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Home My WebLink About2017.10.26 Appendix F - Traffic Impact Study Traffic Impact Study 900 King Street MC Project No.: 17000360A Appendix 900 KING STREET _______________________________________________________________________________ APPENDIX A FIGURES New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction SITE LOCATION NOTE: LINE DIAGRAM NOT TO SCALE 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 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HGHWAY 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 2017 EXISTING 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 PROJECTED 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 PROJECTED 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 OTHER DEVELOPMENT 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 OTHER DEVELOPMENT 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 RE-OCCUPANCY OF OFFICE BUILDING 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 RE-OCCUPANCY OF OFFICE BUILDING 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 NO-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 NO-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 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 900 KING STREET RYE BROOK, NEW YORK SITE GENERATED TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 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 900 KING STREET RYE BROOK, NEW YORK YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR Traffic Impact Study 900 King Street MC Project No.: 17000360A Appendix 900 KING STREET _______________________________________________________________________________ APPENDIX B LEVEL OF SERVICE SUMMARY TABLE QUEUE SUMMARY TABLE LO C A T I O N L O S D E L A Y V / C R A T I O L O S D E L A Y V / C R A T I O L O S D E L A Y V /C R A T I O L O S D E L A Y V / C R A T I O L O S D E L A Y V / C R A T I O L O S D E L A Y V /C RATIO 1 K I N G S T R E E T ( R O U T E 1 2 0 A ) & AN D E R S O N H I L L R O A D SI G N A L I Z E D NO R T H B O U N D L E F T A 4 . 3 0 . 3 0 B 1 2 . 0 0 . 5 3 A 6 . 7 0 . 5 0 C 2 3 . 9 0 . 6 9 A 6.2 0 . 4 8 C 2 0 . 9 0 . 6 5 NO R T H B O U N D T H R O U G H B 1 7 . 9 0 . 7 3 B 1 3 . 9 0 . 5 4 C 2 7 . 2 0 . 8 6 B 1 9 . 4 0.7 0 C 2 7 . 2 0 . 8 6 B 1 8 . 1 0 . 6 7 NO R T H B O U N D A P P R O A C H B 1 5 . 3 - - - - B 1 3 . 4 - - - - C 2 2 . 2 - - - - C 2 0 . 6 - - - - C 2 2 . 1 - - - - B 18.8 - - - - SO U T H B O U N D T H R O U G H B 1 2 . 9 0 . 5 5 C 3 0 . 6 0 . 9 0 B 1 9 . 0 0 . 7 1 E 6 8 . 8 1 .0 6 B 1 7 . 8 0 . 6 8 E 6 3 . 0 1 . 0 4 SO U T H B O U N D R I G H T A 0 . 7 0 . 1 0 A 1 . 1 0 . 1 4 A 0 . 8 0 . 1 6 A 1 . 3 0 . 1 7 A 0 . 8 0 . 1 6 A 1 . 3 0 . 1 7 SO U T H B O U N D A P P R O A C H B 1 0 . 7 - - - - C 2 5 . 9 - - - - B 1 5 . 2 - - - - E 5 7 . 7 - - - - B 1 4 . 1 - - - - D 52.9 - - - - EA S T B O U N D L E F T D 3 5 . 6 0 . 5 8 C 3 2 . 4 0 . 4 9 D 4 0 . 1 0 . 6 5 C 3 4 . 8 0 . 5 6 D 40 . 1 0 . 6 5 C 3 4 . 4 0 . 5 5 EA S T B O U N D R I G H T B 1 9 . 1 0 . 2 7 C 2 1 . 2 0 . 4 4 B 1 9 . 5 0 . 3 6 C 2 1 . 0 0 . 4 7 B 1 8 . 6 0 . 3 0 C 2 1 . 4 0 . 4 8 EA S T B O U N D A P P R O A C H C 2 8 . 1 - - - - C 2 5 . 5 - - - - C 2 9 . 1 - - - - C 2 6 . 3 - - - - C 2 9 . 5 - - - - C 2 6 .3 - - - - OV E R A L L I N T E R S E C T I O N B 1 5 . 6 - - - - - C 2 1 . 6 - - - - - C 2 0 . 7 - - - - - D 3 8 . 7 - - - - - C 2 0 . 3 - - - - - D 3 6 . 2 - - - - - 2 K I N G S T R E E T ( R O U T E 1 2 0 A ) & HU T C H I N S O N R I V E R P A R K W A Y / M E R R I T T P A R K W A Y SB O F F R A M P UN S I G N A L I Z E D MI N O R M O V E M E N T S WE S T B O U N D R I G H T C 1 9 . 0 0 . 5 1 2 B 1 4 . 0 0 . 2 5 4 D 2 7 . 3 0 . 6 6 9 C 1 7 . 9 0. 3 7 9 D 2 7 . 3 0 . 6 6 9 C 1 6 . 7 0 . 3 5 7 3 K I N G S T R E E T ( R O U T E 1 2 0 A ) & N. R I D G E S T R E E T HU T C H I N S O N R I V E R P A R K W A Y / M E R R I T T P A R K W A Y SB O N / O F F R A M P UN S I G N A L I Z E D MA J O R M O V E M E N T S NO R T H B O U N D L E F T B 1 0 . 6 0 . 3 1 8 A 9 . 9 0 . 1 7 8 B 1 2 . 1 0 . 3 9 4 B 1 1 . 1 0 .2 8 9 B 1 1 . 5 0 . 3 7 0 B 1 0 . 5 0 . 2 0 4 MI N O R M O V E M E N T S EA S T B O U N D L E F T F 1 6 0 . 9 0 . 6 3 8 F 6 0 . 8 0 . 3 2 6 F 4 5 1 . 8 1 . 2 1 6 F 1 8 2 . 2 0 . 6 9 5 F 3 4 6 . 3 1 . 0 3 2 F 9 9 . 5 0 . 4 8 0 EA S T B O U N D R I G H T C 2 1 . 7 0 . 5 5 3 D 2 6 . 2 0 . 6 2 4 F 5 8 . 8 0 . 9 1 2 E 3 9 . 9 0 .7 7 6 D 2 7 . 2 0 . 6 3 7 E 3 8 . 1 0 . 7 5 7 4 K I N G S T R E E T ( R O U T E 1 2 0 A ) & GL E N R I D G E R O A D HU T C H I N S O N R I V E R P A R K W A Y / M E R R I T T P A R K W A Y NB O N / O F F R A M P UN S I G N A L I Z E D MA J O R M O V E M E N T S SO U T H B O U N D L E F T B 1 4 . 6 0 . 4 3 1 C 1 5 . 8 0 . 5 3 9 C 1 8 . 1 0 . 5 4 3 D 2 8 . 7 0. 7 5 8 C 1 7 . 9 0 . 5 3 9 C 1 9 . 7 0 . 6 4 2 MI N O R M O V E M E N T S WE S T B O U N D L E F T / R I G H T F 5 3 . 1 0 . 7 5 9 E 4 1 . 8 0 . 4 8 4 F 1 6 8 . 7 1 . 17 5 F 2 8 4 . 6 1 . 3 1 6 F 1 6 4 . 0 1 . 1 6 3 F 8 5 . 7 0 . 7 9 3 5 K I N G S T R E E T ( R O U T E 1 2 0 A ) & HU T C H I N S O N R I V E R P A R K W A Y / M E R R I T T P A R K W A Y NB O N / O F F R A M P UN S I G N A L I Z E D MA J O R M O V E M E N T S NO R T H B O U N D L E F T A 0 . 0 0 . 0 0 A 8 . 8 0 . 0 0 5 A 0 . 0 0 . 0 0 A 9 . 0 0 . 0 0 6 A 0 .0 0 . 0 0 A 9 . 0 0 . 0 0 6 MI N O R M O V E M E N T S EA S T B O U N D L E F T / R I G H T F 8 2 . 1 0 . 9 7 7 F 5 4 . 4 0 . 8 7 2 F 3 6 5 . 4 1 . 6 95 F 1 6 6 . 1 1 . 2 2 7 F 1 5 1 . 1 1 . 1 7 9 F 1 0 7 . 3 1 . 0 7 2 TA B L E N O . 1 LE V E L O F S E R V I C E S U M M A R Y T A B L E WE E K D A Y A M W E E K D A Y P M YE A R 2 0 1 7 E X I S T I N G YE A R 2 0 2 5 N O - B U I L D WE E K D A Y A M W E E K D A Y P M YEAR 2025 BUILD WE E K D A Y A M W E E K D A Y P M MC 1 7 0 0 0 3 6 0 A OCTOBER 2, 2017 LO C A T I O N L O S D E L A Y V / C R A T I O L O S D E L A Y V / C R A T I O L O S D E L A Y V /C R A T I O L O S D E L A Y V / C R A T I O L O S D E L A Y V / C R A T I O L O S D E L A Y V /C RATIO TA B L E N O . 1 LE V E L O F S E R V I C E S U M M A R Y T A B L E WE E K D A Y A M W E E K D A Y P M YE A R 2 0 1 7 E X I S T I N G YE A R 2 0 2 5 N O - B U I L D WE E K D A Y A M W E E K D A Y P M YEAR 2025 BUILD WE E K D A Y A M W E E K D A Y P M 6 K I N G S T R E E T ( R O U T E 1 2 0 A ) & AR B O R D R I V E SI G N A L I Z E D NO R T H B O U N D L E F T A 2 . 9 0 . 0 7 A 2 . 0 0 . 0 7 A 5 . 1 0 . 2 6 A 6 . 4 0 . 1 4 A 3 . 6 0 . 1 0 A 2 . 3 0 . 1 2 NO R T H B O U N D T H R O U G H A 8 . 2 0 . 6 5 A 5 . 3 0 . 5 5 B 1 4 . 0 0 . 7 6 B 1 8 . 3 0 . 71 B 1 3 . 4 0 . 7 5 A 6 . 4 0 . 6 0 NO R T H B O U N D A P P R O A C H A 8 . 1 - - - - A 5 . 2 - - - - B 1 3 . 4 - - - - B 1 7 . 7 - - - - B 1 3 . 1 - - - - A 6 . 2 - - - - SO U T H B O U N D T H R O U G H B 1 0 . 6 0 . 6 1 A 6 . 8 0 . 5 1 B 1 7 . 5 0 . 7 4 B 1 8 . 9 0 . 69 B 1 4 . 3 0 . 7 0 A 8 . 7 0 . 5 7 SO U T H B O U N D R I G H T A 0 . 0 0 . 0 3 A 0 . 1 0 . 0 4 A 0 . 2 0 . 1 7 A 0 . 1 0 . 0 6 A 0 . 0 0 . 0 2 A 0 . 1 0 . 0 5 SO U T H B O U N D A P P R O A C H B 1 0 . 1 - - - - A 6 . 3 - - - - B 1 3 . 5 - - - - B 1 6 . 9 - - - - B 1 3 . 8 - - - - A 7 .9 - - - - EA S T B O U N D L E F T D 5 1 . 3 0 . 4 8 E 6 3 . 3 0 . 3 9 D 5 2 . 4 0 . 5 8 E 6 4 . 9 0 . 7 9 D 52 . 2 0 . 5 6 E 6 4 . 1 0 . 4 4 EA S T B O U N D R I G H T B 1 5 . 3 0 . 2 8 C 2 1 . 1 0 . 2 8 B 1 3 . 2 0 . 2 8 A 9 . 5 0 . 2 5 B 13 . 3 0 . 3 2 B 1 9 . 7 0 . 3 3 EA S T B O U N D A P P R O A C H D 3 6 . 6 - - - - D 4 3 . 2 - - - - D 3 8 . 3 - - - - D 4 9 . 9 - - - - D 3 6 . 3 - - - - D 4 1 .9 - - - - OV E R A L L I N T E R S E C T I O N B 1 0 . 8 - - - - A 7 . 4 - - - - B 1 5 . 2 - - - - C 2 2 . 0 - - - - B 1 5 . 3 - - - - A 8.7 - - - - W/ T I M I N G C H A N G E S NO R T H B O U N D L E F T - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - A 3 . 2 0 . 1 0 A 1 . 8 0 . 1 2 NO R T H B O U N D T H R O U G H - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - A 9 . 0 0 . 7 5 A 4 . 6 0 . 6 1 NO R T H B O U N D A P P R O A C H - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - A 8 . 8 - - - - A 4 . 5 - - - - SO U T H B O U N D T H R O U G H - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - B 1 4 . 1 0 . 7 0 B 1 0 . 1 0 . 6 0 SO U T H B O U N D R I G H T - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - A 0 . 0 0 . 0 2 A 0 . 1 0 . 0 5 SO U T H B O U N D A P P R O A C H - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - B 1 3 . 6 - - - - A 9 . 2 - - - - EA S T B O U N D L E F T - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - D 5 4 . 0 0 . 5 7 D 5 1 . 8 0 . 3 9 EA S T B O U N D R I G H T - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - B 1 3 . 6 0 . 3 2 B 1 7 . 0 0 . 3 1 EA S T B O U N D A P P R O A C H - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - D 3 7 . 5 - - - - C 3 4 . 4 - - - - OV E R A L L I N T E R S E C T I O N - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - B 1 3 . 1 - - - - A 8 . 1 - - - - 7 K I N G S T R E E T ( R O U T E 1 2 0 A ) & BL I N D B R O O K M S / H S R I G H T T U R N E N T R Y UN S I G N A L I Z E D A - - - - - - - A - - - - - - - A - - - - - - - A - - - - - - - A - - - - - - - A - - - - - - - 8 K I N G S T R E E T ( R O U T E 1 2 0 A ) & BL I N D B R O O K M S / H S - G L E N V I L L E S T R E E T SI G N A L I Z E D NO R T H B O U N D L E F T B 1 2 . 9 0 . 3 9 A 8 . 9 0 . 0 9 B 1 4 . 8 0 . 4 6 A 9 . 7 0 . 1 2 B 14 . 9 0 . 4 7 A 9 . 6 0 . 1 1 NO R T H B O U N D T H R O U G H / R I G H T C 2 0 . 2 0 . 4 3 C 2 1 . 6 0 . 5 7 C 2 4 . 4 0 . 5 5 C 2 4 . 8 0 . 6 5 C 2 3 . 2 0 . 5 0 C 2 5 . 0 0 . 6 6 NO R T H B O U N D A P P R O A C H B 1 8 . 2 - - - - C 2 0 . 8 - - - - C 2 2 . 1 - - - - C 2 3 . 8 - - - - C 2 1 . 0 - - - - C 24.1 - - - - SO U T H B O U N D L E F T B 1 1 , 6 0 . 1 2 A 9 . 3 0 . 2 7 B 1 2 . 8 0 . 1 6 B 1 0 . 4 0 . 3 3 B 1 2 . 6 0 . 1 5 B 1 0 . 5 0 . 3 3 SO U T H B O U N D T H R O U G H / R I G H T C 3 0 . 8 0 . 6 2 B 1 8 . 0 0 . 5 4 D 3 6 . 6 0 . 7 2 C 2 1 . 3 0 . 6 4 D 3 6 . 6 0 . 7 3 C 2 0 . 4 0 . 6 0 SO U T H B O U N D A P P R O A C H C 2 8 . 8 - - - - B 1 6 . 5 - - - - C 3 3 . 9 - - - - B 1 9 . 6 - - - - C 3 4 . 2 - - - - B 18.8 - - - - EA S T B O U N D L E F T F 8 1 . 1 0 . 7 6 D 5 0 . 6 0 . 3 2 F 8 0 . 3 0 . 7 7 D 5 0 . 8 0 . 3 3 F 80 . 3 0 . 7 7 D 5 0 . 8 0 . 3 3 EA S T B O U N D T H R O U G H / R I G H T B 1 7 . 6 0 . 2 7 C 2 1 . 8 0 . 2 7 B 1 7 . 1 0 . 2 7 C 21 . 3 0 . 2 8 B 1 7 . 1 0 . 2 7 C 2 1 . 3 0 . 2 8 EA S T B O U N D A P P R O A C H E 6 2 . 5 - - - - D 3 6 . 2 - - - - E 6 1 . 8 - - - - D 3 6 . 0 - - - - E 6 1 . 8 - - - - D 3 6 .0 - - - - WE S T B O U N D L E F T / T H R O U G H E 7 4 . 8 0 . 4 3 D 5 0 . 7 0 . 5 3 E 7 4 . 8 0 . 4 4 D 5 0. 2 0 . 5 4 E 7 4 . 8 0 . 4 4 D 5 0 . 2 0 . 5 4 WE S T B O U N D R I G H T C 2 1 . 4 0 . 8 0 B 1 3 . 6 0 . 7 4 C 2 1 . 2 0 . 8 1 B 1 3 . 2 0 . 7 4 C 2 1 . 2 0 . 8 1 B 1 3 . 2 0 . 7 4 WE S T B O U N D A P P R O A C H C 2 8 . 6 - - - - C 2 1 . 8 - - - - C 2 8 . 4 - - - - C 2 1 . 4 - - - - C 2 8 . 4 - - - - C 2 1 .4 - - - - OV E R A L L I N T E R S E C T I O N C 2 9 . 6 - - - - C 2 0 . 1 - - - - C 3 2 . 1 - - - - C 2 2 . 1 - - - - C 3 2 . 1 - - - - C 2 1 . 9 - - - - W/ T I M I N G C H A N G E S NO R T H B O U N D L E F T - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - C 2 5 . 8 0 . 6 6 A 9 . 6 0 . 1 1 NO R T H B O U N D T H R O U G H / R I G H T - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - C 2 3 . 6 0 . 5 8 C 2 5 . 0 0 .66 NO R T H B O U N D A P P R O A C H - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - C 2 4 . 2 - - - - C 2 4 . 1 - - - - SO U T H B O U N D L E F T - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - B 1 1 . 2 0 . 1 8 A 8 . 4 0 . 3 3 SO U T H B O U N D T H R O U G H / R I G H T - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - C 3 0 . 1 0 . 8 4 B 1 3 . 7 0 .60 SO U T H B O U N D A P P R O A C H - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - C 2 8 . 2 - - - - B 1 2 . 8 - - - - EA S T B O U N D L E F T - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - D 5 4 . 8 0 . 7 1 D 5 0 . 8 0 . 3 3 EA S T B O U N D T H R O U G H / R I G H T - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - B 1 3 . 2 0 . 2 6 C 2 1 . 3 0 . 28 EA S T B O U N D A P P R O A C H - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - D 4 2 . 6 - - - - D 3 6 . 0 - - - - WE S T B O U N D L E F T / T H R O U G H - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - D 4 9 . 4 0 . 3 7 D 5 0 . 2 0 . 5 4 WE S T B O U N D R I G H T - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - C 2 4 . 5 0 . 8 3 B 1 3 . 2 0 . 7 4 WE S T B O U N D A P P R O A C H - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - C 2 7 . 8 - - - - C 2 1 . 4 - - - - OV E R A L L I N T E R S E C T I O N - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - C 2 8 . 6 - - - - B 1 9 . 6 - - - - MC 1 7 0 0 0 3 6 0 A OCTOBER 2, 2017 LO C A T I O N L O S D E L A Y V / C R A T I O L O S D E L A Y V / C R A T I O L O S D E L A Y V /C R A T I O L O S D E L A Y V / C R A T I O L O S D E L A Y V / C R A T I O L O S D E L A Y V /C RATIO TA B L E N O . 1 LE V E L O F S E R V I C E S U M M A R Y T A B L E WE E K D A Y A M W E E K D A Y P M YE A R 2 0 1 7 E X I S T I N G YE A R 2 0 2 5 N O - B U I L D WE E K D A Y A M W E E K D A Y P M YEAR 2025 BUILD WE E K D A Y A M W E E K D A Y P M 9 A R B O R D R I V E & S I T E D R I V E W A Y UN S I G N A L I Z E D MA J O R M O V E M E N T S WE S T B O U N D L E F T A 0 . 0 0 . 0 0 A 0 . 0 0 . 0 0 A 0 . 0 0 . 0 0 A 0 . 0 0 . 0 0 A 0 . 0 0 .00 A 0 . 0 0 . 0 0 MI N O R M O V E M E N T S SO U T H B O U N D L E F T / R I G H T A 9 . 6 0 . 0 0 6 A 9 . 5 0 . 0 2 2 A 1 1 . 3 0 . 0 8 1 B 1 2 . 6 0 . 3 8 8 A 1 0 . 0 0 . 0 6 5 A 9 . 9 0 . 0 5 2 TH E A B O V E R E P R E S E N T S T H E L E V E L S O F S E R V I C E , V E H I C L E D E L A Y I N S E C O N D S A N D V O L U M E - T O - C A P A C I T Y R A T I O , B [ 1 0 .9 ] { 0 . 5 0 } , F O R T H E S I G N A L I Z E D I N T E R S E C T I O N S AN D T H E L E V E L S O F S E R V I C E , A V E R A G E T O T A L D E L A Y I N S EC O N D S A N D V O L U M E - T O - C A P A C I T Y R A T I O , B ( 1 0 . 9 ) { 0 . 5 0 } , F OR T H E U N S I G N A L I Z E D I N T E R S E C T I O N S . MC 1 7 0 0 0 3 6 0 A OCTOBER 2, 2017 ST O R A G E LO C A T I O N ( I N F E E T ) 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 1 K I N G S T R E E T ( R O U T E 1 2 0 A ) & AN D E R S O N H I L L R O A D SI G N A L I Z E D NO R T H B O U N D L E F T 7 5 ' 1 4 3 7 1 6 6 7 2 4 5 8 4 9 1 5 9 2 4 5 8 3 7 1 2 9 NO R T H B O U N D T H R O U G H 2 8 5 ' 1 9 1 4 5 7 1 2 6 2 6 6 2 7 3 5 5 9 2 0 4 3 5 7 2 7 3 5 59 1 9 3 3 3 6 SO U T H B O U N D T H R O U G H 5 7 0 ' 1 1 8 2 5 0 2 7 3 6 2 3 1 9 2 3 5 8 4 6 6 7 2 8 1 7 8 3 3 2 4 6 4 7 2 5 SO U T H B O U N D R I G H T 1 6 0 ' 0 8 2 1 4 0 1 1 5 1 7 0 1 1 5 1 7 EA S T B O U N D L E F T 2 3 0 ' 5 5 1 1 0 5 0 1 0 3 6 7 1 2 4 6 5 1 2 0 6 7 1 2 4 6 5 1 2 0 EA S T B O U N D R I G H T 6 9 0 ' 3 8 7 5 6 8 1 2 1 6 0 1 0 9 8 6 1 4 8 4 9 9 3 8 6 1 4 8 2 K I N G S T R E E T ( R O U T E 1 2 0 A ) & HU T C H I N S O N R I V E R P A R K W A Y / M E R R I T T P A R K W A Y SB O F F R A M P UN S I G N A L I Z E D WE S T B O U N D R I G H T 4 8 5 ' n / a 7 3 n / a 2 5 n / a 1 2 0 n / a 4 3 n / a 1 2 0 n / a 4 0 3 K I N G S T R E E T ( R O U T E 1 2 0 A ) & N. R I D G E S T R E E T HU T C H I N S O N R I V E R P A R K W A Y / M E R R I T T P A R K W A Y SB O N / O F F R A M P UN S I G N A L I Z E D MA J O R M O V E M E N T S NO R T H B O U N D L E F T 2 5 0 ' n / a 3 5 n / a 1 5 n / a 4 8 n / a 3 0 n / a 4 3 n / a 2 0 MIN O R M O V E M E N T S EA S T B O U N D L E F T 4 3 5 ' n / a 6 3 n / a 3 3 n / a 1 0 0 n / a 6 8 n / a 9 0 n / a 4 8 EA S T B O U N D R I G H T 1 0 0 ' n / a 8 3 n / a 1 0 3 n / a 2 4 0 n / a 1 6 3 n / a 1 0 8 n / a 155 4 K I N G S T R E E T ( R O U T E 1 2 0 A ) & GL E N R I D G E R O A D HU T C H I N S O N R I V E R P A R K W A Y / M E R R I T T P A R K W A Y NB O N / O F F R A M P UN S I G N A L I Z E D MA J O R M O V E M E N T S SO U T H B O U N D L E F T 2 5 0 ' n / a 5 5 n / a 8 3 n / a 8 0 n / a 1 6 8 n / a 8 0 n / a 1 1 8 MIN O R M O V E M E N T S WE S T B O U N D L E F T / R I G H T 1 8 0 ' n / a 1 3 8 n / a 5 8 n / a 2 9 3 n / a 2 1 8 n /a 2 8 8 n / a 1 2 5 5 K I N G S T R E E T ( R O U T E 1 2 0 A ) & HU T C H I N S O N R I V E R P A R K W A Y / M E R R I T T P A R K W A Y NB O N / O F F R A M P UN S I G N A L I Z E D MA J O R M O V E M E N T S NO R T H B O U N D L E F T 1 3 5 ' n / a 0 n / a 0 n / a 0 n / a 0 n / a 0 n / a 0 MIN O R M O V E M E N T S EA S T B O U N D L E F T / R I G H T 1 0 0 0 ' n / a 2 5 8 n / a 2 1 0 n / a 6 7 3 n / a 4 1 0 n/ a 3 6 0 n / a 3 2 5 TA B L E N O . 2 QU E U E S U M M A R Y T A B L E WE E K D A Y P M S A T U R D A Y YE A R 2 0 1 7 E X I S T I N G WE E K D A Y A M W E E K D A Y P M W E E K D A Y A M YE A R 2 0 2 5 N O - B U I L D Y E A R 2 0 2 5 B U I L D WE E K D A Y P M MC 1 7 0 0 0 3 6 0 A OCTOBER 2, 2017 ST O R A G E LO C A T I O N ( I N F E E T ) 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % 5 0 t h % 9 5 t h % TA B L E N O . 2 QU E U E S U M M A R Y T A B L E WE E K D A Y P M S A T U R D A Y YE A R 2 0 1 7 E X I S T I N G WE E K D A Y A M W E E K D A Y P M W E E K D A Y A M YE A R 2 0 2 5 N O - B U I L D Y E A R 2 0 2 5 B U I L D WE E K D A Y P M 6 K I N G S T R E E T ( R O U T E 1 2 0 A ) & AR B O R D R I V E SI G N A L I Z E D NO R T H B O U N D L E F T 1 0 0 ' 3 1 0 3 9 1 0 2 4 9 2 4 4 1 2 5 1 3 NO R T H B O U N D T H R O U G H 5 0 0 ' 2 0 4 3 9 6 1 4 8 2 5 6 2 8 0 5 6 3 3 6 5 6 5 2 2 7 1 5 46 1 8 3 3 2 5 SO U T H B O U N D T H R O U G H 4 6 0 ' 2 6 4 4 6 2 2 1 8 3 4 7 3 4 4 7 2 5 4 0 1 6 8 1 3 2 9 5 9 2 2 5 9 4 2 4 SO U T H B O U N D R I G H T 1 0 0 ' 0 0 0 0 0 0 0 0 0 0 0 0 EA S T B O U N D L E F T 1 7 5 ' 4 6 8 9 3 3 7 0 6 7 1 1 8 1 8 1 2 5 5 6 2 1 1 0 3 9 7 9 EA S T B O U N D R I G H T 5 0 0 ' 0 3 4 0 3 5 0 3 6 0 4 2 0 3 8 0 3 9 W/ T I M I N G C H A N G E S NO R T H B O U N D L E F T 1 0 0 ' - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 5 8 4 6 NO R T H B O U N D T H R O U G H 5 0 0 ' - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - 2 2 8 3 3 1 8 5 2 6 1 SO U T H B O U N D T H R O U G H 4 6 0 ' - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --- 3 3 1 5 8 9 2 5 2 4 2 9 SO U T H B O U N D R I G H T 1 0 0 ' - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0 0 0 0 EA S T B O U N D L E F T 1 7 5 ' - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 6 4 1 1 4 3 2 6 9 EA S T B O U N D R I G H T 5 0 0 ' - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0 3 9 0 3 6 7 K I N G S T R E E T ( R O U T E 1 2 0 A ) & BL I N D B R O O K M S / H S R I G H T T U R N E N T R Y UN S I G N A L I Z E D - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 8 K I N G S T R E E T ( R O U T E 1 2 0 A ) & BL I N D B R O O K M S / H S - G L E N V I L L E S T R E E T SI G N A L I Z E D NO R T H B O U N D L E F T 8 0 ' 5 5 1 2 4 8 2 5 6 1 1 3 6 9 2 8 6 1 1 3 6 9 2 8 NO R T H B O U N D T H R O U G H / R I G H T 3 4 5 ' 2 3 4 4 4 9 2 2 9 4 6 0 3 1 9 6 0 9 2 7 7 6 0 7 2 7 9 5 3 6 2 8 2 6 1 9 SO U T H B O U N D L E F T 2 5 0 ' 2 0 5 4 2 5 6 2 2 2 5 8 2 7 6 7 2 2 5 8 2 7 6 7 SO U T H B O U N D T H R O U G H / R I G H T 5 0 0 ' 3 6 5 6 6 6 2 4 4 4 5 2 4 4 4 8 7 0 3 1 4 6 4 1 4 5 3 8 8 8 2 8 9 5 9 0 EA S T B O U N D L E F T 2 9 0 ' 1 6 7 2 4 0 2 5 5 7 1 7 7 2 5 0 2 6 5 9 1 7 7 2 5 0 2 6 5 9 EA S T B O U N D T H R O U G H / R I G H T 2 9 0 ' 9 5 4 3 3 5 9 5 6 3 3 5 9 5 6 3 3 5 WE S T B O U N D L E F T / T H R O U G H 1 8 5 ' 5 0 9 0 6 5 1 1 1 5 2 9 3 7 0 1 1 5 5 2 9 3 7 0 1 15 WE S T B O U N D R I G H T 5 0 ' 0 1 0 0 0 8 3 0 1 0 3 0 8 3 0 1 0 3 0 8 3 W/ T I M I N G C H A N G E S NO R T H B O U N D L E F T 8 0 ' - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 51 1 6 2 9 2 8 NO R T H B O U N D T H R O U G H / R I G H T 3 4 5 ' - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 2 4 4 3 9 9 2 8 2 6 1 9 SO U T H B O U N D L E F T 2 5 0 ' - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 12 2 9 2 1 3 9 SO U T H B O U N D T H R O U G H / R I G H T 5 0 0 ' - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 3 3 5 6 1 7 1 1 3 5 7 6 EA S T B O U N D L E F T 2 9 0 ' - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1 15 1 7 7 2 6 5 9 EA S T B O U N D T H R O U G H / R I G H T 2 9 0 ' - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - 6 4 4 3 3 5 WE S T B O U N D L E F T / T H R O U G H 1 8 5 ' - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - 3 4 7 2 7 0 1 1 5 WE S T B O U N D R I G H T 5 0 ' - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1 7 1 5 2 0 8 3 9 A R B O R D R I V E & S I T E D R I V E W A Y UN S I G N A L I Z E D MA J O R M O V E M E N T S WE S T B O U N D L E F T 6 0 0 ' n / a 0 n / a 0 n / a 0 n / a 0 n / a 0 n / a 0 MIN O R M O V E M E N T S SO U T H B O U N D L E F T / R I G H T 1 0 0 ' n / a 0 n / a 3 n / a 8 n / a 4 5 n / a 5 n / a 5 TH E 5 0 T H P E R C E N T I L E A N D 9 5 T H P E R C E N T I L E Q U E U E S B A S E D O N T H E S Y N C H R O A N A L Y S I S MC 1 7 0 0 0 3 6 0 A OCTOBER 2, 2017 Traffic Impact Study 900 King Street MC Project No.: 17000360A Appendix 900 KING STREET _______________________________________________________________________________ APPENDIX C LEVEL OF SERVICE STANDARDS Traffic Impact Study 900 King Street MC Project No.: 17000360A Appendix 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 Appendix 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 Appendix 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 Appendix 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 Appendix 900 KING STREET _______________________________________________________________________________ APPENDIX D SYNCHRO ANALYSIS YEAR 2017 EXISTING CONDITIONS YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017 17000360A_AMEX Synchro 9 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph) 157 661 479 106 132 112 Future Volume (vph) 157 661 479 106 132 112 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 0.373 0.950 Satd. Flow (perm) 650 1810 1749 1542 1617 1538 Right Turn on Red Yes No Satd. Flow (RTOR) 118 Link Speed (mph) 35 35 30 Link Distance (ft) 2134 1202 3360 Travel Time (s) 41.6 23.4 76.4 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) 174 734 532 118 147 124 Shared Lane Traffic (%) Lane Group Flow (vph) 174 734 532 118 147 124 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 2 1 1 1 2 2 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 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017 17000360A_AMEX Synchro 9 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 1 2 2 4 4 4 1 3 Permitted Phases 2 2 Detector Phase 1 2 2 4 4 4 1 Switch Phase Minimum Initial (s) 5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s) 8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s) 13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%) 12.7% 40.2% 40.2% 20.6% 20.6% 26% Maximum Green (s) 10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s)7.0 Flash Dont Walk (s)16.0 Pedestrian Calls (#/hr)0 Act Effct Green (s) 46.4 36.1 36.1 46.1 10.0 19.2 Actuated g/C Ratio 0.71 0.55 0.55 0.70 0.15 0.29 v/c Ratio 0.30 0.73 0.55 0.10 0.58 0.27 Control Delay 4.3 17.9 12.9 0.7 35.6 19.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.3 17.9 12.9 0.7 35.6 19.1 LOS A B B A D B Approach Delay 15.3 10.7 28.1 Approach LOS B B C Queue Length 50th (ft) 14 191 118 0 55 38 Queue Length 95th (ft) 37 #457 250 8 110 75 Internal Link Dist (ft) 2054 1122 3280 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 650 999 966 1265 407 528 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.27 0.73 0.55 0.09 0.36 0.23 Intersection Summary Area Type: Other Cycle Length: 102 Actuated Cycle Length: 65.4 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 15.6 Intersection LOS: B Intersection Capacity Utilization 52.9% ICU Level of Service A YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017 17000360A_AMEX Synchro 9 Report Page 3 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 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 2: KING STREET (120A) & SB OFF RAMP 08/08/2017 17000360A_AMEX Synchro 9 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 255 550 0 0 810 Future Volume (vph) 0 255 550 0 0 810 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) 445 204 1269 Travel Time (s) 10.1 4.0 24.7 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) 0 266 573 0 0 844 Shared Lane Traffic (%) Lane Group Flow (vph) 0 266 573 0 0 844 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 51.4% ICU Level of Service A Analysis Period (min) 15 YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 2: KING STREET (120A) & SB OFF RAMP 08/08/2017 17000360A_AMEX Synchro 9 Report Page 5 Intersection Int Delay, s/veh 3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 255 550 0 0 810 Future Vol, veh/h 0 255 550 0 0 810 Conflicting Peds, #/hr 0 0 0 0 0 0 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 2 6 0 0 5 Mvmt Flow 0 266 573 0 0 844 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 573 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 0 519 - 0 0 - Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, %- - Mov Cap-1 Maneuver - 519 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 19 0 0 HCM LOS C Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 519 - HCM Lane V/C Ratio - 0.512 - HCM Control Delay (s) - 19 - HCM Lane LOS - C - HCM 95th %tile Q(veh) - 2.9 - YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 3: KING STREET (120A) & KING STREET (ROUTE 120A)08/08/2017 17000360A_AMEX Synchro 9 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph) 30 0 245 0 0 0 0 605 205 280 520 155 Future Volume (vph) 30 0 245 0 0 0 0 605 205 280 520 155 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 Storage Length (ft) 0 100 0 0 0 0 0 0 Storage Lanes 0 1 0 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.966 0.966 Flt Protected 0.950 0.950 Satd. Flow (prot) 1570 0 1568 0 0 0 0 1962 0 1752 1735 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1570 0 1568 0 0 0 0 1962 0 1752 1735 0 Link Speed (mph) 35 35 35 35 Link Distance (ft) 779 189 204 275 Travel Time (s) 15.2 3.7 4.0 5.4 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) 32 0 261 0 0 0 0 644 218 298 553 165 Shared Lane Traffic (%) Lane Group Flow (vph) 32 0 261 0 0 0 0 862 0 298 718 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 73.2% ICU Level of Service D Analysis Period (min) 15 YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 3: KING STREET (120A) & KING STREET (ROUTE 120A)08/08/2017 17000360A_AMEX Synchro 9 Report Page 7 Intersection Int Delay, s/veh 7.1 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 30 0 245 0 0 0 0 605 205 280 520 155 Future Vol, veh/h 30 0 245 0 0 0 0 605 205 280 520 155 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - Free - - None Storage Length - - 100 - - - - - - 0 - - Veh in Median Storage, # - 0 - - - - - 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 0 3 0 0 0 0 6 6 3 6 5 Mvmt Flow 32 0 261 0 0 0 0 644 218 298 553 165 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1875 - 644 - 0 - 644 0 0 Stage 1 644 - - - - - - - - Stage 2 1231 - - - - - - - - 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 73 0 471 0 - 0 936 - - Stage 1 499 0 - 0 - 0 - - - Stage 2 259 0 - 0 - 0 - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 50 0 471 - - - 936 - - Mov Cap-2 Maneuver 50 0 - - - - - - - Stage 1 499 0 - - - - - - - Stage 2 177 0 - - - - - - - Approach NB SE NW HCM Control Delay, s 36.9 0 3.1 HCM LOS E Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h) 50 471 936 - - - HCM Lane V/C Ratio 0.638 0.553 0.318 - - - HCM Control Delay (s) 160.9 21.7 10.6 - - - HCM Lane LOS F C B - - - HCM 95th %tile Q(veh) 2.5 3.3 1.4 - - - YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/08/2017 17000360A_AMEX Synchro 9 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph) 775 250 270 580 5 180 Future Volume (vph) 775 250 270 580 5 180 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.967 0.868 Flt Protected 0.950 0.999 Satd. Flow (prot) 1766 0 1770 1810 1542 0 Flt Permitted 0.950 0.999 Satd. Flow (perm) 1766 0 1770 1810 1542 0 Link Speed (mph) 35 35 30 Link Distance (ft) 167 275 240 Travel Time (s) 3.3 5.4 5.5 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) 807 260 281 604 5 188 Shared Lane Traffic (%) Lane Group Flow (vph) 1067 0 281 604 193 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 92.4% ICU Level of Service F Analysis Period (min) 15 YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/08/2017 17000360A_AMEX Synchro 9 Report Page 9 Intersection Int Delay, s/veh 6.7 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 775 250 270 580 5 180 Future Vol, veh/h 775 250 270 580 5 180 Conflicting Peds, #/hr 0 0 0 0 0 0 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 1 2 5 0 7 Mvmt Flow 807 260 281 604 5 188 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1068 0 2105 938 Stage 1 - - - - 938 - Stage 2 - - - - 1167 - 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 - - 653 - 57 314 Stage 1 - - - - 384 - Stage 2 - - - - 299 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 653 - 32 314 Mov Cap-2 Maneuver - - - - 32 - Stage 1 - - - - 384 - Stage 2 - - - - 170 - Approach NB SB SW HCM Control Delay, s 0 4.6 53.1 HCM LOS F Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h) - - 653 - 254 HCM Lane V/C Ratio - - 0.431 - 0.759 HCM Control Delay (s) - - 14.6 - 53.1 HCM Lane LOS - - B - F HCM 95th %tile Q(veh) - - 2.2 - 5.5 YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/08/2017 17000360A_AMEX Synchro 9 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 0 985 565 20 40 245 Future Volume (vph) 0 985 565 20 40 245 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) 1012 167 333 Travel Time (s) 19.7 3.3 7.6 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 1071 614 22 43 266 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1071 636 0 309 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 75.9% ICU Level of Service D Analysis Period (min) 15 YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/08/2017 17000360A_AMEX Synchro 9 Report Page 11 Intersection Int Delay, s/veh 12.6 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 0 985 565 20 40 245 Future Vol, veh/h 0 985 565 20 40 245 Conflicting Peds, #/hr 0 0 0 0 0 0 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 5 6 0 3 1 Mvmt Flow 0 1071 614 22 43 266 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 636 0 - 0 1696 625 Stage 1 - - - - 625 - Stage 2 - - - - 1071 - 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 957 - - - 101 487 Stage 1 - - - - 532 - Stage 2 - - - - 328 - Platoon blocked, % - - - Mov Cap-1 Maneuver 957 - - - 101 487 Mov Cap-2 Maneuver - - - - 101 - Stage 1 - - - - 532 - Stage 2 - - - - 328 - Approach NB SB NE HCM Control Delay, s 0 0 82.1 HCM LOS F Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h) 317 957 - - - HCM Lane V/C Ratio 0.977 - - - - HCM Control Delay (s) 82.1 0 - - - HCM Lane LOS F A - - - HCM 95th %tile Q(veh) 10.3 0 - - - YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 6: ARBOR DRIVE & KING STREET (120A)08/08/2017 17000360A_AMEX Synchro 9 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 29 911 776 39 72 49 Future Volume (vph) 29 911 776 39 72 49 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 100 175 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) 1641 1810 1810 1615 1787 1553 Flt Permitted 0.240 0.950 Satd. Flow (perm) 415 1810 1810 1615 1787 1553 Right Turn on Red Yes Yes Satd. Flow (RTOR) 9 53 Link Speed (mph) 35 35 30 Link Distance (ft) 340 1012 608 Travel Time (s) 6.6 19.7 13.8 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) 29 980 834 42 77 53 Shared Lane Traffic (%) Lane Group Flow (vph) 29 980 834 42 77 53 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 2 1 1 1 2 2 Detector Template Leading Detector (ft) 83 6 6 6 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 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 6: ARBOR DRIVE & KING STREET (120A)08/08/2017 17000360A_AMEX Synchro 9 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 72.0 56.0 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 C-Max C-Max None None Act Effct Green (s) 79.3 80.5 73.8 97.0 8.7 8.7 Actuated g/C Ratio 0.82 0.83 0.76 1.00 0.09 0.09 v/c Ratio 0.07 0.65 0.61 0.03 0.48 0.28 Control Delay 2.9 7.1 10.6 0.0 51.3 15.3 Queue Delay 0.0 1.1 0.0 0.0 0.0 0.0 Total Delay 2.9 8.2 10.6 0.0 51.3 15.3 LOS A A B A D B Approach Delay 8.1 10.1 36.6 Approach LOS A B D Queue Length 50th (ft) 3 204 264 0 46 0 Queue Length 95th (ft) 10 396 462 0 89 34 Internal Link Dist (ft) 260 932 528 Turn Bay Length (ft) 100 100 175 Base Capacity (vph) 465 1502 1376 1615 368 362 Starvation Cap Reductn 0 282 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.80 0.61 0.03 0.21 0.15 Intersection Summary Area Type: Other Cycle Length: 97 Actuated Cycle Length: 97 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.65 Intersection Signal Delay: 10.8 Intersection LOS: B Intersection Capacity Utilization 61.3% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 08/08/2017 17000360A_AMEX Synchro 9 Report Page 14 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 940 625 200 Future Volume (vph) 0 0 0 940 625 200 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.967 Flt Protected Satd. Flow (prot) 0 0 0 1810 1745 0 Flt Permitted Satd. Flow (perm) 0 0 0 1810 1745 0 Link Speed (mph) 30 35 35 Link Distance (ft) 154 263 340 Travel Time (s) 3.5 5.1 6.6 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 1022 679 217 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 1022 896 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 52.8% ICU Level of Service A Analysis Period (min) 15 YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017 17000360A_AMEX Synchro 9 Report Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 170 10 60 40 10 320 170 450 5 65 520 40 Future Volume (vph) 170 10 60 40 10 320 170 450 5 65 520 40 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 50 80 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.871 0.850 0.998 0.989 Flt Protected 0.950 0.961 0.950 0.950 Satd. Flow (prot) 1719 1586 0 0 1715 1482 1671 1824 0 1805 1812 0 Flt Permitted 0.950 0.961 0.263 0.467 Satd. Flow (perm) 1719 1586 0 0 1715 1482 463 1824 0 887 1812 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 63 333 2 Link Speed (mph) 30 30 35 35 Link Distance (ft) 274 248 752 263 Travel Time (s) 6.2 5.6 14.6 5.1 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) 177 10 63 42 10 333 177 469 5 68 542 42 Shared Lane Traffic (%) Lane Group Flow (vph) 177 73 0 0 52 333 177 474 0 68 584 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 2 1 2 1 2 1 2 1 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 8 8 4 4 5 2 1 6 YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017 17000360A_AMEX Synchro 9 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 8 8 4 4 4 5 2 1 6 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 2.0 2.0 2.0 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) 20.1 20.1 10.4 10.4 100.4 89.7 84.0 77.1 Actuated g/C Ratio 0.14 0.14 0.07 0.07 0.68 0.61 0.57 0.52 v/c Ratio 0.76 0.27 0.43 0.80 0.39 0.43 0.12 0.62 Control Delay 81.1 17.6 74.8 21.4 12.9 20.2 11.6 30.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 81.1 17.6 74.8 21.4 12.9 20.2 11.6 30.8 LOS F B E C B C B C Approach Delay 62.5 28.6 18.2 28.8 Approach LOS E C B C Queue Length 50th (ft) 167 9 50 0 55 234 20 365 Queue Length 95th (ft) 240 54 90 100 124 449 54 666 Internal Link Dist (ft) 194 168 672 183 Turn Bay Length (ft)50 80 250 Base Capacity (vph) 696 680 231 488 455 1105 583 944 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.25 0.11 0.23 0.68 0.39 0.43 0.12 0.62 Intersection Summary Area Type: Other Cycle Length: 148 Actuated Cycle Length: 148 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 29.6 Intersection LOS: C Intersection Capacity Utilization 69.5% ICU Level of Service C Analysis Period (min) 15 YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017 17000360A_AMEX Synchro 9 Report Page 17 Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 9: ARBOR DRIVE & SITE DRIVEWAY 08/08/2017 17000360A_AMEX Synchro 9 Report Page 18 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph) 4 0 0 117 38 30 Future Volume (vph) 4 0 0 117 38 30 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) 271 418 608 Travel Time (s) 6.2 9.5 13.8 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 0 146 48 38 Shared Lane Traffic (%) Lane Group Flow (vph) 5 0 0 146 86 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 16.2% ICU Level of Service A Analysis Period (min) 15 YEAR 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 9: ARBOR DRIVE & SITE DRIVEWAY 08/08/2017 17000360A_AMEX Synchro 9 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 0 117 38 30 Future Vol, veh/h 4 0 0 117 38 30 Conflicting Peds, #/hr 0 0 0 0 0 0 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 0 0 2 5 0 Mvmt Flow 5 0 0 146 48 38 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 212 66 85 0 - 0 Stage 1 66 - - - - - Stage 2 146 - - - - - 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 781 1003 1524 - - - Stage 1 962 - - - - - Stage 2 886 - - - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 781 1003 1524 - - - Mov Cap-2 Maneuver 781 - - - - - Stage 1 962 - - - - - Stage 2 886 - - - - - Approach SE NE SW HCM Control Delay, s 9.6 0 0 HCM LOS A Minor Lane/Major Mvmt NEL NET SELn1 SWT SWR Capacity (veh/h) 1524 - 781 - - HCM Lane V/C Ratio - - 0.006 - - HCM Control Delay (s) 0 - 9.6 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0 - - 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017 17000360A_PMEX Synchro 9 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph) 159 477 760 143 120 190 Future Volume (vph) 159 477 760 143 120 190 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 0.133 0.950 Satd. Flow (perm) 232 1810 1749 1542 1619 1538 Right Turn on Red Yes No Satd. Flow (RTOR) 122 Link Speed (mph) 35 35 30 Link Distance (ft) 2134 1202 3360 Travel Time (s) 41.6 23.4 76.4 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) 177 530 844 159 133 211 Shared Lane Traffic (%) Lane Group Flow (vph) 177 530 844 159 133 211 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 2 1 1 1 2 2 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 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017 17000360A_PMEX Synchro 9 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 1 2 2 4 4 4 1 3 Permitted Phases 2 2 Detector Phase 1 2 2 4 4 4 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) 47.2 36.1 36.1 47.1 11.0 21.0 Actuated g/C Ratio 0.70 0.54 0.54 0.70 0.16 0.31 v/c Ratio 0.53 0.54 0.90 0.14 0.49 0.44 Control Delay 12.0 13.9 30.6 1.1 32.4 21.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.0 13.9 30.6 1.1 32.4 21.2 LOS B B C A C C Approach Delay 13.4 25.9 25.5 Approach LOS B C C Queue Length 50th (ft) 16 126 273 2 50 68 Queue Length 95th (ft) 67 266 #623 14 103 121 Internal Link Dist (ft) 2054 1122 3280 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 402 973 940 1236 397 524 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.44 0.54 0.90 0.13 0.34 0.40 Intersection Summary Area Type: Other Cycle Length: 102 Actuated Cycle Length: 67.2 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.90 Intersection Signal Delay: 21.6 Intersection LOS: C Intersection Capacity Utilization 67.1% ICU Level of Service C 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017 17000360A_PMEX Synchro 9 Report Page 3 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) 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 2: KING STREET (120A) & SB OFF RAMP 08/08/2017 17000360A_PMEX Synchro 9 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 130 535 0 0 910 Future Volume (vph) 0 130 535 0 0 910 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) 445 204 1269 Travel Time (s) 10.1 4.0 24.7 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) 0 135 557 0 0 948 Shared Lane Traffic (%) Lane Group Flow (vph) 0 135 557 0 0 948 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 51.2% ICU Level of Service A Analysis Period (min) 15 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 2: KING STREET (120A) & SB OFF RAMP 08/08/2017 17000360A_PMEX Synchro 9 Report Page 5 Intersection Int Delay, s/veh 1.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 130 535 0 0 910 Future Vol, veh/h 0 130 535 0 0 910 Conflicting Peds, #/hr 0 0 0 0 0 0 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 0 2 0 0 1 Mvmt Flow 0 135 557 0 0 948 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 557 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 0 534 - 0 0 - Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, %- - Mov Cap-1 Maneuver - 534 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 14 0 0 HCM LOS B Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 534 - HCM Lane V/C Ratio - 0.254 - HCM Control Delay (s) - 14 - HCM Lane LOS - B - HCM 95th %tile Q(veh) - 1 - 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 3: KING STREET (120A) & KING STREET (ROUTE 120A)08/08/2017 17000360A_PMEX Synchro 9 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph) 30 0 265 0 0 0 0 700 210 155 505 160 Future Volume (vph) 30 0 265 0 0 0 0 700 210 155 505 160 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 Storage Length (ft) 0 100 0 0 0 0 0 0 Storage Lanes 0 1 0 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.969 0.964 Flt Protected 0.950 0.950 Satd. Flow (prot) 1805 0 1599 0 0 0 0 2046 0 1787 1804 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1805 0 1599 0 0 0 0 2046 0 1787 1804 0 Link Speed (mph) 35 35 35 35 Link Distance (ft) 779 189 204 275 Travel Time (s) 15.2 3.7 4.0 5.4 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) 31 0 270 0 0 0 0 714 214 158 515 163 Shared Lane Traffic (%) Lane Group Flow (vph) 31 0 270 0 0 0 0 928 0 158 678 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 72.7% ICU Level of Service C Analysis Period (min) 15 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 3: KING STREET (120A) & KING STREET (ROUTE 120A)08/08/2017 17000360A_PMEX Synchro 9 Report Page 7 Intersection Int Delay, s/veh 5.7 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 30 0 265 0 0 0 0 700 210 155 505 160 Future Vol, veh/h 30 0 265 0 0 0 0 700 210 155 505 160 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - Free - - None Storage Length - - 100 - - - - - - 0 - - Veh in Median Storage, # - 0 - - - - - 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 0 1 0 0 0 0 2 2 1 2 0 Mvmt Flow 31 0 270 0 0 0 0 714 214 158 515 163 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1627 - 714 - 0 - 714 0 0 Stage 1 714 - - - - - - - - Stage 2 913 - - - - - - - - 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 114 0 433 0 - 0 891 - - Stage 1 489 0 - 0 - 0 - - - Stage 2 395 0 - 0 - 0 - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 94 0 433 - - - 891 - - Mov Cap-2 Maneuver 94 0 - - - - - - - Stage 1 489 0 - - - - - - - Stage 2 325 0 - - - - - - - Approach NB SE NW HCM Control Delay, s 29.7 0 1.9 HCM LOS D Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h) 94 433 891 - - - HCM Lane V/C Ratio 0.326 0.624 0.178 - - - HCM Control Delay (s) 60.8 26.2 9.9 - - - HCM Lane LOS F D A - - - HCM 95th %tile Q(veh) 1.3 4.1 0.6 - - - 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/08/2017 17000360A_PMEX Synchro 9 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph) 740 190 370 595 5 80 Future Volume (vph) 740 190 370 595 5 80 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 0.972 0.873 Flt Protected 0.950 0.997 Satd. Flow (prot) 1829 0 1787 1863 1654 0 Flt Permitted 0.950 0.997 Satd. Flow (perm) 1829 0 1787 1863 1654 0 Link Speed (mph) 35 35 30 Link Distance (ft) 167 275 240 Travel Time (s) 3.3 5.4 5.5 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) 771 198 385 620 5 83 Shared Lane Traffic (%) Lane Group Flow (vph) 969 0 385 620 88 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 86.2% ICU Level of Service E Analysis Period (min) 15 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/08/2017 17000360A_PMEX Synchro 9 Report Page 9 Intersection Int Delay, s/veh 4.7 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 740 190 370 595 5 80 Future Vol, veh/h 740 190 370 595 5 80 Conflicting Peds, #/hr 0 0 0 0 0 0 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 1 1 2 0 0 Mvmt Flow 771 198 385 620 5 83 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 969 0 2261 870 Stage 1 - - - - 870 - Stage 2 - - - - 1391 - 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 - - 715 - 46 354 Stage 1 - - - - 413 - Stage 2 - - - - 233 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 715 - 21 354 Mov Cap-2 Maneuver - - - - 21 - Stage 1 - - - - 413 - Stage 2 - - - - 108 - Approach NB SB SW HCM Control Delay, s 0 6 41.8 HCM LOS E Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h) - - 715 - 183 HCM Lane V/C Ratio - - 0.539 - 0.484 HCM Control Delay (s) - - 15.8 - 41.8 HCM Lane LOS - - C - E HCM 95th %tile Q(veh) - - 3.3 - 2.3 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/08/2017 17000360A_PMEX Synchro 9 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 5 895 560 40 35 270 Future Volume (vph) 5 895 560 40 35 270 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 0.881 Flt Protected 0.994 Satd. Flow (prot) 0 1881 1865 0 1664 0 Flt Permitted 0.994 Satd. Flow (perm) 0 1881 1865 0 1664 0 Link Speed (mph) 35 35 30 Link Distance (ft) 1012 167 333 Travel Time (s) 19.7 3.3 7.6 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) 5 942 589 42 37 284 Shared Lane Traffic (%) Lane Group Flow (vph) 0 947 631 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 76.4% ICU Level of Service D Analysis Period (min) 15 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/08/2017 17000360A_PMEX Synchro 9 Report Page 11 Intersection Int Delay, s/veh 9.2 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 5 895 560 40 35 270 Future Vol, veh/h 5 895 560 40 35 270 Conflicting Peds, #/hr 0 0 0 0 0 0 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 1 1 0 0 0 Mvmt Flow 5 942 589 42 37 284 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 632 0 - 0 1564 611 Stage 1 - - - - 611 - Stage 2 - - - - 953 - 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 960 - - - 124 497 Stage 1 - - - - 546 - Stage 2 - - - - 378 - Platoon blocked, % - - - Mov Cap-1 Maneuver 960 - - - 123 497 Mov Cap-2 Maneuver - - - - 123 - Stage 1 - - - - 546 - Stage 2 - - - - 374 - Approach NB SB NE HCM Control Delay, s 0 0 54.4 HCM LOS F Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h) 368 960 - - - HCM Lane V/C Ratio 0.872 0.005 - - - HCM Control Delay (s) 54.4 8.8 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 8.4 0 - - - 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 6: ARBOR DRIVE & KING STREET (120A)08/08/2017 17000360A_PMEX Synchro 9 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 34 861 753 58 41 37 Future Volume (vph) 34 861 753 58 41 37 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 100 175 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) 1805 1881 1881 1583 1770 1615 Flt Permitted 0.292 0.950 Satd. Flow (perm) 555 1881 1881 1583 1770 1615 Right Turn on Red Yes Yes Satd. Flow (RTOR) 11 39 Link Speed (mph) 35 35 30 Link Distance (ft) 340 1012 608 Travel Time (s) 6.6 19.7 13.8 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) 35 897 784 60 43 39 Shared Lane Traffic (%) Lane Group Flow (vph) 35 897 784 60 43 39 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 2 1 1 1 2 2 Detector Template Leading Detector (ft) 83 6 6 6 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 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 6: ARBOR DRIVE & KING STREET (120A)08/08/2017 17000360A_PMEX Synchro 9 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 72.0 56.0 10.0 10.0 Total Split (s) 20.0 85.0 65.0 35.0 35.0 Total Split (%) 16.7% 70.8% 54.2% 29.2% 29.2% Maximum Green (s) 14.0 79.0 59.0 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) 103.4 104.6 97.9 120.0 7.6 7.6 Actuated g/C Ratio 0.86 0.87 0.82 1.00 0.06 0.06 v/c Ratio 0.07 0.55 0.51 0.04 0.39 0.28 Control Delay 2.0 4.1 6.8 0.1 63.3 21.1 Queue Delay 0.0 1.1 0.0 0.0 0.0 0.0 Total Delay 2.0 5.3 6.8 0.1 63.3 21.1 LOS A A A A E C Approach Delay 5.2 6.3 43.2 Approach LOS A A D Queue Length 50th (ft) 3 148 218 0 33 0 Queue Length 95th (ft) 9 256 347 0 70 35 Internal Link Dist (ft) 260 932 528 Turn Bay Length (ft) 100 100 175 Base Capacity (vph) 624 1640 1535 1583 442 433 Starvation Cap Reductn 0 475 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.77 0.51 0.04 0.10 0.09 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.55 Intersection Signal Delay: 7.4 Intersection LOS: A Intersection Capacity Utilization 58.6% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 08/08/2017 17000360A_PMEX Synchro 9 Report Page 14 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 895 720 70 Future Volume (vph) 0 0 0 895 720 70 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) 154 263 340 Travel Time (s) 3.5 5.1 6.6 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 0 913 735 71 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 913 806 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 50.4% ICU Level of Service A Analysis Period (min) 15 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017 17000360A_PMEX Synchro 9 Report Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 40 5 35 95 10 370 40 485 75 120 595 5 Future Volume (vph) 40 5 35 95 10 370 40 485 75 120 595 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 50 80 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.869 0.850 0.980 0.999 Flt Protected 0.950 0.957 0.950 0.950 Satd. Flow (prot) 1805 1651 0 0 1802 1583 1805 1844 0 1770 1879 0 Flt Permitted 0.950 0.957 0.335 0.292 Satd. Flow (perm) 1805 1651 0 0 1802 1583 636 1844 0 544 1879 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 35 374 7 Link Speed (mph) 30 30 35 35 Link Distance (ft) 274 248 752 263 Travel Time (s) 6.2 5.6 14.6 5.1 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) 40 5 35 96 10 374 40 490 76 121 601 5 Shared Lane Traffic (%) Lane Group Flow (vph) 40 40 0 0 106 374 40 566 0 121 606 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 2 1 2 1 2 1 2 1 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 8 8 4 4 5 2 1 6 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017 17000360A_PMEX Synchro 9 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 8 8 4 4 4 5 2 1 6 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 2.0 2.0 2.0 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) 6.9 6.9 11.1 11.1 58.8 53.3 65.4 59.9 Actuated g/C Ratio 0.07 0.07 0.11 0.11 0.59 0.53 0.65 0.60 v/c Ratio 0.32 0.27 0.53 0.74 0.09 0.57 0.27 0.54 Control Delay 50.6 21.8 50.7 13.6 8.9 21.6 9.3 18.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.6 21.8 50.7 13.6 8.9 21.6 9.3 18.0 LOS D C D B A C A B Approach Delay 36.2 21.8 20.8 16.5 Approach LOS D C C B Queue Length 50th (ft) 25 3 65 0 8 229 25 244 Queue Length 95th (ft) 57 35 111 83 25 #460 62 452 Internal Link Dist (ft) 194 168 672 183 Turn Bay Length (ft)50 80 250 Base Capacity (vph) 541 519 264 551 501 986 474 1124 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.08 0.40 0.68 0.08 0.57 0.26 0.54 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: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.74 Intersection Signal Delay: 20.1 Intersection LOS: C Intersection Capacity Utilization 71.3% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017 17000360A_PMEX Synchro 9 Report Page 17 Queue shown is maximum after two cycles. Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 9: ARBOR DRIVE & SITE DRIVEWAY 08/08/2017 17000360A_PMEX Synchro 9 Report Page 18 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph) 15 0 0 63 86 6 Future Volume (vph) 15 0 0 63 86 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 0.991 Flt Protected 0.950 Satd. Flow (prot) 1805 0 0 1900 1883 0 Flt Permitted 0.950 Satd. Flow (perm) 1805 0 0 1900 1883 0 Link Speed (mph) 30 30 30 Link Distance (ft) 271 418 608 Travel Time (s) 6.2 9.5 13.8 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) 18 0 0 75 102 7 Shared Lane Traffic (%) Lane Group Flow (vph) 18 0 0 75 109 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 14.9% ICU Level of Service A Analysis Period (min) 15 2017 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 9: ARBOR DRIVE & SITE DRIVEWAY 08/08/2017 17000360A_PMEX Synchro 9 Report Page 19 Intersection Int Delay, s/veh 0.8 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 15 0 0 63 86 6 Future Vol, veh/h 15 0 0 63 86 6 Conflicting Peds, #/hr 0 0 0 0 0 0 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 0 0 0 0 0 Mvmt Flow 18 0 0 75 102 7 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 181 106 110 0 - 0 Stage 1 106 - - - - - Stage 2 75 - - - - - 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 813 954 1493 - - - Stage 1 923 - - - - - Stage 2 953 - - - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 813 954 1493 - - - Mov Cap-2 Maneuver 813 - - - - - Stage 1 923 - - - - - Stage 2 953 - - - - - Approach SE NE SW HCM Control Delay, s 9.5 0 0 HCM LOS A Minor Lane/Major Mvmt NEL NET SELn1 SWT SWR Capacity (veh/h) 1493 - 813 - - HCM Lane V/C Ratio - - 0.022 - - HCM Control Delay (s) 0 - 9.5 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0.1 - - YEAR 2025 NO-BUILD CONDITIONS YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017 17000360A_AMNB Synchro 9 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph) 233 723 577 155 148 170 Future Volume (vph) 233 723 577 155 148 170 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 12 11 13 11 12 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 0.97 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1662 1810 1749 1589 1662 1538 Flt Permitted 0.262 0.950 Satd. Flow (perm) 457 1810 1749 1542 1620 1538 Right Turn on Red Yes No Satd. Flow (RTOR) 172 Link Speed (mph) 35 35 30 Link Distance (ft) 2134 1202 3360 Travel Time (s) 41.6 23.4 76.4 Confl. Peds. (#/hr) 10 10 10 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 259 803 641 172 164 189 Shared Lane Traffic (%) Lane Group Flow (vph) 259 803 641 172 164 189 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 2 1 1 1 2 2 Detector Template Leading Detector (ft) 18 66 166 166 18 18 Trailing Detector (ft) -8 60 160 160 -8 -8 Detector 1 Position(ft) -8 60 160 160 -8 -8 Detector 1 Size(ft) 14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 12 12 12 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017 17000360A_AMNB Synchro 9 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 1 2 2 4 4 4 1 3 Permitted Phases 2 2 Detector Phase 1 2 2 4 4 4 1 Switch Phase Minimum Initial (s) 5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s) 8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s) 13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%) 12.7% 40.2% 40.2% 20.6% 20.6% 26% Maximum Green (s) 10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s)7.0 Flash Dont Walk (s)16.0 Pedestrian Calls (#/hr)0 Act Effct Green (s) 50.0 36.0 36.0 46.7 10.7 23.7 Actuated g/C Ratio 0.72 0.52 0.52 0.67 0.15 0.34 v/c Ratio 0.50 0.86 0.71 0.16 0.65 0.36 Control Delay 6.7 27.2 19.0 0.8 40.1 19.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.7 27.2 19.0 0.8 40.1 19.5 LOS A C B A D B Approach Delay 22.2 15.2 29.1 Approach LOS C B C Queue Length 50th (ft) 24 273 192 0 67 60 Queue Length 95th (ft) 58 #559 358 11 124 109 Internal Link Dist (ft) 2054 1122 3280 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 518 935 903 1205 381 500 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.50 0.86 0.71 0.14 0.43 0.38 Intersection Summary Area Type: Other Cycle Length: 102 Actuated Cycle Length: 69.7 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay: 20.7 Intersection LOS: C Intersection Capacity Utilization 63.1% ICU Level of Service B YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017 17000360A_AMNB Synchro 9 Report Page 3 Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 2: KING STREET (120A) & SB OFF RAMP 08/08/2017 17000360A_AMNB Synchro 9 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 295 639 0 0 973 Future Volume (vph) 0 295 639 0 0 973 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected Satd. Flow (prot) 0 1611 1792 0 0 1810 Flt Permitted Satd. Flow (perm) 0 1611 1792 0 0 1810 Link Speed (mph) 30 35 35 Link Distance (ft) 445 204 1269 Travel Time (s) 10.1 4.0 24.7 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 0% 2% 6% 0% 0% 5% Adj. Flow (vph) 0 307 666 0 0 1014 Shared Lane Traffic (%) Lane Group Flow (vph) 0 307 666 0 0 1014 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 58.6% ICU Level of Service B Analysis Period (min) 15 YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 2: KING STREET (120A) & SB OFF RAMP 08/08/2017 17000360A_AMNB Synchro 9 Report Page 5 Intersection Int Delay, s/veh 4.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 295 639 0 0 973 Future Vol, veh/h 0 295 639 0 0 973 Conflicting Peds, #/hr 0 0 0 0 0 0 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 2 6 0 0 5 Mvmt Flow 0 307 666 0 0 1014 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 666 0 - - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.22 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.318 - - - - Pot Cap-1 Maneuver 0 459 - 0 0 - Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, %- - Mov Cap-1 Maneuver - 459 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 27.3 0 0 HCM LOS D Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 459 - HCM Lane V/C Ratio - 0.669 - HCM Control Delay (s) - 27.3 - HCM Lane LOS - D - HCM 95th %tile Q(veh) - 4.8 - YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 3: KING STREET (120A) & KING STREET (ROUTE 120A)08/08/2017 17000360A_AMNB Synchro 9 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph) 32 0 337 0 0 0 0 735 238 308 607 164 Future Volume (vph) 32 0 337 0 0 0 0 735 238 308 607 164 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 Storage Length (ft) 0 100 0 0 0 0 0 0 Storage Lanes 0 1 0 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.967 0.968 Flt Protected 0.950 0.950 Satd. Flow (prot) 1570 0 1568 0 0 0 0 1964 0 1752 1739 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1570 0 1568 0 0 0 0 1964 0 1752 1739 0 Link Speed (mph) 35 35 35 35 Link Distance (ft) 779 189 204 275 Travel Time (s) 15.2 3.7 4.0 5.4 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 15% 0% 3% 0% 0% 0% 0% 6% 6% 3% 6% 5% Adj. Flow (vph) 34 0 359 0 0 0 0 782 253 328 646 174 Shared Lane Traffic (%) Lane Group Flow (vph) 34 0 359 0 0 0 0 1035 0 328 820 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 83.6% ICU Level of Service E Analysis Period (min) 15 YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 3: KING STREET (120A) & KING STREET (ROUTE 120A)08/08/2017 17000360A_AMNB Synchro 9 Report Page 7 Intersection Int Delay, s/veh 17.4 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 32 0 337 0 0 0 0 735 238 308 607 164 Future Vol, veh/h 32 0 337 0 0 0 0 735 238 308 607 164 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - Free - - None Storage Length - - 100 - - - - - - 0 - - Veh in Median Storage, # - 0 - - - - - 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 0 3 0 0 0 0 6 6 3 6 5 Mvmt Flow 34 0 359 0 0 0 0 782 253 328 646 174 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2170 - 782 - 0 - 782 0 0 Stage 1 782 - - - - - - - - Stage 2 1388 - - - - - - - - Critical Hdwy 6.55 - 6.23 - - - 4.13 - - Critical Hdwy Stg 1 5.55 - - - - - - - - Critical Hdwy Stg 2 5.55 - - - - - - - - Follow-up Hdwy 3.635 - 3.327 - - - 2.227 - - Pot Cap-1 Maneuver 47 0 393 0 - 0 831 - - Stage 1 429 0 - 0 - 0 - - - Stage 2 217 0 - 0 - 0 - - - Platoon blocked, %- - - Mov Cap-1 Maneuver ~ 28 0 393 - - - 831 - - Mov Cap-2 Maneuver ~ 28 0 - - - - - - - Stage 1 429 0 - - - - - - - Stage 2 131 0 - - - - - - - Approach NB SE NW HCM Control Delay, s 92.9 0 3.5 HCM LOS F Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h) 28 393 831 - - - HCM Lane V/C Ratio 1.216 0.912 0.394 - - - HCM Control Delay (s) $ 451.8 58.8 12.1 - - - HCM Lane LOS F F B - - - HCM 95th %tile Q(veh) 4 9.6 1.9 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/08/2017 17000360A_AMNB Synchro 9 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph) 863 276 307 765 5 216 Future Volume (vph) 863 276 307 765 5 216 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.967 0.868 Flt Protected 0.950 0.999 Satd. Flow (prot) 1766 0 1770 1810 1542 0 Flt Permitted 0.950 0.999 Satd. Flow (perm) 1766 0 1770 1810 1542 0 Link Speed (mph) 35 35 30 Link Distance (ft) 167 275 240 Travel Time (s) 3.3 5.4 5.5 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 5% 1% 2% 5% 0% 7% Adj. Flow (vph) 899 288 320 797 5 225 Shared Lane Traffic (%) Lane Group Flow (vph) 1187 0 320 797 230 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 102.9% ICU Level of Service G Analysis Period (min) 15 YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/08/2017 17000360A_AMNB Synchro 9 Report Page 9 Intersection Int Delay, s/veh 17.6 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 863 276 307 765 5 216 Future Vol, veh/h 863 276 307 765 5 216 Conflicting Peds, #/hr 0 0 0 0 0 0 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 1 2 5 0 7 Mvmt Flow 899 288 320 797 5 225 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1186 0 2479 1043 Stage 1 - - - - 1043 - Stage 2 - - - - 1436 - 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 - - 589 - 33 272 Stage 1 - - - - 342 - Stage 2 - - - - 221 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 589 - 15 272 Mov Cap-2 Maneuver - - - - 15 - Stage 1 - - - - 342 - Stage 2 - - - - 101 - Approach NB SB SW HCM Control Delay, s 0 5.2 168.7 HCM LOS F Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h) - - 589 - 196 HCM Lane V/C Ratio - - 0.543 - 1.175 HCM Control Delay (s) - - 18.1 - 168.7 HCM Lane LOS - - C - F HCM 95th %tile Q(veh) - - 3.2 - 11.7 YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/08/2017 17000360A_AMNB Synchro 9 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 0 1096 749 21 42 337 Future Volume (vph) 0 1096 749 21 42 337 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.996 0.880 Flt Protected 0.994 Satd. Flow (prot) 0 1810 1788 0 1642 0 Flt Permitted 0.994 Satd. Flow (perm) 0 1810 1788 0 1642 0 Link Speed (mph) 35 35 30 Link Distance (ft) 1012 167 333 Travel Time (s) 19.7 3.3 7.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 5% 6% 0% 3% 1% Adj. Flow (vph) 0 1191 814 23 46 366 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1191 837 0 412 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 87.5% ICU Level of Service E Analysis Period (min) 15 YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/08/2017 17000360A_AMNB Synchro 9 Report Page 11 Intersection Int Delay, s/veh 61.7 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 0 1096 749 21 42 337 Future Vol, veh/h 0 1096 749 21 42 337 Conflicting Peds, #/hr 0 0 0 0 0 0 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 5 6 0 3 1 Mvmt Flow 0 1191 814 23 46 366 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 837 0 - 0 2017 826 Stage 1 - - - - 826 - Stage 2 - - - - 1191 - Critical Hdwy 4.1 - - - 6.43 6.21 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.2 - - - 3.527 3.309 Pot Cap-1 Maneuver 806 - - - 64 373 Stage 1 - - - - 428 - Stage 2 - - - - 287 - Platoon blocked, % - - - Mov Cap-1 Maneuver 806 - - - 64 373 Mov Cap-2 Maneuver - - - - 64 - Stage 1 - - - - 428 - Stage 2 - - - - 287 - Approach NB SB NE HCM Control Delay, s 0 0 $ 365.4 HCM LOS F Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h) 243 806 - - - HCM Lane V/C Ratio 1.695 - - - - HCM Control Delay (s) $ 365.4 0 - - - HCM Lane LOS F A - - - HCM 95th %tile Q(veh) 26.9 0 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 6: ARBOR DRIVE & KING STREET (120A)08/08/2017 17000360A_AMNB Synchro 9 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 83 989 843 249 105 59 Future Volume (vph) 83 989 843 249 105 59 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 100 175 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) 1641 1810 1810 1615 1787 1553 Flt Permitted 0.173 0.950 Satd. Flow (perm) 299 1810 1810 1615 1787 1553 Right Turn on Red Yes Yes Satd. Flow (RTOR) 55 63 Link Speed (mph) 35 35 30 Link Distance (ft) 340 1012 608 Travel Time (s) 6.6 19.7 13.8 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor 93% 100% 100% 100% 100% 100% Heavy Vehicles (%) 10% 5% 5% 0% 1% 4% Adj. Flow (vph) 83 1063 906 268 113 63 Shared Lane Traffic (%) Lane Group Flow (vph) 83 1063 906 268 113 63 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 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 Number of Detectors 2 1 1 1 2 2 Detector Template Leading Detector (ft) 83 6 6 6 83 83 Trailing Detector (ft) -5 0 0 0 -5 -5 Detector 1 Position(ft) -5 0 0 0 -5 -5 Detector 1 Size(ft) 40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 43 Detector 2 Size(ft) 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA Free Prot Perm YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 6: ARBOR DRIVE & KING STREET (120A)08/08/2017 17000360A_AMNB Synchro 9 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 72.0 56.0 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 C-Max C-Max None None Act Effct Green (s) 75.4 75.4 65.5 97.0 10.6 10.6 Actuated g/C Ratio 0.78 0.78 0.68 1.00 0.11 0.11 v/c Ratio 0.26 0.76 0.74 0.17 0.58 0.28 Control Delay 5.1 11.1 17.5 0.2 52.4 13.2 Queue Delay 0.0 2.9 0.0 0.0 0.0 0.0 Total Delay 5.1 14.0 17.5 0.2 52.4 13.2 LOS A B B A D B Approach Delay 13.4 13.5 38.3 Approach LOS B B D Queue Length 50th (ft) 10 280 344 0 67 0 Queue Length 95th (ft) 24 563 #725 0 118 36 Internal Link Dist (ft) 260 932 528 Turn Bay Length (ft) 100 100 175 Base Capacity (vph) 370 1407 1221 1615 368 370 Starvation Cap Reductn 0 235 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.91 0.74 0.17 0.31 0.17 Intersection Summary Area Type: Other Cycle Length: 97 Actuated Cycle Length: 97 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 15.2 Intersection LOS: B Intersection Capacity Utilization 68.6% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 6: ARBOR DRIVE & KING STREET (120A)08/08/2017 17000360A_AMNB Synchro 9 Report Page 14 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 08/08/2017 17000360A_AMNB Synchro 9 Report Page 15 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 1072 690 212 Future Volume (vph) 0 0 0 1072 690 212 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.968 Flt Protected Satd. Flow (prot) 0 0 0 1810 1747 0 Flt Permitted Satd. Flow (perm) 0 0 0 1810 1747 0 Link Speed (mph) 30 35 35 Link Distance (ft) 154 263 340 Travel Time (s) 3.5 5.1 6.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 0% 0% 5% 6% 3% Adj. Flow (vph) 0 0 0 1165 750 230 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 1165 980 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 59.8% ICU Level of Service B Analysis Period (min) 15 YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017 17000360A_AMNB Synchro 9 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 180 11 64 42 11 339 180 553 5 69 579 42 Future Volume (vph) 180 11 64 42 11 339 180 553 5 69 579 42 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 50 80 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.871 0.850 0.999 0.990 Flt Protected 0.950 0.962 0.950 0.950 Satd. Flow (prot) 1719 1587 0 0 1718 1482 1671 1826 0 1805 1814 0 Flt Permitted 0.950 0.962 0.198 0.379 Satd. Flow (perm) 1719 1587 0 0 1718 1482 348 1826 0 720 1814 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 67 353 2 Link Speed (mph) 30 30 35 35 Link Distance (ft) 274 248 752 263 Travel Time (s) 6.2 5.6 14.6 5.1 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) 188 11 67 44 11 353 188 576 5 72 603 44 Shared Lane Traffic (%) Lane Group Flow (vph) 188 78 0 0 55 353 188 581 0 72 647 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 2 1 2 1 2 1 2 1 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 8 8 4 4 5 2 1 6 YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017 17000360A_AMNB Synchro 9 Report Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 8 8 4 4 4 5 2 1 6 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 2.0 2.0 2.0 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) 21.2 21.2 10.7 10.7 99.1 86.0 80.5 73.4 Actuated g/C Ratio 0.14 0.14 0.07 0.07 0.67 0.58 0.54 0.50 v/c Ratio 0.77 0.27 0.44 0.81 0.46 0.55 0.16 0.72 Control Delay 80.3 17.1 74.8 21.2 14.8 24.4 12.8 36.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 80.3 17.1 74.8 21.2 14.8 24.4 12.8 36.3 LOS F B E C B C B D Approach Delay 61.8 28.4 22.1 33.9 Approach LOS E C C C Queue Length 50th (ft) 177 9 52 0 61 319 22 444 Queue Length 95th (ft) 250 56 93 103 136 609 58 #870 Internal Link Dist (ft) 194 168 672 183 Turn Bay Length (ft)50 80 250 Base Capacity (vph) 696 683 234 506 409 1060 480 900 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.27 0.11 0.24 0.70 0.46 0.55 0.15 0.72 Intersection Summary Area Type: Other Cycle Length: 148 Actuated Cycle Length: 148 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 32.1 Intersection LOS: C Intersection Capacity Utilization 74.5% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017 17000360A_AMNB Synchro 9 Report Page 18 Queue shown is maximum after two cycles. Splits and Phases: 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 9: ARBOR DRIVE & SITE DRIVEWAY 08/08/2017 17000360A_AMNB Synchro 9 Report Page 19 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph) 40 0 0 124 40 292 Future Volume (vph) 40 0 0 124 40 292 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.881 Flt Protected 0.950 Satd. Flow (prot) 1805 0 0 1863 1664 0 Flt Permitted 0.950 Satd. Flow (perm) 1805 0 0 1863 1664 0 Link Speed (mph) 30 30 30 Link Distance (ft) 271 418 608 Travel Time (s) 6.2 9.5 13.8 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%) 0% 0% 0% 2% 5% 0% Adj. Flow (vph) 50 0 0 155 50 365 Shared Lane Traffic (%) Lane Group Flow (vph) 50 0 0 155 415 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 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 30.1% ICU Level of Service A Analysis Period (min) 15 YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 9: ARBOR DRIVE & SITE DRIVEWAY 08/08/2017 17000360A_AMNB Synchro 9 Report Page 20 Intersection Int Delay, s/veh 0.9 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 40 0 0 124 40 292 Future Vol, veh/h 40 0 0 124 40 292 Conflicting Peds, #/hr 0 0 0 0 0 0 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 0 0 2 5 0 Mvmt Flow 50 0 0 155 50 365 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 388 233 415 0 - 0 Stage 1 233 - - - - - Stage 2 155 - - - - - Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 619 811 1155 - - - Stage 1 810 - - - - - Stage 2 878 - - - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 619 811 1155 - - - Mov Cap-2 Maneuver 619 - - - - - Stage 1 810 - - - - - Stage 2 878 - - - - - Approach SE NE SW HCM Control Delay, s 11.3 0 0 HCM LOS B Minor Lane/Major Mvmt NEL NET SELn1 SWT SWR Capacity (veh/h) 1155 - 619 - - HCM Lane V/C Ratio - - 0.081 - - HCM Control Delay (s) 0 - 11.3 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.3 - - YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017 17000360A_PMNB Synchro 9 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph) 224 577 842 165 143 231 Future Volume (vph) 224 577 842 165 143 231 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 12 11 13 11 12 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 0.98 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1662 1810 1749 1589 1662 1538 Flt Permitted 0.111 0.950 Satd. Flow (perm) 194 1810 1749 1542 1621 1538 Right Turn on Red Yes No Satd. Flow (RTOR) 127 Link Speed (mph) 35 35 30 Link Distance (ft) 2134 1202 3360 Travel Time (s) 41.6 23.4 76.4 Confl. Peds. (#/hr) 10 10 10 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 249 641 936 183 159 257 Shared Lane Traffic (%) Lane Group Flow (vph) 249 641 936 183 159 257 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.00 1.04 0.96 1.04 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 2 1 1 1 2 2 Detector Template Leading Detector (ft) 18 66 166 166 18 18 Trailing Detector (ft) -8 60 160 160 -8 -8 Detector 1 Position(ft) -8 60 160 160 -8 -8 Detector 1 Size(ft) 14 6 6 6 14 14 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 12 12 12 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017 17000360A_PMNB Synchro 9 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 1 2 2 4 4 4 1 3 Permitted Phases 2 2 Detector Phase 1 2 2 4 4 4 1 Switch Phase Minimum Initial (s) 5.0 20.0 20.0 7.0 7.0 1.0 Minimum Split (s) 8.0 26.0 26.0 13.0 13.0 27.0 Total Split (s) 13.0 41.0 41.0 21.0 21.0 27.0 Total Split (%) 12.7% 40.2% 40.2% 20.6% 20.6% 26% Maximum Green (s) 10.0 35.0 35.0 15.0 15.0 23.0 Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 2.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 1.0 4.0 4.0 1.5 1.5 0.2 Recall Mode None Min Min None None None Walk Time (s)7.0 Flash Dont Walk (s)16.0 Pedestrian Calls (#/hr)0 Act Effct Green (s) 50.1 36.1 36.1 48.4 12.3 25.3 Actuated g/C Ratio 0.70 0.51 0.51 0.68 0.17 0.35 v/c Ratio 0.69 0.70 1.06 0.17 0.56 0.47 Control Delay 23.9 19.4 68.8 1.3 34.8 21.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.9 19.4 68.8 1.3 34.8 21.0 LOS C B E A C C Approach Delay 20.6 57.7 26.3 Approach LOS C E C Queue Length 50th (ft) 49 204 ~466 5 65 86 Queue Length 95th (ft) #159 357 #728 17 120 148 Internal Link Dist (ft) 2054 1122 3280 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 362 914 883 1170 373 522 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.69 0.70 1.06 0.16 0.43 0.49 Intersection Summary Area Type: Other Cycle Length: 102 Actuated Cycle Length: 71.4 Natural Cycle: 140 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.06 Intersection Signal Delay: 38.7 Intersection LOS: D Intersection Capacity Utilization 76.3% ICU Level of Service D YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017 17000360A_PMNB Synchro 9 Report Page 3 Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 2: KING STREET (120A) & SB OFF RAMP 08/08/2017 17000360A_PMNB Synchro 9 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 163 663 0 0 1021 Future Volume (vph) 0 163 663 0 0 1021 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected Satd. Flow (prot) 0 1644 1863 0 0 1881 Flt Permitted Satd. Flow (perm) 0 1644 1863 0 0 1881 Link Speed (mph) 30 35 35 Link Distance (ft) 445 204 1269 Travel Time (s) 10.1 4.0 24.7 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 0% 0% 2% 0% 0% 1% Adj. Flow (vph) 0 170 691 0 0 1064 Shared Lane Traffic (%) Lane Group Flow (vph) 0 170 691 0 0 1064 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 57.1% ICU Level of Service B Analysis Period (min) 15 YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 2: KING STREET (120A) & SB OFF RAMP 08/08/2017 17000360A_PMNB Synchro 9 Report Page 5 Intersection Int Delay, s/veh 1.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 163 663 0 0 1021 Future Vol, veh/h 0 163 663 0 0 1021 Conflicting Peds, #/hr 0 0 0 0 0 0 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 0 2 0 0 1 Mvmt Flow 0 170 691 0 0 1064 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 691 0 - - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.2 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.3 - - - - Pot Cap-1 Maneuver 0 448 - 0 0 - Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, %- - Mov Cap-1 Maneuver - 448 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 17.9 0 0 HCM LOS C Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 448 - HCM Lane V/C Ratio - 0.379 - HCM Control Delay (s) - 17.9 - HCM Lane LOS - C - HCM 95th %tile Q(veh) - 1.7 - YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 3: KING STREET (120A) & KING STREET (ROUTE 120A)08/08/2017 17000360A_PMNB Synchro 9 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph) 32 0 295 0 0 0 0 782 238 235 631 169 Future Volume (vph) 32 0 295 0 0 0 0 782 238 235 631 169 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 Storage Length (ft) 0 100 0 0 0 0 0 0 Storage Lanes 0 1 0 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.968 0.968 Flt Protected 0.950 0.950 Satd. Flow (prot) 1805 0 1599 0 0 0 0 2044 0 1787 1811 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1805 0 1599 0 0 0 0 2044 0 1787 1811 0 Link Speed (mph) 35 35 35 35 Link Distance (ft) 779 189 204 275 Travel Time (s) 15.2 3.7 4.0 5.4 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 0% 0% 1% 0% 0% 0% 0% 2% 2% 1% 2% 0% Adj. Flow (vph) 33 0 301 0 0 0 0 798 243 240 644 172 Shared Lane Traffic (%) Lane Group Flow (vph) 33 0 301 0 0 0 0 1041 0 240 816 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 82.0% ICU Level of Service D Analysis Period (min) 15 YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 3: KING STREET (120A) & KING STREET (ROUTE 120A)08/08/2017 17000360A_PMNB Synchro 9 Report Page 7 Intersection Int Delay, s/veh 9.4 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 32 0 295 0 0 0 0 782 238 235 631 169 Future Vol, veh/h 32 0 295 0 0 0 0 782 238 235 631 169 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - Free - - None Storage Length - - 100 - - - - - - 0 - - Veh in Median Storage, # - 0 - - - - - 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 0 1 0 0 0 0 2 2 1 2 0 Mvmt Flow 33 0 301 0 0 0 0 798 243 240 644 172 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2008 - 798 - 0 - 798 0 0 Stage 1 798 - - - - - - - - Stage 2 1210 - - - - - - - - Critical Hdwy 6.4 - 6.21 - - - 4.11 - - Critical Hdwy Stg 1 5.4 - - - - - - - - Critical Hdwy Stg 2 5.4 - - - - - - - - Follow-up Hdwy 3.5 - 3.309 - - - 2.209 - - Pot Cap-1 Maneuver 66 0 388 0 - 0 829 - - Stage 1 447 0 - 0 - 0 - - - Stage 2 285 0 - 0 - 0 - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 47 0 388 - - - 829 - - Mov Cap-2 Maneuver 47 0 - - - - - - - Stage 1 447 0 - - - - - - - Stage 2 202 0 - - - - - - - Approach NB SE NW HCM Control Delay, s 53.8 0 2.5 HCM LOS F Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h) 47 388 829 - - - HCM Lane V/C Ratio 0.695 0.776 0.289 - - - HCM Control Delay (s) 182.2 39.9 11.1 - - - HCM Lane LOS F E B - - - HCM 95th %tile Q(veh) 2.7 6.5 1.2 - - - YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/08/2017 17000360A_PMNB Synchro 9 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph) 926 272 408 669 5 110 Future Volume (vph) 926 272 408 669 5 110 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.969 0.871 Flt Protected 0.950 0.998 Satd. Flow (prot) 1823 0 1787 1863 1652 0 Flt Permitted 0.950 0.998 Satd. Flow (perm) 1823 0 1787 1863 1652 0 Link Speed (mph) 35 35 30 Link Distance (ft) 167 275 240 Travel Time (s) 3.3 5.4 5.5 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 1% 1% 1% 2% 0% 0% Adj. Flow (vph) 965 283 425 697 5 115 Shared Lane Traffic (%) Lane Group Flow (vph) 1248 0 425 697 120 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 105.0% ICU Level of Service G Analysis Period (min) 15 YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/08/2017 17000360A_PMNB Synchro 9 Report Page 9 Intersection Int Delay, s/veh 18.6 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 926 272 408 669 5 110 Future Vol, veh/h 926 272 408 669 5 110 Conflicting Peds, #/hr 0 0 0 0 0 0 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 1 1 2 0 0 Mvmt Flow 965 283 425 697 5 115 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1248 0 2653 1106 Stage 1 - - - - 1106 - Stage 2 - - - - 1547 - Critical Hdwy - - 4.11 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.209 - 3.5 3.3 Pot Cap-1 Maneuver - - 561 - 26 258 Stage 1 - - - - 320 - Stage 2 - - - - 195 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 561 - 6 258 Mov Cap-2 Maneuver - - - - 6 - Stage 1 - - - - 320 - Stage 2 - - - - 47 - Approach NB SB SW HCM Control Delay, s 0 10.9 284.6 HCM LOS F Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h) - - 561 - 91 HCM Lane V/C Ratio - - 0.758 - 1.316 HCM Control Delay (s) - - 28.7 - 284.6 HCM Lane LOS - - D - F HCM 95th %tile Q(veh) - - 6.7 - 8.7 YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/08/2017 17000360A_PMNB Synchro 9 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 5 1161 632 42 37 300 Future Volume (vph) 5 1161 632 42 37 300 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.992 0.880 Flt Protected 0.995 Satd. Flow (prot) 0 1881 1867 0 1664 0 Flt Permitted 0.995 Satd. Flow (perm) 0 1881 1867 0 1664 0 Link Speed (mph) 35 35 30 Link Distance (ft) 1012 167 333 Travel Time (s) 19.7 3.3 7.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 0% 1% 1% 0% 0% 0% Adj. Flow (vph) 5 1222 665 44 39 316 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1227 709 0 355 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 92.3% ICU Level of Service F Analysis Period (min) 15 YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/08/2017 17000360A_PMNB Synchro 9 Report Page 11 Intersection Int Delay, s/veh 25.7 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 5 1161 632 42 37 300 Future Vol, veh/h 5 1161 632 42 37 300 Conflicting Peds, #/hr 0 0 0 0 0 0 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 1 1 0 0 0 Mvmt Flow 5 1222 665 44 39 316 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 709 0 - 0 1920 687 Stage 1 - - - - 687 - Stage 2 - - - - 1233 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 899 - - - 75 450 Stage 1 - - - - 503 - Stage 2 - - - - 278 - Platoon blocked, % - - - Mov Cap-1 Maneuver 899 - - - 74 450 Mov Cap-2 Maneuver - - - - 74 - Stage 1 - - - - 503 - Stage 2 - - - - 273 - Approach NB SB NE HCM Control Delay, s 0 0 166.1 HCM LOS F Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h) 289 899 - - - HCM Lane V/C Ratio 1.227 0.006 - - - HCM Control Delay (s) 166.1 9 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 16.4 0 - - - YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 6: ARBOR DRIVE & KING STREET (120A)08/08/2017 17000360A_PMNB Synchro 9 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 45 936 815 97 232 86 Future Volume (vph) 45 936 815 97 232 86 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 100 175 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) 1805 1881 1881 1583 1770 1615 Flt Permitted 0.189 0.950 Satd. Flow (perm) 359 1881 1881 1583 1770 1615 Right Turn on Red Yes Yes Satd. Flow (RTOR) 18 90 Link Speed (mph) 35 35 30 Link Distance (ft) 340 1012 608 Travel Time (s) 6.6 19.7 13.8 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 0% 1% 1% 2% 2% 0% Adj. Flow (vph) 47 975 849 101 242 90 Shared Lane Traffic (%) Lane Group Flow (vph) 47 975 849 101 242 90 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 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 Number of Detectors 2 1 1 1 2 2 Detector Template Leading Detector (ft) 83 6 6 6 83 83 Trailing Detector (ft) -5 0 0 0 -5 -5 Detector 1 Position(ft) -5 0 0 0 -5 -5 Detector 1 Size(ft) 40 6 6 6 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 43 Detector 2 Size(ft) 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA Free Prot Perm Protected Phases 5 2 6 3 YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 6: ARBOR DRIVE & KING STREET (120A)08/08/2017 17000360A_PMNB Synchro 9 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 72.0 56.0 10.0 10.0 Total Split (s) 20.0 85.0 65.0 35.0 35.0 Total Split (%) 16.7% 70.8% 54.2% 29.2% 29.2% Maximum Green (s) 14.0 79.0 59.0 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) 88.1 88.1 78.7 120.0 20.9 20.9 Actuated g/C Ratio 0.73 0.73 0.66 1.00 0.17 0.17 v/c Ratio 0.14 0.71 0.69 0.06 0.79 0.25 Control Delay 6.4 13.5 18.9 0.1 64.9 9.5 Queue Delay 0.0 4.8 0.0 0.0 0.0 0.0 Total Delay 6.4 18.3 18.9 0.1 64.9 9.5 LOS A B B A E A Approach Delay 17.7 16.9 49.9 Approach LOS B B D Queue Length 50th (ft) 9 365 401 0 181 0 Queue Length 95th (ft) 24 652 681 0 255 42 Internal Link Dist (ft) 260 932 528 Turn Bay Length (ft) 100 100 175 Base Capacity (vph) 432 1381 1234 1583 442 471 Starvation Cap Reductn 0 332 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.93 0.69 0.06 0.55 0.19 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.79 Intersection Signal Delay: 22.0 Intersection LOS: C Intersection Capacity Utilization 71.3% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 7: KING STREET (120A) & BLIND BROOK RIGHT TURN ENTRY 08/08/2017 17000360A_PMNB Synchro 9 Report Page 14 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 981 827 74 Future Volume (vph) 0 0 0 981 827 74 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.989 Flt Protected Satd. Flow (prot) 0 0 0 1881 1862 0 Flt Permitted Satd. Flow (perm) 0 0 0 1881 1862 0 Link Speed (mph) 30 35 35 Link Distance (ft) 154 263 340 Travel Time (s) 3.5 5.1 6.6 Confl. Peds. (#/hr)10 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles (%) 0% 0% 0% 1% 1% 0% Adj. Flow (vph) 0 0 0 1001 844 76 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 1001 920 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 55.0% ICU Level of Service A Analysis Period (min) 15 YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017 17000360A_PMNB Synchro 9 Report Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 42 5 37 101 11 392 42 547 79 127 694 5 Future Volume (vph) 42 5 37 101 11 392 42 547 79 127 694 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 50 80 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 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 0.256 0.235 Satd. Flow (perm) 1805 1649 0 0 1802 1583 486 1845 0 438 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) 274 248 752 263 Travel Time (s) 6.2 5.6 14.6 5.1 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles (%) 0% 0% 0% 1% 0% 2% 0% 1% 1% 2% 1% 0% Adj. Flow (vph) 42 5 37 102 11 396 42 553 80 128 701 5 Shared Lane Traffic (%) Lane Group Flow (vph) 42 42 0 0 113 396 42 633 0 128 706 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 2 1 2 1 2 1 2 1 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 8 8 4 4 5 2 1 6 YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017 17000360A_PMNB Synchro 9 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 8 8 4 4 4 5 2 1 6 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 2.0 2.0 2.0 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 11.6 11.6 57.9 52.3 64.9 59.1 Actuated g/C Ratio 0.07 0.07 0.12 0.12 0.58 0.52 0.65 0.59 v/c Ratio 0.33 0.28 0.54 0.74 0.12 0.65 0.33 0.64 Control Delay 50.8 21.3 50.2 13.2 9.7 24.8 10.4 21.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.8 21.3 50.2 13.2 9.7 24.8 10.4 21.3 LOS D C D B A C B C Approach Delay 36.0 21.4 23.8 19.6 Approach LOS D C C B Queue Length 50th (ft) 26 3 70 0 9 277 27 314 Queue Length 95th (ft) 59 35 115 83 28 #607 67 #641 Internal Link Dist (ft) 194 168 672 183 Turn Bay Length (ft)50 80 250 Base Capacity (vph) 541 520 269 573 416 969 415 1111 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.08 0.42 0.69 0.10 0.65 0.31 0.64 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.74 Intersection Signal Delay: 22.1 Intersection LOS: C Intersection Capacity Utilization 76.2% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017 17000360A_PMNB Synchro 9 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 TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 9: ARBOR DRIVE & SITE DRIVEWAY 08/08/2017 17000360A_PMNB Synchro 9 Report Page 18 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph) 252 0 0 67 91 51 Future Volume (vph) 252 0 0 67 91 51 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.951 Flt Protected 0.950 Satd. Flow (prot) 1805 0 0 1900 1807 0 Flt Permitted 0.950 Satd. Flow (perm) 1805 0 0 1900 1807 0 Link Speed (mph) 30 30 30 Link Distance (ft) 271 418 608 Travel Time (s) 6.2 9.5 13.8 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% Adj. Flow (vph) 300 0 0 80 108 61 Shared Lane Traffic (%) Lane Group Flow (vph) 300 0 0 80 169 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 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 28.5% ICU Level of Service A Analysis Period (min) 15 YEAR 2025 NO-BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 9: ARBOR DRIVE & SITE DRIVEWAY 08/08/2017 17000360A_PMNB Synchro 9 Report Page 19 Intersection Int Delay, s/veh 6.9 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 252 0 0 67 91 51 Future Vol, veh/h 252 0 0 67 91 51 Conflicting Peds, #/hr 0 0 0 0 0 0 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 0 0 0 0 0 Mvmt Flow 300 0 0 80 108 61 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 219 139 169 0 - 0 Stage 1 139 - - - - - Stage 2 80 - - - - - Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 774 915 1421 - - - Stage 1 893 - - - - - Stage 2 948 - - - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 774 915 1421 - - - Mov Cap-2 Maneuver 774 - - - - - Stage 1 893 - - - - - Stage 2 948 - - - - - Approach SE NE SW HCM Control Delay, s 12.6 0 0 HCM LOS B Minor Lane/Major Mvmt NEL NET SELn1 SWT SWR Capacity (veh/h) 1421 - 774 - - HCM Lane V/C Ratio - - 0.388 - - HCM Control Delay (s) 0 - 12.6 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 1.8 - - YEAR 2025 BUILD CONDITIONS YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017 17000360A_AMBD Synchro 9 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Ø3 Lane Configurations Traffic Volume (vph) 233 723 550 155 148 143 Future Volume (vph) 233 723 550 155 148 143 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) 2134 1202 3360 Travel Time (s) 41.6 23.4 76.4 Confl. Peds. (#/hr) 10 10 10 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 259 803 611 172 164 159 Shared Lane Traffic (%) Lane Group Flow (vph) 259 803 611 172 164 159 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 2 1 1 1 2 2 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)08/08/2017 17000360A_AMBD Synchro 9 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 1 2 2 4 4 4 1 3 Permitted Phases 2 2 Detector Phase 1 2 2 4 4 4 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 27.2 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 27.2 17.8 0.8 40.1 18.6 LOS A C B A D B Approach Delay 22.1 14.1 29.5 Approach LOS C B C Queue Length 50th (ft) 24 273 178 0 67 49 Queue Length 95th (ft) 58 #559 332 11 124 93 Internal Link Dist (ft) 2054 1122 3280 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 540 935 903 1205 381 500 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.48 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 Intersection Capacity Utilization 61.7% ICU Level of Service B YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017 17000360A_AMBD Synchro 9 Report Page 3 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 08/08/2017 17000360A_AMBD Synchro 9 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 295 639 0 0 919 Future Volume (vph) 0 295 639 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) 445 204 1269 Travel Time (s) 10.1 4.0 24.7 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles (%) 0% 2% 6% 0% 0% 5% Adj. Flow (vph) 0 307 666 0 0 957 Shared Lane Traffic (%) Lane Group Flow (vph) 0 307 666 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 58.6% 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 08/08/2017 17000360A_AMBD Synchro 9 Report Page 5 Intersection Int Delay, s/veh 4.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 295 639 0 0 919 Future Vol, veh/h 0 295 639 0 0 919 Conflicting Peds, #/hr 0 0 0 0 0 0 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 2 6 0 0 5 Mvmt Flow 0 307 666 0 0 957 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 666 0 - - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.22 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.318 - - - - Pot Cap-1 Maneuver 0 459 - 0 0 - Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, %- - Mov Cap-1 Maneuver - 459 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 27.3 0 0 HCM LOS D Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 459 - HCM Lane V/C Ratio - 0.669 - HCM Control Delay (s) - 27.3 - HCM Lane LOS - D - HCM 95th %tile Q(veh) - 4.8 - YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 3: KING STREET (120A) & KING STREET (ROUTE 120A)08/08/2017 17000360A_AMBD Synchro 9 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph) 32 0 254 0 0 0 0 681 238 304 607 164 Future Volume (vph) 32 0 254 0 0 0 0 681 238 304 607 164 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 Storage Length (ft) 0 100 0 0 0 0 0 0 Storage Lanes 0 1 0 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 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 0 0 0 0 1960 0 1752 1739 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1570 0 1568 0 0 0 0 1960 0 1752 1739 0 Link Speed (mph) 35 35 35 35 Link Distance (ft) 779 189 204 275 Travel Time (s) 15.2 3.7 4.0 5.4 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 0 270 0 0 0 0 724 253 323 646 174 Shared Lane Traffic (%) Lane Group Flow (vph) 34 0 270 0 0 0 0 977 0 323 820 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 80.5% ICU Level of Service D Analysis Period (min) 15 YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 3: KING STREET (120A) & KING STREET (ROUTE 120A)08/08/2017 17000360A_AMBD Synchro 9 Report Page 7 Intersection Int Delay, s/veh 10.5 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 32 0 254 0 0 0 0 681 238 304 607 164 Future Vol, veh/h 32 0 254 0 0 0 0 681 238 304 607 164 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - Free - - None Storage Length - - 100 - - - - - - 0 - - Veh in Median Storage, # - 0 - - - - - 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 0 3 0 0 0 0 6 6 3 6 5 Mvmt Flow 34 0 270 0 0 0 0 724 253 323 646 174 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 2104 - 724 - 0 - 724 0 0 Stage 1 724 - - - - - - - - Stage 2 1380 - - - - - - - - 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 52 0 424 0 - 0 874 - - Stage 1 457 0 - 0 - 0 - - - Stage 2 219 0 - 0 - 0 - - - Platoon blocked, %- - - Mov Cap-1 Maneuver ~ 33 0 424 - - - 874 - - Mov Cap-2 Maneuver ~ 33 0 - - - - - - - Stage 1 457 0 - - - - - - - Stage 2 138 0 - - - - - - - Approach NB SE NW HCM Control Delay, s 62.9 0 3.3 HCM LOS F Minor Lane/Major Mvmt NBLn1NBLn2 NWL NWT NWR SET Capacity (veh/h) 33 424 874 - - - HCM Lane V/C Ratio 1.032 0.637 0.37 - - - HCM Control Delay (s) $ 346.3 27.2 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)08/08/2017 17000360A_AMBD Synchro 9 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph) 859 272 307 628 5 216 Future Volume (vph) 859 272 307 628 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) 167 275 240 Travel Time (s) 3.3 5.4 5.5 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) 895 283 320 654 5 225 Shared Lane Traffic (%) Lane Group Flow (vph) 1178 0 320 654 230 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 102.4% 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)08/08/2017 17000360A_AMBD Synchro 9 Report Page 9 Intersection Int Delay, s/veh 18.3 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 859 272 307 628 5 216 Future Vol, veh/h 859 272 307 628 5 216 Conflicting Peds, #/hr 0 0 0 0 0 0 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 1 2 5 0 7 Mvmt Flow 895 283 320 654 5 225 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1178 0 2330 1036 Stage 1 - - - - 1036 - Stage 2 - - - - 1294 - Critical Hdwy - - 4.12 - 7.1 6.27 Critical Hdwy Stg 1 - - - - 6.1 - Critical Hdwy Stg 2 - - - - 6.1 - Follow-up Hdwy - - 2.218 - 3.5 3.363 Pot Cap-1 Maneuver - - 593 - 26 275 Stage 1 - - - - 282 - Stage 2 - - - - 202 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 593 - 15 275 Mov Cap-2 Maneuver - - - - 15 - Stage 1 - - - - 282 - Stage 2 - - - - 93 - Approach NB SB SW HCM Control Delay, s 0 5.9 164 HCM LOS F Minor Lane/Major Mvmt NBT NBR SBL SBTSWLn1 Capacity (veh/h) - - 593 - 198 HCM Lane V/C Ratio - - 0.539 - 1.163 HCM Control Delay (s) - - 17.9 - 164 HCM Lane LOS - - C - F HCM 95th %tile Q(veh) - - 3.2 - 11.5 YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 5: NB ON/OFF RAMP & KING STREET (ROUTE 120A)08/08/2017 17000360A_AMBD Synchro 9 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 0 1088 612 21 42 254 Future Volume (vph) 0 1088 612 21 42 254 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) 1012 167 333 Travel Time (s) 19.7 3.3 7.6 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 1183 665 23 46 276 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1183 688 0 322 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 81.9% 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)08/08/2017 17000360A_AMBD Synchro 9 Report Page 11 Intersection Int Delay, s/veh 22.2 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 0 1088 612 21 42 254 Future Vol, veh/h 0 1088 612 21 42 254 Conflicting Peds, #/hr 0 0 0 0 0 0 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 5 6 0 3 1 Mvmt Flow 0 1183 665 23 46 276 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 688 0 - 0 1860 677 Stage 1 - - - - 677 - Stage 2 - - - - 1183 - 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 - - - 80 455 Stage 1 - - - - 503 - Stage 2 - - - - 289 - Platoon blocked, % - - - Mov Cap-1 Maneuver 916 - - - 80 455 Mov Cap-2 Maneuver - - - - 80 - Stage 1 - - - - 503 - Stage 2 - - - - 289 - Approach NB SB NE HCM Control Delay, s 0 0 151.1 HCM LOS F Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h) 273 916 - - - HCM Lane V/C Ratio 1.179 - - - - HCM Control Delay (s) 151.1 0 - - - HCM Lane LOS F A - - - HCM 95th %tile Q(veh) 14.4 0 - - - YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 6: ARBOR DRIVE & KING STREET (120A)08/08/2017 17000360A_AMBD Synchro 9 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 34 989 843 29 97 67 Future Volume (vph) 34 989 843 29 97 67 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 100 175 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) 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 72 Link Speed (mph) 35 35 30 Link Distance (ft) 340 1012 608 Travel Time (s) 6.6 19.7 13.8 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) 34 1063 906 31 104 72 Shared Lane Traffic (%) Lane Group Flow (vph) 34 1063 906 31 104 72 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 2 1 1 1 2 2 Detector Template Leading Detector (ft) 83 6 6 6 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)08/08/2017 17000360A_AMBD Synchro 9 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 72.0 56.0 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 C-Max C-Max None None Act Effct Green (s) 75.9 75.9 69.1 97.0 10.1 10.1 Actuated g/C Ratio 0.78 0.78 0.71 1.00 0.10 0.10 v/c Ratio 0.10 0.75 0.70 0.02 0.56 0.32 Control Delay 3.6 10.7 14.3 0.0 52.2 13.3 Queue Delay 0.0 2.8 0.0 0.0 0.0 0.0 Total Delay 3.6 13.4 14.3 0.0 52.2 13.3 LOS A B B A D B Approach Delay 13.1 13.8 36.3 Approach LOS B B D Queue Length 50th (ft) 4 271 329 0 62 0 Queue Length 95th (ft) 12 546 592 0 110 38 Internal Link Dist (ft) 260 932 528 Turn Bay Length (ft) 100 100 175 Base Capacity (vph) 392 1416 1288 1615 368 377 Starvation Cap Reductn 0 239 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.90 0.70 0.02 0.28 0.19 Intersection Summary Area Type: Other Cycle Length: 97 Actuated Cycle Length: 97 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 15.3 Intersection LOS: B Intersection Capacity Utilization 66.6% ICU Level of Service C Analysis Period (min) 15 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 08/08/2017 17000360A_AMBD Synchro 9 Report Page 14 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 1023 698 212 Future Volume (vph) 0 0 0 1023 698 212 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) 154 263 340 Travel Time (s) 3.5 5.1 6.6 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 1112 759 230 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 1112 989 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 57.2% 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 08/08/2017 17000360A_AMBD Synchro 9 Report Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 180 11 64 42 11 339 180 504 5 69 587 42 Future Volume (vph) 180 11 64 42 11 339 180 504 5 69 587 42 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 50 80 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.871 0.850 0.999 0.990 Flt Protected 0.950 0.962 0.950 0.950 Satd. Flow (prot) 1719 1587 0 0 1718 1482 1671 1826 0 1805 1814 0 Flt Permitted 0.950 0.962 0.192 0.421 Satd. Flow (perm) 1719 1587 0 0 1718 1482 338 1826 0 800 1814 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 67 353 2 Link Speed (mph) 30 30 35 35 Link Distance (ft) 274 248 752 263 Travel Time (s) 6.2 5.6 14.6 5.1 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) 188 11 67 44 11 353 188 525 5 72 611 44 Shared Lane Traffic (%) Lane Group Flow (vph) 188 78 0 0 55 353 188 530 0 72 655 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 2 1 2 1 2 1 2 1 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 8 8 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 08/08/2017 17000360A_AMBD Synchro 9 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 8 8 4 4 4 5 2 1 6 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 2.0 2.0 2.0 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) 21.2 21.2 10.7 10.7 99.1 86.0 80.5 73.4 Actuated g/C Ratio 0.14 0.14 0.07 0.07 0.67 0.58 0.54 0.50 v/c Ratio 0.77 0.27 0.44 0.81 0.47 0.50 0.15 0.73 Control Delay 80.3 17.1 74.8 21.2 14.9 23.2 12.6 36.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 80.3 17.1 74.8 21.2 14.9 23.2 12.6 36.6 LOS F B E C B C B D Approach Delay 61.8 28.4 21.0 34.2 Approach LOS E C C C Queue Length 50th (ft) 177 9 52 0 61 279 22 453 Queue Length 95th (ft) 250 56 93 103 136 536 58 #888 Internal Link Dist (ft) 194 168 672 183 Turn Bay Length (ft)50 80 250 Base Capacity (vph) 696 683 234 506 403 1060 520 900 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.27 0.11 0.24 0.70 0.47 0.50 0.14 0.73 Intersection Summary Area Type: Other Cycle Length: 148 Actuated Cycle Length: 148 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 32.1 Intersection LOS: C Intersection Capacity Utilization 74.2% 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 08/08/2017 17000360A_AMBD Synchro 9 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 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 9: ARBOR DRIVE & SITE DRIVEWAY 08/08/2017 17000360A_AMBD Synchro 9 Report Page 18 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph) 40 0 0 124 40 23 Future Volume (vph) 40 0 0 124 40 23 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.950 Flt Protected 0.950 Satd. Flow (prot) 1805 0 0 1863 1750 0 Flt Permitted 0.950 Satd. Flow (perm) 1805 0 0 1863 1750 0 Link Speed (mph) 30 30 30 Link Distance (ft) 271 418 608 Travel Time (s) 6.2 9.5 13.8 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 Heavy Vehicles (%) 0% 0% 0% 2% 5% 0% Adj. Flow (vph) 50 0 0 155 50 29 Shared Lane Traffic (%) Lane Group Flow (vph) 50 0 0 155 79 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 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 08/08/2017 17000360A_AMBD Synchro 9 Report Page 19 Intersection Int Delay, s/veh 1.8 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 40 0 0 124 40 23 Future Vol, veh/h 40 0 0 124 40 23 Conflicting Peds, #/hr 0 0 0 0 0 0 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 0 0 2 5 0 Mvmt Flow 50 0 0 155 50 29 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 219 64 79 0 - 0 Stage 1 64 - - - - - 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 774 1006 1532 - - - Stage 1 964 - - - - - Stage 2 878 - - - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 774 1006 1532 - - - Mov Cap-2 Maneuver 774 - - - - - Stage 1 964 - - - - - Stage 2 878 - - - - - Approach SE NE SW HCM Control Delay, s 10 0 0 HCM LOS B Minor Lane/Major Mvmt NEL NET SELn1 SWT SWR Capacity (veh/h) 1532 - 774 - - HCM Lane V/C Ratio - - 0.065 - - HCM Control Delay (s) 0 - 10 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.2 - - YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017 17000360A_PMBD Synchro 9 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) 2134 1202 3360 Travel Time (s) 41.6 23.4 76.4 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 2 1 1 1 2 2 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)08/08/2017 17000360A_PMBD Synchro 9 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 1 2 2 4 4 4 1 3 Permitted Phases 2 2 Detector Phase 1 2 2 4 4 4 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) 2054 1122 3280 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 367 927 896 1185 378 529 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.61 0.67 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 Intersection Capacity Utilization 75.0% ICU Level of Service D YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET (120A)08/08/2017 17000360A_PMBD Synchro 9 Report Page 3 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 08/08/2017 17000360A_PMBD Synchro 9 Report Page 4 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 163 619 0 0 1020 Future Volume (vph) 0 163 619 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) 445 204 1269 Travel Time (s) 10.1 4.0 24.7 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) 0 170 645 0 0 1063 Shared Lane Traffic (%) Lane Group Flow (vph) 0 170 645 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 08/08/2017 17000360A_PMBD Synchro 9 Report Page 5 Intersection Int Delay, s/veh 1.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 163 619 0 0 1020 Future Vol, veh/h 0 163 619 0 0 1020 Conflicting Peds, #/hr 0 0 0 0 0 0 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 0 2 0 0 1 Mvmt Flow 0 170 645 0 0 1063 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 645 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 0 476 - 0 0 - Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, %- - Mov Cap-1 Maneuver - 476 - - - - 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) - 476 - 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: KING STREET (120A) & KING STREET (ROUTE 120A)08/08/2017 17000360A_PMBD Synchro 9 Report Page 6 Lane Group NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Volume (vph) 32 0 288 0 0 0 0 781 238 166 587 169 Future Volume (vph) 32 0 288 0 0 0 0 781 238 166 587 169 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 Storage Length (ft) 0 100 0 0 0 0 0 0 Storage Lanes 0 1 0 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 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 0 0 0 0 2044 0 1787 1809 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1805 0 1599 0 0 0 0 2044 0 1787 1809 0 Link Speed (mph) 35 35 35 35 Link Distance (ft) 779 189 204 275 Travel Time (s) 15.2 3.7 4.0 5.4 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 0 294 0 0 0 0 797 243 169 599 172 Shared Lane Traffic (%) Lane Group Flow (vph) 33 0 294 0 0 0 0 1040 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) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 80.1% ICU Level of Service D Analysis Period (min) 15 YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 3: KING STREET (120A) & KING STREET (ROUTE 120A)08/08/2017 17000360A_PMBD Synchro 9 Report Page 7 Intersection Int Delay, s/veh 7.9 Movement NBL NBT NBR SBL SBT SBR SEL SET SER NWL NWT NWR Lane Configurations Traffic Vol, veh/h 32 0 288 0 0 0 0 781 238 166 587 169 Future Vol, veh/h 32 0 288 0 0 0 0 781 238 166 587 169 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - Free - - None Storage Length - - 100 - - - - - - 0 - - Veh in Median Storage, # - 0 - - - - - 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 0 1 0 0 0 0 2 2 1 2 0 Mvmt Flow 33 0 294 0 0 0 0 797 243 169 599 172 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1821 - 797 - 0 - 797 0 0 Stage 1 797 - - - - - - - - Stage 2 1024 - - - - - - - - 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 44.2 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 0.757 0.204 - - - HCM Control Delay (s) 99.5 38.1 10.5 - - - HCM Lane LOS F E B - - - HCM 95th %tile Q(veh) 1.9 6.2 0.8 - - - YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 4: KING STREET (120A) & GLEN RIDGE ROAD (NB ON/OFF RAMP)08/08/2017 17000360A_PMBD Synchro 9 Report Page 8 Lane Group NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Volume (vph) 813 203 408 661 5 110 Future Volume (vph) 813 203 408 661 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) 167 275 240 Travel Time (s) 3.3 5.4 5.5 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) 847 211 425 689 5 115 Shared Lane Traffic (%) Lane Group Flow (vph) 1058 0 425 689 120 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)08/08/2017 17000360A_PMBD Synchro 9 Report Page 9 Intersection Int Delay, s/veh 8.1 Movement NBT NBR SBL SBT SWL SWR Lane Configurations Traffic Vol, veh/h 813 203 408 661 5 110 Future Vol, veh/h 813 203 408 661 5 110 Conflicting Peds, #/hr 0 0 0 0 0 0 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 1 1 2 0 0 Mvmt Flow 847 211 425 689 5 115 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1058 0 2492 953 Stage 1 - - - - 953 - Stage 2 - - - - 1539 - 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)08/08/2017 17000360A_PMBD Synchro 9 Report Page 10 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 5 979 624 42 37 293 Future Volume (vph) 5 979 624 42 37 293 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) 1012 167 333 Travel Time (s) 19.7 3.3 7.6 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 1031 657 44 39 308 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1036 701 0 347 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 82.3% 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)08/08/2017 17000360A_PMBD Synchro 9 Report Page 11 Intersection Int Delay, s/veh 17.9 Movement NBL NBT SBT SBR NEL NER Lane Configurations Traffic Vol, veh/h 5 979 624 42 37 293 Future Vol, veh/h 5 979 624 42 37 293 Conflicting Peds, #/hr 0 0 0 0 0 0 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 1 1 0 0 0 Mvmt Flow 5 1031 657 44 39 308 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 701 0 - 0 1720 679 Stage 1 - - - - 679 - Stage 2 - - - - 1041 - 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 905 - - - 100 455 Stage 1 - - - - 507 - Stage 2 - - - - 343 - Platoon blocked, % - - - Mov Cap-1 Maneuver 905 - - - 99 455 Mov Cap-2 Maneuver - - - - 99 - Stage 1 - - - - 507 - Stage 2 - - - - 339 - Approach NB SB NE HCM Control Delay, s 0 0 107.3 HCM LOS F Minor Lane/Major Mvmt NELn1 NBL NBT SBT SBR Capacity (veh/h) 324 905 - - - HCM Lane V/C Ratio 1.072 0.006 - - - HCM Control Delay (s) 107.3 9 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 13 0 - - - YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 6: ARBOR DRIVE & KING STREET (120A)08/08/2017 17000360A_PMBD Synchro 9 Report Page 12 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 53 936 815 82 50 50 Future Volume (vph) 53 936 815 82 50 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 100 175 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) 1805 1881 1881 1583 1770 1615 Flt Permitted 0.257 0.950 Satd. Flow (perm) 488 1881 1881 1583 1770 1615 Right Turn on Red Yes Yes Satd. Flow (RTOR) 15 52 Link Speed (mph) 35 35 30 Link Distance (ft) 340 1012 608 Travel Time (s) 6.6 19.7 13.8 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) 55 975 849 85 52 52 Shared Lane Traffic (%) Lane Group Flow (vph) 55 975 849 85 52 52 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 2 1 1 1 2 2 Detector Template Leading Detector (ft) 83 6 6 6 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)08/08/2017 17000360A_PMBD Synchro 9 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 72.0 56.0 10.0 10.0 Total Split (s) 20.0 85.0 65.0 35.0 35.0 Total Split (%) 16.7% 70.8% 54.2% 29.2% 29.2% Maximum Green (s) 14.0 79.0 59.0 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) 102.9 104.1 95.0 120.0 8.1 8.1 Actuated g/C Ratio 0.86 0.87 0.79 1.00 0.07 0.07 v/c Ratio 0.12 0.60 0.57 0.05 0.44 0.33 Control Delay 2.3 5.0 8.7 0.1 64.1 19.7 Queue Delay 0.0 1.4 0.0 0.0 0.0 0.0 Total Delay 2.3 6.4 8.7 0.1 64.1 19.7 LOS A A A A E B Approach Delay 6.2 7.9 41.9 Approach LOS A A D Queue Length 50th (ft) 5 183 259 0 39 0 Queue Length 95th (ft) 13 325 424 0 79 39 Internal Link Dist (ft) 260 932 528 Turn Bay Length (ft) 100 100 175 Base Capacity (vph) 572 1631 1489 1583 442 442 Starvation Cap Reductn 0 428 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.81 0.57 0.05 0.12 0.12 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.60 Intersection Signal Delay: 8.7 Intersection LOS: A Intersection Capacity Utilization 62.6% ICU Level of Service B Analysis Period (min) 15 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 08/08/2017 17000360A_PMBD Synchro 9 Report Page 14 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 989 791 74 Future Volume (vph) 0 0 0 989 791 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) 154 263 340 Travel Time (s) 3.5 5.1 6.6 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 1009 807 76 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 1009 883 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 55.4% 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 08/08/2017 17000360A_PMBD Synchro 9 Report Page 15 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 42 555 79 127 658 5 Future Volume (vph) 42 5 37 101 11 392 42 555 79 127 658 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 50 80 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 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 0.283 0.230 Satd. Flow (perm) 1805 1649 0 0 1802 1583 538 1845 0 428 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) 274 248 752 263 Travel Time (s) 6.2 5.6 14.6 5.1 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 42 561 80 128 665 5 Shared Lane Traffic (%) Lane Group Flow (vph) 42 42 0 0 113 396 42 641 0 128 670 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 2 1 2 1 2 1 2 1 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 8 8 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 08/08/2017 17000360A_PMBD Synchro 9 Report Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 8 8 4 4 4 5 2 1 6 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 2.0 2.0 2.0 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 11.6 11.6 57.9 52.3 64.9 59.1 Actuated g/C Ratio 0.07 0.07 0.12 0.12 0.58 0.52 0.65 0.59 v/c Ratio 0.33 0.28 0.54 0.74 0.11 0.66 0.33 0.60 Control Delay 50.8 21.3 50.2 13.2 9.6 25.0 10.5 20.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.8 21.3 50.2 13.2 9.6 25.0 10.5 20.4 LOS D C D B A C B C Approach Delay 36.0 21.4 24.1 18.8 Approach LOS D C C B Queue Length 50th (ft) 26 3 70 0 9 282 27 289 Queue Length 95th (ft) 59 35 115 83 28 #619 67 #590 Internal Link Dist (ft) 194 168 672 183 Turn Bay Length (ft)50 80 250 Base Capacity (vph) 541 520 269 573 444 969 409 1111 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.08 0.42 0.69 0.09 0.66 0.31 0.60 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: 0.74 Intersection Signal Delay: 21.9 Intersection LOS: C Intersection Capacity Utilization 76.6% 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 PM HIGHWAY HOUR 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 08/08/2017 17000360A_PMBD Synchro 9 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 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 9: ARBOR DRIVE & SITE DRIVEWAY 08/08/2017 17000360A_PMBD Synchro 9 Report Page 18 Lane Group SEL SER NEL NET SWT SWR Lane Configurations Traffic Volume (vph) 34 0 0 67 91 44 Future Volume (vph) 34 0 0 67 91 44 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 0.956 Flt Protected 0.950 Satd. Flow (prot) 1805 0 0 1900 1816 0 Flt Permitted 0.950 Satd. Flow (perm) 1805 0 0 1900 1816 0 Link Speed (mph) 30 30 30 Link Distance (ft) 271 418 608 Travel Time (s) 6.2 9.5 13.8 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) 40 0 0 80 108 52 Shared Lane Traffic (%) Lane Group Flow (vph) 40 0 0 80 160 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 17.5% ICU Level of Service A Analysis Period (min) 15 YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 9: ARBOR DRIVE & SITE DRIVEWAY 08/08/2017 17000360A_PMBD Synchro 9 Report Page 19 Intersection Int Delay, s/veh 1.4 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 34 0 0 67 91 44 Future Vol, veh/h 34 0 0 67 91 44 Conflicting Peds, #/hr 0 0 0 0 0 0 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 0 0 0 0 0 Mvmt Flow 40 0 0 80 108 52 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 215 135 161 0 - 0 Stage 1 135 - - - - - 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 778 919 1430 - - - Stage 1 896 - - - - - Stage 2 948 - - - - - Platoon blocked, %- - - Mov Cap-1 Maneuver 778 919 1430 - - - Mov Cap-2 Maneuver 778 - - - - - Stage 1 896 - - - - - Stage 2 948 - - - - - Approach SE NE SW HCM Control Delay, s 9.9 0 0 HCM LOS A Minor Lane/Major Mvmt NEL NET SELn1 SWT SWR Capacity (veh/h) 1430 - 778 - - HCM Lane V/C Ratio - - 0.052 - - HCM Control Delay (s) 0 - 9.9 - - HCM Lane LOS A - A - - HCM 95th %tile Q(veh) 0 - 0.2 - - W/ TIMING CHANGES YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 6: ARBOR DRIVE & KING STREET (120A)10/02/2017 17000360A_AMBD WITH TIMING CHANGES Synchro 9 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 34 989 843 29 97 67 Future Volume (vph) 34 989 843 29 97 67 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 100 175 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) 1641 1810 1810 1615 1787 1553 Flt Permitted 0.194 0.950 Satd. Flow (perm) 335 1810 1810 1615 1787 1553 Right Turn on Red Yes Yes Satd. Flow (RTOR) 6 72 Link Speed (mph) 35 35 30 Link Distance (ft) 340 1012 608 Travel Time (s) 6.6 19.7 13.8 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) 34 1063 906 31 104 72 Shared Lane Traffic (%) Lane Group Flow (vph) 34 1063 906 31 104 72 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 2 1 1 1 2 2 Detector Template Leading Detector (ft) 83 6 6 6 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)10/02/2017 17000360A_AMBD WITH TIMING CHANGES Synchro 9 Report Page 2 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 72.0 56.0 10.0 10.0 Total Split (s) 15.0 75.0 60.0 25.0 25.0 Total Split (%) 15.0% 75.0% 60.0% 25.0% 25.0% Maximum Green (s) 9.0 69.0 54.0 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 C-Max C-Max None None Act Effct Green (s) 78.7 78.7 71.9 100.0 10.3 10.3 Actuated g/C Ratio 0.79 0.79 0.72 1.00 0.10 0.10 v/c Ratio 0.10 0.75 0.70 0.02 0.57 0.32 Control Delay 3.2 9.0 13.8 0.0 54.0 13.6 Queue Delay 0.0 0.0 0.3 0.0 0.0 0.0 Total Delay 3.2 9.0 14.1 0.0 54.0 13.6 LOS A A B A D B Approach Delay 8.8 13.6 37.5 Approach LOS A B D Queue Length 50th (ft) 5 228 331 0 64 0 Queue Length 95th (ft) m8 331 589 0 114 39 Internal Link Dist (ft) 260 932 528 Turn Bay Length (ft) 100 100 175 Base Capacity (vph) 381 1424 1301 1615 357 368 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 73 0 0 2 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.75 0.74 0.02 0.29 0.20 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 11 (11%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 13.1 Intersection LOS: B Intersection Capacity Utilization 66.6% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 6: ARBOR DRIVE & KING STREET (120A)10/02/2017 17000360A_AMBD WITH TIMING CHANGES Synchro 9 Report Page 3 Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 10/02/2017 17000360A_AMBD WITH TIMING CHANGES Synchro 9 Report Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 180 11 64 42 11 339 180 504 5 69 587 42 Future Volume (vph) 180 11 64 42 11 339 180 504 5 69 587 42 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 50 80 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.871 0.850 0.999 0.990 Flt Protected 0.950 0.962 0.950 0.950 Satd. Flow (prot) 1719 1587 0 0 1718 1482 1671 1826 0 1805 1814 0 Flt Permitted 0.950 0.962 0.141 0.361 Satd. Flow (perm) 1719 1587 0 0 1718 1482 248 1826 0 686 1814 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 67 325 1 4 Link Speed (mph) 30 30 35 35 Link Distance (ft) 274 248 752 263 Travel Time (s) 6.2 5.6 14.6 5.1 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) 188 11 67 44 11 353 188 525 5 72 611 44 Shared Lane Traffic (%) Lane Group Flow (vph) 188 78 0 0 55 353 188 530 0 72 655 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 2 1 2 1 2 1 2 1 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 8 8 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 10/02/2017 17000360A_AMBD WITH TIMING CHANGES Synchro 9 Report Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 8 8 4 4 4 5 2 1 6 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) 27.0 27.0 15.0 15.0 15.0 14.0 47.0 11.0 44.0 Total Split (%) 27.0% 27.0% 15.0% 15.0% 15.0% 14.0% 47.0% 11.0% 44.0% Maximum Green (s) 22.0 22.0 9.0 9.0 9.0 8.0 41.0 5.0 38.0 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 2.0 2.0 2.0 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) 15.3 15.3 8.7 8.7 57.7 49.8 48.3 43.0 Actuated g/C Ratio 0.15 0.15 0.09 0.09 0.58 0.50 0.48 0.43 v/c Ratio 0.71 0.26 0.37 0.83 0.66 0.58 0.18 0.84 Control Delay 54.8 13.2 49.4 24.5 25.8 23.6 11.2 30.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 Total Delay 54.8 13.2 49.4 24.5 25.8 23.6 11.2 30.1 LOS D B D C C C B C Approach Delay 42.6 27.8 24.2 28.2 Approach LOS D C C C Queue Length 50th (ft) 115 6 34 17 51 244 12 335 Queue Length 95th (ft) 177 44 72 #152 #162 399 m29 #617 Internal Link Dist (ft) 194 168 672 183 Turn Bay Length (ft)50 80 250 Base Capacity (vph) 378 401 171 440 284 909 391 782 Starvation Cap Reductn 0 0 0 0 0 0 0 2 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.50 0.19 0.32 0.80 0.66 0.58 0.18 0.84 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: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 28.6 Intersection LOS: C Intersection Capacity Utilization 74.2% 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 10/02/2017 17000360A_AMBD WITH TIMING CHANGES Synchro 9 Report Page 6 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 6: ARBOR DRIVE & KING STREET (120A)10/02/2017 17000360A_PMBD WITH TIMING CHANGES Synchro 9 Report Page 1 Lane Group NBL NBT SBT SBR NEL NER Lane Configurations Traffic Volume (vph) 53 936 815 82 50 50 Future Volume (vph) 53 936 815 82 50 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 100 175 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) 1805 1881 1881 1583 1770 1615 Flt Permitted 0.236 0.950 Satd. Flow (perm) 448 1881 1881 1583 1770 1615 Right Turn on Red Yes Yes Satd. Flow (RTOR) 18 52 Link Speed (mph) 35 35 30 Link Distance (ft) 340 1012 608 Travel Time (s) 6.6 19.7 13.8 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) 55 975 849 85 52 52 Shared Lane Traffic (%) Lane Group Flow (vph) 55 975 849 85 52 52 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 2 1 1 1 2 2 Detector Template Leading Detector (ft) 83 6 6 6 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)10/02/2017 17000360A_PMBD WITH TIMING CHANGES Synchro 9 Report Page 2 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 72.0 56.0 10.0 10.0 Total Split (s) 10.0 75.0 65.0 25.0 25.0 Total Split (%) 10.0% 75.0% 65.0% 25.0% 25.0% Maximum Green (s) 4.0 69.0 59.0 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 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 0.31 Control Delay 1.8 4.6 10.1 0.1 51.8 17.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 1.8 4.6 10.1 0.1 51.8 17.0 LOS A A B A D B Approach Delay 4.5 9.2 34.4 Approach LOS A A C Queue Length 50th (ft) 4 85 253 0 32 0 Queue Length 95th (ft) m6 261 429 0 69 36 Internal Link Dist (ft) 260 932 528 Turn Bay Length (ft) 100 100 175 Base Capacity (vph) 444 1592 1421 1583 354 364 Starvation Cap Reductn 0 28 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.12 0.62 0.60 0.05 0.15 0.14 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 11 (11%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.61 Intersection Signal Delay: 8.1 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. Splits and Phases: 6: ARBOR DRIVE & KING STREET (120A) YEAR 2025 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 10/02/2017 17000360A_PMBD WITH TIMING CHANGES Synchro 9 Report Page 3 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 42 555 79 127 658 5 Future Volume (vph) 42 5 37 101 11 392 42 555 79 127 658 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 50 80 0 250 0 Storage Lanes 1 0 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 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 0.283 0.230 Satd. Flow (perm) 1805 1649 0 0 1802 1583 538 1845 0 428 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) 274 248 752 263 Travel Time (s) 6.2 5.6 14.6 5.1 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 42 561 80 128 665 5 Shared Lane Traffic (%) Lane Group Flow (vph) 42 42 0 0 113 396 42 641 0 128 670 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 2 1 2 1 2 1 2 1 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 8 8 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 10/02/2017 17000360A_PMBD WITH TIMING CHANGES Synchro 9 Report Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 4 2 6 Detector Phase 8 8 4 4 4 5 2 1 6 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 2.0 2.0 2.0 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 11.6 11.6 57.9 52.3 64.9 59.1 Actuated g/C Ratio 0.07 0.07 0.12 0.12 0.58 0.52 0.65 0.59 v/c Ratio 0.33 0.28 0.54 0.74 0.11 0.66 0.33 0.60 Control Delay 50.8 21.3 50.2 13.2 9.6 25.0 8.4 13.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.8 21.3 50.2 13.2 9.6 25.0 8.4 13.7 LOS D C D B A C A B Approach Delay 36.0 21.4 24.1 12.8 Approach LOS D C C B Queue Length 50th (ft) 26 3 70 0 9 282 21 113 Queue Length 95th (ft) 59 35 115 83 28 #619 m39 #576 Internal Link Dist (ft) 194 168 672 183 Turn Bay Length (ft)50 80 250 Base Capacity (vph) 541 520 269 573 444 969 409 1111 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.08 0.42 0.69 0.09 0.66 0.31 0.60 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: 0.74 Intersection Signal Delay: 19.6 Intersection LOS: B Intersection Capacity Utilization 76.6% 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 PM HIGHWAY HOUR 8: KING STREET (120A) & BLIND BROOK MS / HS/GLENVILLE STREET 10/02/2017 17000360A_PMBD WITH TIMING CHANGES Synchro 9 Report Page 5 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 Traffic Impact Study 900 King Street MC Project No.: 17000360A Appendix 900 KING STREET _______________________________________________________________________________ APPENDIX E TRAFFIC COUNT DATA Traffic Impact Study 900 King Street MC Project No.: 17000360A Appendix 900 KING STREET _______________________________________________________________________________ APPENDIX F ACCIDENT DATA