Elmwood Preserve

Home , Sprain Brook Parkway

TRAFFIC STUDY

ELMWOOD PRESERVE

850 DOBBS FERRY ROAD TOWN OF GREENBURGH, NEW YORK

Prepared for: Ridgewood Elmwood Owner LLC 850 Dobbs Ferry Road Greenburgh, NY 10607

Prepared by:

JMC Project 17099

Date: April 5, 2018 Revised: April 20, 2018

TABLE OF CONTENTS

SECTION DESCRIPTION PAGE

I. INTRODUCTION ...... 1

II. EXISTING CONDITIONS ...... 2

A. Existing Roadway Network ...... 2 B. Existing Volumes ...... 5 C. Intersection Analysis Methodology ...... 5 D. Existing Operations ...... 9

III. PROJECTED CONDITIONS ...... 10

A. No-Build Volumes ...... 10 B. Build Volumes ...... 11

IV. TOWN PARK EXPANSION ...... 12 V. FINDINGS & CONCLUSION ...... 13

LIST OF APPENDICES

APPENDIX DESCRIPTION

A. TABLES

TABLE TITLE 1 Proposed Development Volumes 2 Potential Town Park Expansion Volumes ARC-1 As-Of-Right Development Volume Comparison 3 Intersection Operations-Peak Weekday AM Hour 4 Intersection Operations-Peak Weekday PM Hour

B. FIGURES

FIGURE TITLE 1 2017 Existing Volumes-Peak Weekday AM Hour 2 2017 Existing Volumes-Peak Weekday PM Hour 3 2022 General Growth Volumes-Peak Weekday AM Hour

4 2022 General Growth Volumes-Peak Weekday PM Hour 5 Other Development Volumes-Frank’s Nursery Redevelopment 6 Reoccupied Volumes-Peak Weekday AM Hour 7 Reoccupied Volumes-Peak Weekday PM Hour 8 2022 No Build Volumes-Peak Weekday AM Hour 9 2022 No Build Volumes-Peak Weekday PM Hour 10 Primary Trip Distributions 11 Primary Volumes-Peak Weekday AM Hour 12 Primary Volumes-Peak Weekday PM Hour 13 2022 Build Volumes-Peak Weekday AM Hour 14 2022 Build Volumes-Peak Weekday PM Hour 15 Town Park Expansion Distributions 16 Town Park Expansion Volumes-Peak Weekday AM Hour 17 Town Park Expansion Volumes-Peak Weekday PM Hour 18 2022 Build Volumes with Town Park Expansion-Peak Weekday AM Hour 19 2022 Build Volumes with Town Park Expansion-Peak Weekday PM Hour

C. TURNING MOVEMENT COUNTS

D. CAPACITY ANALYSES

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I. INTRODUCTION

This Traffic Study has been prepared to assess existing conditions as well as future traffic operations in association with the proposed redevelopment located at 850 Dobbs Ferry Road in the Town of Greenburgh, NY. The location of the site is illustrated on the figures included in Appendix B.

The 116.3 acre site was formerly a golf course known as Elmwood Country Club which contained a clubhouse, tennis courts and a pool. The Elmwood Country Club has been closed since September 30, 2017.

The applicant proposes to construct an age-restricted housing community. There are 44 proposed buildings containing 175 townhouses for seniors (age 55 and older). The applicant proposes amenities such as a clubhouse, tennis courts and a pool.

The existing property provides a single driveway, located adjacent to the NY 100B and Worthington Road intersection, with entry and exit lanes separated by a landscaped area. As part of the redevelopment, the existing entry and exit lanes are proposed to be relocated to a new single driveway opposite Westchester View Lane. The development proposes a new main driveway intersecting with NY 100B opposite the former Frank’s Nursery driveway.

Based on this study, the proposed age-restricted housing community development represents a reduction of traffic volumes compared to an as-of-right 119 single-family homes permitted on the property. The proposed age-restricted housing development is projected to generate similar traffic volumes as the reoccupancy of the existing golf course. The studied intersections under future conditions with the proposed age-restricted housing community are projected to operate at the same levels of service as projected for future conditions with re-occupancy of the golf course (without the proposed redevelopment).

II. EXISTING CONDITIONS

A. Existing Roadway Network

JMC performed field reconnaissance at the site and adjoining roadway network in order to gather existing conditions data. The field work included a determination of lane widths, striping, horizontal and vertical alignments, signs, speed limits, pedestrian activities, traffic flows, on street parking, sidewalks, curbing, etc.

NY 100B (Dobbs Ferry Road) is an east/west highway which is under the jurisdiction of the New York State Department of Transportation (NYSDOT). NY 100B connects to NY 9A (Saw Mill River Road) in the west and NY 119 (Tarrytown Road) in the east. Within the study area, NY 100B generally provides one travel lane in each direction and widens in the vicinity of the Sprain Brook Parkway to provide additional lanes. It has a posted speed limit of 30 mph and on-street parking is generally not permitted within the study area.

Sprain Brook Parkway is a north/south parkway which connects to the Taconic State Parkway in the north and the Bronx River Parkway in the south. The parkway is under the jurisdiction of the NYSDOT and provides three travel lanes in each direction. The parkway has a posted speed limit of 55 mph.

NY 9A (Saw Mill River Road) is a north/south highway which is under the jurisdiction of the NYSDOT. It provides one travel lane in each direction and widens at a few intersections to provide additional lanes. The roadway has a posted speed limit of 45 mph and parking is generally prohibited on both sides of the street.

In order to evaluate the changes in traffic associated with the proposed redevelopment, the following intersections have been analyzed:

1. NY 100B & NY 9A 2. NY 100B & Worthington Road 3. NY 100B & Site Driveway A 4. NY 100B & Westchester View Lane with Site Driveway B 5. NY 100B & Site Driveway C 6. NY 100B & Sprain Brook Parkway Southbound On-Ramp with Town Park Driveway 7. NY 100B & Sprain Brook Parkway Southbound Off-Ramp 8. NY 100B & Sprain Brook Parkway Northbound Ramps

The intersection of NY 9A and NY 100B is a three-legged signalized intersection. NY 9A provides a 12 foot wide thru lane and a 12 foot wide, 205 foot long separate right turn lane. NY 9A southbound provides a 12 foot wide thru lane with shared left turns. NY 100B provides a 12 foot wide lane with shared left and right turns onto NY 9A.

At the intersection of NY 100B and Worthington Road, NY 100B provides an 11 foot wide travel lane in each direction with shared turning movements. Worthington Road provides an 11 foot wide travel lane with shared left and right turning movements onto NY 100B. The intersection is an unsignalized ‘T’-type intersection and the Worthington Road approach is controlled by a stop sign.

Site Driveway A intersects NY 100B at an unsignalized intersection. NY 100B provides an 11 foot wide travel lane in each direction with shared turning movements. Site Driveway A provides access to the existing golf course and course. Site Driveway A is divided by a landscaped median to provide separate egress and ingress lanes. Site Driveway A provides a 15 foot wide egress lane with shared turning movements onto NY 100B. Under proposed conditions, Site Driveway A will be closed and access will be relocated to proposed Site Driveway B.

Site Driveway B is proposed to intersect NY 100B and constructed to align opposite Westchester View Lane. Site Driveway B proposes to provide access to the proposed clubhouse, amenities, and residences of the age-restricted housing community. NY 100B provides an 11 foot wide travel lane with shared turning movements in both directions. Westchester View Lane provides a 14 foot wide approach lane with shared turning movements which is controlled by a stop sign. Site Driveway B proposes a 12 foot wide approach lane with shared turning movements. Site Driveway B is proposed to be controlled by a stop sign.

Site Driveway C is proposed to be constructed as part of the proposed redevelopment and to align opposite the driveway for the vacant Frank’s Nursery property. Site Driveway C proposes to provide access to the residences of the age-restricted housing community. NY 100B provides an 11 foot wide eastbound travel lane with shared turning movements. NY 100B westbound provides a separate 10 foot wide left turn lane and an 11 foot wide thru lane. The Frank’s Nursery driveway provides a 12 foot wide approach lane with shared turning movements which is controlled by a stop sign. Site Driveway C proposes a 12 foot wide approach lane with shared turning movements which will serve as the north leg of the unsignalized intersection. The proposed Site Driveway C will be controlled by a stop sign.

The intersection of NY 100B and the Sprain Brook Parkway southbound on-ramp is a four leg unsignalized intersection. NY 100B is tapering from one lane in the west to two lanes in the east at this intersection. NY 100B eastbound provides one 11 foot wide travel lane with shared turning movements which widens due to the taper. NY 100B westbound provides a total width of 22 feet for two travel lanes with shared turning movements. The Town Park driveway serves as the northern leg to this intersection and provides an 11 foot wide approach lane with shared turning movements. The southern leg of the intersection provides a one-way flow away from the intersection to access the Sprain Brook Parkway southbound. The Town Park driveway is controlled by a stop sign.

The Sprain Brook Parkway southbound off-ramp intersects NY 100B at an unsignalized ‘T’- type intersection. NY 100B provides two 11 foot wide travel lanes in each direction. The

off-ramp provides a 12 foot wide approach lane with shared turning movements onto NY 100B. The off-ramp is controlled by a stop sign.

The intersection of Sprain Brook Parkway northbound ramps and NY 100B is a ‘T’-type signalized intersection. NY 100B provides two 11 foot wide travel lanes in each direction with shared turning movements. The Sprain Brook Parkway northbound ramp provides a 14 foot wide left turn lane and a 250 foot long, 13 foot wide right turn lane.

B. Existing Volumes

Traffic counts were performed at the studied intersections in order to quantify and analyze existing peak hour volumes as well as to establish base conditions for projecting future operations. The counts included pedestrian activities and truck traffic.

Traffic counts were conducted from 7:00 – 9:00 AM and 4:00 – 6:00 PM for all the studied intersections, except for the intersection of NY 100B and Westchester View Lane, on Wednesday, November 15, 2017. The peak hour volumes occurred between 7:30-8:30 AM during the weekday morning and 4:00-5:00 PM during the weekday PM. The intersection traffic count data is included in Appendix C. The traffic volumes turning onto or from Westchester View Lane have been projected based on the Institute of Transportation Engineers’ “Trip Generation Manual, 10th Edition” for the total number of single family homes residing on Westchester View Lane. The peak hour volumes from the traffic counts at the intersections were increased and balanced conservatively where applicable. The peak hour volumes are shown on Figures 1 and 2 "2017 Existing Volumes". All figures are included in Appendix B.

C. Intersection Analysis Methodology

The intersections have been analyzed based on the methodologies of the Highway Capacity Manual, 6th Edition. Information derived from the manual relative to the level of service criteria is provided below.

1. Level-of-Service Criteria for Signalized Intersections

Levels of Service (LOS) for signalized intersections are defined in terms of delay, which is a measure of driver discomfort, frustration, fuel consumption, and lost travel time. The delay experienced by a motorist is made up of a number of factors that relate to control, geometrics, traffic and incidents. Total delay is the difference between the travel time actually experienced and the reference travel time that would result during ideal conditions: in the absence of traffic control, in the absence of geometric delay, in the absence of any incidents, and when there are no other vehicles on the road. Only the portion of total delay attributed to the control facility is quantified. This delay is called control delay. Control delay includes the delays of initial deceleration, move-up time in the queue, stops, and reacceleration. In this chapter, control delay may also be referred to as signal delay. Specifically, LOS criteria for traffic signals are stated in terms of the average control delay per vehicle, typically for a peak 15-minute analysis period. Delay is a complex measure and is dependent on a number of variables, including the quality of progression, the cycle length, the green ratio, and the volume/capacity (v/c) ratio for the lane group in question.

LOS A describes operations with very low control delay, up to 10 seconds per vehicle. This level of services occurs when progression is extremely favorable and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay.

LOS B describes operations with control delay greater than 10 and up to 20 seconds per vehicle. This level generally occurs with good progression, short cycle lengths, or both.

LOS C describes operations with control delay greater than 20 and up to 35 seconds per vehicle. These higher delays may result from fair progression, longer cycle lengths, or both.

LOS D describes operations with control delay greater than 35 and up to 55 seconds per vehicle. At level D, the influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high v/c ratios. Many vehicles stop, and the proportion of vehicles not stopping declines.

LOS E describes operations with control delay greater than 55 and up to 80 seconds per vehicle. These high delay values generally indicate poor progression, long cycle lengths, and high v/c ratios. Individual cycle failures are frequent occurrences.

LOS F describes operations with control delay in excess of 80 seconds per vehicle and/or the arrival flow rates exceed the capacity of the intersection. It will also occur at high v/c ratios below 1.0 with many individual cycle failures.

The LOS criteria for signalized intersections are presented below.

Signalized Level of Service Criteria Control Delay LOS by Volume-to-Capacity Ratio (Seconds/Vehicle) v/c ≤ 1.0 v/c > 1.0 <10 A F >10 and <20 B F >20 and <35 C F >35 and <55 D F >55 and <80 E F >80 F F For approach-based and intersectionwide assessments, LOS is defined solely by control delay.

If the volume-to-capacity (v/c) is greater than 1.0, the LOS is considered an F, even if the delays are lower than 80 seconds.

2. Level of Service for Unsignalized Intersections

The Levels of Service (LOS) for Two Way Stop Control (TWSC) and All Way Stop Control (AWSC) intersections are determined by the computed or measured control delay and are defined for each minor movement. LOS is not defined for the intersection as a whole for TWSC intersections. LOS criteria are presented below.

Unsignalized Level of Service Criteria Control Delay LOS by Volume-to-Capacity Ratio (Seconds/Vehicle) v/c ≤ 1.0 v/c > 1.0 <10 A F >10 and <15 B F >15 and <25 C F >25 and <35 D F >35 and <50 E F >50 F F

If the volume-to-capacity (v/c) is greater than 1.0, the LOS is considered an F, even if the delays are lower than 50 seconds.

Average control delay less than 10 seconds/vehicle are defined as LOS A. Follow-up times of less than 5 seconds/vehicle have been measured when there is no conflicting traffic, so control delays of less than 10 seconds/vehicle are appropriate for low flow conditions.

The LOS criteria for unsignalized intersections are somewhat different than the criteria used for signalized intersections. The primary reason for this difference is that drivers expect different levels of performance from different kinds of transportation facilities. A number of driver behavior considerations combine to make delays at signalized

intersections less onerous than delays at unsignalized intersections. For example, drivers at signalized intersections are able to relax during the red interval, whereas drivers on the minor approaches to unsignalized intersections must remain attentive to the task of identifying acceptable gaps and vehicle conflicts. Also, there is often much more variability in the amount of delay experienced by individual drivers at an unsignalized intersections versus that at signalized intersections. For these reasons, it is considered that the control delay threshold for any given LOS would be less for an unsignalized intersection than it would be for a signalized intersection.

D. Existing Operations

The intersection capacity analyses based on existing volumes and conditions are shown on Tables 3 and 4. The specific volume/capacity ratios, delay for average vehicle in seconds and the associated levels of service are summarized for each lane group, the approach as well as the overall intersection as applicable on Tables 3 and 4. All tables are included in Appendix A.

During the peak weekday morning hour, the overall intersection of NY 100B and NY 9A operates at a level of service A while the westbound approach operates at a level of service C. The Worthington Road approach to its intersection with NY 100B operates at a level of service C. The Town Park approach to its intersection with NY 100B operates at a level of service E. The Sprain Brook Parkway Southbound Off Ramp approach to NY 100B operates at a level of service E. At the intersection of NY 100B and the Sprain Brook Parkway Northbound Ramps, the overall intersection operates at a level of service B while the southbound left turn lane and southbound approach operate at a level of service C. All other movements at the studied intersections operate at a level of service B or better during the peak weekday AM hour.

During the peak weekday afternoon hour, the overall intersection of NY 100B and NY 9A operates at a level of service A while the westbound approach operates at a level of service C. The Worthington Road approach operates at a level of service C. The Town Park

approach operates at a level of service F. The Sprain Brook Parkway Southbound Off Ramp approach operates at a level of service E. At the intersection of NY 100B and the Sprain Brook Parkway Northbound Ramps, the overall intersection operates at a level of service B while the southbound left turn lane operates at a level of service C. All other movements at the studied intersections operate at a level of service B or better during the peak weekday AM hour.

III. PROJECTED CONDITIONS

A. No-Build Volumes

In order to project future traffic increases to the 2022 design year, the existing volumes were increased by a general growth rate of 1% per year compounded annually. Based on discussions with the Town of Greenburgh Community Development and Conservation, the study incorporates traffic volumes for the redevelopment of the Frank’s Nursery property to an assisted living facility. The assisted living proposes to reconstruct the driveway in the same location as the existing Frank’s Nursery driveway and maintain the existing driveway configuration having one entering lane and one exiting lane. Additionally, the study incorporates the re-occupancy of the Elmwood Country Club. The traffic volumes associated with the proposed assisted living and the re-occupancy of the Elmwood Country Club are based on information published by the Institute of Transportation Engineers (ITE). The resulting 2022 no-build volumes represent traffic operations in 2022 with re-occupancy of the golf course and without the redevelopment of the site.

Under no-build conditions, most turning movements are projected operate at the same levels of service as experienced under existing conditions for all studied peak hours except a few turning movements. During the peak weekday AM hour, the Town Park driveway and the Sprain Brook Parkway Southbound Off Ramp are projected to increase in delay to operate at a level of service F. During the peak weekday AM hour, the overall intersection and eastbound approach at the intersection of NY 100B and the Sprain Brook Parkway Northbound Ramps are projected to increase in delay to operate at a level of service C.

During the peak weekday PM hour, the Sprain Brook Parkway Southbound Off Ramp is projected to increase in delay to a level of service F. During the peak weekday PM hour, the southbound approach to the intersection of NY 100B and the Sprain Brook Parkway Northbound Ramps is projected to increase in delay to operate at a level of service C. The existing site driveway is projected to operate at a level of service B during both studied peak hours.

B. Build Volumes

The projected traffic associated with the proposed development is based on information published by the ITE in its publication “Trip Generation Manual, 10th Edition.” Table 1 shows the traffic volumes associated with the proposed development as well as the net difference in traffic between the golf course re-occupancy and the proposed development.

The proposed development will result in approximately 12 and 13 net additional driveway trips during the peak weekday AM and PM hours, respectively, compared to the re- occupancy of the golf course. The primary volumes for the proposed development have been shown in the figures in Appendix B.

Table ARC-1, contained in Appendix A, compares the proposed development traffic volumes and the as-of-right 119 single-family homes traffic volumes. The traffic volumes are projected based on ITE data. The proposed age-restricted housing represents a reduction of 54 and 74 driveway trips during the peak weekday AM and PM hours, respectively, compared to the as-of-right single family housing development. These single-family home volumes are not shown in the traffic volume figures or analyzed in detail in this study; however, they provide a comparison to the relative traffic generation of the proposed development.

As previously mentioned, the redevelopment proposes two driveways to access the property. One driveway is proposed opposite Westchester View Lane while the other driveway is proposed opposite the former Frank’s Nursery driveway.

The primary volumes were routed through the studied intersections based on existing traffic volumes as well as consideration of the arrival & departure patterns of the site traffic. Adding the proposed development related traffic and subtracting the golf course re- occupancy volumes results in 2022 Build Volumes which reflect projected volumes after the completion and occupancy of the development.

Intersection capacity analysis computed based on the Build volumes indicate that the intersections will operate at the same levels of service as projected for the No-Build Volumes. Projected operations with the proposed redevelopment are shown on Tables 3 and 4. Both proposed site driveways are projected to operate at a level of service C during both studied peak hours.

It is the professional opinion of JMC that the redevelopment of the site to a 175 unit senior adult housing development will not have a significant impact on traffic operations in the study area.

IV. TOWN PARK EXPANSION

As part of the proposed redevelopment, the applicant proposes to donate approximately 14.2 acres of the property to the Town of Greenburgh. The Town of Greenburgh currently has a neighboring park called East Rumbrook Park. The donated land could potentially be used by the Town to expand the park facilities.

There are several park expansion studies for the land being donated. The Town of Greenburgh has decided to pursue one of the studies. The preferred park study includes 1 soccer field and two baseball diamonds with restrooms and a play area on the land to be donated. The preferred park study depicts 231 off-street parking spaces provided. The preferred park study proposes an access onto Rumbrook Park Drive (the existing Town Park driveway to NY 100B) as well as a new proposed driveway directly onto NY 100B (located opposite Carlson’s Greenhouse and Nursery).

The study analyses the potential of the donated land being utilized as an expansion of the Town Park as depicted in the Town’s preferred study. The traffic associated with the Town Park expansion is based on information published by the ITE in its publication “Trip Generation Manual, 10th Edition.” ITE data does not provide data for a baseball diamonds. For the purposes of this study, the analysis assumes a baseball diamond as a soccer field in order to project traffic volumes related to a soccer complex land use. The ITE traffic volumes for the park expansion are shown in Table 2.

The intersection capacity analyses based on Build volumes and conditions with the potential Town Park expansion are shown on Tables 3 and 4. Based on the analyses, the intersections with the potential Town Park will operate at the same levels of service as projected for the Build volumes. During the peak weekday PM hour, the existing Town Park driveway (Rumbrook Park Drive) at its intersection with NY 100B is projected to operate at a level of service F, with or without the potential Town Park expansion. The proposed Town Park driveway onto NY 100B is projected to operate at a level of service C during both studied hours. The actual future operations with the Town Park expansion may be better than analyzed, depending on the utilization of the fields and program scheduling.

V. FINDINGS & CONCLUSION

The proposed age-restricted housing community development represents a reduction of traffic volumes compared to the as-of-right 119 single-family homes permitted on the property. There is a reduction of 54 and 74 driveway trips with the proposed development compared to the single-family home development.

Based on tables contained in Appendix A, the proposed age-restricted housing development is projected to generate similar traffic volumes as the reoccupancy of the existing golf course. Intersection capacity analysis computed based on the Build volumes indicate that the intersections will operate at the same levels of service as projected for the No-Build Volumes.

APPENDIX A

TABLES

TABLE 1

PROPOSED DEVELOPMENT VOLUMES(1)

PEAK WEEKDAY PEAK WEEKDAY DESCRIPTION AM HOUR PM HOUR ENTER EXIT TOTAL ENTER EXIT TOTAL a. Reoccupied 116.3 Acre Golf Course Driveway Volumes 176 23112233 (ITE Code 430)(2) b. Proposed 175 Unit Senior Adult Housing 12 23 35 25 21 46 Driveway Volumes (ITE Code 252)(3)

c. Net Driveway Volumes -5 17 12 14 -1 13 (Row c = Row b - Row a) Notes: (1) Trip Generation based on ITE (Institute of Transportation Engineers) Trip Generation Manual, 10th Edition. (2) Golf Course (ITE Code 430) is defined by ITE as a golf course with 9-, 18-, 27- or 36-hole courses which may also include driving ranges and clubhouses with a pro shop, restaurant, and banquet facilities. (3) Senior Adult Housing - Attatched (ITE Code 252) is defined by ITE as attached independent living developments, including retirement communities, age age-restricted housing, and active adult communities. These developments may include limited social or recreational services.

TABLE 2

POTENTIAL TOWN PARK EXPANSION VOLUMES(1)

PEAK WEEKDAY PEAK WEEKDAY DESCRIPTION AM HOUR PM HOUR ENTER EXIT TOTAL ENTER EXIT TOTAL a. Proposed 3 Field Soccer Complex Driveway Volumes 2 1 3 51 26 77 (ITE Code 430)(2) Notes: (1) Trip Generation based on ITE (Institute of Transportation Engineers) Trip Generation Manual, 10th Edition. (2) Soccer Complex (ITE Code 488) is defined by ITE as an outdoor facility that is used for non- professional soccer games. Ancillary amenities may include stadium seating, a fitness trail, an activities shelter, aquatic center, picnic grounds, basketball and tennis courts, and a playground.

F:\2017\17099\Traffic\17099-Dev Volumes Table_2017-12-29.xlsx; Sheet1.tab TABLE ARC-1

AS-OF-RIGHT DEVELOPMENT VOLUME COMPARISON

PEAK WEEKDAY PEAK WEEKDAY DESCRIPTION AM HOUR PM HOUR ENTER EXIT TOTAL ENTER EXIT TOTAL Proposed Development Senior Adult (Age-Restricted) Attached Housing 12 23 35 25 21 46 175 Units (ITE Code 252)

As-of-Right Development Single Family Detached Housing 22 67 89 76 44 120 119 Single-Family Homes (ITE Code 210)

Net Difference between Proposed Development -10 -44 -54 -51 -23 -74 and As-of-Right Development

P:\2017\17099\ADMIN\Traffic\17099-As of Right Comparison_2018-01-12.xlsx TABLE 3

INTERSECTION OPERATIONS-PEAK WEEKDAY AM HOUR

2022 BUILD 2017 EXISTING 2022 NO BUILD 2022 BUILD WITH TOWN PARK INTERSECTION APPROACH LANE GROUP EXPANSION

V/C(1) DELAY(2) LOS(3) V/C(1) DELAY(2) LOS(3) V/C(1) DELAY(2) LOS(3) V/C(1) DELAY(2) LOS(3) 1. NY 100B & NY 9A WESTBOUND LEFT/RIGHT 0.76 23.5 C 0.76 23.4 C 0.76 23.4 C 0.76 23.4 C (Signalized) THRU 0.26 4.8 A 0.27 5.1 A 0.27 5.1 A 0.27 5.1 A NORTHBOUND RIGHT 0.31 5.3 A 0.33 5.6 A 0.33 5.6 A 0.34 5.7 A COMPOSITE - 5.0 A - 5.3 A - 5.4 A - 5.4 A SOUTHBOUND LEFT/THRU 0.30 5.1 A 0.32 5.4 A 0.32 5.5 A 0.32 5.5 A INTERSECTION COMPOSITE - 8.2 A - 8.4 A - 8.5 A - 8.5 A 2. NY 100B EASTBOUND LEFT/THRU 0.01 7.8 A 0.01 7.8 A 0.01 7.8 A 0.01 7.8 A & Worthington Road WESTBOUND THRU/RIGHT ------(Unsignalized) SOUTHBOUND LEFT/RIGHT 0.31 16.7 C 0.35 18.1 C 0.35 18.0 C 0.35 18.1 C 3. NY 100B EASTBOUND LEFT/THRU 0.00 0.0 A 0.00 7.8 A & Site Driveway A WESTBOUND THRU/RIGHT ------N/A N/A (Unsignalized) SOUTHBOUND LEFT/RIGHT 0.00 0.0 A 0.02 13.8 B 4. NY 100B EASTBOUND THRU/RIGHT ------& Westchester View Lane (Unsignalized) WESTBOUND LEFT/THRU 0.00 8.4 A 0.00 8.5 A N/A N/A NORTHBOUND LEFT.RIGHT 0.04 12.7 B 0.04 13.2 B 4a. NY 100B LEFT/THRU EASTBOUND 0.00 7.8 A 0.00 7.8 A & Westchester View Lane /RIGHT /Site Driveway B LEFT/THRU WESTBOUND N/A N/A 0.00 8.5 A 0.00 8.5 A (Unsignalized) /RIGHT LEFT/THRU NORTHBOUND 0.05 13.5 B 0.05 13.6 B /RIGHT LEFT/THRU SOUTHBOUND 0.03 17.6 C 0.03 17.6 C /RIGHT 5. NY 100B EASTBOUND THRU/RIGHT - - - & Nursery Driveway LEFT N/A - - - N/A N/A (Unsignalized) WESTBOUND THRU 0.01 8.6 A NORTHBOUND LEFT/RIGHT 0.02 12.4 B 5a. NY 100B LEFT/THRU EASTBOUND 0.00 7.8 A 0.00 7.8 A & Site Driveway C /RIGHT /Nursery Driveway LEFT 0.01 8.6 A 0.01 8.6 A (Unsignalized) WESTBOUND THRU N/A N/A ------LEFT/THRU NORTHBOUND 0.02 12.8 B 0.02 12.9 B /RIGHT LEFT/THRU SOUTHBOUND 0.06 18.1 C 0.06 18.2 C /RIGHT 9. NY 100B & Proposed EASTBOUND LEFT/THRU 0.00 7.9 A Town Park Driveway (Unsignalized) WESTBOUND THRU/RIGHT N/A N/A N/A - - - SOUTHBOUND LEFT/RIGHT 0.00 16.4 C

P:\2017\17099\ADMIN\Traffic\17099-INT Operation Table_2018-04-20.xlsx; AM.tab TABLE 3

INTERSECTION OPERATIONS-PEAK WEEKDAY AM HOUR

2022 BUILD 2017 EXISTING 2022 NO BUILD 2022 BUILD WITH TOWN PARK INTERSECTION APPROACH LANE GROUP EXPANSION

V/C(1) DELAY(2) LOS(3) V/C(1) DELAY(2) LOS(3) V/C(1) DELAY(2) LOS(3) V/C(1) DELAY(2) LOS(3) 6. NY 100B & Sprain Brook LEFT/THRU EASTBOUND 0.00 9.5 A 0.00 9.7 A 0.00 9.7 A 0.00 9.7 A Parkway Southbound /RIGHT On Ramp/Town Park LEFT/THRU WESTBOUND 0.40 11.0 B 0.44 11.6 B 0.45 11.8 B 0.45 11.8 B Driveway /RIGHT (Unsignalized) LEFT/THRU SOUTHBOUND 0.08 40.8 E 0.10 53.2 F 0.10 54.5 F 0.10 54.5 F /RIGHT 7. NY 100B & Sprain Brook EASTBOUND THRU ------Parkway Southbound Off Ramp WESTBOUND THRU ------(Unsignalized) SOUTHBOUND LEFT/RIGHT 0.77 38.0 E 0.89 56.2 F 0.89 56.7 F 0.89 57.2 F 8. NY 100B & Sprain Brook EASTBOUND LEFT/THRU 0.61 19.9 B 0.67 26.1 C 0.68 27.3 C 0.69 27.4 C Parkway Northbound Ramps (Signalized) WESTBOUND THRU/RIGHT 0.38 12.1 B 0.40 13.3 B 0.40 13.3 B 0.40 13.3 B LEFT 0.90 31.0 C 0.91 34.4 C 0.91 34.4 C 0.91 34.4 C SOUTHBOUND RIGHT 0.12 18.9 B 0.14 19.2 B 0.14 19.2 B 0.14 19.2 B COMPOSITE - 29.8 C - 32.6 C - 32.6 C - 32.6 C INTERSECTION COMPOSITE - 19.8 B - 23.2 C - 23.6 C - 23.6 C Notes: (1) V/C represents volume/capacity ratio (2) Delay is average seconds delay per vehicle (3) LOS represents level of service

P:\2017\17099\ADMIN\Traffic\17099-INT Operation Table_2018-04-20.xlsx; AM.tab TABLE 4

INTERSECTION OPERATIONS-PEAK WEEKDAY PM HOUR

2022 BUILD 2017 EXISTING 2022 NO BUILD 2022 BUILD WITH TOWN PARK INTERSECTION APPROACH LANE GROUP EXPANSION

V/C(1) DELAY(2) LOS(3) V/C(1) DELAY(2) LOS(3) V/C(1) DELAY(2) LOS(3) V/C(1) DELAY(2) LOS(3) 1. NY 100B & NY 9A WESTBOUND LEFT/RIGHT 0.78 23.2 C 0.79 23.1 C 0.79 23.1 C 0.79 23.1 C (Signalized) THRU 0.31 5.8 A 0.33 6.3 A 0.33 6.3 A 0.33 6.5 A NORTHBOUND RIGHT 0.34 6.2 A 0.37 6.7 A 0.37 6.7 A 0.39 7.1 A COMPOSITE - 6.0 A - 6.5 A - 6.5 A - 6.8 A SOUTHBOUND LEFT/THRU 0.28 5.6 A 0.30 6.1 A 0.30 6.1 A 0.30 6.2 A INTERSECTION COMPOSITE - 9.1 A - 9.6 A - 9.6 A - 9.8 A 2. NY 100B EASTBOUND LEFT/THRU 0.01 8.1 A 0.01 8.1 A 0.01 8.1 A 0.01 8.2 A & Worthington Road WESTBOUND THRU/RIGHT ------(Unsignalized) SOUTHBOUND LEFT/RIGHT 0.20 15.0 C 0.22 15.9 C 0.23 16.0 C 0.25 16.8 C 3. NY 100B EASTBOUND LEFT/THRU 0.00 0.0 A 0.00 8.1 A & Site Driveway A WESTBOUND THRU/RIGHT ------N/A N/A (Unsignalized) SOUTHBOUND LEFT/RIGHT 0.00 0.0 A 0.06 14.4 B 4. NY 100B EASTBOUND THRU/RIGHT ------& Westchester View Lane WESTBOUND LEFT/THRU 0.01 8.2 A 0.02 8.3 A N/A N/A (Unsignalized) NORTHBOUND LEFT/RIGHT 0.02 12.3 B 0.02 13.0 B 4a. NY 100B LEFT/THRU EASTBOUND 0.00 8.2 A 0.00 8.2 A & Westchester View Lane /RIGHT /Site Driveway B LEFT/THRU WESTBOUND N/A N/A 0.01 8.3 A 0.02 8.3 A (Unsignalized) /RIGHT LEFT/THRU NORTHBOUND 0.02 13.3 B 0.03 13.8 B /RIGHT LEFT/THRU SOUTHBOUND 0.02 18.3 C 0.03 19.1 C /RIGHT 5. NY 100B EASTBOUND THRU/RIGHT - - - & Nursery Driveway LEFT N/A 0.01 8.3 A N/A N/A (Unsignalized) WESTBOUND THRU - - - NORTHBOUND LEFT/RIGHT 0.05 13.6 B 5a. NY 100B LEFT/THRU EASTBOUND 0.00 8.2 A 0.00 8.3 A & Site Driveway C /RIGHT /Nursery Driveway LEFT 0.01 8.3 A 0.01 8.3 A (Unsignalized) WESTBOUND THRU N/A N/A ------LEFT/THRU NORTHBOUND 0.05 14.1 B 0.06 14.7 B /RIGHT LEFT/THRU SOUTHBOUND 0.06 19.1 C 0.06 20.1 C /RIGHT 9. NY 100B & Proposed EASTBOUND LEFT/THRU 0.02 8.3 A Town Park Driveway (Unsignalized) WESTBOUND THRU/RIGHT N/A N/A N/A - - - SOUTHBOUND LEFT/RIGHT 0.08 15.5 C

P:\2017\17099\ADMIN\Traffic\17099-INT Operation Table_2018-04-20.xlsx; PM.tab TABLE 4

INTERSECTION OPERATIONS-PEAK WEEKDAY PM HOUR

2022 BUILD 2017 EXISTING 2022 NO BUILD 2022 BUILD WITH TOWN PARK INTERSECTION APPROACH LANE GROUP EXPANSION

V/C(1) DELAY(2) LOS(3) V/C(1) DELAY(2) LOS(3) V/C(1) DELAY(2) LOS(3) V/C(1) DELAY(2) LOS(3) 6. NY 100B & Sprain Brook LEFT/THRU EASTBOUND 0.01 8.1 A 0.01 8.2 A 0.01 8.2 A 0.01 8.3 A Parkway Southbound /RIGHT On Ramp/Town Park LEFT/THRU WESTBOUND 0.38 10.1 B 0.42 10.7 B 0.42 10.7 B 0.43 10.8 B Driveway /RIGHT (Unsignalized) LEFT/THRU SOUTHBOUND 0.43 81.4 F 0.62 140.2 F 0.63 144.5 F 0.71 175.6 F /RIGHT 7. NY 100B & Sprain Brook EASTBOUND THRU ------Parkway Southbound WESTBOUND THRU ------Off Ramp (Unsignalized) SOUTHBOUND LEFT/RIGHT 0.79 42.0 E 0.92 64.1 F 0.94 68.1 F 0.98 79.4 F 8. NY 100B & Sprain Brook EASTBOUND LEFT/THRU 0.45 11.8 B 0.49 13.8 B 0.49 13.9 B 0.50 14.4 B Parkway Northbound Ramps WESTBOUND THRU/RIGHT 0.43 8.8 A 0.42 9.3 A 0.42 9.4 A 0.43 9.4 A (Signalized) LEFT 0.81 20.7 C 0.85 25.3 C 0.85 25.3 C 0.85 26.2 C SOUTHBOUND RIGHT 0.21 16.0 B 0.23 19.4 B 0.24 19.5 B 0.25 20.3 C COMPOSITE - 19.8 B - 24.1 C - 24.1 C - 25.0 C INTERSECTION COMPOSITE - 12.4 B - 14.3 B - 14.4 B - 14.7 B Notes: (1) V/C represents volume/capacity ratio (2) Delay is average seconds delay per vehicle (3) LOS represents level of service

P:\2017\17099\ADMIN\Traffic\17099-INT Operation Table_2018-04-20.xlsx; PM.tab

APPENDIX B

FIGURES

ARMONK NY 10504 fax 273-2102 (914) 273-5225 4 5 7 8 JMCPLLC.COM

6 120 BEDFORD RD 17099 SITE

WORTHINGTON ROAD SCALE: 1" = 750' SAW MILL RIVER PARKWAY JMC PROJECT: 8 NY 100B NY 100A 6 7

5 NY 100B TOWN OF GREENBURGH, NEW YORK 2 3 4 NY 100B

NY 9A

SPRAIN BROOK PARKWAY

INTERSTATE 87 (DOBBS FERRY ROAD) PEAK WEEKDAY AM HOUR (7:30 - 8:30) ELMWOOD PRESERVE 2017 EXISTING VOLUMES

NY 100B

SAW MILL RIVER PARKWAY 1 All Rights Reserved. No part of this document may be reproduced, stored in a retrieval system, or transmitted any form by means, electronic, mechanical, photocopying, recording otherwise, without the prior written permission JMC PLANNING, by JMC 2017 01 NY 9A 1 2 3 850 DOBBS FERRY ROAD DATE: 12/29/2017 FIGURE: COPYRIGHT © ENGINEERING, LANDSCAPE ARCHITECTURE & LAND SURVEYING, PLLC | JMC SITE DEVELOPMENT CONSULTANTS, LLC JOHN MEYER CONSULTING, INC. (JMC). Any modifications or alterations to this document without the written permission of shall render them invalid and unusable. ARMONK NY 10504 fax 273-2102 (914) 273-5225 4 5 7 8 JMCPLLC.COM

6 120 BEDFORD RD 17099 SITE

WORTHINGTON ROAD SCALE: 1" = 750' SAW MILL RIVER PARKWAY JMC PROJECT: 8 NY 100B NY 100A 6 7

5 NY 100B TOWN OF GREENBURGH, NEW YORK 2 3 4 NY 100B

NY 9A

SPRAIN BROOK PARKWAY

INTERSTATE 87 (DOBBS FERRY ROAD) PEAK WEEKDAY PM HOUR (4:00 - 5:00) ELMWOOD PRESERVE 2017 EXISTING VOLUMES

NY 100B

SAW MILL RIVER PARKWAY 1 All Rights Reserved. No part of this document may be reproduced, stored in a retrieval system, or transmitted any form by means, electronic, mechanical, photocopying, recording otherwise, without the prior written permission JMC PLANNING, by JMC 2017 02 NY 9A 1 2 3 850 DOBBS FERRY ROAD DATE: 12/29/2017 FIGURE: COPYRIGHT © ENGINEERING, LANDSCAPE ARCHITECTURE & LAND SURVEYING, PLLC | JMC SITE DEVELOPMENT CONSULTANTS, LLC JOHN MEYER CONSULTING, INC. (JMC). Any modifications or alterations to this document without the written permission of shall render them invalid and unusable. ARMONK NY 10504 fax 273-2102 (914) 273-5225 4 5 7 8 JMCPLLC.COM

6 120 BEDFORD RD 17099 SITE

WORTHINGTON ROAD SCALE: 1" = 750' SAW MILL RIVER PARKWAY JMC PROJECT: 8 NY 100B NY 100A 6 7

5 NY 100B TOWN OF GREENBURGH, NEW YORK 2 3 4 NY 100B

NY 9A

SPRAIN BROOK PARKWAY

INTERSTATE 87 (DOBBS FERRY ROAD) PEAK WEEKDAY AM HOUR ELMWOOD PRESERVE 2022 GENERAL GROWTH VOLUMES

NY 100B

SAW MILL RIVER PARKWAY 1 All Rights Reserved. No part of this document may be reproduced, stored in a retrieval system, or transmitted any form by means, electronic, mechanical, photocopying, recording otherwise, without the prior written permission JMC PLANNING, by JMC 2017 03 NY 9A 1 2 3 850 DOBBS FERRY ROAD DATE: 12/29/2017 FIGURE: COPYRIGHT © ENGINEERING, LANDSCAPE ARCHITECTURE & LAND SURVEYING, PLLC | JMC SITE DEVELOPMENT CONSULTANTS, LLC JOHN MEYER CONSULTING, INC. (JMC). Any modifications or alterations to this document without the written permission of shall render them invalid and unusable. ARMONK NY 10504 fax 273-2102 (914) 273-5225 4 5 7 8 JMCPLLC.COM

6 120 BEDFORD RD 17099 SITE

WORTHINGTON ROAD SCALE: 1" = 750' SAW MILL RIVER PARKWAY JMC PROJECT: 8 NY 100B NY 100A 6 7

5 NY 100B TOWN OF GREENBURGH, NEW YORK 2 3 4 NY 100B

NY 9A

SPRAIN BROOK PARKWAY

INTERSTATE 87 (DOBBS FERRY ROAD) PEAK WEEKDAY PM HOUR ELMWOOD PRESERVE 2022 GENERAL GROWTH VOLUMES

NY 100B

SAW MILL RIVER PARKWAY 1 All Rights Reserved. No part of this document may be reproduced, stored in a retrieval system, or transmitted any form by means, electronic, mechanical, photocopying, recording otherwise, without the prior written permission JMC PLANNING, by JMC 2017 04 NY 9A 1 2 3 850 DOBBS FERRY ROAD DATE: 12/29/2017 FIGURE: COPYRIGHT © ENGINEERING, LANDSCAPE ARCHITECTURE & LAND SURVEYING, PLLC | JMC SITE DEVELOPMENT CONSULTANTS, LLC JOHN MEYER CONSULTING, INC. (JMC). Any modifications or alterations to this document without the written permission of shall render them invalid and unusable. ARMONK NY 10504 fax 273-2102 (914) 273-5225 4 5 7 8 JMCPLLC.COM

6 120 BEDFORD RD 17099 SITE

WORTHINGTON ROAD SCALE: 1" = 750' SAW MILL RIVER PARKWAY JMC PROJECT: 8 NY 100B NY 100A 6 7

5 NY 100B TOWN OF GREENBURGH, NEW YORK 2 3 4 NY 100B

NY 9A

SPRAIN BROOK PARKWAY

INTERSTATE 87 (DOBBS FERRY ROAD)

LEGEND: FRANK'S NURSERY REDEVELOPMENT

PEAK WEEKDAY AM HOUR/PEAK WEEKDAY PM HOUR ELMWOOD PRESERVE OTHER DEVELOPMENT VOLUMES

NY 100B

SAW MILL RIVER PARKWAY 1 All Rights Reserved. No part of this document may be reproduced, stored in a retrieval system, or transmitted any form by means, electronic, mechanical, photocopying, recording otherwise, without the prior written permission JMC PLANNING, by JMC 2017 05 NY 9A 1 2 3 850 DOBBS FERRY ROAD DATE: 12/29/2017 FIGURE: COPYRIGHT © ENGINEERING, LANDSCAPE ARCHITECTURE & LAND SURVEYING, PLLC | JMC SITE DEVELOPMENT CONSULTANTS, LLC JOHN MEYER CONSULTING, INC. (JMC). Any modifications or alterations to this document without the written permission of shall render them invalid and unusable. ARMONK NY 10504 fax 273-2102 (914) 273-5225 4 5 7 8 JMCPLLC.COM

6 120 BEDFORD RD 17099 SITE

WORTHINGTON ROAD SCALE: 1" = 750' SAW MILL RIVER PARKWAY JMC PROJECT: 8 NY 100B NY 100A 6 7

5 NY 100B TOWN OF GREENBURGH, NEW YORK 2 3 4 NY 100B

NY 9A

SPRAIN BROOK PARKWAY

INTERSTATE 87 (DOBBS FERRY ROAD) PEAK WEEKDAY AM HOUR REOCCUPIED VOLUMES ELMWOOD PRESERVE

NY 100B

SAW MILL RIVER PARKWAY 1 All Rights Reserved. No part of this document may be reproduced, stored in a retrieval system, or transmitted any form by means, electronic, mechanical, photocopying, recording otherwise, without the prior written permission JMC PLANNING, by JMC 2017 06 NY 9A 1 2 3 850 DOBBS FERRY ROAD DATE: 12/29/2017 FIGURE: COPYRIGHT © ENGINEERING, LANDSCAPE ARCHITECTURE & LAND SURVEYING, PLLC | JMC SITE DEVELOPMENT CONSULTANTS, LLC JOHN MEYER CONSULTING, INC. (JMC). Any modifications or alterations to this document without the written permission of shall render them invalid and unusable. ARMONK NY 10504 fax 273-2102 (914) 273-5225 4 5 7 8 JMCPLLC.COM

6 120 BEDFORD RD 17099 SITE

WORTHINGTON ROAD SCALE: 1" = 750' SAW MILL RIVER PARKWAY JMC PROJECT: 8 NY 100B NY 100A 6 7

5 NY 100B TOWN OF GREENBURGH, NEW YORK 2 3 4 NY 100B

NY 9A

SPRAIN BROOK PARKWAY

INTERSTATE 87 (DOBBS FERRY ROAD) PEAK WEEKDAY PM HOUR REOCCUPIED VOLUMES ELMWOOD PRESERVE

NY 100B

SAW MILL RIVER PARKWAY 1 All Rights Reserved. No part of this document may be reproduced, stored in a retrieval system, or transmitted any form by means, electronic, mechanical, photocopying, recording otherwise, without the prior written permission JMC PLANNING, by JMC 2017 07 NY 9A 1 2 3 850 DOBBS FERRY ROAD DATE: 12/29/2017 FIGURE: COPYRIGHT © ENGINEERING, LANDSCAPE ARCHITECTURE & LAND SURVEYING, PLLC | JMC SITE DEVELOPMENT CONSULTANTS, LLC JOHN MEYER CONSULTING, INC. (JMC). Any modifications or alterations to this document without the written permission of shall render them invalid and unusable. ARMONK NY 10504 fax 273-2102 (914) 273-5225 4 5 7 8 JMCPLLC.COM

6 120 BEDFORD RD 17099 SITE

WORTHINGTON ROAD SCALE: 1" = 750' SAW MILL RIVER PARKWAY JMC PROJECT: 8 NY 100B NY 100A 6 7

5 NY 100B TOWN OF GREENBURGH, NEW YORK 2 3 4 NY 100B

NY 9A

SPRAIN BROOK PARKWAY

INTERSTATE 87 (DOBBS FERRY ROAD) PEAK WEEKDAY AM HOUR (7:30 - 8:30) ELMWOOD PRESERVE 2022 NO BUILD VOLUMES

NY 100B

SAW MILL RIVER PARKWAY 1 All Rights Reserved. No part of this document may be reproduced, stored in a retrieval system, or transmitted any form by means, electronic, mechanical, photocopying, recording otherwise, without the prior written permission JMC PLANNING, by JMC 2017 08 NY 9A 1 2 3 850 DOBBS FERRY ROAD DATE: 12/29/2017 FIGURE: COPYRIGHT © ENGINEERING, LANDSCAPE ARCHITECTURE & LAND SURVEYING, PLLC | JMC SITE DEVELOPMENT CONSULTANTS, LLC JOHN MEYER CONSULTING, INC. (JMC). Any modifications or alterations to this document without the written permission of shall render them invalid and unusable. ARMONK NY 10504 fax 273-2102 (914) 273-5225 4 5 7 8 JMCPLLC.COM

6 120 BEDFORD RD 17099 SITE

WORTHINGTON ROAD SCALE: 1" = 750' SAW MILL RIVER PARKWAY JMC PROJECT: 8 NY 100B NY 100A 6 7

5 NY 100B TOWN OF GREENBURGH, NEW YORK 2 3 4 NY 100B

NY 9A

SPRAIN BROOK PARKWAY

INTERSTATE 87 (DOBBS FERRY ROAD) PEAK WEEKDAY PM HOUR (4:00 - 5:00) ELMWOOD PRESERVE 2022 NO BUILD VOLUMES

NY 100B

SAW MILL RIVER PARKWAY 1 All Rights Reserved. No part of this document may be reproduced, stored in a retrieval system, or transmitted any form by means, electronic, mechanical, photocopying, recording otherwise, without the prior written permission JMC PLANNING, by JMC 2017 09 NY 9A 1 2 3 850 DOBBS FERRY ROAD DATE: 12/29/2017 FIGURE: COPYRIGHT © ENGINEERING, LANDSCAPE ARCHITECTURE & LAND SURVEYING, PLLC | JMC SITE DEVELOPMENT CONSULTANTS, LLC JOHN MEYER CONSULTING, INC. (JMC). Any modifications or alterations to this document without the written permission of shall render them invalid and unusable. ARMONK NY 10504 fax 273-2102 (914) 273-5225 4 5 7 8 JMCPLLC.COM

6 120 BEDFORD RD 17099 SITE

WORTHINGTON ROAD SCALE: 1" = 750' SAW MILL RIVER PARKWAY JMC PROJECT: 8 NY 100B NY 100A 6 7

5 NY 100B TOWN OF GREENBURGH, NEW YORK 2 3 4 NY 100B

NY 9A

SPRAIN BROOK PARKWAY

INTERSTATE 87 (DOBBS FERRY ROAD) ELMWOOD PRESERVE

legend PRIMARY TRIP DISTRIBUTIONS

% ENTERING % EXITING

NY 100B

SAW MILL RIVER PARKWAY 1 All Rights Reserved. No part of this document may be reproduced, stored in a retrieval system, or transmitted any form by means, electronic, mechanical, photocopying, recording otherwise, without the prior written permission JMC PLANNING, by JMC 2017 10 NY 9A 1 2 3 850 DOBBS FERRY ROAD DATE: 12/29/2017 FIGURE: COPYRIGHT © ENGINEERING, LANDSCAPE ARCHITECTURE & LAND SURVEYING, PLLC | JMC SITE DEVELOPMENT CONSULTANTS, LLC JOHN MEYER CONSULTING, INC. (JMC). Any modifications or alterations to this document without the written permission of shall render them invalid and unusable. ARMONK NY 10504 fax 273-2102 (914) 273-5225 4 5 7 8 JMCPLLC.COM

6 120 BEDFORD RD 17099 SITE

WORTHINGTON ROAD SCALE: 1" = 750' SAW MILL RIVER PARKWAY JMC PROJECT: 8 NY 100B NY 100A 6 7

5 NY 100B TOWN OF GREENBURGH, NEW YORK 2 3 4 NY 100B

NY 9A

SPRAIN BROOK PARKWAY

INTERSTATE 87 (DOBBS FERRY ROAD) PEAK WEEKDAY AM HOUR PRIMARY VOLUMES ELMWOOD PRESERVE

NY 100B

SAW MILL RIVER PARKWAY 1 All Rights Reserved. No part of this document may be reproduced, stored in a retrieval system, or transmitted any form by means, electronic, mechanical, photocopying, recording otherwise, without the prior written permission JMC PLANNING, by JMC 2017 11 NY 9A 1 2 3 850 DOBBS FERRY ROAD DATE: 12/29/2017 FIGURE: COPYRIGHT © ENGINEERING, LANDSCAPE ARCHITECTURE & LAND SURVEYING, PLLC | JMC SITE DEVELOPMENT CONSULTANTS, LLC JOHN MEYER CONSULTING, INC. (JMC). Any modifications or alterations to this document without the written permission of shall render them invalid and unusable. ARMONK NY 10504 fax 273-2102 (914) 273-5225 4 5 7 8 JMCPLLC.COM

6 120 BEDFORD RD 17099 SITE

WORTHINGTON ROAD SCALE: 1" = 750' SAW MILL RIVER PARKWAY JMC PROJECT: 8 NY 100B NY 100A 6 7

5 NY 100B TOWN OF GREENBURGH, NEW YORK 2 3 4 NY 100B

NY 9A

SPRAIN BROOK PARKWAY

INTERSTATE 87 (DOBBS FERRY ROAD) PEAK WEEKDAY PM HOUR PRIMARY VOLUMES ELMWOOD PRESERVE

NY 100B

SAW MILL RIVER PARKWAY 1 All Rights Reserved. No part of this document may be reproduced, stored in a retrieval system, or transmitted any form by means, electronic, mechanical, photocopying, recording otherwise, without the prior written permission JMC PLANNING, by JMC 2017 12 NY 9A 1 2 3 850 DOBBS FERRY ROAD DATE: 12/29/2017 FIGURE: COPYRIGHT © ENGINEERING, LANDSCAPE ARCHITECTURE & LAND SURVEYING, PLLC | JMC SITE DEVELOPMENT CONSULTANTS, LLC JOHN MEYER CONSULTING, INC. (JMC). Any modifications or alterations to this document without the written permission of shall render them invalid and unusable. ARMONK NY 10504 fax 273-2102 (914) 273-5225 4 5 7 8 JMCPLLC.COM

6 120 BEDFORD RD 17099 SITE

WORTHINGTON ROAD SCALE: 1" = 750' SAW MILL RIVER PARKWAY JMC PROJECT: 8 NY 100B NY 100A 6 7

5 NY 100B TOWN OF GREENBURGH, NEW YORK 2 3 4 NY 100B

NY 9A

SPRAIN BROOK PARKWAY

INTERSTATE 87 (DOBBS FERRY ROAD) PEAK WEEKDAY AM HOUR (7:30 - 8:30) 2022 BUILD VOLUMES ELMWOOD PRESERVE

NY 100B

SAW MILL RIVER PARKWAY 1 All Rights Reserved. No part of this document may be reproduced, stored in a retrieval system, or transmitted any form by means, electronic, mechanical, photocopying, recording otherwise, without the prior written permission JMC PLANNING, by JMC 2017 13 NY 9A 1 2 3 850 DOBBS FERRY ROAD DATE: 12/29/2017 FIGURE: COPYRIGHT © ENGINEERING, LANDSCAPE ARCHITECTURE & LAND SURVEYING, PLLC | JMC SITE DEVELOPMENT CONSULTANTS, LLC JOHN MEYER CONSULTING, INC. (JMC). Any modifications or alterations to this document without the written permission of shall render them invalid and unusable. ARMONK NY 10504 fax 273-2102 (914) 273-5225 4 5 7 8 JMCPLLC.COM

6 120 BEDFORD RD 17099 SITE

WORTHINGTON ROAD SCALE: 1" = 750' SAW MILL RIVER PARKWAY JMC PROJECT: 8 NY 100B NY 100A 6 7

5 NY 100B TOWN OF GREENBURGH, NEW YORK 2 3 4 NY 100B

NY 9A

SPRAIN BROOK PARKWAY

INTERSTATE 87 (DOBBS FERRY ROAD) PEAK WEEKDAY PM HOUR (4:00 - 5:00) 2022 BUILD VOLUMES ELMWOOD PRESERVE

NY 100B

SAW MILL RIVER PARKWAY 1 All Rights Reserved. No part of this document may be reproduced, stored in a retrieval system, or transmitted any form by means, electronic, mechanical, photocopying, recording otherwise, without the prior written permission JMC PLANNING, by JMC 2017 14 NY 9A 1 2 3 850 DOBBS FERRY ROAD DATE: 12/29/2017 FIGURE: COPYRIGHT © ENGINEERING, LANDSCAPE ARCHITECTURE & LAND SURVEYING, PLLC | JMC SITE DEVELOPMENT CONSULTANTS, LLC JOHN MEYER CONSULTING, INC. (JMC). Any modifications or alterations to this document without the written permission of shall render them invalid and unusable. ARMONK NY 10504 fax 273-2102 (914) 273-5225 4 5 9 7 8 JMCPLLC.COM

6 120 BEDFORD RD 17099 SITE

WORTHINGTON ROAD SCALE: 1" = 750' SAW MILL RIVER PARKWAY JMC PROJECT: 8 NY 100B NY 100A 9 6 7 5 NY 100B TOWN OF GREENBURGH, NEW YORK 2 3 4 NY 100B

NY 9A

SPRAIN BROOK PARKWAY

INTERSTATE 87 (DOBBS FERRY ROAD) ELMWOOD PRESERVE

legend

% ENTERING % EXITING TOWN PARK EXPANSION DISTRIBUTIONS

NY 100B

SAW MILL RIVER PARKWAY 1 All Rights Reserved. No part of this document may be reproduced, stored in a retrieval system, or transmitted any form by means, electronic, mechanical, photocopying, recording otherwise, without the prior written permission JMC PLANNING, by JMC 2017 15 NY 9A 1 2 3 850 DOBBS FERRY ROAD REVISED: 04/20/2018 DATE: 12/29/2017 FIGURE: COPYRIGHT © ENGINEERING, LANDSCAPE ARCHITECTURE & LAND SURVEYING, PLLC | JMC SITE DEVELOPMENT CONSULTANTS, LLC JOHN MEYER CONSULTING, INC. (JMC). Any modifications or alterations to this document without the written permission of shall render them invalid and unusable. ARMONK NY 10504 fax 273-2102 (914) 273-5225 4 5 9 7 8 JMCPLLC.COM

6 120 BEDFORD RD 17099 SITE

WORTHINGTON ROAD SCALE: 1" = 750' SAW MILL RIVER PARKWAY JMC PROJECT: 8 NY 100B NY 100A 9 6 7 5 NY 100B TOWN OF GREENBURGH, NEW YORK 2 3 4 NY 100B

NY 9A

SPRAIN BROOK PARKWAY

INTERSTATE 87 (DOBBS FERRY ROAD) PEAK WEEKDAY AM HOUR ELMWOOD PRESERVE TOWN PARK EXPANSION VOLUMES

NY 100B

SAW MILL RIVER PARKWAY 1 All Rights Reserved. No part of this document may be reproduced, stored in a retrieval system, or transmitted any form by means, electronic, mechanical, photocopying, recording otherwise, without the prior written permission JMC PLANNING, by JMC 2017 16 NY 9A 1 2 3 850 DOBBS FERRY ROAD REVISED: 04/20/2018 DATE: 12/29/2017 FIGURE: COPYRIGHT © ENGINEERING, LANDSCAPE ARCHITECTURE & LAND SURVEYING, PLLC | JMC SITE DEVELOPMENT CONSULTANTS, LLC JOHN MEYER CONSULTING, INC. (JMC). Any modifications or alterations to this document without the written permission of shall render them invalid and unusable. ARMONK NY 10504 fax 273-2102 (914) 273-5225 4 5 9 7 8 JMCPLLC.COM

6 120 BEDFORD RD 17099 SITE

WORTHINGTON ROAD SCALE: 1" = 750' SAW MILL RIVER PARKWAY JMC PROJECT: 8 NY 100B NY 100A 9 6 7 5 NY 100B TOWN OF GREENBURGH, NEW YORK 2 3 4 NY 100B

NY 9A

SPRAIN BROOK PARKWAY

INTERSTATE 87 (DOBBS FERRY ROAD) PEAK WEEKDAY PM HOUR ELMWOOD PRESERVE TOWN PARK EXPANSION VOLUMES

NY 100B

SAW MILL RIVER PARKWAY 1 All Rights Reserved. No part of this document may be reproduced, stored in a retrieval system, or transmitted any form by means, electronic, mechanical, photocopying, recording otherwise, without the prior written permission JMC PLANNING, by JMC 2017 17 NY 9A 1 2 3 850 DOBBS FERRY ROAD REVISED: 04/20/2018 DATE: 12/29/2017 FIGURE: COPYRIGHT © ENGINEERING, LANDSCAPE ARCHITECTURE & LAND SURVEYING, PLLC | JMC SITE DEVELOPMENT CONSULTANTS, LLC JOHN MEYER CONSULTING, INC. (JMC). Any modifications or alterations to this document without the written permission of shall render them invalid and unusable. ARMONK NY 10504 fax 273-2102 (914) 273-5225 4 5 9 7 8 JMCPLLC.COM

6 120 BEDFORD RD 17099 SITE

WORTHINGTON ROAD SCALE: 1" = 750' SAW MILL RIVER PARKWAY JMC PROJECT: 8 NY 100B NY 100A 9 6 7 5 NY 100B TOWN OF GREENBURGH, NEW YORK 2 3 4 NY 100B

NY 9A

SPRAIN BROOK PARKWAY

INTERSTATE 87 (DOBBS FERRY ROAD) PEAK WEEKDAY AM HOUR (7:30 - 8:30) ELMWOOD PRESERVE

NY 100B

SAW MILL RIVER PARKWAY All Rights Reserved. No part of this document may be reproduced, stored in a retrieval system, or transmitted any form by means, electronic, mechanical, photocopying, recording otherwise, without the prior written permission JMC PLANNING,

1 2022 BUILD VOLUMES WITH TOWN PARK EXPANSION by JMC 2017 18 NY 9A 1 2 3 850 DOBBS FERRY ROAD REVISED: 04/20/2018 DATE: 12/29/2017 FIGURE: COPYRIGHT © ENGINEERING, LANDSCAPE ARCHITECTURE & LAND SURVEYING, PLLC | JMC SITE DEVELOPMENT CONSULTANTS, LLC JOHN MEYER CONSULTING, INC. (JMC). Any modifications or alterations to this document without the written permission of shall render them invalid and unusable. ARMONK NY 10504 fax 273-2102 (914) 273-5225 4 5 9 7 8 JMCPLLC.COM

6 120 BEDFORD RD 17099 SITE

WORTHINGTON ROAD SCALE: 1" = 750' SAW MILL RIVER PARKWAY JMC PROJECT: 8 NY 100B NY 100A 9 6 7 5 NY 100B TOWN OF GREENBURGH, NEW YORK 2 3 4 NY 100B

NY 9A

SPRAIN BROOK PARKWAY

INTERSTATE 87 (DOBBS FERRY ROAD) PEAK WEEKDAY PM HOUR (4:00 - 5:00) ELMWOOD PRESERVE

NY 100B

1 2022 BUILD VOLUMES WITH TOWN PARK EXPANSION by JMC 2017 19 NY 9A 1 2 3 850 DOBBS FERRY ROAD REVISED: 04/20/2018 DATE: 12/29/2017 FIGURE: COPYRIGHT © ENGINEERING, LANDSCAPE ARCHITECTURE & LAND SURVEYING, PLLC | JMC SITE DEVELOPMENT CONSULTANTS, LLC JOHN MEYER CONSULTING, INC. (JMC). Any modifications or alterations to this document without the written permission of shall render them invalid and unusable.

APPENDIX C

TURNING MOVEMENT COUNTS

DATE: JOB NO: 17099 11/15/2017 CALCULATIONS - DO NOT EDIT THIS PERIOD: NAME: 7-9 AM & 4-6 PM SHEET Traffic Databank LOCATION: NY 100B & NY 9A INT #: 1

TOTAL VEHICLE MOVEMENT TOTAL PED/BIKE MOVEMENT PEDS INT. TIME CLASS VEHICLES 123456789101112 ABCD/BIKE PHF TOTAL 2 36 18 0 35 46 137 0 7:00 - 7:15 AM TRUCK 1142 4 1 0 TOTAL 1 65 41 0 38 63 208 0 7:15 - 7:30 AM TRUCK 1 10 6 10 7 0 TOTAL 0 80 31 0 50 66 227 0 7:30 - 7:45 AM TRUCK 17 1 5 5 0 TOTAL 1 93 38 1 66 69 268 0 7:45 - 8:00 AM TRUCK 1 21 1 12 4 0 TOTAL 1 80 42 0 68 83 274 0 8:00 - 8:15 AM TRUCK 64 76 0 TOTAL 1 63 55 4 70 59 252 0 8:15 - 8:30 AM TRUCK 15 2 1 12 4 0 TOTAL 3 71 38 2 88 91 293 0 8:30 - 8:45 AM TRUCK 1 11 9 18 3 0 TOTAL 5 62 54 3 63 95 282 0 8:45 - 9:00 AM TRUCK 10 2 12 3 0

TOTAL 3 77 55 2 91 79 307 0 4:00 - 4:15 PM TRUCK 9 5 13 2 0 TOTAL 4 62 56 2 50 74 248 0 4:15 - 4:30 PM TRUCK 30 20 0 TOTAL 3 69 41 2 78 71 264 0 4:30 - 4:45 PM TRUCK 31 72 0 TOTAL 0 79 49 0 85 69 282 0 4:45 - 5:00 PM TRUCK 20 33 0 TOTAL 0 50 49 2 78 70 249 0 5:00 - 5:15 PM TRUCK 40292 0 TOTAL 1 54 43 1 80 55 234 0 5:15 - 5:30 PM TRUCK 11 90 0 TOTAL 2 82 50 0 71 65 270 0 5:30 - 5:45 PM TRUCK 21 51 0 TOTAL 0 51 43 3 57 70 224 0 5:45 - 6:00 PM TRUCK 31 50 0 DATE: JOB NO: 17099 11/15/2017 PEAK HOUR MOVEMENTS & % HEAVY PERIOD: NAME: 7-9 AM & 4-6 PM VEHICLES - DO NOT EDIT THIS SHEET Traffic Databank LOCATION: NY 100B & NY 9A INT #: 1

TOTAL VEHICLE MOVEMENT TOTAL PED/BIKE MOVEMENT PEDS INT. TIME CLASS VEHICLES 123456789101112 ABCD/BIKE PHF TOTAL 4 274 128 1 189 244 840 7:00 - 8:00 AM TRUCK 75% 23% 8% 0% 16% 7% 0.78 TOTAL 3 318 152 1 222 281 977 7:15 - 8:15 AM TRUCK 67% 17% 8% 0% 15% 8% 0.89 TOTAL 3 316 166 5 254 277 1,021 7:30 - 8:30 AM TRUCK 33% 19% 5% 20% 14% 7% 0.93 TOTAL 6 307 173 7 292 302 1,087 7:45 - 8:45 AM TRUCK 33% 17% 9% 14% 17% 6% 0.93 TOTAL 10 276 189 9 289 328 1,101 8:00 - 9:00 AM TRUCK 10% 15% 9% 11% 17% 5% 0.94

TOTAL 10 287 201 6 304 293 1,101 4:00 - 5:00 PM TRUCK 0% 6% 3% 0% 8% 2% 0.90 TOTAL 7 260 195 6 291 284 1,043 4:15 - 5:15 PM TRUCK 0% 5% 1% 33% 7% 2% 0.92 TOTAL 4 252 182 5 321 265 1,029 4:30 - 5:30 PM TRUCK 0% 4% 1% 40% 9% 3% 0.91 TOTAL 3 265 191 3 314 259 1,035 4:45 - 5:45 PM TRUCK 0% 3% 1% 67% 8% 2% 0.92 TOTAL 3 237 185 6 286 260 977 5:00 - 6:00 PM TRUCK 0% 4% 2% 33% 10% 1% 0.90

1: NY 9A SB - Left 7: A: 2: NY 9A SB - Thru 8: B: 3: NY 100B WB - Left 9: C: 4: NY 100B WB - Right 10: D: 5: NY 9A NB - Thru 11: 6: NY 9A NB - Right 12: DATE: JOB NO: 17099 11/15/2017 PERIOD: ENTER COUNT DATA ON THIS PAGE NAME: 7-9 AM & 4-6 PM JJ LOCATION: NY 100B & Worthington Road INT #: 2

TOTAL VEHICLE MOVEMENT TOTAL PED/BIKE MOVEMENT INT. PEDS TIME CLASS VEHICLES 123456789101112 ABCD/BIKE PHF TOTAL 47 2 2 17 6 14 7:00 - 7:15 AM TRUCK 1 1 TOTAL 115 2 4 46 12 56 7:15 - 7:30 AM TRUCK 2 5 TOTAL 212 3 7 66 22 93 7:30 - 7:45 AM TRUCK 4 1 TOTAL 287 4 9 104 30 137 7:45 - 8:00 AM TRUCK 21 2 TOTAL 371 6 13 129 40 181 8:00 - 8:15 AM TRUCK 1 1 TOTAL 458 8 15 153 55 244 8:15 - 8:30 AM TRUCK 21125 TOTAL 543 10 15 173 72 285 8:30 - 8:45 AM TRUCK 2 2 TOTAL 651 12 18 196 87 335 8:45 - 9:00 AM TRUCK 132

TOTAL 77 3 3 20 14 68 4:00 - 4:15 PM TRUCK 33 TOTAL 165 4 3 42 40 137 4:15 - 4:30 PM TRUCK 322 TOTAL 235 6 4 58 66 185 4:30 - 4:45 PM TRUCK 33 TOTAL 296 8 6 71 88 249 4:45 - 5:00 PM TRUCK 3 TOTAL 371 9 7 89 107 319 5:00 - 5:15 PM TRUCK 22 1 TOTAL 435 11 9 106 126 391 5:15 - 5:30 PM TRUCK 1 TOTAL 507 13 9 125 147 462 5:30 - 5:45 PM TRUCK 22 TOTAL 574 16 12 137 169 515 5:45 - 6:00 PM TRUCK 321 DATE: JOB NO: 17099 11/15/2017 CALCULATIONS - DO NOT EDIT THIS PERIOD: NAME: 7-9 AM & 4-6 PM SHEET JJ LOCATION: NY 100B & Worthington Road INT #: 2

TOTAL VEHICLE MOVEMENT TOTAL PED/BIKE MOVEMENT PEDS INT. TIME CLASS VEHICLES 123456789101112 ABCD/BIKE PHF TOTAL 472217006001400 8800000 7:00 - 7:15 AM TRUCK 100000000100 00000 TOTAL 68022900600420014700000 7:15 - 7:30 AM TRUCK 200000000500 00000 TOTAL 97 1 3 20 0 0 10 0 0 37 0 0 16800000 7:30 - 7:45 AM TRUCK 400000000100 00000 TOTAL 75123800800440016800000 7:45 - 8:00 AM TRUCK 201000000200 00000 TOTAL 84 2 4 25 0 0 10 0 0 44 0 0 16900000 8:00 - 8:15 AM TRUCK 100000100000 00000 TOTAL 87 2 2 24 0 0 15 0 0 63 0 0 19300000 8:15 - 8:30 AM TRUCK 201100200500 00000 TOTAL 85 2 0 20 0 0 17 0 0 41 0 0 16500000 8:30 - 8:45 AM TRUCK 200000000200 00000 TOTAL 108 2 3 23 0 0 15 0 0 50 0 0 20100000 8:45 - 9:00 AM TRUCK 000100300200 00000

TOTAL 77 3 3 20 0 0 14 0 0 68 0 0 18500000 4:00 - 4:15 PM TRUCK 300000000300 00000 TOTAL 88 1 0 22 0 0 26 0 0 69 0 0 20600000 4:15 - 4:30 PM TRUCK 300000200200 00000 TOTAL 70 2 1 16 0 0 26 0 0 48 0 0 16300000 4:30 - 4:45 PM TRUCK 300000000300 00000 TOTAL 61 2 2 13 0 0 22 0 0 64 0 0 16400000 4:45 - 5:00 PM TRUCK 300000000000 00000 TOTAL 75 1 1 18 0 0 19 0 0 70 0 0 18400000 5:00 - 5:15 PM TRUCK 200200000100 00000 TOTAL 64 2 2 17 0 0 19 0 0 72 0 0 17600000 5:15 - 5:30 PM TRUCK 000100000000 00000 TOTAL 72 2 0 19 0 0 21 0 0 71 0 0 18500000 5:30 - 5:45 PM TRUCK 200000000200 00000 TOTAL 67 3 3 12 0 0 22 0 0 53 0 0 16000000 5:45 - 6:00 PM TRUCK 000300200100 00000 DATE: JOB NO: 17099 11/15/2017 PEAK HOUR MOVEMENTS & % HEAVY PERIOD: NAME: 7-9 AM & 4-6 PM VEHICLES - DO NOT EDIT THIS SHEET JJ LOCATION: NY 100B & Worthington Road INT #: 2

TOTAL VEHICLE MOVEMENT TOTAL PED/BIKE MOVEMENT PEDS INT. TIME CLASS VEHICLES 123456789101112 ABCD/BIKE PHF TOTAL 287 4 9 104 30 137 571 7:00 - 8:00 AM TRUCK 3% 0% 11% 0% 0% 7% 0.85 TOTAL 324 4 11 112 34 167 652 7:15 - 8:15 AM TRUCK 3% 0% 9% 0% 3% 5% 0.96 TOTAL 343 6 11 107 43 188 698 7:30 - 8:30 AM TRUCK 3% 0% 18% 1% 7% 4% 0.90 TOTAL 331 7 8 107 50 192 695 7:45 - 8:45 AM TRUCK 2% 0% 25% 1% 6% 5% 0.90 TOTAL 364 8 9 92 57 198 728 8:00 - 9:00 AM TRUCK 1% 0% 11% 2% 11% 5% 0.91

TOTAL 296 8 6 71 88 249 718 4:00 - 5:00 PM TRUCK 4% 0% 0% 0% 2% 3% 0.87 TOTAL 294 6 4 69 93 251 717 4:15 - 5:15 PM TRUCK 4% 0% 0% 3% 2% 2% 0.87 TOTAL 270 7 6 64 86 254 687 4:30 - 5:30 PM TRUCK 3% 0% 0% 5% 0% 2% 0.93 TOTAL 272 7 5 67 81 277 709 4:45 - 5:45 PM TRUCK 3% 0% 0% 4% 0% 1% 0.96 TOTAL 278 8 6 66 81 266 705 5:00 - 6:00 PM TRUCK 1% 0% 0% 9% 2% 2% 0.95

1: NY 100B EB - Thru 7: NY 100B WB - Right A: 2: NY 100B EB - Left 8: B: 3: Worthington Road SB - Right 9: C: 4: Worthington Road SB - Left 10: NY 100B WB - Thru D: 5: 11: 6: 12: DATE: JOB NO: 17099 11/15/25017 PERIOD: ENTER COUNT DATA ON THIS PAGE NAME: 7-9 AM & 4-6 PM JJ LOCATION: NY 100B & Site Driveway INT #: 3

TOTAL VEHICLE MOVEMENT TOTAL PED/BIKE MOVEMENT INT. PEDS TIME CLASS VEHICLES 123456789101112 ABCD/BIKE PHF TOTAL 10 00 7:00 - 7:15 AM TRUCK TOTAL 10 00 7:15 - 7:30 AM TRUCK TOTAL 10 00 7:30 - 7:45 AM TRUCK TOTAL 10 00 7:45 - 8:00 AM TRUCK TOTAL 10 00 8:00 - 8:15 AM TRUCK TOTAL 10 00 8:15 - 8:30 AM TRUCK TOTAL 10 00 8:30 - 8:45 AM TRUCK TOTAL 20 10 8:45 - 9:00 AM TRUCK

TOTAL 00 10 4:00 - 4:15 PM TRUCK TOTAL 00 10 4:15 - 4:30 PM TRUCK TOTAL 00 10 4:30 - 4:45 PM TRUCK TOTAL 00 30 4:45 - 5:00 PM TRUCK TOTAL 00 40 5:00 - 5:15 PM TRUCK TOTAL 11 60 5:15 - 5:30 PM TRUCK TOTAL 21 70 5:30 - 5:45 PM TRUCK TOTAL 21 90 5:45 - 6:00 PM TRUCK DATE: JOB NO: 17099 11/15/25017 CALCULATIONS - DO NOT EDIT THIS PERIOD: NAME: 7-9 AM & 4-6 PM SHEET JJ LOCATION: NY 100B & Site Driveway INT #: 3

TOTAL VEHICLE MOVEMENT TOTAL PED/BIKE MOVEMENT PEDS INT. TIME CLASS VEHICLES 123456789101112 ABCD/BIKE PHF TOTAL 000010000000 100000 7:00 - 7:15 AM TRUCK 000000000000 00000 TOTAL 000000000000 000000 7:15 - 7:30 AM TRUCK 000000000000 00000 TOTAL 000000000000 000000 7:30 - 7:45 AM TRUCK 000000000000 00000 TOTAL 000000000000 000000 7:45 - 8:00 AM TRUCK 000000000000 00000 TOTAL 000000000000 000000 8:00 - 8:15 AM TRUCK 000000000000 00000 TOTAL 000000000000 000000 8:15 - 8:30 AM TRUCK 000000000000 00000 TOTAL 000000000000 000000 8:30 - 8:45 AM TRUCK 000000000000 00000 TOTAL 000010010000 200000 8:45 - 9:00 AM TRUCK 000000000000 00000

TOTAL 000000010000 100000 4:00 - 4:15 PM TRUCK 000000000000 00000 TOTAL 000000000000 000000 4:15 - 4:30 PM TRUCK 000000000000 00000 TOTAL 000000000000 000000 4:30 - 4:45 PM TRUCK 000000000000 00000 TOTAL 000000020000 200000 4:45 - 5:00 PM TRUCK 000000000000 00000 TOTAL 000000010000 100000 5:00 - 5:15 PM TRUCK 000000000000 00000 TOTAL 000011020000 400000 5:15 - 5:30 PM TRUCK 000000000000 00000 TOTAL 000010010000 200000 5:30 - 5:45 PM TRUCK 000000000000 00000 TOTAL 000000020000 200000 5:45 - 6:00 PM TRUCK 000000000000 00000 DATE: JOB NO: 17099 11/15/25017 PEAK HOUR MOVEMENTS & % HEAVY PERIOD: NAME: 7-9 AM & 4-6 PM VEHICLES - DO NOT EDIT THIS SHEET JJ LOCATION: NY 100B & Site Driveway INT #: 3

TOTAL VEHICLE MOVEMENT TOTAL PED/BIKE MOVEMENT PEDS INT. TIME CLASS VEHICLES 123456789101112 ABCD/BIKE PHF TOTAL 1 1 7:00 - 8:00 AM TRUCK 0% 0.25 TOTAL 7:15 - 8:15 AM TRUCK TOTAL 7:30 - 8:30 AM TRUCK TOTAL 7:45 - 8:45 AM TRUCK TOTAL 11 2 8:00 - 9:00 AM TRUCK 0% 0% 0.25

TOTAL 3 3 4:00 - 5:00 PM TRUCK 0% 0.38 TOTAL 3 3 4:15 - 5:15 PM TRUCK 0% 0.38 TOTAL 11 5 7 4:30 - 5:30 PM TRUCK 0% 0% 0% 0.44 TOTAL 21 6 9 4:45 - 5:45 PM TRUCK 0% 0% 0% 0.56 TOTAL 21 6 9 5:00 - 6:00 PM TRUCK 0% 0% 0% 0.56

1: 7: A: 2: 8: NY 100B WB - Right B: 3: 9: NY 100B EB - Left C: 4: 10: D: 5: Site Dwy Exit - Right 11: 6: Site Dwy Exit - Left 12: DATE: JOB NO: 17099 11/15/2017 PERIOD: ENTER COUNT DATA ON THIS PAGE NAME: 7-9 AM & 4-6 PM SPG LOCATION: NY 100B & Sprain Brook Parkway Southbound On Ramp / Town Parkway Drive INT #: 6

TOTAL VEHICLE MOVEMENT TOTAL PED/BIKE MOVEMENT INT. PEDS TIME CLASS VEHICLES 123456789101112 ABCD/BIKE PHF TOTAL 1 66 26 03068 101 7:00 - 7:15 AM TRUCK 2 41 TOTAL 1 137 43 1 75 124 1 0 2 7:15 - 7:30 AM TRUCK 6 5 TOTAL 1 253 69 3 137 231 2 0 4 7:30 - 7:45 AM TRUCK 1111 TOTAL 1 322 95 8 175 303 3 1 4 7:45 - 8:00 AM TRUCK 2 1 TOTAL 2 449 116 12 253 393 3 1 5 8:00 - 8:15 AM TRUCK 17 11 1 TOTAL 2 519 132 15 315 458 3 1 6 8:15 - 8:30 AM TRUCK 2 6 TOTAL 3 600 147 20 368 508 4 1 8 8:30 - 8:45 AM TRUCK 3 12 TOTAL 4 684 170 28 422 561 4 4 11 8:45 - 9:00 AM TRUCK 2 6

TOTAL 2 79 23 4 96 114 0 1 3 4:00 - 4:15 PM TRUCK 432 TOTAL 3 159 46 8 178 199 1 2 9 4:15 - 4:30 PM TRUCK 321 TOTAL 4 224 77 11 253 291 2 6 16 4:30 - 4:45 PM TRUCK 321 TOTAL 5 276 93 11 338 377 2 7 21 4:45 - 5:00 PM TRUCK 1 TOTAL 5 338 113 11 436 472 2 11 24 5:00 - 5:15 PM TRUCK 21 TOTAL 7 402 123 14 502 582 2 11 27 5:15 - 5:30 PM TRUCK 221 TOTAL 7 463 134 14 584 665 2 11 28 5:30 - 5:45 PM TRUCK 1 TOTAL 7 546 149 15 664 750 3 11 34 5:45 - 6:00 PM TRUCK 31 DATE: JOB NO: 17099 11/15/2017 CALCULATIONS - DO NOT EDIT THIS PERIOD: NAME: 7-9 AM & 4-6 PM SHEET SPG LOCATION: NY 100B & Sprain Brook Parkway Southbound On Ramp / Town Parkway Drive INT #: 6

TOTAL VEHICLE MOVEMENT TOTAL PED/BIKE MOVEMENT PEDS INT. TIME CLASS VEHICLES 123456789101112 ABCD/BIKE PHF TOTAL 166260306800010119300000 7:00 - 7:15 AM TRUCK 020041000000 00000 TOTAL 071171455600000119100000 7:15 - 7:30 AM TRUCK 060050000000 00000 TOTAL 01162626210700010231600000 7:30 - 7:45 AM TRUCK 011110000000 00000 TOTAL 069265387200011021200000 7:45 - 8:00 AM TRUCK 020010000000 00000 TOTAL 1127214789000000132200000 8:00 - 8:15 AM TRUCK 1700111000000 00000 TOTAL 070163626500000121700000 8:15 - 8:30 AM TRUCK 020060000000 00000 TOTAL 181155535000010220800000 8:30 - 8:45 AM TRUCK 030120000000 00000 TOTAL 184238545300003322900000 8:45 - 9:00 AM TRUCK 020060000000 00000

TOTAL 2792349611400001332200000 4:00 - 4:15 PM TRUCK 040032000000 00000 TOTAL 180234828500011628300000 4:15 - 4:30 PM TRUCK 030021000000 00000 TOTAL 165313759200014727900000 4:30 - 4:45 PM TRUCK 030021000000 00000 TOTAL 152160858600001524600000 4:45 - 5:00 PM TRUCK 010000000000 00000 TOTAL 062200989500004328200000 5:00 - 5:15 PM TRUCK 020010000000 00000 TOTAL 2641036611000000325800000 5:15 - 5:30 PM TRUCK 020021000000 00000 TOTAL 061110828300000123800000 5:30 - 5:45 PM TRUCK 000001000000 00000 TOTAL 083151808500010627100000 5:45 - 6:00 PM TRUCK 030001000000 00000 DATE: JOB NO: 17099 11/15/2017 PEAK HOUR MOVEMENTS & % HEAVY PERIOD: NAME: 7-9 AM & 4-6 PM VEHICLES - DO NOT EDIT THIS SHEET SPG LOCATION: NY 100B & Sprain Brook Parkway Southbound On Ramp / Town Parkway Drive INT #: 6

TOTAL VEHICLE MOVEMENT TOTAL PED/BIKE MOVEMENT PEDS INT. TIME CLASS VEHICLES 123456789101112 ABCD/BIKE PHF TOTAL 1 322 95 8 175 303 3 1 4 912 7:00 - 8:00 AM TRUCK 0% 3% 1% 13% 6% 0% 0% 0% 0% 0.72 TOTAL 1 383 90 12 223 325 2 1 4 1,041 7:15 - 8:15 AM TRUCK 100% 4% 1% 8% 8% 0% 0% 0% 0% 0.81 TOTAL 1 382 89 14 240 334 2 1 4 1,067 7:30 - 8:30 AM TRUCK 100% 3% 1% 7% 8% 0% 0% 0% 0% 0.83 TOTAL 2 347 78 17 231 277 2 1 4 959 7:45 - 8:45 AM TRUCK 50% 4% 0% 6% 9% 0% 0% 0% 0% 0.74 TOTAL 3 362 75 20 247 258 1 3 7 976 8:00 - 9:00 AM TRUCK 33% 4% 0% 5% 10% 0% 0% 0% 0% 0.76

TOTAL 5 276 93 11 338 377 2 7 21 1,130 4:00 - 5:00 PM TRUCK 0% 4% 0% 0% 2% 1% 0% 0% 0% 0.88 TOTAL 3 259 90 7 340 358 2 10 21 1,090 4:15 - 5:15 PM TRUCK 0% 3% 0% 0% 1% 1% 0% 0% 0% 0.96 TOTAL 4 243 77 6 324 383 1 9 18 1,065 4:30 - 5:30 PM TRUCK 0% 3% 0% 0% 2% 1% 0% 0% 0% 0.94 TOTAL 3 239 57 3 331 374 5 12 1,024 4:45 - 5:45 PM TRUCK 0% 2% 0% 0% 1% 1% 0% 0% 0.91 TOTAL 2 270 56 4 326 373 1 4 13 1,049 5:00 - 6:00 PM TRUCK 0% 3% 0% 0% 1% 1% 0% 0% 0% 0.93

1: NY 100B EB - Left 7: A: 2: NY 100B EB - Thru 8: B: 3: NY 100B EB - Right 9: C: 4: NY 100B WB - Right 10: Town Park Dwy SB - Right D: 5: NY 100B WB - Thru 11: Town Park Dwy SB - Thru 6: NY 100B WB - Left 12: Town Park Dwy SB - Left DATE: JOB NO: 17099 11/15/2017 PERIOD: ENTER COUNT DATA ON THIS PAGE NAME: 7-9 AM & 4-6 PM SPG LOCATION: NY 100B & Sprain Brook Parkway Southbound Off Ramp INT #: 7

TOTAL VEHICLE MOVEMENT TOTAL PED/BIKE MOVEMENT INT. PEDS TIME CLASS VEHICLES 123456789101112 ABCD/BIKE PHF TOTAL 719 7:00 - 7:15 AM TRUCK TOTAL 25 42 7:15 - 7:30 AM TRUCK TOTAL 49 105 7:30 - 7:45 AM TRUCK TOTAL 65 144 7:45 - 8:00 AM TRUCK 1 TOTAL 91 179 8:00 - 8:15 AM TRUCK 1 TOTAL 109 208 8:15 - 8:30 AM TRUCK TOTAL 126 250 8:30 - 8:45 AM TRUCK TOTAL 138 280 8:45 - 9:00 AM TRUCK

TOTAL 24 55 4:00 - 4:15 PM TRUCK TOTAL 49 104 4:15 - 4:30 PM TRUCK TOTAL 74 138 4:30 - 4:45 PM TRUCK TOTAL 95 171 4:45 - 5:00 PM TRUCK TOTAL 123 216 5:00 - 5:15 PM TRUCK TOTAL 142 246 5:15 - 5:30 PM TRUCK 1 TOTAL 158 278 5:30 - 5:45 PM TRUCK 1 TOTAL 179 331 5:45 - 6:00 PM TRUCK DATE: JOB NO: 17099 11/15/2017 CALCULATIONS - DO NOT EDIT THIS PERIOD: NAME: 7-9 AM & 4-6 PM SHEET SPG LOCATION: NY 100B & Sprain Brook Parkway Southbound Off Ramp INT #: 7

TOTAL VEHICLE MOVEMENT TOTAL PED/BIKE MOVEMENT PEDS INT. TIME CLASS VEHICLES 123456789101112 ABCD/BIKE PHF TOTAL 0000007019000 2600000 7:00 - 7:15 AM TRUCK 000000000000 00000 TOTAL 00000018023000 4100000 7:15 - 7:30 AM TRUCK 000000000000 00000 TOTAL 00000024063000 8700000 7:30 - 7:45 AM TRUCK 000000000000 00000 TOTAL 00000016039000 5500000 7:45 - 8:00 AM TRUCK 000000001000 00000 TOTAL 00000026035000 6100000 8:00 - 8:15 AM TRUCK 000000001000 00000 TOTAL 00000018029000 4700000 8:15 - 8:30 AM TRUCK 000000000000 00000 TOTAL 00000017042000 5900000 8:30 - 8:45 AM TRUCK 000000000000 00000 TOTAL 00000012030000 4200000 8:45 - 9:00 AM TRUCK 000000000000 00000

TOTAL 00000024055000 7900000 4:00 - 4:15 PM TRUCK 000000000000 00000 TOTAL 00000025049000 7400000 4:15 - 4:30 PM TRUCK 000000000000 00000 TOTAL 00000025034000 5900000 4:30 - 4:45 PM TRUCK 000000000000 00000 TOTAL 00000021033000 5400000 4:45 - 5:00 PM TRUCK 000000000000 00000 TOTAL 00000028045000 7300000 5:00 - 5:15 PM TRUCK 000000000000 00000 TOTAL 00000019030000 4900000 5:15 - 5:30 PM TRUCK 000000100000 00000 TOTAL 00000016032000 4800000 5:30 - 5:45 PM TRUCK 000000100000 00000 TOTAL 00000021053000 7400000 5:45 - 6:00 PM TRUCK 000000000000 00000 DATE: JOB NO: 17099 11/15/2017 PEAK HOUR MOVEMENTS & % HEAVY PERIOD: NAME: 7-9 AM & 4-6 PM VEHICLES - DO NOT EDIT THIS SHEET SPG LOCATION: NY 100B & Sprain Brook Parkway Southbound Off Ramp INT #: 7

TOTAL VEHICLE MOVEMENT TOTAL PED/BIKE MOVEMENT PEDS INT. TIME CLASS VEHICLES 123456789101112 ABCD/BIKE PHF TOTAL 65 144 209 7:00 - 8:00 AM TRUCK 0% 1% 0.60 TOTAL 84 160 244 7:15 - 8:15 AM TRUCK 0% 1% 0.70 TOTAL 84 166 250 7:30 - 8:30 AM TRUCK 0% 1% 0.72 TOTAL 77 145 222 7:45 - 8:45 AM TRUCK 0% 1% 0.91 TOTAL 73 136 209 8:00 - 9:00 AM TRUCK 0% 1% 0.86

TOTAL 95 171 266 4:00 - 5:00 PM TRUCK 0% 0% 0.84 TOTAL 99 161 260 4:15 - 5:15 PM TRUCK 0% 0% 0.88 TOTAL 93 142 235 4:30 - 5:30 PM TRUCK 1% 0% 0.80 TOTAL 84 140 224 4:45 - 5:45 PM TRUCK 2% 0% 0.77 TOTAL 84 160 244 5:00 - 6:00 PM TRUCK 2% 0% 0.82

1: 7: Sprain Pkwy SB - Right A: 2: 8: B: 3: 9: Sprain Pkwy SB - Left C: 4: 10: D: 5: 11: 6: 12: DATE: JOB NO: 17099 11/15/2017 CALCULATIONS - DO NOT EDIT THIS PERIOD: NAME: 7-9 AM & 4-6 PM SHEET Traffic Databank LOCATION: NY 100B & Sprain Brook Parkway Northbound Ramps INT #: 8

TOTAL VEHICLE MOVEMENT TOTAL PED/BIKE MOVEMENT PEDS INT. TIME CLASS VEHICLES 123456789101112 ABCD/BIKE PHF TOTAL 61 10 92 34 48 54 299 0 7:00 - 7:15 AM TRUCK 2837 0 TOTAL 103894423961 347 0 7:15 - 7:30 AM TRUCK 61027 0 TOTAL 144 13 110 47 64 109 487 0 7:30 - 7:45 AM TRUCK 4131214 0 TOTAL 145 11 98 52 44 88 438 0 7:45 - 8:00 AM TRUCK 2 7428 0 TOTAL 72 9 115 41 65 77 379 0 8:00 - 8:15 AM TRUCK 1214113 0 TOTAL 82 16 114 46 39 85 382 0 8:15 - 8:30 AM TRUCK 49 6 0 TOTAL 102 16 98 61 46 98 421 0 8:30 - 8:45 AM TRUCK 413 4 0 TOTAL 73 15 114 44 48 90 384 0 8:45 - 9:00 AM TRUCK 5 8223 0

TOTAL 66 22 153 70 36 87 434 0 4:00 - 4:15 PM TRUCK 1618 0 TOTAL 100 22 137 66 50 83 458 0 4:15 - 4:30 PM TRUCK 35 3 0 TOTAL 97 13 145 61 48 60 424 0 4:30 - 4:45 PM TRUCK 6512 0 TOTAL 91 25 128 53 39 65 401 0 4:45 - 5:00 PM TRUCK 12 3 0 TOTAL 86 18 153 54 46 69 426 0 5:00 - 5:15 PM TRUCK 313 0 TOTAL 67 19 155 69 39 97 446 0 5:15 - 5:30 PM TRUCK 11 0 TOTAL 97 25 115 49 31 83 400 0 5:30 - 5:45 PM TRUCK 34 0 TOTAL 99 15 108 33 35 128 418 0 5:45 - 6:00 PM TRUCK 11 0 DATE: JOB NO: 17099 11/15/2017 PEAK HOUR MOVEMENTS & % HEAVY PERIOD: NAME: 7-9 AM & 4-6 PM VEHICLES - DO NOT EDIT THIS SHEET Traffic Databank LOCATION: NY 100B & Sprain Brook Parkway Northbound Ramps INT #: 8

TOTAL VEHICLE MOVEMENT TOTAL PED/BIKE MOVEMENT PEDS INT. TIME CLASS VEHICLES 123456789101112 ABCD/BIKE PHF TOTAL 453 42 394 175 195 312 1,571 7:00 - 8:00 AM TRUCK 3% 2% 7% 4% 4% 12% 0.81 TOTAL 464 41 417 182 212 335 1,651 7:15 - 8:15 AM TRUCK 3% 7% 8% 4% 2% 10% 0.85 TOTAL 443 49 437 186 212 359 1,686 7:30 - 8:30 AM TRUCK 2% 6% 8% 3% 2% 9% 0.87 TOTAL 401 52 425 200 194 348 1,620 7:45 - 8:45 AM TRUCK 3% 6% 8% 3% 2% 6% 0.92 TOTAL 329 56 441 192 198 350 1,566 8:00 - 9:00 AM TRUCK 4% 5% 8% 2% 2% 5% 0.93

TOTAL 354 82 563 250 173 295 1,717 4:00 - 5:00 PM TRUCK 1% 0% 3% 2% 1% 5% 0.94 TOTAL 374 78 563 234 183 277 1,709 4:15 - 5:15 PM TRUCK 1% 0% 3% 2% 1% 4% 0.93 TOTAL 341 75 581 237 172 291 1,697 4:30 - 5:30 PM TRUCK 0% 0% 2% 2% 1% 3% 0.95 TOTAL 341 87 551 225 155 314 1,673 4:45 - 5:45 PM TRUCK 0% 0% 2% 0% 1% 4% 0.94 TOTAL 349 77 531 205 151 377 1,690 5:00 - 6:00 PM TRUCK 0% 0% 1% 0% 1% 2% 0.95

1: Sprain Pkwy SB - Left 7: A: 2: Sprain Pkwy SB - Right 8: B: 3: NY 100B WB - Thru 9: C: 4: NY 100B WB - Right 10: D: 5: NY 100B EB - Left 11: 6: NY 100B EB - Thru 12: DATE: JOB NO: 17099 11/15/2017 PEAK HOUR CALCULATIONS - PERIOD: NAME: 7-9 AM & 4-6 PM DO NOT EDIT THIS SHEET JMC & Traffic Databank

TOTAL TOTAL TOTAL TOTAL TOTAL TOTAL TOTAL TOTAL TIME CLASS TOTAL INT. 1 INT. 2 INT. 3 INT. INT. INT. 6 INT. 7 INT. 8 TOTAL 840 571 1 912 209 1,571 4,104 7:00 - 8:00 AM TRUCK TOTAL 977 652 1,041 244 1,651 4,565 7:15 - 8:15 AM TRUCK TOTAL 1,021 698 1,067 250 1,686 4,722 7:30 - 8:30 AM TRUCK TOTAL 1,087 695 959 222 1,620 4,583 7:45 - 8:45 AM TRUCK TOTAL 1,101 728 2 976 209 1,566 4,582 8:00 - 9:00 AM TRUCK

TOTAL 1,101 718 3 1,130 266 1,717 4,935 4:00 - 5:00 PM TRUCK TOTAL 1,043 717 3 1,090 260 1,709 4,822 4:15 - 5:15 PM TRUCK TOTAL 1,029 687 7 1,065 235 1,697 4,720 4:30 - 5:30 PM TRUCK TOTAL 1,035 709 9 1,024 224 1,673 4,674 4:45 - 5:45 PM TRUCK TOTAL 977 705 9 1,049 244 1,690 4,674 5:00 - 6:00 PM TRUCK

APPENDIX D

CAPACITY ANALYSES

Lanes, Volumes, Timings 2017-EX-AM 1: NY 9A & NY 100B 12/26/2017

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 166 5 254 277 3 316 Future Volume (vph) 166 5 254 277 3 316 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -8% 0% -1% Storage Length (ft) 0 0 205 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.996 0.850 Flt Protected 0.954 Satd. Flow (prot) 1760 0 1667 1491 0 1611 Flt Permitted 0.954 0.998 Satd. Flow (perm) 1760 0 1667 1491 0 1607 Right Turn on Red Yes Yes Satd. Flow (RTOR) 2 Link Speed (mph) 30 45 45 Link Distance (ft) 425 762 1511 Travel Time (s) 9.7 11.5 22.9 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 5% 20% 14% 7% 33% 17% Bus Blockages (#/hr) 330333 Adj. Flow (vph) 178 5 273 298 3 340 Shared Lane Traffic (%) Lane Group Flow (vph) 183 0 273 298 0 343 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.97 0.95 1.00 1.02 0.99 1.01 Turning Speed (mph) 15 9 9 15 Number of Detectors 2 0010 Detector Template Left Leading Detector (ft) 83 0 0 20 0 Trailing Detector (ft) -5 0000 Detector 1 Position(ft) -5 0000 Detector 1 Size(ft) 40 6 20 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 2.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 Detector 2 Size(ft) 40 Detector 2 Type Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 1 Lanes, Volumes, Timings 2017-EX-AM 1: NY 9A & NY 100B 12/26/2017

Lane Group WBL WBR NBT NBR SBL SBT Turn Type Prot NA pm+ov Perm NA Protected Phases 4 6 4 2 Permitted Phases 6 2 Detector Phase 4 6422 Switch Phase Minimum Initial (s) 5.0 18.0 5.0 18.0 18.0 Minimum Split (s) 10.0 25.0 10.0 25.0 25.0 Total Split (s) 30.0 40.0 30.0 40.0 40.0 Total Split (%) 42.9% 57.1% 42.9% 57.1% 57.1% Maximum Green (s) 25.0 33.0 25.0 33.0 33.0 Yellow Time (s) 4.0 5.0 4.0 5.0 5.0 All-Red Time (s) 1.0 2.0 1.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 7.0 5.0 7.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 2.0 3.0 2.0 3.0 3.0 Recall Mode None Max None Max Max v/c Ratio 0.56 0.27 0.20 0.36 Control Delay 27.1 7.0 0.3 7.7 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 27.1 7.0 0.3 7.7 Queue Length 50th (ft) 55 36 0 49 Queue Length 95th (ft) 107 88 0 115 Internal Link Dist (ft) 345 682 1431 Turn Bay Length (ft) 205 Base Capacity (vph) 798 997 1491 961 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.23 0.27 0.20 0.36 Intersection Summary Area Type: Other Cycle Length: 70 Actuated Cycle Length: 55.3 Natural Cycle: 40 Control Type: Semi Act-Uncoord

Splits and Phases: 1: NY 9A & NY 100B

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 2 HCM 6th Signalized Intersection Summary 2017-EX-AM 1: NY 9A & NY 100B 12/26/2017

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 166 5 254 277 3 316 Future Volume (veh/h) 166 5 254 277 3 316 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 0.99 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 2215 2215 1693 1796 1684 1684 Adj Flow Rate, veh/h 178 5 273 298 3 340 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 0 14 7 17 17 Cap, veh/h 236 7 1069 950 71 1061 Arrive On Green 0.14 0.14 0.63 0.63 0.63 0.63 Sat Flow, veh/h 1703 48 1693 1504 3 1679 Grp Volume(v), veh/h 184 0 273 298 343 0 Grp Sat Flow(s),veh/h/ln 1761 0 1693 1504 1681 0 Q Serve(g_s), s 5.3 0.0 3.7 4.8 0.0 0.0 Cycle Q Clear(g_c), s 5.3 0.0 3.7 4.8 4.9 0.0 Prop In Lane 0.97 0.03 1.00 0.01 Lane Grp Cap(c), veh/h 244 0 1069 950 1132 0 V/C Ratio(X) 0.76 0.00 0.26 0.31 0.30 0.00 Avail Cap(c_a), veh/h 843 0 1069 950 1132 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 21.7 0.0 4.2 4.4 4.4 0.0 Incr Delay (d2), s/veh 1.8 0.0 0.6 0.9 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.0 0.7 0.9 1.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.5 0.0 4.8 5.3 5.1 0.0 LnGrp LOS C AAAAA Approach Vol, veh/h 184 571 343 Approach Delay, s/veh 23.5 5.0 5.1 Approach LOS C A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 40.0 12.2 40.0 Change Period (Y+Rc), s 7.0 5.0 7.0 Max Green Setting (Gmax), s 33.0 25.0 33.0 Max Q Clear Time (g_c+I1), s 0.0 7.3 0.0 Green Ext Time (p_c), s 0.0 0.5 0.0 Intersection Summary HCM 6th Ctrl Delay 8.2 HCM 6th LOS A Notes User approved volume balancing among the lanes for turning movement.

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 3 Lanes, Volumes, Timings 2017-EX-AM 2: NY 100B & WORTHINGTON ROAD 12/26/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 6 360 196 45 112 11 Future Volume (vph) 6 360 196 45 112 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 10 10 Grade (%) -3% -2% -2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.975 0.988 Flt Protected 0.999 0.956 Satd. Flow (prot) 0 1871 1789 0 1360 0 Flt Permitted 0.999 0.956 Satd. Flow (perm) 0 1871 1789 0 1360 0 Link Speed (mph) 30 30 30 Link Distance (ft) 1339 85 768 Travel Time (s) 30.4 1.9 17.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 0% 3% 4% 7% 25% 1% Bus Blockages (#/hr) 000030 Adj. Flow (vph) 7 400 218 50 124 12 Shared Lane Traffic (%) Lane Group Flow (vph) 0 407 268 0 136 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 10 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.10 1.08 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 4 HCM 6th TWSC 2017-EX-AM 2: NY 100B & WORTHINGTON ROAD 12/26/2017

Intersection Int Delay, s/veh 2.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 6 360 196 45 112 11 Future Vol, veh/h 6 360 196 45 112 11 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - -3 -2 - -2 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 3 4 7 25 1 Mvmt Flow 7 400 218 50 124 12

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 268 0 - 0 657 243 Stage 1 - - - - 243 - Stage 2 - - - - 414 - Critical Hdwy 4.1 - - - 6.25 6.01 Critical Hdwy Stg 1 - - - - 5.25 - Critical Hdwy Stg 2 - - - - 5.25 - Follow-up Hdwy 2.2 - - - 3.725 3.309 Pot Cap-1 Maneuver 1307 - - - 426 809 Stage 1 - - - - 767 - Stage 2 - - - - 650 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1307 - - - 423 809 Mov Cap-2 Maneuver - - - - 423 - Stage 1 - - - - 762 - Stage 2 - - - - 650 -

Approach EB WB SB HCM Control Delay, s 0.1 0 16.7 HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1307 - - - 442 HCM Lane V/C Ratio 0.005 - - - 0.309 HCM Control Delay (s) 7.8 0 - - 16.7 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0 - - - 1.3

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 5 Lanes, Volumes, Timings 2017-EX-AM 3: NY 100B & SITE DRIVEWAY A 12/26/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 472 241 0 0 0 Future Volume (vph) 0 472 241 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 16 16 Grade (%) 1% -4% -3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 0 1813 1789 0 2186 0 Flt Permitted Satd. Flow (perm) 0 1813 1789 0 2186 0 Link Speed (mph) 30 30 30 Link Distance (ft) 85 175 253 Travel Time (s) 1.9 4.0 5.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 0% 3% 7% 0% 0% 0% Bus Blockages (#/hr) 333300 Adj. Flow (vph) 0 524 268 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 524 268 0 0 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 16 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.02 0.99 0.97 0.83 0.83 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 6 HCM 6th TWSC 2017-EX-AM 3: NY 100B & SITE DRIVEWAY A 12/26/2017

Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 472 241 0 0 0 Future Vol, veh/h 0 472 241 0 0 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 1 -4 - -3 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 37000 Mvmt Flow 0 524 268 0 0 0

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 268 0 - 0 792 268 Stage 1 - - - - 268 - Stage 2 - - - - 524 - Critical Hdwy 4.1 - - - 5.8 5.9 Critical Hdwy Stg 1 - - - - 4.8 - Critical Hdwy Stg 2 - - - - 4.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1307 - - - 412 793 Stage 1 - - - - 817 - Stage 2 - - - - 653 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1307 - - - 412 793 Mov Cap-2 Maneuver - - - - 412 - Stage 1 - - - - 817 - Stage 2 - - - - 653 -

Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1307 ---- HCM Lane V/C Ratio ----- HCM Control Delay (s) 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 ----

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 7 Lanes, Volumes, Timings 2017-EX-AM 4: WESTCHESTER VIEW LANE & NY 100B 12/26/2017

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 471 1 4 238 3 14 Future Volume (vph) 471 1 4 238 3 14 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 13 13 Grade (%) 2% -3% 2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.886 Flt Protected 0.999 0.992 Satd. Flow (prot) 1826 0 0 1802 1708 0 Flt Permitted 0.999 0.992 Satd. Flow (perm) 1826 0 0 1802 1708 0 Link Speed (mph) 30 30 30 Link Distance (ft) 175 154 969 Travel Time (s) 4.0 3.5 22.0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 3% 0% 0% 7% 0% 0% Adj. Flow (vph) 523 1 4 264 3 16 Shared Lane Traffic (%) Lane Group Flow (vph) 524 0 0 268 19 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 13 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.01 0.98 0.98 0.97 0.97 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 8 HCM 6th TWSC 2017-EX-AM 4: WESTCHESTER VIEW LANE & NY 100B 12/26/2017

Intersection Int Delay, s/veh 0.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 471 1 4 238 3 14 Future Vol, veh/h 471 1 4 238 3 14 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 2 - - -3 2 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 3 00700 Mvmt Flow 523 1 4 264 3 16

Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 524 0 796 524 Stage 1 - - - - 524 - Stage 2 - - - - 272 - Critical Hdwy - - 4.1 - 6.8 6.4 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1053 - 328 541 Stage 1 - - - - 564 - Stage 2 - - - - 755 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1053 - 327 541 Mov Cap-2 Maneuver - - - - 327 - Stage 1 - - - - 562 - Stage 2 - - - - 755 -

Approach EB WB NB HCM Control Delay, s 0 0.1 12.7 HCM LOS B

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 485 - - 1053 - HCM Lane V/C Ratio 0.039 - - 0.004 - HCM Control Delay (s) 12.7 - - 8.4 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.1 - - 0 -

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 9 Lanes, Volumes, Timings 2017-EX-AM 6: SPRAIN BROOK PARKWAY SB ON RAMP/TOWN PARK DRIVEWAY & NY 100B 12/26/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 395 89 334 240 14 000412 Future Volume (vph) 1 395 89 334 240 14 000412 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 11 11 11 12 12 12 12 12 12 Grade (%) -6% -1% 4% -4% Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.975 0.996 0.966 Flt Protected 0.972 0.970 Satd. Flow (prot) 0 1856 0 0 3283 000001816 0 Flt Permitted 0.972 0.970 Satd. Flow (perm) 0 1856 0 0 3283 000001816 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 328 127 370 289 Travel Time (s) 7.5 2.9 8.4 6.6 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles (%) 100% 3% 1% 0% 8% 7% 0% 0% 0% 0% 0% 0% Adj. Flow (vph) 1 476 107 402 289 17 000512 Shared Lane Traffic (%) Lane Group Flow (vph) 0 584 0 0 708 0000080 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) 0000 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 0.96 1.04 1.04 1.04 1.03 1.03 1.03 0.97 0.97 0.97 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 10 HCM 6th TWSC 2017-EX-AM 6: SPRAIN BROOK PARKWAY SB ON RAMP/TOWN PARK DRIVEWAY & NY 100B 12/26/2017

Intersection Int Delay, s/veh 3.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 395 89 334 240 14 000412 Future Vol, veh/h 1 395 89 334 240 14 000412 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Free Free Free Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------Veh in Median Storage, # - 0 - - 0 - - 16974 - - 0 - Grade, % - -6 - - -1 - - 4 - - -4 - Peak Hour Factor 83 83 83 83 83 83 83 83 83 83 83 83 Heavy Vehicles, % 100 31087000000 Mvmt Flow 1 476 107 402 289 17 000512

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 306 0 0 583 0 0 1634 1687 153 Stage 1 ------1102 1102 - Stage 2 ------532585- Critical Hdwy 5.6 - - 4.1 - - 5.8 5.7 6.5 Critical Hdwy Stg 1 ------54.7- Critical Hdwy Stg 2 ------4.64.7- Follow-up Hdwy 3.15 - - 2.2 - - 3.5 4 3.3 Pot Cap-1 Maneuver 809 - - 1001 - - 148 138 887 Stage 1 ------363370- Stage 2 ------668570- Platoon blocked, % - - - - Mov Cap-1 Maneuver 809 - - 1001 - - 76 0 887 Mov Cap-2 Maneuver ------760- Stage 1 ------1870- Stage 2 ------6680-

Approach EB WB SB HCM Control Delay, s 0 6.5 40.8 HCM LOS E

Minor Lane/Major Mvmt EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 809 - - 1001 - - 109 HCM Lane V/C Ratio 0.001 - - 0.402 - - 0.077 HCM Control Delay (s) 9.5 0 - 11 0.7 - 40.8 HCM Lane LOS A A - B A - E HCM 95th %tile Q(veh) 0 - - 2 - - 0.2

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 11 Lanes, Volumes, Timings 2017-EX-AM 7: NY 100B & SPRAIN BROOK PARKWAY SB OFF RAMP 12/26/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 399 504 0 172 84 Future Volume (vph) 0 399 504 0 172 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 14 14 Grade (%) -6% -1% -2% Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.956 Flt Protected 0.967 Satd. Flow (prot) 0 3490 3247 0 1880 0 Flt Permitted 0.967 Satd. Flow (perm) 0 3490 3247 0 1880 0 Link Speed (mph) 30 30 30 Link Distance (ft) 127 816 258 Travel Time (s) 2.9 18.5 5.9 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles (%) 0% 3% 8% 0% 1% 0% Adj. Flow (vph) 0 481 607 0 207 101 Shared Lane Traffic (%) Lane Group Flow (vph) 0 481 607 0 308 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 14 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.01 1.04 1.04 0.91 0.91 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 12 HCM 6th TWSC 2017-EX-AM 7: NY 100B & SPRAIN BROOK PARKWAY SB OFF RAMP 12/26/2017

Intersection Int Delay, s/veh 8.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 399 504 0 172 84 Future Vol, veh/h 0 399 504 0 172 84 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - -6 -1 - -2 - Peak Hour Factor 83 83 83 83 83 83 Heavy Vehicles, % 0 38010 Mvmt Flow 0 481 607 0 207 101

Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 848 304 Stage 1 - - - - 607 - Stage 2 - - - - 241 - Critical Hdwy - - - - 6.42 6.7 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - - - 3.51 3.3 Pot Cap-1 Maneuver 0 - - 0 332 710 Stage 1 0 - - 0 545 - Stage 2 0 - - 0 801 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 332 710 Mov Cap-2 Maneuver - - - - 332 - Stage 1 - - - - 545 - Stage 2 - - - - 801 -

Approach EB WB SB HCM Control Delay, s 0 0 38 HCM LOS E

Minor Lane/Major Mvmt EBT WBT SBLn1 Capacity (veh/h) - - 402 HCM Lane V/C Ratio - - 0.767 HCM Control Delay (s) - - 38 HCM Lane LOS - - E HCM 95th %tile Q(veh) - - 6.4

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 13 Lanes, Volumes, Timings 2017-EX-AM 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS 12/26/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 212 359 453 186 443 51 Future Volume (vph) 212 359 453 186 443 51 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 14 14 Grade (%) 4% -7% 5% Storage Length (ft) 0 0 0 265 Storage Lanes 0 0 1 1 Taper Length (ft) 25 115 Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00 Frt 0.956 0.850 Flt Protected 0.982 0.950 Satd. Flow (prot) 0 3137 3221 0 1818 1585 Flt Permitted 0.577 0.950 Satd. Flow (perm) 0 1843 3221 0 1818 1585 Right Turn on Red Yes Yes Satd. Flow (RTOR) 80 59 Link Speed (mph) 30 30 30 Link Distance (ft) 816 455 439 Travel Time (s) 18.5 10.3 10.0 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles (%) 2% 9% 8% 3% 2% 6% Bus Blockages (#/hr) 033330 Adj. Flow (vph) 244 413 521 214 509 59 Shared Lane Traffic (%) Lane Group Flow (vph) 0 657 735 0 509 59 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 14 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.07 1.08 1.01 1.00 0.97 0.95 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 2 2 Detector Template Left Leading Detector (ft) 20 83 83 83 83 Trailing Detector (ft) 0 -5 -5 -5 -5 Detector 1 Position(ft) 0 -5 -5 -5 -5 Detector 1 Size(ft) 20 40 40 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 3.0 3.0 2.0 2.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 43 43 Detector 2 Size(ft) 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 14 Lanes, Volumes, Timings 2017-EX-AM 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS 12/26/2017

Lane Group EBL EBT WBT WBR SBL SBR Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA NA Prot Perm Protected Phases 6 2 8 Permitted Phases 6 8 Detector Phase 6 6 2 8 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 5.0 Minimum Split (s) 16.0 16.0 16.0 11.0 11.0 Total Split (s) 50.0 50.0 50.0 50.0 50.0 Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% Maximum Green (s) 44.0 44.0 44.0 44.0 44.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 2.0 2.0 Recall Mode Min Min Min None None v/c Ratio 0.97dl 0.49 0.76 0.10 Control Delay 26.2 14.1 29.3 5.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 26.2 14.1 29.3 5.4 Queue Length 50th (ft) 121 98 189 0 Queue Length 95th (ft) 239 184 342 21 Internal Link Dist (ft) 736 375 359 Turn Bay Length (ft) 265 Base Capacity (vph) 1225 2169 1209 1073 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.54 0.34 0.42 0.05 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 71.6 Natural Cycle: 60 Control Type: Actuated-Uncoordinated dl Defacto Left Lane. Recode with 1 though lane as a left lane.

Splits and Phases: 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 15 HCM 6th Signalized Intersection Summary 2017-EX-AM 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS 12/26/2017

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 212 359 453 186 443 51 Future Volume (veh/h) 212 359 453 186 443 51 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 0.99 0.99 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1672 1672 2055 2055 1792 1730 Adj Flow Rate, veh/h 244 413 521 214 509 59 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 998826 Cap, veh/h 347 749 1392 569 567 493 Arrive On Green 0.52 0.52 0.52 0.52 0.34 0.34 Sat Flow, veh/h 501 1522 2789 1099 1686 1466 Grp Volume(v), veh/h 244 413 378 357 509 59 Grp Sat Flow(s),veh/h/ln 501 1446 1952 1833 1686 1466 Q Serve(g_s), s 29.9 15.9 9.5 9.6 23.6 2.3 Cycle Q Clear(g_c), s 39.5 15.9 9.5 9.6 23.6 2.3 Prop In Lane 1.00 0.60 1.00 1.00 Lane Grp Cap(c), veh/h 347 749 1012 950 567 493 V/C Ratio(X) 0.70 0.55 0.37 0.38 0.90 0.12 Avail Cap(c_a), veh/h 358 773 1044 980 902 784 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.7 13.4 11.8 11.9 26.0 18.9 Incr Delay (d2), s/veh 5.9 0.8 0.2 0.2 5.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.8 4.9 3.9 3.7 9.8 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.6 14.2 12.1 12.1 31.0 18.9 LnGrp LOS C B B B C B Approach Vol, veh/h 657 735 568 Approach Delay, s/veh 19.9 12.1 29.8 Approach LOS B B C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 48.6 48.6 33.6 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 44.0 44.0 44.0 Max Q Clear Time (g_c+I1), s 11.6 41.5 25.6 Green Ext Time (p_c), s 4.7 1.1 2.0 Intersection Summary HCM 6th Ctrl Delay 19.8 HCM 6th LOS B

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 16

Lanes, Volumes, Timings 2017-EX-PM 1: NY 9A & NY 100B 12/26/2017

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 201 6 304 293 10 287 Future Volume (vph) 201 6 304 293 10 287 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -8% 0% -1% Storage Length (ft) 0 0 205 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.996 0.850 Flt Protected 0.954 0.998 Satd. Flow (prot) 1803 0 1759 1564 0 1780 Flt Permitted 0.954 0.986 Satd. Flow (perm) 1803 0 1759 1564 0 1758 Right Turn on Red Yes Yes Satd. Flow (RTOR) 3 Link Speed (mph) 30 45 45 Link Distance (ft) 425 762 1511 Travel Time (s) 9.7 11.5 22.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 3% 0% 8% 2% 0% 6% Bus Blockages (#/hr) 330333 Adj. Flow (vph) 223 7 338 326 11 319 Shared Lane Traffic (%) Lane Group Flow (vph) 230 0 338 326 0 330 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.97 0.95 1.00 1.02 0.99 1.01 Turning Speed (mph) 15 9 9 15 Number of Detectors 2 0010 Detector Template Left Leading Detector (ft) 83 0 0 20 0 Trailing Detector (ft) -5 0000 Detector 1 Position(ft) -5 0000 Detector 1 Size(ft) 40 6 20 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 2.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 Detector 2 Size(ft) 40 Detector 2 Type Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 1 Lanes, Volumes, Timings 2017-EX-PM 1: NY 9A & NY 100B 12/26/2017

Lane Group WBL WBR NBT NBR SBL SBT Turn Type Prot NA pm+ov Perm NA Protected Phases 4 6 4 2 Permitted Phases 6 2 Detector Phase 4 6422 Switch Phase Minimum Initial (s) 5.0 18.0 5.0 18.0 18.0 Minimum Split (s) 10.0 25.0 10.0 25.0 25.0 Total Split (s) 30.0 40.0 30.0 40.0 40.0 Total Split (%) 42.9% 57.1% 42.9% 57.1% 57.1% Maximum Green (s) 25.0 33.0 25.0 33.0 33.0 Yellow Time (s) 4.0 5.0 4.0 5.0 5.0 All-Red Time (s) 1.0 2.0 1.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 7.0 5.0 7.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 2.0 3.0 2.0 3.0 3.0 Recall Mode None Max None Max Max v/c Ratio 0.61 0.33 0.21 0.32 Control Delay 27.0 8.3 0.3 8.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 27.0 8.3 0.3 8.2 Queue Length 50th (ft) 70 51 0 49 Queue Length 95th (ft) 127 123 0 120 Internal Link Dist (ft) 345 682 1431 Turn Bay Length (ft) 205 Base Capacity (vph) 793 1020 1564 1019 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.29 0.33 0.21 0.32 Intersection Summary Area Type: Other Cycle Length: 70 Actuated Cycle Length: 57.2 Natural Cycle: 40 Control Type: Semi Act-Uncoord

Splits and Phases: 1: NY 9A & NY 100B

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 2 HCM 6th Signalized Intersection Summary 2017-EX-PM 1: NY 9A & NY 100B 12/26/2017

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 201 6 304 293 10 287 Future Volume (veh/h) 201 6 304 293 10 287 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 0.99 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 2215 2215 1781 1870 1849 1849 Adj Flow Rate, veh/h 223 7 338 326 11 319 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 008266 Cap, veh/h 287 9 1085 954 80 1100 Arrive On Green 0.17 0.17 0.61 0.61 0.61 0.61 Sat Flow, veh/h 1699 53 1781 1566 18 1806 Grp Volume(v), veh/h 231 0 338 326 330 0 Grp Sat Flow(s),veh/h/ln 1760 0 1781 1566 1824 0 Q Serve(g_s), s 6.8 0.0 5.0 5.6 0.0 0.0 Cycle Q Clear(g_c), s 6.8 0.0 5.0 5.6 4.6 0.0 Prop In Lane 0.97 0.03 1.00 0.03 Lane Grp Cap(c), veh/h 298 0 1085 954 1180 0 V/C Ratio(X) 0.78 0.00 0.31 0.34 0.28 0.00 Avail Cap(c_a), veh/h 812 0 1085 954 1180 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 21.5 0.0 5.1 5.2 5.0 0.0 Incr Delay (d2), s/veh 1.7 0.0 0.7 1.0 0.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 0.0 1.2 1.2 1.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.2 0.0 5.8 6.2 5.6 0.0 LnGrp LOS C AAAAA Approach Vol, veh/h 231 664 330 Approach Delay, s/veh 23.2 6.0 5.6 Approach LOS C A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 40.0 14.2 40.0 Change Period (Y+Rc), s 7.0 5.0 7.0 Max Green Setting (Gmax), s 33.0 25.0 33.0 Max Q Clear Time (g_c+I1), s 0.0 8.8 0.0 Green Ext Time (p_c), s 0.0 0.7 0.0 Intersection Summary HCM 6th Ctrl Delay 9.1 HCM 6th LOS A Notes User approved volume balancing among the lanes for turning movement.

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 3 Lanes, Volumes, Timings 2017-EX-PM 2: NY 100B & WORTHINGTON ROAD 12/26/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 8 297 246 87 73 6 Future Volume (vph) 8 297 246 87 73 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 10 10 Grade (%) -3% -2% -2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.965 0.990 Flt Protected 0.999 0.956 Satd. Flow (prot) 0 1854 1802 0 1631 0 Flt Permitted 0.999 0.956 Satd. Flow (perm) 0 1854 1802 0 1631 0 Link Speed (mph) 30 30 30 Link Distance (ft) 1339 85 768 Travel Time (s) 30.4 1.9 17.5 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles (%) 0% 4% 3% 2% 2% 11% Bus Blockages (#/hr) 000030 Adj. Flow (vph) 9 341 283 100 84 7 Shared Lane Traffic (%) Lane Group Flow (vph) 0 350 383 0 91 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 10 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.10 1.08 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 4 HCM 6th TWSC 2017-EX-PM 2: NY 100B & WORTHINGTON ROAD 12/26/2017

Intersection Int Delay, s/veh 1.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 8 297 246 87 73 6 Future Vol, veh/h 8 297 246 87 73 6 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - -3 -2 - -2 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 0 432211 Mvmt Flow 9 341 283 100 84 7

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 383 0 - 0 692 333 Stage 1 - - - - 333 - Stage 2 - - - - 359 - Critical Hdwy 4.1 - - - 6.02 6.11 Critical Hdwy Stg 1 - - - - 5.02 - Critical Hdwy Stg 2 - - - - 5.02 - Follow-up Hdwy 2.2 - - - 3.518 3.399 Pot Cap-1 Maneuver 1187 - - - 443 701 Stage 1 - - - - 754 - Stage 2 - - - - 735 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1187 - - - 439 701 Mov Cap-2 Maneuver - - - - 439 - Stage 1 - - - - 747 - Stage 2 - - - - 735 -

Approach EB WB SB HCM Control Delay, s 0.2 0 15 HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1187 - - - 452 HCM Lane V/C Ratio 0.008 - - - 0.201 HCM Control Delay (s) 8.1 0 - - 15 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0 - - - 0.7

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 5 Lanes, Volumes, Timings 2017-EX-PM 3: NY 100B & SITE DRIVEWAY A 12/26/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 370 333 3 0 0 Future Volume (vph) 0 370 333 3 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 16 16 Grade (%) 1% -4% -3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.999 Flt Protected Satd. Flow (prot) 0 1796 1858 0 2186 0 Flt Permitted Satd. Flow (perm) 0 1796 1858 0 2186 0 Link Speed (mph) 30 30 30 Link Distance (ft) 85 175 253 Travel Time (s) 1.9 4.0 5.8 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles (%) 0% 4% 3% 0% 0% 0% Bus Blockages (#/hr) 333300 Adj. Flow (vph) 0 425 383 3 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 425 386 0 0 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 16 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.02 0.99 0.97 0.83 0.83 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 6 HCM 6th TWSC 2017-EX-PM 3: NY 100B & SITE DRIVEWAY A 12/26/2017

Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 370 333 3 0 0 Future Vol, veh/h 0 370 333 3 0 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 1 -4 - -3 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 0 43000 Mvmt Flow 0 425 383 3 0 0

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 386 0 - 0 810 385 Stage 1 - - - - 385 - Stage 2 - - - - 425 - Critical Hdwy 4.1 - - - 5.8 5.9 Critical Hdwy Stg 1 - - - - 4.8 - Critical Hdwy Stg 2 - - - - 4.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1184 - - - 403 689 Stage 1 - - - - 738 - Stage 2 - - - - 712 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1184 - - - 403 689 Mov Cap-2 Maneuver - - - - 403 - Stage 1 - - - - 738 - Stage 2 - - - - 712 -

Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1184 ---- HCM Lane V/C Ratio ----- HCM Control Delay (s) 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 ----

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 7 Lanes, Volumes, Timings 2017-EX-PM 4: WESTCHESTER VIEW LANE & NY 100B 12/26/2017

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 367 3 13 334 2 7 Future Volume (vph) 367 3 13 334 2 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 13 13 Grade (%) 2% -3% 2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.999 0.892 Flt Protected 0.998 0.990 Satd. Flow (prot) 1807 0 0 1871 1716 0 Flt Permitted 0.998 0.990 Satd. Flow (perm) 1807 0 0 1871 1716 0 Link Speed (mph) 30 30 30 Link Distance (ft) 175 154 969 Travel Time (s) 4.0 3.5 22.0 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles (%) 4% 0% 0% 3% 0% 0% Adj. Flow (vph) 422 3 15 384 2 8 Shared Lane Traffic (%) Lane Group Flow (vph) 425 0 0 399 10 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 13 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.01 0.98 0.98 0.97 0.97 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 8 HCM 6th TWSC 2017-EX-PM 4: WESTCHESTER VIEW LANE & NY 100B 12/26/2017

Intersection Int Delay, s/veh 0.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 367 3 13 334 2 7 Future Vol, veh/h 367 3 13 334 2 7 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 2 - - -3 2 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 4 00300 Mvmt Flow 422 3 15 384 2 8

Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 425 0 838 424 Stage 1 - - - - 424 - Stage 2 - - - - 414 - Critical Hdwy - - 4.1 - 6.8 6.4 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1145 - 309 620 Stage 1 - - - - 634 - Stage 2 - - - - 641 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1145 - 304 620 Mov Cap-2 Maneuver - - - - 304 - Stage 1 - - - - 623 - Stage 2 - - - - 641 -

Approach EB WB NB HCM Control Delay, s 0 0.3 12.3 HCM LOS B

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 504 - - 1145 - HCM Lane V/C Ratio 0.021 - - 0.013 - HCM Control Delay (s) 12.3 - - 8.2 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.1 - - 0 -

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 9 Lanes, Volumes, Timings 2017-EX-PM 6: SPRAIN BROOK PARKWAY SB ON RAMP/TOWN PARK DRIVEWAY & NY 100B 12/26/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 276 93 384 345 11 0 0 0 21 7 2 Future Volume (vph) 5 276 93 384 345 11 0 0 0 21 7 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 11 11 11 12 12 12 12 12 12 Grade (%) -6% -1% 4% -4% Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.966 0.998 0.992 Flt Protected 0.999 0.975 0.966 Satd. Flow (prot) 0 1834 0 0 3364 000001857 0 Flt Permitted 0.999 0.975 0.966 Satd. Flow (perm) 0 1834 0 0 3364 000001857 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 328 127 370 289 Travel Time (s) 7.5 2.9 8.4 6.6 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 0% 4% 0% 1% 2% 0% 0% 0% 0% 0% 0% 0% Adj. Flow (vph) 6 314 106 436 392 13 0 0 0 24 8 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 426 0 0 841 00000340 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) 0000 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 0.96 1.04 1.04 1.04 1.03 1.03 1.03 0.97 0.97 0.97 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 10 HCM 6th TWSC 2017-EX-PM 6: SPRAIN BROOK PARKWAY SB ON RAMP/TOWN PARK DRIVEWAY & NY 100B 12/26/2017

Intersection Int Delay, s/veh 5.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 276 93 384 345 11 0 0 0 21 7 2 Future Vol, veh/h 5 276 93 384 345 11 0 0 0 21 7 2 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Free Free Free Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------Veh in Median Storage, # - 0 - - 0 - - 16974 - - 0 - Grade, % - -6 - - -1 - - 4 - - -4 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 0 40120000000 Mvmt Flow 6 314 106 436 392 13 0 0 0 24 8 2

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 405 0 0 420 0 0 1650 1703 203 Stage 1 ------1271 1271 - Stage 2 ------379432- Critical Hdwy 4.1 - - 4.115 - - 5.8 5.7 6.5 Critical Hdwy Stg 1 ------54.7- Critical Hdwy Stg 2 ------4.64.7- Follow-up Hdwy 2.2 - - 2.2095 - - 3.5 4 3.3 Pot Cap-1 Maneuver 1165 - - 1144 - - 145 135 829 Stage 1 ------307320- Stage 2 ------758645- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1165 - - 1144 - - 73 0 829 Mov Cap-2 Maneuver ------730- Stage 1 ------1550- Stage 2 ------7580-

Approach EB WB SB HCM Control Delay, s 0.1 5.6 81.4 HCM LOS F

Minor Lane/Major Mvmt EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 1165 - - 1144 - - 79 HCM Lane V/C Ratio 0.005 - - 0.381 - - 0.432 HCM Control Delay (s) 8.1 0 - 10.1 0.8 - 81.4 HCM Lane LOS A A - B A - F HCM 95th %tile Q(veh) 0 - - 1.8 - - 1.7

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 11 Lanes, Volumes, Timings 2017-EX-PM 7: NY 100B & SPRAIN BROOK PARKWAY SB OFF RAMP 12/26/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 297 645 0 171 95 Future Volume (vph) 0 297 645 0 171 95 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 14 14 Grade (%) -6% -1% -2% Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.952 Flt Protected 0.969 Satd. Flow (prot) 0 3456 3438 0 1888 0 Flt Permitted 0.969 Satd. Flow (perm) 0 3456 3438 0 1888 0 Link Speed (mph) 30 30 30 Link Distance (ft) 127 816 258 Travel Time (s) 2.9 18.5 5.9 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 0% 4% 2% 0% 0% 0% Adj. Flow (vph) 0 338 733 0 194 108 Shared Lane Traffic (%) Lane Group Flow (vph) 0 338 733 0 302 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 14 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.01 1.04 1.04 0.91 0.91 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 12 HCM 6th TWSC 2017-EX-PM 7: NY 100B & SPRAIN BROOK PARKWAY SB OFF RAMP 12/26/2017

Intersection Int Delay, s/veh 9.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 297 645 0 171 95 Future Vol, veh/h 0 297 645 0 171 95 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - -6 -1 - -2 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 0 42000 Mvmt Flow 0 338 733 0 194 108

Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 902 367 Stage 1 - - - - 733 - Stage 2 - - - - 169 - Critical Hdwy - - - - 6.4 6.7 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - - - 3.5 3.3 Pot Cap-1 Maneuver 0 - - 0 311 649 Stage 1 0 - - 0 479 - Stage 2 0 - - 0 866 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 311 649 Mov Cap-2 Maneuver - - - - 311 - Stage 1 - - - - 479 - Stage 2 - - - - 866 -

Approach EB WB SB HCM Control Delay, s 0 0 42 HCM LOS E

Minor Lane/Major Mvmt EBT WBT SBLn1 Capacity (veh/h) - - 382 HCM Lane V/C Ratio - - 0.791 HCM Control Delay (s) - - 42 HCM Lane LOS - - E HCM 95th %tile Q(veh) - - 6.8

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 13 Lanes, Volumes, Timings 2017-EX-PM 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS 12/26/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 173 295 563 250 354 82 Future Volume (vph) 173 295 563 250 354 82 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 14 14 Grade (%) 4% -7% 5% Storage Length (ft) 0 0 0 265 Storage Lanes 0 0 1 1 Taper Length (ft) 25 115 Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00 Frt 0.954 0.850 Flt Protected 0.982 0.950 Satd. Flow (prot) 0 3225 3335 0 1836 1680 Flt Permitted 0.560 0.950 Satd. Flow (perm) 0 1839 3335 0 1836 1680 Right Turn on Red Yes Yes Satd. Flow (RTOR) 90 87 Link Speed (mph) 30 30 30 Link Distance (ft) 816 455 439 Travel Time (s) 18.5 10.3 10.0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 1% 5% 3% 2% 1% 0% Bus Blockages (#/hr) 033330 Adj. Flow (vph) 184 314 599 266 377 87 Shared Lane Traffic (%) Lane Group Flow (vph) 0 498 865 0 377 87 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 14 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.07 1.08 1.01 1.00 0.97 0.95 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 2 2 Detector Template Left Leading Detector (ft) 20 83 83 83 83 Trailing Detector (ft) 0 -5 -5 -5 -5 Detector 1 Position(ft) 0 -5 -5 -5 -5 Detector 1 Size(ft) 20 40 40 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 3.0 3.0 2.0 2.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 43 43 Detector 2 Size(ft) 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 14 Lanes, Volumes, Timings 2017-EX-PM 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS 12/26/2017

Lane Group EBL EBT WBT WBR SBL SBR Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA NA Prot Perm Protected Phases 6 2 8 Permitted Phases 6 8 Detector Phase 6 6 2 8 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 5.0 Minimum Split (s) 16.0 16.0 16.0 11.0 11.0 Total Split (s) 50.0 50.0 50.0 50.0 50.0 Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% Maximum Green (s) 44.0 44.0 44.0 44.0 44.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 2.0 2.0 Recall Mode Min Min Min None None v/c Ratio 0.94dl 0.61 0.62 0.14 Control Delay 17.5 12.8 20.1 4.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 17.5 12.8 20.1 4.5 Queue Length 50th (ft) 55 82 87 0 Queue Length 95th (ft) 136 184 211 26 Internal Link Dist (ft) 736 375 359 Turn Bay Length (ft) 265 Base Capacity (vph) 1571 2862 1568 1448 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.32 0.30 0.24 0.06 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 50.8 Natural Cycle: 45 Control Type: Actuated-Uncoordinated dl Defacto Left Lane. Recode with 1 though lane as a left lane.

Splits and Phases: 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 15 HCM 6th Signalized Intersection Summary 2017-EX-PM 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS 12/26/2017

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 173 295 563 250 354 82 Future Volume (veh/h) 173 295 563 250 354 82 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 0.99 0.99 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1732 1732 2130 2130 1807 1823 Adj Flow Rate, veh/h 184 314 599 266 377 87 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 553310 Cap, veh/h 349 779 1400 621 463 420 Arrive On Green 0.52 0.52 0.52 0.52 0.27 0.27 Sat Flow, veh/h 432 1587 2816 1202 1701 1545 Grp Volume(v), veh/h 188 310 447 418 377 87 Grp Sat Flow(s),veh/h/ln 443 1497 2024 1888 1701 1545 Q Serve(g_s), s 15.9 7.2 7.8 7.8 11.8 2.5 Cycle Q Clear(g_c), s 23.7 7.2 7.8 7.8 11.8 2.5 Prop In Lane 0.98 0.64 1.00 1.00 Lane Grp Cap(c), veh/h 354 774 1046 976 463 420 V/C Ratio(X) 0.53 0.40 0.43 0.43 0.81 0.21 Avail Cap(c_a), veh/h 509 1159 1567 1462 1317 1196 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.8 8.4 8.5 8.5 19.3 16.0 Incr Delay (d2), s/veh 1.2 0.3 0.3 0.3 1.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 1.9 2.8 2.6 4.3 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.0 8.7 8.8 8.8 20.7 16.0 LnGrp LOS BAAACB Approach Vol, veh/h 498 865 464 Approach Delay, s/veh 11.8 8.8 19.8 Approach LOS B A B Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 35.4 35.4 21.5 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 44.0 44.0 44.0 Max Q Clear Time (g_c+I1), s 9.8 25.7 13.8 Green Ext Time (p_c), s 5.8 3.7 1.7 Intersection Summary HCM 6th Ctrl Delay 12.4 HCM 6th LOS B

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 16

Lanes, Volumes, Timings 2022-NB-AM 1: NY 9A & NY 100B 12/26/2017

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 176 5 267 293 5 332 Future Volume (vph) 176 5 267 293 5 332 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -8% 0% -1% Storage Length (ft) 0 0 205 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.997 0.850 Flt Protected 0.954 0.999 Satd. Flow (prot) 1762 0 1667 1491 0 1608 Flt Permitted 0.954 0.996 Satd. Flow (perm) 1762 0 1667 1491 0 1603 Right Turn on Red Yes Yes Satd. Flow (RTOR) 2 Link Speed (mph) 30 45 45 Link Distance (ft) 425 762 1511 Travel Time (s) 9.7 11.5 22.9 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 5% 20% 14% 7% 33% 17% Bus Blockages (#/hr) 330333 Adj. Flow (vph) 189 5 287 315 5 357 Shared Lane Traffic (%) Lane Group Flow (vph) 194 0 287 315 0 362 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.97 0.95 1.00 1.02 0.99 1.01 Turning Speed (mph) 15 9 9 15 Number of Detectors 2 0010 Detector Template Left Leading Detector (ft) 83 0 0 20 0 Trailing Detector (ft) -5 0000 Detector 1 Position(ft) -5 0000 Detector 1 Size(ft) 40 6 20 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 2.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 Detector 2 Size(ft) 40 Detector 2 Type Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 1 Lanes, Volumes, Timings 2022-NB-AM 1: NY 9A & NY 100B 12/26/2017

Lane Group WBL WBR NBT NBR SBL SBT Turn Type Prot NA pm+ov Perm NA Protected Phases 4 6 4 2 Permitted Phases 6 2 Detector Phase 4 6422 Switch Phase Minimum Initial (s) 5.0 18.0 5.0 18.0 18.0 Minimum Split (s) 10.0 25.0 10.0 25.0 25.0 Total Split (s) 30.0 40.0 30.0 40.0 40.0 Total Split (%) 42.9% 57.1% 42.9% 57.1% 57.1% Maximum Green (s) 25.0 33.0 25.0 33.0 33.0 Yellow Time (s) 4.0 5.0 4.0 5.0 5.0 All-Red Time (s) 1.0 2.0 1.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 7.0 5.0 7.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 2.0 3.0 2.0 3.0 3.0 Recall Mode None Max None Max Max v/c Ratio 0.57 0.29 0.21 0.38 Control Delay 26.9 7.4 0.3 8.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 26.9 7.4 0.3 8.3 Queue Length 50th (ft) 58 40 0 53 Queue Length 95th (ft) 110 95 0 126 Internal Link Dist (ft) 345 682 1431 Turn Bay Length (ft) 205 Base Capacity (vph) 791 987 1491 949 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.25 0.29 0.21 0.38 Intersection Summary Area Type: Other Cycle Length: 70 Actuated Cycle Length: 55.9 Natural Cycle: 40 Control Type: Semi Act-Uncoord

Splits and Phases: 1: NY 9A & NY 100B

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 2 HCM 6th Signalized Intersection Summary 2022-NB-AM 1: NY 9A & NY 100B 12/26/2017

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 176 5 267 293 5 332 Future Volume (veh/h) 176 5 267 293 5 332 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 0.99 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 2215 2215 1693 1796 1684 1684 Adj Flow Rate, veh/h 189 5 287 315 5 357 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 0 14 7 17 17 Cap, veh/h 249 7 1060 942 72 1048 Arrive On Green 0.15 0.15 0.63 0.63 0.63 0.63 Sat Flow, veh/h 1707 45 1693 1504 5 1673 Grp Volume(v), veh/h 195 0 287 315 362 0 Grp Sat Flow(s),veh/h/ln 1761 0 1693 1504 1678 0 Q Serve(g_s), s 5.6 0.0 4.0 5.2 0.0 0.0 Cycle Q Clear(g_c), s 5.6 0.0 4.0 5.2 5.4 0.0 Prop In Lane 0.97 0.03 1.00 0.01 Lane Grp Cap(c), veh/h 257 0 1060 942 1120 0 V/C Ratio(X) 0.76 0.00 0.27 0.33 0.32 0.00 Avail Cap(c_a), veh/h 836 0 1060 942 1120 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 21.6 0.0 4.4 4.6 4.7 0.0 Incr Delay (d2), s/veh 1.8 0.0 0.6 1.0 0.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 0.0 0.8 1.0 1.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.4 0.0 5.1 5.6 5.4 0.0 LnGrp LOS C AAAAA Approach Vol, veh/h 195 602 362 Approach Delay, s/veh 23.4 5.3 5.4 Approach LOS C A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 40.0 12.7 40.0 Change Period (Y+Rc), s 7.0 5.0 7.0 Max Green Setting (Gmax), s 33.0 25.0 33.0 Max Q Clear Time (g_c+I1), s 0.0 7.6 0.0 Green Ext Time (p_c), s 0.0 0.5 0.0 Intersection Summary HCM 6th Ctrl Delay 8.4 HCM 6th LOS A Notes User approved volume balancing among the lanes for turning movement.

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 3 Lanes, Volumes, Timings 2022-NB-AM 2: NY 100B & WORTHINGTON ROAD 12/26/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 6 382 208 48 120 12 Future Volume (vph) 6 382 208 48 120 12 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 10 10 Grade (%) -3% -2% -2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.975 0.988 Flt Protected 0.999 0.956 Satd. Flow (prot) 0 1871 1789 0 1360 0 Flt Permitted 0.999 0.956 Satd. Flow (perm) 0 1871 1789 0 1360 0 Link Speed (mph) 30 30 30 Link Distance (ft) 1339 85 768 Travel Time (s) 30.4 1.9 17.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 0% 3% 4% 7% 25% 1% Bus Blockages (#/hr) 000030 Adj. Flow (vph) 7 424 231 53 133 13 Shared Lane Traffic (%) Lane Group Flow (vph) 0 431 284 0 146 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 10 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.10 1.08 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 4 HCM 6th TWSC 2022-NB-AM 2: NY 100B & WORTHINGTON ROAD 12/26/2017

Intersection Int Delay, s/veh 3.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 6 382 208 48 120 12 Future Vol, veh/h 6 382 208 48 120 12 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - -3 -2 - -2 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 3 4 7 25 1 Mvmt Flow 7 424 231 53 133 13

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 284 0 - 0 696 258 Stage 1 - - - - 258 - Stage 2 - - - - 438 - Critical Hdwy 4.1 - - - 6.25 6.01 Critical Hdwy Stg 1 - - - - 5.25 - Critical Hdwy Stg 2 - - - - 5.25 - Follow-up Hdwy 2.2 - - - 3.725 3.309 Pot Cap-1 Maneuver 1290 - - - 405 794 Stage 1 - - - - 756 - Stage 2 - - - - 635 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1290 - - - 402 794 Mov Cap-2 Maneuver - - - - 402 - Stage 1 - - - - 751 - Stage 2 - - - - 635 -

Approach EB WB SB HCM Control Delay, s 0.1 0 18.1 HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1290 - - - 421 HCM Lane V/C Ratio 0.005 - - - 0.348 HCM Control Delay (s) 7.8 0 - - 18.1 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0 - - - 1.5

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 5 Lanes, Volumes, Timings 2022-NB-AM 3: NY 100B & SITE DRIVEWAY A 12/26/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 3 499 255 14 5 1 Future Volume (vph) 3 499 255 14 5 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 16 16 Grade (%) 1% -4% -3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.993 0.981 Flt Protected 0.959 Satd. Flow (prot) 0 1814 1783 0 2056 0 Flt Permitted 0.959 Satd. Flow (perm) 0 1814 1783 0 2056 0 Link Speed (mph) 30 30 30 Link Distance (ft) 85 175 253 Travel Time (s) 1.9 4.0 5.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 0% 3% 7% 0% 0% 0% Bus Blockages (#/hr) 333300 Adj. Flow (vph) 3 554 283 16 6 1 Shared Lane Traffic (%) Lane Group Flow (vph) 0 557 299 0 7 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 16 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.02 0.99 0.97 0.83 0.83 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 6 HCM 6th TWSC 2022-NB-AM 3: NY 100B & SITE DRIVEWAY A 12/26/2017

Intersection Int Delay, s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 3 499 255 14 5 1 Future Vol, veh/h 3 499 255 14 5 1 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 1 -4 - -3 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 37000 Mvmt Flow 3 554 283 16 6 1

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 299 0 - 0 851 291 Stage 1 - - - - 291 - Stage 2 - - - - 560 - Critical Hdwy 4.1 - - - 5.8 5.9 Critical Hdwy Stg 1 - - - - 4.8 - Critical Hdwy Stg 2 - - - - 4.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1274 - - - 384 771 Stage 1 - - - - 801 - Stage 2 - - - - 632 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1274 - - - 383 771 Mov Cap-2 Maneuver - - - - 383 - Stage 1 - - - - 799 - Stage 2 - - - - 632 -

Approach EB WB SB HCM Control Delay, s 0 0 13.8 HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1274 - - - 418 HCM Lane V/C Ratio 0.003 - - - 0.016 HCM Control Delay (s) 7.8 0 - - 13.8 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 7 Lanes, Volumes, Timings 2022-NB-AM 4: WESTCHESTER VIEW LANE & NY 100B 12/26/2017

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 503 1 4 266 3 15 Future Volume (vph) 503 1 4 266 3 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 13 13 Grade (%) 2% -3% 2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.885 Flt Protected 0.999 0.993 Satd. Flow (prot) 1826 0 0 1802 1708 0 Flt Permitted 0.999 0.993 Satd. Flow (perm) 1826 0 0 1802 1708 0 Link Speed (mph) 30 30 30 Link Distance (ft) 175 1324 969 Travel Time (s) 4.0 30.1 22.0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 3% 0% 0% 7% 0% 0% Adj. Flow (vph) 559 1 4 296 3 17 Shared Lane Traffic (%) Lane Group Flow (vph) 560 0 0 300 20 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 13 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.01 0.98 0.98 0.97 0.97 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 8 HCM 6th TWSC 2022-NB-AM 4: WESTCHESTER VIEW LANE & NY 100B 12/26/2017

Intersection Int Delay, s/veh 0.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 503 1 4 266 3 15 Future Vol, veh/h 503 1 4 266 3 15 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 2 - - -3 2 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 3 00700 Mvmt Flow 559 1 4 296 3 17

Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 560 0 864 560 Stage 1 - - - - 560 - Stage 2 - - - - 304 - Critical Hdwy - - 4.1 - 6.8 6.4 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1021 - 297 515 Stage 1 - - - - 541 - Stage 2 - - - - 728 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1021 - 296 515 Mov Cap-2 Maneuver - - - - 296 - Stage 1 - - - - 538 - Stage 2 - - - - 728 -

Approach EB WB NB HCM Control Delay, s 0 0.1 13.2 HCM LOS B

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 458 - - 1021 - HCM Lane V/C Ratio 0.044 - - 0.004 - HCM Control Delay (s) 13.2 - - 8.5 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.1 - - 0 -

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 9 Lanes, Volumes, Timings 2022-NB-AM 5: DRIVEWAY & NY 100B 12/26/2017

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 515 3 11 268 2 6 Future Volume (vph) 515 3 11 268 2 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 10 12 12 12 Grade (%) 1% -1% -4% Storage Length (ft) 0 120 0 0 Storage Lanes 0 1 1 0 Taper Length (ft) 85 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.999 0.895 Flt Protected 0.950 0.989 Satd. Flow (prot) 1812 0 1673 1763 1715 0 Flt Permitted 0.950 0.989 Satd. Flow (perm) 1812 0 1673 1763 1715 0 Link Speed (mph) 30 30 30 Link Distance (ft) 1324 1026 273 Travel Time (s) 30.1 23.3 6.2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 3% 0% 0% 7% 0% 0% Bus Blockages (#/hr) 303303 Adj. Flow (vph) 572 3 12 298 2 7 Shared Lane Traffic (%) Lane Group Flow (vph) 575 0 12 298 9 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 10 10 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.02 1.01 1.10 1.01 0.97 0.97 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 10 HCM 6th TWSC 2022-NB-AM 5: DRIVEWAY & NY 100B 12/26/2017

Intersection Int Delay, s/veh 0.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 515 3 11 268 2 6 Future Vol, veh/h 515 3 11 268 2 6 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 120 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 1 - - -1 -4 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 3 00700 Mvmt Flow 572 3 12 298 2 7

Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 575 0 896 574 Stage 1 - - - - 574 - Stage 2 - - - - 322 - Critical Hdwy - - 4.1 - 5.6 5.8 Critical Hdwy Stg 1 - - - - 4.6 - Critical Hdwy Stg 2 - - - - 4.6 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1008 - 382 556 Stage 1 - - - - 645 - Stage 2 - - - - 794 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1008 - 377 556 Mov Cap-2 Maneuver - - - - 377 - Stage 1 - - - - 637 - Stage 2 - - - - 794 -

Approach EB WB NB HCM Control Delay, s 0 0.3 12.4 HCM LOS B

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 497 - - 1008 - HCM Lane V/C Ratio 0.018 - - 0.012 - HCM Control Delay (s) 12.4 - - 8.6 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.1 - - 0 -

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 11 Lanes, Volumes, Timings 2022-NB-AM 6: SPRAIN BROOK PARKWAY SB ON RAMP/TOWN PARK DRIVEWAY & NY 100B 12/26/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 422 98 351 277 15 000412 Future Volume (vph) 1 422 98 351 277 15 000412 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 11 11 11 12 12 12 12 12 12 Grade (%) -6% -1% 4% -4% Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.975 0.997 0.966 Flt Protected 0.973 0.970 Satd. Flow (prot) 0 1856 0 0 3284 000001816 0 Flt Permitted 0.973 0.970 Satd. Flow (perm) 0 1856 0 0 3284 000001816 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 328 127 370 289 Travel Time (s) 7.5 2.9 8.4 6.6 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles (%) 100% 3% 1% 0% 8% 7% 0% 0% 0% 0% 0% 0% Adj. Flow (vph) 1 508 118 423 334 18 000512 Shared Lane Traffic (%) Lane Group Flow (vph) 0 627 0 0 775 0000080 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) 0000 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 0.96 1.04 1.04 1.04 1.03 1.03 1.03 0.97 0.97 0.97 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 12 HCM 6th TWSC 2022-NB-AM 6: SPRAIN BROOK PARKWAY SB ON RAMP/TOWN PARK DRIVEWAY & NY 100B 12/26/2017

Intersection Int Delay, s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 422 98 351 277 15 000412 Future Vol, veh/h 1 422 98 351 277 15 000412 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Free Free Free Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------Veh in Median Storage, # - 0 - - 0 - - 16974 - - 0 - Grade, % - -6 - - -1 - - 4 - - -4 - Peak Hour Factor 83 83 83 83 83 83 83 83 83 83 83 83 Heavy Vehicles, % 100 31087000000 Mvmt Flow 1 508 118 423 334 18 000512

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 352 0 0 626 0 0 1758 1817 176 Stage 1 ------1189 1189 - Stage 2 ------569628- Critical Hdwy 5.6 - - 4.1 - - 5.8 5.7 6.5 Critical Hdwy Stg 1 ------54.7- Critical Hdwy Stg 2 ------4.64.7- Follow-up Hdwy 3.15 - - 2.2 - - 3.5 4 3.3 Pot Cap-1 Maneuver 768 - - 965 - - 126 118 860 Stage 1 ------333343- Stage 2 ------647551- Platoon blocked, % - - - - Mov Cap-1 Maneuver 768 - - 965 - - 57 0 860 Mov Cap-2 Maneuver ------570- Stage 1 ------1510- Stage 2 ------6470-

Approach EB WB SB HCM Control Delay, s 0 6.7 53.2 HCM LOS F

Minor Lane/Major Mvmt EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 768 - - 965 - - 83 HCM Lane V/C Ratio 0.002 - - 0.438 - - 0.102 HCM Control Delay (s) 9.7 0 - 11.6 0.9 - 53.2 HCM Lane LOS A A - B A - F HCM 95th %tile Q(veh) 0 - - 2.3 - - 0.3

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 13 Lanes, Volumes, Timings 2022-NB-AM 7: NY 100B & SPRAIN BROOK PARKWAY SB OFF RAMP 12/26/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 426 544 0 181 99 Future Volume (vph) 0 426 544 0 181 99 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 14 14 Grade (%) -6% -1% -2% Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.952 Flt Protected 0.969 Satd. Flow (prot) 0 3490 3247 0 1876 0 Flt Permitted 0.969 Satd. Flow (perm) 0 3490 3247 0 1876 0 Link Speed (mph) 30 30 30 Link Distance (ft) 127 816 258 Travel Time (s) 2.9 18.5 5.9 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles (%) 0% 3% 8% 0% 1% 0% Adj. Flow (vph) 0 513 655 0 218 119 Shared Lane Traffic (%) Lane Group Flow (vph) 0 513 655 0 337 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 14 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.01 1.04 1.04 0.91 0.91 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 14 HCM 6th TWSC 2022-NB-AM 7: NY 100B & SPRAIN BROOK PARKWAY SB OFF RAMP 12/26/2017

Intersection Int Delay, s/veh 12.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 426 544 0 181 99 Future Vol, veh/h 0 426 544 0 181 99 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - -6 -1 - -2 - Peak Hour Factor 83 83 83 83 83 83 Heavy Vehicles, % 0 38010 Mvmt Flow 0 513 655 0 218 119

Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 912 328 Stage 1 - - - - 655 - Stage 2 - - - - 257 - Critical Hdwy - - - - 6.42 6.7 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - - - 3.51 3.3 Pot Cap-1 Maneuver 0 - - 0 304 686 Stage 1 0 - - 0 518 - Stage 2 0 - - 0 787 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 304 686 Mov Cap-2 Maneuver - - - - 304 - Stage 1 - - - - 518 - Stage 2 - - - - 787 -

Approach EB WB SB HCM Control Delay, s 0 0 56.2 HCM LOS F

Minor Lane/Major Mvmt EBT WBT SBLn1 Capacity (veh/h) - - 379 HCM Lane V/C Ratio - - 0.89 HCM Control Delay (s) - - 56.2 HCM Lane LOS - - F HCM 95th %tile Q(veh) - - 8.9

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 15 Lanes, Volumes, Timings 2022-NB-AM 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS 12/26/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 228 379 481 195 466 63 Future Volume (vph) 228 379 481 195 466 63 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 14 14 Grade (%) 4% -7% 5% Storage Length (ft) 0 0 0 265 Storage Lanes 0 0 1 1 Taper Length (ft) 25 115 Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00 Frt 0.957 0.850 Flt Protected 0.982 0.950 Satd. Flow (prot) 0 3138 3224 0 1818 1585 Flt Permitted 0.562 0.950 Satd. Flow (perm) 0 1796 3224 0 1818 1585 Right Turn on Red Yes Yes Satd. Flow (RTOR) 78 72 Link Speed (mph) 30 30 30 Link Distance (ft) 816 455 439 Travel Time (s) 18.5 10.3 10.0 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles (%) 2% 9% 8% 3% 2% 6% Bus Blockages (#/hr) 033330 Adj. Flow (vph) 262 436 553 224 536 72 Shared Lane Traffic (%) Lane Group Flow (vph) 0 698 777 0 536 72 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 14 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.07 1.08 1.01 1.00 0.97 0.95 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 2 2 Detector Template Left Leading Detector (ft) 20 83 83 83 83 Trailing Detector (ft) 0 -5 -5 -5 -5 Detector 1 Position(ft) 0 -5 -5 -5 -5 Detector 1 Size(ft) 20 40 40 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 3.0 3.0 2.0 2.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 43 43 Detector 2 Size(ft) 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 16 Lanes, Volumes, Timings 2022-NB-AM 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS 12/26/2017

Lane Group EBL EBT WBT WBR SBL SBR Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA NA Prot Perm Protected Phases 6 2 8 Permitted Phases 6 8 Detector Phase 6 6 2 8 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 5.0 Minimum Split (s) 16.0 16.0 16.0 11.0 11.0 Total Split (s) 50.0 50.0 50.0 50.0 50.0 Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% Maximum Green (s) 44.0 44.0 44.0 44.0 44.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 2.0 2.0 Recall Mode Min Min Min None None v/c Ratio 1.07dl 0.50 0.80 0.11 Control Delay 29.8 15.0 32.8 4.8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 29.8 15.0 32.8 4.8 Queue Length 50th (ft) 146 115 248 0 Queue Length 95th (ft) #305 208 365 23 Internal Link Dist (ft) 736 375 359 Turn Bay Length (ft) 265 Base Capacity (vph) 1069 1951 1082 973 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.65 0.40 0.50 0.07 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 78.2 Natural Cycle: 60 Control Type: Actuated-Uncoordinated # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. dl Defacto Left Lane. Recode with 1 though lane as a left lane.

Splits and Phases: 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 17 HCM 6th Signalized Intersection Summary 2022-NB-AM 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS 12/26/2017

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 228 379 481 195 466 63 Future Volume (veh/h) 228 379 481 195 466 63 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 0.99 0.99 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1672 1672 2055 2055 1792 1730 Adj Flow Rate, veh/h 262 436 553 224 536 72 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 998826 Cap, veh/h 322 738 1377 556 591 514 Arrive On Green 0.51 0.51 0.51 0.51 0.35 0.35 Sat Flow, veh/h 467 1522 2800 1090 1686 1466 Grp Volume(v), veh/h 262 436 400 377 536 72 Grp Sat Flow(s),veh/h/ln 467 1446 1952 1834 1686 1466 Q Serve(g_s), s 33.1 18.2 10.9 10.9 26.1 2.9 Cycle Q Clear(g_c), s 44.0 18.2 10.9 10.9 26.1 2.9 Prop In Lane 1.00 0.59 1.00 1.00 Lane Grp Cap(c), veh/h 322 738 997 936 591 514 V/C Ratio(X) 0.81 0.59 0.40 0.40 0.91 0.14 Avail Cap(c_a), veh/h 322 738 997 936 861 748 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.1 14.8 13.0 13.0 26.7 19.1 Incr Delay (d2), s/veh 14.8 1.3 0.3 0.3 7.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.7 5.8 4.5 4.3 11.2 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.8 16.0 13.3 13.3 34.4 19.2 LnGrp LOS D B B B C B Approach Vol, veh/h 698 777 608 Approach Delay, s/veh 26.1 13.3 32.6 Approach LOS C B C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 50.0 50.0 36.2 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 44.0 44.0 44.0 Max Q Clear Time (g_c+I1), s 12.9 46.0 28.1 Green Ext Time (p_c), s 5.0 0.0 2.1 Intersection Summary HCM 6th Ctrl Delay 23.2 HCM 6th LOS C

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 18

Lanes, Volumes, Timings 2022-NB-PM 1: NY 9A & NY 100B 12/26/2017

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 215 8 320 310 13 302 Future Volume (vph) 215 8 320 310 13 302 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -8% 0% -1% Storage Length (ft) 0 0 205 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.995 0.850 Flt Protected 0.954 0.998 Satd. Flow (prot) 1801 0 1759 1564 0 1780 Flt Permitted 0.954 0.981 Satd. Flow (perm) 1801 0 1759 1564 0 1750 Right Turn on Red Yes Yes Satd. Flow (RTOR) 3 Link Speed (mph) 30 45 45 Link Distance (ft) 425 762 1511 Travel Time (s) 9.7 11.5 22.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 3% 0% 8% 2% 0% 6% Bus Blockages (#/hr) 330333 Adj. Flow (vph) 239 9 356 344 14 336 Shared Lane Traffic (%) Lane Group Flow (vph) 248 0 356 344 0 350 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.97 0.95 1.00 1.02 0.99 1.01 Turning Speed (mph) 15 9 9 15 Number of Detectors 2 0010 Detector Template Left Leading Detector (ft) 83 0 0 20 0 Trailing Detector (ft) -5 0000 Detector 1 Position(ft) -5 0000 Detector 1 Size(ft) 40 6 20 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 2.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 Detector 2 Size(ft) 40 Detector 2 Type Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 1 Lanes, Volumes, Timings 2022-NB-PM 1: NY 9A & NY 100B 12/26/2017

Lane Group WBL WBR NBT NBR SBL SBT Turn Type Prot NA pm+ov Perm NA Protected Phases 4 6 4 2 Permitted Phases 6 2 Detector Phase 4 6422 Switch Phase Minimum Initial (s) 5.0 18.0 5.0 18.0 18.0 Minimum Split (s) 10.0 25.0 10.0 25.0 25.0 Total Split (s) 30.0 40.0 30.0 40.0 40.0 Total Split (%) 42.9% 57.1% 42.9% 57.1% 57.1% Maximum Green (s) 25.0 33.0 25.0 33.0 33.0 Yellow Time (s) 4.0 5.0 4.0 5.0 5.0 All-Red Time (s) 1.0 2.0 1.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 7.0 5.0 7.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 2.0 3.0 2.0 3.0 3.0 Recall Mode None Max None Max Max v/c Ratio 0.63 0.35 0.22 0.35 Control Delay 27.5 8.8 0.3 8.8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 27.5 8.8 0.3 8.8 Queue Length 50th (ft) 77 56 0 55 Queue Length 95th (ft) 137 135 0 133 Internal Link Dist (ft) 345 682 1431 Turn Bay Length (ft) 205 Base Capacity (vph) 784 1009 1564 1004 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.32 0.35 0.22 0.35 Intersection Summary Area Type: Other Cycle Length: 70 Actuated Cycle Length: 57.8 Natural Cycle: 40 Control Type: Semi Act-Uncoord

Splits and Phases: 1: NY 9A & NY 100B

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 2 HCM 6th Signalized Intersection Summary 2022-NB-PM 1: NY 9A & NY 100B 12/26/2017

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 215 8 320 310 13 302 Future Volume (veh/h) 215 8 320 310 13 302 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 0.99 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 2215 2215 1781 1870 1849 1849 Adj Flow Rate, veh/h 239 9 356 344 14 336 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 008266 Cap, veh/h 304 11 1071 941 82 1076 Arrive On Green 0.18 0.18 0.60 0.60 0.60 0.60 Sat Flow, veh/h 1688 64 1781 1566 24 1790 Grp Volume(v), veh/h 249 0 356 344 350 0 Grp Sat Flow(s),veh/h/ln 1759 0 1781 1566 1814 0 Q Serve(g_s), s 7.4 0.0 5.5 6.2 0.0 0.0 Cycle Q Clear(g_c), s 7.4 0.0 5.5 6.2 5.1 0.0 Prop In Lane 0.96 0.04 1.00 0.04 Lane Grp Cap(c), veh/h 317 0 1071 941 1158 0 V/C Ratio(X) 0.79 0.00 0.33 0.37 0.30 0.00 Avail Cap(c_a), veh/h 801 0 1071 941 1158 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 21.5 0.0 5.5 5.6 5.4 0.0 Incr Delay (d2), s/veh 1.6 0.0 0.8 1.1 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 0.0 1.4 1.4 1.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.1 0.0 6.3 6.7 6.1 0.0 LnGrp LOS C AAAAA Approach Vol, veh/h 249 700 350 Approach Delay, s/veh 23.1 6.5 6.1 Approach LOS C A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 40.0 14.9 40.0 Change Period (Y+Rc), s 7.0 5.0 7.0 Max Green Setting (Gmax), s 33.0 25.0 33.0 Max Q Clear Time (g_c+I1), s 0.0 9.4 0.0 Green Ext Time (p_c), s 0.0 0.7 0.0 Intersection Summary HCM 6th Ctrl Delay 9.6 HCM 6th LOS A Notes User approved volume balancing among the lanes for turning movement.

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 3 Lanes, Volumes, Timings 2022-NB-PM 2: NY 100B & WORTHINGTON ROAD 12/26/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 8 316 265 93 77 6 Future Volume (vph) 8 316 265 93 77 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 10 10 Grade (%) -3% -2% -2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.965 0.990 Flt Protected 0.999 0.956 Satd. Flow (prot) 0 1854 1802 0 1631 0 Flt Permitted 0.999 0.956 Satd. Flow (perm) 0 1854 1802 0 1631 0 Link Speed (mph) 30 30 30 Link Distance (ft) 1339 85 768 Travel Time (s) 30.4 1.9 17.5 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles (%) 0% 4% 3% 2% 2% 11% Bus Blockages (#/hr) 000030 Adj. Flow (vph) 9 363 305 107 89 7 Shared Lane Traffic (%) Lane Group Flow (vph) 0 372 412 0 96 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 10 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.10 1.08 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 4 HCM 6th TWSC 2022-NB-PM 2: NY 100B & WORTHINGTON ROAD 12/26/2017

Intersection Int Delay, s/veh 1.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 8 316 265 93 77 6 Future Vol, veh/h 8 316 265 93 77 6 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - -3 -2 - -2 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 0 432211 Mvmt Flow 9 363 305 107 89 7

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 412 0 - 0 740 359 Stage 1 - - - - 359 - Stage 2 - - - - 381 - Critical Hdwy 4.1 - - - 6.02 6.11 Critical Hdwy Stg 1 - - - - 5.02 - Critical Hdwy Stg 2 - - - - 5.02 - Follow-up Hdwy 2.2 - - - 3.518 3.399 Pot Cap-1 Maneuver 1158 - - - 417 679 Stage 1 - - - - 735 - Stage 2 - - - - 720 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1158 - - - 413 679 Mov Cap-2 Maneuver - - - - 413 - Stage 1 - - - - 728 - Stage 2 - - - - 720 -

Approach EB WB SB HCM Control Delay, s 0.2 0 15.9 HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1158 - - - 425 HCM Lane V/C Ratio 0.008 - - - 0.224 HCM Control Delay (s) 8.1 0 - - 15.9 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0 - - - 0.9

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 5 Lanes, Volumes, Timings 2022-NB-PM 3: NY 100B & SITE DRIVEWAY A 12/26/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 2 391 354 12 18 4 Future Volume (vph) 2 391 354 12 18 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 16 16 Grade (%) 1% -4% -3% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.996 0.974 Flt Protected 0.961 Satd. Flow (prot) 0 1796 1853 0 2046 0 Flt Permitted 0.961 Satd. Flow (perm) 0 1796 1853 0 2046 0 Link Speed (mph) 30 30 30 Link Distance (ft) 85 175 253 Travel Time (s) 1.9 4.0 5.8 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles (%) 0% 4% 3% 0% 0% 0% Bus Blockages (#/hr) 333300 Adj. Flow (vph) 2 449 407 14 21 5 Shared Lane Traffic (%) Lane Group Flow (vph) 0 451 421 0 26 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 16 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.02 0.99 0.97 0.83 0.83 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 6 HCM 6th TWSC 2022-NB-PM 3: NY 100B & SITE DRIVEWAY A 12/26/2017

Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 2 391 354 12 18 4 Future Vol, veh/h 2 391 354 12 18 4 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 1 -4 - -3 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 0 43000 Mvmt Flow 2 449 407 14 21 5

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 421 0 - 0 867 414 Stage 1 - - - - 414 - Stage 2 - - - - 453 - Critical Hdwy 4.1 - - - 5.8 5.9 Critical Hdwy Stg 1 - - - - 4.8 - Critical Hdwy Stg 2 - - - - 4.8 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1149 - - - 377 665 Stage 1 - - - - 719 - Stage 2 - - - - 695 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1149 - - - 376 665 Mov Cap-2 Maneuver - - - - 376 - Stage 1 - - - - 718 - Stage 2 - - - - 695 -

Approach EB WB SB HCM Control Delay, s 0 0 14.4 HCM LOS B

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1149 - - - 408 HCM Lane V/C Ratio 0.002 - - - 0.062 HCM Control Delay (s) 8.1 0 - - 14.4 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.2

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 7 Lanes, Volumes, Timings 2022-NB-PM 4: WESTCHESTER VIEW LANE & NY 100B 12/26/2017

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 406 3 14 364 2 7 Future Volume (vph) 406 3 14 364 2 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 13 13 Grade (%) 2% -3% 2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.999 0.892 Flt Protected 0.998 0.990 Satd. Flow (prot) 1807 0 0 1871 1716 0 Flt Permitted 0.998 0.990 Satd. Flow (perm) 1807 0 0 1871 1716 0 Link Speed (mph) 30 30 30 Link Distance (ft) 175 1323 969 Travel Time (s) 4.0 30.1 22.0 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles (%) 4% 0% 0% 3% 0% 0% Adj. Flow (vph) 467 3 16 418 2 8 Shared Lane Traffic (%) Lane Group Flow (vph) 470 0 0 434 10 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 0 13 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.01 0.98 0.98 0.97 0.97 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 8 HCM 6th TWSC 2022-NB-PM 4: WESTCHESTER VIEW LANE & NY 100B 12/26/2017

Intersection Int Delay, s/veh 0.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 406 3 14 364 2 7 Future Vol, veh/h 406 3 14 364 2 7 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 2 - - -3 2 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 4 00300 Mvmt Flow 467 3 16 418 2 8

Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 470 0 919 469 Stage 1 - - - - 469 - Stage 2 - - - - 450 - Critical Hdwy - - 4.1 - 6.8 6.4 Critical Hdwy Stg 1 - - - - 5.8 - Critical Hdwy Stg 2 - - - - 5.8 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1102 - 274 583 Stage 1 - - - - 602 - Stage 2 - - - - 615 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1102 - 269 583 Mov Cap-2 Maneuver - - - - 269 - Stage 1 - - - - 591 - Stage 2 - - - - 615 -

Approach EB WB NB HCM Control Delay, s 0 0.3 13 HCM LOS B

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 463 - - 1102 - HCM Lane V/C Ratio 0.022 - - 0.015 - HCM Control Delay (s) 13 - - 8.3 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.1 - - 0 -

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 9 Lanes, Volumes, Timings 2022-NB-PM 5: DRIVEWAY & NY 100B 12/26/2017

Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 411 2 9 374 4 15 Future Volume (vph) 411 2 9 374 4 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 10 12 12 12 Grade (%) 1% -1% 4% Storage Length (ft) 0 120 0 0 Storage Lanes 0 1 1 0 Taper Length (ft) 85 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.999 0.896 Flt Protected 0.950 0.989 Satd. Flow (prot) 1816 0 1693 1854 1650 0 Flt Permitted 0.950 0.989 Satd. Flow (perm) 1816 0 1693 1854 1650 0 Link Speed (mph) 30 30 30 Link Distance (ft) 1323 1028 272 Travel Time (s) 30.1 23.4 6.2 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles (%) 4% 0% 0% 3% 0% 0% Adj. Flow (vph) 472 2 10 430 5 17 Shared Lane Traffic (%) Lane Group Flow (vph) 474 0 10 430 22 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 10 10 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.01 1.09 0.99 1.03 1.03 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 10 HCM 6th TWSC 2022-NB-PM 5: DRIVEWAY & NY 100B 12/26/2017

Intersection Int Delay, s/veh 0.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 411 2 9 374 4 15 Future Vol, veh/h 411 2 9 374 4 15 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 120 - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 1 - - -1 4 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 4 00300 Mvmt Flow 472 2 10 430 5 17

Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 474 0 923 473 Stage 1 - - - - 473 - Stage 2 - - - - 450 - Critical Hdwy - - 4.1 - 7.2 6.6 Critical Hdwy Stg 1 - - - - 6.2 - Critical Hdwy Stg 2 - - - - 6.2 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1099 - 246 565 Stage 1 - - - - 568 - Stage 2 - - - - 585 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1099 - 244 565 Mov Cap-2 Maneuver - - - - 244 - Stage 1 - - - - 563 - Stage 2 - - - - 585 -

Approach EB WB NB HCM Control Delay, s 0 0.2 13.6 HCM LOS B

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 442 - - 1099 - HCM Lane V/C Ratio 0.049 - - 0.009 - HCM Control Delay (s) 13.6 - - 8.3 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0.2 - - 0 -

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 11 Lanes, Volumes, Timings 2022-NB-PM 6: SPRAIN BROOK PARKWAY SB ON RAMP/TOWN PARK DRIVEWAY & NY 100B 12/26/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 310 111 404 381 11 0 0 0 22 7 2 Future Volume (vph) 5 310 111 404 381 11 0 0 0 22 7 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 11 11 11 12 12 12 12 12 12 Grade (%) -6% -1% 4% -4% Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.965 0.998 0.992 Flt Protected 0.999 0.975 0.966 Satd. Flow (prot) 0 1833 0 0 3363 000001857 0 Flt Permitted 0.999 0.975 0.966 Satd. Flow (perm) 0 1833 0 0 3363 000001857 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 328 127 370 289 Travel Time (s) 7.5 2.9 8.4 6.6 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 0% 4% 0% 1% 2% 0% 0% 0% 0% 0% 0% 0% Adj. Flow (vph) 6 352 126 459 433 13 0 0 0 25 8 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 484 0 0 905 00000350 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) 0000 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 0.96 1.04 1.04 1.04 1.03 1.03 1.03 0.97 0.97 0.97 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 12 HCM 6th TWSC 2022-NB-PM 6: SPRAIN BROOK PARKWAY SB ON RAMP/TOWN PARK DRIVEWAY & NY 100B 12/26/2017

Intersection Int Delay, s/veh 7.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 310 111 404 381 11 0 0 0 22 7 2 Future Vol, veh/h 5 310 111 404 381 11 0 0 0 22 7 2 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Free Free Free Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------Veh in Median Storage, # - 0 - - 0 - - 16974 - - 0 - Grade, % - -6 - - -1 - - 4 - - -4 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 0 40120000000 Mvmt Flow 6 352 126 459 433 13 0 0 0 25 8 2

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 446 0 0 478 0 0 1785 1848 223 Stage 1 ------1358 1358 - Stage 2 ------427490- Critical Hdwy 4.1 - - 4.115 - - 5.8 5.7 6.5 Critical Hdwy Stg 1 ------54.7- Critical Hdwy Stg 2 ------4.64.7- Follow-up Hdwy 2.2 - - 2.2095 - - 3.5 4 3.3 Pot Cap-1 Maneuver 1125 - - 1089 - - 122 114 806 Stage 1 ------281296- Stage 2 ------728616- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1125 - - 1089 - - 53 0 806 Mov Cap-2 Maneuver ------530- Stage 1 ------1230- Stage 2 ------7280-

Approach EB WB SB HCM Control Delay, s 0.1 5.9 140.2 HCM LOS F

Minor Lane/Major Mvmt EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 1125 - - 1089 - - 57 HCM Lane V/C Ratio 0.005 - - 0.422 - - 0.618 HCM Control Delay (s) 8.2 0 - 10.7 1 - 140.2 HCM Lane LOS A A - B A - F HCM 95th %tile Q(veh) 0 - - 2.1 - - 2.5

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 13 Lanes, Volumes, Timings 2022-NB-PM 7: NY 100B & SPRAIN BROOK PARKWAY SB OFF RAMP 12/26/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 332 688 0 180 108 Future Volume (vph) 0 332 688 0 180 108 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 14 14 Grade (%) -6% -1% -2% Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.949 Flt Protected 0.970 Satd. Flow (prot) 0 3456 3438 0 1884 0 Flt Permitted 0.970 Satd. Flow (perm) 0 3456 3438 0 1884 0 Link Speed (mph) 30 30 30 Link Distance (ft) 127 816 258 Travel Time (s) 2.9 18.5 5.9 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 0% 4% 2% 0% 0% 0% Adj. Flow (vph) 0 377 782 0 205 123 Shared Lane Traffic (%) Lane Group Flow (vph) 0 377 782 0 328 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 14 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.01 1.04 1.04 0.91 0.91 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 14 HCM 6th TWSC 2022-NB-PM 7: NY 100B & SPRAIN BROOK PARKWAY SB OFF RAMP 12/26/2017

Intersection Int Delay, s/veh 14.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 332 688 0 180 108 Future Vol, veh/h 0 332 688 0 180 108 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - -6 -1 - -2 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 0 42000 Mvmt Flow 0 377 782 0 205 123

Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 971 391 Stage 1 - - - - 782 - Stage 2 - - - - 189 - Critical Hdwy - - - - 6.4 6.7 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - - - 3.5 3.3 Pot Cap-1 Maneuver 0 - - 0 283 627 Stage 1 0 - - 0 454 - Stage 2 0 - - 0 848 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 283 627 Mov Cap-2 Maneuver - - - - 283 - Stage 1 - - - - 454 - Stage 2 - - - - 848 -

Approach EB WB SB HCM Control Delay, s 0 0 64.1 HCM LOS F

Minor Lane/Major Mvmt EBT WBT SBLn1 Capacity (veh/h) - - 356 HCM Lane V/C Ratio - - 0.919 HCM Control Delay (s) - - 64.1 HCM Lane LOS - - F HCM 95th %tile Q(veh) - - 9.4

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 15 Lanes, Volumes, Timings 2022-NB-PM 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS 12/26/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 196 316 596 263 372 92 Future Volume (vph) 196 316 596 263 372 92 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 14 14 Grade (%) 4% -7% 5% Storage Length (ft) 0 0 0 265 Storage Lanes 0 0 1 1 Taper Length (ft) 25 115 Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00 Frt 0.954 0.850 Flt Protected 0.981 0.950 Satd. Flow (prot) 0 3223 3335 0 1836 1680 Flt Permitted 0.552 0.950 Satd. Flow (perm) 0 1814 3335 0 1836 1680 Right Turn on Red Yes Yes Satd. Flow (RTOR) 90 98 Link Speed (mph) 30 30 30 Link Distance (ft) 816 455 439 Travel Time (s) 18.5 10.3 10.0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 1% 5% 3% 2% 1% 0% Bus Blockages (#/hr) 033330 Adj. Flow (vph) 209 336 634 280 396 98 Shared Lane Traffic (%) Lane Group Flow (vph) 0 545 914 0 396 98 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 14 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.07 1.08 1.01 1.00 0.97 0.95 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 2 2 Detector Template Left Leading Detector (ft) 20 83 83 83 83 Trailing Detector (ft) 0 -5 -5 -5 -5 Detector 1 Position(ft) 0 -5 -5 -5 -5 Detector 1 Size(ft) 20 40 40 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 3.0 3.0 2.0 2.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 43 43 Detector 2 Size(ft) 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 16 Lanes, Volumes, Timings 2022-NB-PM 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS 12/26/2017

Lane Group EBL EBT WBT WBR SBL SBR Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA NA Prot Perm Protected Phases 6 2 8 Permitted Phases 6 8 Detector Phase 6 6 2 8 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 5.0 Minimum Split (s) 16.0 16.0 16.0 11.0 11.0 Total Split (s) 50.0 50.0 50.0 50.0 50.0 Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% Maximum Green (s) 44.0 44.0 44.0 44.0 44.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 2.0 2.0 Recall Mode Min Min Min None None v/c Ratio 1.12dl 0.61 0.65 0.16 Control Delay 18.7 13.1 22.8 4.8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 18.7 13.1 22.8 4.8 Queue Length 50th (ft) 67 96 102 0 Queue Length 95th (ft) 157 203 255 30 Internal Link Dist (ft) 736 375 359 Turn Bay Length (ft) 265 Base Capacity (vph) 1471 2722 1489 1381 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.37 0.34 0.27 0.07 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 55.8 Natural Cycle: 45 Control Type: Actuated-Uncoordinated dl Defacto Left Lane. Recode with 1 though lane as a left lane.

Splits and Phases: 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 17 HCM 6th Signalized Intersection Summary 2022-NB-PM 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS 12/26/2017

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 196 316 596 263 372 92 Future Volume (veh/h) 196 316 596 263 372 92 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 0.99 0.99 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1732 1732 2130 2130 1807 1823 Adj Flow Rate, veh/h 209 336 634 280 396 98 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 553310 Cap, veh/h 339 824 1495 660 468 425 Arrive On Green 0.55 0.55 0.55 0.55 0.28 0.28 Sat Flow, veh/h 425 1576 2821 1198 1701 1545 Grp Volume(v), veh/h 209 336 473 441 396 98 Grp Sat Flow(s),veh/h/ln 425 1497 2024 1889 1701 1545 Q Serve(g_s), s 23.7 9.0 9.4 9.4 15.2 3.4 Cycle Q Clear(g_c), s 33.1 9.0 9.4 9.4 15.2 3.4 Prop In Lane 1.00 0.63 1.00 1.00 Lane Grp Cap(c), veh/h 339 824 1114 1040 468 425 V/C Ratio(X) 0.62 0.41 0.42 0.42 0.85 0.23 Avail Cap(c_a), veh/h 388 956 1293 1207 1087 987 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.8 9.0 9.1 9.1 23.6 19.3 Incr Delay (d2), s/veh 2.3 0.3 0.3 0.3 1.7 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 2.5 3.6 3.4 5.9 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.1 9.3 9.3 9.3 25.3 19.4 LnGrp LOS C A A A C B Approach Vol, veh/h 545 914 494 Approach Delay, s/veh 13.8 9.3 24.1 Approach LOS B A C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 43.9 43.9 24.9 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 44.0 44.0 44.0 Max Q Clear Time (g_c+I1), s 11.4 35.1 17.2 Green Ext Time (p_c), s 6.2 2.8 1.8 Intersection Summary HCM 6th Ctrl Delay 14.3 HCM 6th LOS B

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 18

Lanes, Volumes, Timings 2022-BD-AM 1: NY 9A & NY 100B 12/26/2017

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 177 6 267 293 5 332 Future Volume (vph) 177 6 267 293 5 332 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -8% 0% -1% Storage Length (ft) 0 0 205 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.996 0.850 Flt Protected 0.954 0.999 Satd. Flow (prot) 1759 0 1667 1491 0 1608 Flt Permitted 0.954 0.996 Satd. Flow (perm) 1759 0 1667 1491 0 1603 Right Turn on Red Yes Yes Satd. Flow (RTOR) 3 Link Speed (mph) 30 45 45 Link Distance (ft) 425 762 1511 Travel Time (s) 9.7 11.5 22.9 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 5% 20% 14% 7% 33% 17% Bus Blockages (#/hr) 330333 Adj. Flow (vph) 190 6 287 315 5 357 Shared Lane Traffic (%) Lane Group Flow (vph) 196 0 287 315 0 362 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.97 0.95 1.00 1.02 0.99 1.01 Turning Speed (mph) 15 9 9 15 Number of Detectors 2 0010 Detector Template Left Leading Detector (ft) 83 0 0 20 0 Trailing Detector (ft) -5 0000 Detector 1 Position(ft) -5 0000 Detector 1 Size(ft) 40 6 20 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 2.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 Detector 2 Size(ft) 40 Detector 2 Type Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 1 Lanes, Volumes, Timings 2022-BD-AM 1: NY 9A & NY 100B 12/26/2017

Lane Group WBL WBR NBT NBR SBL SBT Turn Type Prot NA pm+ov Perm NA Protected Phases 4 6 4 2 Permitted Phases 6 2 Detector Phase 4 6422 Switch Phase Minimum Initial (s) 5.0 18.0 5.0 18.0 18.0 Minimum Split (s) 10.0 25.0 10.0 25.0 25.0 Total Split (s) 30.0 40.0 30.0 40.0 40.0 Total Split (%) 42.9% 57.1% 42.9% 57.1% 57.1% Maximum Green (s) 25.0 33.0 25.0 33.0 33.0 Yellow Time (s) 4.0 5.0 4.0 5.0 5.0 All-Red Time (s) 1.0 2.0 1.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 7.0 5.0 7.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 2.0 3.0 2.0 3.0 3.0 Recall Mode None Max None Max Max v/c Ratio 0.57 0.29 0.21 0.38 Control Delay 26.9 7.4 0.3 8.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 26.9 7.4 0.3 8.3 Queue Length 50th (ft) 58 40 0 53 Queue Length 95th (ft) 111 95 0 126 Internal Link Dist (ft) 345 682 1431 Turn Bay Length (ft) 205 Base Capacity (vph) 790 986 1491 948 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.25 0.29 0.21 0.38 Intersection Summary Area Type: Other Cycle Length: 70 Actuated Cycle Length: 56 Natural Cycle: 40 Control Type: Semi Act-Uncoord

Splits and Phases: 1: NY 9A & NY 100B

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 2 HCM 6th Signalized Intersection Summary 2022-BD-AM 1: NY 9A & NY 100B 12/26/2017

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 177 6 267 293 5 332 Future Volume (veh/h) 177 6 267 293 5 332 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 0.99 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 2215 2215 1693 1796 1684 1684 Adj Flow Rate, veh/h 190 6 287 315 5 357 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 0 14 7 17 17 Cap, veh/h 250 8 1059 941 72 1046 Arrive On Green 0.15 0.15 0.63 0.63 0.63 0.63 Sat Flow, veh/h 1697 54 1693 1504 5 1673 Grp Volume(v), veh/h 197 0 287 315 362 0 Grp Sat Flow(s),veh/h/ln 1760 0 1693 1504 1678 0 Q Serve(g_s), s 5.7 0.0 4.0 5.2 0.0 0.0 Cycle Q Clear(g_c), s 5.7 0.0 4.0 5.2 5.4 0.0 Prop In Lane 0.96 0.03 1.00 0.01 Lane Grp Cap(c), veh/h 259 0 1059 941 1119 0 V/C Ratio(X) 0.76 0.00 0.27 0.33 0.32 0.00 Avail Cap(c_a), veh/h 834 0 1059 941 1119 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 21.6 0.0 4.5 4.7 4.7 0.0 Incr Delay (d2), s/veh 1.7 0.0 0.6 1.0 0.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 0.8 1.0 1.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.4 0.0 5.1 5.6 5.5 0.0 LnGrp LOS C AAAAA Approach Vol, veh/h 197 602 362 Approach Delay, s/veh 23.4 5.4 5.5 Approach LOS C A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 40.0 12.8 40.0 Change Period (Y+Rc), s 7.0 5.0 7.0 Max Green Setting (Gmax), s 33.0 25.0 33.0 Max Q Clear Time (g_c+I1), s 0.0 7.7 0.0 Green Ext Time (p_c), s 0.0 0.6 0.0 Intersection Summary HCM 6th Ctrl Delay 8.5 HCM 6th LOS A Notes User approved volume balancing among the lanes for turning movement.

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 3 Lanes, Volumes, Timings 2022-BD-AM 2: NY 100B & WORTHINGTON ROAD 12/26/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 6 382 210 49 119 12 Future Volume (vph) 6 382 210 49 119 12 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 10 10 Grade (%) -3% -2% -2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.975 0.988 Flt Protected 0.999 0.956 Satd. Flow (prot) 0 1871 1789 0 1361 0 Flt Permitted 0.999 0.956 Satd. Flow (perm) 0 1871 1789 0 1361 0 Link Speed (mph) 30 30 30 Link Distance (ft) 1339 261 768 Travel Time (s) 30.4 5.9 17.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 0% 3% 4% 7% 25% 1% Bus Blockages (#/hr) 000030 Adj. Flow (vph) 7 424 233 54 132 13 Shared Lane Traffic (%) Lane Group Flow (vph) 0 431 287 0 145 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 10 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.10 1.08 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 4 HCM 6th TWSC 2022-BD-AM 2: NY 100B & WORTHINGTON ROAD 12/26/2017

Intersection Int Delay, s/veh 3.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 6 382 210 49 119 12 Future Vol, veh/h 6 382 210 49 119 12 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - -3 -2 - -2 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 3 4 7 25 1 Mvmt Flow 7 424 233 54 132 13

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 287 0 - 0 698 260 Stage 1 - - - - 260 - Stage 2 - - - - 438 - Critical Hdwy 4.1 - - - 6.25 6.01 Critical Hdwy Stg 1 - - - - 5.25 - Critical Hdwy Stg 2 - - - - 5.25 - Follow-up Hdwy 2.2 - - - 3.725 3.309 Pot Cap-1 Maneuver 1287 - - - 404 792 Stage 1 - - - - 754 - Stage 2 - - - - 635 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1287 - - - 401 792 Mov Cap-2 Maneuver - - - - 401 - Stage 1 - - - - 749 - Stage 2 - - - - 635 -

Approach EB WB SB HCM Control Delay, s 0.1 0 18 HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1287 - - - 420 HCM Lane V/C Ratio 0.005 - - - 0.347 HCM Control Delay (s) 7.8 0 - - 18 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0 - - - 1.5

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 5 Lanes, Volumes, Timings 2022-BD-AM 4: WESTCHESTER VIEW LANE/SITE DRIVEWAY B & NY 100B 12/26/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 499 1 4 255 3 3 0 15 6 0 1 Future Volume (vph) 1 499 1 4 255 3 3 0 15 6 0 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 13 12 13 12 12 12 Grade (%) 2% -3% 2% 0% 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 0.999 0.885 0.983 Flt Protected 0.999 0.993 0.958 Satd. Flow (prot) 0 1826 0 0 1801 0 0 1653 0 0 1754 0 Flt Permitted 0.999 0.993 0.958 Satd. Flow (perm) 0 1826 0 0 1801 0 0 1653 0 0 1754 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 261 1324 969 367 Travel Time (s) 5.9 30.1 22.0 8.3 Peak Hour Factor 0.92 0.90 0.90 0.90 0.90 0.92 0.90 0.92 0.90 0.92 0.92 0.92 Heavy Vehicles (%) 2% 3% 0% 0% 7% 2% 0% 2% 0% 2% 2% 2% Adj. Flow (vph) 1 554 1 4 283 3 3 0 17 7 0 1 Shared Lane Traffic (%) Lane Group Flow (vph) 0 556 0 0 290 0 0 20 0080 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) 0000 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.01 1.01 0.98 0.98 0.98 0.97 1.01 0.97 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 6 HCM 6th TWSC 2022-BD-AM 4: WESTCHESTER VIEW LANE/SITE DRIVEWAY B & NY 100B 12/26/2017

Intersection Int Delay, s/veh 0.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 499 1 4 255 3 3 0 15 6 0 1 Future Vol, veh/h 1 499 1 4 255 3 3 0 15 6 0 1 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 2 - - -3 - - 2 - - 0 - Peak Hour Factor 92 90 90 90 90 92 90 92 90 92 92 92 Heavy Vehicles, % 2 30072020222 Mvmt Flow 1 554 1 4 283 3 3 0 17 7 0 1

Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 286 0 0 555 0 0 850 851 555 858 850 285 Stage 1 ------557557-293293- Stage 2 ------293294-565557- Critical Hdwy 4.12 - - 4.1 - - 7.5 6.92 6.4 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.55.92 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.55.92 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.2 - - 3.5 4.018 3.3 3.518 4.018 3.318 Pot Cap-1 Maneuver 1276 - - 1026 - - 257 270 519 277 298 754 Stage 1 ------487481-715670- Stage 2 ------696648-510512- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1276 - - 1026 - - 255 268 519 267 296 754 Mov Cap-2 Maneuver ------255268-267296- Stage 1 ------487481-714667- Stage 2 ------692645-493511-

Approach EB WB NB SB HCM Control Delay, s 0 0.1 13.5 17.6 HCM LOS B C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 443 1276 - - 1026 - - 294 HCM Lane V/C Ratio 0.045 0.001 - - 0.004 - - 0.026 HCM Control Delay (s) 13.5 7.8 0 - 8.5 0 - 17.6 HCM Lane LOS B A A - A A - C HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 7 Lanes, Volumes, Timings 2022-BD-AM 5: DRIVEWAY/SITE DRIVEWAY C & NY 100B 12/26/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 516 3 11 257 72061303 Future Volume (vph) 1 516 3 11 257 72061303 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 10 12 12 12 12 12 12 12 12 Grade (%) 1% -1% -4% 0% Storage Length (ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 85 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 0.999 0.996 0.895 0.976 Flt Protected 0.950 0.989 0.960 Satd. Flow (prot) 0 1812 0 1673 1758 0 0 1715 0 0 1745 0 Flt Permitted 0.950 0.989 0.960 Satd. Flow (perm) 0 1812 0 1673 1758 0 0 1715 0 0 1745 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1324 1026 273 375 Travel Time (s) 30.1 23.3 6.2 8.5 Peak Hour Factor 0.92 0.90 0.90 0.90 0.90 0.92 0.90 0.92 0.90 0.92 0.92 0.92 Heavy Vehicles (%) 2% 3% 0% 0% 7% 2% 0% 2% 0% 2% 2% 2% Bus Blockages (#/hr) 030330003000 Adj. Flow (vph) 1 573 3 12 286 82071403 Shared Lane Traffic (%) Lane Group Flow (vph) 0 577 0 12 294 00900170 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) 10 10 0 0 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.02 1.01 1.10 1.01 0.99 0.97 0.97 0.97 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 8 HCM 6th TWSC 2022-BD-AM 5: DRIVEWAY/SITE DRIVEWAY C & NY 100B 12/26/2017

Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 516 3 11 257 72061303 Future Vol, veh/h 1 516 3 11 257 72061303 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - 120 ------Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 1 - - -1 - - -4 - - 0 - Peak Hour Factor 92 90 90 90 90 92 90 92 90 92 92 92 Heavy Vehicles, % 2 30072020222 Mvmt Flow 1 573 3 12 286 82071403

Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 294 0 0 576 0 0 893 895 575 894 892 290 Stage 1 ------577577-314314- Stage 2 ------316318-580578- Critical Hdwy 4.12 - - 4.1 - - 6.3 5.72 5.8 7.12 6.52 6.22 Critical Hdwy Stg 1 ------5.34.72 - 6.12 5.52 - Critical Hdwy Stg 2 ------5.34.72 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.2 - - 3.5 4.018 3.3 3.518 4.018 3.318 Pot Cap-1 Maneuver 1268 - - 1007 - - 322 342 556 262 281 749 Stage 1 ------575570-697656- Stage 2 ------750701-500501- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1268 - - 1007 - - 317 338 556 256 277 749 Mov Cap-2 Maneuver ------317338-256277- Stage 1 ------574569-696648- Stage 2 ------738693-494500-

Approach EB WB NB SB HCM Control Delay, s 0 0.3 12.8 18.1 HCM LOS B C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 468 1268 - - 1007 - - 292 HCM Lane V/C Ratio 0.019 0.001 - - 0.012 - - 0.06 HCM Control Delay (s) 12.8 7.8 0 - 8.6 - - 18.1 HCM Lane LOS B A A - A - - C HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.2

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 9 Lanes, Volumes, Timings 2022-BD-AM 6: SPRAIN BROOK PARKWAY SB ON RAMP/TOWN PARK DRIVEWAY & NY 100B 12/26/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 431 103 351 273 15 000412 Future Volume (vph) 1 431 103 351 273 15 000412 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 11 11 11 12 12 12 12 12 12 Grade (%) -6% -1% 4% -4% Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.974 0.996 0.966 Flt Protected 0.973 0.970 Satd. Flow (prot) 0 1855 0 0 3281 000001816 0 Flt Permitted 0.973 0.970 Satd. Flow (perm) 0 1855 0 0 3281 000001816 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 328 127 370 289 Travel Time (s) 7.5 2.9 8.4 6.6 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles (%) 100% 3% 1% 0% 8% 7% 0% 0% 0% 0% 0% 0% Adj. Flow (vph) 1 519 124 423 329 18 000512 Shared Lane Traffic (%) Lane Group Flow (vph) 0 644 0 0 770 0000080 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) 0000 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 0.96 1.04 1.04 1.04 1.03 1.03 1.03 0.97 0.97 0.97 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 10 HCM 6th TWSC 2022-BD-AM 6: SPRAIN BROOK PARKWAY SB ON RAMP/TOWN PARK DRIVEWAY & NY 100B 12/26/2017

Intersection Int Delay, s/veh 4.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 431 103 351 273 15 000412 Future Vol, veh/h 1 431 103 351 273 15 000412 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Free Free Free Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------Veh in Median Storage, # - 0 - - 0 - - 16974 - - 0 - Grade, % - -6 - - -1 - - 4 - - -4 - Peak Hour Factor 83 83 83 83 83 83 83 83 83 83 83 83 Heavy Vehicles, % 100 31087000000 Mvmt Flow 1 519 124 423 329 18 000512

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 347 0 0 643 0 0 1767 1829 174 Stage 1 ------1184 1184 - Stage 2 ------583645- Critical Hdwy 5.6 - - 4.1 - - 5.8 5.7 6.5 Critical Hdwy Stg 1 ------54.7- Critical Hdwy Stg 2 ------4.64.7- Follow-up Hdwy 3.15 - - 2.2 - - 3.5 4 3.3 Pot Cap-1 Maneuver 772 - - 951 - - 125 116 862 Stage 1 ------334345- Stage 2 ------640543- Platoon blocked, % - - - - Mov Cap-1 Maneuver 772 - - 951 - - 56 0 862 Mov Cap-2 Maneuver ------560- Stage 1 ------1490- Stage 2 ------6400-

Approach EB WB SB HCM Control Delay, s 0 6.9 54.5 HCM LOS F

Minor Lane/Major Mvmt EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 772 - - 951 - - 81 HCM Lane V/C Ratio 0.002 - - 0.445 - - 0.104 HCM Control Delay (s) 9.7 0 - 11.8 0.9 - 54.5 HCM Lane LOS A A - B A - F HCM 95th %tile Q(veh) 0 - - 2.3 - - 0.3

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 11 Lanes, Volumes, Timings 2022-BD-AM 7: NY 100B & SPRAIN BROOK PARKWAY SB OFF RAMP 12/26/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 435 542 0 181 97 Future Volume (vph) 0 435 542 0 181 97 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 14 14 Grade (%) -6% -1% -2% Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.953 Flt Protected 0.968 Satd. Flow (prot) 0 3490 3247 0 1876 0 Flt Permitted 0.968 Satd. Flow (perm) 0 3490 3247 0 1876 0 Link Speed (mph) 30 30 30 Link Distance (ft) 127 816 258 Travel Time (s) 2.9 18.5 5.9 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles (%) 0% 3% 8% 0% 1% 0% Adj. Flow (vph) 0 524 653 0 218 117 Shared Lane Traffic (%) Lane Group Flow (vph) 0 524 653 0 335 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 14 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.01 1.04 1.04 0.91 0.91 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 12 HCM 6th TWSC 2022-BD-AM 7: NY 100B & SPRAIN BROOK PARKWAY SB OFF RAMP 12/26/2017

Intersection Int Delay, s/veh 12.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 435 542 0 181 97 Future Vol, veh/h 0 435 542 0 181 97 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - -6 -1 - -2 - Peak Hour Factor 83 83 83 83 83 83 Heavy Vehicles, % 0 38010 Mvmt Flow 0 524 653 0 218 117

Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 915 327 Stage 1 - - - - 653 - Stage 2 - - - - 262 - Critical Hdwy - - - - 6.42 6.7 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - - - 3.51 3.3 Pot Cap-1 Maneuver 0 - - 0 303 687 Stage 1 0 - - 0 519 - Stage 2 0 - - 0 783 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 303 687 Mov Cap-2 Maneuver - - - - 303 - Stage 1 - - - - 519 - Stage 2 - - - - 783 -

Approach EB WB SB HCM Control Delay, s 0 0 56.7 HCM LOS F

Minor Lane/Major Mvmt EBT WBT SBLn1 Capacity (veh/h) - - 376 HCM Lane V/C Ratio - - 0.891 HCM Control Delay (s) - - 56.7 HCM Lane LOS - - F HCM 95th %tile Q(veh) - - 8.9

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 13 Lanes, Volumes, Timings 2022-BD-AM 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS 12/26/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 234 382 480 195 466 62 Future Volume (vph) 234 382 480 195 466 62 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 14 14 Grade (%) 4% -7% 5% Storage Length (ft) 0 0 0 265 Storage Lanes 0 0 1 1 Taper Length (ft) 25 115 Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00 Frt 0.957 0.850 Flt Protected 0.981 0.950 Satd. Flow (prot) 0 3136 3224 0 1818 1585 Flt Permitted 0.562 0.950 Satd. Flow (perm) 0 1797 3224 0 1818 1585 Right Turn on Red Yes Yes Satd. Flow (RTOR) 78 71 Link Speed (mph) 30 30 30 Link Distance (ft) 816 455 439 Travel Time (s) 18.5 10.3 10.0 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles (%) 2% 9% 8% 3% 2% 6% Bus Blockages (#/hr) 033330 Adj. Flow (vph) 269 439 552 224 536 71 Shared Lane Traffic (%) Lane Group Flow (vph) 0 708 776 0 536 71 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 14 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.07 1.08 1.01 1.00 0.97 0.95 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 2 2 Detector Template Left Leading Detector (ft) 20 83 83 83 83 Trailing Detector (ft) 0 -5 -5 -5 -5 Detector 1 Position(ft) 0 -5 -5 -5 -5 Detector 1 Size(ft) 20 40 40 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 3.0 3.0 2.0 2.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 43 43 Detector 2 Size(ft) 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 14 Lanes, Volumes, Timings 2022-BD-AM 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS 12/26/2017

Lane Group EBL EBT WBT WBR SBL SBR Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA NA Prot Perm Protected Phases 6 2 8 Permitted Phases 6 8 Detector Phase 6 6 2 8 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 5.0 Minimum Split (s) 16.0 16.0 16.0 11.0 11.0 Total Split (s) 50.0 50.0 50.0 50.0 50.0 Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% Maximum Green (s) 44.0 44.0 44.0 44.0 44.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 2.0 2.0 Recall Mode Min Min Min None None v/c Ratio 1.08dl 0.49 0.81 0.11 Control Delay 29.8 14.9 33.6 4.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 29.8 14.9 33.6 4.9 Queue Length 50th (ft) 149 115 257 0 Queue Length 95th (ft) #312 208 365 23 Internal Link Dist (ft) 736 375 359 Turn Bay Length (ft) 265 Base Capacity (vph) 1044 1907 1057 951 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.68 0.41 0.51 0.07 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 79.4 Natural Cycle: 60 Control Type: Actuated-Uncoordinated # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. dl Defacto Left Lane. Recode with 1 though lane as a left lane.

Splits and Phases: 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 15 HCM 6th Signalized Intersection Summary 2022-BD-AM 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS 12/26/2017

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 234 382 480 195 466 62 Future Volume (veh/h) 234 382 480 195 466 62 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 0.99 0.99 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1672 1672 2055 2055 1792 1730 Adj Flow Rate, veh/h 269 439 552 224 536 71 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 998826 Cap, veh/h 322 738 1376 557 591 514 Arrive On Green 0.51 0.51 0.51 0.51 0.35 0.35 Sat Flow, veh/h 467 1522 2799 1091 1686 1466 Grp Volume(v), veh/h 269 439 399 377 536 71 Grp Sat Flow(s),veh/h/ln 467 1446 1952 1834 1686 1466 Q Serve(g_s), s 33.1 18.4 10.9 10.9 26.1 2.8 Cycle Q Clear(g_c), s 44.0 18.4 10.9 10.9 26.1 2.8 Prop In Lane 1.00 0.59 1.00 1.00 Lane Grp Cap(c), veh/h 322 738 997 936 591 514 V/C Ratio(X) 0.84 0.59 0.40 0.40 0.91 0.14 Avail Cap(c_a), veh/h 322 738 997 936 861 749 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.4 14.8 13.0 13.0 26.7 19.1 Incr Delay (d2), s/veh 17.1 1.3 0.3 0.3 7.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.2 5.9 4.5 4.3 11.2 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.5 16.1 13.2 13.3 34.4 19.2 LnGrp LOS D B B B C B Approach Vol, veh/h 708 776 607 Approach Delay, s/veh 27.3 13.3 32.6 Approach LOS C B C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 50.0 50.0 36.2 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 44.0 44.0 44.0 Max Q Clear Time (g_c+I1), s 12.9 46.0 28.1 Green Ext Time (p_c), s 5.0 0.0 2.1 Intersection Summary HCM 6th Ctrl Delay 23.6 HCM 6th LOS C

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 16

Lanes, Volumes, Timings 2022-BD-PM 1: NY 9A & NY 100B 12/27/2017

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 215 8 320 312 13 302 Future Volume (vph) 215 8 320 312 13 302 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -8% 0% -1% Storage Length (ft) 0 0 205 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.995 0.850 Flt Protected 0.954 0.998 Satd. Flow (prot) 1801 0 1759 1564 0 1780 Flt Permitted 0.954 0.981 Satd. Flow (perm) 1801 0 1759 1564 0 1750 Right Turn on Red Yes Yes Satd. Flow (RTOR) 3 Link Speed (mph) 30 45 45 Link Distance (ft) 425 762 1511 Travel Time (s) 9.7 11.5 22.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 3% 0% 8% 2% 0% 6% Bus Blockages (#/hr) 330333 Adj. Flow (vph) 239 9 356 347 14 336 Shared Lane Traffic (%) Lane Group Flow (vph) 248 0 356 347 0 350 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.97 0.95 1.00 1.02 0.99 1.01 Turning Speed (mph) 15 9 9 15 Number of Detectors 2 0010 Detector Template Left Leading Detector (ft) 83 0 0 20 0 Trailing Detector (ft) -5 0000 Detector 1 Position(ft) -5 0000 Detector 1 Size(ft) 40 6 20 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 2.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 Detector 2 Size(ft) 40 Detector 2 Type Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 1 Lanes, Volumes, Timings 2022-BD-PM 1: NY 9A & NY 100B 12/27/2017

Lane Group WBL WBR NBT NBR SBL SBT Turn Type Prot NA pm+ov Perm NA Protected Phases 4 6 4 2 Permitted Phases 6 2 Detector Phase 4 6422 Switch Phase Minimum Initial (s) 5.0 18.0 5.0 18.0 18.0 Minimum Split (s) 10.0 25.0 10.0 25.0 25.0 Total Split (s) 30.0 40.0 30.0 40.0 40.0 Total Split (%) 42.9% 57.1% 42.9% 57.1% 57.1% Maximum Green (s) 25.0 33.0 25.0 33.0 33.0 Yellow Time (s) 4.0 5.0 4.0 5.0 5.0 All-Red Time (s) 1.0 2.0 1.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 7.0 5.0 7.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 2.0 3.0 2.0 3.0 3.0 Recall Mode None Max None Max Max v/c Ratio 0.63 0.35 0.22 0.35 Control Delay 27.5 8.8 0.3 8.8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 27.5 8.8 0.3 8.8 Queue Length 50th (ft) 77 56 0 55 Queue Length 95th (ft) 137 135 0 133 Internal Link Dist (ft) 345 682 1431 Turn Bay Length (ft) 205 Base Capacity (vph) 784 1009 1564 1004 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.32 0.35 0.22 0.35 Intersection Summary Area Type: Other Cycle Length: 70 Actuated Cycle Length: 57.8 Natural Cycle: 40 Control Type: Semi Act-Uncoord

Splits and Phases: 1: NY 9A & NY 100B

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 2 HCM 6th Signalized Intersection Summary 2022-BD-PM 1: NY 9A & NY 100B 12/27/2017

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 215 8 320 312 13 302 Future Volume (veh/h) 215 8 320 312 13 302 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 0.99 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 2215 2215 1781 1870 1849 1849 Adj Flow Rate, veh/h 239 9 356 347 14 336 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 008266 Cap, veh/h 304 11 1071 941 82 1076 Arrive On Green 0.18 0.18 0.60 0.60 0.60 0.60 Sat Flow, veh/h 1688 64 1781 1566 24 1790 Grp Volume(v), veh/h 249 0 356 347 350 0 Grp Sat Flow(s),veh/h/ln 1759 0 1781 1566 1814 0 Q Serve(g_s), s 7.4 0.0 5.5 6.2 0.0 0.0 Cycle Q Clear(g_c), s 7.4 0.0 5.5 6.2 5.1 0.0 Prop In Lane 0.96 0.04 1.00 0.04 Lane Grp Cap(c), veh/h 317 0 1071 941 1158 0 V/C Ratio(X) 0.79 0.00 0.33 0.37 0.30 0.00 Avail Cap(c_a), veh/h 801 0 1071 941 1158 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 21.5 0.0 5.5 5.6 5.4 0.0 Incr Delay (d2), s/veh 1.6 0.0 0.8 1.1 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 0.0 1.4 1.4 1.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.1 0.0 6.3 6.7 6.1 0.0 LnGrp LOS C AAAAA Approach Vol, veh/h 249 703 350 Approach Delay, s/veh 23.1 6.5 6.1 Approach LOS C A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 40.0 14.9 40.0 Change Period (Y+Rc), s 7.0 5.0 7.0 Max Green Setting (Gmax), s 33.0 25.0 33.0 Max Q Clear Time (g_c+I1), s 0.0 9.4 0.0 Green Ext Time (p_c), s 0.0 0.7 0.0 Intersection Summary HCM 6th Ctrl Delay 9.6 HCM 6th LOS A Notes User approved volume balancing among the lanes for turning movement.

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 3 Lanes, Volumes, Timings 2022-BD-PM 2: NY 100B & WORTHINGTON ROAD 12/27/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 8 318 265 93 78 6 Future Volume (vph) 8 318 265 93 78 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 10 10 Grade (%) -3% -2% -2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.965 0.990 Flt Protected 0.999 0.956 Satd. Flow (prot) 0 1854 1802 0 1632 0 Flt Permitted 0.999 0.956 Satd. Flow (perm) 0 1854 1802 0 1632 0 Link Speed (mph) 30 30 30 Link Distance (ft) 1339 261 768 Travel Time (s) 30.4 5.9 17.5 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles (%) 0% 4% 3% 2% 2% 11% Bus Blockages (#/hr) 000030 Adj. Flow (vph) 9 366 305 107 90 7 Shared Lane Traffic (%) Lane Group Flow (vph) 0 375 412 0 97 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 10 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.10 1.08 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 4 HCM 6th TWSC 2022-BD-PM 2: NY 100B & WORTHINGTON ROAD 12/27/2017

Intersection Int Delay, s/veh 1.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 8 318 265 93 78 6 Future Vol, veh/h 8 318 265 93 78 6 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - -3 -2 - -2 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 0 432211 Mvmt Flow 9 366 305 107 90 7

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 412 0 - 0 743 359 Stage 1 - - - - 359 - Stage 2 - - - - 384 - Critical Hdwy 4.1 - - - 6.02 6.11 Critical Hdwy Stg 1 - - - - 5.02 - Critical Hdwy Stg 2 - - - - 5.02 - Follow-up Hdwy 2.2 - - - 3.518 3.399 Pot Cap-1 Maneuver 1158 - - - 416 679 Stage 1 - - - - 735 - Stage 2 - - - - 718 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1158 - - - 412 679 Mov Cap-2 Maneuver - - - - 412 - Stage 1 - - - - 728 - Stage 2 - - - - 718 -

Approach EB WB SB HCM Control Delay, s 0.2 0 16 HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1158 - - - 424 HCM Lane V/C Ratio 0.008 - - - 0.228 HCM Control Delay (s) 8.1 0 - - 16 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0 - - - 0.9

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 5 Lanes, Volumes, Timings 2022-BD-PM 4: WESTCHESTER VIEW LANE/SITE DRIVEWAY B & NY 100B 12/27/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 392 3 14 358 6207501 Future Volume (vph) 1 392 3 14 358 6207501 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 13 12 13 12 12 12 Grade (%) 2% -3% 2% 0% 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 0.999 0.998 0.892 0.977 Flt Protected 0.998 0.990 0.960 Satd. Flow (prot) 0 1807 0 0 1867 0 0 1661 0 0 1747 0 Flt Permitted 0.998 0.990 0.960 Satd. Flow (perm) 0 1807 0 0 1867 0 0 1661 0 0 1747 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 261 1323 969 550 Travel Time (s) 5.9 30.1 22.0 12.5 Peak Hour Factor 0.92 0.87 0.87 0.87 0.87 0.92 0.87 0.92 0.87 0.92 0.92 0.92 Heavy Vehicles (%) 2% 4% 0% 0% 3% 2% 0% 2% 0% 2% 2% 2% Adj. Flow (vph) 1 451 3 16 411 7208501 Shared Lane Traffic (%) Lane Group Flow (vph) 0 455 0 0 434 0 0 10 0060 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) 0000 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.01 1.01 0.98 0.98 0.98 0.97 1.01 0.97 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 6 HCM 6th TWSC 2022-BD-PM 4: WESTCHESTER VIEW LANE/SITE DRIVEWAY B & NY 100B 12/27/2017

Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 392 3 14 358 6207501 Future Vol, veh/h 1 392 3 14 358 6207501 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 2 - - -3 - - 2 - - 0 - Peak Hour Factor 92 87 87 87 87 92 87 92 87 92 92 92 Heavy Vehicles, % 2 40032020222 Mvmt Flow 1 451 3 16 411 7208501

Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 418 0 0 454 0 0 902 905 453 906 903 415 Stage 1 ------455455-447447- Stage 2 ------447450-459456- Critical Hdwy 4.12 - - 4.1 - - 7.5 6.92 6.4 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.55.92 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.55.92 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.2 - - 3.5 4.018 3.3 3.518 4.018 3.318 Pot Cap-1 Maneuver 1141 - - 1117 - - 236 250 596 257 277 637 Stage 1 ------560541-591573- Stage 2 ------566544-582568- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1141 - - 1117 - - 232 245 596 250 271 637 Mov Cap-2 Maneuver ------232245-250271- Stage 1 ------559540-590562- Stage 2 ------554534-574567-

Approach EB WB NB SB HCM Control Delay, s 0 0.3 13.3 18.3 HCM LOS B C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 442 1141 - - 1117 - - 278 HCM Lane V/C Ratio 0.023 0.001 - - 0.014 - - 0.023 HCM Control Delay (s) 13.3 8.2 0 - 8.3 0 - 18.3 HCM Lane LOS B A A - A A - C HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 7 Lanes, Volumes, Timings 2022-BD-PM 5: DRIVEWAY/SITE DRIVEWAY C & NY 100B 12/27/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 4 398 2 9 371 14 4 0 15 12 0 3 Future Volume (vph) 4 398 2 9 371 14 4 0 15 12 0 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 10 12 12 12 12 12 12 12 12 Grade (%) 1% -1% 4% 0% Storage Length (ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 85 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 0.999 0.995 0.896 0.975 Flt Protected 0.950 0.989 0.961 Satd. Flow (prot) 0 1817 0 1693 1845 0 0 1650 0 0 1745 0 Flt Permitted 0.950 0.989 0.961 Satd. Flow (perm) 0 1817 0 1693 1845 0 0 1650 0 0 1745 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1323 1028 272 528 Travel Time (s) 30.1 23.4 6.2 12.0 Peak Hour Factor 0.92 0.87 0.87 0.87 0.87 0.92 0.87 0.92 0.87 0.92 0.92 0.92 Heavy Vehicles (%) 2% 4% 0% 0% 3% 2% 0% 2% 0% 2% 2% 2% Adj. Flow (vph) 4 457 2 10 426 15 5 0 17 13 0 3 Shared Lane Traffic (%) Lane Group Flow (vph) 0 463 0 10 441 0 0 22 0 0 16 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) 10 10 0 0 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.01 1.01 1.09 0.99 0.99 1.03 1.03 1.03 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 8 HCM 6th TWSC 2022-BD-PM 5: DRIVEWAY/SITE DRIVEWAY C & NY 100B 12/27/2017

Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 398 2 9 371 14 4 0 15 12 0 3 Future Vol, veh/h 4 398 2 9 371 14 4 0 15 12 0 3 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - 120 ------Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 1 - - -1 - - 4 - - 0 - Peak Hour Factor 92 87 87 87 87 92 87 92 87 92 92 92 Heavy Vehicles, % 2 40032020222 Mvmt Flow 4 457 2 10 426 15 5 0 17 13 0 3

Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 441 0 0 459 0 0 921 927 458 929 921 434 Stage 1 ------466466-454454- Stage 2 ------455461-475467- Critical Hdwy 4.12 - - 4.1 - - 7.9 7.32 6.6 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.96.32 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.96.32 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.2 - - 3.5 4.018 3.3 3.518 4.018 3.318 Pot Cap-1 Maneuver 1119 - - 1113 - - 206 218 577 248 270 622 Stage 1 ------524507-586569- Stage 2 ------532510-570562- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1119 - - 1113 - - 203 215 577 238 266 622 Mov Cap-2 Maneuver ------203215-238266- Stage 1 ------521504-583564- Stage 2 ------524505-550559-

Approach EB WB NB SB HCM Control Delay, s 0.1 0.2 14.1 19.1 HCM LOS B C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 416 1119 - - 1113 - - 272 HCM Lane V/C Ratio 0.052 0.004 - - 0.009 - - 0.06 HCM Control Delay (s) 14.1 8.2 0 - 8.3 - - 19.1 HCM Lane LOS B A A - A - - C HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0.2

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 9 Lanes, Volumes, Timings 2022-BD-PM 6: SPRAIN BROOK PARKWAY SB ON RAMP/TOWN PARK DRIVEWAY & NY 100B 12/27/2017

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 310 110 404 392 11 0 0 0 22 7 2 Future Volume (vph) 5 310 110 404 392 11 0 0 0 22 7 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 11 11 11 12 12 12 12 12 12 Grade (%) -6% -1% 4% -4% Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.965 0.998 0.992 Flt Protected 0.999 0.976 0.966 Satd. Flow (prot) 0 1833 0 0 3367 000001857 0 Flt Permitted 0.999 0.976 0.966 Satd. Flow (perm) 0 1833 0 0 3367 000001857 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 328 127 370 289 Travel Time (s) 7.5 2.9 8.4 6.6 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 0% 4% 0% 1% 2% 0% 0% 0% 0% 0% 0% 0% Adj. Flow (vph) 6 352 125 459 445 13 0 0 0 25 8 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 483 0 0 917 00000350 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) 0000 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 0.96 1.04 1.04 1.04 1.03 1.03 1.03 0.97 0.97 0.97 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 10 HCM 6th TWSC 2022-BD-PM 6: SPRAIN BROOK PARKWAY SB ON RAMP/TOWN PARK DRIVEWAY & NY 100B 12/27/2017

Intersection Int Delay, s/veh 7.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 310 110 404 392 11 0 0 0 22 7 2 Future Vol, veh/h 5 310 110 404 392 11 0 0 0 22 7 2 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Free Free Free Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------Veh in Median Storage, # - 0 - - 0 - - 16974 - - 0 - Grade, % - -6 - - -1 - - 4 - - -4 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 0 40120000000 Mvmt Flow 6 352 125 459 445 13 0 0 0 25 8 2

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 458 0 0 477 0 0 1797 1859 229 Stage 1 ------1370 1370 - Stage 2 ------427489- Critical Hdwy 4.1 - - 4.115 - - 5.8 5.7 6.5 Critical Hdwy Stg 1 ------54.7- Critical Hdwy Stg 2 ------4.64.7- Follow-up Hdwy 2.2 - - 2.2095 - - 3.5 4 3.3 Pot Cap-1 Maneuver 1114 - - 1090 - - 120 112 800 Stage 1 ------278293- Stage 2 ------728616- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1114 - - 1090 - - 52 0 800 Mov Cap-2 Maneuver ------520- Stage 1 ------1200- Stage 2 ------7280-

Approach EB WB SB HCM Control Delay, s 0.1 5.8 144.5 HCM LOS F

Minor Lane/Major Mvmt EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 1114 - - 1090 - - 56 HCM Lane V/C Ratio 0.005 - - 0.421 - - 0.629 HCM Control Delay (s) 8.2 0 - 10.7 1 - 144.5 HCM Lane LOS A A - B A - F HCM 95th %tile Q(veh) 0 - - 2.1 - - 2.6

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 11 Lanes, Volumes, Timings 2022-BD-PM 7: NY 100B & SPRAIN BROOK PARKWAY SB OFF RAMP 12/27/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 332 694 0 180 113 Future Volume (vph) 0 332 694 0 180 113 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 14 14 Grade (%) -6% -1% -2% Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.948 Flt Protected 0.970 Satd. Flow (prot) 0 3456 3438 0 1882 0 Flt Permitted 0.970 Satd. Flow (perm) 0 3456 3438 0 1882 0 Link Speed (mph) 30 30 30 Link Distance (ft) 127 816 258 Travel Time (s) 2.9 18.5 5.9 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 0% 4% 2% 0% 0% 0% Adj. Flow (vph) 0 377 789 0 205 128 Shared Lane Traffic (%) Lane Group Flow (vph) 0 377 789 0 333 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 14 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.01 1.04 1.04 0.91 0.91 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 12 HCM 6th TWSC 2022-BD-PM 7: NY 100B & SPRAIN BROOK PARKWAY SB OFF RAMP 12/27/2017

Intersection Int Delay, s/veh 15.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 332 694 0 180 113 Future Vol, veh/h 0 332 694 0 180 113 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - -6 -1 - -2 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 0 42000 Mvmt Flow 0 377 789 0 205 128

Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 978 395 Stage 1 - - - - 789 - Stage 2 - - - - 189 - Critical Hdwy - - - - 6.4 6.7 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - - - 3.5 3.3 Pot Cap-1 Maneuver 0 - - 0 280 623 Stage 1 0 - - 0 451 - Stage 2 0 - - 0 848 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 280 623 Mov Cap-2 Maneuver - - - - 280 - Stage 1 - - - - 451 - Stage 2 - - - - 848 -

Approach EB WB SB HCM Control Delay, s 0 0 68.1 HCM LOS F

Minor Lane/Major Mvmt EBT WBT SBLn1 Capacity (veh/h) - - 355 HCM Lane V/C Ratio - - 0.938 HCM Control Delay (s) - - 68.1 HCM Lane LOS - - F HCM 95th %tile Q(veh) - - 9.9

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 13 Lanes, Volumes, Timings 2022-BD-PM 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS 12/27/2017

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 196 316 598 263 372 96 Future Volume (vph) 196 316 598 263 372 96 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 14 14 Grade (%) 4% -7% 5% Storage Length (ft) 0 0 0 265 Storage Lanes 0 0 1 1 Taper Length (ft) 25 115 Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00 Frt 0.954 0.850 Flt Protected 0.981 0.950 Satd. Flow (prot) 0 3223 3335 0 1836 1680 Flt Permitted 0.552 0.950 Satd. Flow (perm) 0 1814 3335 0 1836 1680 Right Turn on Red Yes Yes Satd. Flow (RTOR) 89 102 Link Speed (mph) 30 30 30 Link Distance (ft) 816 455 439 Travel Time (s) 18.5 10.3 10.0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 1% 5% 3% 2% 1% 0% Bus Blockages (#/hr) 033330 Adj. Flow (vph) 209 336 636 280 396 102 Shared Lane Traffic (%) Lane Group Flow (vph) 0 545 916 0 396 102 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 14 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.07 1.08 1.01 1.00 0.97 0.95 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 2 2 Detector Template Left Leading Detector (ft) 20 83 83 83 83 Trailing Detector (ft) 0 -5 -5 -5 -5 Detector 1 Position(ft) 0 -5 -5 -5 -5 Detector 1 Size(ft) 20 40 40 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 3.0 3.0 2.0 2.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 43 43 Detector 2 Size(ft) 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 14 Lanes, Volumes, Timings 2022-BD-PM 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS 12/27/2017

Lane Group EBL EBT WBT WBR SBL SBR Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA NA Prot Perm Protected Phases 6 2 8 Permitted Phases 6 8 Detector Phase 6 6 2 8 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 5.0 Minimum Split (s) 16.0 16.0 16.0 11.0 11.0 Total Split (s) 50.0 50.0 50.0 50.0 50.0 Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% Maximum Green (s) 44.0 44.0 44.0 44.0 44.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 2.0 2.0 Recall Mode Min Min Min None None v/c Ratio 1.12dl 0.61 0.65 0.16 Control Delay 18.7 13.1 22.8 4.8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 18.7 13.1 22.8 4.8 Queue Length 50th (ft) 67 97 102 0 Queue Length 95th (ft) 157 204 257 30 Internal Link Dist (ft) 736 375 359 Turn Bay Length (ft) 265 Base Capacity (vph) 1469 2718 1487 1380 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.37 0.34 0.27 0.07 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 55.9 Natural Cycle: 45 Control Type: Actuated-Uncoordinated dl Defacto Left Lane. Recode with 1 though lane as a left lane.

Splits and Phases: 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 15 HCM 6th Signalized Intersection Summary 2022-BD-PM 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS 12/27/2017

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 196 316 598 263 372 96 Future Volume (veh/h) 196 316 598 263 372 96 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 0.99 0.99 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1732 1732 2130 2130 1807 1823 Adj Flow Rate, veh/h 209 336 636 280 396 102 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 553310 Cap, veh/h 338 825 1498 659 468 425 Arrive On Green 0.55 0.55 0.55 0.55 0.28 0.28 Sat Flow, veh/h 424 1576 2824 1196 1701 1545 Grp Volume(v), veh/h 209 336 474 442 396 102 Grp Sat Flow(s),veh/h/ln 424 1497 2024 1889 1701 1545 Q Serve(g_s), s 23.8 9.0 9.5 9.5 15.2 3.5 Cycle Q Clear(g_c), s 33.3 9.0 9.5 9.5 15.2 3.5 Prop In Lane 1.00 0.63 1.00 1.00 Lane Grp Cap(c), veh/h 338 825 1115 1041 468 425 V/C Ratio(X) 0.62 0.41 0.42 0.42 0.85 0.24 Avail Cap(c_a), veh/h 386 954 1289 1204 1084 984 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.8 9.0 9.1 9.1 23.7 19.4 Incr Delay (d2), s/veh 2.4 0.3 0.3 0.3 1.7 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 2.6 3.6 3.4 5.9 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.2 9.3 9.3 9.4 25.3 19.5 LnGrp LOS C A A A C B Approach Vol, veh/h 545 916 498 Approach Delay, s/veh 13.9 9.4 24.1 Approach LOS B A C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 44.1 44.1 25.0 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 44.0 44.0 44.0 Max Q Clear Time (g_c+I1), s 11.5 35.3 17.2 Green Ext Time (p_c), s 6.2 2.8 1.8 Intersection Summary HCM 6th Ctrl Delay 14.4 HCM 6th LOS B

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 16

Lanes, Volumes, Timings 2022-BD-AM-TOWN-PARK-ALT-DWY 1: NY 9A & NY 100B 04/19/2018

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 177 6 267 294 5 332 Future Volume (vph) 177 6 267 294 5 332 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -8% 0% -1% Storage Length (ft) 0 0 205 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.996 0.850 Flt Protected 0.954 0.999 Satd. Flow (prot) 1759 0 1667 1491 0 1608 Flt Permitted 0.954 0.996 Satd. Flow (perm) 1759 0 1667 1491 0 1603 Right Turn on Red Yes Yes Satd. Flow (RTOR) 3 Link Speed (mph) 30 45 45 Link Distance (ft) 425 762 1511 Travel Time (s) 9.7 11.5 22.9 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles (%) 5% 20% 14% 7% 33% 17% Bus Blockages (#/hr) 330333 Adj. Flow (vph) 190 6 287 316 5 357 Shared Lane Traffic (%) Lane Group Flow (vph) 196 0 287 316 0 362 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.97 0.95 1.00 1.02 0.99 1.01 Turning Speed (mph) 15 9 9 15 Number of Detectors 2 0010 Detector Template Left Leading Detector (ft) 83 0 0 20 0 Trailing Detector (ft) -5 0000 Detector 1 Position(ft) -5 0000 Detector 1 Size(ft) 40 6 20 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 2.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 Detector 2 Size(ft) 40 Detector 2 Type Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 1 Lanes, Volumes, Timings 2022-BD-AM-TOWN-PARK-ALT-DWY 1: NY 9A & NY 100B 04/19/2018

Lane Group WBL WBR NBT NBR SBL SBT Turn Type Prot NA pm+ov Perm NA Protected Phases 4 6 4 2 Permitted Phases 6 2 Detector Phase 4 6422 Switch Phase Minimum Initial (s) 5.0 18.0 5.0 18.0 18.0 Minimum Split (s) 10.0 25.0 10.0 25.0 25.0 Total Split (s) 30.0 40.0 30.0 40.0 40.0 Total Split (%) 42.9% 57.1% 42.9% 57.1% 57.1% Maximum Green (s) 25.0 33.0 25.0 33.0 33.0 Yellow Time (s) 4.0 5.0 4.0 5.0 5.0 All-Red Time (s) 1.0 2.0 1.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 7.0 5.0 7.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 2.0 3.0 2.0 3.0 3.0 Recall Mode None Max None Max Max v/c Ratio 0.57 0.29 0.21 0.38 Control Delay 26.9 7.4 0.3 8.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 26.9 7.4 0.3 8.3 Queue Length 50th (ft) 58 40 0 53 Queue Length 95th (ft) 111 95 0 126 Internal Link Dist (ft) 345 682 1431 Turn Bay Length (ft) 205 Base Capacity (vph) 790 986 1491 948 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.25 0.29 0.21 0.38 Intersection Summary Area Type: Other Cycle Length: 70 Actuated Cycle Length: 56 Natural Cycle: 40 Control Type: Semi Act-Uncoord

Splits and Phases: 1: NY 9A & NY 100B

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 2 HCM 6th Signalized Intersection Summary 2022-BD-AM-TOWN-PARK-ALT-DWY 1: NY 9A & NY 100B 04/19/2018

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 177 6 267 294 5 332 Future Volume (veh/h) 177 6 267 294 5 332 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 0.99 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 2215 2215 1693 1796 1684 1684 Adj Flow Rate, veh/h 190 6 287 316 5 357 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 0 14 7 17 17 Cap, veh/h 250 8 1059 941 72 1046 Arrive On Green 0.15 0.15 0.63 0.63 0.63 0.63 Sat Flow, veh/h 1697 54 1693 1504 5 1673 Grp Volume(v), veh/h 197 0 287 316 362 0 Grp Sat Flow(s),veh/h/ln 1760 0 1693 1504 1678 0 Q Serve(g_s), s 5.7 0.0 4.0 5.3 0.0 0.0 Cycle Q Clear(g_c), s 5.7 0.0 4.0 5.3 5.4 0.0 Prop In Lane 0.96 0.03 1.00 0.01 Lane Grp Cap(c), veh/h 259 0 1059 941 1119 0 V/C Ratio(X) 0.76 0.00 0.27 0.34 0.32 0.00 Avail Cap(c_a), veh/h 834 0 1059 941 1119 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 21.6 0.0 4.5 4.7 4.7 0.0 Incr Delay (d2), s/veh 1.7 0.0 0.6 1.0 0.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 0.8 1.0 1.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.4 0.0 5.1 5.7 5.5 0.0 LnGrp LOS C AAAAA Approach Vol, veh/h 197 603 362 Approach Delay, s/veh 23.4 5.4 5.5 Approach LOS C A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 40.0 12.8 40.0 Change Period (Y+Rc), s 7.0 5.0 7.0 Max Green Setting (Gmax), s 33.0 25.0 33.0 Max Q Clear Time (g_c+I1), s 0.0 7.7 0.0 Green Ext Time (p_c), s 0.0 0.6 0.0 Intersection Summary HCM 6th Ctrl Delay 8.5 HCM 6th LOS A Notes User approved volume balancing among the lanes for turning movement.

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 3 Lanes, Volumes, Timings 2022-BD-AM-TOWN-PARK-ALT-DWY 2: NY 100B & WORTHINGTON ROAD 04/19/2018

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 6 383 210 49 119 12 Future Volume (vph) 6 383 210 49 119 12 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 10 10 Grade (%) -3% -2% -2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.975 0.988 Flt Protected 0.999 0.956 Satd. Flow (prot) 0 1871 1789 0 1361 0 Flt Permitted 0.999 0.956 Satd. Flow (perm) 0 1871 1789 0 1361 0 Link Speed (mph) 30 30 30 Link Distance (ft) 1339 261 768 Travel Time (s) 30.4 5.9 17.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 0% 3% 4% 7% 25% 1% Bus Blockages (#/hr) 000030 Adj. Flow (vph) 7 426 233 54 132 13 Shared Lane Traffic (%) Lane Group Flow (vph) 0 433 287 0 145 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 10 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.10 1.08 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 4 HCM 6th TWSC 2022-BD-AM-TOWN-PARK-ALT-DWY 2: NY 100B & WORTHINGTON ROAD 04/19/2018

Intersection Int Delay, s/veh 3.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 6 383 210 49 119 12 Future Vol, veh/h 6 383 210 49 119 12 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - -3 -2 - -2 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 3 4 7 25 1 Mvmt Flow 7 426 233 54 132 13

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 287 0 - 0 700 260 Stage 1 - - - - 260 - Stage 2 - - - - 440 - Critical Hdwy 4.1 - - - 6.25 6.01 Critical Hdwy Stg 1 - - - - 5.25 - Critical Hdwy Stg 2 - - - - 5.25 - Follow-up Hdwy 2.2 - - - 3.725 3.309 Pot Cap-1 Maneuver 1287 - - - 403 792 Stage 1 - - - - 754 - Stage 2 - - - - 633 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1287 - - - 400 792 Mov Cap-2 Maneuver - - - - 400 - Stage 1 - - - - 749 - Stage 2 - - - - 633 -

Approach EB WB SB HCM Control Delay, s 0.1 0 18.1 HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1287 - - - 419 HCM Lane V/C Ratio 0.005 - - - 0.347 HCM Control Delay (s) 7.8 0 - - 18.1 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0 - - - 1.5

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 5 Lanes, Volumes, Timings 2022-BD-AM-TOWN-PARK-ALT-DWY 4: WESTCHESTER VIEW LANE/SITE DRIVEWAY B & NY 100B 04/19/2018

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 500 1 4 255 3 3 0 15 6 0 1 Future Volume (vph) 1 500 1 4 255 3 3 0 15 6 0 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 13 12 13 12 12 12 Grade (%) 2% -3% 2% 0% 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 0.999 0.885 0.983 Flt Protected 0.999 0.993 0.958 Satd. Flow (prot) 0 1826 0 0 1801 0 0 1653 0 0 1754 0 Flt Permitted 0.999 0.993 0.958 Satd. Flow (perm) 0 1826 0 0 1801 0 0 1653 0 0 1754 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 261 1324 969 367 Travel Time (s) 5.9 30.1 22.0 8.3 Peak Hour Factor 0.92 0.90 0.90 0.90 0.90 0.92 0.90 0.92 0.90 0.92 0.92 0.92 Heavy Vehicles (%) 2% 3% 0% 0% 7% 2% 0% 2% 0% 2% 2% 2% Adj. Flow (vph) 1 556 1 4 283 3 3 0 17 7 0 1 Shared Lane Traffic (%) Lane Group Flow (vph) 0 558 0 0 290 0 0 20 0080 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) 0000 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.01 1.01 0.98 0.98 0.98 0.97 1.01 0.97 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 6 HCM 6th TWSC 2022-BD-AM-TOWN-PARK-ALT-DWY 4: WESTCHESTER VIEW LANE/SITE DRIVEWAY B & NY 100B 04/19/2018

Intersection Int Delay, s/veh 0.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 500 1 4 255 3 3 0 15 6 0 1 Future Vol, veh/h 1 500 1 4 255 3 3 0 15 6 0 1 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 2 - - -3 - - 2 - - 0 - Peak Hour Factor 92 90 90 90 90 92 90 92 90 92 92 92 Heavy Vehicles, % 2 30072020222 Mvmt Flow 1 556 1 4 283 3 3 0 17 7 0 1

Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 286 0 0 557 0 0 852 853 557 860 852 285 Stage 1 ------559559-293293- Stage 2 ------293294-567559- Critical Hdwy 4.12 - - 4.1 - - 7.5 6.92 6.4 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.55.92 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.55.92 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.2 - - 3.5 4.018 3.3 3.518 4.018 3.318 Pot Cap-1 Maneuver 1276 - - 1024 - - 256 270 517 276 297 754 Stage 1 ------486480-715670- Stage 2 ------696648-508511- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1276 - - 1024 - - 254 268 517 266 295 754 Mov Cap-2 Maneuver ------254268-266295- Stage 1 ------486480-714667- Stage 2 ------692645-491510-

Approach EB WB NB SB HCM Control Delay, s 0 0.1 13.6 17.6 HCM LOS B C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 441 1276 - - 1024 - - 293 HCM Lane V/C Ratio 0.045 0.001 - - 0.004 - - 0.026 HCM Control Delay (s) 13.6 7.8 0 - 8.5 0 - 17.6 HCM Lane LOS B A A - A A - C HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 7 Lanes, Volumes, Timings 2022-BD-AM-TOWN-PARK-ALT-DWY 5: DRIVEWAY/SITE DRIVEWAY C & NY 100B 04/19/2018

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 517 3 11 257 72061303 Future Volume (vph) 1 517 3 11 257 72061303 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 10 12 12 12 12 12 12 12 12 Grade (%) 1% -1% -4% 0% Storage Length (ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 85 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 0.999 0.996 0.895 0.976 Flt Protected 0.950 0.989 0.960 Satd. Flow (prot) 0 1812 0 1673 1758 0 0 1715 0 0 1745 0 Flt Permitted 0.950 0.989 0.960 Satd. Flow (perm) 0 1812 0 1673 1758 0 0 1715 0 0 1745 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1324 1026 273 375 Travel Time (s) 30.1 23.3 6.2 8.5 Peak Hour Factor 0.92 0.90 0.90 0.90 0.90 0.92 0.90 0.92 0.90 0.92 0.92 0.92 Heavy Vehicles (%) 2% 3% 0% 0% 7% 2% 0% 2% 0% 2% 2% 2% Bus Blockages (#/hr) 030330003000 Adj. Flow (vph) 1 574 3 12 286 82071403 Shared Lane Traffic (%) Lane Group Flow (vph) 0 578 0 12 294 00900170 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) 10 10 0 0 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.02 1.01 1.10 1.01 0.99 0.97 0.97 0.97 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 8 HCM 6th TWSC 2022-BD-AM-TOWN-PARK-ALT-DWY 5: DRIVEWAY/SITE DRIVEWAY C & NY 100B 04/19/2018

Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 517 3 11 257 72061303 Future Vol, veh/h 1 517 3 11 257 72061303 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - 120 ------Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 1 - - -1 - - -4 - - 0 - Peak Hour Factor 92 90 90 90 90 92 90 92 90 92 92 92 Heavy Vehicles, % 2 30072020222 Mvmt Flow 1 574 3 12 286 82071403

Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 294 0 0 577 0 0 894 896 576 895 893 290 Stage 1 ------578578-314314- Stage 2 ------316318-581579- Critical Hdwy 4.12 - - 4.1 - - 6.3 5.72 5.8 7.12 6.52 6.22 Critical Hdwy Stg 1 ------5.34.72 - 6.12 5.52 - Critical Hdwy Stg 2 ------5.34.72 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.2 - - 3.5 4.018 3.3 3.518 4.018 3.318 Pot Cap-1 Maneuver 1268 - - 1006 - - 322 341 555 261 281 749 Stage 1 ------574570-697656- Stage 2 ------750701-499501- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1268 - - 1006 - - 317 337 555 255 277 749 Mov Cap-2 Maneuver ------317337-255277- Stage 1 ------573569-696648- Stage 2 ------738693-493500-

Approach EB WB NB SB HCM Control Delay, s 0 0.3 12.9 18.2 HCM LOS B C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 467 1268 - - 1006 - - 291 HCM Lane V/C Ratio 0.019 0.001 - - 0.012 - - 0.06 HCM Control Delay (s) 12.9 7.8 0 - 8.6 - - 18.2 HCM Lane LOS B A A - A - - C HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.2

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 9 Lanes, Volumes, Timings 2022-BD-AM-TOWN-PARK-ALT-DWY 6: SPRAIN BROOK PARKWAY SB ON RAMP/TOWN PARK DRIVEWAY & NY 100B 04/19/2018

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 432 103 351 274 15 000412 Future Volume (vph) 1 432 103 351 274 15 000412 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 11 11 11 12 12 12 12 12 12 Grade (%) -6% -1% 4% -4% Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.974 0.996 0.966 Flt Protected 0.973 0.970 Satd. Flow (prot) 0 1855 0 0 3281 000001816 0 Flt Permitted 0.973 0.970 Satd. Flow (perm) 0 1855 0 0 3281 000001816 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 176 127 370 289 Travel Time (s) 4.0 2.9 8.4 6.6 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles (%) 100% 3% 1% 0% 8% 7% 0% 0% 0% 0% 0% 0% Adj. Flow (vph) 1 520 124 423 330 18 000512 Shared Lane Traffic (%) Lane Group Flow (vph) 0 645 0 0 771 0000080 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) 0000 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 0.96 1.04 1.04 1.04 1.03 1.03 1.03 0.97 0.97 0.97 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 10 HCM 6th TWSC 2022-BD-AM-TOWN-PARK-ALT-DWY 6: SPRAIN BROOK PARKWAY SB ON RAMP/TOWN PARK DRIVEWAY & NY 100B 04/19/2018

Intersection Int Delay, s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 432 103 351 274 15 000412 Future Vol, veh/h 1 432 103 351 274 15 000412 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Free Free Free Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------Veh in Median Storage, # - 0 - - 0 - - 16974 - - 0 - Grade, % - -6 - - -1 - - 4 - - -4 - Peak Hour Factor 83 83 83 83 83 83 83 83 83 83 83 83 Heavy Vehicles, % 100 31087000000 Mvmt Flow 1 520 124 423 330 18 000512

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 348 0 0 644 0 0 1769 1831 174 Stage 1 ------1185 1185 - Stage 2 ------584646- Critical Hdwy 5.6 - - 4.1 - - 5.8 5.7 6.5 Critical Hdwy Stg 1 ------54.7- Critical Hdwy Stg 2 ------4.64.7- Follow-up Hdwy 3.15 - - 2.2 - - 3.5 4 3.3 Pot Cap-1 Maneuver 772 - - 951 - - 125 116 862 Stage 1 ------334345- Stage 2 ------639543- Platoon blocked, % - - - - Mov Cap-1 Maneuver 772 - - 951 - - 56 0 862 Mov Cap-2 Maneuver ------560- Stage 1 ------1490- Stage 2 ------6390-

Approach EB WB SB HCM Control Delay, s 0 6.8 54.5 HCM LOS F

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 11 Lanes, Volumes, Timings 2022-BD-AM-TOWN-PARK-ALT-DWY 7: NY 100B & SPRAIN BROOK PARKWAY SB OFF RAMP 04/19/2018

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 436 543 0 181 97 Future Volume (vph) 0 436 543 0 181 97 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 14 14 Grade (%) -6% -1% -2% Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.953 Flt Protected 0.968 Satd. Flow (prot) 0 3490 3247 0 1876 0 Flt Permitted 0.968 Satd. Flow (perm) 0 3490 3247 0 1876 0 Link Speed (mph) 30 30 30 Link Distance (ft) 127 816 258 Travel Time (s) 2.9 18.5 5.9 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles (%) 0% 3% 8% 0% 1% 0% Adj. Flow (vph) 0 525 654 0 218 117 Shared Lane Traffic (%) Lane Group Flow (vph) 0 525 654 0 335 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 14 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.01 1.04 1.04 0.91 0.91 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 12 HCM 6th TWSC 2022-BD-AM-TOWN-PARK-ALT-DWY 7: NY 100B & SPRAIN BROOK PARKWAY SB OFF RAMP 04/19/2018

Intersection Int Delay, s/veh 12.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 436 543 0 181 97 Future Vol, veh/h 0 436 543 0 181 97 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - -6 -1 - -2 - Peak Hour Factor 83 83 83 83 83 83 Heavy Vehicles, % 0 38010 Mvmt Flow 0 525 654 0 218 117

Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 917 327 Stage 1 - - - - 654 - Stage 2 - - - - 263 - Critical Hdwy - - - - 6.42 6.7 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - - - 3.51 3.3 Pot Cap-1 Maneuver 0 - - 0 302 687 Stage 1 0 - - 0 518 - Stage 2 0 - - 0 783 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 302 687 Mov Cap-2 Maneuver - - - - 302 - Stage 1 - - - - 518 - Stage 2 - - - - 783 -

Approach EB WB SB HCM Control Delay, s 0 0 57.2 HCM LOS F

Minor Lane/Major Mvmt EBT WBT SBLn1 Capacity (veh/h) - - 375 HCM Lane V/C Ratio - - 0.893 HCM Control Delay (s) - - 57.2 HCM Lane LOS - - F HCM 95th %tile Q(veh) - - 9

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 13 Lanes, Volumes, Timings 2022-BD-AM-TOWN-PARK-ALT-DWY 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS 04/19/2018

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 234 383 481 195 466 62 Future Volume (vph) 234 383 481 195 466 62 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 14 14 Grade (%) 4% -7% 5% Storage Length (ft) 0 0 0 265 Storage Lanes 0 0 1 1 Taper Length (ft) 25 115 Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00 Frt 0.957 0.850 Flt Protected 0.981 0.950 Satd. Flow (prot) 0 3136 3224 0 1818 1585 Flt Permitted 0.561 0.950 Satd. Flow (perm) 0 1793 3224 0 1818 1585 Right Turn on Red Yes Yes Satd. Flow (RTOR) 78 71 Link Speed (mph) 30 30 30 Link Distance (ft) 816 455 439 Travel Time (s) 18.5 10.3 10.0 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles (%) 2% 9% 8% 3% 2% 6% Bus Blockages (#/hr) 033330 Adj. Flow (vph) 269 440 553 224 536 71 Shared Lane Traffic (%) Lane Group Flow (vph) 0 709 777 0 536 71 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 14 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.07 1.08 1.01 1.00 0.97 0.95 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 2 2 Detector Template Left Leading Detector (ft) 20 83 83 83 83 Trailing Detector (ft) 0 -5 -5 -5 -5 Detector 1 Position(ft) 0 -5 -5 -5 -5 Detector 1 Size(ft) 20 40 40 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 3.0 3.0 2.0 2.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 43 43 Detector 2 Size(ft) 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 14 Lanes, Volumes, Timings 2022-BD-AM-TOWN-PARK-ALT-DWY 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS 04/19/2018

Lane Group EBL EBT WBT WBR SBL SBR Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA NA Prot Perm Protected Phases 6 2 8 Permitted Phases 6 8 Detector Phase 6 6 2 8 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 5.0 Minimum Split (s) 16.0 16.0 16.0 11.0 11.0 Total Split (s) 50.0 50.0 50.0 50.0 50.0 Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% Maximum Green (s) 44.0 44.0 44.0 44.0 44.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 2.0 2.0 Recall Mode Min Min Min None None v/c Ratio 1.08dl 0.49 0.81 0.11 Control Delay 29.9 14.9 33.7 4.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 29.9 14.9 33.7 4.9 Queue Length 50th (ft) 150 115 258 0 Queue Length 95th (ft) #314 208 365 23 Internal Link Dist (ft) 736 375 359 Turn Bay Length (ft) 265 Base Capacity (vph) 1040 1903 1055 949 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.68 0.41 0.51 0.07 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 79.6 Natural Cycle: 60 Control Type: Actuated-Uncoordinated # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. dl Defacto Left Lane. Recode with 1 though lane as a left lane.

Splits and Phases: 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 15 HCM 6th Signalized Intersection Summary 2022-BD-AM-TOWN-PARK-ALT-DWY 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS 04/19/2018

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 234 383 481 195 466 62 Future Volume (veh/h) 234 383 481 195 466 62 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 0.99 0.99 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1672 1672 2055 2055 1792 1730 Adj Flow Rate, veh/h 269 440 553 224 536 71 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 998826 Cap, veh/h 322 738 1377 556 591 514 Arrive On Green 0.51 0.51 0.51 0.51 0.35 0.35 Sat Flow, veh/h 467 1522 2800 1090 1686 1466 Grp Volume(v), veh/h 269 440 400 377 536 71 Grp Sat Flow(s),veh/h/ln 467 1446 1952 1834 1686 1466 Q Serve(g_s), s 33.1 18.5 10.9 10.9 26.1 2.8 Cycle Q Clear(g_c), s 44.0 18.5 10.9 10.9 26.1 2.8 Prop In Lane 1.00 0.59 1.00 1.00 Lane Grp Cap(c), veh/h 322 738 997 936 591 514 V/C Ratio(X) 0.84 0.60 0.40 0.40 0.91 0.14 Avail Cap(c_a), veh/h 322 738 997 936 861 749 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.5 14.8 13.0 13.0 26.7 19.1 Incr Delay (d2), s/veh 17.2 1.3 0.3 0.3 7.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.2 5.9 4.5 4.3 11.2 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.6 16.2 13.3 13.3 34.4 19.2 LnGrp LOS D B B B C B Approach Vol, veh/h 709 777 607 Approach Delay, s/veh 27.3 13.3 32.6 Approach LOS C B C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 50.0 50.0 36.2 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 44.0 44.0 44.0 Max Q Clear Time (g_c+I1), s 12.9 46.0 28.1 Green Ext Time (p_c), s 5.0 0.0 2.1 Intersection Summary HCM 6th Ctrl Delay 23.6 HCM 6th LOS C

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 16 Lanes, Volumes, Timings 2022-BD-AM-TOWN-PARK-ALT-DWY 9: NY 100B & TOWN PARK DRIVEWAY 04/19/2018

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 1 535 275 1 1 0 Future Volume (vph) 1 535 275 1 1 0 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 Flt Protected 0.950 Satd. Flow (prot) 0 1863 1863 0 1770 0 Flt Permitted 0.950 Satd. Flow (perm) 0 1863 1863 0 1770 0 Link Speed (mph) 30 30 30 Link Distance (ft) 1026 151 256 Travel Time (s) 23.3 3.4 5.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1 582 299 1 1 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 583 300 0 1 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 10 10 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

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 17 HCM 6th TWSC 2022-BD-AM-TOWN-PARK-ALT-DWY 9: NY 100B & TOWN PARK DRIVEWAY 04/19/2018

Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 535 275 1 1 0 Future Vol, veh/h 1 535 275 1 1 0 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 1 582 299 1 1 0

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 300 0 - 0 884 300 Stage 1 - - - - 300 - Stage 2 - - - - 584 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1261 - - - 316 740 Stage 1 - - - - 752 - Stage 2 - - - - 557 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1261 - - - 316 740 Mov Cap-2 Maneuver - - - - 316 - Stage 1 - - - - 751 - Stage 2 - - - - 557 -

Approach EB WB SB HCM Control Delay, s 0 0 16.4 HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1261 - - - 316 HCM Lane V/C Ratio 0.001 - - - 0.003 HCM Control Delay (s) 7.9 0 - - 16.4 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0 - - - 0

PEAK WEEKDAY AM HOUR (7:30 - 8:30) Synchro 10 Report JMC 17099 Page 18 Lanes, Volumes, Timings 2022-BD-PM-TOWN-PARK-ALT-DWY 1: NY 9A & NY 100B 04/19/2018

Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 223 8 320 327 13 302 Future Volume (vph) 223 8 320 327 13 302 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) -8% 0% -1% Storage Length (ft) 0 0 205 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.995 0.850 Flt Protected 0.954 0.998 Satd. Flow (prot) 1801 0 1759 1564 0 1780 Flt Permitted 0.954 0.981 Satd. Flow (perm) 1801 0 1759 1564 0 1750 Right Turn on Red Yes Yes Satd. Flow (RTOR) 3 Link Speed (mph) 30 45 45 Link Distance (ft) 425 762 1511 Travel Time (s) 9.7 11.5 22.9 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 3% 0% 8% 2% 0% 6% Bus Blockages (#/hr) 330333 Adj. Flow (vph) 248 9 356 363 14 336 Shared Lane Traffic (%) Lane Group Flow (vph) 257 0 356 363 0 350 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.97 0.95 1.00 1.02 0.99 1.01 Turning Speed (mph) 15 9 9 15 Number of Detectors 2 0010 Detector Template Left Leading Detector (ft) 83 0 0 20 0 Trailing Detector (ft) -5 0000 Detector 1 Position(ft) -5 0000 Detector 1 Size(ft) 40 6 20 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 2.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 Detector 2 Size(ft) 40 Detector 2 Type Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 1 Lanes, Volumes, Timings 2022-BD-PM-TOWN-PARK-ALT-DWY 1: NY 9A & NY 100B 04/19/2018

Lane Group WBL WBR NBT NBR SBL SBT Turn Type Prot NA pm+ov Perm NA Protected Phases 4 6 4 2 Permitted Phases 6 2 Detector Phase 4 6422 Switch Phase Minimum Initial (s) 5.0 18.0 5.0 18.0 18.0 Minimum Split (s) 10.0 25.0 10.0 25.0 25.0 Total Split (s) 30.0 40.0 30.0 40.0 40.0 Total Split (%) 42.9% 57.1% 42.9% 57.1% 57.1% Maximum Green (s) 25.0 33.0 25.0 33.0 33.0 Yellow Time (s) 4.0 5.0 4.0 5.0 5.0 All-Red Time (s) 1.0 2.0 1.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 7.0 5.0 7.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 2.0 3.0 2.0 3.0 3.0 Recall Mode None Max None Max Max v/c Ratio 0.64 0.36 0.23 0.35 Control Delay 27.5 9.0 0.3 9.0 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 27.5 9.0 0.3 9.0 Queue Length 50th (ft) 80 57 0 56 Queue Length 95th (ft) 142 137 0 135 Internal Link Dist (ft) 345 682 1431 Turn Bay Length (ft) 205 Base Capacity (vph) 779 1002 1563 997 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.33 0.36 0.23 0.35 Intersection Summary Area Type: Other Cycle Length: 70 Actuated Cycle Length: 58.2 Natural Cycle: 40 Control Type: Semi Act-Uncoord

Splits and Phases: 1: NY 9A & NY 100B

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 2 HCM 6th Signalized Intersection Summary 2022-BD-PM-TOWN-PARK-ALT-DWY 1: NY 9A & NY 100B 04/19/2018

Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 223 8 320 327 13 302 Future Volume (veh/h) 223 8 320 327 13 302 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 0.99 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 2215 2215 1781 1870 1849 1849 Adj Flow Rate, veh/h 248 9 356 363 14 336 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 008266 Cap, veh/h 314 11 1064 935 82 1068 Arrive On Green 0.19 0.19 0.60 0.60 0.60 0.60 Sat Flow, veh/h 1691 61 1781 1566 24 1789 Grp Volume(v), veh/h 258 0 356 363 350 0 Grp Sat Flow(s),veh/h/ln 1759 0 1781 1566 1813 0 Q Serve(g_s), s 7.7 0.0 5.6 6.7 0.0 0.0 Cycle Q Clear(g_c), s 7.7 0.0 5.6 6.7 5.2 0.0 Prop In Lane 0.96 0.03 1.00 0.04 Lane Grp Cap(c), veh/h 327 0 1064 935 1150 0 V/C Ratio(X) 0.79 0.00 0.33 0.39 0.30 0.00 Avail Cap(c_a), veh/h 796 0 1064 935 1150 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 21.5 0.0 5.6 5.8 5.5 0.0 Incr Delay (d2), s/veh 1.6 0.0 0.8 1.2 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 0.0 1.4 1.5 1.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.1 0.0 6.5 7.1 6.2 0.0 LnGrp LOS C AAAAA Approach Vol, veh/h 258 719 350 Approach Delay, s/veh 23.1 6.8 6.2 Approach LOS C A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 40.0 15.3 40.0 Change Period (Y+Rc), s 7.0 5.0 7.0 Max Green Setting (Gmax), s 33.0 25.0 33.0 Max Q Clear Time (g_c+I1), s 0.0 9.7 0.0 Green Ext Time (p_c), s 0.0 0.7 0.0 Intersection Summary HCM 6th Ctrl Delay 9.8 HCM 6th LOS A Notes User approved volume balancing among the lanes for turning movement.

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 3 Lanes, Volumes, Timings 2022-BD-PM-TOWN-PARK-ALT-DWY 2: NY 100B & WORTHINGTON ROAD 04/19/2018

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 8 338 276 94 81 6 Future Volume (vph) 8 338 276 94 81 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 10 10 Grade (%) -3% -2% -2% Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.966 0.991 Flt Protected 0.999 0.956 Satd. Flow (prot) 0 1854 1804 0 1634 0 Flt Permitted 0.999 0.956 Satd. Flow (perm) 0 1854 1804 0 1634 0 Link Speed (mph) 30 30 30 Link Distance (ft) 1339 261 768 Travel Time (s) 30.4 5.9 17.5 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles (%) 0% 4% 3% 2% 2% 11% Bus Blockages (#/hr) 000030 Adj. Flow (vph) 9 389 317 108 93 7 Shared Lane Traffic (%) Lane Group Flow (vph) 0 398 425 0 100 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 10 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.98 0.98 0.99 0.99 1.10 1.08 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 4 HCM 6th TWSC 2022-BD-PM-TOWN-PARK-ALT-DWY 2: NY 100B & WORTHINGTON ROAD 04/19/2018

Intersection Int Delay, s/veh 1.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 8 338 276 94 81 6 Future Vol, veh/h 8 338 276 94 81 6 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - -3 -2 - -2 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 0 432211 Mvmt Flow 9 389 317 108 93 7

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 425 0 - 0 778 371 Stage 1 - - - - 371 - Stage 2 - - - - 407 - Critical Hdwy 4.1 - - - 6.02 6.11 Critical Hdwy Stg 1 - - - - 5.02 - Critical Hdwy Stg 2 - - - - 5.02 - Follow-up Hdwy 2.2 - - - 3.518 3.399 Pot Cap-1 Maneuver 1145 - - - 398 669 Stage 1 - - - - 727 - Stage 2 - - - - 703 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1145 - - - 394 669 Mov Cap-2 Maneuver - - - - 394 - Stage 1 - - - - 720 - Stage 2 - - - - 703 -

Approach EB WB SB HCM Control Delay, s 0.2 0 16.8 HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1145 - - - 405 HCM Lane V/C Ratio 0.008 - - - 0.247 HCM Control Delay (s) 8.2 0 - - 16.8 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0 - - - 1

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 5 Lanes, Volumes, Timings 2022-BD-PM-TOWN-PARK-ALT-DWY 4: WESTCHESTER VIEW LANE/SITE DRIVEWAY B & NY 100B 04/19/2018

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 415 3 14 370 6207501 Future Volume (vph) 1 415 3 14 370 6207501 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 13 12 13 12 12 12 Grade (%) 2% -3% 2% 0% 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 0.999 0.998 0.892 0.977 Flt Protected 0.998 0.990 0.960 Satd. Flow (prot) 0 1807 0 0 1867 0 0 1661 0 0 1747 0 Flt Permitted 0.998 0.990 0.960 Satd. Flow (perm) 0 1807 0 0 1867 0 0 1661 0 0 1747 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 261 1323 969 550 Travel Time (s) 5.9 30.1 22.0 12.5 Peak Hour Factor 0.92 0.87 0.87 0.87 0.87 0.92 0.87 0.92 0.87 0.92 0.92 0.92 Heavy Vehicles (%) 2% 4% 0% 0% 3% 2% 0% 2% 0% 2% 2% 2% Adj. Flow (vph) 1 477 3 16 425 7208501 Shared Lane Traffic (%) Lane Group Flow (vph) 0 481 0 0 448 0 0 10 0060 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) 0000 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.01 1.01 0.98 0.98 0.98 0.97 1.01 0.97 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 6 HCM 6th TWSC 2022-BD-PM-TOWN-PARK-ALT-DWY 4: WESTCHESTER VIEW LANE/SITE DRIVEWAY B & NY 100B 04/19/2018

Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 415 3 14 370 6207501 Future Vol, veh/h 1 415 3 14 370 6207501 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 2 - - -3 - - 2 - - 0 - Peak Hour Factor 92 87 87 87 87 92 87 92 87 92 92 92 Heavy Vehicles, % 2 40032020222 Mvmt Flow 1 477 3 16 425 7208501

Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 432 0 0 480 0 0 942 945 479 946 943 429 Stage 1 ------481481-461461- Stage 2 ------461464-485482- Critical Hdwy 4.12 - - 4.1 - - 7.5 6.92 6.4 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.55.92 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.55.92 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.2 - - 3.5 4.018 3.3 3.518 4.018 3.318 Pot Cap-1 Maneuver 1128 - - 1093 - - 221 236 575 241 263 626 Stage 1 ------540525-581565- Stage 2 ------555535-563553- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1128 - - 1093 - - 217 231 575 234 258 626 Mov Cap-2 Maneuver ------217231-234258- Stage 1 ------539524-580554- Stage 2 ------544525-555552-

Approach EB WB NB SB HCM Control Delay, s 0 0.3 13.8 19.1 HCM LOS B C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 421 1128 - - 1093 - - 261 HCM Lane V/C Ratio 0.025 0.001 - - 0.015 - - 0.025 HCM Control Delay (s) 13.8 8.2 0 - 8.3 0 - 19.1 HCM Lane LOS B A A - A A - C HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 7 Lanes, Volumes, Timings 2022-BD-PM-TOWN-PARK-ALT-DWY 5: DRIVEWAY/SITE DRIVEWAY C & NY 100B 04/19/2018

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 4 421 2 9 383 14 4 0 15 12 0 3 Future Volume (vph) 4 421 2 9 383 14 4 0 15 12 0 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 10 12 12 12 12 12 12 12 12 Grade (%) 1% -1% 4% 0% Storage Length (ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 85 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 0.999 0.995 0.896 0.975 Flt Protected 0.950 0.989 0.961 Satd. Flow (prot) 0 1817 0 1693 1845 0 0 1650 0 0 1745 0 Flt Permitted 0.950 0.989 0.961 Satd. Flow (perm) 0 1817 0 1693 1845 0 0 1650 0 0 1745 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1323 1028 272 528 Travel Time (s) 30.1 23.4 6.2 12.0 Peak Hour Factor 0.92 0.87 0.87 0.87 0.87 0.92 0.87 0.92 0.87 0.92 0.92 0.92 Heavy Vehicles (%) 2% 4% 0% 0% 3% 2% 0% 2% 0% 2% 2% 2% Adj. Flow (vph) 4 484 2 10 440 15 5 0 17 13 0 3 Shared Lane Traffic (%) Lane Group Flow (vph) 0 490 0 10 455 0 0 22 0 0 16 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) 10 10 0 0 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.01 1.01 1.09 0.99 0.99 1.03 1.03 1.03 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 8 HCM 6th TWSC 2022-BD-PM-TOWN-PARK-ALT-DWY 5: DRIVEWAY/SITE DRIVEWAY C & NY 100B 04/19/2018

Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 421 2 9 383 14 4 0 15 12 0 3 Future Vol, veh/h 4 421 2 9 383 14 4 0 15 12 0 3 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - 120 ------Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 1 - - -1 - - 4 - - 0 - Peak Hour Factor 92 87 87 87 87 92 87 92 87 92 92 92 Heavy Vehicles, % 2 40032020222 Mvmt Flow 4 484 2 10 440 15 5 0 17 13 0 3

Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 455 0 0 486 0 0 962 968 485 970 962 448 Stage 1 ------493493-468468- Stage 2 ------469475-502494- Critical Hdwy 4.12 - - 4.1 - - 7.9 7.32 6.6 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.96.32 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.96.32 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.2 - - 3.5 4.018 3.3 3.518 4.018 3.318 Pot Cap-1 Maneuver 1106 - - 1087 - - 192 205 555 233 256 611 Stage 1 ------503490-575561- Stage 2 ------521501-552546- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1106 - - 1087 - - 189 202 555 223 252 611 Mov Cap-2 Maneuver ------189202-223252- Stage 1 ------500488-572556- Stage 2 ------513496-532543-

Approach EB WB NB SB HCM Control Delay, s 0.1 0.2 14.7 20.1 HCM LOS B C

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 394 1106 - - 1087 - - 255 HCM Lane V/C Ratio 0.055 0.004 - - 0.01 - - 0.064 HCM Control Delay (s) 14.7 8.3 0 - 8.3 - - 20.1 HCM Lane LOS B A A - A - - C HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0.2

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 9 Lanes, Volumes, Timings 2022-BD-PM-TOWN-PARK-ALT-DWY 6: SPRAIN BROOK PARKWAY SB ON RAMP/TOWN PARK DRIVEWAY & NY 100B 04/19/2018

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 323 111 404 420 11 0 0 0 22 7 2 Future Volume (vph) 5 323 111 404 420 11 0 0 0 22 7 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 11 11 11 12 12 12 12 12 12 Grade (%) -6% -1% 4% -4% Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.966 0.998 0.992 Flt Protected 0.999 0.976 0.966 Satd. Flow (prot) 0 1835 0 0 3366 000001857 0 Flt Permitted 0.999 0.976 0.966 Satd. Flow (perm) 0 1835 0 0 3366 000001857 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 156 127 370 289 Travel Time (s) 3.5 2.9 8.4 6.6 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 0% 4% 0% 1% 2% 0% 0% 0% 0% 0% 0% 0% Adj. Flow (vph) 6 367 126 459 477 13 0 0 0 25 8 2 Shared Lane Traffic (%) Lane Group Flow (vph) 0 499 0 0 949 00000350 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) 0000 Link Offset(ft) 0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 0.96 0.96 0.96 1.04 1.04 1.04 1.03 1.03 1.03 0.97 0.97 0.97 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 10 HCM 6th TWSC 2022-BD-PM-TOWN-PARK-ALT-DWY 6: SPRAIN BROOK PARKWAY SB ON RAMP/TOWN PARK DRIVEWAY & NY 100B 04/19/2018

Intersection Int Delay, s/veh 7.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 323 111 404 420 11 0 0 0 22 7 2 Future Vol, veh/h 5 323 111 404 420 11 0 0 0 22 7 2 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Free Free Free Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------Veh in Median Storage, # - 0 - - 0 - - 16974 - - 0 - Grade, % - -6 - - -1 - - 4 - - -4 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 0 40120000000 Mvmt Flow 6 367 126 459 477 13 0 0 0 25 8 2

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 490 0 0 493 0 0 1844 1907 245 Stage 1 ------1402 1402 - Stage 2 ------442505- Critical Hdwy 4.1 - - 4.115 - - 5.8 5.7 6.5 Critical Hdwy Stg 1 ------54.7- Critical Hdwy Stg 2 ------4.64.7- Follow-up Hdwy 2.2 - - 2.2095 - - 3.5 4 3.3 Pot Cap-1 Maneuver 1084 - - 1075 - - 113 106 783 Stage 1 ------269285- Stage 2 ------719608- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1084 - - 1075 - - 46 0 783 Mov Cap-2 Maneuver ------460- Stage 1 ------1100- Stage 2 ------7190-

Approach EB WB SB HCM Control Delay, s 0.1 5.8 175.6 HCM LOS F

Minor Lane/Major Mvmt EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 1084 - - 1075 - - 50 HCM Lane V/C Ratio 0.005 - - 0.427 - - 0.705 HCM Control Delay (s) 8.3 0 - 10.8 1.1 - 175.6 HCM Lane LOS A A - B A - F HCM 95th %tile Q(veh) 0 - - 2.2 - - 2.8

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 11 Lanes, Volumes, Timings 2022-BD-PM-TOWN-PARK-ALT-DWY 7: NY 100B & SPRAIN BROOK PARKWAY SB OFF RAMP 04/19/2018

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0 345 720 0 180 115 Future Volume (vph) 0 345 720 0 180 115 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 14 14 Grade (%) -6% -1% -2% Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 Frt 0.947 Flt Protected 0.970 Satd. Flow (prot) 0 3456 3438 0 1880 0 Flt Permitted 0.970 Satd. Flow (perm) 0 3456 3438 0 1880 0 Link Speed (mph) 30 30 30 Link Distance (ft) 127 816 258 Travel Time (s) 2.9 18.5 5.9 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles (%) 0% 4% 2% 0% 0% 0% Adj. Flow (vph) 0 392 818 0 205 131 Shared Lane Traffic (%) Lane Group Flow (vph) 0 392 818 0 336 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 14 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.01 1.01 1.04 1.04 0.91 0.91 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 12 HCM 6th TWSC 2022-BD-PM-TOWN-PARK-ALT-DWY 7: NY 100B & SPRAIN BROOK PARKWAY SB OFF RAMP 04/19/2018

Intersection Int Delay, s/veh 17.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 345 720 0 180 115 Future Vol, veh/h 0 345 720 0 180 115 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - -6 -1 - -2 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 0 42000 Mvmt Flow 0 392 818 0 205 131

Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 1014 409 Stage 1 - - - - 818 - Stage 2 - - - - 196 - Critical Hdwy - - - - 6.4 6.7 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - - - 3.5 3.3 Pot Cap-1 Maneuver 0 - - 0 267 611 Stage 1 0 - - 0 437 - Stage 2 0 - - 0 842 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 267 611 Mov Cap-2 Maneuver - - - - 267 - Stage 1 - - - - 437 - Stage 2 - - - - 842 -

Approach EB WB SB HCM Control Delay, s 0 0 79.4 HCM LOS F

Minor Lane/Major Mvmt EBT WBT SBLn1 Capacity (veh/h) - - 342 HCM Lane V/C Ratio - - 0.98 HCM Control Delay (s) - - 79.4 HCM Lane LOS - - F HCM 95th %tile Q(veh) - - 10.8

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 13 Lanes, Volumes, Timings 2022-BD-PM-TOWN-PARK-ALT-DWY 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS 04/19/2018

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 197 328 621 263 372 99 Future Volume (vph) 197 328 621 263 372 99 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 14 14 Grade (%) 4% -7% 5% Storage Length (ft) 0 0 0 265 Storage Lanes 0 0 1 1 Taper Length (ft) 25 115 Lane Util. Factor 0.95 0.95 0.95 0.95 1.00 1.00 Frt 0.955 0.850 Flt Protected 0.982 0.950 Satd. Flow (prot) 0 3225 3338 0 1836 1680 Flt Permitted 0.550 0.950 Satd. Flow (perm) 0 1806 3338 0 1836 1680 Right Turn on Red Yes Yes Satd. Flow (RTOR) 84 105 Link Speed (mph) 30 30 30 Link Distance (ft) 816 455 439 Travel Time (s) 18.5 10.3 10.0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 1% 5% 3% 2% 1% 0% Bus Blockages (#/hr) 033330 Adj. Flow (vph) 210 349 661 280 396 105 Shared Lane Traffic (%) Lane Group Flow (vph) 0 559 941 0 396 105 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 14 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.07 1.08 1.01 1.00 0.97 0.95 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 2 2 Detector Template Left Leading Detector (ft) 20 83 83 83 83 Trailing Detector (ft) 0 -5 -5 -5 -5 Detector 1 Position(ft) 0 -5 -5 -5 -5 Detector 1 Size(ft) 20 40 40 40 40 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 3.0 3.0 2.0 2.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 43 43 43 43 Detector 2 Size(ft) 40 40 40 40 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 14 Lanes, Volumes, Timings 2022-BD-PM-TOWN-PARK-ALT-DWY 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS 04/19/2018

Lane Group EBL EBT WBT WBR SBL SBR Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA NA Prot Perm Protected Phases 6 2 8 Permitted Phases 6 8 Detector Phase 6 6 2 8 8 Switch Phase Minimum Initial (s) 10.0 10.0 10.0 5.0 5.0 Minimum Split (s) 16.0 16.0 16.0 11.0 11.0 Total Split (s) 50.0 50.0 50.0 50.0 50.0 Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% Maximum Green (s) 44.0 44.0 44.0 44.0 44.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 2.0 2.0 Recall Mode Min Min Min None None v/c Ratio 1.16dl 0.62 0.65 0.17 Control Delay 19.1 13.3 23.3 4.8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 19.1 13.3 23.3 4.8 Queue Length 50th (ft) 71 103 104 0 Queue Length 95th (ft) 163 212 262 32 Internal Link Dist (ft) 736 375 359 Turn Bay Length (ft) 265 Base Capacity (vph) 1447 2691 1471 1367 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.39 0.35 0.27 0.08 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 56.8 Natural Cycle: 45 Control Type: Actuated-Uncoordinated dl Defacto Left Lane. Recode with 1 though lane as a left lane.

Splits and Phases: 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 15 HCM 6th Signalized Intersection Summary 2022-BD-PM-TOWN-PARK-ALT-DWY 8: NY 100B & SPRAIN BROOK PARKWAY NB RAMPS 04/19/2018

Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 197 328 621 263 372 99 Future Volume (veh/h) 197 328 621 263 372 99 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 0.99 0.99 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1732 1732 2130 2130 1807 1823 Adj Flow Rate, veh/h 210 349 661 280 396 105 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 553310 Cap, veh/h 332 835 1536 651 466 423 Arrive On Green 0.56 0.56 0.56 0.56 0.27 0.27 Sat Flow, veh/h 413 1576 2859 1166 1701 1545 Grp Volume(v), veh/h 210 349 486 455 396 105 Grp Sat Flow(s),veh/h/ln 413 1497 2024 1895 1701 1545 Q Serve(g_s), s 25.5 9.6 10.0 10.0 15.7 3.8 Cycle Q Clear(g_c), s 35.5 9.6 10.0 10.0 15.7 3.8 Prop In Lane 1.00 0.62 1.00 1.00 Lane Grp Cap(c), veh/h 332 835 1129 1057 466 423 V/C Ratio(X) 0.63 0.42 0.43 0.43 0.85 0.25 Avail Cap(c_a), veh/h 364 923 1247 1168 1048 952 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.5 9.1 9.2 9.2 24.5 20.2 Incr Delay (d2), s/veh 3.1 0.3 0.3 0.3 1.7 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 2.8 3.8 3.6 6.2 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.6 9.4 9.4 9.5 26.2 20.3 LnGrp LOS C A A A C C Approach Vol, veh/h 559 941 501 Approach Delay, s/veh 14.4 9.4 25.0 Approach LOS B A C Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 45.8 45.8 25.5 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 44.0 44.0 44.0 Max Q Clear Time (g_c+I1), s 12.0 37.5 17.7 Green Ext Time (p_c), s 6.4 2.3 1.8 Intersection Summary HCM 6th Ctrl Delay 14.7 HCM 6th LOS B

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 16 Lanes, Volumes, Timings 2022-BD-PM-TOWN-PARK-ALT-DWY 9: NY 100B & TOWN PARK DRIVEWAY 04/19/2018

Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 23 425 394 28 14 12 Future Volume (vph) 23 425 394 28 14 12 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 0.937 Flt Protected 0.997 0.974 Satd. Flow (prot) 0 1857 1846 0 1700 0 Flt Permitted 0.997 0.974 Satd. Flow (perm) 0 1857 1846 0 1700 0 Link Speed (mph) 30 30 30 Link Distance (ft) 1028 171 249 Travel Time (s) 23.4 3.9 5.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 25 462 428 30 15 13 Shared Lane Traffic (%) Lane Group Flow (vph) 0 487 458 0 28 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 10 10 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

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 17 HCM 6th TWSC 2022-BD-PM-TOWN-PARK-ALT-DWY 9: NY 100B & TOWN PARK DRIVEWAY 04/19/2018

Intersection Int Delay, s/veh 0.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 23 425 394 28 14 12 Future Vol, veh/h 23 425 394 28 14 12 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 25 462 428 30 15 13

Major/Minor Major1 Major2 Minor2 Conflicting Flow All 458 0 - 0 955 443 Stage 1 - - - - 443 - Stage 2 - - - - 512 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1103 - - - 287 615 Stage 1 - - - - 647 - Stage 2 - - - - 602 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1103 - - - 278 615 Mov Cap-2 Maneuver - - - - 278 - Stage 1 - - - - 628 - Stage 2 - - - - 602 -

Approach EB WB SB HCM Control Delay, s 0.4 0 15.5 HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1103 - - - 372 HCM Lane V/C Ratio 0.023 - - - 0.076 HCM Control Delay (s) 8.3 0 - - 15.5 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0.1 - - - 0.2

PEAK WEEKDAY PM HOUR (4:00 - 5:00) Synchro 10 Report JMC 17099 Page 18