Loading...
HomeMy WebLinkAboutAppendix I-2 - Traffic No Build Sensitivity Analysis 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 -