2023 07 06 TRAFFIC IMPACT STUDY

HCS Two-Way Stop-Control Report General Information Site Information Analyst JMR Intersection Eagle Rock & E. Site Dway Agency/Co. Dynamic Traffic Jurisdiction Essex County Date Performed 7/6/2023 East/West Street Eagle Rock Avenue Analysis Year FB North/South Street East Site Driveway Time Analyzed SAT PSH Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period (hrs) 0.25 Project Description 1021-99-025T Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 2 0 0 1 0 0 0 0 Configuration T TR LT T LR Volume (veh/h) 682 11 45 654 54 43 Percent Heavy Vehicles (%) 0

682 11 45 654 54 43 Percent Heavy Vehicles (%) 0 2 2 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 7.5 6.9 Critical Headway (sec) 4.10 6.84 6.94 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.20 3.52 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 47 102 Capacity, c (veh/h) 884 258 v/c Ratio 0.05 0.40 95% Queue Length, Q₉₅ (veh) 0.2 1.8 Control Delay (s/veh) 9.3 0.5 27.8 Level of Service (LOS) A A D Approach Delay (s/veh) 1.1 27.8 Approach LOS A D Copyright © 2023 University of Florida.

27.8 Approach LOS A D Copyright © 2023 University of Florida. All Rights Reserved. HCS™ TWSC Version 2023 Generated: 7/6/2023 11:30:07 AM FB SAT - Eagle Rock Ave & East Site Driveway.xtw

HCS Two-Way Stop-Control Report General Information Site Information Analyst JMR Intersection Eagle Rock & W. Site Dway Agency/Co. Dynamic Traffic Jurisdiction Essex County Date Performed 7/6/2023 East/West Street Eagle Rock Avenue Analysis Year FB North/South Street West Site Driveway Time Analyzed PM PSH Peak Hour Factor 0.97 Intersection Orientation East-West Analysis Time Period (hrs) 0.25 Project Description 1021-99-025T Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 2 0 0 0 1 0 0 0 Configuration T TR LT T R Volume (veh/h) 761 27 6 659 7 Percent Heavy Vehicles (%)

761 27 6 659 7 Percent Heavy Vehicles (%) 0 2 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 6.9 Critical Headway (sec) 4.10 6.94 Base Follow-Up Headway (sec) 2.2 3.3 Follow-Up Headway (sec) 2.20 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 6 7 Capacity, c (veh/h) 823 594 v/c Ratio 0.01 0.01 95% Queue Length, Q₉₅ (veh) 0.0 0.0 Control Delay (s/veh) 9.4 0.1 11.1 Level of Service (LOS) A A B Approach Delay (s/veh) 0.2 11.1 Approach LOS

B Approach Delay (s/veh) 0.2 11.1 Approach LOS A B Copyright © 2023 University of Florida. All Rights Reserved. HCS™ TWSC Version 2023 Generated: 7/6/2023 11:28:39 AM FB PM - Eagle Rock Ave & West Site Driveway.xtw

HCS Two-Way Stop-Control Report General Information Site Information Analyst JMR Intersection Eagle Rock & W. Site Dway Agency/Co. Dynamic Traffic Jurisdiction Essex County Date Performed 7/6/2023 East/West Street Eagle Rock Avenue Analysis Year FB North/South Street West Site Driveway Time Analyzed SAT PSH Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period (hrs) 0.25 Project Description 1021-99-025T Lanes Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 2 0 0 0 1 0 0 0 Configuration T TR LT T R Volume (veh/h) 682 45 10 698 11 Percent Heavy Vehicles (%)

682 45 10 698 11 Percent Heavy Vehicles (%) 0 2 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No Median Type | Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) 4.1 6.9 Critical Headway (sec) 4.10 6.94 Base Follow-Up Headway (sec) 2.2 3.3 Follow-Up Headway (sec) 2.20 3.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 11 12 Capacity, c (veh/h) 857 615 v/c Ratio 0.01 0.02 95% Queue Length, Q₉₅ (veh) 0.0 0.1 Control Delay (s/veh) 9.3 0.1 11.0 Level of Service (LOS) A A B Approach Delay (s/veh) 0.3 11.0 Approach LOS

B Approach Delay (s/veh) 0.3 11.0 Approach LOS A B Copyright © 2023 University of Florida. All Rights Reserved. HCS™ TWSC Version 2023 Generated: 7/6/2023 11:32:22 AM FB SAT - Eagle Rock Ave & West Site Driveway.xtw