Page 2 Lane Group NBL NBT SBT SBR NEL NER Ø3 Protected Phases 122444 13 Permitted Phases 2 2 Detector Phase 122444 1 Switch Phase Minimum Initial (s) 5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s) 8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s) 13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%) 12.7% 40.2% 40.2% 20.6% 20.6% 26% Maximum Green (s) 10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s) 7.0 Flash Dont Walk (s) 16.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 46.0 36.1 36.1 51.4 10.3 19.2 Actuated g/C Ratio 0.70 0.55 0.55 0.79 0.16 0.29 v/c Ratio 0.30 0.64 0.75 0.10 0.60 0.25 Control Delay 4.8 14.8 19.1 0.7 36.5 18.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.8 14.8 19.1 0.7 36.5 18.8 LOS ABBADB Approach Delay 13.1 16.5 29.0 Approach LOS B B C Queue Length 50th (ft) 10 149 189 1 56 33 Queue Length 95th (ft) 30 325 #471 9 112 67 Internal Link Dist (ft) 297 263 719 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 515 982 958 1327 389 520 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.25 0.64 0.75 0.09 0.39 0.21 Intersection Summary Area Type: Other Cycle Length: 102 Actuated Cycle Length: 65.3 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 16.9 Intersection LOS: B Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/18/2019 17000360A_MIDNB Synchro 10 Report Page 3 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 2: KING STREET (120A) & SB OFF RAMP 04/18/2019 17000360A_MIDNB Synchro 10 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 168 577 0 0 853 Future Volume (vph) 0 168 577 0 0 853 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 0.865 Flt Protected Satd. Flow (prot) 0 1627 1759 0 0 1792 Flt Permitted Satd. Flow (perm) 0 1627 1759 0 0 1792 Link Speed (mph) 30 35 35 Link Distance (ft) 709 273 1105 Travel Time (s) 16.1 5.3 21.5 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 0% 1% 8% 0% 0% 6% Adj. Flow (vph) 0 181 620 0 0 917 Shared Lane Traffic (%) Lane Group Flow (vph) 0 181 620 0 0 917 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 48.2% ICU Level of Service A Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 2: KING STREET (120A) & SB OFF RAMP 04/18/2019 17000360A_MIDNB Synchro 10 Report Page 5 Intersection Int Delay, s/veh 1.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 168 577 0 0 853 Future Vol, veh/h 0 168 577 0 0 853 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 0 18006 Mvmt Flow 0 181 620 0 0 917 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 620 0 - - - Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.21 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.309 ---- Pot Cap-1 Maneuver 0 490 - 0 0 - Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - 490 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 16.6 0 0 HCM LOS C Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 490 - HCM Lane V/C Ratio - 0.369 - HCM Control Delay (s) - 16.6 - HCM Lane LOS - C - HCM 95th %tile Q(veh) - 1.7 - Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)04/18/2019 17000360A_MIDNB Synchro 10 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph) 48 0 236 0000646207248529143 Future Volume (vph) 48 0 236 0000646207248529143 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 16 12 12 12 12 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 0.850 0.967 0.968 Flt Protected 0.950 0.950 Satd. Flow (prot) 1597 0 1524 00001960 0 1736 1736 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1597 0 1524 00001960 0 1736 1736 0 Link Speed (mph) 35 35 35 35 Link Distance (ft) 153 463 273 308 Travel Time (s) 3.0 9.0 5.3 6.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 13% 0% 6% 0% 0% 0% 0% 5% 10% 4% 7% 2% Adj. Flow (vph) 52 0 254 0000695223267569154 Shared Lane Traffic (%) Lane Group Flow (vph) 52 0 254 000091802677230 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) 36 12 12 12 Link Offset(ft) 0 26 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 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 73.7% ICU Level of Service D Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)04/18/2019 17000360A_MIDNB Synchro 10 Report Page 7 Intersection Int Delay, s/veh 11 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 48 0 236 0000646207248529143 Future Vol, veh/h 48 0 236 0000646207248529143 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - Free - - None Storage Length - - 0 ------0-- Veh in Median Storage, # - 0 - - 17747 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 13 060000510472 Mvmt Flow 52 0 254 0000695223267569154 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1875 - 695 - 0 - 695 0 0 Stage 1 695 - ------- Stage 2 1180 - ------- Critical Hdwy 6.53 - 6.26 - - - 4.14 - - Critical Hdwy Stg 1 5.53 - ------- Critical Hdwy Stg 2 5.53 - ------- Follow-up Hdwy 3.617 - 3.354 - - - 2.236 - - Pot Cap-1 Maneuver 74 0 435 0 - 0 891 - - Stage 1 475 0 - 0 - 0 - - - Stage 2 277 0 - 0 - 0 - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 52 0 435 - - - 891 - - Mov Cap-2 Maneuver 52 0 ------- Stage 1 475 0 ------- Stage 2 194 0 ------- Approach NB SE NW HCM Control Delay, s 62.1 0 2.9 HCM LOS F Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h) 52 435 891 - - - HCM Lane V/C Ratio 0.993 0.583 0.299 - - - HCM Control Delay (s) 248.4 24.2 10.8 - - - HCM Lane LOS F C B - - - HCM 95th %tile Q(veh) 4.4 3.6 1.3 - - - Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)04/18/2019 17000360A_MIDNB Synchro 10 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph) 801 216 376 506 5 120 Future Volume (vph) 801 216 376 506 5 120 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 0.971 0.870 Flt Protected 0.950 0.998 Satd. Flow (prot) 1768 0 1770 1743 1518 0 Flt Permitted 0.950 0.998 Satd. Flow (perm) 1768 0 1770 1743 1518 0 Link Speed (mph) 35 35 30 Link Distance (ft) 94 308 121 Travel Time (s) 1.8 6.0 2.8 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 5% 2% 2% 9% 0% 9% Adj. Flow (vph) 861 232 404 544 5 129 Shared Lane Traffic (%) Lane Group Flow (vph) 1093 0 404 544 134 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 93.8% ICU Level of Service F Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)04/18/2019 17000360A_MIDNB Synchro 10 Report Page 9 Intersection Int Delay, s/veh 8.6 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 801 216 376 506 5 120 Future Vol, veh/h 801 216 376 506 5 120 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 5 22909 Mvmt Flow 861 232 404 544 5 129 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1093 0 2329 977 Stage 1 - - - - 977 - Stage 2 - - - - 1352 - Critical Hdwy - - 4.12 - 6.4 6.29 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.218 - 3.5 3.381 Pot Cap-1 Maneuver - - 638 - 41 295 Stage 1 - - - - 368 - Stage 2 - - - - 243 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 638 - 15 295 Mov Cap-2 Maneuver - - - - 15 - Stage 1 - - - - 368 - Stage 2 - - - - 89 - Approach NB SB SW HCM Control Delay, s 0 8.5 79 HCM LOS F Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h) - - 638 - 169 HCM Lane V/C Ratio - - 0.634 - 0.795 HCM Control Delay (s) - - 19.9 - 79 HCM Lane LOS - - C - F HCM 95th %tile Q(veh) - - 4.5 - 5.3 Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)04/18/2019 17000360A_MIDNB Synchro 10 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 5 985 490 21 32 230 Future Volume (vph) 5 985 490 21 32 230 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.994 0.881 Flt Protected 0.994 Satd. Flow (prot) 0 1810 1739 0 1613 0 Flt Permitted 0.994 Satd. Flow (perm) 0 1810 1739 0 1613 0 Link Speed (mph) 35 35 30 Link Distance (ft) 158 94 136 Travel Time (s) 3.1 1.8 3.1 Confl. Peds. (#/hr) 4 4 4 4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 0% 5% 9% 0% 4% 3% Adj. Flow (vph) 5 1059 527 23 34 247 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1064 550 0 281 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 78.8% ICU Level of Service D Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)04/18/2019 17000360A_MIDNB Synchro 10 Report Page 11 Intersection Int Delay, s/veh 6.2 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 5 985 490 21 32 230 Future Vol, veh/h 5 985 490 21 32 230 Conflicting Peds, #/hr 4 00444 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 0 59043 Mvmt Flow 5 1059 527 23 34 247 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 554 0 - 0 1616 547 Stage 1 - - - - 543 - Stage 2 - - - - 1073 - Critical Hdwy 4.1 - - - 6.44 6.23 Critical Hdwy Stg 1 - - - - 5.44 - Critical Hdwy Stg 2 - - - - 5.44 - Follow-up Hdwy 2.2 - - - 3.536 3.327 Pot Cap-1 Maneuver 1026 - - - 113 535 Stage 1 - - - - 578 - Stage 2 - - - - 326 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1022 - - - 111 531 Mov Cap-2 Maneuver - - - - 111 - Stage 1 - - - - 569 - Stage 2 - - - - 325 - Approach NB SB NE HCM Control Delay, s 0 0 42 HCM LOS E Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h) 363 1022 - - - HCM Lane V/C Ratio 0.776 0.005 - - - HCM Control Delay (s) 42 8.5 0 - - HCM Lane LOS E A A - - HCM 95th %tile Q(veh) 6.4 0 - - - Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 6: ARBOR DRIVE & KING STREET (120A)04/18/2019 17000360A_MIDNB Synchro 10 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 53 960 577 121 113 53 Future Volume (vph) 53 960 577 121 113 53 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 100 0 200 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1805 1827 1845 1442 1641 1524 Flt Permitted 0.318 0.950 Satd. Flow (perm) 603 1827 1845 1407 1641 1524 Right Turn on Red Yes Yes Satd. Flow (RTOR) 39 56 Link Speed (mph) 35 35 30 Link Distance (ft) 362 553 354 Travel Time (s) 7.1 10.8 8.0 Confl. Peds. (#/hr) 9 9 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 0% 4% 3% 12% 10% 6% Adj. Flow (vph) 56 1021 614 129 120 56 Shared Lane Traffic (%) Lane Group Flow (vph) 56 1021 614 129 120 56 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 17 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 210022 Detector Template Leading Detector (ft) 83 6 0 0 83 83 Trailing Detector (ft) -5 0 0 0 -5 -5 Detector 1 Position(ft) -5 0 0 0 -5 -5 Detector 1 Size(ft) 40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 43 Detector 2 Size(ft) 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 6: ARBOR DRIVE & KING STREET (120A)04/18/2019 17000360A_MIDNB Synchro 10 Report Page 13 Lane Group NBL NBT SBT SBR NEL NER Turn Type pm+pt NA NA Free Prot Perm Protected Phases 5 2 6 3 Permitted Phases 2 Free 3 Detector Phase 5 2 6 3 3 Switch Phase Minimum Initial (s) 3.0 10.0 10.0 5.0 5.0 Minimum Split (s) 9.0 16.0 16.0 10.0 10.0 Total Split (s) 16.0 72.0 56.0 25.0 25.0 Total Split (%) 16.5% 74.2% 57.7% 25.8% 25.8% Maximum Green (s) 10.0 66.0 50.0 20.0 20.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Recall Mode None Max Max None None Act Effct Green (s) 66.1 66.1 57.0 88.0 10.8 10.8 Actuated g/C Ratio 0.75 0.75 0.65 1.00 0.12 0.12 v/c Ratio 0.11 0.74 0.51 0.09 0.59 0.24 Control Delay 3.9 11.3 11.6 0.1 48.7 12.3 Queue Delay 0.0 1.5 0.0 0.0 0.0 0.0 Total Delay 3.9 12.8 11.6 0.1 48.7 12.3 LOS ABBADB Approach Delay 12.3 9.6 37.1 Approach LOS B A D Queue Length 50th (ft) 6 254 173 0 64 0 Queue Length 95th (ft) 19 528 314 0 118 33 Internal Link Dist (ft) 282 473 274 Turn Bay Length (ft) 100 100 200 Base Capacity (vph) 590 1373 1195 1407 373 390 Starvation Cap Reductn 0 184 0000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.09 0.86 0.51 0.09 0.32 0.14 Intersection Summary Area Type: Other Cycle Length: 97 Actuated Cycle Length: 88 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.74 Intersection Signal Delay: 13.5 Intersection LOS: B Intersection Capacity Utilization 66.0% ICU Level of Service C Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 6: ARBOR DRIVE & KING STREET (120A)04/18/2019 17000360A_MIDNB Synchro 10 Report Page 14 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 04/18/2019 17000360A_MIDNB Synchro 10 Report Page 15 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 1013 524 106 Future Volume (vph) 0 0 0 1013 524 106 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.977 Flt Protected Satd. Flow (prot) 0 0 0 1845 1805 0 Flt Permitted Satd. Flow (perm) 0 0 0 1845 1805 0 Link Speed (mph) 30 35 35 Link Distance (ft) 297 278 362 Travel Time (s) 6.8 5.4 7.1 Confl. Peds. (#/hr) 1 1 1 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 0% 0% 0% 3% 3% 2% Adj. Flow (vph) 0 0 0 1078 557 113 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 1078 670 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 63.6% ICU Level of Service B Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/18/2019 17000360A_MIDNB Synchro 10 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 159 11 85 79 11 360 48 494 48 101 418 5 Future Volume (vph) 159 11 85 79 11 360 48 494 48 101 418 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 50 100 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft) 25 25 50 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 Frt 0.867 0.850 0.987 0.998 Flt Protected 0.950 0.958 0.950 0.950 Satd. Flow (prot) 1703 1605 0 0 1804 1553 1719 1822 0 1787 1824 0 Flt Permitted 0.950 0.958 0.377 0.186 Satd. Flow (perm) 1703 1605 0 0 1804 1553 682 1822 0 350 1824 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 92 337 3 Link Speed (mph) 30 30 35 35 Link Distance (ft) 298 262 413 278 Travel Time (s) 6.8 6.0 8.0 5.4 Confl. Peds. (#/hr) 1 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 (%) 6% 0% 3% 1% 0% 4% 5% 3% 2% 1% 4% 0% Adj. Flow (vph) 173 12 92 86 12 391 52 537 52 110 454 5 Shared Lane Traffic (%) Lane Group Flow (vph) 173 104 0 0 98 391 52 589 0 110 459 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 0 12 12 Link Offset(ft)0000 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 Number of Detectors 2 2 12121 21 Detector Template Left Leading Detector (ft) 83 83 20 115 35 83 6 83 6 Trailing Detector (ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Position(ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Size(ft) 40 40 20 40 40 40 6 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 75 43 43 Detector 2 Size(ft) 40 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0 Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/18/2019 17000360A_MIDNB Synchro 10 Report Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA Protected Phases 3 3 4 4 5 2 1 6 Permitted Phases 4 2 6 Detector Phase 3 3 44452 16 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0 Minimum Split (s) 10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0 Total Split (s) 65.0 65.0 26.0 26.0 26.0 16.0 41.0 16.0 41.0 Total Split (%) 43.9% 43.9% 17.6% 17.6% 17.6% 10.8% 27.7% 10.8% 27.7% Maximum Green (s) 60.0 60.0 20.0 20.0 20.0 10.0 35.0 10.0 35.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 0.2 0.2 0.2 2.0 2.0 2.0 2.0 Recall Mode None None None None None None Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 13.9 13.9 9.4 9.4 41.5 35.5 45.7 39.4 Actuated g/C Ratio 0.16 0.16 0.10 0.10 0.46 0.40 0.51 0.44 v/c Ratio 0.66 0.32 0.52 0.84 0.13 0.82 0.37 0.57 Control Delay 49.0 12.7 48.9 25.0 13.2 37.2 15.6 25.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.0 12.7 48.9 25.0 13.2 37.2 15.6 25.8 LOS DB DCBD BC Approach Delay 35.4 29.8 35.3 23.8 Approach LOS DCDC Queue Length 50th (ft) 90 6 53 28 12 275 26 189 Queue Length 95th (ft) 178 53 110 139 40 #632 74 395 Internal Link Dist (ft) 218 182 333 198 Turn Bay Length (ft) 50 100 250 Base Capacity (vph) 1155 1118 407 612 464 722 347 803 Starvation Cap Reductn 0 0 0000 00 Spillback Cap Reductn 0 0 0000 00 Storage Cap Reductn 0 0 0000 00 Reduced v/c Ratio 0.15 0.09 0.24 0.64 0.11 0.82 0.32 0.57 Intersection Summary Area Type: Other Cycle Length: 148 Actuated Cycle Length: 89.6 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 30.6 Intersection LOS: C Intersection Capacity Utilization 74.2% ICU Level of Service D Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/18/2019 17000360A_MIDNB Synchro 10 Report Page 18 Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 9: ARBOR DRIVE & SITE DRIVEWAY 04/18/2019 17000360A_MIDNB Synchro 10 Report Page 19 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph) 121 4 0 44 73 101 Future Volume (vph) 121 4 0 44 73 101 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.996 0.922 Flt Protected 0.954 Satd. Flow (prot) 1792 0 0 1810 1730 0 Flt Permitted 0.954 Satd. Flow (perm) 1792 0 0 1810 1730 0 Link Speed (mph) 30 30 30 Link Distance (ft) 271 369 263 Travel Time (s) 6.2 8.4 6.0 Confl. Peds. (#/hr) 33 34 34 33 Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 Heavy Vehicles (%) 0% 25% 0% 5% 3% 0% Adj. Flow (vph) 159 5 0 58 96 133 Shared Lane Traffic (%) Lane Group Flow (vph) 164 0 0 58 229 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 30.8% ICU Level of Service A Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 9: ARBOR DRIVE & SITE DRIVEWAY 04/18/2019 17000360A_MIDNB Synchro 10 Report Page 20 Intersection Int Delay, s/veh 4.4 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 121 4 0 44 73 101 Future Vol, veh/h 121 4 0 44 73 101 Conflicting Peds, #/hr 33 34 34 0 0 33 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 76 76 76 76 76 76 Heavy Vehicles, % 0 25 0530 Mvmt Flow 159 5 0 58 96 133 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 288 231 263 0 - 0 Stage 1 197 ----- Stage 2 91 ----- Critical Hdwy 6.4 6.45 4.1 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.525 2.2 - - - Pot Cap-1 Maneuver 707 754 1313 - - - Stage 1 841 ----- Stage 2 938 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 662 706 1270 - - - Mov Cap-2 Maneuver 662 ----- Stage 1 814 ----- Stage 2 908 ----- Approach SE NE SW HCM Control Delay, s 12.2 0 0 HCM LOS B Minor Lane/Major Mvmt NEL NETSELn1 SWT SWR Capacity (veh/h) 1270 - 663 - - HCM Lane V/C Ratio - - 0.248 - - HCM Control Delay (s) 0 - 12.2 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 1 - - Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 10: King Street (NYS Route 120A) & Comley Avenue 04/18/2019 17000360A_MIDNB Synchro 10 Report Page 21 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 38 78 450 38 71 451 Future Volume (vph) 38 78 450 38 71 451 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -3% -1% 0% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.909 0.990 Flt Protected 0.984 0.993 Satd. Flow (prot) 1670 0 1835 0 0 1819 Flt Permitted 0.984 0.993 Satd. Flow (perm) 1670 0 1835 0 0 1819 Link Speed (mph) 30 35 35 Link Distance (ft) 838 844 1802 Travel Time (s) 19.0 16.4 35.1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 8% 1% 3% 3% 2% 4% Adj. Flow (vph) 39 80 464 39 73 465 Shared Lane Traffic (%) Lane Group Flow (vph) 119 0 503 0 0 538 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 70.6% ICU Level of Service C Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 10: King Street (NYS Route 120A) & Comley Avenue 04/18/2019 17000360A_MIDNB Synchro 10 Report Page 22 Intersection Int Delay, s/veh 2.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 38 78 450 38 71 451 Future Vol, veh/h 38 78 450 38 71 451 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % -3 - -1 - - 0 Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 8 13324 Mvmt Flow 39 80 464 39 73 465 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1095 484 0 0 503 0 Stage 1 484 ----- Stage 2 611 ----- Critical Hdwy 5.88 5.91 - - 4.12 - Critical Hdwy Stg 1 4.88 ----- Critical Hdwy Stg 2 4.88 ----- Follow-up Hdwy 3.572 3.309 - - 2.218 - Pot Cap-1 Maneuver 276 609 - - 1061 - Stage 1 659 ----- Stage 2 587 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 250 609 - - 1061 - Mov Cap-2 Maneuver 250 ----- Stage 1 659 ----- Stage 2 532 ----- Approach WB NB SB HCM Control Delay, s 17.2 0 1.2 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 414 1061 - HCM Lane V/C Ratio - - 0.289 0.069 - HCM Control Delay (s) - - 17.2 8.6 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 1.2 0.2 - Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 04/18/2019 17000360A_MIDNB Synchro 10 Report Page 23 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 52 53 65 541 468 113 Future Volume (vph) 52 53 65 541 468 113 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 15 15 12 12 12 12 Grade (%) 0% 1% -1% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.932 0.974 Flt Protected 0.976 0.995 Satd. Flow (prot) 1728 0 0 1811 1799 0 Flt Permitted 0.976 0.995 Satd. Flow (perm) 1728 0 0 1811 1799 0 Link Speed (mph) 30 35 35 Link Distance (ft) 470 561 698 Travel Time (s) 10.7 10.9 13.6 Confl. Peds. (#/hr) 14 11 11 14 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles (%) 8% 12% 3% 4% 3% 5% Adj. Flow (vph) 64 65 80 668 578 140 Shared Lane Traffic (%) Lane Group Flow (vph) 129 0 0 748 718 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 15 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 1.01 1.01 0.99 0.99 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 82.6% ICU Level of Service E Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 04/18/2019 17000360A_MIDNB Synchro 10 Report Page 24 Intersection Int Delay, s/veh 6.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 52 53 65 541 468 113 Future Vol, veh/h 52 53 65 541 468 113 Conflicting Peds, #/hr 14 11 11 0 0 14 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 1 -1 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, % 8 12 3435 Mvmt Flow 64 65 80 668 578 140 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1504 673 732 0 - 0 Stage 1 662 ----- Stage 2 842 ----- Critical Hdwy 6.48 6.32 4.13 - - - Critical Hdwy Stg 1 5.48 ----- Critical Hdwy Stg 2 5.48 ----- Follow-up Hdwy 3.572 3.408 2.227 - - - Pot Cap-1 Maneuver 129 438 868 - - - Stage 1 502 ----- Stage 2 413 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 106 426 854 - - - Mov Cap-2 Maneuver 106 ----- Stage 1 420 ----- Stage 2 406 ----- Approach EB NB SB HCM Control Delay, s 72.3 1 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 854 - 171 - - HCM Lane V/C Ratio 0.094 - 0.758 - - HCM Control Delay (s) 9.7 0 72.3 - - HCM Lane LOS A A F - - HCM 95th %tile Q(veh) 0.3 - 4.9 - - Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 04/18/2019 17000360A_MIDNB Synchro 10 Report Page 25 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 5 177 106 5 285 169 Future Volume (vph) 5 177 106 5 285 169 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 13 13 11 11 12 12 Grade (%) 0% -1% -3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.869 0.994 Flt Protected 0.999 0.970 Satd. Flow (prot) 1582 0 1720 0 0 1748 Flt Permitted 0.999 0.970 Satd. Flow (perm) 1582 0 1720 0 0 1748 Link Speed (mph) 30 30 30 Link Distance (ft) 73 545 349 Travel Time (s) 1.7 12.4 7.9 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 0% 8% 7% 0% 7% 7% Adj. Flow (vph) 6 199 119 6 320 190 Shared Lane Traffic (%) Lane Group Flow (vph) 205 0 125 0 0 510 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 13 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.04 1.04 0.98 0.98 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 49.2% ICU Level of Service A Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak Midday Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 04/18/2019 17000360A_MIDNB Synchro 10 Report Page 26 Intersection Int Delay, s/veh 5.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 177 106 5 285 169 Future Vol, veh/h 5 177 106 5 285 169 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - -1 - - -3 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 0 87077 Mvmt Flow 6 199 119 6 320 190 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 952 122 0 0 125 0 Stage 1 122 ----- Stage 2 830 ----- Critical Hdwy 6.4 6.28 - - 4.17 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.372 - - 2.263 - Pot Cap-1 Maneuver 290 913 - - 1431 - Stage 1 908 ----- Stage 2 432 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 218 913 - - 1431 - Mov Cap-2 Maneuver 218 ----- Stage 1 908 ----- Stage 2 324 ----- Approach WB NB SB HCM Control Delay, s 10.7 0 5.2 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 839 1431 - HCM Lane V/C Ratio - - 0.244 0.224 - HCM Control Delay (s) - - 10.7 8.2 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 1 0.9 - Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/19/2019 17000360A_PMBD Synchro 10 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph) 202 555 841 165 143 231 Future Volume (vph) 202 555 841 165 143 231 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 12 11 13 11 12 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 0.98 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1662 1810 1749 1589 1662 1538 Flt Permitted 0.111 0.950 Satd. Flow (perm) 194 1810 1749 1542 1621 1538 Right Turn on Red Yes No Satd. Flow (RTOR) 127 Link Speed (mph) 35 35 30 Link Distance (ft) 377 343 799 Travel Time (s) 7.3 6.7 18.2 Confl. Peds. (#/hr) 10 10 10 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 224 617 934 183 159 257 Shared Lane Traffic (%) Lane Group Flow (vph) 224 617 934 183 159 257 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 211122 Detector Template Leading Detector (ft) 18 66 166 166 18 18 Trailing Detector (ft) -8 60 160 160 -8 -8 Detector 1 Position(ft) -8 60 160 160 -8 -8 Detector 1 Size(ft) 14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 12 12 12 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/19/2019 17000360A_PMBD Synchro 10 Report Page 2 Lane Group NBL NBT SBT SBR NEL NER Ø3 Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA pm+ov Prot pt+ov Protected Phases 122444 13 Permitted Phases 2 2 Detector Phase 122444 1 Switch Phase Minimum Initial (s) 5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s) 8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s) 13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%) 12.7% 40.2% 40.2% 20.6% 20.6% 26% Maximum Green (s) 10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s) 7.0 Flash Dont Walk (s) 16.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 49.2 36.1 36.1 48.4 12.3 24.3 Actuated g/C Ratio 0.70 0.51 0.51 0.69 0.17 0.34 v/c Ratio 0.65 0.67 1.04 0.17 0.55 0.48 Control Delay 20.9 18.1 63.0 1.3 34.4 21.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.9 18.1 63.0 1.3 34.4 21.4 LOS C B E A C C Approach Delay 18.8 52.9 26.3 Approach LOS B D C Queue Length 50th (ft) 37 193 ~464 5 65 86 Queue Length 95th (ft) #129 336 #725 17 120 148 Internal Link Dist (ft) 297 263 719 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 367 927 896 1185 378 529 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.61 0.67 1.04 0.15 0.42 0.49 Intersection Summary Area Type: Other Cycle Length: 102 Actuated Cycle Length: 70.5 Natural Cycle: 140 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.04 Intersection Signal Delay: 36.2 Intersection LOS: D Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/19/2019 17000360A_PMBD Synchro 10 Report Page 3 Intersection Capacity Utilization 75.0% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 04/19/2019 17000360A_PMBD Synchro 10 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 163 620 0 0 1020 Future Volume (vph) 0 163 620 0 0 1020 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 0.865 Flt Protected Satd. Flow (prot) 0 1644 1863 0 0 1881 Flt Permitted Satd. Flow (perm) 0 1644 1863 0 0 1881 Link Speed (mph) 30 35 35 Link Distance (ft) 709 273 1105 Travel Time (s) 16.1 5.3 21.5 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 0% 0% 2% 0% 0% 1% Adj. Flow (vph) 0 170 646 0 0 1063 Shared Lane Traffic (%) Lane Group Flow (vph) 0 170 646 0 0 1063 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 57.0% ICU Level of Service B Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 04/19/2019 17000360A_PMBD Synchro 10 Report Page 5 Intersection Int Delay, s/veh 1.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 163 620 0 0 1020 Future Vol, veh/h 0 163 620 0 0 1020 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 0 02001 Mvmt Flow 0 170 646 0 0 1063 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 646 0 - - - Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.2 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.3 ---- Pot Cap-1 Maneuver 0 475 - 0 0 - Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - 475 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 16.7 0 0 HCM LOS C Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 475 - HCM Lane V/C Ratio - 0.357 - HCM Control Delay (s) - 16.7 - HCM Lane LOS - C - HCM 95th %tile Q(veh) - 1.6 - Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)04/19/2019 17000360A_PMBD Synchro 10 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph) 32 0 286 0000781238166587169 Future Volume (vph) 32 0 286 0000781238166587169 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 16 12 12 12 12 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 0.850 0.968 0.967 Flt Protected 0.950 0.950 Satd. Flow (prot) 1805 0 1599 00002044 0 1787 1809 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1805 0 1599 00002044 0 1787 1809 0 Link Speed (mph) 35 35 35 35 Link Distance (ft) 153 463 273 308 Travel Time (s) 3.0 9.0 5.3 6.0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 0% 0% 1% 0% 0% 0% 0% 2% 2% 1% 2% 0% Adj. Flow (vph) 33 0 292 0000797243169599172 Shared Lane Traffic (%) Lane Group Flow (vph) 33 0 292 00001040 0 169 771 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 36 12 12 12 Link Offset(ft) 0 26 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 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 80.0% ICU Level of Service D Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)04/19/2019 17000360A_PMBD Synchro 10 Report Page 7 Intersection Int Delay, s/veh 7.8 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 32 0 286 0000781238166587169 Future Vol, veh/h 32 0 286 0000781238166587169 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - Free - - None Storage Length - - 0 ------0-- Veh in Median Storage, # - 0 - - 17747 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98 Heavy Vehicles, % 0 01000022120 Mvmt Flow 33 0 292 0000797243169599172 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1820 - 797 - 0 - 797 0 0 Stage 1 797 - ------- Stage 2 1023 - ------- Critical Hdwy 6.4 - 6.21 - - - 4.11 - - Critical Hdwy Stg 1 5.4 - ------- Critical Hdwy Stg 2 5.4 - ------- Follow-up Hdwy 3.5 - 3.309 - - - 2.209 - - Pot Cap-1 Maneuver 86 0 388 0 - 0 829 - - Stage 1 447 0 - 0 - 0 - - - Stage 2 350 0 - 0 - 0 - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 68 0 388 - - - 829 - - Mov Cap-2 Maneuver 68 0 ------- Stage 1 447 0 ------- Stage 2 279 0 ------- Approach NB SE NW HCM Control Delay, s 43.8 0 1.9 HCM LOS E Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h) 68 388 829 - - - HCM Lane V/C Ratio 0.48 0.752 0.204 - - - HCM Control Delay (s) 99.5 37.6 10.5 - - - HCM Lane LOS F E B - - - HCM 95th %tile Q(veh) 1.9 6.1 0.8 - - - Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)04/19/2019 17000360A_PMBD Synchro 10 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph) 813 203 408 660 5 110 Future Volume (vph) 813 203 408 660 5 110 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 0.973 0.871 Flt Protected 0.950 0.998 Satd. Flow (prot) 1830 0 1787 1863 1652 0 Flt Permitted 0.950 0.998 Satd. Flow (perm) 1830 0 1787 1863 1652 0 Link Speed (mph) 35 35 30 Link Distance (ft) 94 308 121 Travel Time (s) 1.8 6.0 2.8 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 1% 1% 1% 2% 0% 0% Adj. Flow (vph) 847 211 425 688 5 115 Shared Lane Traffic (%) Lane Group Flow (vph) 1058 0 425 688 120 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 94.8% ICU Level of Service F Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)04/19/2019 17000360A_PMBD Synchro 10 Report Page 9 Intersection Int Delay, s/veh 8.1 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 813 203 408 660 5 110 Future Vol, veh/h 813 203 408 660 5 110 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 1 11200 Mvmt Flow 847 211 425 688 5 115 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1058 0 2491 953 Stage 1 - - - - 953 - Stage 2 - - - - 1538 - Critical Hdwy - - 4.11 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.209 - 3.5 3.3 Pot Cap-1 Maneuver - - 662 - 33 317 Stage 1 - - - - 378 - Stage 2 - - - - 197 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 662 - 12 317 Mov Cap-2 Maneuver - - - - 12 - Stage 1 - - - - 378 - Stage 2 - - - - 71 - Approach NB SB SW HCM Control Delay, s 0 7.5 85.7 HCM LOS F Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h) - - 662 - 151 HCM Lane V/C Ratio - - 0.642 - 0.793 HCM Control Delay (s) - - 19.7 - 85.7 HCM Lane LOS - - C - F HCM 95th %tile Q(veh) - - 4.7 - 5 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)04/19/2019 17000360A_PMBD Synchro 10 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 5 978 623 42 37 292 Future Volume (vph) 5 978 623 42 37 292 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 0.992 0.880 Flt Protected 0.994 Satd. Flow (prot) 0 1881 1867 0 1662 0 Flt Permitted 0.994 Satd. Flow (perm) 0 1881 1867 0 1662 0 Link Speed (mph) 35 35 30 Link Distance (ft) 158 94 136 Travel Time (s) 3.1 1.8 3.1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 1% 1% 0% 0% 0% Adj. Flow (vph) 5 1029 656 44 39 307 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1034 700 0 346 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 82.2% ICU Level of Service E Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)04/19/2019 17000360A_PMBD Synchro 10 Report Page 11 Intersection Int Delay, s/veh 17.7 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 5 978 623 42 37 292 Future Vol, veh/h 5 978 623 42 37 292 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 11000 Mvmt Flow 5 1029 656 44 39 307 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 700 0 - 0 1717 678 Stage 1 - - - - 678 - Stage 2 - - - - 1039 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 906 - - - 100 456 Stage 1 - - - - 508 - Stage 2 - - - - 344 - Platoon blocked, % - - - Mov Cap-1 Maneuver 906 - - - 99 456 Mov Cap-2 Maneuver - - - - 99 - Stage 1 - - - - 501 - Stage 2 - - - - 344 - Approach NB SB NE HCM Control Delay, s 0 0 106.3 HCM LOS F Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h) 324 906 - - - HCM Lane V/C Ratio 1.069 0.006 - - - HCM Control Delay (s) 106.3 9 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 12.9 0 - - - Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)04/19/2019 17000360A_PMBD Synchro 10 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 51 936 815 80 50 49 Future Volume (vph) 51 936 815 80 50 49 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 100 0 200 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1805 1881 1881 1583 1770 1615 Flt Permitted 0.237 0.950 Satd. Flow (perm) 450 1881 1881 1583 1770 1615 Right Turn on Red Yes Yes Satd. Flow (RTOR) 18 51 Link Speed (mph) 35 35 30 Link Distance (ft) 362 553 354 Travel Time (s) 7.1 10.8 8.0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 0% 1% 1% 2% 2% 0% Adj. Flow (vph) 53 975 849 83 52 51 Shared Lane Traffic (%) Lane Group Flow (vph) 53 975 849 83 52 51 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 17 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 210022 Detector Template Leading Detector (ft) 83 6 0 0 83 83 Trailing Detector (ft) -5 0 0 0 -5 -5 Detector 1 Position(ft) -5 0 0 0 -5 -5 Detector 1 Size(ft) 40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 43 Detector 2 Size(ft) 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA Free Prot Perm Protected Phases 5 2 6 3 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)04/19/2019 17000360A_PMBD Synchro 10 Report Page 13 Lane Group NBL NBT SBT SBR NEL NER Permitted Phases 2 Free 3 Detector Phase 5 2 6 3 3 Switch Phase Minimum Initial (s) 3.0 10.0 10.0 5.0 5.0 Minimum Split (s) 9.0 16.0 16.0 10.0 10.0 Total Split (s) 20.0 65.0 45.0 35.0 35.0 Total Split (%) 20.0% 65.0% 45.0% 35.0% 35.0% Maximum Green (s) 14.0 59.0 39.0 30.0 30.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Recall Mode None C-Max C-Max None None Act Effct Green (s) 83.4 84.6 75.6 100.0 7.6 7.6 Actuated g/C Ratio 0.83 0.85 0.76 1.00 0.08 0.08 v/c Ratio 0.12 0.61 0.60 0.05 0.39 0.30 Control Delay 2.8 5.5 10.1 0.1 51.7 16.9 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 Total Delay 2.8 5.5 10.1 0.1 51.7 16.9 LOS AABADB Approach Delay 5.4 9.2 34.5 Approach LOS A A C Queue Length 50th (ft) 4 139 253 0 32 0 Queue Length 95th (ft) m13 347 429 0 69 35 Internal Link Dist (ft) 282 473 274 Turn Bay Length (ft) 100 100 200 Base Capacity (vph) 565 1591 1421 1583 531 520 Starvation Cap Reductn 0 49 0000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.09 0.63 0.60 0.05 0.10 0.10 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay: 8.5 Intersection LOS: A Intersection Capacity Utilization 62.6% ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)04/19/2019 17000360A_PMBD Synchro 10 Report Page 14 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 04/19/2019 17000360A_PMBD Synchro 10 Report Page 15 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 987 789 74 Future Volume (vph) 0 0 0 987 789 74 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.988 Flt Protected Satd. Flow (prot) 0 0 0 1881 1860 0 Flt Permitted Satd. Flow (perm) 0 0 0 1881 1860 0 Link Speed (mph) 30 35 35 Link Distance (ft) 297 278 362 Travel Time (s) 6.8 5.4 7.1 Confl. Peds. (#/hr) 10 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 0% 0% 0% 1% 1% 0% Adj. Flow (vph) 0 0 0 1007 805 76 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 1007 881 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 55.3% ICU Level of Service B Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/19/2019 17000360A_PMBD Synchro 10 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 42 5 37 101 11 392 42 552 79 127 657 5 Future Volume (vph) 42 5 37 101 11 392 42 552 79 127 657 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 50 100 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft) 25 25 50 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 0.868 0.850 0.981 0.999 Flt Protected 0.950 0.957 0.950 0.950 Satd. Flow (prot) 1805 1649 0 0 1802 1583 1805 1845 0 1770 1879 0 Flt Permitted 0.950 0.957 0.299 0.248 Satd. Flow (perm) 1805 1649 0 0 1802 1583 568 1845 0 462 1879 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 37 396 7 Link Speed (mph) 30 30 35 35 Link Distance (ft) 298 262 413 278 Travel Time (s) 6.8 6.0 8.0 5.4 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles (%) 0% 0% 0% 1% 0% 2% 0% 1% 1% 2% 1% 0% Adj. Flow (vph) 42 5 37 102 11 396 42 558 80 128 664 5 Shared Lane Traffic (%) Lane Group Flow (vph) 42 42 0 0 113 396 42 638 0 128 669 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 0 12 12 Link Offset(ft)0000 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 Number of Detectors 2 2 12121 21 Detector Template Left Leading Detector (ft) 83 83 20 115 35 83 6 83 6 Trailing Detector (ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Position(ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Size(ft) 40 40 20 40 40 40 6 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 75 43 43 Detector 2 Size(ft) 40 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA Protected Phases 3 3 4 4 5 2 1 6 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/19/2019 17000360A_PMBD Synchro 10 Report Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 3 3 44452 16 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0 Minimum Split (s) 10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0 Total Split (s) 35.0 35.0 20.0 20.0 20.0 15.0 30.0 15.0 30.0 Total Split (%) 35.0% 35.0% 20.0% 20.0% 20.0% 15.0% 30.0% 15.0% 30.0% Maximum Green (s) 30.0 30.0 14.0 14.0 14.0 9.0 24.0 9.0 24.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 0.2 0.2 0.2 2.0 2.0 2.0 2.0 Recall Mode None None None None None None C-Max None C-Max Walk Time (s) 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 7.0 7.0 9.5 9.5 59.9 54.4 67.1 61.3 Actuated g/C Ratio 0.07 0.07 0.10 0.10 0.60 0.54 0.67 0.61 v/c Ratio 0.33 0.28 0.66 0.78 0.10 0.63 0.31 0.58 Control Delay 50.8 21.3 60.8 15.7 8.4 22.6 5.8 10.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.8 21.3 60.8 15.7 8.4 22.6 5.8 10.9 LOS D C E B A C A B Approach Delay 36.0 25.7 21.7 10.1 Approach LOS D C C B Queue Length 50th (ft) 26 3 71 0 8 269 12 116 Queue Length 95th (ft) 59 35 120 88 25 #573 m23 479 Internal Link Dist (ft) 218 182 333 198 Turn Bay Length (ft) 50 100 250 Base Capacity (vph) 541 520 258 566 471 1007 438 1151 Starvation Cap Reductn 0 0 0000 00 Spillback Cap Reductn 0 0 0000 00 Storage Cap Reductn 0 0 0000 00 Reduced v/c Ratio 0.08 0.08 0.44 0.70 0.09 0.63 0.29 0.58 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 18.8 Intersection LOS: B Intersection Capacity Utilization 76.5% ICU Level of Service D Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/19/2019 17000360A_PMBD Synchro 10 Report Page 18 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 04/19/2019 17000360A_PMBD Synchro 10 Report Page 19 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph) 32 0 0 67 91 39 Future Volume (vph) 32 0 0 67 91 39 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 0.960 Flt Protected 0.950 Satd. Flow (prot) 1805 0 0 1900 1824 0 Flt Permitted 0.950 Satd. Flow (perm) 1805 0 0 1900 1824 0 Link Speed (mph) 30 30 30 Link Distance (ft) 271 369 263 Travel Time (s) 6.2 8.4 6.0 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% Adj. Flow (vph) 38 0 0 80 108 46 Shared Lane Traffic (%) Lane Group Flow (vph) 38 0 0 80 154 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 17.2% ICU Level of Service A Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 04/19/2019 17000360A_PMBD Synchro 10 Report Page 20 Intersection Int Delay, s/veh 1.4 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 32 0 0 67 91 39 Future Vol, veh/h 32 0 0 67 91 39 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 0 00000 Mvmt Flow 38 0 0 80 108 46 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 211 131 154 0 - 0 Stage 1 131 ----- Stage 2 80 ----- Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 782 924 1439 - - - Stage 1 900 ----- Stage 2 948 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 782 924 1439 - - - Mov Cap-2 Maneuver 782 ----- Stage 1 900 ----- Stage 2 948 ----- Approach SE NE SW HCM Control Delay, s 9.8 0 0 HCM LOS A Minor Lane/Major Mvmt NEL NETSELn1 SWT SWR Capacity (veh/h) 1439 - 782 - - HCM Lane V/C Ratio - - 0.049 - - HCM Control Delay (s) 0 - 9.8 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0.2 - - Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 04/19/2019 17000360A_PMBD Synchro 10 Report Page 21 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 51 138 477 51 106 479 Future Volume (vph) 51 138 477 51 106 479 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -3% -1% 0% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.902 0.987 Flt Protected 0.987 0.991 Satd. Flow (prot) 1708 0 1851 0 0 1853 Flt Permitted 0.987 0.991 Satd. Flow (perm) 1708 0 1851 0 0 1853 Link Speed (mph) 30 35 35 Link Distance (ft) 838 844 1802 Travel Time (s) 19.0 16.4 35.1 Confl. Peds. (#/hr) 1 1 1 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 2% 0% 2% 0% 0% 2% Adj. Flow (vph) 53 142 492 53 109 494 Shared Lane Traffic (%) Lane Group Flow (vph) 195 0 545 0 0 603 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 80.7% ICU Level of Service D Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 04/19/2019 17000360A_PMBD Synchro 10 Report Page 22 Intersection Int Delay, s/veh 4.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 51 138 477 51 106 479 Future Vol, veh/h 51 138 477 51 106 479 Conflicting Peds, #/hr 1 10110 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % -3 - -1 - - 0 Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 2 02002 Mvmt Flow 53 142 492 53 109 494 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1233 521 0 0 546 0 Stage 1 520 ----- Stage 2 713 ----- Critical Hdwy 5.82 5.9 - - 4.1 - Critical Hdwy Stg 1 4.82 ----- Critical Hdwy Stg 2 4.82 ----- Follow-up Hdwy 3.518 3.3 - - 2.2 - Pot Cap-1 Maneuver 240 584 - - 1033 - Stage 1 651 ----- Stage 2 547 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 204 583 - - 1032 - Mov Cap-2 Maneuver 204 ----- Stage 1 650 ----- Stage 2 467 ----- Approach WB NB SB HCM Control Delay, s 23.3 0 1.6 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 388 1032 - HCM Lane V/C Ratio - - 0.502 0.106 - HCM Control Delay (s) - - 23.3 8.9 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 2.7 0.4 - Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 04/19/2019 17000360A_PMBD Synchro 10 Report Page 23 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 68 70 77 544 482 85 Future Volume (vph) 68 70 77 544 482 85 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 15 15 12 12 12 12 Grade (%) 0% 1% -1% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.932 0.980 Flt Protected 0.976 0.994 Satd. Flow (prot) 1882 0 0 1847 1850 0 Flt Permitted 0.976 0.994 Satd. Flow (perm) 1882 0 0 1847 1850 0 Link Speed (mph) 30 35 35 Link Distance (ft) 470 561 698 Travel Time (s) 10.7 10.9 13.6 Confl. Peds. (#/hr) 2 2 2 2 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 0% 2% 0% 2% 1% 2% Adj. Flow (vph) 69 71 79 555 492 87 Shared Lane Traffic (%) Lane Group Flow (vph) 140 0 0 634 579 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 15 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 1.01 1.01 0.99 0.99 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 82.0% ICU Level of Service D Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 04/19/2019 17000360A_PMBD Synchro 10 Report Page 24 Intersection Int Delay, s/veh 4.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 68 70 77 544 482 85 Future Vol, veh/h 68 70 77 544 482 85 Conflicting Peds, #/hr 2 22002 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 1 -1 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 0 20212 Mvmt Flow 69 71 79 555 492 87 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1253 540 581 0 - 0 Stage 1 538 ----- Stage 2 715 ----- Critical Hdwy 6.4 6.22 4.1 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.318 2.2 - - - Pot Cap-1 Maneuver 192 542 1003 - - - Stage 1 589 ----- Stage 2 488 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 169 540 1001 - - - Mov Cap-2 Maneuver 169 ----- Stage 1 521 ----- Stage 2 487 ----- Approach EB NB SB HCM Control Delay, s 34.3 1.1 0 HCM LOS D Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 1001 - 259 - - HCM Lane V/C Ratio 0.078 - 0.544 - - HCM Control Delay (s) 8.9 0 34.3 - - HCM Lane LOS A A D - - HCM 95th %tile Q(veh) 0.3 - 3 - - Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 04/19/2019 17000360A_PMBD Synchro 10 Report Page 25 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 11 228 90 5 240 164 Future Volume (vph) 11 228 90 5 240 164 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 13 13 11 11 12 12 Grade (%) 0% -1% -3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.871 0.992 Flt Protected 0.998 0.971 Satd. Flow (prot) 1691 0 1814 0 0 1847 Flt Permitted 0.998 0.971 Satd. Flow (perm) 1691 0 1814 0 0 1847 Link Speed (mph) 30 30 30 Link Distance (ft) 73 545 349 Travel Time (s) 1.7 12.4 7.9 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 0% 1% 1% 0% 1% 2% Adj. Flow (vph) 13 259 102 6 273 186 Shared Lane Traffic (%) Lane Group Flow (vph) 272 0 108 0 0 459 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 13 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.04 1.04 0.98 0.98 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 50.0% ICU Level of Service A Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 04/19/2019 17000360A_PMBD Synchro 10 Report Page 26 Intersection Int Delay, s/veh 6.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 11 228 90 5 240 164 Future Vol, veh/h 11 228 90 5 240 164 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - -1 - - -3 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 0 11012 Mvmt Flow 13 259 102 6 273 186 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 837 105 0 0 108 0 Stage 1 105 ----- Stage 2 732 ----- Critical Hdwy 6.4 6.21 - - 4.11 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.309 - - 2.209 - Pot Cap-1 Maneuver 339 952 - - 1489 - Stage 1 924 ----- Stage 2 480 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 270 952 - - 1489 - Mov Cap-2 Maneuver 270 ----- Stage 1 924 ----- Stage 2 382 ----- Approach WB NB SB HCM Control Delay, s 11.2 0 4.7 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 853 1489 - HCM Lane V/C Ratio - - 0.318 0.183 - HCM Control Delay (s) - - 11.2 8 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 1.4 0.7 - Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/18/2019 17000360A_PMNB Synchro 10 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph) 224 577 842 165 143 231 Future Volume (vph) 224 577 842 165 143 231 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 12 11 13 11 12 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 0.98 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1662 1810 1749 1589 1662 1538 Flt Permitted 0.111 0.950 Satd. Flow (perm) 194 1810 1749 1542 1621 1538 Right Turn on Red Yes No Satd. Flow (RTOR) 127 Link Speed (mph) 35 35 30 Link Distance (ft) 377 343 799 Travel Time (s) 7.3 6.7 18.2 Confl. Peds. (#/hr) 10 10 10 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 249 641 936 183 159 257 Shared Lane Traffic (%) Lane Group Flow (vph) 249 641 936 183 159 257 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 211122 Detector Template Leading Detector (ft) 18 66 166 166 18 18 Trailing Detector (ft) -8 60 160 160 -8 -8 Detector 1 Position(ft) -8 60 160 160 -8 -8 Detector 1 Size(ft) 14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 12 12 12 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/18/2019 17000360A_PMNB Synchro 10 Report Page 2 Lane Group NBL NBT SBT SBR NEL NER Ø3 Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA pm+ov Prot pt+ov Protected Phases 122444 13 Permitted Phases 2 2 Detector Phase 122444 1 Switch Phase Minimum Initial (s) 5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s) 8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s) 13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%) 12.7% 40.2% 40.2% 20.6% 20.6% 26% Maximum Green (s) 10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s) 7.0 Flash Dont Walk (s) 16.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 50.1 36.1 36.1 48.4 12.3 25.3 Actuated g/C Ratio 0.70 0.51 0.51 0.68 0.17 0.35 v/c Ratio 0.69 0.70 1.06 0.17 0.56 0.47 Control Delay 23.9 19.4 68.8 1.3 34.8 21.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.9 19.4 68.8 1.3 34.8 21.0 LOS C B E A C C Approach Delay 20.6 57.7 26.3 Approach LOS C E C Queue Length 50th (ft) 49 204 ~466 5 65 86 Queue Length 95th (ft) #159 357 #728 17 120 148 Internal Link Dist (ft) 297 263 719 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 362 914 883 1170 373 522 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.69 0.70 1.06 0.16 0.43 0.49 Intersection Summary Area Type: Other Cycle Length: 102 Actuated Cycle Length: 71.4 Natural Cycle: 140 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.06 Intersection Signal Delay: 38.7 Intersection LOS: D Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/18/2019 17000360A_PMNB Synchro 10 Report Page 3 Intersection Capacity Utilization 76.3% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 04/18/2019 17000360A_PMNB Synchro 10 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 163 663 0 0 1021 Future Volume (vph) 0 163 663 0 0 1021 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 0.865 Flt Protected Satd. Flow (prot) 0 1644 1863 0 0 1881 Flt Permitted Satd. Flow (perm) 0 1644 1863 0 0 1881 Link Speed (mph) 30 35 35 Link Distance (ft) 709 273 1105 Travel Time (s) 16.1 5.3 21.5 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 0% 0% 2% 0% 0% 1% Adj. Flow (vph) 0 170 691 0 0 1064 Shared Lane Traffic (%) Lane Group Flow (vph) 0 170 691 0 0 1064 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 57.1% ICU Level of Service B Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 04/18/2019 17000360A_PMNB Synchro 10 Report Page 5 Intersection Int Delay, s/veh 1.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 163 663 0 0 1021 Future Vol, veh/h 0 163 663 0 0 1021 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 0 02001 Mvmt Flow 0 170 691 0 0 1064 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 691 0 - - - Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.2 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.3 ---- Pot Cap-1 Maneuver 0 448 - 0 0 - Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - 448 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 17.9 0 0 HCM LOS C Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 448 - HCM Lane V/C Ratio - 0.379 - HCM Control Delay (s) - 17.9 - HCM Lane LOS - C - HCM 95th %tile Q(veh) - 1.7 - Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)04/18/2019 17000360A_PMNB Synchro 10 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph) 32 0 295 0000782238235631169 Future Volume (vph) 32 0 295 0000782238235631169 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 16 12 12 12 12 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 0.850 0.968 0.968 Flt Protected 0.950 0.950 Satd. Flow (prot) 1805 0 1599 00002044 0 1787 1811 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1805 0 1599 00002044 0 1787 1811 0 Link Speed (mph) 35 35 35 35 Link Distance (ft) 153 463 273 308 Travel Time (s) 3.0 9.0 5.3 6.0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 0% 0% 1% 0% 0% 0% 0% 2% 2% 1% 2% 0% Adj. Flow (vph) 33 0 301 0000798243240644172 Shared Lane Traffic (%) Lane Group Flow (vph) 33 0 301 00001041 0 240 816 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 36 12 12 12 Link Offset(ft) 0 26 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 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 82.0% ICU Level of Service D Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)04/18/2019 17000360A_PMNB Synchro 10 Report Page 7 Intersection Int Delay, s/veh 9.4 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 32 0 295 0000782238235631169 Future Vol, veh/h 32 0 295 0000782238235631169 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - Free - - None Storage Length - - 0 ------0-- Veh in Median Storage, # - 0 - - 17747 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98 Heavy Vehicles, % 0 01000022120 Mvmt Flow 33 0 301 0000798243240644172 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2008 - 798 - 0 - 798 0 0 Stage 1 798 - ------- Stage 2 1210 - ------- Critical Hdwy 6.4 - 6.21 - - - 4.11 - - Critical Hdwy Stg 1 5.4 - ------- Critical Hdwy Stg 2 5.4 - ------- Follow-up Hdwy 3.5 - 3.309 - - - 2.209 - - Pot Cap-1 Maneuver 66 0 388 0 - 0 829 - - Stage 1 447 0 - 0 - 0 - - - Stage 2 285 0 - 0 - 0 - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 47 0 388 - - - 829 - - Mov Cap-2 Maneuver 47 0 ------- Stage 1 447 0 ------- Stage 2 202 0 ------- Approach NB SE NW HCM Control Delay, s 53.8 0 2.5 HCM LOS F Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h) 47 388 829 - - - HCM Lane V/C Ratio 0.695 0.776 0.289 - - - HCM Control Delay (s) 182.2 39.9 11.1 - - - HCM Lane LOS F E B - - - HCM 95th %tile Q(veh) 2.7 6.5 1.2 - - - Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)04/18/2019 17000360A_PMNB Synchro 10 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph) 926 272 408 669 5 110 Future Volume (vph) 926 272 408 669 5 110 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 0.969 0.871 Flt Protected 0.950 0.998 Satd. Flow (prot) 1823 0 1787 1863 1652 0 Flt Permitted 0.950 0.998 Satd. Flow (perm) 1823 0 1787 1863 1652 0 Link Speed (mph) 35 35 30 Link Distance (ft) 94 308 121 Travel Time (s) 1.8 6.0 2.8 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 1% 1% 1% 2% 0% 0% Adj. Flow (vph) 965 283 425 697 5 115 Shared Lane Traffic (%) Lane Group Flow (vph) 1248 0 425 697 120 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 105.0% ICU Level of Service G Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)04/18/2019 17000360A_PMNB Synchro 10 Report Page 9 Intersection Int Delay, s/veh 18.6 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 926 272 408 669 5 110 Future Vol, veh/h 926 272 408 669 5 110 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 1 11200 Mvmt Flow 965 283 425 697 5 115 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1248 0 2654 1107 Stage 1 - - - - 1107 - Stage 2 - - - - 1547 - Critical Hdwy - - 4.11 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.209 - 3.5 3.3 Pot Cap-1 Maneuver - - 561 - 26 258 Stage 1 - - - - 319 - Stage 2 - - - - 195 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 561 - 6 258 Mov Cap-2 Maneuver - - - - 6 - Stage 1 - - - - 319 - Stage 2 - - - - 47 - Approach NB SB SW HCM Control Delay, s 0 10.9 284.6 HCM LOS F Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h) - - 561 - 91 HCM Lane V/C Ratio - - 0.758 - 1.316 HCM Control Delay (s) - - 28.7 - 284.6 HCM Lane LOS - - D - F HCM 95th %tile Q(veh) - - 6.7 - 8.7 Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)04/18/2019 17000360A_PMNB Synchro 10 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 5 1161 632 42 37 300 Future Volume (vph) 5 1161 632 42 37 300 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 0.992 0.880 Flt Protected 0.995 Satd. Flow (prot) 0 1881 1867 0 1664 0 Flt Permitted 0.995 Satd. Flow (perm) 0 1881 1867 0 1664 0 Link Speed (mph) 35 35 30 Link Distance (ft) 158 94 136 Travel Time (s) 3.1 1.8 3.1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 1% 1% 0% 0% 0% Adj. Flow (vph) 5 1222 665 44 39 316 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1227 709 0 355 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 92.3% ICU Level of Service F Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)04/18/2019 17000360A_PMNB Synchro 10 Report Page 11 Intersection Int Delay, s/veh 25.7 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 5 1161 632 42 37 300 Future Vol, veh/h 5 1161 632 42 37 300 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 11000 Mvmt Flow 5 1222 665 44 39 316 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 709 0 - 0 1919 687 Stage 1 - - - - 687 - Stage 2 - - - - 1232 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 899 - - - 75 450 Stage 1 - - - - 503 - Stage 2 - - - - 278 - Platoon blocked, % - - - Mov Cap-1 Maneuver 899 - - - 74 450 Mov Cap-2 Maneuver - - - - 74 - Stage 1 - - - - 494 - Stage 2 - - - - 278 - Approach NB SB NE HCM Control Delay, s 0 0 166.1 HCM LOS F Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h) 289 899 - - - HCM Lane V/C Ratio 1.227 0.006 - - - HCM Control Delay (s) 166.1 9 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 16.4 0 - - - Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)04/18/2019 17000360A_PMNB Synchro 10 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 45 936 815 97 232 86 Future Volume (vph) 45 936 815 97 232 86 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 100 0 200 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1805 1881 1881 1583 1770 1615 Flt Permitted 0.168 0.950 Satd. Flow (perm) 319 1881 1881 1583 1770 1615 Right Turn on Red Yes Yes Satd. Flow (RTOR) 21 90 Link Speed (mph) 35 35 30 Link Distance (ft) 362 553 354 Travel Time (s) 7.1 10.8 8.0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 0% 1% 1% 2% 2% 0% Adj. Flow (vph) 47 975 849 101 242 90 Shared Lane Traffic (%) Lane Group Flow (vph) 47 975 849 101 242 90 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 17 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 210022 Detector Template Leading Detector (ft) 83 6 0 0 83 83 Trailing Detector (ft) -5 0 0 0 -5 -5 Detector 1 Position(ft) -5 0 0 0 -5 -5 Detector 1 Size(ft) 40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 43 Detector 2 Size(ft) 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA Free Prot Perm Protected Phases 5 2 6 3 Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)04/18/2019 17000360A_PMNB Synchro 10 Report Page 13 Lane Group NBL NBT SBT SBR NEL NER Permitted Phases 2 Free 3 Detector Phase 5 2 6 3 3 Switch Phase Minimum Initial (s) 3.0 10.0 10.0 5.0 5.0 Minimum Split (s) 9.0 16.0 16.0 10.0 10.0 Total Split (s) 20.0 65.0 45.0 35.0 35.0 Total Split (%) 20.0% 65.0% 45.0% 35.0% 35.0% Maximum Green (s) 14.0 59.0 39.0 30.0 30.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Recall Mode None C-Max C-Max None None Act Effct Green (s) 70.8 70.8 63.6 100.0 18.2 18.2 Actuated g/C Ratio 0.71 0.71 0.64 1.00 0.18 0.18 v/c Ratio 0.15 0.73 0.71 0.06 0.75 0.25 Control Delay 6.5 11.2 19.5 0.1 53.0 8.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.5 11.2 19.5 0.1 53.0 8.5 LOS ABBADA Approach Delay 11.0 17.4 40.9 Approach LOS B B D Queue Length 50th (ft) 7 180 371 0 148 0 Queue Length 95th (ft) m15 421 #720 0 214 38 Internal Link Dist (ft) 282 473 274 Turn Bay Length (ft) 100 100 200 Base Capacity (vph) 433 1331 1197 1583 531 547 Starvation Cap Reductn 020000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.11 0.73 0.71 0.06 0.46 0.16 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 17.9 Intersection LOS: B Intersection Capacity Utilization 71.3% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)04/18/2019 17000360A_PMNB Synchro 10 Report Page 14 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 04/18/2019 17000360A_PMNB Synchro 10 Report Page 15 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 981 827 74 Future Volume (vph) 0 0 0 981 827 74 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.989 Flt Protected Satd. Flow (prot) 0 0 0 1881 1862 0 Flt Permitted Satd. Flow (perm) 0 0 0 1881 1862 0 Link Speed (mph) 30 35 35 Link Distance (ft) 297 278 362 Travel Time (s) 6.8 5.4 7.1 Confl. Peds. (#/hr) 10 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 0% 0% 0% 1% 1% 0% Adj. Flow (vph) 0 0 0 1001 844 76 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 1001 920 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 55.0% ICU Level of Service A Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/18/2019 17000360A_PMNB Synchro 10 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 42 5 37 101 11 392 42 547 79 127 694 5 Future Volume (vph) 42 5 37 101 11 392 42 547 79 127 694 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 50 100 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft) 25 25 50 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 0.868 0.850 0.981 0.999 Flt Protected 0.950 0.957 0.950 0.950 Satd. Flow (prot) 1805 1649 0 0 1802 1583 1805 1845 0 1770 1879 0 Flt Permitted 0.950 0.957 0.272 0.251 Satd. Flow (perm) 1805 1649 0 0 1802 1583 517 1845 0 468 1879 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 37 396 7 Link Speed (mph) 30 30 35 35 Link Distance (ft) 298 262 413 278 Travel Time (s) 6.8 6.0 8.0 5.4 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles (%) 0% 0% 0% 1% 0% 2% 0% 1% 1% 2% 1% 0% Adj. Flow (vph) 42 5 37 102 11 396 42 553 80 128 701 5 Shared Lane Traffic (%) Lane Group Flow (vph) 42 42 0 0 113 396 42 633 0 128 706 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 0 12 12 Link Offset(ft)0000 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 Number of Detectors 2 2 12121 21 Detector Template Left Leading Detector (ft) 83 83 20 115 35 83 6 83 6 Trailing Detector (ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Position(ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Size(ft) 40 40 20 40 40 40 6 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 75 43 43 Detector 2 Size(ft) 40 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA Protected Phases 3 3 4 4 5 2 1 6 Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/18/2019 17000360A_PMNB Synchro 10 Report Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 3 3 44452 16 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0 Minimum Split (s) 10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0 Total Split (s) 35.0 35.0 20.0 20.0 20.0 15.0 30.0 15.0 30.0 Total Split (%) 35.0% 35.0% 20.0% 20.0% 20.0% 15.0% 30.0% 15.0% 30.0% Maximum Green (s) 30.0 30.0 14.0 14.0 14.0 9.0 24.0 9.0 24.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 0.2 0.2 0.2 2.0 2.0 2.0 2.0 Recall Mode None None None None None None C-Max None C-Max Walk Time (s) 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 7.0 7.0 9.5 9.5 59.9 54.4 67.1 61.3 Actuated g/C Ratio 0.07 0.07 0.10 0.10 0.60 0.54 0.67 0.61 v/c Ratio 0.33 0.28 0.66 0.78 0.11 0.63 0.31 0.61 Control Delay 50.8 21.3 60.8 15.7 8.5 22.5 7.1 10.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.8 21.3 60.8 15.7 8.5 22.5 7.1 10.6 LOS D C E B A C A B Approach Delay 36.0 25.7 21.6 10.1 Approach LOS D C C B Queue Length 50th (ft) 26 3 71 0 8 266 12 76 Queue Length 95th (ft) 59 35 120 88 25 #566 m36 #413 Internal Link Dist (ft) 218 182 333 198 Turn Bay Length (ft) 50 100 250 Base Capacity (vph) 541 520 258 566 443 1007 441 1151 Starvation Cap Reductn 0 0 0000 00 Spillback Cap Reductn 0 0 0000 00 Storage Cap Reductn 0 0 0000 00 Reduced v/c Ratio 0.08 0.08 0.44 0.70 0.09 0.63 0.29 0.61 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 18.6 Intersection LOS: B Intersection Capacity Utilization 76.2% ICU Level of Service D Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/18/2019 17000360A_PMNB Synchro 10 Report Page 18 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 04/18/2019 17000360A_PMNB Synchro 10 Report Page 19 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph) 252 0 0 67 91 51 Future Volume (vph) 252 0 0 67 91 51 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 0.951 Flt Protected 0.950 Satd. Flow (prot) 1805 0 0 1900 1807 0 Flt Permitted 0.950 Satd. Flow (perm) 1805 0 0 1900 1807 0 Link Speed (mph) 30 30 30 Link Distance (ft) 271 369 263 Travel Time (s) 6.2 8.4 6.0 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% Adj. Flow (vph) 300 0 0 80 108 61 Shared Lane Traffic (%) Lane Group Flow (vph) 300 0 0 80 169 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 28.5% ICU Level of Service A Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 04/18/2019 17000360A_PMNB Synchro 10 Report Page 20 Intersection Int Delay, s/veh 6.9 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 252 0 0 67 91 51 Future Vol, veh/h 252 0 0 67 91 51 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 0 00000 Mvmt Flow 300 0 0 80 108 61 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 219 139 169 0 - 0 Stage 1 139 ----- Stage 2 80 ----- Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 774 915 1421 - - - Stage 1 893 ----- Stage 2 948 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 774 915 1421 - - - Mov Cap-2 Maneuver 774 ----- Stage 1 893 ----- Stage 2 948 ----- Approach SE NE SW HCM Control Delay, s 12.6 0 0 HCM LOS B Minor Lane/Major Mvmt NEL NETSELn1 SWT SWR Capacity (veh/h) 1421 - 774 - - HCM Lane V/C Ratio - - 0.388 - - HCM Control Delay (s) 0 - 12.6 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 1.8 - - Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 04/18/2019 17000360A_PMNB Synchro 10 Report Page 21 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 51 136 474 51 105 517 Future Volume (vph) 51 136 474 51 105 517 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -3% -1% 0% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.902 0.987 Flt Protected 0.986 0.992 Satd. Flow (prot) 1706 0 1851 0 0 1854 Flt Permitted 0.986 0.992 Satd. Flow (perm) 1706 0 1851 0 0 1854 Link Speed (mph) 30 35 35 Link Distance (ft) 838 844 1802 Travel Time (s) 19.0 16.4 35.1 Confl. Peds. (#/hr) 1 1 1 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 2% 0% 2% 0% 0% 2% Adj. Flow (vph) 53 140 489 53 108 533 Shared Lane Traffic (%) Lane Group Flow (vph) 193 0 542 0 0 641 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 82.4% ICU Level of Service E Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 04/18/2019 17000360A_PMNB Synchro 10 Report Page 22 Intersection Int Delay, s/veh 4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 51 136 474 51 105 517 Future Vol, veh/h 51 136 474 51 105 517 Conflicting Peds, #/hr 1 10110 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % -3 - -1 - - 0 Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 2 02002 Mvmt Flow 53 140 489 53 108 533 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1267 518 0 0 543 0 Stage 1 517 ----- Stage 2 750 ----- Critical Hdwy 5.82 5.9 - - 4.1 - Critical Hdwy Stg 1 4.82 ----- Critical Hdwy Stg 2 4.82 ----- Follow-up Hdwy 3.518 3.3 - - 2.2 - Pot Cap-1 Maneuver 230 586 - - 1036 - Stage 1 652 ----- Stage 2 529 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 196 585 - - 1035 - Mov Cap-2 Maneuver 196 ----- Stage 1 651 ----- Stage 2 450 ----- Approach WB NB SB HCM Control Delay, s 23.8 0 1.5 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 380 1035 - HCM Lane V/C Ratio - - 0.507 0.105 - HCM Control Delay (s) - - 23.8 8.9 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 2.8 0.3 - Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 04/18/2019 17000360A_PMNB Synchro 10 Report Page 23 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 66 70 77 542 523 84 Future Volume (vph) 66 70 77 542 523 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 15 15 12 12 12 12 Grade (%) 0% 1% -1% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.931 0.981 Flt Protected 0.976 0.994 Satd. Flow (prot) 1880 0 0 1847 1852 0 Flt Permitted 0.976 0.994 Satd. Flow (perm) 1880 0 0 1847 1852 0 Link Speed (mph) 30 35 35 Link Distance (ft) 470 561 698 Travel Time (s) 10.7 10.9 13.6 Confl. Peds. (#/hr) 2 2 2 2 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 0% 2% 0% 2% 1% 2% Adj. Flow (vph) 67 71 79 553 534 86 Shared Lane Traffic (%) Lane Group Flow (vph) 138 0 0 632 620 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 15 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 1.01 1.01 0.99 0.99 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 83.8% ICU Level of Service E Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 04/18/2019 17000360A_PMNB Synchro 10 Report Page 24 Intersection Int Delay, s/veh 4.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 66 70 77 542 523 84 Future Vol, veh/h 66 70 77 542 523 84 Conflicting Peds, #/hr 2 22002 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 1 -1 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 0 20212 Mvmt Flow 67 71 79 553 534 86 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1292 581 622 0 - 0 Stage 1 579 ----- Stage 2 713 ----- Critical Hdwy 6.4 6.22 4.1 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.318 2.2 - - - Pot Cap-1 Maneuver 182 514 969 - - - Stage 1 564 ----- Stage 2 489 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 160 512 967 - - - Mov Cap-2 Maneuver 160 ----- Stage 1 496 ----- Stage 2 488 ----- Approach EB NB SB HCM Control Delay, s 36.5 1.1 0 HCM LOS E Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 967 - 248 - - HCM Lane V/C Ratio 0.081 - 0.56 - - HCM Control Delay (s) 9.1 0 36.5 - - HCM Lane LOS A A E - - HCM 95th %tile Q(veh) 0.3 - 3.1 - - Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 04/18/2019 17000360A_PMNB Synchro 10 Report Page 25 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 11 236 90 5 309 164 Future Volume (vph) 11 236 90 5 309 164 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 13 13 11 11 12 12 Grade (%) 0% -1% -3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.871 0.992 Flt Protected 0.998 0.968 Satd. Flow (prot) 1691 0 1814 0 0 1842 Flt Permitted 0.998 0.968 Satd. Flow (perm) 1691 0 1814 0 0 1842 Link Speed (mph) 30 30 30 Link Distance (ft) 73 545 349 Travel Time (s) 1.7 12.4 7.9 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 0% 1% 1% 0% 1% 2% Adj. Flow (vph) 13 268 102 6 351 186 Shared Lane Traffic (%) Lane Group Flow (vph) 281 0 108 0 0 537 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 13 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.04 1.04 0.98 0.98 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 54.3% ICU Level of Service A Analysis Period (min) 15 Year 2025 No-Build Traffic Volumes Weekday Peak PM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 04/18/2019 17000360A_PMNB Synchro 10 Report Page 26 Intersection Int Delay, s/veh 6.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 11 236 90 5 309 164 Future Vol, veh/h 11 236 90 5 309 164 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - -1 - - -3 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 0 11012 Mvmt Flow 13 268 102 6 351 186 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 993 105 0 0 108 0 Stage 1 105 ----- Stage 2 888 ----- Critical Hdwy 6.4 6.21 - - 4.11 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.309 - - 2.209 - Pot Cap-1 Maneuver 274 952 - - 1489 - Stage 1 924 ----- Stage 2 405 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 202 952 - - 1489 - Mov Cap-2 Maneuver 202 ----- Stage 1 924 ----- Stage 2 298 ----- Approach WB NB SB HCM Control Delay, s 11.7 0 5.3 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 817 1489 - HCM Lane V/C Ratio - - 0.344 0.236 - HCM Control Delay (s) - - 11.7 8.2 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 1.5 0.9 - Appendix I-2 Attachment B: Sensitivity Analysis Without the Re-Occupancy of the Existing Office Building Traffic Impact Study 900 King Street MC Project No.: 17000360A Attachment 900 KING STREET _______________________________________________________________________________ ATTACHMENT B SENSITIVITY ANALYSIS W/O OFFICE REOCCUPANCY ENTRY EXIT TOTAL VOLUME VOLUME VOLUME Residential Townhouse - 24 units Senior Adult Housing - 160 units Assisted living - 85 units (94 beds) WEEKDAY PEAK AM HOUR 25 45 70 WEEKDAY PEAK MIDDAY HOUR 38 42 80 WEEKDAY PEAK PM HOUR 50 40 90 VOLUME VOLUME VOLUME Residential Townhouse - 20 units Senior Adult Housing - 152 units Assisted living - 85 units (94 beds) WEEKDAY PEAK AM HOUR 20 34 54 WEEKDAY PEAK MIDDAY HOUR 29 33 62 WEEKDAY PEAK PM HOUR 39 32 71 TABLE B HOURLY TRIP GENERATION RATES AND ANTICIPATED SITE GENERATED TRAFFIC VOLUMES 900 KING STREET PREVIOUSLY PROPOSED AGE RESTRICTED RESIDENTIAL COMMUNITY (TIS - AUGUST 24, 2018) REDUCED DEVELOPMENT PLAN MC 17000360A APRIL 17, 2019 Traffic Impact Study 900 King Street MC Project No.: 17000360A Attachment FIGURES New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE 900 KING STREET RYE BROOK, NEW YORK YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR (W/O OFFICE RE-OCCUPANCY) New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE 900 KING STREET RYE BROOK, NEW YORK YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR (W/O OFFICE RE-OCCUPANCY) New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE 900 KING STREET RYE BROOK, NEW YORK YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK MIDDAY HIGHWAY HOUR (W/O OFFICE RE-OCCUPANCY) New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE 900 KING STREET RYE BROOK, NEW YORK YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK MIDDAY HIGHWAY HOUR (W/O OFFICE RE-OCCUPANCY) New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE 900 KING STREET RYE BROOK, NEW YORK YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR (W/O OFFICE RE-OCCUPANCY) New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE 900 KING STREET RYE BROOK, NEW YORK YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR (W/O OFFICE RE-OCCUPANCY) New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE ARRIVAL/DEPARTURE DISTRIBUTION 00 - ARRIVAL [00] - DEPARTURE 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE ARRIVAL/DEPARTURE DISTRIBUTION 00 - ARRIVAL [00] - DEPARTURE 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE SITE GENERATED TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE SITE GENERATED TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE SITE GENERATED TRAFFIC VOLUMES WEEKDAY PEAK MIDDAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE SITE GENERATED TRAFFIC VOLUMES WEEKDAY PEAK MIDDAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE SITE GENERATED TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE SITE GENERATED TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK MIDDAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK MIDDAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction NOTE: LINE DIAGRAM NOT TO SCALE YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 900 KING STREET RYE BROOK, NEW YORK Traffic Impact Study 900 King Street MC Project No.: 17000360A Attachment LEVEL OF SERVICE SUMMARY TABLE QUEUE SUMMARY TABLE V/C V/C V/C V/C V/C V/C V/C V/C V/CLOCATIONLOSDELAYRATIOLOSDELAYRATIOLOSDELAYRATIOLOSDELAYRATIOLOSDELAYRATIOLOSDELAYRATIOLOSDELAYRATIOLOSDELAYRATIOLOSDELAYRATIO 1 KING STREET (ROUTE 120A) & ANDERSON HILL ROAD SIGNALIZED NORTHBOUND LEFT A 4.3 0.30 A 3.3 0.16 B 12.0 0.53 A 6.1 0.47 A 4.6 0.27 C 20.6 0.65 A 6.2 0.48 A 4.6 0.28 C 20.9 0.65NORTHBOUND THROUGH B 17.9 0.73 B 10.9 0.52 B 13.9 0.54 C 26.9 0.86 B 14.4 0.63 B 17.9 0.66 C 27.1 0.86 B 14.5 0.63 B 18.1 0.67 NORTHBOUND APPROACH B 15.3 ----A 10.0 ----B 13.4 ----C 21.9 ----B 12.8 ----B 18.6 ----C 22.0 ----B 12.9 ----B 18.8 ---- SOUTHBOUND THROUGH B 12.9 0.55 B 13.3 0.64 C 30.6 0.90 B 17.9 0.68 B 18.3 0.74 E 60.8 1.04 B 17.8 0.68 B 18.5 0.74 E 63.0 1.04 SOUTHBOUND RIGHT A 0.7 0.10 A 0.5 0.08 A 1.1 0.14 A 0.8 0.16 A 0.7 0.10 A 1.3 0.17 A 0.8 0.16 A 0.7 0.10 A 1.3 0.17SOUTHBOUND APPROACH B 10.7 ----B 11.6 ----C 25.9 ----B 14.1 ----B 15.8 ----D 51.0 ----B 14.1 ----B 16.0 ----D 52.9 ----EASTBOUND LEFT D 35.6 0.58 C 33.9 0.53 C 32.4 0.49 D 40.1 0.65 D 36.2 0.60 C 34.5 0.56 D 40.1 0.65 D 36.2 0.60 C 34.4 0.55 EASTBOUND RIGHT B 19.1 0.27 B 18.3 0.16 C 21.2 0.44 B 18.6 0.31 B 18.5 0.22 C 21.3 0.48 B 18.6 0.30 B 18.6 0.23 C 21.4 0.48 EASTBOUND APPROACH C 28.1 ----C 28.5 ----C 25.5 ----C 29.5 ----C 29.2 ----C 26.4 ----C 29.5 ----C 29.1 ----C 26.3 ---- OVERALL INTERSECTION B 15.6 -----B 13.0 ----C 21.6 -----C 20.2 -----B 16.4 ----D 35.2 -----C 20.3 -----B 16.5 ----D 36.2 ----- 2 KING STREET (ROUTE 120A) & HUTCHINSON RIVER PARKWAY / MERRITT PARKWAY SB OFF RAMP UNSIGNALIZED MINOR MOVEMENTS WESTBOUND RIGHT C 19.0 0.512 B 13.6 0.259 B 14.0 0.254 D 26.7 0.662 C 16.1 0.359 C 16.6 0.355 D 27.1 0.667 C 16.2 0.361 C 16.7 0.357 3 KING STREET (ROUTE 120A) & N. RIDGE STREET UNSIGNALIZED MAJOR MOVEMENTS NORTHBOUND LEFT B 10.6 0.318 A 9.8 0.228 A 9.9 0.178 B 11.5 0.362 B 10.3 0.257 B 10.4 0.200 B 11.5 0.368 B 10.4 0.261 B 10.5 0.204 MINOR MOVEMENTS EASTBOUND LEFT F 160.9 0.638 F 89.1 0.556 F 60.8 0.326 F 329.6 1.001 F 162.2 0.794 F 95.1 0.466 F 329.6 1.001 F 172.2 0.819 F 99.5 0.480 EASTBOUND RIGHT C 21.7 0.553 C 17.6 0.426 D 26.2 0.624 D 28.2 0.653 C 20.7 0.497 E 35.5 0.731 D 27.1 0.635 C 21.3 0.511 E 37.6 0.752 4 KING STREET (ROUTE 120A) & GLEN RIDGE ROAD HUTCHINSON RIVER PARKWAY / MERRITT PARKWAYNB ON/OFF RAMP UNSIGNALIZED MAJOR MOVEMENTS SOUTHBOUND LEFT B 14.6 0.431 B 14.5 0.495 C 15.8 0.539 C 17.5 0.529 C 17.4 0.587 C 19.4 0.638 C 17.9 0.537 C 17.5 0.589 C 19.7 0.642 MINOR MOVEMENTSWESTBOUND LEFT / RIGHT F 53.1 0.759 D 31.4 0.433 E 41.8 0.484 F 123.6 1.056 F 50.3 0.652 F 85.7 0.793 F 136.3 1.091 F 53.0 0.669 F 85.7 0.793 5 KING STREET (ROUTE 120A) & HUTCHINSON RIVER PARKWAY / MERRITT PARKWAYNB ON/OFF RAMP UNSIGNALIZED MAJOR MOVEMENTS NORTHBOUND LEFT A 0.0 0.000 A 8.3 0.005 A 8.8 0.005 A 0.0 0.000 A 8.4 0.005 A 8.9 0.006 A 0.0 0.000 A 8.4 0.005 A 9.0 0.006 MINOR MOVEMENTSEASTBOUND LEFT / RIGHT F 82.1 0.977 C 22.4 0.539 F 53.9 0.870 F 151.3 1.181 D 28.5 0.633 F 94.2 1.030 F 146.3 1.166 D 29.9 0.653 F 106.3 1.069 WEEKDAY AM WEEKDAY PMWEEKDAY MIDDAY WEEKDAY MIDDAY WEEKDAY MIDDAY TABLE NO. 1-S LEVEL OF SERVICE SUMMARY TABLE WEEKDAY AM WEEKDAY PM WEEKDAY AM WEEKDAY PM YEAR 2017/2018 EXISTING YEAR 2025 NO-BUILD - W/O OFFICE RE-OCCUPANCY SENSITIVITY ANALYSIS YEAR 2025 BUILD MC 17000360A APRIL 18, 2019 V/C V/C V/C V/C V/C V/C V/C V/C V/C LOCATION LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO WEEKDAY AM WEEKDAY PMWEEKDAY MIDDAY WEEKDAY MIDDAY WEEKDAY MIDDAY TABLE NO. 1-S LEVEL OF SERVICE SUMMARY TABLE WEEKDAY AM WEEKDAY PM WEEKDAY AM WEEKDAY PM YEAR 2017/2018 EXISTING YEAR 2025 NO-BUILD - W/O OFFICE RE-OCCUPANCY SENSITIVITY ANALYSIS YEAR 2025 BUILD 6 KING STREET (ROUTE 120A) & ARBOR DRIVE SIGNALIZED NORTHBOUND LEFT A 3.0 0.07 A 2.1 0.05 A 2.5 0.07 A 3.2 0.09 A 2.2 0.06 A 2.6 0.08 A 3.6 0.10 A 2.4 0.08 A 2.8 0.12 NORTHBOUND THROUGH A 8.2 0.67 A 5.3 0.59 A 4.3 0.56 B 10.1 0.72 A 6.3 0.64 A 5.4 0.61 B 10.9 0.73 A 7.6 0.67 A 5.5 0.61 NORTHBOUND APPROACH A 8.1 ----A 5.2 ----A 4.2 ----A 9.9 ----A 6.1 ----A 5.3 ----B 10.7 ----A 7.4 ----A 5.4 ----SOUTHBOUND THROUGH B 10.1 0.6 A 6.4 0.39 A 7.9 0.53 B 13.4 0.68 A 6.9 0.42 A 8.8 0.58 B 14.2 0.69 A 7.6 0.44 B 10.1 0.60SOUTHBOUND RIGHT A 0.0 0.03 A 0.0 0.03 A 0.1 0.04 A 0.0 0.03 A 0.0 0.03 A 0.0 0.04 A 0.0 0.02 A 0.1 0.04 A 0.1 0.05 SOUTHBOUND APPROACH A 9.6 ----A 6.0 ----A 7.4 ----B 12.8 ----A 6.4 ----A 8.2 ----B 13.8 ----A 6.9 ----A 9.2 ---- EASTBOUND LEFT D 45.1 0.46 D 40.8 0.25 D 51.0 0.34 D 45.4 0.47 D 41.0 0.26 D 51.0 0.35 D 46.6 0.53 D 42.2 0.30 D 51.7 0.39EASTBOUND RIGHT B 14.2 0.27 B 17.2 0.22 B 18.2 0.26 B 13.9 0.28 B 16.8 0.23 B 17.8 0.27 B 12.9 0.30 B 16.3 0.28 B 16.9 0.30EASTBOUND APPROACH C 32.5 ----C 28.6 ----D 35.4 ----C 32.6 ----C 28.5 ----D 35.2 ----C 33.0 ----C 28.2 ----C 34.5 ---- OVERALL INTERSECTION B 10.3 ----A 6.4 ----A 7.0 ----B 12.6 ----A 7.1 ----A 7.9 ----B 13.7 ----A 8.1 ----A 8.5 ---- 7 KING STREET (ROUTE 120A) & BLIND BROOK MS/HS RIGHT TURN ENTRY UNSIGNALIZED A -------A -------A -------A -------A -------A -------A -------A -------A ------- 8 KING STREET (ROUTE 120A) & BLIND BROOK MS/HS - GLENVILLE STREET SIGNALIZED NORTHBOUND LEFT A 9.7 0.16 B 12.0 0.11 A 8.0 0.09 B 10.3 0.19 B 13.1 0.13 A 8.4 0.10 B 10.3 0.19 B 13.1 0.13 A 8.4 0.10NORTHBOUND THROUGH/RIGHT C 31.5 0.78 C 29.7 0.69 B 19.7 0.55 D 37.8 0.86 D 35.4 0.79 C 22.2 0.62 D 38.0 0.86 D 36.3 0.80 C 22.6 0.63 NORTHBOUND APPROACH C 29.2 ----C 28.1 ----B 19.0 ----D 35.0 ----C 33.5 ----C 21.3 ----D 35.3 ----C 34.4 ----C 21.7 ---- SOUTHBOUND LEFT B 12.5 0.46 B 13.1 0.28 A 5.2 0.26 B 17.1 0.55 B 15.2 0.35 A 5.6 0.30 B 17.3 0.55 B 15.4 0.36 A 5.8 0.31SOUTHBOUND THROUGH/RIGHT C 20.3 0.53 C 22.7 0.49 B 10.1 0.52 C 22.2 0.59 C 25.2 0.55 B 11.0 0.57 C 22.6 0.60 C 25.4 0.56 B 10.9 0.58SOUTHBOUND APPROACH B 18.2 ----C 20.7 ----A 9.3 ----C 20.9 ----C 23.2 ----B 10.1 ----C 21.2 ----C 23.4 ----B 10.1 ---- EASTBOUND LEFT D 46.0 0.54 D 47.5 0.64 D 50.6 0.32 D 46.4 0.56 D 49.0 0.66 D 50.8 0.33 D 46.4 0.56 D 49.0 0.66 D 50.8 0.33 EASTBOUND THROUGH/RIGHT B 15.5 0.30 B 12.8 0.31 C 21.8 0.27 B 15.2 0.31 B 12.7 0.32 C 21.3 0.28 B 15.2 0.31 B 12.7 0.32 C 21.3 0.28EASTBOUND APPROACH C 33.8 ----C 34.5 ----D 36.2 ----C 33.8 ----D 35.4 ----D 36.0 ----C 33.8 ----D 35.4 ----D 36.0 ----WESTBOUND LEFT/THROUGH D 46.4 0.39 D 50.5 0.54 E 60.5 0.64 D 47.0 0.40 D 48.9 0.52 E 60.8 0.66 D 47.0 0.40 D 48.9 0.52 E 60.8 0.66 WESTBOUND RIGHT B 18.9 0.79 C 22.2 0.82 B 16.0 0.77 B 18.8 0.79 C 25.0 0.84 B 15.7 0.78 B 18.8 0.79 C 25.0 0.84 B 15.7 0.78 WESTBOUND APPROACH C 22.7 ----C 27.9 ----C 25.8 ----C 22.7 ----C 29.8 ----C 25.7 ----C 22.7 ----C 29.8 ----C 25.7 ---- OVERALL INTERSECTION C 24.5 ----C 26.9 ----B 17.7 ----C 27.5 ----C 29.9 ----B 18.7 ----C 27.7 ----C 30.3 ----B 18.8 ---- 9 ARBOR DRIVE & SITE DRIVEWAY UNSIGNALIZED MAJOR MOVEMENTSEASTBOUND LEFT A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.00 A 0.0 0.000 MINOR MOVEMENTS SOUTHBOUND LEFT / RIGHT A 9.6 0.006 B 10.1 0.039 A 9.5 0.022 A 9.7 0.007 B 10.2 0.042 A 9.6 0.024 A 9.9 0.055 B 10.4 0.068 A 9.8 0.049 MC 17000360A APRIL 18, 2019 V/C V/C V/C V/C V/C V/C V/C V/C V/C LOCATION LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO LOS DELAY RATIO WEEKDAY AM WEEKDAY PMWEEKDAY MIDDAY WEEKDAY MIDDAY WEEKDAY MIDDAY TABLE NO. 1-S LEVEL OF SERVICE SUMMARY TABLE WEEKDAY AM WEEKDAY PM WEEKDAY AM WEEKDAY PM YEAR 2017/2018 EXISTING YEAR 2025 NO-BUILD - W/O OFFICE RE-OCCUPANCY SENSITIVITY ANALYSIS YEAR 2025 BUILD 10 KING STREET (ROUTE 120A) & COMLY AVENUE UNSIGNALIZED MAJOR MOVEMENTS SOUTHBOUND LEFT A 8.8 0.109 A 8.4 0.061 A 8.6 0.093 A 9.1 0.121 A 8.6 0.068 A 8.8 0.104 A 9.1 0.123 A 8.6 0.070 A 8.9 0.106 MINOR MOVEMENTSWESTBOUND LEFT / RIGHT C 20.9 0.448 B 14.9 0.238 C 18.7 0.411 D 26.2 0.538 C 16.5 0.276 C 22.3 0.486 D 27.1 0.551 C 16.9 0.287 C 23.3 0.502 11 KING STREET (ROUTE 120A) & BETSEY BROWN ROAD UNSIGNALIZED MAJOR MOVEMENTS NORTHBOUND LEFT A 9.8 0.152 A 9.3 0.082 A 8.7 0.071 B 10.2 0.171 A 9.5 0.092 A 8.9 0.078 B 10.3 0.173 A 9.6 0.093 A 8.9 0.078 MINOR MOVEMENTSEASTBOUND LEFT / RIGHT F 172.2 1.137 E 40.1 0.556 D 25.0 0.424 F 346.2 1.545 F 61.9 0.708 D 32.0 0.518 F 362.3 1.581 F 66.8 0.735 D 34.3 0.544 12 N. RIDGE STREET &HUTCHINSON RIVER PARKWAY SB ON/OFF RAMPS UNSIGNALIZED MAJOR MOVEMENTSSOUTHBOUND LEFT A 8.9 0.321 A 8.0 0.176 A 7.9 0.160 A 9.2 0.362 A 8.1 0.199 A 8.0 0.182 A 9.3 0.367 A 8.2 0.202 A 8.0 0.183 MINOR MOVEMENTSWESTBOUND LEFT/RIGHT B 11.9 0.230 B 10.2 0.190 B 10.7 0.285 B 12.6 0.257 B 10.4 0.205 B 11.1 0.311 B 12.6 0.250 B 10.4 0.211 B 11.2 0.318 THE ABOVE REPRESENTS THE LEVELS OF SERVICE, VEHICLE DELAY IN SECONDS AND VOLUME-TO-CAPACITY RATIO, B [10.9] {0.50}, FOR THE SIGNALIZED INTERSECTIONSAND THE LEVELS OF SERVICE, AVERAGE TOTAL DELAY IN SECONDS AND VOLUME-TO-CAPACITY RATIO, B (10.9) {0.50}, FOR THE UNSIGNALIZED INTERSECTIONS. MC 17000360A APRIL 18, 2019 STORAGE LOCATION (IN FEET)50th %95th %50th %95th %50th %95th %50th %95th %50th %95th %50th %95th %50th %95th %50th %95th %50th %95th % 1 KING STREET (ROUTE 120A) & ANDERSON HILL ROAD SIGNALIZED NORTHBOUND LEFT 75'14 37 5 18 16 67 23'57'9'28'36'#120'24'58'10'28'37'#129' NORTHBOUND THROUGH 285'191 457 110 224 126 266 271'#557'144'310'191'336'273'#558'145'314'193'336' SOUTHBOUND THROUGH 570'118 250 147 302 273 623 178'332'182'#453'~459'#722'178'332'185'#458'~464'#725' SOUTHBOUND RIGHT 160'0 8 0 6 2 14 0'11'1'8'5'17'0'11'1'8'5'17' EASTBOUND LEFT 230'55 110 46 94 50 103 67'124'55'111'65'120'67'124'55'112'65'120' EASTBOUND RIGHT 690'38 75 20 46 68 121 50'93'29'61'84'145'49'93'30'63'86'148' 2 KING STREET (ROUTE 120A) & HUTCHINSON RIVER PARKWAY / MERRITT PARKWAY SB OFF RAMP UNSIGNALIZED WESTBOUND RIGHT 485'n/a 73 n/a 25 n/a 25 n/a 118'n/a 40'n/a 40'n/a 120'n/a 40'n/a 40' 3 KING STREET (ROUTE 120A) & N. RIDGE STREET UNSIGNALIZED MAJOR MOVEMENTS NORTHBOUND LEFT 250'n/a 35 n/a 23 n/a 15 n/a 43'n/a 25'n/a 18'n/a 43'n/a 25'n/a 20' MINOR MOVEMENTS EASTBOUND LEFT 435'n/a 63 n/a 63 n/a 33 n/a 90'n/a 90'n/a 48'n/a 90'n/a 93'n/a 48' EASTBOUND RIGHT 100'n/a 83 n/a 53 n/a 103 n/a 113'n/a 68'n/a 143'n/a 108'n/a 70'n/a 153' 4 KING STREET (ROUTE 120A) & GLEN RIDGE ROAD HUTCHINSON RIVER PARKWAY / MERRITT PARKWAY NB ON/OFF RAMP UNSIGNALIZED MAJOR MOVEMENTS SOUTHBOUND LEFT 250'n/a 55 n/a 50 n/a 58 n/a 78'n/a 95'n/a 115'n/a 80'n/a 98'n/a 118' MINOR MOVEMENTS WESTBOUND LEFT / RIGHT 180'n/a 138 n/a 70 n/a 83 n/a 253'n/a 98'n/a 125'n/a 265'n/a 103'n/a 125' 5 KING STREET (ROUTE 120A) & HUTCHINSON RIVER PARKWAY / MERRITT PARKWAY NB ON/OFF RAMP UNSIGNALIZED MAJOR MOVEMENTS NORTHBOUND LEFT 135'n/a 0 n/a 0 n/a 0 n/a 0'n/a 0'n/a 0'n/a 0'n/a 0'n/a 0' MINOR MOVEMENTS EASTBOUND LEFT / RIGHT 1000'n/a 258 n/a 78 n/a 210 n/a 365'n/a 105'n/a 298'n/a 355'n/a 113'n/a 323' YEAR 2017/2018 EXISTING YEAR 2025 NO-BUILD - W/O OFFICE RE-OCCUPANCY YEAR 2025 BUILD TABLE NO. 2-S QUEUE SUMMARY TABLE WEEKDAY AM WEEKDAY PMWEEKDAY AM WEEKDAY PM WEEKDAY AM WEEKDAY PMWEEKDAY MIDDAY WEEKDAY MIDDAY WEEKDAY MIDDAY SENSITIVITY ANALYSIS MC 17000360A APRIL 18, 2019 STORAGE LOCATION (IN FEET)50th %95th %50th %95th %50th %95th %50th %95th %50th %95th %50th %95th %50th %95th %50th %95th %50th %95th % YEAR 2017/2018 EXISTING YEAR 2025 NO-BUILD - W/O OFFICE RE-OCCUPANCY YEAR 2025 BUILD TABLE NO. 2-S QUEUE SUMMARY TABLE WEEKDAY AM WEEKDAY PMWEEKDAY AM WEEKDAY PM WEEKDAY AM WEEKDAY PMWEEKDAY MIDDAY WEEKDAY MIDDAY WEEKDAY MIDDAY SENSITIVITY ANALYSIS 6 KING STREET (ROUTE 120A) & ARBOR DRIVE SIGNALIZED NORTHBOUND LEFT 100'3 9 3 8 3 9 3'10'3'9'3'm9'4'12'4'11'4'm13' NORTHBOUND THROUGH 500'195 389 150 282 125 224 240'496'180'350'139'317'257'533'184'360'139'347' SOUTHBOUND THROUGH 460'141 461 124 210 213 354 306'556'141'241'247'415'319'#599'144'246'253'429' SOUTHBOUND RIGHT 100'0 0 0 0 0 0 0'0'0'0'0'0'0'0'0'0'0'0' EASTBOUND LEFT 175'40 82 16 43 27 60 42'86'17'44'28'62'53'102'19'49'32'69' EASTBOUND RIGHT 500'0 32 0 27 0 31 0'33'0'27'0'32'0'37'0'30'0'35' 7 KING STREET (ROUTE 120A) & BLIND BROOK MS/HS RIGHT TURN ENTRY UNSIGNALIZED ---------------------------------------------------------------------------- 8 KING STREET (ROUTE 120A) & BLIND BROOK MS/HS - GLENVILLE STREET SIGNALIZED NORTHBOUND LEFT 80'13 39 11 36 8 24 14'42'12'40'8'25'14'42'12'40'8'25' NORTHBOUND THROUGH/RIGHT 345'251 519 218 483 220 432 294'#612'261'#599'259'#551'295'#615'269'#616'269'#573' SOUTHBOUND LEFT 250'36 87 24 65 11 22 39'109'26'74'12'23'39'110'26'74'12'm23' SOUTHBOUND THROUGH/RIGHT 500'169 343 152 314 91 435 197'401'177'373'125'486'203'412'182'383'116'479' EASTBOUND LEFT 290'54 113 83 165 25 57 58'119'90'178'26'59'58'119'90'178'26'59' EASTBOUND THROUGH/RIGHT 290'5 44 5 51 3 35 5'45'6'53'3'35'5'45'6'53'3'35' WESTBOUND LEFT/THROUGH 185'27 64 49 104 67 114 29'67'53'110'71'120'29'67'53'110'71'120' WESTBOUND RIGHT 50'0 83 17 117 0 86 0'85'28'139'0'88'0'85'28'139'0'88' 9 ARBOR DRIVE & SITE DRIVEWAY UNSIGNALIZED MAJOR MOVEMENTS EASTBOUND LEFT 600'n/a 0 n/a 0 n/a 0 n/a 0'n/a 0'n/a 0'n/a 0'n/a 0'n/a 0' MINOR MOVEMENTS SOUTHBOUND LEFT / RIGHT 100'n/a 0 n/a 3 n/a 3 n/a 0'n/a 3'n/a 3'n/a 5'n/a 5'n/a 5' MC 17000360A APRIL 18, 2019 STORAGE LOCATION (IN FEET)50th %95th %50th %95th %50th %95th %50th %95th %50th %95th %50th %95th %50th %95th %50th %95th %50th %95th % YEAR 2017/2018 EXISTING YEAR 2025 NO-BUILD - W/O OFFICE RE-OCCUPANCY YEAR 2025 BUILD TABLE NO. 2-S QUEUE SUMMARY TABLE WEEKDAY AM WEEKDAY PMWEEKDAY AM WEEKDAY PM WEEKDAY AM WEEKDAY PMWEEKDAY MIDDAY WEEKDAY MIDDAY WEEKDAY MIDDAY SENSITIVITY ANALYSIS 10 KING STREET (ROUTE 120A) & COMLY AVENUE UNSIGNALIZED MAJOR MOVEMENTS SOUTHBOUND LEFT 500'n/a 10 n/a 5 n/a 8 n/a 10'n/a 5'n/a 8'n/a 10'n/a 5'n/a 10' MINOR MOVEMENTS WESTBOUND LEFT / RIGHT 500'n/a 58 n/a 23 n/a 50 n/a 75'n/a 28'n/a 65'n/a 80'n/a 30'n/a 68' 11 KING STREET (ROUTE 120A) & BETSEY BROWN ROAD UNSIGNALIZED MAJOR MOVEMENTS NORTHBOUND LEFT 500'n/a 13 n/a 8 n/a 5 n/a 15'n/a 8'n/a 8'n/a 15'n/a 8'n/a 8' MINOR MOVEMENTS EASTBOUND LEFT / RIGHT 500'n/a 240 n/a 75 n/a 50 n/a 335'n/a 110'n/a 70'n/a 345'n/a 118'n/a 75' 12 N. RIDGE STREET & HUTCHINSON RIVER PARKWAY SB ON/OFF RAMPS UNSIGNALIZED MAJOR MOVEMENTS SOUTHBOUND LEFT 450'n/a 35 n/a 15 n/a 15 n/a 43'n/a 18'n/a 18'n/a 43'n/a 20'n/a 18' MINOR MOVEMENTS WESTBOUND LEFT/RIGHT 200'n/a 23 n/a 18 n/a 30 n/a 25'n/a 20'n/a 33'n/a 25'n/a 20'n/a 35' THE 50TH PERCENTILE AND 95TH PERCENTILE QUEUES BASED ON THE SYNCHRO ANALYSIS MC 17000360A APRIL 18, 2019 Traffic Impact Study 900 King Street MC Project No.: 17000360A Attachment LEVEL OF SERVICE STANDARDS Traffic Impact Study 900 King Street MC Project No.: 17000360A Attachment LEVEL OF SERVICE STANDARDS LEVEL OF SERVICE FOR SIGNALIZED INTERSECTIONS Level of Service (LOS) can be characterized for the entire intersection, each intersection approach, and each lane group. Control delay alone is used to characterize LOS for the entire intersection or an approach. Control delay and volume-to-capacity (v/c) ratio are used to characterize LOS for a lane group. Delay quantifies the increase in travel time due to traffic signal control. It is also a measure of driver discomfort and fuel consumption. The volume-to-capacity ratio quantifies the degree to which a phase’s capacity is utilized by a lane group. LOS A describes operations with a control delay of 10 s/veh or less and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is low and either progression is exceptionally favorable or the cycle length is very short. If it is due to favorable progression, most vehicles arrive during the green indication and travel through the intersection without stopping. LOS B describes operations with control delay between 10 and 20 s/veh and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is low and either progression is highly favorable or the cycle length is short. More vehicles stop than with LOS A. LOS C describes operations with control delay between 20 and 35 s/veh and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when progression is favorable or the cycle length is moderate. LOS D describes operations with control delay between 35 and 55 s/veh and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is high and either progression is ineffective or the cycle length is long. Traffic Impact Study 900 King Street MC Project No.: 17000360A Attachment LOS E describes operations with control delay between 55 and 80 s/veh and a volume-to-capacity ratio no greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is high, progression is unfavorable, and the cycle length is long. LOS F describes operations with control delay exceeding 80 s/veh or a volume-to-capacity ratio greater than 1.0. This level is typically assigned when the volume-to-capacity ratio is very high, progression is very poor, and the cycle length is long. A lane group can incur a delay less than 80 s/veh when the volume-to-capacity ratio exceeds 1.0. This condition typically occurs when the cycle length is short, the signal progression is favorable, or both. As a result, both the delay and volume-to-capacity ratio are considered when lane group LOS is established. A ratio of 1.0 or more indicates that cycle capacity is fully utilized and represents failure from a capacity perspective (just as delay in excess of 80 s/veh represents failure from a delay perspective). The Level of Service Criteria for signalized intersections are given in Exhibit 18-4 from the 2010 Highway Capacity Manual published by the Transportation Research Board. Exhibit 18-4 LOS by Volume-to-Capacity Ratio Control Delay (s/veh) v/c ≤1.0 v/c >1.0 ≤10 A F >10-20 B F >20-35 C F >35-55 D F >55-80 E F >80 F F For approach-based and intersection wide assessments, LOS is defined solely by control delay. Traffic Impact Study 900 King Street MC Project No.: 17000360A Attachment LEVEL OF SERVICE CRITERIA FOR TWO-WAY STOP-CONTROLLED (TWSC) UNSIGNALIZED INTERSECTIONS Level of Service (LOS) for a two-way stop-controlled (TWSC) intersection is determined by the computed or measured control delay. For motor vehicles, LOS is determined for each minor-street movement (or shared movement) as well as major-street left turns. LOS is not defined for the intersection as a whole or for major-street approaches. The Level of Service Criteria for TWSC unsignalized intersections are given in Exhibit 19-1 from the 2010 Highway Capacity Manual published by the Transportation Research Board. Exhibit 19-1 LOS by Volume-to-Capacity Ratio Control Delay (s/veh) v/c ≤1.0 v/c >1.0 0-10 A F >10-15 B F >15-25 C F >25-35 D F >35-50 E F >50 F F The LOS criteria apply to each lane on a given approach and to each approach on the minor street. LOS is not calculated for major-street approaches or for the intersection as a whole. As Exhibit 19-1 notes, LOS F is assigned to the movement if the volume-to-capacity ratio for the movement exceeds 1.0, regardless of the control delay. The Level of Service Criteria for unsignalized intersections are somewhat different from the criteria for signalized intersections. Traffic Impact Study 900 King Street MC Project No.: 17000360A Attachment LEVEL OF SERVICE CRITERIA FOR ALL-WAY STOP-CONTROLLED (AWSC) UNSIGNALIZED INTERSECTIONS The Levels of Service (LOS) for all-way stop-controlled (AWSC) intersections are given in Exhibit 20-2. As the exhibit notes, LOS F is assigned if the volume-to-capacity (v/c) ratio of a lane exceeds 1.0, regardless of the control delay. For assessment of LOS at the approach and intersection levels, LOS is based solely on control delay. The Level of Service Criteria for AWSC unsignalized intersections are given in Exhibit 20-2 from the 2010 Highway Capacity Manual published by the Transportation Research Board. Exhibit 20-2 LOS by Volume-to-Capacity Ratio Control Delay (s/veh) v/c ≤1.0 v/c >1.0 0-10 A F >10-15 B F >15-25 C F >25-35 D F >35-50 E F >50 F F For approaches and intersection wide assessment, LOS is defined solely by control delay. Traffic Impact Study 900 King Street MC Project No.: 17000360A Attachment SYNCHRO ANALYSIS Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/19/2019 17000360A_AMNB Synchro 10 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph) 229 720 551 155 148 144 Future Volume (vph) 229 720 551 155 148 144 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 12 11 13 11 12 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 0.97 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1662 1810 1749 1589 1662 1538 Flt Permitted 0.284 0.950 Satd. Flow (perm) 495 1810 1749 1542 1620 1538 Right Turn on Red Yes No Satd. Flow (RTOR) 172 Link Speed (mph) 35 35 30 Link Distance (ft) 377 343 799 Travel Time (s) 7.3 6.7 18.2 Confl. Peds. (#/hr) 10 10 10 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 254 800 612 172 164 160 Shared Lane Traffic (%) Lane Group Flow (vph) 254 800 612 172 164 160 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 211122 Detector Template Leading Detector (ft) 18 66 166 166 18 18 Trailing Detector (ft) -8 60 160 160 -8 -8 Detector 1 Position(ft) -8 60 160 160 -8 -8 Detector 1 Size(ft) 14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 12 12 12 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/19/2019 17000360A_AMNB Synchro 10 Report Page 2 Lane Group NBL NBT SBT SBR NEL NER Ø3 Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA pm+ov Prot pt+ov Protected Phases 122444 13 Permitted Phases 2 2 Detector Phase 122444 1 Switch Phase Minimum Initial (s) 5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s) 8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s) 13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%) 12.7% 40.2% 40.2% 20.6% 20.6% 26% Maximum Green (s) 10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s) 7.0 Flash Dont Walk (s) 16.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 50.0 36.0 36.0 46.7 10.7 23.7 Actuated g/C Ratio 0.72 0.52 0.52 0.67 0.15 0.34 v/c Ratio 0.47 0.86 0.68 0.16 0.65 0.31 Control Delay 6.1 26.9 17.9 0.8 40.1 18.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.1 26.9 17.9 0.8 40.1 18.6 LOS A C B A D B Approach Delay 21.9 14.1 29.5 Approach LOS C B C Queue Length 50th (ft) 23 271 178 0 67 50 Queue Length 95th (ft) 57 #557 332 11 124 93 Internal Link Dist (ft) 297 263 719 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 539 935 903 1205 381 500 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.47 0.86 0.68 0.14 0.43 0.32 Intersection Summary Area Type: Other Cycle Length: 102 Actuated Cycle Length: 69.7 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay: 20.2 Intersection LOS: C Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/19/2019 17000360A_AMNB Synchro 10 Report Page 3 Intersection Capacity Utilization 61.6% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak AM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 04/19/2019 17000360A_AMNB Synchro 10 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 295 632 0 0 921 Future Volume (vph) 0 295 632 0 0 921 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 0.865 Flt Protected Satd. Flow (prot) 0 1611 1792 0 0 1810 Flt Permitted Satd. Flow (perm) 0 1611 1792 0 0 1810 Link Speed (mph) 30 35 35 Link Distance (ft) 709 273 1105 Travel Time (s) 16.1 5.3 21.5 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 0% 2% 6% 0% 0% 5% Adj. Flow (vph) 0 307 658 0 0 959 Shared Lane Traffic (%) Lane Group Flow (vph) 0 307 658 0 0 959 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 58.2% ICU Level of Service B Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak AM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 04/19/2019 17000360A_AMNB Synchro 10 Report Page 5 Intersection Int Delay, s/veh 4.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 295 632 0 0 921 Future Vol, veh/h 0 295 632 0 0 921 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 0 26005 Mvmt Flow 0 307 658 0 0 959 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 658 0 - - - Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.22 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.318 ---- Pot Cap-1 Maneuver 0 464 - 0 0 - Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - 464 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 26.7 0 0 HCM LOS D Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 464 - HCM Lane V/C Ratio - 0.662 - HCM Control Delay (s) - 26.7 - HCM Lane LOS - D - HCM 95th %tile Q(veh) - 4.7 - Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak AM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)04/19/2019 17000360A_AMNB Synchro 10 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph) 32 0 259 0000683238297600164 Future Volume (vph) 32 0 259 0000683238297600164 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 16 12 12 12 12 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 0.850 0.965 0.968 Flt Protected 0.950 0.950 Satd. Flow (prot) 1570 0 1568 00001960 0 1752 1739 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1570 0 1568 00001960 0 1752 1739 0 Link Speed (mph) 35 35 35 35 Link Distance (ft) 153 463 273 308 Travel Time (s) 3.0 9.0 5.3 6.0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 15% 0% 3% 0% 0% 0% 0% 6% 6% 3% 6% 5% Adj. Flow (vph) 34 0 276 0000727253316638174 Shared Lane Traffic (%) Lane Group Flow (vph) 34 0 276 000098003168120 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) 36 12 12 12 Link Offset(ft) 0 26 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 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 80.2% ICU Level of Service D Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak AM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)04/19/2019 17000360A_AMNB Synchro 10 Report Page 7 Intersection Int Delay, s/veh 10.4 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 32 0 259 0000683238297600164 Future Vol, veh/h 32 0 259 0000683238297600164 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - Free - - None Storage Length - - 0 ------0-- Veh in Median Storage, # - 0 - - 17747 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 15 03000066365 Mvmt Flow 34 0 276 0000727253316638174 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2084 - 727 - 0 - 727 0 0 Stage 1 727 - ------- Stage 2 1357 - ------- Critical Hdwy 6.55 - 6.23 - - - 4.13 - - Critical Hdwy Stg 1 5.55 - ------- Critical Hdwy Stg 2 5.55 - ------- Follow-up Hdwy 3.635 - 3.327 - - - 2.227 - - Pot Cap-1 Maneuver 54 0 422 0 - 0 872 - - Stage 1 456 0 - 0 - 0 - - - Stage 2 225 0 - 0 - 0 - - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 34 0 422 - - - 872 - - Mov Cap-2 Maneuver ~ 34 0 ------- Stage 1 456 0 ------- Stage 2 144 0 ------- Approach NB SE NW HCM Control Delay, s 61.3 0 3.2 HCM LOS F Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h) 34 422 872 - - - HCM Lane V/C Ratio 1.001 0.653 0.362 - - - HCM Control Delay (s) $ 329.6 28.2 11.5 - - - HCM Lane LOS F D B - - - HCM 95th %tile Q(veh) 3.6 4.5 1.7 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak AM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)04/19/2019 17000360A_AMNB Synchro 10 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph) 845 265 307 635 5 216 Future Volume (vph) 845 265 307 635 5 216 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 0.968 0.868 Flt Protected 0.950 0.999 Satd. Flow (prot) 1768 0 1770 1810 1542 0 Flt Permitted 0.950 0.999 Satd. Flow (perm) 1768 0 1770 1810 1542 0 Link Speed (mph) 35 35 30 Link Distance (ft) 94 308 121 Travel Time (s) 1.8 6.0 2.8 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 5% 1% 2% 5% 0% 7% Adj. Flow (vph) 880 276 320 661 5 225 Shared Lane Traffic (%) Lane Group Flow (vph) 1156 0 320 661 230 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 101.2% ICU Level of Service G Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak AM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)04/19/2019 17000360A_AMNB Synchro 10 Report Page 9 Intersection Int Delay, s/veh 14.4 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 845 265 307 635 5 216 Future Vol, veh/h 845 265 307 635 5 216 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 5 12507 Mvmt Flow 880 276 320 661 5 225 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1156 0 2319 1018 Stage 1 - - - - 1018 - Stage 2 - - - - 1301 - Critical Hdwy - - 4.12 - 6.4 6.27 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.218 - 3.5 3.363 Pot Cap-1 Maneuver - - 604 - 42 282 Stage 1 - - - - 352 - Stage 2 - - - - 258 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 604 - 20 282 Mov Cap-2 Maneuver - - - - 20 - Stage 1 - - - - 352 - Stage 2 - - - - 121 - Approach NB SB SW HCM Control Delay, s 0 5.7 123.6 HCM LOS F Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h) - - 604 - 218 HCM Lane V/C Ratio - - 0.529 - 1.056 HCM Control Delay (s) - - 17.5 - 123.6 HCM Lane LOS - - C - F HCM 95th %tile Q(veh) - - 3.1 - 10.1 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak AM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)04/19/2019 17000360A_AMNB Synchro 10 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 0 1067 619 21 42 259 Future Volume (vph) 0 1067 619 21 42 259 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 0.996 0.884 Flt Protected 0.993 Satd. Flow (prot) 0 1810 1789 0 1647 0 Flt Permitted 0.993 Satd. Flow (perm) 0 1810 1789 0 1647 0 Link Speed (mph) 35 35 30 Link Distance (ft) 158 94 136 Travel Time (s) 3.1 1.8 3.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 5% 6% 0% 3% 1% Adj. Flow (vph) 0 1160 673 23 46 282 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1160 696 0 328 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 81.1% ICU Level of Service D Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak AM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)04/19/2019 17000360A_AMNB Synchro 10 Report Page 11 Intersection Int Delay, s/veh 22.7 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 0 1067 619 21 42 259 Future Vol, veh/h 0 1067 619 21 42 259 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 56031 Mvmt Flow 0 1160 673 23 46 282 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 696 0 - 0 1845 685 Stage 1 - - - - 685 - Stage 2 - - - - 1160 - Critical Hdwy 4.1 - - - 6.43 6.21 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.2 - - - 3.527 3.309 Pot Cap-1 Maneuver 909 - - - 82 450 Stage 1 - - - - 499 - Stage 2 - - - - 297 - Platoon blocked, % - - - Mov Cap-1 Maneuver 909 - - - 82 450 Mov Cap-2 Maneuver - - - - 82 - Stage 1 - - - - 499 - Stage 2 - - - - 297 - Approach NB SB NE HCM Control Delay, s 0 0 151.3 HCM LOS F Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h) 277 909 - - - HCM Lane V/C Ratio 1.181 ---- HCM Control Delay (s) 151.3 0 - - - HCM Lane LOS F A - - - HCM 95th %tile Q(veh) 14.6 0 - - - Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)04/19/2019 17000360A_AMNB Synchro 10 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 31 989 843 41 76 52 Future Volume (vph) 31 989 843 41 76 52 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 100 0 200 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1641 1810 1810 1615 1787 1553 Flt Permitted 0.195 0.950 Satd. Flow (perm) 337 1810 1810 1615 1787 1553 Right Turn on Red Yes Yes Satd. Flow (RTOR) 9 56 Link Speed (mph) 35 35 30 Link Distance (ft) 362 553 354 Travel Time (s) 7.1 10.8 8.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor 93% 100% 100% 100% 100% 100% Heavy Vehicles (%) 10% 5% 5% 0% 1% 4% Adj. Flow (vph) 31 1063 906 44 82 56 Shared Lane Traffic (%) Lane Group Flow (vph) 31 1063 906 44 82 56 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 17 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 210022 Detector Template Leading Detector (ft) 83 6 0 0 83 83 Trailing Detector (ft) -5 0 0 0 -5 -5 Detector 1 Position(ft) -5 0 0 0 -5 -5 Detector 1 Size(ft) 40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 43 Detector 2 Size(ft) 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA Free Prot Perm Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)04/19/2019 17000360A_AMNB Synchro 10 Report Page 13 Lane Group NBL NBT SBT SBR NEL NER Protected Phases 5 2 6 3 Permitted Phases 2 Free 3 Detector Phase 5 2 6 3 3 Switch Phase Minimum Initial (s) 3.0 10.0 10.0 5.0 5.0 Minimum Split (s) 9.0 16.0 16.0 10.0 10.0 Total Split (s) 16.0 72.0 56.0 25.0 25.0 Total Split (%) 16.5% 74.2% 57.7% 25.8% 25.8% Maximum Green (s) 10.0 66.0 50.0 20.0 20.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Recall Mode None Max Max None None Act Effct Green (s) 69.0 70.2 63.5 86.4 8.4 8.4 Actuated g/C Ratio 0.80 0.81 0.73 1.00 0.10 0.10 v/c Ratio 0.09 0.72 0.68 0.03 0.47 0.28 Control Delay 3.2 9.3 13.4 0.0 45.4 13.9 Queue Delay 0.0 0.9 0.0 0.0 0.0 0.0 Total Delay 3.2 10.1 13.4 0.0 45.4 13.9 LOS ABBADB Approach Delay 9.9 12.8 32.6 Approach LOS A B C Queue Length 50th (ft) 3 240 306 0 42 0 Queue Length 95th (ft) 10 496 556 0 86 33 Internal Link Dist (ft) 282 473 274 Turn Bay Length (ft) 100 100 200 Base Capacity (vph) 420 1470 1329 1615 413 402 Starvation Cap Reductn 0 169 0000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.07 0.82 0.68 0.03 0.20 0.14 Intersection Summary Area Type: Other Cycle Length: 97 Actuated Cycle Length: 86.4 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay: 12.6 Intersection LOS: B Intersection Capacity Utilization 65.4% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak AM Highway Hour 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 04/19/2019 17000360A_AMNB Synchro 10 Report Page 14 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 1020 683 212 Future Volume (vph) 0 0 0 1020 683 212 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 0.968 Flt Protected Satd. Flow (prot) 0 0 0 1810 1747 0 Flt Permitted Satd. Flow (perm) 0 0 0 1810 1747 0 Link Speed (mph) 30 35 35 Link Distance (ft) 297 278 362 Travel Time (s) 6.8 5.4 7.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 0% 0% 5% 6% 3% Adj. Flow (vph) 0 0 0 1109 742 230 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 1109 972 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 57.0% ICU Level of Service B Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/19/2019 17000360A_AMNB Synchro 10 Report Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 111 11 64 42 11 334 69 575 42 180 498 5 Future Volume (vph) 111 11 64 42 11 334 69 575 42 180 498 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 50 100 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft) 25 25 50 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 0.871 0.850 0.990 0.999 Flt Protected 0.950 0.962 0.950 0.950 Satd. Flow (prot) 1719 1587 0 0 1718 1482 1671 1813 0 1805 1841 0 Flt Permitted 0.950 0.962 0.367 0.149 Satd. Flow (perm) 1719 1587 0 0 1718 1482 646 1813 0 283 1841 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 67 348 2 Link Speed (mph) 30 30 35 35 Link Distance (ft) 298 262 413 278 Travel Time (s) 6.8 6.0 8.0 5.4 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 5% 0% 5% 8% 0% 9% 8% 4% 0% 0% 3% 13% Adj. Flow (vph) 116 11 67 44 11 348 72 599 44 188 519 5 Shared Lane Traffic (%) Lane Group Flow (vph) 116 78 0 0 55 348 72 643 0 188 524 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 0 12 12 Link Offset(ft)0000 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 Number of Detectors 2 2 12121 21 Detector Template Left Leading Detector (ft) 83 83 20 115 35 83 6 83 6 Trailing Detector (ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Position(ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Size(ft) 40 40 20 40 40 40 6 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 75 43 43 Detector 2 Size(ft) 40 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA Protected Phases 3 3 4 4 5 2 1 6 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/19/2019 17000360A_AMNB Synchro 10 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 3 3 44452 16 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0 Minimum Split (s) 10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0 Total Split (s) 65.0 65.0 26.0 26.0 26.0 16.0 41.0 16.0 41.0 Total Split (%) 43.9% 43.9% 17.6% 17.6% 17.6% 10.8% 27.7% 10.8% 27.7% Maximum Green (s) 60.0 60.0 20.0 20.0 20.0 10.0 35.0 10.0 35.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 0.2 0.2 0.2 2.0 2.0 2.0 2.0 Recall Mode None None None None None None Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 10.4 10.4 6.8 6.8 41.5 35.1 49.1 41.2 Actuated g/C Ratio 0.12 0.12 0.08 0.08 0.49 0.41 0.57 0.48 v/c Ratio 0.56 0.31 0.40 0.79 0.19 0.86 0.55 0.59 Control Delay 46.4 15.2 47.0 18.8 10.3 37.8 17.1 22.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.4 15.2 47.0 18.8 10.3 37.8 17.1 22.2 LOS DB DBBD BC Approach Delay 33.8 22.7 35.0 20.9 Approach LOS CCDC Queue Length 50th (ft) 58 5 29 0 14 294 39 197 Queue Length 95th (ft) 119 45 67 85 42 #612 109 401 Internal Link Dist (ft) 218 182 333 198 Turn Bay Length (ft) 50 100 250 Base Capacity (vph) 1212 1138 404 614 462 747 341 887 Starvation Cap Reductn 0 0 0000 00 Spillback Cap Reductn 0 0 0000 00 Storage Cap Reductn 0 0 0000 00 Reduced v/c Ratio 0.10 0.07 0.14 0.57 0.16 0.86 0.55 0.59 Intersection Summary Area Type: Other Cycle Length: 148 Actuated Cycle Length: 85.4 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay: 27.5 Intersection LOS: C Intersection Capacity Utilization 73.8% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/19/2019 17000360A_AMNB Synchro 10 Report Page 17 Queue shown is maximum after two cycles. Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak AM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 04/19/2019 17000360A_AMNB Synchro 10 Report Page 18 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph) 4 0 0 124 40 32 Future Volume (vph) 4 0 0 124 40 32 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 0.940 Flt Protected 0.950 Satd. Flow (prot) 1805 0 0 1863 1738 0 Flt Permitted 0.950 Satd. Flow (perm) 1805 0 0 1863 1738 0 Link Speed (mph) 30 30 30 Link Distance (ft) 271 369 263 Travel Time (s) 6.2 8.4 6.0 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%) 0% 0% 0% 2% 5% 0% Adj. Flow (vph) 5 0 0 155 50 40 Shared Lane Traffic (%) Lane Group Flow (vph) 5 0 0 155 90 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 16.5% ICU Level of Service A Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak AM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 04/19/2019 17000360A_AMNB Synchro 10 Report Page 19 Intersection Int Delay, s/veh 0.2 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 4 0 0 124 40 32 Future Vol, veh/h 4 0 0 124 40 32 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, % 0 00250 Mvmt Flow 5 0 0 155 50 40 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 225 70 90 0 - 0 Stage 1 70 ----- Stage 2 155 ----- Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 768 998 1518 - - - Stage 1 958 ----- Stage 2 878 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 768 998 1518 - - - Mov Cap-2 Maneuver 768 ----- Stage 1 958 ----- Stage 2 878 ----- Approach SE NE SW HCM Control Delay, s 9.7 0 0 HCM LOS A Minor Lane/Major Mvmt NEL NETSELn1 SWT SWR Capacity (veh/h) 1518 - 768 - - HCM Lane V/C Ratio - - 0.007 - - HCM Control Delay (s) 0 - 9.7 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0 - - Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak AM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 04/19/2019 17000360A_AMNB Synchro 10 Report Page 20 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 47 124 461 41 108 469 Future Volume (vph) 47 124 461 41 108 469 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -3% -1% 0% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.902 0.989 Flt Protected 0.986 0.991 Satd. Flow (prot) 1682 0 1810 0 0 1814 Flt Permitted 0.986 0.991 Satd. Flow (perm) 1682 0 1810 0 0 1814 Link Speed (mph) 30 35 35 Link Distance (ft) 838 844 1802 Travel Time (s) 19.0 16.4 35.1 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 2% 2% 4% 8% 3% 4% Adj. Flow (vph) 53 139 518 46 121 527 Shared Lane Traffic (%) Lane Group Flow (vph) 192 0 564 0 0 648 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 77.6% ICU Level of Service D Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak AM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 04/19/2019 17000360A_AMNB Synchro 10 Report Page 21 Intersection Int Delay, s/veh 4.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 47 124 461 41 108 469 Future Vol, veh/h 47 124 461 41 108 469 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % -3 - -1 - - 0 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2 24834 Mvmt Flow 53 139 518 46 121 527 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1310 541 0 0 564 0 Stage 1 541 ----- Stage 2 769 ----- Critical Hdwy 5.82 5.92 - - 4.13 - Critical Hdwy Stg 1 4.82 ----- Critical Hdwy Stg 2 4.82 ----- Follow-up Hdwy 3.518 3.318 - - 2.227 - Pot Cap-1 Maneuver 218 566 - - 1003 - Stage 1 639 ----- Stage 2 520 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 181 566 - - 1003 - Mov Cap-2 Maneuver 181 ----- Stage 1 639 ----- Stage 2 431 ----- Approach WB NB SB HCM Control Delay, s 26.2 0 1.7 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 357 1003 - HCM Lane V/C Ratio - - 0.538 0.121 - HCM Control Delay (s) - - 26.2 9.1 0 HCM Lane LOS - - D A A HCM 95th %tile Q(veh) - - 3 0.4 - Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak AM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 04/19/2019 17000360A_AMNB Synchro 10 Report Page 22 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 71 86 119 629 555 109 Future Volume (vph) 71 86 119 629 555 109 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 15 15 12 12 12 12 Grade (%) 0% 1% -1% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.926 0.978 Flt Protected 0.978 0.992 Satd. Flow (prot) 1867 0 0 1809 1784 0 Flt Permitted 0.978 0.992 Satd. Flow (perm) 1867 0 0 1809 1784 0 Link Speed (mph) 30 35 35 Link Distance (ft) 470 561 698 Travel Time (s) 10.7 10.9 13.6 Confl. Peds. (#/hr) 1 1 1 1 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles (%) 3% 0% 2% 4% 4% 8% Adj. Flow (vph) 85 102 142 749 661 130 Shared Lane Traffic (%) Lane Group Flow (vph) 187 0 0 891 791 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 15 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 1.01 1.01 0.99 0.99 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 94.9% ICU Level of Service F Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak AM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 04/19/2019 17000360A_AMNB Synchro 10 Report Page 23 Intersection Int Delay, s/veh 35.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 71 86 119 629 555 109 Future Vol, veh/h 71 86 119 629 555 109 Conflicting Peds, #/hr 1 11001 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 1 -1 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 3 02448 Mvmt Flow 85 102 142 749 661 130 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1761 728 792 0 - 0 Stage 1 727 ----- Stage 2 1034 ----- Critical Hdwy 6.43 6.2 4.12 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.3 2.218 - - - Pot Cap-1 Maneuver 92 427 829 - - - Stage 1 477 ----- Stage 2 341 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 65 426 828 - - - Mov Cap-2 Maneuver ~ 65 ----- Stage 1 336 ----- Stage 2 341 ----- Approach EB NB SB HCM Control Delay, s$ 346.2 1.6 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 828 - 121 - - HCM Lane V/C Ratio 0.171 - 1.545 - - HCM Control Delay (s) 10.2 0$ 346.2 - - HCM Lane LOS B A F - - HCM 95th %tile Q(veh) 0.6 - 13.4 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak AM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 04/19/2019 17000360A_AMNB Synchro 10 Report Page 24 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 5 127 164 16 386 149 Future Volume (vph) 5 127 164 16 386 149 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 13 13 11 11 12 12 Grade (%) 0% -1% -3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.870 0.988 Flt Protected 0.998 0.965 Satd. Flow (prot) 1641 0 1744 0 0 1789 Flt Permitted 0.998 0.965 Satd. Flow (perm) 1641 0 1744 0 0 1789 Link Speed (mph) 30 30 30 Link Distance (ft) 73 545 349 Travel Time (s) 1.7 12.4 7.9 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%) 0% 4% 5% 0% 4% 4% Adj. Flow (vph) 6 159 205 20 483 186 Shared Lane Traffic (%) Lane Group Flow (vph) 165 0 225 0 0 669 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 13 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.04 1.04 0.98 0.98 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 56.9% ICU Level of Service B Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak AM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 04/19/2019 17000360A_AMNB Synchro 10 Report Page 25 Intersection Int Delay, s/veh 6.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 127 164 16 386 149 Future Vol, veh/h 5 127 164 16 386 149 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - -1 - - -3 Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, % 0 45044 Mvmt Flow 6 159 205 20 483 186 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1367 215 0 0 225 0 Stage 1 215 ----- Stage 2 1152 ----- Critical Hdwy 6.4 6.24 - - 4.14 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.336 - - 2.236 - Pot Cap-1 Maneuver 164 820 - - 1332 - Stage 1 826 ----- Stage 2 304 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 98 820 - - 1332 - Mov Cap-2 Maneuver 98 ----- Stage 1 826 ----- Stage 2 181 ----- Approach WB NB SB HCM Control Delay, s 12.6 0 6.7 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 641 1332 - HCM Lane V/C Ratio - - 0.257 0.362 - HCM Control Delay (s) - - 12.6 9.2 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 1 1.7 - Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak Midday Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/19/2019 17000360A_MIDNB Synchro 10 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph) 108 570 655 110 138 90 Future Volume (vph) 108 570 655 110 138 90 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 12 11 13 11 12 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1678 1776 1733 1451 1586 1509 Flt Permitted 0.242 0.950 Satd. Flow (perm) 427 1776 1733 1451 1586 1509 Right Turn on Red Yes No Satd. Flow (RTOR) 109 Link Speed (mph) 35 35 30 Link Distance (ft) 377 343 799 Travel Time (s) 7.3 6.7 18.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 4% 7% 6% 15% 10% 7% Adj. Flow (vph) 117 620 712 120 150 98 Shared Lane Traffic (%) Lane Group Flow (vph) 117 620 712 120 150 98 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 211122 Detector Template Leading Detector (ft) 18 66 166 166 18 18 Trailing Detector (ft) -8 60 160 160 -8 -8 Detector 1 Position(ft) -8 60 160 160 -8 -8 Detector 1 Size(ft) 14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 12 12 12 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA pm+ov Prot pt+ov Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak Midday Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/19/2019 17000360A_MIDNB Synchro 10 Report Page 2 Lane Group NBL NBT SBT SBR NEL NER Ø3 Protected Phases 122444 13 Permitted Phases 2 2 Detector Phase 122444 1 Switch Phase Minimum Initial (s) 5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s) 8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s) 13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%) 12.7% 40.2% 40.2% 20.6% 20.6% 26% Maximum Green (s) 10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s) 7.0 Flash Dont Walk (s) 16.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 45.8 36.1 36.1 51.4 10.3 19.0 Actuated g/C Ratio 0.70 0.55 0.55 0.79 0.16 0.29 v/c Ratio 0.27 0.63 0.74 0.10 0.60 0.22 Control Delay 4.6 14.4 18.3 0.7 36.2 18.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.6 14.4 18.3 0.7 36.2 18.5 LOS ABBADB Approach Delay 12.8 15.8 29.2 Approach LOS B B C Queue Length 50th (ft) 9 144 182 1 55 29 Queue Length 95th (ft) 28 310 #453 8 111 61 Internal Link Dist (ft) 297 263 719 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 525 984 961 1330 390 522 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.22 0.63 0.74 0.09 0.38 0.19 Intersection Summary Area Type: Other Cycle Length: 102 Actuated Cycle Length: 65.1 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.74 Intersection Signal Delay: 16.4 Intersection LOS: B Intersection Capacity Utilization 59.8% ICU Level of Service B Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak Midday Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/19/2019 17000360A_MIDNB Synchro 10 Report Page 3 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak Midday Hour 2: KING STREET (120A) & SB OFF RAMP 04/19/2019 17000360A_MIDNB Synchro 10 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 168 557 0 0 833 Future Volume (vph) 0 168 557 0 0 833 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 0.865 Flt Protected Satd. Flow (prot) 0 1627 1759 0 0 1792 Flt Permitted Satd. Flow (perm) 0 1627 1759 0 0 1792 Link Speed (mph) 30 35 35 Link Distance (ft) 709 273 1105 Travel Time (s) 16.1 5.3 21.5 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 0% 1% 8% 0% 0% 6% Adj. Flow (vph) 0 181 599 0 0 896 Shared Lane Traffic (%) Lane Group Flow (vph) 0 181 599 0 0 896 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 47.2% ICU Level of Service A Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak Midday Hour 2: KING STREET (120A) & SB OFF RAMP 04/19/2019 17000360A_MIDNB Synchro 10 Report Page 5 Intersection Int Delay, s/veh 1.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 168 557 0 0 833 Future Vol, veh/h 0 168 557 0 0 833 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 0 18006 Mvmt Flow 0 181 599 0 0 896 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 599 0 - - - Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.21 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.309 ---- Pot Cap-1 Maneuver 0 503 - 0 0 - Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - 503 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 16.1 0 0 HCM LOS C Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 503 - HCM Lane V/C Ratio - 0.359 - HCM Control Delay (s) - 16.1 - HCM Lane LOS - C - HCM 95th %tile Q(veh) - 1.6 - Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak Midday Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)04/19/2019 17000360A_MIDNB Synchro 10 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph) 48 0 207 0000626207217509143 Future Volume (vph) 48 0 207 0000626207217509143 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 16 12 12 12 12 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 0.850 0.966 0.967 Flt Protected 0.950 0.950 Satd. Flow (prot) 1597 0 1524 00001958 0 1736 1735 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1597 0 1524 00001958 0 1736 1735 0 Link Speed (mph) 35 35 35 35 Link Distance (ft) 153 463 273 308 Travel Time (s) 3.0 9.0 5.3 6.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 13% 0% 6% 0% 0% 0% 0% 5% 10% 4% 7% 2% Adj. Flow (vph) 52 0 223 0000673223233547154 Shared Lane Traffic (%) Lane Group Flow (vph) 52 0 223 000089602337010 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) 36 12 12 12 Link Offset(ft) 0 26 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 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 70.9% ICU Level of Service C Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak Midday Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)04/19/2019 17000360A_MIDNB Synchro 10 Report Page 7 Intersection Int Delay, s/veh 8.2 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 48 0 207 0000626207217509143 Future Vol, veh/h 48 0 207 0000626207217509143 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - Free - - None Storage Length - - 0 ------0-- Veh in Median Storage, # - 0 - - 17747 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 13 060000510472 Mvmt Flow 52 0 223 0000673223233547154 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1763 - 673 - 0 - 673 0 0 Stage 1 673 - ------- Stage 2 1090 - ------- Critical Hdwy 6.53 - 6.26 - - - 4.14 - - Critical Hdwy Stg 1 5.53 - ------- Critical Hdwy Stg 2 5.53 - ------- Follow-up Hdwy 3.617 - 3.354 - - - 2.236 - - Pot Cap-1 Maneuver 87 0 448 0 - 0 908 - - Stage 1 487 0 - 0 - 0 - - - Stage 2 307 0 - 0 - 0 - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 65 0 448 - - - 908 - - Mov Cap-2 Maneuver 65 0 ------- Stage 1 487 0 ------- Stage 2 228 0 ------- Approach NB SE NW HCM Control Delay, s 47.3 0 2.6 HCM LOS E Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h) 65 448 908 - - - HCM Lane V/C Ratio 0.794 0.497 0.257 - - - HCM Control Delay (s) 162.2 20.7 10.3 - - - HCM Lane LOS F C B - - - HCM 95th %tile Q(veh) 3.6 2.7 1 - - - Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak Midday Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)04/19/2019 17000360A_MIDNB Synchro 10 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph) 750 185 376 457 5 120 Future Volume (vph) 750 185 376 457 5 120 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 0.973 0.870 Flt Protected 0.950 0.998 Satd. Flow (prot) 1771 0 1770 1743 1518 0 Flt Permitted 0.950 0.998 Satd. Flow (perm) 1771 0 1770 1743 1518 0 Link Speed (mph) 35 35 30 Link Distance (ft) 94 308 121 Travel Time (s) 1.8 6.0 2.8 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 5% 2% 2% 9% 0% 9% Adj. Flow (vph) 806 199 404 491 5 129 Shared Lane Traffic (%) Lane Group Flow (vph) 1005 0 404 491 134 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 89.2% ICU Level of Service E Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak Midday Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)04/19/2019 17000360A_MIDNB Synchro 10 Report Page 9 Intersection Int Delay, s/veh 6.8 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 750 185 376 457 5 120 Future Vol, veh/h 750 185 376 457 5 120 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 5 22909 Mvmt Flow 806 199 404 491 5 129 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1005 0 2205 906 Stage 1 - - - - 906 - Stage 2 - - - - 1299 - Critical Hdwy - - 4.12 - 6.4 6.29 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.218 - 3.5 3.381 Pot Cap-1 Maneuver - - 689 - 50 325 Stage 1 - - - - 398 - Stage 2 - - - - 258 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 689 - 21 325 Mov Cap-2 Maneuver - - - - 21 - Stage 1 - - - - 398 - Stage 2 - - - - 107 - Approach NB SB SW HCM Control Delay, s 0 7.8 50.3 HCM LOS F Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h) - - 689 - 206 HCM Lane V/C Ratio - - 0.587 - 0.652 HCM Control Delay (s) - - 17.4 - 50.3 HCM Lane LOS - - C - F HCM 95th %tile Q(veh) - - 3.8 - 3.9 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak Midday Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)04/19/2019 17000360A_MIDNB Synchro 10 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 5 903 441 21 32 201 Future Volume (vph) 5 903 441 21 32 201 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.994 0.883 Flt Protected 0.993 Satd. Flow (prot) 0 1810 1739 0 1615 0 Flt Permitted 0.993 Satd. Flow (perm) 0 1810 1739 0 1615 0 Link Speed (mph) 35 35 30 Link Distance (ft) 158 94 136 Travel Time (s) 3.1 1.8 3.1 Confl. Peds. (#/hr) 4 4 4 4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 0% 5% 9% 0% 4% 3% Adj. Flow (vph) 5 971 474 23 34 216 Shared Lane Traffic (%) Lane Group Flow (vph) 0 976 497 0 250 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 72.7% ICU Level of Service C Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak Midday Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)04/19/2019 17000360A_MIDNB Synchro 10 Report Page 11 Intersection Int Delay, s/veh 4.1 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 5 903 441 21 32 201 Future Vol, veh/h 5 903 441 21 32 201 Conflicting Peds, #/hr 4 00444 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 0 59043 Mvmt Flow 5 971 474 23 34 216 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 501 0 - 0 1475 494 Stage 1 - - - - 490 - Stage 2 - - - - 985 - Critical Hdwy 4.1 - - - 6.44 6.23 Critical Hdwy Stg 1 - - - - 5.44 - Critical Hdwy Stg 2 - - - - 5.44 - Follow-up Hdwy 2.2 - - - 3.536 3.327 Pot Cap-1 Maneuver 1074 - - - 138 573 Stage 1 - - - - 612 - Stage 2 - - - - 359 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1070 - - - 136 569 Mov Cap-2 Maneuver - - - - 136 - Stage 1 - - - - 603 - Stage 2 - - - - 358 - Approach NB SB NE HCM Control Delay, s 0 0 28.5 HCM LOS D Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h) 396 1070 - - - HCM Lane V/C Ratio 0.633 0.005 - - - HCM Control Delay (s) 28.5 8.4 0 - - HCM Lane LOS D A A - - HCM 95th %tile Q(veh) 4.2 0 - - - Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak Midday Hour 6: ARBOR DRIVE & KING STREET (120A)04/19/2019 17000360A_MIDNB Synchro 10 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 33 960 577 43 31 33 Future Volume (vph) 33 960 577 43 31 33 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 100 0 200 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1805 1827 1845 1442 1641 1524 Flt Permitted 0.353 0.950 Satd. Flow (perm) 669 1827 1845 1407 1641 1524 Right Turn on Red Yes Yes Satd. Flow (RTOR) 14 35 Link Speed (mph) 35 35 30 Link Distance (ft) 362 553 354 Travel Time (s) 7.1 10.8 8.0 Confl. Peds. (#/hr) 9 9 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 0% 4% 3% 12% 10% 6% Adj. Flow (vph) 35 1021 614 46 33 35 Shared Lane Traffic (%) Lane Group Flow (vph) 35 1021 614 46 33 35 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 17 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 210022 Detector Template Leading Detector (ft) 83 6 0 0 83 83 Trailing Detector (ft) -5 0 0 0 -5 -5 Detector 1 Position(ft) -5 0 0 0 -5 -5 Detector 1 Size(ft) 40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 43 Detector 2 Size(ft) 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak Midday Hour 6: ARBOR DRIVE & KING STREET (120A)04/19/2019 17000360A_MIDNB Synchro 10 Report Page 13 Lane Group NBL NBT SBT SBR NEL NER Turn Type pm+pt NA NA Free Prot Perm Protected Phases 5 2 6 3 Permitted Phases 2 Free 3 Detector Phase 5 2 6 3 3 Switch Phase Minimum Initial (s) 3.0 10.0 10.0 5.0 5.0 Minimum Split (s) 9.0 16.0 16.0 10.0 10.0 Total Split (s) 16.0 72.0 56.0 25.0 25.0 Total Split (%) 16.5% 74.2% 57.7% 25.8% 25.8% Maximum Green (s) 10.0 66.0 50.0 20.0 20.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Recall Mode None Max Max None None Act Effct Green (s) 69.2 71.7 65.1 82.4 6.4 6.4 Actuated g/C Ratio 0.84 0.87 0.79 1.00 0.08 0.08 v/c Ratio 0.06 0.64 0.42 0.03 0.26 0.23 Control Delay 2.2 5.8 6.9 0.0 41.0 16.8 Queue Delay 0.0 0.4 0.0 0.0 0.0 0.0 Total Delay 2.2 6.3 6.9 0.0 41.0 16.8 LOS AAAADB Approach Delay 6.1 6.4 28.5 Approach LOS A A C Queue Length 50th (ft) 3 180 141 0 17 0 Queue Length 95th (ft) 9 350 241 0 44 27 Internal Link Dist (ft) 282 473 274 Turn Bay Length (ft) 100 100 200 Base Capacity (vph) 700 1589 1458 1407 400 398 Starvation Cap Reductn 0 194 0000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.05 0.73 0.42 0.03 0.08 0.09 Intersection Summary Area Type: Other Cycle Length: 97 Actuated Cycle Length: 82.4 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.64 Intersection Signal Delay: 7.1 Intersection LOS: A Intersection Capacity Utilization 63.9% ICU Level of Service B Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak Midday Hour 6: ARBOR DRIVE & KING STREET (120A)04/19/2019 17000360A_MIDNB Synchro 10 Report Page 14 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak Midday Hour 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 04/19/2019 17000360A_MIDNB Synchro 10 Report Page 15 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 993 504 106 Future Volume (vph) 0 0 0 993 504 106 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.976 Flt Protected Satd. Flow (prot) 0 0 0 1845 1803 0 Flt Permitted Satd. Flow (perm) 0 0 0 1845 1803 0 Link Speed (mph) 30 35 35 Link Distance (ft) 297 278 362 Travel Time (s) 6.8 5.4 7.1 Confl. Peds. (#/hr) 1 1 1 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 0% 0% 0% 3% 3% 2% Adj. Flow (vph) 0 0 0 1056 536 113 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 1056 649 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 62.6% ICU Level of Service B Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak Midday Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/19/2019 17000360A_MIDNB Synchro 10 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 159 11 85 79 11 360 48 474 48 101 398 5 Future Volume (vph) 159 11 85 79 11 360 48 474 48 101 398 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 50 100 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft) 25 25 50 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 Frt 0.867 0.850 0.986 0.998 Flt Protected 0.950 0.958 0.950 0.950 Satd. Flow (prot) 1703 1605 0 0 1804 1553 1719 1820 0 1787 1824 0 Flt Permitted 0.950 0.958 0.399 0.206 Satd. Flow (perm) 1703 1605 0 0 1804 1553 722 1820 0 388 1824 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 92 337 3 Link Speed (mph) 30 30 35 35 Link Distance (ft) 298 262 413 278 Travel Time (s) 6.8 6.0 8.0 5.4 Confl. Peds. (#/hr) 1 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 (%) 6% 0% 3% 1% 0% 4% 5% 3% 2% 1% 4% 0% Adj. Flow (vph) 173 12 92 86 12 391 52 515 52 110 433 5 Shared Lane Traffic (%) Lane Group Flow (vph) 173 104 0 0 98 391 52 567 0 110 438 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 0 12 12 Link Offset(ft)0000 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 Number of Detectors 2 2 12121 21 Detector Template Left Leading Detector (ft) 83 83 20 115 35 83 6 83 6 Trailing Detector (ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Position(ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Size(ft) 40 40 20 40 40 40 6 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 75 43 43 Detector 2 Size(ft) 40 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak Midday Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/19/2019 17000360A_MIDNB Synchro 10 Report Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA Protected Phases 3 3 4 4 5 2 1 6 Permitted Phases 4 2 6 Detector Phase 3 3 44452 16 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0 Minimum Split (s) 10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0 Total Split (s) 65.0 65.0 26.0 26.0 26.0 16.0 41.0 16.0 41.0 Total Split (%) 43.9% 43.9% 17.6% 17.6% 17.6% 10.8% 27.7% 10.8% 27.7% Maximum Green (s) 60.0 60.0 20.0 20.0 20.0 10.0 35.0 10.0 35.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 0.2 0.2 0.2 2.0 2.0 2.0 2.0 Recall Mode None None None None None None Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 13.9 13.9 9.4 9.4 41.5 35.5 45.7 39.4 Actuated g/C Ratio 0.16 0.16 0.10 0.10 0.46 0.40 0.51 0.44 v/c Ratio 0.66 0.32 0.52 0.84 0.13 0.79 0.35 0.55 Control Delay 49.0 12.7 48.9 25.0 13.1 35.4 15.2 25.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.0 12.7 48.9 25.0 13.1 35.4 15.2 25.2 LOS DB DCBD BC Approach Delay 35.4 29.8 33.5 23.2 Approach LOS DCCC Queue Length 50th (ft) 90 6 53 28 12 261 26 177 Queue Length 95th (ft) 178 53 110 139 40 #599 74 373 Internal Link Dist (ft) 218 182 333 198 Turn Bay Length (ft) 50 100 250 Base Capacity (vph) 1155 1118 407 612 480 721 362 803 Starvation Cap Reductn 0 0 0000 00 Spillback Cap Reductn 0 0 0000 00 Storage Cap Reductn 0 0 0000 00 Reduced v/c Ratio 0.15 0.09 0.24 0.64 0.11 0.79 0.30 0.55 Intersection Summary Area Type: Other Cycle Length: 148 Actuated Cycle Length: 89.6 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 29.9 Intersection LOS: C Intersection Capacity Utilization 73.1% ICU Level of Service D Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak Midday Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/19/2019 17000360A_MIDNB Synchro 10 Report Page 18 Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak Midday Hour 9: ARBOR DRIVE & SITE DRIVEWAY 04/19/2019 17000360A_MIDNB Synchro 10 Report Page 19 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph) 19 4 0 44 73 3 Future Volume (vph) 19 4 0 44 73 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.977 0.995 Flt Protected 0.960 Satd. Flow (prot) 1711 0 0 1810 1838 0 Flt Permitted 0.960 Satd. Flow (perm) 1711 0 0 1810 1838 0 Link Speed (mph) 30 30 30 Link Distance (ft) 271 369 263 Travel Time (s) 6.2 8.4 6.0 Confl. Peds. (#/hr) 33 34 34 33 Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 Heavy Vehicles (%) 0% 25% 0% 5% 3% 0% Adj. Flow (vph) 25 5 0 58 96 4 Shared Lane Traffic (%) Lane Group Flow (vph) 30 0 0 58 100 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 27.1% ICU Level of Service A Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak Midday Hour 9: ARBOR DRIVE & SITE DRIVEWAY 04/19/2019 17000360A_MIDNB Synchro 10 Report Page 20 Intersection Int Delay, s/veh 1.6 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 19 4 0 44 73 3 Future Vol, veh/h 19 4 0 44 73 3 Conflicting Peds, #/hr 33 34 34 0 0 33 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 76 76 76 76 76 76 Heavy Vehicles, % 0 25 0530 Mvmt Flow 25 5 0 58 96 4 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 223 166 134 0 - 0 Stage 1 132 ----- Stage 2 91 ----- Critical Hdwy 6.4 6.45 4.1 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.525 2.2 - - - Pot Cap-1 Maneuver 770 822 1463 - - - Stage 1 899 ----- Stage 2 938 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 721 770 1416 - - - Mov Cap-2 Maneuver 721 ----- Stage 1 870 ----- Stage 2 908 ----- Approach SE NE SW HCM Control Delay, s 10.2 0 0 HCM LOS B Minor Lane/Major Mvmt NEL NETSELn1 SWT SWR Capacity (veh/h) 1416 - 729 - - HCM Lane V/C Ratio - - 0.042 - - HCM Control Delay (s) 0 - 10.2 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.1 - - Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak Midday Hour 10: King Street (NYS Route 120A) & Comley Avenue 04/19/2019 17000360A_MIDNB Synchro 10 Report Page 21 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 38 78 430 38 71 431 Future Volume (vph) 38 78 430 38 71 431 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -3% -1% 0% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.909 0.989 Flt Protected 0.984 0.993 Satd. Flow (prot) 1670 0 1833 0 0 1819 Flt Permitted 0.984 0.993 Satd. Flow (perm) 1670 0 1833 0 0 1819 Link Speed (mph) 30 35 35 Link Distance (ft) 838 844 1802 Travel Time (s) 19.0 16.4 35.1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 8% 1% 3% 3% 2% 4% Adj. Flow (vph) 39 80 443 39 73 444 Shared Lane Traffic (%) Lane Group Flow (vph) 119 0 482 0 0 517 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 68.4% ICU Level of Service C Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak Midday Hour 10: King Street (NYS Route 120A) & Comley Avenue 04/19/2019 17000360A_MIDNB Synchro 10 Report Page 22 Intersection Int Delay, s/veh 2.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 38 78 430 38 71 431 Future Vol, veh/h 38 78 430 38 71 431 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % -3 - -1 - - 0 Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 8 13324 Mvmt Flow 39 80 443 39 73 444 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1053 463 0 0 482 0 Stage 1 463 ----- Stage 2 590 ----- Critical Hdwy 5.88 5.91 - - 4.12 - Critical Hdwy Stg 1 4.88 ----- Critical Hdwy Stg 2 4.88 ----- Follow-up Hdwy 3.572 3.309 - - 2.218 - Pot Cap-1 Maneuver 291 625 - - 1081 - Stage 1 671 ----- Stage 2 598 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 265 625 - - 1081 - Mov Cap-2 Maneuver 265 ----- Stage 1 671 ----- Stage 2 544 ----- Approach WB NB SB HCM Control Delay, s 16.5 0 1.2 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 433 1081 - HCM Lane V/C Ratio - - 0.276 0.068 - HCM Control Delay (s) - - 16.5 8.6 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 1.1 0.2 - Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak Midday Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 04/19/2019 17000360A_MIDNB Synchro 10 Report Page 23 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 52 53 65 521 448 113 Future Volume (vph) 52 53 65 521 448 113 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 15 15 12 12 12 12 Grade (%) 0% 1% -1% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.932 0.973 Flt Protected 0.976 0.994 Satd. Flow (prot) 1728 0 0 1809 1797 0 Flt Permitted 0.976 0.994 Satd. Flow (perm) 1728 0 0 1809 1797 0 Link Speed (mph) 30 35 35 Link Distance (ft) 470 561 698 Travel Time (s) 10.7 10.9 13.6 Confl. Peds. (#/hr) 14 11 11 14 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles (%) 8% 12% 3% 4% 3% 5% Adj. Flow (vph) 64 65 80 643 553 140 Shared Lane Traffic (%) Lane Group Flow (vph) 129 0 0 723 693 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 15 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 1.01 1.01 0.99 0.99 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 80.5% ICU Level of Service D Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak Midday Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 04/19/2019 17000360A_MIDNB Synchro 10 Report Page 24 Intersection Int Delay, s/veh 5.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 52 53 65 521 448 113 Future Vol, veh/h 52 53 65 521 448 113 Conflicting Peds, #/hr 14 11 11 0 0 14 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 1 -1 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, % 8 12 3435 Mvmt Flow 64 65 80 643 553 140 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1454 648 707 0 - 0 Stage 1 637 ----- Stage 2 817 ----- Critical Hdwy 6.48 6.32 4.13 - - - Critical Hdwy Stg 1 5.48 ----- Critical Hdwy Stg 2 5.48 ----- Follow-up Hdwy 3.572 3.408 2.227 - - - Pot Cap-1 Maneuver 139 453 887 - - - Stage 1 516 ----- Stage 2 424 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 115 441 872 - - - Mov Cap-2 Maneuver 115 ----- Stage 1 434 ----- Stage 2 417 ----- Approach EB NB SB HCM Control Delay, s 61.9 1.1 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 872 - 183 - - HCM Lane V/C Ratio 0.092 - 0.708 - - HCM Control Delay (s) 9.5 0 61.9 - - HCM Lane LOS A A F - - HCM 95th %tile Q(veh) 0.3 - 4.4 - - Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak Midday Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 04/19/2019 17000360A_MIDNB Synchro 10 Report Page 25 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 5 148 106 5 254 169 Future Volume (vph) 5 148 106 5 254 169 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 13 13 11 11 12 12 Grade (%) 0% -1% -3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.870 0.994 Flt Protected 0.998 0.971 Satd. Flow (prot) 1583 0 1720 0 0 1750 Flt Permitted 0.998 0.971 Satd. Flow (perm) 1583 0 1720 0 0 1750 Link Speed (mph) 30 30 30 Link Distance (ft) 73 545 349 Travel Time (s) 1.7 12.4 7.9 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 0% 8% 7% 0% 7% 7% Adj. Flow (vph) 6 166 119 6 285 190 Shared Lane Traffic (%) Lane Group Flow (vph) 172 0 125 0 0 475 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 13 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.04 1.04 0.98 0.98 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 45.7% ICU Level of Service A Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak Midday Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 04/19/2019 17000360A_MIDNB Synchro 10 Report Page 26 Intersection Int Delay, s/veh 5.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 148 106 5 254 169 Future Vol, veh/h 5 148 106 5 254 169 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - -1 - - -3 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 0 87077 Mvmt Flow 6 166 119 6 285 190 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 882 122 0 0 125 0 Stage 1 122 ----- Stage 2 760 ----- Critical Hdwy 6.4 6.28 - - 4.17 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.372 - - 2.263 - Pot Cap-1 Maneuver 319 913 - - 1431 - Stage 1 908 ----- Stage 2 465 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 248 913 - - 1431 - Mov Cap-2 Maneuver 248 ----- Stage 1 908 ----- Stage 2 361 ----- Approach WB NB SB HCM Control Delay, s 10.4 0 4.9 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 839 1431 - HCM Lane V/C Ratio - - 0.205 0.199 - HCM Control Delay (s) - - 10.4 8.1 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.8 0.7 - Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/19/2019 17000360A_PMNB Synchro 10 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph) 200 554 838 165 143 227 Future Volume (vph) 200 554 838 165 143 227 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 12 11 13 11 12 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 0.98 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1662 1810 1749 1589 1662 1538 Flt Permitted 0.111 0.950 Satd. Flow (perm) 194 1810 1749 1542 1621 1538 Right Turn on Red Yes No Satd. Flow (RTOR) 127 Link Speed (mph) 35 35 30 Link Distance (ft) 377 343 799 Travel Time (s) 7.3 6.7 18.2 Confl. Peds. (#/hr) 10 10 10 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 222 616 931 183 159 252 Shared Lane Traffic (%) Lane Group Flow (vph) 222 616 931 183 159 252 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 211122 Detector Template Leading Detector (ft) 18 66 166 166 18 18 Trailing Detector (ft) -8 60 160 160 -8 -8 Detector 1 Position(ft) -8 60 160 160 -8 -8 Detector 1 Size(ft) 14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 12 12 12 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/19/2019 17000360A_PMNB Synchro 10 Report Page 2 Lane Group NBL NBT SBT SBR NEL NER Ø3 Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA pm+ov Prot pt+ov Protected Phases 122444 13 Permitted Phases 2 2 Detector Phase 122444 1 Switch Phase Minimum Initial (s) 5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s) 8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s) 13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%) 12.7% 40.2% 40.2% 20.6% 20.6% 26% Maximum Green (s) 10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s) 7.0 Flash Dont Walk (s) 16.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 49.1 36.1 36.1 48.3 12.1 24.1 Actuated g/C Ratio 0.70 0.51 0.51 0.69 0.17 0.34 v/c Ratio 0.65 0.66 1.04 0.17 0.56 0.48 Control Delay 20.6 17.9 60.8 1.3 34.5 21.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.6 17.9 60.8 1.3 34.5 21.3 LOS C B E A C C Approach Delay 18.6 51.0 26.4 Approach LOS B D C Queue Length 50th (ft) 36 191 ~459 5 65 84 Queue Length 95th (ft) #120 336 #722 17 120 145 Internal Link Dist (ft) 297 263 719 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 368 930 899 1188 379 529 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.60 0.66 1.04 0.15 0.42 0.48 Intersection Summary Area Type: Other Cycle Length: 102 Actuated Cycle Length: 70.3 Natural Cycle: 140 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.04 Intersection Signal Delay: 35.2 Intersection LOS: D Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/19/2019 17000360A_PMNB Synchro 10 Report Page 3 Intersection Capacity Utilization 74.8% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak PM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 04/19/2019 17000360A_PMNB Synchro 10 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 163 616 0 0 1013 Future Volume (vph) 0 163 616 0 0 1013 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 0.865 Flt Protected Satd. Flow (prot) 0 1644 1863 0 0 1881 Flt Permitted Satd. Flow (perm) 0 1644 1863 0 0 1881 Link Speed (mph) 30 35 35 Link Distance (ft) 709 273 1105 Travel Time (s) 16.1 5.3 21.5 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 0% 0% 2% 0% 0% 1% Adj. Flow (vph) 0 170 642 0 0 1055 Shared Lane Traffic (%) Lane Group Flow (vph) 0 170 642 0 0 1055 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 56.6% ICU Level of Service B Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak PM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 04/19/2019 17000360A_PMNB Synchro 10 Report Page 5 Intersection Int Delay, s/veh 1.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 163 616 0 0 1013 Future Vol, veh/h 0 163 616 0 0 1013 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 0 02001 Mvmt Flow 0 170 642 0 0 1055 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 642 0 - - - Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.2 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.3 ---- Pot Cap-1 Maneuver 0 478 - 0 0 - Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - 478 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 16.6 0 0 HCM LOS C Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 478 - HCM Lane V/C Ratio - 0.355 - HCM Control Delay (s) - 16.6 - HCM Lane LOS - C - HCM 95th %tile Q(veh) - 1.6 - Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak PM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)04/19/2019 17000360A_PMNB Synchro 10 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph) 32 0 281 0000774238164584169 Future Volume (vph) 32 0 281 0000774238164584169 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 16 12 12 12 12 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 0.850 0.968 0.966 Flt Protected 0.950 0.950 Satd. Flow (prot) 1805 0 1599 00002044 0 1787 1807 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1805 0 1599 00002044 0 1787 1807 0 Link Speed (mph) 35 35 35 35 Link Distance (ft) 153 463 273 308 Travel Time (s) 3.0 9.0 5.3 6.0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 0% 0% 1% 0% 0% 0% 0% 2% 2% 1% 2% 0% Adj. Flow (vph) 33 0 287 0000790243167596172 Shared Lane Traffic (%) Lane Group Flow (vph) 33 0 287 00001033 0 167 768 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 36 12 12 12 Link Offset(ft) 0 26 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 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 79.3% ICU Level of Service D Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak PM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)04/19/2019 17000360A_PMNB Synchro 10 Report Page 7 Intersection Int Delay, s/veh 7.4 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 32 0 281 0000774238164584169 Future Vol, veh/h 32 0 281 0000774238164584169 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - Free - - None Storage Length - - 0 ------0-- Veh in Median Storage, # - 0 - - 17747 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98 Heavy Vehicles, % 0 01000022120 Mvmt Flow 33 0 287 0000790243167596172 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1806 - 790 - 0 - 790 0 0 Stage 1 790 - ------- Stage 2 1016 - ------- Critical Hdwy 6.4 - 6.21 - - - 4.11 - - Critical Hdwy Stg 1 5.4 - ------- Critical Hdwy Stg 2 5.4 - ------- Follow-up Hdwy 3.5 - 3.309 - - - 2.209 - - Pot Cap-1 Maneuver 88 0 392 0 - 0 835 - - Stage 1 451 0 - 0 - 0 - - - Stage 2 353 0 - 0 - 0 - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 70 0 392 - - - 835 - - Mov Cap-2 Maneuver 70 0 ------- Stage 1 451 0 ------- Stage 2 282 0 ------- Approach NB SE NW HCM Control Delay, s 41.6 0 1.9 HCM LOS E Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h) 70 392 835 - - - HCM Lane V/C Ratio 0.466 0.731 0.2 - - - HCM Control Delay (s) 95.1 35.5 10.4 - - - HCM Lane LOS F E B - - - HCM 95th %tile Q(veh) 1.9 5.7 0.7 - - - Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak PM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)04/19/2019 17000360A_PMNB Synchro 10 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph) 808 201 408 647 5 110 Future Volume (vph) 808 201 408 647 5 110 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 0.973 0.871 Flt Protected 0.950 0.998 Satd. Flow (prot) 1830 0 1787 1863 1652 0 Flt Permitted 0.950 0.998 Satd. Flow (perm) 1830 0 1787 1863 1652 0 Link Speed (mph) 35 35 30 Link Distance (ft) 94 308 121 Travel Time (s) 1.8 6.0 2.8 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 1% 1% 1% 2% 0% 0% Adj. Flow (vph) 842 209 425 674 5 115 Shared Lane Traffic (%) Lane Group Flow (vph) 1051 0 425 674 120 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 94.4% ICU Level of Service F Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak PM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)04/19/2019 17000360A_PMNB Synchro 10 Report Page 9 Intersection Int Delay, s/veh 8.2 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 808 201 408 647 5 110 Future Vol, veh/h 808 201 408 647 5 110 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 1 11200 Mvmt Flow 842 209 425 674 5 115 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1051 0 2471 947 Stage 1 - - - - 947 - Stage 2 - - - - 1524 - Critical Hdwy - - 4.11 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.209 - 3.5 3.3 Pot Cap-1 Maneuver - - 666 - 34 319 Stage 1 - - - - 380 - Stage 2 - - - - 201 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 666 - 12 319 Mov Cap-2 Maneuver - - - - 12 - Stage 1 - - - - 380 - Stage 2 - - - - 73 - Approach NB SB SW HCM Control Delay, s 0 7.5 85.7 HCM LOS F Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h) - - 666 - 151 HCM Lane V/C Ratio - - 0.638 - 0.793 HCM Control Delay (s) - - 19.4 - 85.7 HCM Lane LOS - - C - F HCM 95th %tile Q(veh) - - 4.6 - 5 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak PM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)04/19/2019 17000360A_PMNB Synchro 10 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 5 972 610 42 37 286 Future Volume (vph) 5 972 610 42 37 286 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 0.991 0.880 Flt Protected 0.994 Satd. Flow (prot) 0 1881 1865 0 1662 0 Flt Permitted 0.994 Satd. Flow (perm) 0 1881 1865 0 1662 0 Link Speed (mph) 35 35 30 Link Distance (ft) 158 94 136 Travel Time (s) 3.1 1.8 3.1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 1% 1% 0% 0% 0% Adj. Flow (vph) 5 1023 642 44 39 301 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1028 686 0 340 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 81.5% ICU Level of Service D Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak PM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)04/19/2019 17000360A_PMNB Synchro 10 Report Page 11 Intersection Int Delay, s/veh 15.6 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 5 972 610 42 37 286 Future Vol, veh/h 5 972 610 42 37 286 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 11000 Mvmt Flow 5 1023 642 44 39 301 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 686 0 - 0 1697 664 Stage 1 - - - - 664 - Stage 2 - - - - 1033 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 917 - - - 103 464 Stage 1 - - - - 516 - Stage 2 - - - - 346 - Platoon blocked, % - - - Mov Cap-1 Maneuver 917 - - - 102 464 Mov Cap-2 Maneuver - - - - 102 - Stage 1 - - - - 509 - Stage 2 - - - - 346 - Approach NB SB NE HCM Control Delay, s 0 0 94.2 HCM LOS F Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h) 330 917 - - - HCM Lane V/C Ratio 1.03 0.006 - - - HCM Control Delay (s) 94.2 8.9 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 11.9 0 - - - Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak PM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)04/19/2019 17000360A_PMNB Synchro 10 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 36 936 815 61 43 39 Future Volume (vph) 36 936 815 61 43 39 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 100 0 200 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1805 1881 1881 1583 1770 1615 Flt Permitted 0.245 0.950 Satd. Flow (perm) 466 1881 1881 1583 1770 1615 Right Turn on Red Yes Yes Satd. Flow (RTOR) 14 41 Link Speed (mph) 35 35 30 Link Distance (ft) 362 553 354 Travel Time (s) 7.1 10.8 8.0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 0% 1% 1% 2% 2% 0% Adj. Flow (vph) 38 975 849 64 45 41 Shared Lane Traffic (%) Lane Group Flow (vph) 38 975 849 64 45 41 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 17 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 210022 Detector Template Leading Detector (ft) 83 6 0 0 83 83 Trailing Detector (ft) -5 0 0 0 -5 -5 Detector 1 Position(ft) -5 0 0 0 -5 -5 Detector 1 Size(ft) 40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 43 Detector 2 Size(ft) 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA Free Prot Perm Protected Phases 5 2 6 3 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak PM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)04/19/2019 17000360A_PMNB Synchro 10 Report Page 13 Lane Group NBL NBT SBT SBR NEL NER Permitted Phases 2 Free 3 Detector Phase 5 2 6 3 3 Switch Phase Minimum Initial (s) 3.0 10.0 10.0 5.0 5.0 Minimum Split (s) 9.0 16.0 16.0 10.0 10.0 Total Split (s) 20.0 65.0 45.0 35.0 35.0 Total Split (%) 20.0% 65.0% 45.0% 35.0% 35.0% Maximum Green (s) 14.0 59.0 39.0 30.0 30.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Recall Mode None C-Max C-Max None None Act Effct Green (s) 83.8 85.0 78.2 100.0 7.2 7.2 Actuated g/C Ratio 0.84 0.85 0.78 1.00 0.07 0.07 v/c Ratio 0.08 0.61 0.58 0.04 0.35 0.27 Control Delay 2.6 5.3 8.8 0.0 51.0 17.8 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 Total Delay 2.6 5.4 8.8 0.0 51.0 17.8 LOS AAAADB Approach Delay 5.3 8.2 35.2 Approach LOS A A D Queue Length 50th (ft) 3 139 247 0 28 0 Queue Length 95th (ft) m9 317 415 0 62 32 Internal Link Dist (ft) 282 473 274 Turn Bay Length (ft) 100 100 200 Base Capacity (vph) 577 1598 1471 1583 531 513 Starvation Cap Reductn 0 51 0000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.07 0.63 0.58 0.04 0.08 0.08 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay: 7.9 Intersection LOS: A Intersection Capacity Utilization 62.6% ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak PM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)04/19/2019 17000360A_PMNB Synchro 10 Report Page 14 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak PM Highway Hour 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 04/19/2019 17000360A_PMNB Synchro 10 Report Page 15 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 972 780 74 Future Volume (vph) 0 0 0 972 780 74 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.988 Flt Protected Satd. Flow (prot) 0 0 0 1881 1860 0 Flt Permitted Satd. Flow (perm) 0 0 0 1881 1860 0 Link Speed (mph) 30 35 35 Link Distance (ft) 297 278 362 Travel Time (s) 6.8 5.4 7.1 Confl. Peds. (#/hr) 10 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 0% 0% 0% 1% 1% 0% Adj. Flow (vph) 0 0 0 992 796 76 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 992 872 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 54.5% ICU Level of Service A Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/19/2019 17000360A_PMNB Synchro 10 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 42 5 37 101 11 392 42 538 79 127 647 5 Future Volume (vph) 42 5 37 101 11 392 42 538 79 127 647 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 50 100 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft) 25 25 50 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 0.868 0.850 0.981 0.999 Flt Protected 0.950 0.957 0.950 0.950 Satd. Flow (prot) 1805 1649 0 0 1802 1583 1805 1845 0 1770 1879 0 Flt Permitted 0.950 0.957 0.307 0.258 Satd. Flow (perm) 1805 1649 0 0 1802 1583 583 1845 0 481 1879 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 37 396 7 Link Speed (mph) 30 30 35 35 Link Distance (ft) 298 262 413 278 Travel Time (s) 6.8 6.0 8.0 5.4 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles (%) 0% 0% 0% 1% 0% 2% 0% 1% 1% 2% 1% 0% Adj. Flow (vph) 42 5 37 102 11 396 42 543 80 128 654 5 Shared Lane Traffic (%) Lane Group Flow (vph) 42 42 0 0 113 396 42 623 0 128 659 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 0 12 12 Link Offset(ft)0000 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 Number of Detectors 2 2 12121 21 Detector Template Left Leading Detector (ft) 83 83 20 115 35 83 6 83 6 Trailing Detector (ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Position(ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Size(ft) 40 40 20 40 40 40 6 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 75 43 43 Detector 2 Size(ft) 40 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA Protected Phases 3 3 4 4 5 2 1 6 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/19/2019 17000360A_PMNB Synchro 10 Report Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 3 3 44452 16 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0 Minimum Split (s) 10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0 Total Split (s) 35.0 35.0 20.0 20.0 20.0 15.0 30.0 15.0 30.0 Total Split (%) 35.0% 35.0% 20.0% 20.0% 20.0% 15.0% 30.0% 15.0% 30.0% Maximum Green (s) 30.0 30.0 14.0 14.0 14.0 9.0 24.0 9.0 24.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 0.2 0.2 0.2 2.0 2.0 2.0 2.0 Recall Mode None None None None None None C-Max None C-Max Walk Time (s) 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 7.0 7.0 9.5 9.5 59.9 54.4 67.1 61.3 Actuated g/C Ratio 0.07 0.07 0.10 0.10 0.60 0.54 0.67 0.61 v/c Ratio 0.33 0.28 0.66 0.78 0.10 0.62 0.30 0.57 Control Delay 50.8 21.3 60.8 15.7 8.4 22.2 5.6 11.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.8 21.3 60.8 15.7 8.4 22.2 5.6 11.0 LOS D C E B A C A B Approach Delay 36.0 25.7 21.3 10.1 Approach LOS D C C B Queue Length 50th (ft) 26 3 71 0 8 259 12 125 Queue Length 95th (ft) 59 35 120 88 25 #551 23 486 Internal Link Dist (ft) 218 182 333 198 Turn Bay Length (ft) 50 100 250 Base Capacity (vph) 541 520 258 566 479 1007 449 1151 Starvation Cap Reductn 0 0 0000 00 Spillback Cap Reductn 0 0 0000 00 Storage Cap Reductn 0 0 0000 00 Reduced v/c Ratio 0.08 0.08 0.44 0.70 0.09 0.62 0.29 0.57 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 18.7 Intersection LOS: B Intersection Capacity Utilization 75.7% ICU Level of Service D Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/19/2019 17000360A_PMNB Synchro 10 Report Page 18 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak PM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 04/19/2019 17000360A_PMNB Synchro 10 Report Page 19 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph) 16 0 0 67 91 6 Future Volume (vph) 16 0 0 67 91 6 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 0.992 Flt Protected 0.950 Satd. Flow (prot) 1805 0 0 1900 1885 0 Flt Permitted 0.950 Satd. Flow (perm) 1805 0 0 1900 1885 0 Link Speed (mph) 30 30 30 Link Distance (ft) 271 369 263 Travel Time (s) 6.2 8.4 6.0 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% Adj. Flow (vph) 19 0 0 80 108 7 Shared Lane Traffic (%) Lane Group Flow (vph) 19 0 0 80 115 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 15.2% ICU Level of Service A Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak PM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 04/19/2019 17000360A_PMNB Synchro 10 Report Page 20 Intersection Int Delay, s/veh 0.9 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 16 0 0 67 91 6 Future Vol, veh/h 16 0 0 67 91 6 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 0 00000 Mvmt Flow 19 0 0 80 108 7 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 192 112 115 0 - 0 Stage 1 112 ----- Stage 2 80 ----- Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 801 947 1487 - - - Stage 1 918 ----- Stage 2 948 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 801 947 1487 - - - Mov Cap-2 Maneuver 801 ----- Stage 1 918 ----- Stage 2 948 ----- Approach SE NE SW HCM Control Delay, s 9.6 0 0 HCM LOS A Minor Lane/Major Mvmt NEL NETSELn1 SWT SWR Capacity (veh/h) 1487 - 801 - - HCM Lane V/C Ratio - - 0.024 - - HCM Control Delay (s) 0 - 9.6 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0.1 - - Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak PM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 04/19/2019 17000360A_PMNB Synchro 10 Report Page 21 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 51 136 465 51 105 470 Future Volume (vph) 51 136 465 51 105 470 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -3% -1% 0% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.902 0.987 Flt Protected 0.986 0.991 Satd. Flow (prot) 1706 0 1851 0 0 1853 Flt Permitted 0.986 0.991 Satd. Flow (perm) 1706 0 1851 0 0 1853 Link Speed (mph) 30 35 35 Link Distance (ft) 838 844 1802 Travel Time (s) 19.0 16.4 35.1 Confl. Peds. (#/hr) 1 1 1 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 2% 0% 2% 0% 0% 2% Adj. Flow (vph) 53 140 479 53 108 485 Shared Lane Traffic (%) Lane Group Flow (vph) 193 0 532 0 0 593 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 79.5% ICU Level of Service D Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak PM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 04/19/2019 17000360A_PMNB Synchro 10 Report Page 22 Intersection Int Delay, s/veh 4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 51 136 465 51 105 470 Future Vol, veh/h 51 136 465 51 105 470 Conflicting Peds, #/hr 1 10110 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % -3 - -1 - - 0 Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 2 02002 Mvmt Flow 53 140 479 53 108 485 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1209 508 0 0 533 0 Stage 1 507 ----- Stage 2 702 ----- Critical Hdwy 5.82 5.9 - - 4.1 - Critical Hdwy Stg 1 4.82 ----- Critical Hdwy Stg 2 4.82 ----- Follow-up Hdwy 3.518 3.3 - - 2.2 - Pot Cap-1 Maneuver 247 593 - - 1045 - Stage 1 658 ----- Stage 2 552 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 211 592 - - 1044 - Mov Cap-2 Maneuver 211 ----- Stage 1 657 ----- Stage 2 473 ----- Approach WB NB SB HCM Control Delay, s 22.3 0 1.6 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 397 1044 - HCM Lane V/C Ratio - - 0.486 0.104 - HCM Control Delay (s) - - 22.3 8.8 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 2.6 0.3 - Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak PM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 04/19/2019 17000360A_PMNB Synchro 10 Report Page 23 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 66 70 77 533 476 84 Future Volume (vph) 66 70 77 533 476 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 15 15 12 12 12 12 Grade (%) 0% 1% -1% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.931 0.980 Flt Protected 0.976 0.994 Satd. Flow (prot) 1880 0 0 1847 1850 0 Flt Permitted 0.976 0.994 Satd. Flow (perm) 1880 0 0 1847 1850 0 Link Speed (mph) 30 35 35 Link Distance (ft) 470 561 698 Travel Time (s) 10.7 10.9 13.6 Confl. Peds. (#/hr) 2 2 2 2 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 0% 2% 0% 2% 1% 2% Adj. Flow (vph) 67 71 79 544 486 86 Shared Lane Traffic (%) Lane Group Flow (vph) 138 0 0 623 572 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 15 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 1.01 1.01 0.99 0.99 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 80.9% ICU Level of Service D Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak PM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 04/19/2019 17000360A_PMNB Synchro 10 Report Page 24 Intersection Int Delay, s/veh 3.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 66 70 77 533 476 84 Future Vol, veh/h 66 70 77 533 476 84 Conflicting Peds, #/hr 2 22002 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 1 -1 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 0 20212 Mvmt Flow 67 71 79 544 486 86 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1235 533 574 0 - 0 Stage 1 531 ----- Stage 2 704 ----- Critical Hdwy 6.4 6.22 4.1 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.318 2.2 - - - Pot Cap-1 Maneuver 197 547 1009 - - - Stage 1 594 ----- Stage 2 494 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 174 545 1007 - - - Mov Cap-2 Maneuver 174 ----- Stage 1 526 ----- Stage 2 493 ----- Approach EB NB SB HCM Control Delay, s 32 1.1 0 HCM LOS D Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 1007 - 268 - - HCM Lane V/C Ratio 0.078 - 0.518 - - HCM Control Delay (s) 8.9 0 32 - - HCM Lane LOS A A D - - HCM 95th %tile Q(veh) 0.3 - 2.8 - - Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak PM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 04/19/2019 17000360A_PMNB Synchro 10 Report Page 25 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 11 222 90 5 238 164 Future Volume (vph) 11 222 90 5 238 164 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 13 13 11 11 12 12 Grade (%) 0% -1% -3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.872 0.992 Flt Protected 0.998 0.971 Satd. Flow (prot) 1693 0 1814 0 0 1847 Flt Permitted 0.998 0.971 Satd. Flow (perm) 1693 0 1814 0 0 1847 Link Speed (mph) 30 30 30 Link Distance (ft) 73 545 349 Travel Time (s) 1.7 12.4 7.9 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 0% 1% 1% 0% 1% 2% Adj. Flow (vph) 13 252 102 6 270 186 Shared Lane Traffic (%) Lane Group Flow (vph) 265 0 108 0 0 456 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 13 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.04 1.04 0.98 0.98 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 49.5% ICU Level of Service A Analysis Period (min) 15 Year 2025 No-Build (Sensitivity) Traffic Volumes Weekday Peak PM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 04/19/2019 17000360A_PMNB Synchro 10 Report Page 26 Intersection Int Delay, s/veh 6.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 11 222 90 5 238 164 Future Vol, veh/h 11 222 90 5 238 164 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - -1 - - -3 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 0 11012 Mvmt Flow 13 252 102 6 270 186 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 831 105 0 0 108 0 Stage 1 105 ----- Stage 2 726 ----- Critical Hdwy 6.4 6.21 - - 4.11 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.309 - - 2.209 - Pot Cap-1 Maneuver 342 952 - - 1489 - Stage 1 924 ----- Stage 2 483 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 273 952 - - 1489 - Mov Cap-2 Maneuver 273 ----- Stage 1 924 ----- Stage 2 385 ----- Approach WB NB SB HCM Control Delay, s 11.1 0 4.7 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 852 1489 - HCM Lane V/C Ratio - - 0.311 0.182 - HCM Control Delay (s) - - 11.1 8 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 1.3 0.7 - Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/19/2019 17000360A_AMBD Synchro 10 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph) 232 722 550 155 148 143 Future Volume (vph) 232 722 550 155 148 143 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 12 11 13 11 12 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 0.97 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1662 1810 1749 1589 1662 1538 Flt Permitted 0.285 0.950 Satd. Flow (perm) 497 1810 1749 1542 1620 1538 Right Turn on Red Yes No Satd. Flow (RTOR) 172 Link Speed (mph) 35 35 30 Link Distance (ft) 377 343 799 Travel Time (s) 7.3 6.7 18.2 Confl. Peds. (#/hr) 10 10 10 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 258 802 611 172 164 159 Shared Lane Traffic (%) Lane Group Flow (vph) 258 802 611 172 164 159 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 211122 Detector Template Leading Detector (ft) 18 66 166 166 18 18 Trailing Detector (ft) -8 60 160 160 -8 -8 Detector 1 Position(ft) -8 60 160 160 -8 -8 Detector 1 Size(ft) 14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 12 12 12 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/19/2019 17000360A_AMBD Synchro 10 Report Page 2 Lane Group NBL NBT SBT SBR NEL NER Ø3 Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA pm+ov Prot pt+ov Protected Phases 122444 13 Permitted Phases 2 2 Detector Phase 122444 1 Switch Phase Minimum Initial (s) 5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s) 8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s) 13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%) 12.7% 40.2% 40.2% 20.6% 20.6% 26% Maximum Green (s) 10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s) 7.0 Flash Dont Walk (s) 16.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 50.0 36.0 36.0 46.7 10.7 23.7 Actuated g/C Ratio 0.72 0.52 0.52 0.67 0.15 0.34 v/c Ratio 0.48 0.86 0.68 0.16 0.65 0.30 Control Delay 6.2 27.1 17.8 0.8 40.1 18.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.2 27.1 17.8 0.8 40.1 18.6 LOS A C B A D B Approach Delay 22.0 14.1 29.5 Approach LOS C B C Queue Length 50th (ft) 24 273 178 0 67 49 Queue Length 95th (ft) 58 #558 332 11 124 93 Internal Link Dist (ft) 297 263 719 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 540 935 903 1205 381 500 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.48 0.86 0.68 0.14 0.43 0.32 Intersection Summary Area Type: Other Cycle Length: 102 Actuated Cycle Length: 69.7 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay: 20.3 Intersection LOS: C Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/19/2019 17000360A_AMBD Synchro 10 Report Page 3 Intersection Capacity Utilization 61.7% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 04/19/2019 17000360A_AMBD Synchro 10 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 295 637 0 0 919 Future Volume (vph) 0 295 637 0 0 919 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 0.865 Flt Protected Satd. Flow (prot) 0 1611 1792 0 0 1810 Flt Permitted Satd. Flow (perm) 0 1611 1792 0 0 1810 Link Speed (mph) 30 35 35 Link Distance (ft) 709 273 1105 Travel Time (s) 16.1 5.3 21.5 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 0% 2% 6% 0% 0% 5% Adj. Flow (vph) 0 307 664 0 0 957 Shared Lane Traffic (%) Lane Group Flow (vph) 0 307 664 0 0 957 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 58.5% ICU Level of Service B Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 04/19/2019 17000360A_AMBD Synchro 10 Report Page 5 Intersection Int Delay, s/veh 4.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 295 637 0 0 919 Future Vol, veh/h 0 295 637 0 0 919 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 0 26005 Mvmt Flow 0 307 664 0 0 957 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 664 0 - - - Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.22 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.318 ---- Pot Cap-1 Maneuver 0 461 - 0 0 - Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - 461 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 27.1 0 0 HCM LOS D Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 461 - HCM Lane V/C Ratio - 0.667 - HCM Control Delay (s) - 27.1 - HCM Lane LOS - D - HCM 95th %tile Q(veh) - 4.8 - Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)04/19/2019 17000360A_AMBD Synchro 10 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph) 32 0 253 0000681238302605164 Future Volume (vph) 32 0 253 0000681238302605164 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 16 12 12 12 12 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 0.850 0.965 0.968 Flt Protected 0.950 0.950 Satd. Flow (prot) 1570 0 1568 00001960 0 1752 1739 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1570 0 1568 00001960 0 1752 1739 0 Link Speed (mph) 35 35 35 35 Link Distance (ft) 153 463 273 308 Travel Time (s) 3.0 9.0 5.3 6.0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 15% 0% 3% 0% 0% 0% 0% 6% 6% 3% 6% 5% Adj. Flow (vph) 34 0 269 0000724253321644174 Shared Lane Traffic (%) Lane Group Flow (vph) 34 0 269 000097703218180 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) 36 12 12 12 Link Offset(ft) 0 26 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 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 80.4% ICU Level of Service D Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)04/19/2019 17000360A_AMBD Synchro 10 Report Page 7 Intersection Int Delay, s/veh 10.2 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 32 0 253 0000681238302605164 Future Vol, veh/h 32 0 253 0000681238302605164 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - Free - - None Storage Length - - 0 ------0-- Veh in Median Storage, # - 0 - - 17747 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 15 03000066365 Mvmt Flow 34 0 269 0000724253321644174 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2097 - 724 - 0 - 724 0 0 Stage 1 724 - ------- Stage 2 1373 - ------- Critical Hdwy 6.55 - 6.23 - - - 4.13 - - Critical Hdwy Stg 1 5.55 - ------- Critical Hdwy Stg 2 5.55 - ------- Follow-up Hdwy 3.635 - 3.327 - - - 2.227 - - Pot Cap-1 Maneuver 53 0 424 0 - 0 874 - - Stage 1 457 0 - 0 - 0 - - - Stage 2 220 0 - 0 - 0 - - - Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 34 0 424 - - - 874 - - Mov Cap-2 Maneuver ~ 34 0 ------- Stage 1 457 0 ------- Stage 2 139 0 ------- Approach NB SE NW HCM Control Delay, s 61.1 0 3.2 HCM LOS F Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h) 34 424 874 - - - HCM Lane V/C Ratio 1.001 0.635 0.368 - - - HCM Control Delay (s) $ 329.6 27.1 11.5 - - - HCM Lane LOS F D B - - - HCM 95th %tile Q(veh) 3.6 4.3 1.7 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)04/19/2019 17000360A_AMBD Synchro 10 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph) 856 271 307 627 5 216 Future Volume (vph) 856 271 307 627 5 216 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 0.968 0.868 Flt Protected 0.950 0.999 Satd. Flow (prot) 1768 0 1770 1810 1542 0 Flt Permitted 0.950 0.999 Satd. Flow (perm) 1768 0 1770 1810 1542 0 Link Speed (mph) 35 35 30 Link Distance (ft) 94 308 121 Travel Time (s) 1.8 6.0 2.8 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 5% 1% 2% 5% 0% 7% Adj. Flow (vph) 892 282 320 653 5 225 Shared Lane Traffic (%) Lane Group Flow (vph) 1174 0 320 653 230 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 102.2% ICU Level of Service G Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)04/19/2019 17000360A_AMBD Synchro 10 Report Page 9 Intersection Int Delay, s/veh 15.6 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 856 271 307 627 5 216 Future Vol, veh/h 856 271 307 627 5 216 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 5 12507 Mvmt Flow 892 282 320 653 5 225 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1174 0 2326 1033 Stage 1 - - - - 1033 - Stage 2 - - - - 1293 - Critical Hdwy - - 4.12 - 6.4 6.27 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.218 - 3.5 3.363 Pot Cap-1 Maneuver - - 595 - 42 276 Stage 1 - - - - 346 - Stage 2 - - - - 260 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 595 - 19 276 Mov Cap-2 Maneuver - - - - 19 - Stage 1 - - - - 346 - Stage 2 - - - - 120 - Approach NB SB SW HCM Control Delay, s 0 5.9 136.3 HCM LOS F Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h) - - 595 - 211 HCM Lane V/C Ratio - - 0.537 - 1.091 HCM Control Delay (s) - - 17.9 - 136.3 HCM Lane LOS - - C - F HCM 95th %tile Q(veh) - - 3.2 - 10.6 Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)04/19/2019 17000360A_AMBD Synchro 10 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 0 1085 611 21 42 253 Future Volume (vph) 0 1085 611 21 42 253 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 0.995 0.884 Flt Protected 0.993 Satd. Flow (prot) 0 1810 1787 0 1647 0 Flt Permitted 0.993 Satd. Flow (perm) 0 1810 1787 0 1647 0 Link Speed (mph) 35 35 30 Link Distance (ft) 158 94 136 Travel Time (s) 3.1 1.8 3.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 5% 6% 0% 3% 1% Adj. Flow (vph) 0 1179 664 23 46 275 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1179 687 0 321 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 81.7% ICU Level of Service D Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)04/19/2019 17000360A_AMBD Synchro 10 Report Page 11 Intersection Int Delay, s/veh 21.5 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 0 1085 611 21 42 253 Future Vol, veh/h 0 1085 611 21 42 253 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 56031 Mvmt Flow 0 1179 664 23 46 275 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 687 0 - 0 1855 676 Stage 1 - - - - 676 - Stage 2 - - - - 1179 - Critical Hdwy 4.1 - - - 6.43 6.21 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.2 - - - 3.527 3.309 Pot Cap-1 Maneuver 916 - - - 81 455 Stage 1 - - - - 503 - Stage 2 - - - - 291 - Platoon blocked, % - - - Mov Cap-1 Maneuver 916 - - - 81 455 Mov Cap-2 Maneuver - - - - 81 - Stage 1 - - - - 503 - Stage 2 - - - - 291 - Approach NB SB NE HCM Control Delay, s 0 0 146.3 HCM LOS F Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h) 275 916 - - - HCM Lane V/C Ratio 1.166 ---- HCM Control Delay (s) 146.3 0 - - - HCM Lane LOS F A - - - HCM 95th %tile Q(veh) 14.2 0 - - - Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)04/19/2019 17000360A_AMBD Synchro 10 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 35 989 843 27 94 64 Future Volume (vph) 35 989 843 27 94 64 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 100 0 200 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1641 1810 1810 1615 1787 1553 Flt Permitted 0.190 0.950 Satd. Flow (perm) 328 1810 1810 1615 1787 1553 Right Turn on Red Yes Yes Satd. Flow (RTOR) 6 69 Link Speed (mph) 35 35 30 Link Distance (ft) 362 553 354 Travel Time (s) 7.1 10.8 8.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor 93% 100% 100% 100% 100% 100% Heavy Vehicles (%) 10% 5% 5% 0% 1% 4% Adj. Flow (vph) 35 1063 906 29 101 69 Shared Lane Traffic (%) Lane Group Flow (vph) 35 1063 906 29 101 69 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 17 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 210022 Detector Template Leading Detector (ft) 83 6 0 0 83 83 Trailing Detector (ft) -5 0 0 0 -5 -5 Detector 1 Position(ft) -5 0 0 0 -5 -5 Detector 1 Size(ft) 40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 43 Detector 2 Size(ft) 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA Free Prot Perm Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)04/19/2019 17000360A_AMBD Synchro 10 Report Page 13 Lane Group NBL NBT SBT SBR NEL NER Protected Phases 5 2 6 3 Permitted Phases 2 Free 3 Detector Phase 5 2 6 3 3 Switch Phase Minimum Initial (s) 3.0 10.0 10.0 5.0 5.0 Minimum Split (s) 9.0 16.0 16.0 10.0 10.0 Total Split (s) 16.0 72.0 56.0 25.0 25.0 Total Split (%) 16.5% 74.2% 57.7% 25.8% 25.8% Maximum Green (s) 10.0 66.0 50.0 20.0 20.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Recall Mode None Max Max None None Act Effct Green (s) 69.1 70.3 63.5 87.3 9.3 9.3 Actuated g/C Ratio 0.79 0.81 0.73 1.00 0.11 0.11 v/c Ratio 0.10 0.73 0.69 0.02 0.53 0.30 Control Delay 3.6 10.0 14.2 0.0 46.6 12.9 Queue Delay 0.0 0.9 0.0 0.0 0.0 0.0 Total Delay 3.6 10.9 14.2 0.0 46.6 12.9 LOS ABBADB Approach Delay 10.7 13.8 33.0 Approach LOS B B C Queue Length 50th (ft) 4 257 319 0 53 0 Queue Length 95th (ft) 12 533 #599 0 102 37 Internal Link Dist (ft) 282 473 274 Turn Bay Length (ft) 100 100 200 Base Capacity (vph) 409 1457 1317 1615 409 409 Starvation Cap Reductn 0 167 0000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.09 0.82 0.69 0.02 0.25 0.17 Intersection Summary Area Type: Other Cycle Length: 97 Actuated Cycle Length: 87.3 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 13.7 Intersection LOS: B Intersection Capacity Utilization 66.4% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)04/19/2019 17000360A_AMBD Synchro 10 Report Page 14 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 04/19/2019 17000360A_AMBD Synchro 10 Report Page 15 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 1022 696 212 Future Volume (vph) 0 0 0 1022 696 212 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 0.969 Flt Protected Satd. Flow (prot) 0 0 0 1810 1748 0 Flt Permitted Satd. Flow (perm) 0 0 0 1810 1748 0 Link Speed (mph) 30 35 35 Link Distance (ft) 297 278 362 Travel Time (s) 6.8 5.4 7.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 0% 0% 5% 6% 3% Adj. Flow (vph) 0 0 0 1111 757 230 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 1111 987 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 57.1% ICU Level of Service B Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/19/2019 17000360A_AMBD Synchro 10 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 111 11 64 42 11 334 69 577 42 180 510 5 Future Volume (vph) 111 11 64 42 11 334 69 577 42 180 510 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 50 100 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft) 25 25 50 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 0.871 0.850 0.990 0.999 Flt Protected 0.950 0.962 0.950 0.950 Satd. Flow (prot) 1719 1587 0 0 1718 1482 1671 1813 0 1805 1841 0 Flt Permitted 0.950 0.962 0.355 0.147 Satd. Flow (perm) 1719 1587 0 0 1718 1482 625 1813 0 279 1841 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 67 348 2 Link Speed (mph) 30 30 35 35 Link Distance (ft) 298 262 413 278 Travel Time (s) 6.8 6.0 8.0 5.4 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 5% 0% 5% 8% 0% 9% 8% 4% 0% 0% 3% 13% Adj. Flow (vph) 116 11 67 44 11 348 72 601 44 188 531 5 Shared Lane Traffic (%) Lane Group Flow (vph) 116 78 0 0 55 348 72 645 0 188 536 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 0 12 12 Link Offset(ft)0000 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 Number of Detectors 2 2 12121 21 Detector Template Left Leading Detector (ft) 83 83 20 115 35 83 6 83 6 Trailing Detector (ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Position(ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Size(ft) 40 40 20 40 40 40 6 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 75 43 43 Detector 2 Size(ft) 40 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA Protected Phases 3 3 4 4 5 2 1 6 Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/19/2019 17000360A_AMBD Synchro 10 Report Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 3 3 44452 16 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0 Minimum Split (s) 10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0 Total Split (s) 65.0 65.0 26.0 26.0 26.0 16.0 41.0 16.0 41.0 Total Split (%) 43.9% 43.9% 17.6% 17.6% 17.6% 10.8% 27.7% 10.8% 27.7% Maximum Green (s) 60.0 60.0 20.0 20.0 20.0 10.0 35.0 10.0 35.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 0.2 0.2 0.2 2.0 2.0 2.0 2.0 Recall Mode None None None None None None Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 10.4 10.4 6.8 6.8 41.5 35.1 49.1 41.2 Actuated g/C Ratio 0.12 0.12 0.08 0.08 0.49 0.41 0.57 0.48 v/c Ratio 0.56 0.31 0.40 0.79 0.19 0.86 0.55 0.60 Control Delay 46.4 15.2 47.0 18.8 10.3 38.0 17.3 22.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.4 15.2 47.0 18.8 10.3 38.0 17.3 22.6 LOS DB DBBD BC Approach Delay 33.8 22.7 35.3 21.2 Approach LOS CCDC Queue Length 50th (ft) 58 5 29 0 14 295 39 203 Queue Length 95th (ft) 119 45 67 85 42 #615 110 412 Internal Link Dist (ft) 218 182 333 198 Turn Bay Length (ft) 50 100 250 Base Capacity (vph) 1212 1138 404 614 453 747 339 887 Starvation Cap Reductn 0 0 0000 00 Spillback Cap Reductn 0 0 0000 00 Storage Cap Reductn 0 0 0000 00 Reduced v/c Ratio 0.10 0.07 0.14 0.57 0.16 0.86 0.55 0.60 Intersection Summary Area Type: Other Cycle Length: 148 Actuated Cycle Length: 85.4 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay: 27.7 Intersection LOS: C Intersection Capacity Utilization 73.9% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/19/2019 17000360A_AMBD Synchro 10 Report Page 18 Queue shown is maximum after two cycles. Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 04/19/2019 17000360A_AMBD Synchro 10 Report Page 19 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph) 34 0 0 124 40 20 Future Volume (vph) 34 0 0 124 40 20 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 0.955 Flt Protected 0.950 Satd. Flow (prot) 1805 0 0 1863 1756 0 Flt Permitted 0.950 Satd. Flow (perm) 1805 0 0 1863 1756 0 Link Speed (mph) 30 30 30 Link Distance (ft) 271 369 263 Travel Time (s) 6.2 8.4 6.0 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%) 0% 0% 0% 2% 5% 0% Adj. Flow (vph) 43 0 0 155 50 25 Shared Lane Traffic (%) Lane Group Flow (vph) 43 0 0 155 75 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 16.5% ICU Level of Service A Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 04/19/2019 17000360A_AMBD Synchro 10 Report Page 20 Intersection Int Delay, s/veh 1.5 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 34 0 0 124 40 20 Future Vol, veh/h 34 0 0 124 40 20 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, % 0 00250 Mvmt Flow 43 0 0 155 50 25 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 218 63 75 0 - 0 Stage 1 63 ----- Stage 2 155 ----- Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 775 1007 1537 - - - Stage 1 965 ----- Stage 2 878 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 775 1007 1537 - - - Mov Cap-2 Maneuver 775 ----- Stage 1 965 ----- Stage 2 878 ----- Approach SE NE SW HCM Control Delay, s 9.9 0 0 HCM LOS A Minor Lane/Major Mvmt NEL NETSELn1 SWT SWR Capacity (veh/h) 1537 - 775 - - HCM Lane V/C Ratio - - 0.055 - - HCM Control Delay (s) 0 - 9.9 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0.2 - - Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 04/19/2019 17000360A_AMBD Synchro 10 Report Page 21 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 47 125 462 41 110 480 Future Volume (vph) 47 125 462 41 110 480 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -3% -1% 0% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.902 0.989 Flt Protected 0.986 0.991 Satd. Flow (prot) 1682 0 1810 0 0 1814 Flt Permitted 0.986 0.991 Satd. Flow (perm) 1682 0 1810 0 0 1814 Link Speed (mph) 30 35 35 Link Distance (ft) 838 844 1802 Travel Time (s) 19.0 16.4 35.1 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 2% 2% 4% 8% 3% 4% Adj. Flow (vph) 53 140 519 46 124 539 Shared Lane Traffic (%) Lane Group Flow (vph) 193 0 565 0 0 663 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 78.4% ICU Level of Service D Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 04/19/2019 17000360A_AMBD Synchro 10 Report Page 22 Intersection Int Delay, s/veh 4.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 47 125 462 41 110 480 Future Vol, veh/h 47 125 462 41 110 480 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % -3 - -1 - - 0 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 2 24834 Mvmt Flow 53 140 519 46 124 539 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1329 542 0 0 565 0 Stage 1 542 ----- Stage 2 787 ----- Critical Hdwy 5.82 5.92 - - 4.13 - Critical Hdwy Stg 1 4.82 ----- Critical Hdwy Stg 2 4.82 ----- Follow-up Hdwy 3.518 3.318 - - 2.227 - Pot Cap-1 Maneuver 213 565 - - 1002 - Stage 1 638 ----- Stage 2 511 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 175 565 - - 1002 - Mov Cap-2 Maneuver 175 ----- Stage 1 638 ----- Stage 2 421 ----- Approach WB NB SB HCM Control Delay, s 27.1 0 1.7 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 351 1002 - HCM Lane V/C Ratio - - 0.551 0.123 - HCM Control Delay (s) - - 27.1 9.1 0 HCM Lane LOS - - D A A HCM 95th %tile Q(veh) - - 3.2 0.4 - Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 04/19/2019 17000360A_AMBD Synchro 10 Report Page 23 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 72 86 119 629 564 111 Future Volume (vph) 72 86 119 629 564 111 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 15 15 12 12 12 12 Grade (%) 0% 1% -1% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.927 0.978 Flt Protected 0.978 0.992 Satd. Flow (prot) 1869 0 0 1809 1784 0 Flt Permitted 0.978 0.992 Satd. Flow (perm) 1869 0 0 1809 1784 0 Link Speed (mph) 30 35 35 Link Distance (ft) 470 561 698 Travel Time (s) 10.7 10.9 13.6 Confl. Peds. (#/hr) 1 1 1 1 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles (%) 3% 0% 2% 4% 4% 8% Adj. Flow (vph) 86 102 142 749 671 132 Shared Lane Traffic (%) Lane Group Flow (vph) 188 0 0 891 803 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 15 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 1.01 1.01 0.99 0.99 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 95.6% ICU Level of Service F Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 04/19/2019 17000360A_AMBD Synchro 10 Report Page 24 Intersection Int Delay, s/veh 37 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 72 86 119 629 564 111 Future Vol, veh/h 72 86 119 629 564 111 Conflicting Peds, #/hr 1 11001 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 1 -1 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 3 02448 Mvmt Flow 86 102 142 749 671 132 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1772 739 804 0 - 0 Stage 1 738 ----- Stage 2 1034 ----- Critical Hdwy 6.43 6.2 4.12 - - - Critical Hdwy Stg 1 5.43 ----- Critical Hdwy Stg 2 5.43 ----- Follow-up Hdwy 3.527 3.3 2.218 - - - Pot Cap-1 Maneuver 91 421 820 - - - Stage 1 471 ----- Stage 2 341 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver ~ 64 420 819 - - - Mov Cap-2 Maneuver ~ 64 ----- Stage 1 331 ----- Stage 2 341 ----- Approach EB NB SB HCM Control Delay, s$ 362.3 1.6 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 819 - 119 - - HCM Lane V/C Ratio 0.173 - 1.581 - - HCM Control Delay (s) 10.3 0$ 362.3 - - HCM Lane LOS B A F - - HCM 95th %tile Q(veh) 0.6 - 13.8 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 04/19/2019 17000360A_AMBD Synchro 10 Report Page 25 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 5 121 164 16 391 149 Future Volume (vph) 5 121 164 16 391 149 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 13 13 11 11 12 12 Grade (%) 0% -1% -3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.870 0.988 Flt Protected 0.998 0.965 Satd. Flow (prot) 1642 0 1744 0 0 1789 Flt Permitted 0.998 0.965 Satd. Flow (perm) 1642 0 1744 0 0 1789 Link Speed (mph) 30 30 30 Link Distance (ft) 73 545 349 Travel Time (s) 1.7 12.4 7.9 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%) 0% 4% 5% 0% 4% 4% Adj. Flow (vph) 6 151 205 20 489 186 Shared Lane Traffic (%) Lane Group Flow (vph) 157 0 225 0 0 675 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 13 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.04 1.04 0.98 0.98 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 56.9% ICU Level of Service B Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak AM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 04/19/2019 17000360A_AMBD Synchro 10 Report Page 26 Intersection Int Delay, s/veh 6.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 121 164 16 391 149 Future Vol, veh/h 5 121 164 16 391 149 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - -1 - - -3 Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, % 0 45044 Mvmt Flow 6 151 205 20 489 186 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1379 215 0 0 225 0 Stage 1 215 ----- Stage 2 1164 ----- Critical Hdwy 6.4 6.24 - - 4.14 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.336 - - 2.236 - Pot Cap-1 Maneuver 161 820 - - 1332 - Stage 1 826 ----- Stage 2 300 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 95 820 - - 1332 - Mov Cap-2 Maneuver 95 ----- Stage 1 826 ----- Stage 2 177 ----- Approach WB NB SB HCM Control Delay, s 12.6 0 6.7 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 629 1332 - HCM Lane V/C Ratio - - 0.25 0.367 - HCM Control Delay (s) - - 12.6 9.3 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 1 1.7 - Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/19/2019 17000360A_MIDBD Synchro 10 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph) 110 572 658 110 138 93 Future Volume (vph) 110 572 658 110 138 93 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 12 11 13 11 12 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1678 1776 1733 1451 1586 1509 Flt Permitted 0.240 0.950 Satd. Flow (perm) 424 1776 1733 1451 1586 1509 Right Turn on Red Yes No Satd. Flow (RTOR) 109 Link Speed (mph) 35 35 30 Link Distance (ft) 377 343 799 Travel Time (s) 7.3 6.7 18.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 4% 7% 6% 15% 10% 7% Adj. Flow (vph) 120 622 715 120 150 101 Shared Lane Traffic (%) Lane Group Flow (vph) 120 622 715 120 150 101 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 211122 Detector Template Leading Detector (ft) 18 66 166 166 18 18 Trailing Detector (ft) -8 60 160 160 -8 -8 Detector 1 Position(ft) -8 60 160 160 -8 -8 Detector 1 Size(ft) 14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 12 12 12 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA pm+ov Prot pt+ov Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/19/2019 17000360A_MIDBD Synchro 10 Report Page 2 Lane Group NBL NBT SBT SBR NEL NER Ø3 Protected Phases 122444 13 Permitted Phases 2 2 Detector Phase 122444 1 Switch Phase Minimum Initial (s) 5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s) 8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s) 13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%) 12.7% 40.2% 40.2% 20.6% 20.6% 26% Maximum Green (s) 10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s) 7.0 Flash Dont Walk (s) 16.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 45.9 36.1 36.1 51.4 10.3 19.0 Actuated g/C Ratio 0.70 0.55 0.55 0.79 0.16 0.29 v/c Ratio 0.28 0.63 0.74 0.10 0.60 0.23 Control Delay 4.6 14.5 18.5 0.7 36.2 18.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.6 14.5 18.5 0.7 36.2 18.6 LOS ABBADB Approach Delay 12.9 16.0 29.1 Approach LOS B B C Queue Length 50th (ft) 10 145 185 1 55 30 Queue Length 95th (ft) 28 314 #458 8 112 63 Internal Link Dist (ft) 297 263 719 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 523 984 960 1329 390 521 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.23 0.63 0.74 0.09 0.38 0.19 Intersection Summary Area Type: Other Cycle Length: 102 Actuated Cycle Length: 65.2 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.74 Intersection Signal Delay: 16.5 Intersection LOS: B Intersection Capacity Utilization 60.0% ICU Level of Service B Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/19/2019 17000360A_MIDBD Synchro 10 Report Page 3 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 2: KING STREET (120A) & SB OFF RAMP 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 168 560 0 0 839 Future Volume (vph) 0 168 560 0 0 839 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 0.865 Flt Protected Satd. Flow (prot) 0 1627 1759 0 0 1792 Flt Permitted Satd. Flow (perm) 0 1627 1759 0 0 1792 Link Speed (mph) 30 35 35 Link Distance (ft) 709 273 1105 Travel Time (s) 16.1 5.3 21.5 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 0% 1% 8% 0% 0% 6% Adj. Flow (vph) 0 181 602 0 0 902 Shared Lane Traffic (%) Lane Group Flow (vph) 0 181 602 0 0 902 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 47.5% ICU Level of Service A Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 2: KING STREET (120A) & SB OFF RAMP 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 5 Intersection Int Delay, s/veh 1.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 168 560 0 0 839 Future Vol, veh/h 0 168 560 0 0 839 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 0 18006 Mvmt Flow 0 181 602 0 0 902 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 602 0 - - - Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.21 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.309 ---- Pot Cap-1 Maneuver 0 501 - 0 0 - Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - 501 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 16.2 0 0 HCM LOS C Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 501 - HCM Lane V/C Ratio - 0.361 - HCM Control Delay (s) - 16.2 - HCM Lane LOS - C - HCM 95th %tile Q(veh) - 1.6 - Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)04/19/2019 17000360A_MIDBD Synchro 10 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph) 48 0 211 0000632207219512143 Future Volume (vph) 48 0 211 0000632207219512143 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 16 12 12 12 12 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 0.850 0.967 0.967 Flt Protected 0.950 0.950 Satd. Flow (prot) 1597 0 1524 00001960 0 1736 1735 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1597 0 1524 00001960 0 1736 1735 0 Link Speed (mph) 35 35 35 35 Link Distance (ft) 153 463 273 308 Travel Time (s) 3.0 9.0 5.3 6.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 13% 0% 6% 0% 0% 0% 0% 5% 10% 4% 7% 2% Adj. Flow (vph) 52 0 227 0000680223235551154 Shared Lane Traffic (%) Lane Group Flow (vph) 52 0 227 000090302357050 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) 36 12 12 12 Link Offset(ft) 0 26 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 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 71.3% ICU Level of Service C Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)04/19/2019 17000360A_MIDBD Synchro 10 Report Page 7 Intersection Int Delay, s/veh 8.5 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 48 0 211 0000632207219512143 Future Vol, veh/h 48 0 211 0000632207219512143 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - Free - - None Storage Length - - 0 ------0-- Veh in Median Storage, # - 0 - - 17747 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 13 060000510472 Mvmt Flow 52 0 227 0000680223235551154 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1778 - 680 - 0 - 680 0 0 Stage 1 680 - ------- Stage 2 1098 - ------- Critical Hdwy 6.53 - 6.26 - - - 4.14 - - Critical Hdwy Stg 1 5.53 - ------- Critical Hdwy Stg 2 5.53 - ------- Follow-up Hdwy 3.617 - 3.354 - - - 2.236 - - Pot Cap-1 Maneuver 85 0 444 0 - 0 903 - - Stage 1 483 0 - 0 - 0 - - - Stage 2 304 0 - 0 - 0 - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 63 0 444 - - - 903 - - Mov Cap-2 Maneuver 63 0 ------- Stage 1 483 0 ------- Stage 2 225 0 ------- Approach NB SE NW HCM Control Delay, s 49.3 0 2.6 HCM LOS E Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h) 63 444 903 - - - HCM Lane V/C Ratio 0.819 0.511 0.261 - - - HCM Control Delay (s) 172.2 21.3 10.4 - - - HCM Lane LOS F C B - - - HCM 95th %tile Q(veh) 3.7 2.8 1 - - - Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)04/19/2019 17000360A_MIDBD Synchro 10 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph) 754 186 376 467 5 120 Future Volume (vph) 754 186 376 467 5 120 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 0.973 0.870 Flt Protected 0.950 0.998 Satd. Flow (prot) 1771 0 1770 1743 1518 0 Flt Permitted 0.950 0.998 Satd. Flow (perm) 1771 0 1770 1743 1518 0 Link Speed (mph) 35 35 30 Link Distance (ft) 94 308 121 Travel Time (s) 1.8 6.0 2.8 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 5% 2% 2% 9% 0% 9% Adj. Flow (vph) 811 200 404 502 5 129 Shared Lane Traffic (%) Lane Group Flow (vph) 1011 0 404 502 134 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 89.5% ICU Level of Service E Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)04/19/2019 17000360A_MIDBD Synchro 10 Report Page 9 Intersection Int Delay, s/veh 6.9 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 754 186 376 467 5 120 Future Vol, veh/h 754 186 376 467 5 120 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 5 22909 Mvmt Flow 811 200 404 502 5 129 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1011 0 2221 911 Stage 1 - - - - 911 - Stage 2 - - - - 1310 - Critical Hdwy - - 4.12 - 6.4 6.29 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.218 - 3.5 3.381 Pot Cap-1 Maneuver - - 686 - 48 323 Stage 1 - - - - 395 - Stage 2 - - - - 255 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 686 - 20 323 Mov Cap-2 Maneuver - - - - 20 - Stage 1 - - - - 395 - Stage 2 - - - - 105 - Approach NB SB SW HCM Control Delay, s 0 7.8 53 HCM LOS F Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h) - - 686 - 201 HCM Lane V/C Ratio - - 0.589 - 0.669 HCM Control Delay (s) - - 17.5 - 53 HCM Lane LOS - - C - F HCM 95th %tile Q(veh) - - 3.9 - 4.1 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)04/19/2019 17000360A_MIDBD Synchro 10 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 5 908 451 21 32 206 Future Volume (vph) 5 908 451 21 32 206 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.994 0.883 Flt Protected 0.993 Satd. Flow (prot) 0 1810 1739 0 1615 0 Flt Permitted 0.993 Satd. Flow (perm) 0 1810 1739 0 1615 0 Link Speed (mph) 35 35 30 Link Distance (ft) 158 94 136 Travel Time (s) 3.1 1.8 3.1 Confl. Peds. (#/hr) 4 4 4 4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 0% 5% 9% 0% 4% 3% Adj. Flow (vph) 5 976 485 23 34 222 Shared Lane Traffic (%) Lane Group Flow (vph) 0 981 508 0 256 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 73.3% ICU Level of Service D Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)04/19/2019 17000360A_MIDBD Synchro 10 Report Page 11 Intersection Int Delay, s/veh 4.4 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 5 908 451 21 32 206 Future Vol, veh/h 5 908 451 21 32 206 Conflicting Peds, #/hr 4 00444 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 0 59043 Mvmt Flow 5 976 485 23 34 222 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 512 0 - 0 1491 505 Stage 1 - - - - 501 - Stage 2 - - - - 990 - Critical Hdwy 4.1 - - - 6.44 6.23 Critical Hdwy Stg 1 - - - - 5.44 - Critical Hdwy Stg 2 - - - - 5.44 - Follow-up Hdwy 2.2 - - - 3.536 3.327 Pot Cap-1 Maneuver 1064 - - - 135 565 Stage 1 - - - - 605 - Stage 2 - - - - 357 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1060 - - - 133 561 Mov Cap-2 Maneuver - - - - 133 - Stage 1 - - - - 597 - Stage 2 - - - - 356 - Approach NB SB NE HCM Control Delay, s 0 0 29.9 HCM LOS D Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h) 392 1060 - - - HCM Lane V/C Ratio 0.653 0.005 - - - HCM Control Delay (s) 29.9 8.4 0 - - HCM Lane LOS D A A - - HCM 95th %tile Q(veh) 4.5 0 - - - Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 6: ARBOR DRIVE & KING STREET (120A)04/19/2019 17000360A_MIDBD Synchro 10 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 43 960 577 59 36 42 Future Volume (vph) 43 960 577 59 36 42 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 100 0 200 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1805 1827 1845 1442 1641 1524 Flt Permitted 0.347 0.950 Satd. Flow (perm) 658 1827 1845 1407 1641 1524 Right Turn on Red Yes Yes Satd. Flow (RTOR) 19 45 Link Speed (mph) 35 35 30 Link Distance (ft) 362 553 354 Travel Time (s) 7.1 10.8 8.0 Confl. Peds. (#/hr) 9 9 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 0% 4% 3% 12% 10% 6% Adj. Flow (vph) 46 1021 614 63 38 45 Shared Lane Traffic (%) Lane Group Flow (vph) 46 1021 614 63 38 45 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 17 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 210022 Detector Template Leading Detector (ft) 83 6 0 0 83 83 Trailing Detector (ft) -5 0 0 0 -5 -5 Detector 1 Position(ft) -5 0 0 0 -5 -5 Detector 1 Size(ft) 40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 43 Detector 2 Size(ft) 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 6: ARBOR DRIVE & KING STREET (120A)04/19/2019 17000360A_MIDBD Synchro 10 Report Page 13 Lane Group NBL NBT SBT SBR NEL NER Turn Type pm+pt NA NA Free Prot Perm Protected Phases 5 2 6 3 Permitted Phases 2 Free 3 Detector Phase 5 2 6 3 3 Switch Phase Minimum Initial (s) 3.0 10.0 10.0 5.0 5.0 Minimum Split (s) 9.0 16.0 16.0 10.0 10.0 Total Split (s) 16.0 72.0 56.0 25.0 25.0 Total Split (%) 16.5% 74.2% 57.7% 25.8% 25.8% Maximum Green (s) 10.0 66.0 50.0 20.0 20.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Recall Mode None Max Max None None Act Effct Green (s) 68.9 70.1 63.3 84.6 6.6 6.6 Actuated g/C Ratio 0.81 0.83 0.75 1.00 0.08 0.08 v/c Ratio 0.08 0.67 0.44 0.04 0.30 0.28 Control Delay 2.4 7.0 7.6 0.1 42.2 16.3 Queue Delay 0.0 0.6 0.0 0.0 0.0 0.0 Total Delay 2.4 7.6 7.6 0.1 42.2 16.3 LOS AAAADB Approach Delay 7.4 6.9 28.2 Approach LOS A A C Queue Length 50th (ft) 4 184 144 0 19 0 Queue Length 95th (ft) 11 360 246 0 49 30 Internal Link Dist (ft) 282 473 274 Turn Bay Length (ft) 100 100 200 Base Capacity (vph) 671 1513 1380 1407 388 394 Starvation Cap Reductn 0 194 0000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.07 0.77 0.44 0.04 0.10 0.11 Intersection Summary Area Type: Other Cycle Length: 97 Actuated Cycle Length: 84.6 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.67 Intersection Signal Delay: 8.1 Intersection LOS: A Intersection Capacity Utilization 63.9% ICU Level of Service B Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 6: ARBOR DRIVE & KING STREET (120A)04/19/2019 17000360A_MIDBD Synchro 10 Report Page 14 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 15 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 1004 513 106 Future Volume (vph) 0 0 0 1004 513 106 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.977 Flt Protected Satd. Flow (prot) 0 0 0 1845 1805 0 Flt Permitted Satd. Flow (perm) 0 0 0 1845 1805 0 Link Speed (mph) 30 35 35 Link Distance (ft) 297 278 362 Travel Time (s) 6.8 5.4 7.1 Confl. Peds. (#/hr) 1 1 1 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 0% 0% 0% 3% 3% 2% Adj. Flow (vph) 0 0 0 1068 546 113 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 1068 659 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 159 11 85 79 11 360 48 485 48 101 407 5 Future Volume (vph) 159 11 85 79 11 360 48 485 48 101 407 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 50 100 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft) 25 25 50 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 Frt 0.867 0.850 0.987 0.998 Flt Protected 0.950 0.958 0.950 0.950 Satd. Flow (prot) 1703 1605 0 0 1804 1553 1719 1822 0 1787 1824 0 Flt Permitted 0.950 0.958 0.390 0.195 Satd. Flow (perm) 1703 1605 0 0 1804 1553 706 1822 0 367 1824 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 92 337 3 Link Speed (mph) 30 30 35 35 Link Distance (ft) 298 262 413 278 Travel Time (s) 6.8 6.0 8.0 5.4 Confl. Peds. (#/hr) 1 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 (%) 6% 0% 3% 1% 0% 4% 5% 3% 2% 1% 4% 0% Adj. Flow (vph) 173 12 92 86 12 391 52 527 52 110 442 5 Shared Lane Traffic (%) Lane Group Flow (vph) 173 104 0 0 98 391 52 579 0 110 447 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 0 12 12 Link Offset(ft)0000 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 Number of Detectors 2 2 12121 21 Detector Template Left Leading Detector (ft) 83 83 20 115 35 83 6 83 6 Trailing Detector (ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Position(ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Size(ft) 40 40 20 40 40 40 6 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 75 43 43 Detector 2 Size(ft) 40 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA Protected Phases 3 3 4 4 5 2 1 6 Permitted Phases 4 2 6 Detector Phase 3 3 44452 16 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0 Minimum Split (s) 10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0 Total Split (s) 65.0 65.0 26.0 26.0 26.0 16.0 41.0 16.0 41.0 Total Split (%) 43.9% 43.9% 17.6% 17.6% 17.6% 10.8% 27.7% 10.8% 27.7% Maximum Green (s) 60.0 60.0 20.0 20.0 20.0 10.0 35.0 10.0 35.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 0.2 0.2 0.2 2.0 2.0 2.0 2.0 Recall Mode None None None None None None Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 13.9 13.9 9.4 9.4 41.5 35.5 45.7 39.4 Actuated g/C Ratio 0.16 0.16 0.10 0.10 0.46 0.40 0.51 0.44 v/c Ratio 0.66 0.32 0.52 0.84 0.13 0.80 0.36 0.56 Control Delay 49.0 12.7 48.9 25.0 13.1 36.3 15.4 25.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.0 12.7 48.9 25.0 13.1 36.3 15.4 25.4 LOS DB DCBD BC Approach Delay 35.4 29.8 34.4 23.4 Approach LOS DCCC Queue Length 50th (ft) 90 6 53 28 12 269 26 182 Queue Length 95th (ft) 178 53 110 139 40 #616 74 383 Internal Link Dist (ft) 218 182 333 198 Turn Bay Length (ft) 50 100 250 Base Capacity (vph) 1155 1118 407 612 473 722 354 803 Starvation Cap Reductn 0 0 0000 00 Spillback Cap Reductn 0 0 0000 00 Storage Cap Reductn 0 0 0000 00 Reduced v/c Ratio 0.15 0.09 0.24 0.64 0.11 0.80 0.31 0.56 Intersection Summary Area Type: Other Cycle Length: 148 Actuated Cycle Length: 89.6 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 30.3 Intersection LOS: C Intersection Capacity Utilization 73.7% ICU Level of Service D Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 18 Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 9: ARBOR DRIVE & SITE DRIVEWAY 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 19 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph) 33 4 0 44 73 29 Future Volume (vph) 33 4 0 44 73 29 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.986 0.962 Flt Protected 0.957 Satd. Flow (prot) 1747 0 0 1810 1789 0 Flt Permitted 0.957 Satd. Flow (perm) 1747 0 0 1810 1789 0 Link Speed (mph) 30 30 30 Link Distance (ft) 271 369 263 Travel Time (s) 6.2 8.4 6.0 Confl. Peds. (#/hr) 33 34 34 33 Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 Heavy Vehicles (%) 0% 25% 0% 5% 3% 0% Adj. Flow (vph) 43 5 0 58 96 38 Shared Lane Traffic (%) Lane Group Flow (vph) 48 0 0 58 134 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 27.8% ICU Level of Service A Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 9: ARBOR DRIVE & SITE DRIVEWAY 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 20 Intersection Int Delay, s/veh 2.1 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 33 4 0 44 73 29 Future Vol, veh/h 33 4 0 44 73 29 Conflicting Peds, #/hr 33 34 34 0 0 33 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 76 76 76 76 76 76 Heavy Vehicles, % 0 25 0530 Mvmt Flow 43 5 0 58 96 38 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 240 183 168 0 - 0 Stage 1 149 ----- Stage 2 91 ----- Critical Hdwy 6.4 6.45 4.1 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.525 2.2 - - - Pot Cap-1 Maneuver 753 804 1422 - - - Stage 1 884 ----- Stage 2 938 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 706 753 1376 - - - Mov Cap-2 Maneuver 706 ----- Stage 1 856 ----- Stage 2 908 ----- Approach SE NE SW HCM Control Delay, s 10.4 0 0 HCM LOS B Minor Lane/Major Mvmt NEL NETSELn1 SWT SWR Capacity (veh/h) 1376 - 711 - - HCM Lane V/C Ratio - - 0.068 - - HCM Control Delay (s) 0 - 10.4 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.2 - - Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 10: King Street (NYS Route 120A) & Comley Avenue 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 21 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 38 80 439 38 73 439 Future Volume (vph) 38 80 439 38 73 439 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -3% -1% 0% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.909 0.989 Flt Protected 0.984 0.993 Satd. Flow (prot) 1671 0 1833 0 0 1819 Flt Permitted 0.984 0.993 Satd. Flow (perm) 1671 0 1833 0 0 1819 Link Speed (mph) 30 35 35 Link Distance (ft) 838 844 1802 Travel Time (s) 19.0 16.4 35.1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 8% 1% 3% 3% 2% 4% Adj. Flow (vph) 39 82 453 39 75 453 Shared Lane Traffic (%) Lane Group Flow (vph) 121 0 492 0 0 528 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 69.6% ICU Level of Service C Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 10: King Street (NYS Route 120A) & Comley Avenue 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 22 Intersection Int Delay, s/veh 2.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 38 80 439 38 73 439 Future Vol, veh/h 38 80 439 38 73 439 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % -3 - -1 - - 0 Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 8 13324 Mvmt Flow 39 82 453 39 75 453 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1076 473 0 0 492 0 Stage 1 473 ----- Stage 2 603 ----- Critical Hdwy 5.88 5.91 - - 4.12 - Critical Hdwy Stg 1 4.88 ----- Critical Hdwy Stg 2 4.88 ----- Follow-up Hdwy 3.572 3.309 - - 2.218 - Pot Cap-1 Maneuver 283 617 - - 1071 - Stage 1 665 ----- Stage 2 591 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 256 617 - - 1071 - Mov Cap-2 Maneuver 256 ----- Stage 1 665 ----- Stage 2 535 ----- Approach WB NB SB HCM Control Delay, s 16.9 0 1.2 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 424 1071 - HCM Lane V/C Ratio - - 0.287 0.07 - HCM Control Delay (s) - - 16.9 8.6 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 1.2 0.2 - Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 23 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 53 53 65 528 454 115 Future Volume (vph) 53 53 65 528 454 115 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 15 15 12 12 12 12 Grade (%) 0% 1% -1% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.932 0.973 Flt Protected 0.976 0.995 Satd. Flow (prot) 1728 0 0 1811 1797 0 Flt Permitted 0.976 0.995 Satd. Flow (perm) 1728 0 0 1811 1797 0 Link Speed (mph) 30 35 35 Link Distance (ft) 470 561 698 Travel Time (s) 10.7 10.9 13.6 Confl. Peds. (#/hr) 14 11 11 14 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles (%) 8% 12% 3% 4% 3% 5% Adj. Flow (vph) 65 65 80 652 560 142 Shared Lane Traffic (%) Lane Group Flow (vph) 130 0 0 732 702 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 15 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 1.01 1.01 0.99 0.99 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 81.3% ICU Level of Service D Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 24 Intersection Int Delay, s/veh 6.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 53 53 65 528 454 115 Future Vol, veh/h 53 53 65 528 454 115 Conflicting Peds, #/hr 14 11 11 0 0 14 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 1 -1 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, % 8 12 3435 Mvmt Flow 65 65 80 652 560 142 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1471 656 716 0 - 0 Stage 1 645 ----- Stage 2 826 ----- Critical Hdwy 6.48 6.32 4.13 - - - Critical Hdwy Stg 1 5.48 ----- Critical Hdwy Stg 2 5.48 ----- Follow-up Hdwy 3.572 3.408 2.227 - - - Pot Cap-1 Maneuver 136 448 880 - - - Stage 1 511 ----- Stage 2 420 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 112 436 865 - - - Mov Cap-2 Maneuver 112 ----- Stage 1 429 ----- Stage 2 413 ----- Approach EB NB SB HCM Control Delay, s 66.8 1.1 0 HCM LOS F Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 865 - 178 - - HCM Lane V/C Ratio 0.093 - 0.735 - - HCM Control Delay (s) 9.6 0 66.8 - - HCM Lane LOS A A F - - HCM 95th %tile Q(veh) 0.3 - 4.7 - - Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 25 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 5 153 106 5 257 169 Future Volume (vph) 5 153 106 5 257 169 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 13 13 11 11 12 12 Grade (%) 0% -1% -3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.870 0.994 Flt Protected 0.998 0.971 Satd. Flow (prot) 1582 0 1720 0 0 1750 Flt Permitted 0.998 0.971 Satd. Flow (perm) 1582 0 1720 0 0 1750 Link Speed (mph) 30 30 30 Link Distance (ft) 73 545 349 Travel Time (s) 1.7 12.4 7.9 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles (%) 0% 8% 7% 0% 7% 7% Adj. Flow (vph) 6 172 119 6 289 190 Shared Lane Traffic (%) Lane Group Flow (vph) 178 0 125 0 0 479 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 13 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.04 1.04 0.98 0.98 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 46.2% ICU Level of Service A Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak Midday Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 04/19/2019 17000360A_MIDBD Synchro 10 Report Page 26 Intersection Int Delay, s/veh 5.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 153 106 5 257 169 Future Vol, veh/h 5 153 106 5 257 169 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - -1 - - -3 Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 0 87077 Mvmt Flow 6 172 119 6 289 190 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 890 122 0 0 125 0 Stage 1 122 ----- Stage 2 768 ----- Critical Hdwy 6.4 6.28 - - 4.17 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.372 - - 2.263 - Pot Cap-1 Maneuver 316 913 - - 1431 - Stage 1 908 ----- Stage 2 461 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 245 913 - - 1431 - Mov Cap-2 Maneuver 245 ----- Stage 1 908 ----- Stage 2 357 ----- Approach WB NB SB HCM Control Delay, s 10.4 0 4.9 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 840 1431 - HCM Lane V/C Ratio - - 0.211 0.202 - HCM Control Delay (s) - - 10.4 8.2 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.8 0.8 - Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/19/2019 17000360A_PMBD Synchro 10 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph) 202 555 841 165 143 231 Future Volume (vph) 202 555 841 165 143 231 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 12 11 13 11 12 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 0.98 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1662 1810 1749 1589 1662 1538 Flt Permitted 0.111 0.950 Satd. Flow (perm) 194 1810 1749 1542 1621 1538 Right Turn on Red Yes No Satd. Flow (RTOR) 127 Link Speed (mph) 35 35 30 Link Distance (ft) 377 343 799 Travel Time (s) 7.3 6.7 18.2 Confl. Peds. (#/hr) 10 10 10 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 224 617 934 183 159 257 Shared Lane Traffic (%) Lane Group Flow (vph) 224 617 934 183 159 257 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 211122 Detector Template Leading Detector (ft) 18 66 166 166 18 18 Trailing Detector (ft) -8 60 160 160 -8 -8 Detector 1 Position(ft) -8 60 160 160 -8 -8 Detector 1 Size(ft) 14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 12 12 12 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/19/2019 17000360A_PMBD Synchro 10 Report Page 2 Lane Group NBL NBT SBT SBR NEL NER Ø3 Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA pm+ov Prot pt+ov Protected Phases 122444 13 Permitted Phases 2 2 Detector Phase 122444 1 Switch Phase Minimum Initial (s) 5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s) 8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s) 13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%) 12.7% 40.2% 40.2% 20.6% 20.6% 26% Maximum Green (s) 10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s) 7.0 Flash Dont Walk (s) 16.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) 49.2 36.1 36.1 48.4 12.3 24.3 Actuated g/C Ratio 0.70 0.51 0.51 0.69 0.17 0.34 v/c Ratio 0.65 0.67 1.04 0.17 0.55 0.48 Control Delay 20.9 18.1 63.0 1.3 34.4 21.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.9 18.1 63.0 1.3 34.4 21.4 LOS C B E A C C Approach Delay 18.8 52.9 26.3 Approach LOS B D C Queue Length 50th (ft) 37 193 ~464 5 65 86 Queue Length 95th (ft) #129 336 #725 17 120 148 Internal Link Dist (ft) 297 263 719 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 367 927 896 1185 378 529 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.61 0.67 1.04 0.15 0.42 0.49 Intersection Summary Area Type: Other Cycle Length: 102 Actuated Cycle Length: 70.5 Natural Cycle: 140 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.04 Intersection Signal Delay: 36.2 Intersection LOS: D Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 1: ANDERSON HILL ROAD & KING STREET (120A)04/19/2019 17000360A_PMBD Synchro 10 Report Page 3 Intersection Capacity Utilization 75.0% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 04/19/2019 17000360A_PMBD Synchro 10 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 163 620 0 0 1020 Future Volume (vph) 0 163 620 0 0 1020 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 0.865 Flt Protected Satd. Flow (prot) 0 1644 1863 0 0 1881 Flt Permitted Satd. Flow (perm) 0 1644 1863 0 0 1881 Link Speed (mph) 30 35 35 Link Distance (ft) 709 273 1105 Travel Time (s) 16.1 5.3 21.5 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 0% 0% 2% 0% 0% 1% Adj. Flow (vph) 0 170 646 0 0 1063 Shared Lane Traffic (%) Lane Group Flow (vph) 0 170 646 0 0 1063 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 57.0% ICU Level of Service B Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 2: KING STREET (120A) & SB OFF RAMP 04/19/2019 17000360A_PMBD Synchro 10 Report Page 5 Intersection Int Delay, s/veh 1.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 163 620 0 0 1020 Future Vol, veh/h 0 163 620 0 0 1020 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - 0 ---- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 0 02001 Mvmt Flow 0 170 646 0 0 1063 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 646 0 - - - Stage 1 ------ Stage 2 ------ Critical Hdwy - 6.2 ---- Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy - 3.3 ---- Pot Cap-1 Maneuver 0 475 - 0 0 - Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - 475 ---- Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SB HCM Control Delay, s 16.7 0 0 HCM LOS C Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 475 - HCM Lane V/C Ratio - 0.357 - HCM Control Delay (s) - 16.7 - HCM Lane LOS - C - HCM 95th %tile Q(veh) - 1.6 - Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)04/19/2019 17000360A_PMBD Synchro 10 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph) 32 0 286 0000781238166587169 Future Volume (vph) 32 0 286 0000781238166587169 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 16 12 12 12 12 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 0.850 0.968 0.967 Flt Protected 0.950 0.950 Satd. Flow (prot) 1805 0 1599 00002044 0 1787 1809 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1805 0 1599 00002044 0 1787 1809 0 Link Speed (mph) 35 35 35 35 Link Distance (ft) 153 463 273 308 Travel Time (s) 3.0 9.0 5.3 6.0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 0% 0% 1% 0% 0% 0% 0% 2% 2% 1% 2% 0% Adj. Flow (vph) 33 0 292 0000797243169599172 Shared Lane Traffic (%) Lane Group Flow (vph) 33 0 292 00001040 0 169 771 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 36 12 12 12 Link Offset(ft) 0 26 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 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 80.0% ICU Level of Service D Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 3: N. RIDGE STREET/NB ON/OFF RAMP & KING STREET (ROUTE 120A)/KING STREET (120A)04/19/2019 17000360A_PMBD Synchro 10 Report Page 7 Intersection Int Delay, s/veh 7.8 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 32 0 286 0000781238166587169 Future Vol, veh/h 32 0 286 0000781238166587169 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - Stop - - None - - Free - - None Storage Length - - 0 ------0-- Veh in Median Storage, # - 0 - - 17747 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98 Heavy Vehicles, % 0 01000022120 Mvmt Flow 33 0 292 0000797243169599172 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1820 - 797 - 0 - 797 0 0 Stage 1 797 - ------- Stage 2 1023 - ------- Critical Hdwy 6.4 - 6.21 - - - 4.11 - - Critical Hdwy Stg 1 5.4 - ------- Critical Hdwy Stg 2 5.4 - ------- Follow-up Hdwy 3.5 - 3.309 - - - 2.209 - - Pot Cap-1 Maneuver 86 0 388 0 - 0 829 - - Stage 1 447 0 - 0 - 0 - - - Stage 2 350 0 - 0 - 0 - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 68 0 388 - - - 829 - - Mov Cap-2 Maneuver 68 0 ------- Stage 1 447 0 ------- Stage 2 279 0 ------- Approach NB SE NW HCM Control Delay, s 43.8 0 1.9 HCM LOS E Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h) 68 388 829 - - - HCM Lane V/C Ratio 0.48 0.752 0.204 - - - HCM Control Delay (s) 99.5 37.6 10.5 - - - HCM Lane LOS F E B - - - HCM 95th %tile Q(veh) 1.9 6.1 0.8 - - - Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)04/19/2019 17000360A_PMBD Synchro 10 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph) 813 203 408 660 5 110 Future Volume (vph) 813 203 408 660 5 110 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 0.973 0.871 Flt Protected 0.950 0.998 Satd. Flow (prot) 1830 0 1787 1863 1652 0 Flt Permitted 0.950 0.998 Satd. Flow (perm) 1830 0 1787 1863 1652 0 Link Speed (mph) 35 35 30 Link Distance (ft) 94 308 121 Travel Time (s) 1.8 6.0 2.8 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 1% 1% 1% 2% 0% 0% Adj. Flow (vph) 847 211 425 688 5 115 Shared Lane Traffic (%) Lane Group Flow (vph) 1058 0 425 688 120 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 94.8% ICU Level of Service F Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)04/19/2019 17000360A_PMBD Synchro 10 Report Page 9 Intersection Int Delay, s/veh 8.1 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 813 203 408 660 5 110 Future Vol, veh/h 813 203 408 660 5 110 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 1 11200 Mvmt Flow 847 211 425 688 5 115 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1058 0 2491 953 Stage 1 - - - - 953 - Stage 2 - - - - 1538 - Critical Hdwy - - 4.11 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.209 - 3.5 3.3 Pot Cap-1 Maneuver - - 662 - 33 317 Stage 1 - - - - 378 - Stage 2 - - - - 197 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 662 - 12 317 Mov Cap-2 Maneuver - - - - 12 - Stage 1 - - - - 378 - Stage 2 - - - - 71 - Approach NB SB SW HCM Control Delay, s 0 7.5 85.7 HCM LOS F Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h) - - 662 - 151 HCM Lane V/C Ratio - - 0.642 - 0.793 HCM Control Delay (s) - - 19.7 - 85.7 HCM Lane LOS - - C - F HCM 95th %tile Q(veh) - - 4.7 - 5 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)04/19/2019 17000360A_PMBD Synchro 10 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 5 978 623 42 37 292 Future Volume (vph) 5 978 623 42 37 292 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 0.992 0.880 Flt Protected 0.994 Satd. Flow (prot) 0 1881 1867 0 1662 0 Flt Permitted 0.994 Satd. Flow (perm) 0 1881 1867 0 1662 0 Link Speed (mph) 35 35 30 Link Distance (ft) 158 94 136 Travel Time (s) 3.1 1.8 3.1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 1% 1% 0% 0% 0% Adj. Flow (vph) 5 1029 656 44 39 307 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1034 700 0 346 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 82.2% ICU Level of Service E Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)04/19/2019 17000360A_PMBD Synchro 10 Report Page 11 Intersection Int Delay, s/veh 17.7 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 5 978 623 42 37 292 Future Vol, veh/h 5 978 623 42 37 292 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 0 11000 Mvmt Flow 5 1029 656 44 39 307 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 700 0 - 0 1717 678 Stage 1 - - - - 678 - Stage 2 - - - - 1039 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 906 - - - 100 456 Stage 1 - - - - 508 - Stage 2 - - - - 344 - Platoon blocked, % - - - Mov Cap-1 Maneuver 906 - - - 99 456 Mov Cap-2 Maneuver - - - - 99 - Stage 1 - - - - 501 - Stage 2 - - - - 344 - Approach NB SB NE HCM Control Delay, s 0 0 106.3 HCM LOS F Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h) 324 906 - - - HCM Lane V/C Ratio 1.069 0.006 - - - HCM Control Delay (s) 106.3 9 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 12.9 0 - - - Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)04/19/2019 17000360A_PMBD Synchro 10 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 51 936 815 80 50 49 Future Volume (vph) 51 936 815 80 50 49 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 100 0 200 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1805 1881 1881 1583 1770 1615 Flt Permitted 0.237 0.950 Satd. Flow (perm) 450 1881 1881 1583 1770 1615 Right Turn on Red Yes Yes Satd. Flow (RTOR) 18 51 Link Speed (mph) 35 35 30 Link Distance (ft) 362 553 354 Travel Time (s) 7.1 10.8 8.0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 0% 1% 1% 2% 2% 0% Adj. Flow (vph) 53 975 849 83 52 51 Shared Lane Traffic (%) Lane Group Flow (vph) 53 975 849 83 52 51 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 17 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 210022 Detector Template Leading Detector (ft) 83 6 0 0 83 83 Trailing Detector (ft) -5 0 0 0 -5 -5 Detector 1 Position(ft) -5 0 0 0 -5 -5 Detector 1 Size(ft) 40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 43 Detector 2 Size(ft) 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA Free Prot Perm Protected Phases 5 2 6 3 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)04/19/2019 17000360A_PMBD Synchro 10 Report Page 13 Lane Group NBL NBT SBT SBR NEL NER Permitted Phases 2 Free 3 Detector Phase 5 2 6 3 3 Switch Phase Minimum Initial (s) 3.0 10.0 10.0 5.0 5.0 Minimum Split (s) 9.0 16.0 16.0 10.0 10.0 Total Split (s) 20.0 65.0 45.0 35.0 35.0 Total Split (%) 20.0% 65.0% 45.0% 35.0% 35.0% Maximum Green (s) 14.0 59.0 39.0 30.0 30.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Recall Mode None C-Max C-Max None None Act Effct Green (s) 83.4 84.6 75.6 100.0 7.6 7.6 Actuated g/C Ratio 0.83 0.85 0.76 1.00 0.08 0.08 v/c Ratio 0.12 0.61 0.60 0.05 0.39 0.30 Control Delay 2.8 5.5 10.1 0.1 51.7 16.9 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 Total Delay 2.8 5.5 10.1 0.1 51.7 16.9 LOS AABADB Approach Delay 5.4 9.2 34.5 Approach LOS A A C Queue Length 50th (ft) 4 139 253 0 32 0 Queue Length 95th (ft) m13 347 429 0 69 35 Internal Link Dist (ft) 282 473 274 Turn Bay Length (ft) 100 100 200 Base Capacity (vph) 565 1591 1421 1583 531 520 Starvation Cap Reductn 0 49 0000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.09 0.63 0.60 0.05 0.10 0.10 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay: 8.5 Intersection LOS: A Intersection Capacity Utilization 62.6% ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 6: ARBOR DRIVE & KING STREET (120A)04/19/2019 17000360A_PMBD Synchro 10 Report Page 14 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 04/19/2019 17000360A_PMBD Synchro 10 Report Page 15 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 987 789 74 Future Volume (vph) 0 0 0 987 789 74 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.988 Flt Protected Satd. Flow (prot) 0 0 0 1881 1860 0 Flt Permitted Satd. Flow (perm) 0 0 0 1881 1860 0 Link Speed (mph) 30 35 35 Link Distance (ft) 297 278 362 Travel Time (s) 6.8 5.4 7.1 Confl. Peds. (#/hr) 10 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 0% 0% 0% 1% 1% 0% Adj. Flow (vph) 0 0 0 1007 805 76 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 1007 881 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 55.3% ICU Level of Service B Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/19/2019 17000360A_PMBD Synchro 10 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 42 5 37 101 11 392 42 552 79 127 657 5 Future Volume (vph) 42 5 37 101 11 392 42 552 79 127 657 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 50 100 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft) 25 25 50 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 0.868 0.850 0.981 0.999 Flt Protected 0.950 0.957 0.950 0.950 Satd. Flow (prot) 1805 1649 0 0 1802 1583 1805 1845 0 1770 1879 0 Flt Permitted 0.950 0.957 0.299 0.248 Satd. Flow (perm) 1805 1649 0 0 1802 1583 568 1845 0 462 1879 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 37 396 7 Link Speed (mph) 30 30 35 35 Link Distance (ft) 298 262 413 278 Travel Time (s) 6.8 6.0 8.0 5.4 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles (%) 0% 0% 0% 1% 0% 2% 0% 1% 1% 2% 1% 0% Adj. Flow (vph) 42 5 37 102 11 396 42 558 80 128 664 5 Shared Lane Traffic (%) Lane Group Flow (vph) 42 42 0 0 113 396 42 638 0 128 669 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 0 12 12 Link Offset(ft)0000 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 Number of Detectors 2 2 12121 21 Detector Template Left Leading Detector (ft) 83 83 20 115 35 83 6 83 6 Trailing Detector (ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Position(ft) -5 -5 0 -5 -5 -5 0 -5 0 Detector 1 Size(ft) 40 40 20 40 40 40 6 40 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 75 43 43 Detector 2 Size(ft) 40 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0 Turn Type Split NA Split NA Perm pm+pt NA pm+pt NA Protected Phases 3 3 4 4 5 2 1 6 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/19/2019 17000360A_PMBD Synchro 10 Report Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 3 3 44452 16 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 3.0 10.0 3.0 10.0 Minimum Split (s) 10.0 10.0 11.0 11.0 11.0 9.0 16.0 9.0 16.0 Total Split (s) 35.0 35.0 20.0 20.0 20.0 15.0 30.0 15.0 30.0 Total Split (%) 35.0% 35.0% 20.0% 20.0% 20.0% 15.0% 30.0% 15.0% 30.0% Maximum Green (s) 30.0 30.0 14.0 14.0 14.0 9.0 24.0 9.0 24.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 2.0 2.0 0.2 0.2 0.2 2.0 2.0 2.0 2.0 Recall Mode None None None None None None C-Max None C-Max Walk Time (s) 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 12.0 12.0 12.0 12.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 7.0 7.0 9.5 9.5 59.9 54.4 67.1 61.3 Actuated g/C Ratio 0.07 0.07 0.10 0.10 0.60 0.54 0.67 0.61 v/c Ratio 0.33 0.28 0.66 0.78 0.10 0.63 0.31 0.58 Control Delay 50.8 21.3 60.8 15.7 8.4 22.6 5.8 10.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.8 21.3 60.8 15.7 8.4 22.6 5.8 10.9 LOS D C E B A C A B Approach Delay 36.0 25.7 21.7 10.1 Approach LOS D C C B Queue Length 50th (ft) 26 3 71 0 8 269 12 116 Queue Length 95th (ft) 59 35 120 88 25 #573 m23 479 Internal Link Dist (ft) 218 182 333 198 Turn Bay Length (ft) 50 100 250 Base Capacity (vph) 541 520 258 566 471 1007 438 1151 Starvation Cap Reductn 0 0 0000 00 Spillback Cap Reductn 0 0 0000 00 Storage Cap Reductn 0 0 0000 00 Reduced v/c Ratio 0.08 0.08 0.44 0.70 0.09 0.63 0.29 0.58 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 70 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 18.8 Intersection LOS: B Intersection Capacity Utilization 76.5% ICU Level of Service D Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 04/19/2019 17000360A_PMBD Synchro 10 Report Page 18 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 04/19/2019 17000360A_PMBD Synchro 10 Report Page 19 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph) 32 0 0 67 91 39 Future Volume (vph) 32 0 0 67 91 39 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 0.960 Flt Protected 0.950 Satd. Flow (prot) 1805 0 0 1900 1824 0 Flt Permitted 0.950 Satd. Flow (perm) 1805 0 0 1900 1824 0 Link Speed (mph) 30 30 30 Link Distance (ft) 271 369 263 Travel Time (s) 6.2 8.4 6.0 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% Adj. Flow (vph) 38 0 0 80 108 46 Shared Lane Traffic (%) Lane Group Flow (vph) 38 0 0 80 154 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 17.2% ICU Level of Service A Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 9: ARBOR DRIVE & SITE DRIVEWAY 04/19/2019 17000360A_PMBD Synchro 10 Report Page 20 Intersection Int Delay, s/veh 1.4 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 32 0 0 67 91 39 Future Vol, veh/h 32 0 0 67 91 39 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 84 84 84 84 84 84 Heavy Vehicles, % 0 00000 Mvmt Flow 38 0 0 80 108 46 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 211 131 154 0 - 0 Stage 1 131 ----- Stage 2 80 ----- Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 782 924 1439 - - - Stage 1 900 ----- Stage 2 948 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 782 924 1439 - - - Mov Cap-2 Maneuver 782 ----- Stage 1 900 ----- Stage 2 948 ----- Approach SE NE SW HCM Control Delay, s 9.8 0 0 HCM LOS A Minor Lane/Major Mvmt NEL NETSELn1 SWT SWR Capacity (veh/h) 1439 - 782 - - HCM Lane V/C Ratio - - 0.049 - - HCM Control Delay (s) 0 - 9.8 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0.2 - - Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 04/19/2019 17000360A_PMBD Synchro 10 Report Page 21 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 51 138 477 51 106 479 Future Volume (vph) 51 138 477 51 106 479 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -3% -1% 0% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.902 0.987 Flt Protected 0.987 0.991 Satd. Flow (prot) 1708 0 1851 0 0 1853 Flt Permitted 0.987 0.991 Satd. Flow (perm) 1708 0 1851 0 0 1853 Link Speed (mph) 30 35 35 Link Distance (ft) 838 844 1802 Travel Time (s) 19.0 16.4 35.1 Confl. Peds. (#/hr) 1 1 1 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 2% 0% 2% 0% 0% 2% Adj. Flow (vph) 53 142 492 53 109 494 Shared Lane Traffic (%) Lane Group Flow (vph) 195 0 545 0 0 603 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 80.7% ICU Level of Service D Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 10: King Street (NYS Route 120A) & Comley Avenue 04/19/2019 17000360A_PMBD Synchro 10 Report Page 22 Intersection Int Delay, s/veh 4.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 51 138 477 51 106 479 Future Vol, veh/h 51 138 477 51 106 479 Conflicting Peds, #/hr 1 10110 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % -3 - -1 - - 0 Peak Hour Factor 97 97 97 97 97 97 Heavy Vehicles, % 2 02002 Mvmt Flow 53 142 492 53 109 494 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1233 521 0 0 546 0 Stage 1 520 ----- Stage 2 713 ----- Critical Hdwy 5.82 5.9 - - 4.1 - Critical Hdwy Stg 1 4.82 ----- Critical Hdwy Stg 2 4.82 ----- Follow-up Hdwy 3.518 3.3 - - 2.2 - Pot Cap-1 Maneuver 240 584 - - 1033 - Stage 1 651 ----- Stage 2 547 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 204 583 - - 1032 - Mov Cap-2 Maneuver 204 ----- Stage 1 650 ----- Stage 2 467 ----- Approach WB NB SB HCM Control Delay, s 23.3 0 1.6 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 388 1032 - HCM Lane V/C Ratio - - 0.502 0.106 - HCM Control Delay (s) - - 23.3 8.9 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 2.7 0.4 - Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 04/19/2019 17000360A_PMBD Synchro 10 Report Page 23 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 68 70 77 544 482 85 Future Volume (vph) 68 70 77 544 482 85 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 15 15 12 12 12 12 Grade (%) 0% 1% -1% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.932 0.980 Flt Protected 0.976 0.994 Satd. Flow (prot) 1882 0 0 1847 1850 0 Flt Permitted 0.976 0.994 Satd. Flow (perm) 1882 0 0 1847 1850 0 Link Speed (mph) 30 35 35 Link Distance (ft) 470 561 698 Travel Time (s) 10.7 10.9 13.6 Confl. Peds. (#/hr) 2 2 2 2 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 0% 2% 0% 2% 1% 2% Adj. Flow (vph) 69 71 79 555 492 87 Shared Lane Traffic (%) Lane Group Flow (vph) 140 0 0 634 579 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 15 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 1.01 1.01 0.99 0.99 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 82.0% ICU Level of Service D Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 11: King Street (NYS Route 120A) & Betsy Brown Road 04/19/2019 17000360A_PMBD Synchro 10 Report Page 24 Intersection Int Delay, s/veh 4.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 68 70 77 544 482 85 Future Vol, veh/h 68 70 77 544 482 85 Conflicting Peds, #/hr 2 22002 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 1 -1 - Peak Hour Factor 98 98 98 98 98 98 Heavy Vehicles, % 0 20212 Mvmt Flow 69 71 79 555 492 87 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1253 540 581 0 - 0 Stage 1 538 ----- Stage 2 715 ----- Critical Hdwy 6.4 6.22 4.1 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.318 2.2 - - - Pot Cap-1 Maneuver 192 542 1003 - - - Stage 1 589 ----- Stage 2 488 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 169 540 1001 - - - Mov Cap-2 Maneuver 169 ----- Stage 1 521 ----- Stage 2 487 ----- Approach EB NB SB HCM Control Delay, s 34.3 1.1 0 HCM LOS D Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 1001 - 259 - - HCM Lane V/C Ratio 0.078 - 0.544 - - HCM Control Delay (s) 8.9 0 34.3 - - HCM Lane LOS A A D - - HCM 95th %tile Q(veh) 0.3 - 3 - - Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 04/19/2019 17000360A_PMBD Synchro 10 Report Page 25 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 11 228 90 5 240 164 Future Volume (vph) 11 228 90 5 240 164 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 13 13 11 11 12 12 Grade (%) 0% -1% -3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.871 0.992 Flt Protected 0.998 0.971 Satd. Flow (prot) 1691 0 1814 0 0 1847 Flt Permitted 0.998 0.971 Satd. Flow (perm) 1691 0 1814 0 0 1847 Link Speed (mph) 30 30 30 Link Distance (ft) 73 545 349 Travel Time (s) 1.7 12.4 7.9 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 0% 1% 1% 0% 1% 2% Adj. Flow (vph) 13 259 102 6 273 186 Shared Lane Traffic (%) Lane Group Flow (vph) 272 0 108 0 0 459 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 13 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 1.04 1.04 0.98 0.98 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 50.0% ICU Level of Service A Analysis Period (min) 15 Year 2025 Build Traffic Volumes Weekday Peak PM Highway Hour 12: N. RIDGE STREET & HUTCH PKWY SB ON/OFF RAMPS 04/19/2019 17000360A_PMBD Synchro 10 Report Page 26 Intersection Int Delay, s/veh 6.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 11 228 90 5 240 164 Future Vol, veh/h 11 228 90 5 240 164 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - -1 - - -3 Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 0 11012 Mvmt Flow 13 259 102 6 273 186 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 837 105 0 0 108 0 Stage 1 105 ----- Stage 2 732 ----- Critical Hdwy 6.4 6.21 - - 4.11 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.309 - - 2.209 - Pot Cap-1 Maneuver 339 952 - - 1489 - Stage 1 924 ----- Stage 2 480 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 270 952 - - 1489 - Mov Cap-2 Maneuver 270 ----- Stage 1 924 ----- Stage 2 382 ----- Approach WB NB SB HCM Control Delay, s 11.2 0 4.7 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 853 1489 - HCM Lane V/C Ratio - - 0.318 0.183 - HCM Control Delay (s) - - 11.2 8 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 1.4 0.7 - Appendix I-3 Betsy Brown Warrant Analysis Environmental, Planning, and Engineering Consultants 34 South Broadway Suite 401 White Plains, NY 10601 tel: 914 949-7336 fax: 914 949-7559 www.akrf.com New York City ● Hudson Valley Region ● Capital District ● Long Island ● Baltimore / Washington Area ● New Jersey ● Philadelphia Memorandum To: Eric Zamft, Village of Port Chester From: Elaine Du and Michael Beattie, PE, PTOE Date: October 8, 2018 Re: 1 Betsy Brown Road – Traffic Review Update cc: Daniel Messplay and Adam Pisarkiewicz; Village of Port Chester Anthony Russo; AKRF This memorandum summarizes AKRF’s traffic review for the proposed subdivision of the 1 Betsy Brown Road property into two individual lots (the “Proposed Project”). The memorandum has been updated for traffic counts collected in September 2018 during a typical midweek school day. SITE PLAN The Proposed Project would reuse two existing curb cuts along Betsy Brown Road and sidewalks are present along the property frontage. During field visits vegetation located on the property was observed to be encroaching onto the sidewalk, potentially obstructing vehicle sight distances. In addition, the sidewalks along Betsy Brown Road were observed to be in poor condition. TRIP GENERATION The Proposed Project’s expected vehicle trip generation was estimated by applying the trip generation equations presented in the Institute of Transportation Engineers’ (ITE) Trip Generation Manual, 10th Edition to the number of single family houses. Table 1 presents the estimated trip generation from the proposed two single family houses and, for comparison, from one single family house. Table 1 Single Family Home Trip Generation Estimates Land Use ITE Land Use Code # of Dwelling Units AM Peak Hour PM Peak Hour In Out Total In Out Total Single Family Houses 2101 2 0 2 2 2 1 3 1 0 1 1 1 1 2 Notes: 1. AM Peak Hour: T= 0.74(x) (25% enter, 75% exit); PM Peak Hour: Ln(T) = 0.96 *Ln(x)+0.20 (63% enter, 37% exit) Source: Trip Generation Manual (10thEdition), ITE, 2018) 2 October 8, 2018 The level of project-generated traffic from two single family houses is minimal and would be expected to generate one more vehicle trips during both the AM and PM peak hours compared to one single family house. FIELD OBSERVATIONS Field observations were conducted in September and October 2018 while school was in session at the nearby King Street School during typical school arrival and dismissal times. Observations included general traffic and queueing conditions, pedestrian crossing activity, and other information relevant to conducting a traffic analysis and signal warrant analysis. During the school arrival and dismissal periods, a school crossing guard was present and stopped vehicles at all approaches to allow pedestrians, including school children, to cross King Street. Minimal gaps in the traffic stream on King Street were observed during this time, reinforcing the need for the school crossing guard to ensure that pedestrians can cross the street safely. Additionally, during the school dismissal period, vehicles were observed to park along Betsy Brown Road approaching King Street on both the north and south sides of the road. Based on observations and conversations with the school crossing guard, some parents choose to park on Betsy Brown Road and walk to the school to pick up their children rather than wait in queues in front of the school on Upland Street. Vehicle queueing was observed along Betsy Brown Road during both the school arrival and dismissal times, with five to10 vehicles queued due to few gaps in the traffic along King Street. Additionally, when the school crossing guard stopped vehicles at all approaches to allow pedestrians to cross, vehicle queues formed along King Street, with approximately 10 to 15 vehicles at the northbound approach and five to10 vehicles at the southbound approach. INTERSECTION OPERATIONS Vehicle turning movement counts (TMC) were collected on a typical midweek day while school was in session in September 2018 at the Betsy Brown Road/King Street intersection during the school arrival/AM peak period (7:00 – 9:00 AM) and school dismissal/PM peak period (2:00 – 6:00 PM). Automatic Traffic Recorder (ATR) counts were conducted for one full week during the month of September 2018 on King Street and Betsy Brown Road and were collected during the same week as the TMC data collection. The Betsy Brown Road/King Street intersection is a side-street stop-controlled intersection. Intersection operations were analyzed for the Existing and With Project conditions. Table 2 presents the Existing conditions and Proposed Project conditions traffic operations at the Betsy Brown Road/King Street intersection. Table 2 Betsy Brown Road/King Street Peak Hour Intersection Analysis Approach AM Peak Hour PM Peak Hour 2018 Existing With Project 2018 Existing With Project Delay LOS Delay LOS Delay LOS Delay LOS EB L/R 92.8 F 97.1 F 57.8 F 59.1 F NB L/T 1.6 A 1.6 A 1.4 A 1.4 A SBT/R 0.0 A 0.0 A 0.0 A 0.0 A As shown in Table 2, the Betsy Brown Road/King Street intersection operates at LOS F during the AM peak hour and the PM peak hour. Traffic at the Betsy Brown Road eastbound approach is stop-controlled and must wait for gaps in traffic along King Street to proceed. Due to the heavy volume along King Street, the Betsy Brown Road eastbound approach operates with a delay of 92.8 seconds per vehicle in the AM peak hour and 57.8 seconds in the PM peak hour. The proposed project increases delay by 4.3 seconds in the AM peak hour and 1.3 seconds in the PM peak hour. Traffic signalization can be considered as a 3 October 8, 2018 potential measure at the Betsy Brown Road/King Street intersection to mitigate the impact and improve the baseline traffic conditions. CRASH DATA Crash data for the study area intersections were obtained from NYSDOT for the time period between April 1, 2015 and March 31, 2018. The data obtained quantify the total number of reportable crashes (involving fatality, injury, or more than $1,000 in property damage), fatalities, and injuries during the study period, as well as a yearly breakdown of vehicular crashes with pedestrians and bicycles at each location. During the April 1, 2015 and March 31, 2018 three-year period, a total of four reportable and non-reportable crashes, zero fatalities, four injuries, and zero pedestrian/bicyclist-related crashes occurred at the study area intersections. A rolling total of crash data identifies no high crash locations in the 2015 to 2018 period. Table 3 depicts total crash characteristics by intersection during the study period, as well as a breakdown of pedestrian and bicycle crashes by year and location. Table 3 Crash Summary Intersection Study Period Crashes by Year North-South Roadway East-West Roadway All Crashes by Year All Crashes Highest 12-Month RollingTotalFatalitiesTotalInjuriesPedestrian Bicycle Ped + Bike12 consecutive monthmaximum2015 2016 2017 2018 20152016201720182015201620172018King Street Betsy Brown Road 0 3 0 1 3 0 4 0 0 0 0 0 0 0 0 0 Source:NYSDOT April 1, 2015 and March 31, 2018 crash data. Note: Bold intersections are high crash locations. BETSY BROWN ROAD/KING STREET SIGNAL WARRANT A traffic warrant analysis was conducted to determine if traffic signalization is justified at an intersection based on traffic volumes, pedestrian volumes, and other characteristics. The analysis indicated that, based on the updated September 2018 traffic and pedestrian volumes, a traffic signal is warranted at the Betsy Brown Road/King Street intersection due to the heavy major street volume causing excessive delay on the minor street in addition to school crossings during the afternoon school dismissal period. It is important to note that meeting a signal warrant satisfies the minimum criteria necessary to consider the installation of a traffic signal at a specific intersection. The warrants do not define the need for a traffic signal but merely indicate that further engineering studies are needed to determine if the installation of the traffic signal is justified. City/Town: Analysis Performed By: County: Date Analysis Performed: Division: Project Number if Applicable: Data Date: Weather Conditions: Major Route: Appr. Lanes:1 Critical Approach Speed (mph): Minor Route: Appr. Lanes:1 Volume Level Criteria 1. Is the critical speed of major street traffic > 70 km/h (40 mph) ?Yes X No 2. Is the intersection in a built-up area or isolated community of <10,000 population?Yes X No If Question 1 or 2 above is answered "Yes", then use "70%" volume level 70%X 100% WARRANT 1 - EIGHT-HOUR VEHICULAR VOLUME Warrant 1 is satisfied if Condition A or Condition B is "100%" satisfied.Satisfied:X Yes X No Adequate trial(s) of other remedial measures tried:X Yes X No X Yes X No X Yes X No 100% Satisfied: (Used if neither Condition A or B is satisfied) 80% Satisfied: Eight Highest Hours 40567 TRAFFIC SIGNAL WARRANTS ED 10/3/2018Westchester County Village of Port Chester 9/27/2018 Good Condition A - Minimum Vehicular Volume & Condition B - Interruption of Continuous Traffic King Street Betsy Brown Road 30 List Remedial Measures Tried (Required for 80% Combination of A & B) Warrant is also satisfied if both Condition A and Condition B are "80%" satisfied, given adequate trials of other remedial measures have been tried. (volumes in veh/hr)Minimum Requirements 7 AM8 AM12 PM2 PM3 PM4 PM5 PM6 PMApproach Lanes 1 2 or more Volume Level 100%70%100%70% 957 1,257 1,272 1,359 1,130on Major Street Highest Approach 60 42 80 56 138 189 124 142 142 160 161 96on Minor StreetW - 1B 80%Both Approaches 600 420 720 504 1,021 1,306 946 Approach Lanes 1 2 or more Volume Level 100%70%100%70% (volumes in veh/hr)Minimum Requirements 957 1,257 1,272 1,359 1,130on Major Street Highest Approach 120 84 160 112 138 189 124 142 142 160 161 96on Minor StreetW - 1A 80%Both Approaches 400 280 480 336 1,021 1,306 946 Approach Lanes 1 2 or more Volume Level 100%70%100%70% (volumes in veh/hr)Minimum Requirements 957 1,257 1,272 1,359 1,130on Major Street Highest Approach 75 53 100 70 138 189 124 142 142 160 161 96on Minor Street 1 2 or more 100%70%100%70% Approach Lanes Volume Level Both Approaches Minimum Requirements(volumes in veh/hr)W - 1B 100%750 525 900 630 1,021 1,306 946 96on Minor Street Highest Approach 138W - 1A 100%500 350 600 420 150 105 200 140 1,130on Major Street 189 124 142 142 160 161 957 1,257 1,272 1,359 Both Approaches 1,021 1,306 946 Based on MUTCD 2009 Page 1 of 7 NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal rev. 05/2011 WARRANT 2 - FOUR-HOUR VEHICULAR VOLUME Satisfied:X Yes No If all four points lie above the appropriate line, then this warrant is satisfied. * Note: 115 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 80 vph applies as the lower threshold volume threshold for a minor route approach with one lane. * Note: 80 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 60 vph applies as the lower threshold volume threshold for a minor route approach with one lane. TRAFFIC SIGNAL WARRANTS (Volumes in veh/hr) SUM of Both Approaches on Major Street Highest Minor Street Approach 4 PM5 PM1,275 8 AM3 PM134 156 1,183 134 1,116 183 1,320 FIGURE W-2: Criteria for "100%" Volume Level FIGURE W-2: Criteria for "70%" Volume Level (Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) Four Highest Hours 0 100 200 300 400 500 MINOR ROUTEHIGH VOLUMEN APPROACH [VPH]MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH] 100% Volume Level 115vph lower threshold 80vph lower threshold Active Curve 2+ Major & 2+ Minor 2+ Major & 1 Minor 1 Major & 2+ Minor 1 Major & 1 Minor 0 100 200 300 400 MINOR ROUTEHIGH VOLUMEN APPROACH [VPH]MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH] 70% Volumne Level80vph lower threshold60vph lower threshold Active Curve 2+ Major & 2+ Minor2+ Major & 1 Minor1 Major & 2+ Minor 1 Major & 1 Minor Based on MUTCD 2009 Page 2 of 7 NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal.rev. 05/2011 WARRANT 3 - PEAK HOUR VEHICULAR VOLUME Applicable:X Yes No This signal warrant sahll be applied only in unsual cases, such as office Satisfied:X Yes No complexes, manufacturing plants, industrial complexes, or high-ocupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time period. Unusual case(s) justifying this Warrant: * Note: 150 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 100 vph applies as the lower threshold volume threshold for a minor route approach with one lane. * Note:100 vph applies as the lower threshold volume for a minor route approach with two or more lanes and 75 vph applies as the lower threshold volume threshold for a minor route approach with one lane. X X X X Route Route 7 AM 1,386 133 Approaches Lanes: 1 2 Delay Criteria: Volume Criteria No. of Approaches Volume Criteria 100 150 NO YesFullfilled? Approaches Lanes 1 2 Fullfilled? Volume :135 1,519Volume : NO TRAFFIC SIGNAL WARRANTS Warrant 3 is applicable due to the King Street Elementary School located adjacent to the intersection, where school arrival and dismissal induce a large number of vehicles during these times. 3. Total Entering Volume (veh/hr) Number of Approaches 2. Volume on Minor Approach (veh/hr) 1. Delay on Minor Approach (vehicle- hours)DELAY CRITERIAFIGURE W-3: Criteria for "100%" Volume Level Peak Hour Data Peak Major Minor Hour Yes 4 or more Signalization shall be considered if a point lies above the appropriate line or the Delay criteria is met. Fullfilled? Yes NO FIGURE W-3: Criteria for "70%" Volume Level (Community less-than 10,000 population or speeds greater-than 70 km/hr [40 mph] on Major Street) 4.0 5.0 Delay: 3.4 3 43 650 800 0 100 200 300 400 500 600 MINOR ROUTE - HIGHERVOLUME APPROACH [VPH]MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH] 100% Volume Level 150vph lower threshold 100vph lower threshold Active Curve 2+ Major & 2+ Minor 2+ Major & 1 Minor 1 Major & 2+ Minor 1 Major & 1 Minor 0 100 200 300 400 500 MINOR ROUTE - HIGHERVOLUME APPROACH [VPH]MAJOR ROUTE - TOTAL OF BOTH APPROACHES [VPH] 70% Volume Level 100vph lower threshold 75vph lower threshold Active Curve 2+ Major & 2+ Minor 2+ Major & 1 Minor 1 Major & 2+ Minor 1 Major & 1 Minor Based on MUTCD 2009 Page 3 of 7 NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal rev. 05/2011 WARRANT 4 - PEDESTRIAN VOLUME Satisfied: Yes X No X X * Note: 107 pph applies as the lower threshold volume for the 100% Volume Level. 75 pph applies as the lower threshold volume for the 70% Volume Level. * Note: 133 pph applies as the lower threshold volume for the 100% Volume Level. 93 pph applies as the lower threshold volume for the 70% Volume Level. Pedestrian Signal Location Criteria Fulfilled? Yes No TRAFFIC SIGNAL WARRANTS X The nearest traffic control device (signal or STOP sign) controlling traffic on the major route is more than 90m (300 ft) away: Yes No If no above, will this proposed signal restrict the progrssive movement of traffic?Yes No Four Greatest Hours 4 PM 5 PM 3 PM 8 AM FIGURE W-4b: Criteria for 100% Volume Level, Peak Hour Volume Peak Hour 7 AM 1,386 7 FIGURE W-4a: Criteria for 100% Volume Level, Four-Hour Volumes Pedestrians crossing the Major Route 17 1 50 6 SUM of Both Approaches on Major Route 1,275 1,183 1,116 1,320 Vehicle volumes in veh/hr and Pedestrian volumnes in ped/hr 0 100 200 300 400 500 TOTAL OF ALL PEDS CROSSING MAJORROUTE - PEDS PER HOUR (PPH) MAJOR ROUTE, TOTAL OF BOTH APPROACHES - VEHICLES PER HOUR (VPH) 100% Curve 70% Curve 107pph lower threshold 75pph lower threshold 100% Volume Level 0 100 200 300 400 500 600 700 TOTAL OF ALL PEDS CROSSING MAJORROUTE - PDES PER HOUR (PPH) MAJOR ROUTE, TOTAL OF BOTH APPROACHES - VEHICLES PER HOUR (VPH) 100% Curve 70% Curve 133pph lower threshold 93pph lower threshold 100% Volume Level Based on MUTCD 2009 Page 4 of 7 NOTE: The Satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal.rev. 05/2011 WARRANT 5 - SCHOOL CROSSING Satisfied:X Yes No 1. 2. x x WARRANT 6 - COORDINATED SIGNAL SYSTEM Satisfied: Yes X No a. b. This warrant is intended for application where the fact that schoolchildren crossing the major route is the principal reason to consider installing a traffic control signal. For the purposes of this warrant, the word "schoolchildren" includes elementary through high school students. This warrant is satisfied if all three of the criteria below are fulfilled after remedial measures have been considered. TRAFFIC SIGNAL WARRANTS Any remedial measures implemented in or around the intersection to improve the safety of the students as noted in Section 4C.06 Warrant 5, School Crossing in the MUTCD: Fulfilled? Yes No Criteria School crossing guard is present at the intersection during school arrival and dismissal times. Pedestrian crossing signs and crosswalks are also present. X Num. of Students Highest Crossing Hour Period 57 15:00 16:00- X On a two-way street, do adjacent traffic control signals not provide the necessary degree of platooning and will the proposed and adjacent traffic control signals collectively provide a progressive operation? On a one-way street or a street that has traffic predominantly in one direction, are the adjacent traffic control signals so far apart that they do not provide the necessary degree of vehiclular platooning? 10 AM If the signal is within 90m (300 ft) of an existing signalize intersection, will it restrict progressive movement of traffic? PM 15 X Criteria Fulfilled? Yes No 2. The inclusion of this proposed signal, into the coordinated system, does not result in a signal spacing of less than 305m (1,000 ft)? 3. X Enter the number of schoolchildren crossing the major route along with the hour this occurs. The hour can be any 60 minute interval (ex 2:15 PM - 3:15 PM enter 2:15 - 3:15). Requires a minimum of 20 schoolchildren durning the any hour. Period Minutes Gaps X Progressive movement in a coordinated signal system sometimes necessitates the installtion of traffic control signals at intersections that would not otherwise be considered in order to maintain proper paltooning of vehicles. This warrant is satisfied if the below criteria is satified as follows: criteria 1 is satisfied and either criteria 2 or 3 is satisfied. X 15 7 For both the morning (AM) and afternoon (PM) periods of operation, enter the number of adequate gaps observed for each period and the number of minutes each period lasted. Requires one period to operate with fewer gaps than the number of minutes in the period. 1. Is the nearest traffic signal along the major route more than 90m (300 ft) from this crossing?No No Yes Yes Based on MUTCD 2009 Page 5 of 7 NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal.rev. 05/2011 City/Town:Analysis Performed By: County:Date Analysis Performed: Division:Project Number if Applicable: Data Date:Weather Conditions: Major Route:Appr. Lanes:1 Critical Approach Speed (mph): Minor Route:Appr. Lanes:1 X Yes No 1A - Minimum Vehicular Volume:Yes X No Yes X No 1B - Interruption of Continuous Traffic:X Yes No X Yes No X Yes No X Yes No Yes X No X Yes No Yes X No Yes X No Yes X No Yes X No 1 2 3 5 Warrants 2 and 3 are calculated based on TMC data Warrant 3 delay is calculated based on Synchro 10 results - 92.8 s delay on minor street CONCLUSIONS Warrants Satisfied: Remarks: Warrant 1 is calculated based on ATR data for entering volumes only Warrant #1: Eight-Hour Vehicular Volume SATISFIED TRAFFIC SIGNAL WARRANT SUMMARY Village of Port Chester EDWestchester County 10/3/2018 405679/27/2018 Good King Street 30 Betsy Brown Road 100% Satisfied80% Satisfied Warrant #2: Four-Hour Vehicular Volume Warrant #3: Peak Hour Warrant #4: Pedestrian Volume Any Remedial Measures Tried and their Outcome. The Unusual Case(s) that Justifies the use of this Warrant. Warrant 3 is applicable due to the King Street Elementary School located adjacent to the intersection, where school arrival and dismissal induce a large number of vehicles during these times. Warrant #5: School Crossing Warrant #6: Coordinated Signal System Warrant #7: Crash Experience Warrant #8: Roadway Network Warrant #9: Intersection Near a Grade Crossing Any Remedial Measures Implemented to improve the Safety of the Students. School crossing guard is present at the intersection during school arrival and dismissal times. Pedestrian crossing signs and crosswalks are also present. Other Alternatives that have failed to reduce crashes. Based on MUTCD 2009 Summary Page NOTE: The satisfaction of a warrant or warrants shall not in itself require the installation of a traffic control signal.rev. 05/2011