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HomeMy WebLinkAbout20240682 25 New St. Subdivision Traffic Impact StudyMJ 1588.03 Page \ i New Street Residential Development Traffic Impact Study April 23, 2024 MJ Project #1588.03 PREPARED FOR: Mr. Bill McNeary Logistics One 33 Cady Hill Boulevard Saratoga Springs, NY 12866 PREPARED BY: MJ 1588.03 Page \ ii TABLE OF CONTENTS INTRODUCTION ............................................................................................ 1 STUDY METHODOLOGY .................................................................................. 2 EXISTING CONDITIONS ................................................................................ 3 3.1 Roadway Geometry .................................................................................................... 3 3.2 Intersection Sight Distance .......................................................................................... 3 3.3 Existing Traffic Volumes .............................................................................................. 4 3.4 Vehicular Crash History ............................................................................................... 7 FUTURE CONDITIONS ................................................................................... 8 4.1 No-Build Conditions .................................................................................................... 8 4.2 Build Conditions ......................................................................................................... 8 CAPACITY ANALYSIS ..................................................................................... 9 5.1 2023 Existing Conditions ............................................................................................. 9 5.2 2045 No-Build Conditions ...........................................................................................10 5.3 2045 Build Conditions ................................................................................................11 CONCLUSIONS / RECOMMENDATIONS ........................................................ 12 6.1 Improvements Summary ............................................................................................12 6.2 Improvements Cost ...................................................................................................13 MJ 1588.03 Page \ iii APPENDICES Appendix A: Existing Traffic Data Appendix B: Traffic Volume Figures Appendix C: Synchro Results Appendix D: NYSDOT Crash Data MJ 1588.03 Page \ 1 INTRODUCTION M.J. Engineering and Land Surveying, P.C. (MJ) was contracted by Logistics One to conduct a traffic impact study (TIS) for the proposed New Street residential development in the City of Saratoga Springs, NY. The three intersections analyzed for the study were Ballston Avenue (NY Route 50) / New Street / West Fenlon Street, YMCA Driveway / New Street, and West Avenue / Congress Avenue. The purpose of this study is to determine the impacts of the proposed development on the adjacent intersections. Figure 1 – Overall Project Location Map MJ 1588.03 Page \ 2 STUDY METHODOLOGY The study objectives include: 1. Analyze the existing traffic conditions. 2. Provide a baseline traffic condition assessment for the study area intersections. 3. Analyze future No-Build and Build conditions. 4. Determine improvements required to mitigate impacts associated with the future Build conditions. Traffic models were developed utilizing the traffic analysis software Synchro 11© which is an industry standard traffic analysis package. The software analyzes traffic conditions at intersections to provide a measure of effectiveness in terms of Level of Service (LOS). Procedures for the analysis are in conformance with the most-recent version of the Transportation Research Board of the National Academies Highway Capacity Manual. Intersection LOS is defined in terms of delay per vehicle. The New York State Department of Transportation (NYSDOT) Highway Design Manual (HDM), Section 5.2.2.1, describes LOS as “a qualitative measure describing operational conditions within a traffic stream, based on service measures such as speed and travel time, freedom to maneuver, traffic interruptions, comfort, and convenience. Levels of service are given letter designations, from A to F, with LOS A representing the best operating condition and LOS F the worst.” Intersection design practice, as determined by the NYSDOT, strives to provide a minimum LOS D or better for each lane group in urban areas and a minimum LOS C in rural areas. Although LOS D is acceptable in urban environments, LOS C is the preferred minimum for overall approach LOS. Table 1 below provides the ranges of LOS for both signalized and unsignalized intersections. Unsignalized intersections are often referred to as either two-way stop control or all-way stop control intersections. Two-way stop control refers to three or four-way intersections where the minor approach(es) are controlled by a stop sign and the major approaches are free flow. Table 1 INTERSECTION LEVEL OF SERVICE RANGES Level of Service Unsignalized Intersection Delay (sec/veh) Signalized Intersection Delay (sec/veh) Description A £ 10 £ 10 Excellent B > 10 & £ 15 > 10 & £ 20 Very Good C > 15 & £ 25 > 20 & £ 35 Good D > 25 & £ 35 > 35 & £ 55 Acceptable E > 35 & £ 50 > 55 & £ 80 Poor F > 50 > 80 Failing MJ 1588.03 Page \ 3 EXISTING CONDITIONS Evaluation of the transportation impacts associated with potential development as identified in the study area, requires a thorough understanding of the existing transportation conditions including roadway geometry, traffic control, daily and peak hour traffic flow, existing land uses, and multimodal accommodations. Each of these elements are described in detail below. The transportation network within the study area is comprised of three main corridors, New Street, Ballston Avenue (NY Route 50), and West Avenue. These roadways provide direct access to residential and commercial land uses and serve as main travel corridors for commuters and local through traffic. 3.1 ROADWAY GEOMETRY Descriptions of the study area roadways and intersections are included below. Table 2 summarizes the functional classification, roadway cross-section, posted speed limit, and average annual daily traffic (AADT) volume for the study area roadways. The AADT data for Ballston Avenue and West Avenue included in Table 2 is from the NYSDOT Traffic Data Viewer. The AADT data for New Street was collected via ATR specifically for this project. 1. The Average Annual Daily Traffic (AADT) volumes were collected from ATR data from March 19th, 2024, to March 22nd, 2024. 2. The Average Annual Daily Traffic (AADT) volumes are based on the latest available data published by the New York State Department of Transportation (NYSDOT) at the time the study was performed. New Street New Street is classified as an urban local road providing east-west travel from Empire Avenue to Ballston Avenue (NY Route 50) in the City of Saratoga Springs. New Street is a two-lane roadway with one 11- foot to 12-foot-wide travel lane in each direction and paved shoulders ranging from 0-foot to 4-foot- wide. The posted speed limit on New Street is 30 mph. Along New Street there are sidewalks along both the north and south sides of the road. The sidewalks on the south side of New Street terminate approximately 75 feet west of Empire Avenue, while the sidewalks on the north side of New Street terminate at Empire Avenue. There is an existing midblock crossing 50 feet east of the YMCA Driveway / New Street intersection that accommodates pedestrians crossing New Street along the Railroad Run pedestrian path. Ballston Avenue (NY Route 50) Ballston Avenue (NY Route 50) is classified as a principal minor arterial providing north-south travel through the City of Saratoga Springs. In the study area, Ballston Avenue (NY Route 50) is a two-lane roadway with one 11-foot to 12-foot-wide travel lane in each direction and paved shoulders ranging from 2-foot to 6-foot-wide. The posted speed limit on Ballston Avenue (NY Route 50) in the study area is 30 mph. Table 2 ROADWAY CLASSIFICATION CHARACTERISTICS Location Urban Functional Class Cross-section Posted Speed AADT (Year) New Street Local 2, 11-12 ft lanes 30 mph 9,452 (2024) 1 Ballston Avenue (NY Route 50) Principal Arterial 2, 11-12 ft lanes 30 mph 11,592 (2017) 2 West Avenue Minor Arterial 2, 11-12 ft lanes 30 mph 7,359 (2016) 2 MJ 1588.03 Page \ 4 West Avenue West Avenue is classified as an urban minor collector providing north-south travel between NY Route 50 and Church Street (NY Route 9N) in the City of Saratoga Springs. West Avenue is a two-lane roadway with one 11-foot to 12-foot-wide travel lane in each direction and paved shoulders varying from 2-foot to 4-foot-wide. The posted speed limit on West Avenue is 30 mph. There are sidewalks on the east side of West Avenue as well as a striped crosswalk with pedestrian signals provided to cross Congress Avenue. Study Area Intersections Intersection 1 – Ballston Avenue (NY Route 50) / New Street / West Fenlon Street Ballston Avenue (NY Route 50) / New Street / West Fenlon Street intersection is a four-leg intersection operating under traffic signal control. The eastbound New Street approach provides a single lane for left, through, and right turning movements. The northbound Ballston Avenue (NY Route 50) approach provides a single lane for left, through and right turning movements. The Ballston Avenue (NY Route 50) southbound approach consists of three lanes, one right turn-lane, one lane for through movements, and one left-turn lane. The westbound West Fenlon Street approach provides a single lane for left, through and right turning movements. There are existing sidewalks on both the north and south sides of New Street approaching Ballston Avenue and along the west side of Ballston Avenue, north of the New Street intersection. Striped crosswalks exist across the southern Ballston Avenue and western New Street approaches; however, pedestrian buttons are only provided to cross Ballston Avenue (NY Route 50) and New Street. Intersection 2 – YMCA Driveway / New Street The YMCA Driveway / New Street intersection is a three-leg unsignalized intersection controlled by a stop sign along the northbound YMCA driveway approach. The northbound YMCA driveway approach consists of a single lane for left and right-turn movements. The eastbound New Street approach consists of a single lane for through and right-turn movements. The westbound New Street approach consists of a single lane for through and left-turn movements. There are existing sidewalks on all approaches to the intersection with a striped crosswalk provided along the eastern approach of the intersection connecting the Railroad Run multiuse path. There are pedestrian warning signs facing both eastbound and westbound traffic on New Street in advance of the crosswalk. Intersection 3 – West Avenue / Congress Avenue The West Avenue / Congress Avenue intersection is a three-leg unsignalized intersection controlled by a stop sign along the westbound Congress Avenue approach. The northbound West Avenue approach consists of a single lane for through and right-turn movements. The southbound West Avenue approach consists of a single lane for through and left-turn movements. The westbound Congress Avenue approach consists of a single lane for left and right-turn movements. There are existing sidewalks provided at the southeast and northeast corners of the intersection. There is a striped crosswalk provided along the westbound approach of the intersection with pedestrian signal accommodations. 3.2 INTERSECTION SIGHT DISTANCE A sight distance evaluation was completed at the New Street / Site Driveway intersection. Available intersection sight distance was measured from the perspective of a vehicle exiting the site driveway. It was also measured for a vehicle traveling eastbound along New Street looking straight ahead to turn left into the site driveway. The available intersection sight distance should provide drivers a sufficient view of the intersecting roadway to allow passenger cars to enter or exit the intersection without causing excessively slowing vehicles traveling at or near the operating speed on the intersection mainline. MJ 1588.03 Page \ 5 Stopping sight distance was also measured on New Street at the New Street / Site Driveway intersection, which is the length of the roadway ahead that is visible to the driver. The available stopping sight distance on a roadway should be of sufficient length to enable a vehicle traveling at or near the operating speed to stop before reaching a stationary object in its path. The diagram below illustrates these sight distance measurements. The sight distances measured in the field were compared to the guidelines presented in A Policy on Geometric Design of Highways and Streets, 2018 published by the American Association of State Highway Transportation Officials (AASHTO) and the current NYSDOT design guidance presented in the Highway Design Manual Chapter 5 (Appendix 5B) for a 30-mph design travel in the eastbound and westbound directions on New Street. The 85th percentile speed was measured to be 29 mph in the eastbound and westbound directions on New Street in the vicinity of the study intersection. The results of the sight distance analysis are summarized in Tables 3A and 3B. · DL = Sight distance looking left · DR = Sight distance looking right · DS = Sight distance looking straight Intersection sight distance is measured at 14.5 feet back from the travel way at an object height of 3.5 feet and an eye height of 3.5 feet for a vehicle. Stopping sight distance (SSD) measured for a 2-foot object located in the path of eastbound/westbound vehicles on New Street at an eye height of 3.5 feet. Table 3A SIGHT DISTANCE SUMMARY (feet) Location View Measured AASHTO Guideline Distance Left Turn Right Turn Site Driveway Looking Left 500 335 290 Looking Right 275 335 N/A MJ 1588.03 Page \ 6 Table 3B SIGHT DISTANCE SUMMARY (feet) Location Measured AASHTO Guideline Distance Left turn from New Street 510 245 SSDEB 335 200 The sight distance evaluation conducted at the study intersection indicates that the available intersection sight distance for left-turning vehicles looking right from the site driveway is insufficient. The limiting factor is the horizontal geometry of the New Street eastbound approach. The remaining available intersection and stopping sight distances exceed AAHSTO guidelines for the applicable operating speed. To address the available sight distance below recommended distances for looking right from the site driveway towards eastbound New Street vehicles, it is recommended to install a 36”x36” diamond shaped W2-2 intersection warning sign with a NYW5-16P DRIVEWAY supplemental plaque mounted below facing eastbound New Street immediately after the Railroad Run pedestrian crossing. This will provide vehicles travelling eastbound along New Street with advance warning of vehicles possibly entering from the site driveway. If the site driveway is dedicated to the City of Saratoga Springs as a City street, the DRIVEWAY supplemental plaque should not be installed. 3.3 EXISTING TRAFFIC VOLUMES Daily traffic volumes were collected on New Street for the period from Monday, March 19, 2024, through Friday, March 22, 2024, using automatic traffic recorders (ATRs). The traffic volume data is summarized in Table 4 and included in Appendix A. The AADT data for Ballston Avenue and West Avenue included in Table 4 is from the NYSDOT Traffic Data Viewer. 1. Average Annual Daily Traffic (AADT) volume expressed in vehicles per day. The peak hour traffic volume data is included in Appendix A. Based on the data; the AM peak hour varies between intersections. The Ballston Avenue (NY Route 50) / New Street / West Fenlon Street intersection AM peak hour occurred at 7:30 AM to 8:30 AM. The YMCA Driveway / New Street and West Avenue / Congress Avenue intersections AM peak hour occurred at 7:00 AM to 8:00 AM. The PM peak hour also varies between intersections. The Ballston Avenue (NY Route 50) / New Street / West Fenlon Street and West Avenue / Congress Avenue intersections PM peak hour occurred at 4:45 PM to 5:45 PM. The YMCA Driveway / New Street intersection PM peak hour occurred at 4:30 PM to 5:30 PM. As a conservative measure in the analysis, the volumes from each intersection’s actual peak hour were used, rather than using a consistent hour at all intersections. Table 4 EXISTING TRAFFIC VOLUME SUMMARY Location AADT1 Calculation Year Truck AADT1 Truck Percentage New Street 9,368 2024 230 2.5% Ballston Avenue (NY Route 50) 11,592 2017 935 8.1% West Avenue 7,359 2016 323 4.4% DRIVEWAY MJ 1588.03 Page \ 7 3.4 VEHICULAR CRASH HISTORY Crash data for the study area was obtained from NYSDOT from September 1, 2020, through August 31, 2023. Review of the data shows that during the three (3) year period, twenty-four (24) crashes occurred at a study intersection and one (1) crash occurred along Congress Avenue. Table 5 summarizes the crashes and shows that of the twenty-five (25) total crashes, there were zero (0) fatal crashes, three (3) injury crashes, twenty-two (22) property damage collisions, and zero (0) non-reportable incidents. Overall, the section of Congress Avenue / New Street between West and Ballston Avenues has an excellent safety record. Nearly all (96%) of the documented crashes occurred at or adjacent to the signalized intersections at West Avenue or Ballston Avenues. At these signalized intersections, there were no significant patterns of crashes that would rise to the level of requiring mitigation. Along New Street in the vicinity of the proposed driveway, no crashes were documented in the three-year period. Source: NYSDOT crash data dated September 1, 2020, through August 31, 2023 Note: Study intersection crashes are included in the segment totals INJ = Injury PDO = Property Damage Only NR = Non-Reportable, no injury and less than $1,000 in property damage A collision diagram, crash detail, and crash type summary is provided in Appendix D. Ballston Avenue (NY Route 50) / New Street / West Fenlon Of the twenty-five (25) total crashes for the study area, the data shows that sixteen (16) of those crashes occurred at this intersection. Of the sixteen (16) intersection crashes, the primary crash type with nine (9) of the sixteen (16) crashes (56%) was a rear-end collision. Rear-end collisions occurred along each approach of the intersection, four (4) along the eastbound New Street approach, two (2) along the northbound Ballston Avenue (NY Route 50) approach, two (2) along the southbound Ballston Avenue (NY Route 50) approach and one (1) along the westbound West Fenlon Street approach. The primary contributing factor for the rear-end collisions at this intersection was due to driver inattention and following too closely. YMCA Driveway / New Street Of the twenty-five (25) total crashes for the study area, the data shows that zero (0) crashes occurred at the intersection. West Avenue / Congress Avenue The data shows that of the twenty-five (25) total crashes, eight (8) crashes occurred at the intersection with West Avenue. Of the eight (8) crashes at the intersection, the primary crash type with five (5) of the eight (8) crashes (63%) was a rear-end collision. Rear-end collisions occurred along the northbound and westbound approaches of the intersection, with four (4) occurring along the westbound Congress Table 5 CRASH HISTORY SUMMARY Intersection / Roadway Segment Total Crashes Severity Fatal INJ PDO NR Ballston Avenue (NY Route 50) / New Street / West Fenlon Street 16 0 2 14 0 YMCA Driveway / New Street 0 0 0 0 0 West Avenue / Congress Avenue 8 0 1 7 0 Congress Avenue 1 0 0 1 0 Total 25 0 3 22 0 MJ 1588.03 Page \ 8 Avenue approach and one (1) occurring along the northbound West Avenue approach. The primary contributing factor for the rear-end collisions at this intersection was due to driver inattention and following too closely. FUTURE CONDITIONS The future conditions are based on a one-year build-out; therefore, the traffic analysis evaluates the conditions in the study area for the year 2025 to reflect the future conditions. 4.1 NO-BUILD CONDITIONS Traffic growth on roadways is a function of the anticipated land development, environmental activity, and changes in demographics. To estimate the future traffic volumes for the study area intersections, regression analyses were completed using traffic volume data published by the NYSDOT. A regression analysis of historical traffic volume data available through the NYSDOT showed that traffic volumes in the study area are increasing at a growth rate of 1.0% per year. This growth rate was applied to the 2024 Existing traffic volumes for 1 year to represent background growth up to the future 2025 evaluation year. The use of a 1.0% per year annual growth rate accommodates volume growth that may be associated with other development potential in the city and in the adjacent communities. The 2025 No-Build peak hour traffic volumes, which include the general background growth rate is provided in Appendix B in Figures 3 and 4, representing future traffic volumes in the study area without development. 4.2 BUILD CONDITIONS Build traffic volumes for the study area were determined by using the quantity of dwelling units proposed by the project developer to determine future generated trips. Site-generated traffic volumes associated with the residential build conditions are distributed over the study area roadways. Growth Scenario Traffic Volumes The project developer has proposed 36 single family attached housing units. To estimate the number of trips associated with the residential development, the Institute of Transportation Engineers’ (ITE) Trip Generation Manual, 11th Edition was utilized. The number of vehicle trips generated was based on the following ITE Land Use Code (LUC): • LUC 215 – Single-Family Attached Housing Table 6 summarizes the overall trip generation estimate for the full buildout. Note: The appropriate independent variable for the Land Use is number of proposed dwelling units. Table 6 FULL BUILDOUT OVERALL TRIP GENERATION Land Use Units AM Peak Hour PM Peak Hour Enter Exit Total Enter Exit Total 215 – Single-Family Attached Housing 36 4 13 17 12 9 21 Total New Trips 4 13 17 12 9 21 MJ 1588.03 Page \ 9 As shown in Table 6, the full buildout is expected to generate 17 new vehicle trips during the AM peak hour (4 entering and 13 exiting) and 21 new vehicle trips during the PM peak hour (12 entering and 9 exiting). Trip Distribution, Assignment, and Build Traffic Volumes The new trips generated by the proposed development will travel to and from other areas within the City of Saratoga Springs and regional destinations. New vehicle trips were distributed through the adjacent roadway network based on existing local travel patterns. Analysis of the local travel patterns showed that during the AM peak hour, 45% of the vehicles travelled to the west and 55% to the east, while during the PM peak hour 48% of the vehicles travelled to the west and 52% to the east. The Trip Assignment volumes were added to the 2025 No-Build traffic growth volumes to develop the 2025 Build traffic volumes. Figures 9 and 10 in Appendix B illustrate the future Build traffic volumes for the weekday AM and PM peak hours. CAPACITY ANALYSIS To assess the quality of traffic operations, intersection capacity analyses were conducted with respect to 2024 Existing, 2025 No-Build, and 2025 Build traffic volume conditions. Capacity analyses provide an indication of how well the roadway facilities serve the traffic demands placed upon them. Roadway operating conditions are classified by calculated Level of Service (LOS). This chapter addresses intersection operations at the three (3) study area intersection locations. LOS for an intersection is defined in terms of delay per vehicle and described as “a qualitative measure describing operational conditions within a traffic stream, based on service measures such as speed and travel time, freedom to maneuver, traffic interruptions, comfort, and convenience. Levels of service are given letter designations, from A to F, with LOS A representing the best operating condition and LOS F the worst.” by NYSDOT. Refer to Section 2 of this report for intersection Level of Service Range information. Generally, overall, LOS D or better conditions are representative of desirable operations. However, these operational conditions are not always attainable due to physical constraints limiting the potential to add capacity at an intersection through a roadway network. Governing agencies may also choose to accept a reduced LOS and increased vehicle delays during peak periods to minimize environmental impacts associated with larger intersections. Larger intersections (intersections with more approach lanes) also take longer for pedestrians to navigate, thereby increasing pedestrian exposure time to vehicle conflict and reducing safety. 5.1 2024 EXISTING CONDITIONS As shown in Table 7, the existing study intersections generally operate at LOS C or better. It is noted that one (1) study area intersection (Intersection 1) has a single approach that operates at LOS E in the PM Peak Hour. LOS conditions with below standard LOS E or F are highlighted in red. Table 7 OVERALL INTERSECTION LOS TABLE – 2024 EXISTING CONDITIONS Intersection / Movement AM Peak Hour PM Peak Hour 1 Ballston Avenue (NY Route 50) / New Street / West Fenlon Street (Signal) EB LT/TH/RT C (25.2) E (71.2) WB LT/TH/RT B (19.0) C (27.8) NB LT/TH/RT C (25.4) D (36.3) SB LT B (11.7) B (13.9) SB TH B (11.2) B (14.9) SB RT A (9.6) B (11.0) MJ 1588.03 Page \ 10 Note: AM/PM Peak Hour values: LOS (Delay in seconds) The following is noted regarding the intersection that has a single approach which operates with LOS E conditions and longer average vehicle delays under existing conditions: Intersection 1 – Ballston Avenue (NY Route 50) / New Street / West Fenlon Street is a four- leg signalized intersection. The eastbound New Street approach operates at LOS E during the PM peak hour. 5.2 2025 NO-BUILD CONDITIONS The future 2025 No-Build traffic volumes represent a 1.0% per year background growth rate. As shown in Table 8, the intersections noted below will operate with generally good levels of service under the No-Build conditions. LOS conditions with below standard LOS E or F are highlighted in red. Note: AM/PM Peak Hour values: LOS (Delay in seconds) Overall Intersection C (20.5) C (33.8) 2 YMCA Driveway / New Street (Two-Way Stop-Controlled) WB LT A (8.6) A (8.6) NB LT/RT B (13.0) C (17.7) 3 West Avenue / Congress Avenue (Signal) WB LT C (34.0) C (25.0) WB RT B (16.1) B (15.3) NB TH/RT B (12.7) B (16.1) SB LT A (2.5) A (5.0) SB TH A (1.8) A (4.5) Overall Intersection A (8.1) B (10.5) Table 8 OVERALL INTERSECTION LOS TABLE – 2025 NO-BUILD CONDITIONS Intersection / Movement AM Peak Hour PM Peak Hour 1 Ballston Avenue (NY Route 50) / New Street / West Fenlon Street (Signal) EB LT/TH/RT C (24.8) F (83.6) WB LT/TH/RT B (19.2) C (28.7) NB LT/TH/RT C (27.3) D (37.2) SB LT B (12.6) B (14.0) SB TH B (12.1) B (15.0) SB RT B (10.4) B (11.0) Overall Intersection C (21.2) C (36.7) 2 YMCA Driveway / New Street (Two-Way Stop-Controlled) WB LT A (8.6) A (8.6) NB LT/RT B (13.4) C (18.6) 3 West Avenue / Congress Avenue (Signal) WB LT C (34.5) C (24.4) WB RT B (16.1) B (15.4) NB TH/RT B (12.7) B (15.7) SB LT A (2.5) A (4.9) SB TH A (1.8) A (4.8) Overall Intersection A (8.2) B (10.5) MJ 1588.03 Page \ 11 The following is noted regarding the intersections that operate with a single approach at LOS E or F conditions and longer delays under the No-Build conditions where mitigation is identified: • Intersection 1 – Ballston Avenue (NY Route 50) / New Street / West Fenlon Street is a four-leg signalized intersection. The eastbound New Street approach operates at LOS F during the PM peak hour. 5.3 2025 BUILD CONDITIONS The existing volumes were grown to the year 2025 with additional traffic for other projects around the study area included to determine the 2025 No-Build volumes. The anticipated trips for the development areas were calculated and presented in Chapter 4. The 2025 Build volumes were derived from distributing the anticipated trips through the study area intersections and adding those volumes to the 2025 No-Build volumes for the study. The background growth rate used to project the volumes was 1.0%. Table 9 summarizes the results of the analysis of the 2025 Build and Build with improvement conditions. LOS conditions with below standard LOS E or F are highlighted in red. Notes: 1. AM/PM Peak Hour values: LOS (Delay in seconds) 2. * Mitigation Improvements 3. ** Denotes intersections with no recommended improvements The mitigation measures identified to accommodate the full buildout traffic volumes are summarized below. • Intersection 1 – Ballston Avenue (NY Route 50) / New Street / West Fenlon Street – Optimize signal timing and splits. Table 9 OVERALL INTERSECTION LOS TABLE – 2025 BUILD CONDITIONS Intersection / Movement 2025 Build 2025 Build w/ Imp AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour 1 Ballston Avenue (NY Route 50) / New Street / West Fenlon Street (Signal) * Signal Timing Improvements EB LT/TH/RT C (25.0) F (88.9) C (23.7) D (45.7) WB LT/TH/RT B (19.2) C (28.9) B (18.5) C (24.8) NB LT/TH/RT C (27.5) D (37.2) C (28.1) D (45.1) SB LT B (12.7) B (14.0) B (12.9) B (15.9) SB TH B (12.1) B (15.0) B (12.3) B (17.3) SB RT B (10.4) B (11.0) B (10.6) B (12.5) Overall Intersection C (21.3) D (38.1) C (21.1) C (30.9) 2 YMCA Driveway / New Street (Two-Way Stop-Controlled) ** WB LT A (8.6) A (8.6) A (8.6) A (8.6) NB LT/RT B (13.6) C (18.5) B (13.8) C (18.5) 3 West Avenue / Congress Avenue (Signal) ** WB LT C (34.5) C (24.4) C (34.5) C (24.4) WB RT B (16.1) B (15.4) B (16.1) B (15.4) NB TH/RT B (12.7) B (15.7) B (12.7) B (15.7) SB LT A (2.5) A (4.9) A (2.5) A (4.9) SB TH A (1.8) A (4.8) A (1.8) A (4.8) Overall Intersection A (8.2) B (10.5) A (8.2) B (10.5) 4 New Street / Site Driveway (Two-Way Stop-Controlled) ** EB LT A (7.9) A (8.5) A (7.9) A (8.5) SB LT/RT B (11.8) B (13.9) B (11.8) B (13.9) MJ 1588.03 Page \ 12 CONCLUSIONS / RECOMMENDATIONS M.J. Engineering and Land Surveying, P.C. conducted a TIS for the proposed New Street Residential Development in the City of Saratoga Springs. Residential development in the City of Saratoga Springs requires the analysis of these critical intersections to maintain acceptable levels of operation. New Street / Congress Avenue between West Avenue and Ballston Avenue has an excellent safety history. The low crash history is expected to continue based on the relatively low quantity of additional traffic generated by the proposed project’s thirty-six (36) residential housing units. The adjacent signalized intersections perform well during the AM and PM peak travel periods, except for the eastbound New Street approach to Ballston Avenue during the PM peak hour, which currently operates at LOS E and will progress to LOS F with the 2025 No-Build volumes. The eastbound New Street approach to Ballston Avenue continues at LOS F with the 2025 Build volumes. A small signal timing change is proposed to improve the LOS on the eastbound approach to an acceptable level and is explained in more detail below. Sight distance looking right (west) along New Street was measured to be 275 feet, which is 60 feet less than the 335 feet recommended in AASHTO. To address this condition, it is recommended to install a 36”x36” diamond shaped W2-2 intersection warning sign with a NYW5-16P DRIVEWAY supplemental plaque mounted below facing eastbound New Street immediately after the Railroad Run pedestrian crossing. The traffic generated by the proposed residential housing development will have a negligible effect on the existing traffic flow along New Street and adjacent intersections. It is recommended that site signing associated with the proposed development be placed a minimum of fifteen feet back from the travel way and that the landscaping plan consider sight lines to maintain visibility to/from the site driveway. 6.1 IMPROVEMENTS SUMMARY Upon analyzing the existing conditions of the three (3) study area intersections and projecting volumes into the Future 2025 Build scenarios, the following mitigation improvement is recommended to maintain acceptable future operating conditions. As summarized in the capacity analysis, the Build 2025 LOS are as follows: Intersection 1 – The eastbound New Street approach to the Ballston Avenue (NY Route 50) / New Street / West Fenlon Street signalized intersection shows failing operating conditions of LOS E/F during the PM peak hour. Only one alternative was analyzed to improve the LOS at this intersection with proposed improvements consisting of timing adjustments to the signal. If the recommended mitigation improvement is not implemented, substantial delays will continue to impact eastbound vehicles at the intersection. Since the City of Saratoga Springs owns, operates, and maintains the traffic signal, they should be requested to implement the recommended signal timing changes. Intersection 2 – YMCA Driveway / New Street operates at acceptable LOS for both the AM and PM peak hours for the future 2025 Build conditions. No mitigation improvements are recommended for this intersection. Intersection 3 – West Avenue / New Street operates at acceptable LOS for both the AM and PM peak hours for the future 2025 Build conditions. No mitigation improvements are recommended for this intersection. Site Driveway – Installation of a 36”x36” diamond shaped W2-2 intersection warning sign with a NYW5-16P DRIVEWAY supplemental plaque mounted below facing eastbound New Street immediately after the Railroad Run pedestrian crossing. If the site driveway is dedicated to the City of Saratoga Springs as a City street, the DRIVEWAY supplemental plaque should not be installed. MJ 1588.03 Page \ 13 6.2 IMPROVEMENTS COST The traffic signal timing mitigation measure identified for the 2025 Build conditions has no cost associated with its implementation. It is estimated the warning sign installation will cost approximately $500, including labor and materials. A Appendix A \ Existing Traffic Data Site Code: 1588.03 Start Date: 3/19/24 Serial Number 1 End Date: 3/22/24 Location 1: New Street Location 2: 150' East of YMCA Driveway 1 3/18/2024 3/18/2024 3/19/2024 3/20/2024 3/21/2024 3/22/2024 Weekday Average 3/23/2024 3/24/2024 Time West East West East West East West East West East West East West East West East 12:00 AM ****20 6 21 10 30 9 24 8 **** 1:00 ****3 2 7 5 13 1 8 3 **** 2:00 ****9 3 4 5 6 6 6 5 **** 3:00 ****8 13 5 7 7 12 7 11 **** 4:00 ****31 23 26 30 19 29 25 27 **** 5:00 ****79 94 85 89 82 58 82 80 **** 6:00 ****181 279 162 281 180 252 174 271 **** 7:00 ****352 429 318 435 320 354 330 406 **** 8:00 ****376 349 351 338 366 317 364 335 **** 9:00 ****290 284 334 302 306 315 310 300 **** 10:00 ****313 304 257 307 271 313 280 308 **** 11:00 ****268 278 286 336 39 21 198 212 **** 12:00 PM ****285 354 304 332 **294 343 **** 1:00 ****309 294 269 321 **289 308 **** 2:00 ****292 336 325 339 **308 338 **** 3:00 **110 102 370 369 363 367 **281 279 **** 4:00 **442 373 460 369 428 378 **443 373 **** 5:00 **524 341 455 265 490 364 **490 323 **** 6:00 **282 260 334 211 311 265 **309 245 **** 7:00 **188 216 184 184 180 222 **184 207 **** 8:00 **124 127 130 171 150 103 **135 134 **** 9:00 **69 67 91 91 78 71 **79 76 **** 10:00 **35 39 48 38 56 40 **46 39 **** 11:00 **46 25 36 25 42 34 **41 28 **** Total 0 0 1820 1550 4924 4771 4852 4981 1639 1687 4707 4659 0 0 0 0 Day 0 3370 9695 9833 3326 9366 0 0 AM Peak 8:00 7:00 8:00 7:00 8:00 7:00 8:00 7:00 Volume 376 429 351 435 366 354 364 406 PM Peak 5:00 4:00 4:00 3:00 5:00 4:00 5:00 4:00 Volume 524 373 460 369 490 378 490 373 Comb Total 0 3370 9695 9833 3326 9366 0 0 ADT ADT: 9,368 AADT: 9,368 24-Hour Volume Report Site Code: 1588.03 Start Date: 3/19/24 Serial Number 1 End Date: 3/22/24 Location 1: New Street Location 2: 150' East of YMCA Driveway 1 Direction: West 3/19/2024 0 - 15 MPH > 15 - 20 MPH > 20 - 25 MPH > 25 - 30 MPH > 30 - 35 MPH > 35 - 40 MPH > 40 - 45 MPH > 45 - 50 MPH > 50 - 55 MPH > 55 - 60 MPH > 60 - 65 MPH > 65 - 70 MPH > 70 MPHTime Total 12:00 AM *************0 1:00 *************0 2:00 *************0 3:00 *************0 4:00 *************0 5:00 *************0 6:00 *************0 7:00 *************0 8:00 *************0 9:00 *************0 10:00 *************0 11:00 *************0 12:00 PM *************0 1:00 *************0 2:00 *************0 3:00 6 9 46 42 6 0 1 0 0 0 0 0 0 110 4:00 12 28 102 223 71 6 0 0 0 0 0 0 0 442 5:00 15 43 179 227 58 2 0 0 0 0 0 0 0 524 6:00 1 5 67 145 62 2 0 0 0 0 0 0 0 282 7:00 0 4 50 99 31 4 0 0 0 0 0 0 0 188 8:00 0 1 27 65 30 1 0 0 0 0 0 0 0 124 9:00 0 1 10 42 16 0 0 0 0 0 0 0 0 69 10:00 0 0 3 21 11 0 0 0 0 0 0 0 0 35 11:00 0 0 7 30 5 4 0 0 0 0 0 0 0 46 Total 34 91 491 894 290 19 1 0 0 0 0 0 0 1820 Vehicle Speed Report Site Code: 1588.03 Start Date: 3/19/24 Serial Number 1 End Date: 3/22/24 Location 1: New Street Location 2: 150' East of YMCA Driveway 2 Direction: West 3/20/2024 0 - 15 MPH > 15 - 20 MPH > 20 - 25 MPH > 25 - 30 MPH > 30 - 35 MPH > 35 - 40 MPH > 40 - 45 MPH > 45 - 50 MPH > 50 - 55 MPH > 55 - 60 MPH > 60 - 65 MPH > 65 - 70 MPH > 70 MPHTime Total 12:00 AM 0 0 1 16 2 1 0 0 0 0 0 0 0 20 1:00 0 0 0 2 1 0 0 0 0 0 0 0 0 3 2:00 0 0 2 5 2 0 0 0 0 0 0 0 0 9 3:00 0 1 1 4 2 0 0 0 0 0 0 0 0 8 4:00 1 1 5 18 6 0 0 0 0 0 0 0 0 31 5:00 1 2 23 38 14 1 0 0 0 0 0 0 0 79 6:00 0 4 53 94 29 1 0 0 0 0 0 0 0 181 7:00 2 9 111 178 50 2 0 0 0 0 0 0 0 352 8:00 10 25 131 162 45 3 0 0 0 0 0 0 0 376 9:00 6 5 78 155 46 0 0 0 0 0 0 0 0 290 10:00 5 23 87 163 30 5 0 0 0 0 0 0 0 313 11:00 3 19 71 125 48 2 0 0 0 0 0 0 0 268 12:00 PM 14 18 97 125 31 0 0 0 0 0 0 0 0 285 1:00 0 12 85 151 57 4 0 0 0 0 0 0 0 309 2:00 6 2 100 144 37 3 0 0 0 0 0 0 0 292 3:00 9 34 122 165 36 3 1 0 0 0 0 0 0 370 4:00 19 45 142 217 37 0 0 0 0 0 0 0 0 460 5:00 23 65 196 150 20 1 0 0 0 0 0 0 0 455 6:00 0 1 105 177 50 1 0 0 0 0 0 0 0 334 7:00 1 5 64 79 32 2 1 0 0 0 0 0 0 184 8:00 0 2 37 63 26 2 0 0 0 0 0 0 0 130 9:00 1 0 14 63 11 1 1 0 0 0 0 0 0 91 10:00 1 0 4 31 12 0 0 0 0 0 0 0 0 48 11:00 0 0 2 21 12 1 0 0 0 0 0 0 0 36 Total 102 273 1531 2346 636 33 3 0 0 0 0 0 0 4924 Vehicle Speed Report Site Code: 1588.03 Start Date: 3/19/24 Serial Number 1 End Date: 3/22/24 Location 1: New Street Location 2: 150' East of YMCA Driveway 3 Direction: West 3/21/2024 0 - 15 MPH > 15 - 20 MPH > 20 - 25 MPH > 25 - 30 MPH > 30 - 35 MPH > 35 - 40 MPH > 40 - 45 MPH > 45 - 50 MPH > 50 - 55 MPH > 55 - 60 MPH > 60 - 65 MPH > 65 - 70 MPH > 70 MPHTime Total 12:00 AM 0 1 6 11 3 0 0 0 0 0 0 0 0 21 1:00 0 0 5 2 0 0 0 0 0 0 0 0 0 7 2:00 0 0 1 2 1 0 0 0 0 0 0 0 0 4 3:00 0 0 2 2 1 0 0 0 0 0 0 0 0 5 4:00 0 1 8 14 3 0 0 0 0 0 0 0 0 26 5:00 0 2 35 40 7 1 0 0 0 0 0 0 0 85 6:00 0 9 31 89 32 1 0 0 0 0 0 0 0 162 7:00 4 20 77 169 45 3 0 0 0 0 0 0 0 318 8:00 15 27 111 150 46 2 0 0 0 0 0 0 0 351 9:00 10 16 83 161 62 2 0 0 0 0 0 0 0 334 10:00 1 14 78 110 48 6 0 0 0 0 0 0 0 257 11:00 0 3 90 128 57 7 1 0 0 0 0 0 0 286 12:00 PM 3 13 72 162 52 2 0 0 0 0 0 0 0 304 1:00 2 5 66 148 45 3 0 0 0 0 0 0 0 269 2:00 3 14 79 161 63 5 0 0 0 0 0 0 0 325 3:00 6 14 110 172 61 0 0 0 0 0 0 0 0 363 4:00 31 26 173 157 41 0 0 0 0 0 0 0 0 428 5:00 5 41 146 237 59 2 0 0 0 0 0 0 0 490 6:00 0 6 62 180 56 6 1 0 0 0 0 0 0 311 7:00 0 3 28 101 46 2 0 0 0 0 0 0 0 180 8:00 0 6 38 73 25 7 1 0 0 0 0 0 0 150 9:00 1 1 12 41 19 4 0 0 0 0 0 0 0 78 10:00 0 0 7 35 12 2 0 0 0 0 0 0 0 56 11:00 0 0 2 22 13 5 0 0 0 0 0 0 0 42 Total 81 222 1322 2367 797 60 3 0 0 0 0 0 0 4852 Vehicle Speed Report Site Code: 1588.03 Start Date: 3/19/24 Serial Number 1 End Date: 3/22/24 Location 1: New Street Location 2: 150' East of YMCA Driveway 4 Direction: West 3/22/2024 0 - 15 MPH > 15 - 20 MPH > 20 - 25 MPH > 25 - 30 MPH > 30 - 35 MPH > 35 - 40 MPH > 40 - 45 MPH > 45 - 50 MPH > 50 - 55 MPH > 55 - 60 MPH > 60 - 65 MPH > 65 - 70 MPH > 70 MPHTime Total 12:00 AM 0 1 2 14 11 2 0 0 0 0 0 0 0 30 1:00 0 0 0 9 4 0 0 0 0 0 0 0 0 13 2:00 1 0 0 2 3 0 0 0 0 0 0 0 0 6 3:00 0 0 1 3 3 0 0 0 0 0 0 0 0 7 4:00 0 0 6 8 5 0 0 0 0 0 0 0 0 19 5:00 1 0 17 50 12 2 0 0 0 0 0 0 0 82 6:00 0 4 45 87 40 4 0 0 0 0 0 0 0 180 7:00 3 11 58 175 66 6 1 0 0 0 0 0 0 320 8:00 1 18 129 154 63 1 0 0 0 0 0 0 0 366 9:00 7 5 96 149 46 3 0 0 0 0 0 0 0 306 10:00 2 5 94 116 49 5 0 0 0 0 0 0 0 271 11:00 0 0 17 14 8 0 0 0 0 0 0 0 0 39 12:00 PM *************0 1:00 *************0 2:00 *************0 3:00 *************0 4:00 *************0 5:00 *************0 6:00 *************0 7:00 *************0 8:00 *************0 9:00 *************0 10:00 *************0 11:00 *************0 Total 15 44 465 781 310 23 1 0 0 0 0 0 0 1639 Grand Total 232 630 3809 6388 2033 135 8 0 0 0 0 0 0 13235 Stats Percentile 15th 50th 85th 95th Speed 21 26 29 31 Mean Speed (Average)26.6 10 MPH Pace Speed 21-30 Number in Pace 10166 Percent in Pace 77.0% Number > 45 MPH 0 Percent > 45 MPH 0.0% Vehicle Speed Report Site Code: 1588.03 Start Date: 3/19/24 Serial Number 1 End Date: 3/22/24 Location 1: New Street Location 2: 150' East of YMCA Driveway 5 Direction: East 3/19/2024 0 - 15 MPH > 15 - 20 MPH > 20 - 25 MPH > 25 - 30 MPH > 30 - 35 MPH > 35 - 40 MPH > 40 - 45 MPH > 45 - 50 MPH > 50 - 55 MPH > 55 - 60 MPH > 60 - 65 MPH > 65 - 70 MPH > 70 MPHTime Total 12:00 AM *************0 1:00 *************0 2:00 *************0 3:00 *************0 4:00 *************0 5:00 *************0 6:00 *************0 7:00 *************0 8:00 *************0 9:00 *************0 10:00 *************0 11:00 *************0 12:00 PM *************0 1:00 *************0 2:00 *************0 3:00 3 10 34 38 17 0 0 0 0 0 0 0 0 102 4:00 11 24 90 167 72 9 0 0 0 0 0 0 0 373 5:00 28 19 74 150 66 4 0 0 0 0 0 0 0 341 6:00 0 6 70 120 59 5 0 0 0 0 0 0 0 260 7:00 0 2 66 88 54 5 1 0 0 0 0 0 0 216 8:00 1 2 29 59 30 6 0 0 0 0 0 0 0 127 9:00 1 5 20 28 12 1 0 0 0 0 0 0 0 67 10:00 0 0 6 21 12 0 0 0 0 0 0 0 0 39 11:00 0 0 1 13 10 1 0 0 0 0 0 0 0 25 Total 44 68 390 684 332 31 1 0 0 0 0 0 0 1550 Vehicle Speed Report Site Code: 1588.03 Start Date: 3/19/24 Serial Number 1 End Date: 3/22/24 Location 1: New Street Location 2: 150' East of YMCA Driveway 6 Direction: East 3/20/2024 0 - 15 MPH > 15 - 20 MPH > 20 - 25 MPH > 25 - 30 MPH > 30 - 35 MPH > 35 - 40 MPH > 40 - 45 MPH > 45 - 50 MPH > 50 - 55 MPH > 55 - 60 MPH > 60 - 65 MPH > 65 - 70 MPH > 70 MPHTime Total 12:00 AM 0 1 1 3 1 0 0 0 0 0 0 0 0 6 1:00 0 0 1 0 1 0 0 0 0 0 0 0 0 2 2:00 0 0 0 1 2 0 0 0 0 0 0 0 0 3 3:00 0 0 1 4 7 1 0 0 0 0 0 0 0 13 4:00 0 0 1 10 10 2 0 0 0 0 0 0 0 23 5:00 0 0 7 40 32 11 4 0 0 0 0 0 0 94 6:00 1 6 64 140 61 7 0 0 0 0 0 0 0 279 7:00 17 34 102 183 90 2 1 0 0 0 0 0 0 429 8:00 5 19 83 175 61 6 0 0 0 0 0 0 0 349 9:00 3 8 77 119 67 9 1 0 0 0 0 0 0 284 10:00 4 13 75 150 55 7 0 0 0 0 0 0 0 304 11:00 0 9 101 110 49 8 1 0 0 0 0 0 0 278 12:00 PM 15 29 110 151 46 2 1 0 0 0 0 0 0 354 1:00 3 6 79 147 56 3 0 0 0 0 0 0 0 294 2:00 26 22 89 140 51 8 0 0 0 0 0 0 0 336 3:00 17 51 96 144 52 9 0 0 0 0 0 0 0 369 4:00 22 55 111 138 41 2 0 0 0 0 0 0 0 369 5:00 153 41 28 27 12 4 0 0 0 0 0 0 0 265 6:00 0 3 61 101 43 3 0 0 0 0 0 0 0 211 7:00 0 3 60 78 34 9 0 0 0 0 0 0 0 184 8:00 0 1 49 81 36 4 0 0 0 0 0 0 0 171 9:00 0 3 34 32 22 0 0 0 0 0 0 0 0 91 10:00 0 0 6 23 8 0 1 0 0 0 0 0 0 38 11:00 0 0 2 14 7 2 0 0 0 0 0 0 0 25 Total 266 304 1238 2011 844 99 9 0 0 0 0 0 0 4771 Vehicle Speed Report Site Code: 1588.03 Start Date: 3/19/24 Serial Number 1 End Date: 3/22/24 Location 1: New Street Location 2: 150' East of YMCA Driveway 7 Direction: East 3/21/2024 0 - 15 MPH > 15 - 20 MPH > 20 - 25 MPH > 25 - 30 MPH > 30 - 35 MPH > 35 - 40 MPH > 40 - 45 MPH > 45 - 50 MPH > 50 - 55 MPH > 55 - 60 MPH > 60 - 65 MPH > 65 - 70 MPH > 70 MPHTime Total 12:00 AM 0 2 2 3 1 2 0 0 0 0 0 0 0 10 1:00 0 0 1 2 2 0 0 0 0 0 0 0 0 5 2:00 0 0 1 3 0 1 0 0 0 0 0 0 0 5 3:00 0 0 1 1 4 1 0 0 0 0 0 0 0 7 4:00 0 0 3 15 10 2 0 0 0 0 0 0 0 30 5:00 0 0 13 38 34 3 1 0 0 0 0 0 0 89 6:00 0 4 55 142 73 6 1 0 0 0 0 0 0 281 7:00 32 55 100 160 79 8 1 0 0 0 0 0 0 435 8:00 15 26 74 147 70 5 1 0 0 0 0 0 0 338 9:00 0 4 58 155 74 11 0 0 0 0 0 0 0 302 10:00 3 10 75 150 55 14 0 0 0 0 0 0 0 307 11:00 11 45 107 118 49 6 0 0 0 0 0 0 0 336 12:00 PM 9 14 113 136 56 4 0 0 0 0 0 0 0 332 1:00 3 15 82 142 69 9 1 0 0 0 0 0 0 321 2:00 15 22 88 155 56 3 0 0 0 0 0 0 0 339 3:00 18 16 66 178 78 11 0 0 0 0 0 0 0 367 4:00 70 61 84 122 37 4 0 0 0 0 0 0 0 378 5:00 16 24 106 152 62 4 0 0 0 0 0 0 0 364 6:00 0 9 63 124 59 9 1 0 0 0 0 0 0 265 7:00 0 11 55 102 46 8 0 0 0 0 0 0 0 222 8:00 0 1 16 52 33 1 0 0 0 0 0 0 0 103 9:00 0 0 12 33 22 4 0 0 0 0 0 0 0 71 10:00 0 1 4 15 18 2 0 0 0 0 0 0 0 40 11:00 0 0 2 11 20 1 0 0 0 0 0 0 0 34 Total 192 320 1181 2156 1007 119 6 0 0 0 0 0 0 4981 Vehicle Speed Report Site Code: 1588.03 Start Date: 3/19/24 Serial Number 1 End Date: 3/22/24 Location 1: New Street Location 2: 150' East of YMCA Driveway 8 Direction: East 3/22/2024 0 - 15 MPH > 15 - 20 MPH > 20 - 25 MPH > 25 - 30 MPH > 30 - 35 MPH > 35 - 40 MPH > 40 - 45 MPH > 45 - 50 MPH > 50 - 55 MPH > 55 - 60 MPH > 60 - 65 MPH > 65 - 70 MPH > 70 MPHTime Total 12:00 AM 0 1 0 4 3 1 0 0 0 0 0 0 0 9 1:00 0 0 0 1 0 0 0 0 0 0 0 0 0 1 2:00 0 0 0 5 1 0 0 0 0 0 0 0 0 6 3:00 0 0 1 2 5 3 1 0 0 0 0 0 0 12 4:00 0 0 0 9 18 1 1 0 0 0 0 0 0 29 5:00 0 0 4 23 19 12 0 0 0 0 0 0 0 58 6:00 0 0 38 133 70 9 1 0 0 0 0 1 0 252 7:00 2 15 81 154 92 9 1 0 0 0 0 0 0 354 8:00 5 14 70 151 74 3 0 0 0 0 0 0 0 317 9:00 0 5 73 161 68 7 1 0 0 0 0 0 0 315 10:00 0 13 85 154 54 7 0 0 0 0 0 0 0 313 11:00 0 0 6 8 7 0 0 0 0 0 0 0 0 21 12:00 PM *************0 1:00 *************0 2:00 *************0 3:00 *************0 4:00 *************0 5:00 *************0 6:00 *************0 7:00 *************0 8:00 *************0 9:00 *************0 10:00 *************0 11:00 *************0 Total 7 48 358 805 411 52 5 0 0 0 0 1 0 1687 Grand Total 509 740 3167 5656 2594 301 21 0 0 0 0 1 0 12989 Stats Percentile 15th 50th 85th 95th Speed 21 26 30 33 Mean Speed (Average)26.7 10 MPH Pace Speed 21-30 Number in Pace 8809 Percent in Pace 68.0% Number > 45 MPH 1 Percent > 45 MPH 0.0% Vehicle Speed Report Site Code: 1588.03 Start Date: 3/19/24 Serial Number 1 End Date: 3/22/24 Location 1: New Street Location 2: 150' East of YMCA Driveway 9 Direction: Combined 3/19/2024 0 - 15 MPH > 15 - 20 MPH > 20 - 25 MPH > 25 - 30 MPH > 30 - 35 MPH > 35 - 40 MPH > 40 - 45 MPH > 45 - 50 MPH > 50 - 55 MPH > 55 - 60 MPH > 60 - 65 MPH > 65 - 70 MPH > 70 MPHTime Total 12:00 AM *************0 1:00 *************0 2:00 *************0 3:00 *************0 4:00 *************0 5:00 *************0 6:00 *************0 7:00 *************0 8:00 *************0 9:00 *************0 10:00 *************0 11:00 *************0 12:00 PM *************0 1:00 *************0 2:00 *************0 3:00 9 19 80 80 23 0 1 0 0 0 0 0 0 212 4:00 23 52 192 390 143 15 0 0 0 0 0 0 0 815 5:00 43 62 253 377 124 6 0 0 0 0 0 0 0 865 6:00 1 11 137 265 121 7 0 0 0 0 0 0 0 542 7:00 0 6 116 187 85 9 1 0 0 0 0 0 0 404 8:00 1 3 56 124 60 7 0 0 0 0 0 0 0 251 9:00 1 6 30 70 28 1 0 0 0 0 0 0 0 136 10:00 0 0 9 42 23 0 0 0 0 0 0 0 0 74 11:00 0 0 8 43 15 5 0 0 0 0 0 0 0 71 Total 78 159 881 1578 622 50 2 0 0 0 0 0 0 3370 Vehicle Speed Report Site Code: 1588.03 Start Date: 3/19/24 Serial Number 1 End Date: 3/22/24 Location 1: New Street Location 2: 150' East of YMCA Driveway 10 Direction: Combined 3/20/2024 0 - 15 MPH > 15 - 20 MPH > 20 - 25 MPH > 25 - 30 MPH > 30 - 35 MPH > 35 - 40 MPH > 40 - 45 MPH > 45 - 50 MPH > 50 - 55 MPH > 55 - 60 MPH > 60 - 65 MPH > 65 - 70 MPH > 70 MPHTime Total 12:00 AM 0 1 2 19 3 1 0 0 0 0 0 0 0 26 1:00 0 0 1 2 2 0 0 0 0 0 0 0 0 5 2:00 0 0 2 6 4 0 0 0 0 0 0 0 0 12 3:00 0 1 2 8 9 1 0 0 0 0 0 0 0 21 4:00 1 1 6 28 16 2 0 0 0 0 0 0 0 54 5:00 1 2 30 78 46 12 4 0 0 0 0 0 0 173 6:00 1 10 117 234 90 8 0 0 0 0 0 0 0 460 7:00 19 43 213 361 140 4 1 0 0 0 0 0 0 781 8:00 15 44 214 337 106 9 0 0 0 0 0 0 0 725 9:00 9 13 155 274 113 9 1 0 0 0 0 0 0 574 10:00 9 36 162 313 85 12 0 0 0 0 0 0 0 617 11:00 3 28 172 235 97 10 1 0 0 0 0 0 0 546 12:00 PM 29 47 207 276 77 2 1 0 0 0 0 0 0 639 1:00 3 18 164 298 113 7 0 0 0 0 0 0 0 603 2:00 32 24 189 284 88 11 0 0 0 0 0 0 0 628 3:00 26 85 218 309 88 12 1 0 0 0 0 0 0 739 4:00 41 100 253 355 78 2 0 0 0 0 0 0 0 829 5:00 176 106 224 177 32 5 0 0 0 0 0 0 0 720 6:00 0 4 166 278 93 4 0 0 0 0 0 0 0 545 7:00 1 8 124 157 66 11 1 0 0 0 0 0 0 368 8:00 0 3 86 144 62 6 0 0 0 0 0 0 0 301 9:00 1 3 48 95 33 1 1 0 0 0 0 0 0 182 10:00 1 0 10 54 20 0 1 0 0 0 0 0 0 86 11:00 0 0 4 35 19 3 0 0 0 0 0 0 0 61 Total 368 577 2769 4357 1480 132 12 0 0 0 0 0 0 9695 Vehicle Speed Report Site Code: 1588.03 Start Date: 3/19/24 Serial Number 1 End Date: 3/22/24 Location 1: New Street Location 2: 150' East of YMCA Driveway 11 Direction: Combined 3/21/2024 0 - 15 MPH > 15 - 20 MPH > 20 - 25 MPH > 25 - 30 MPH > 30 - 35 MPH > 35 - 40 MPH > 40 - 45 MPH > 45 - 50 MPH > 50 - 55 MPH > 55 - 60 MPH > 60 - 65 MPH > 65 - 70 MPH > 70 MPHTime Total 12:00 AM 0 3 8 14 4 2 0 0 0 0 0 0 0 31 1:00 0 0 6 4 2 0 0 0 0 0 0 0 0 12 2:00 0 0 2 5 1 1 0 0 0 0 0 0 0 9 3:00 0 0 3 3 5 1 0 0 0 0 0 0 0 12 4:00 0 1 11 29 13 2 0 0 0 0 0 0 0 56 5:00 0 2 48 78 41 4 1 0 0 0 0 0 0 174 6:00 0 13 86 231 105 7 1 0 0 0 0 0 0 443 7:00 36 75 177 329 124 11 1 0 0 0 0 0 0 753 8:00 30 53 185 297 116 7 1 0 0 0 0 0 0 689 9:00 10 20 141 316 136 13 0 0 0 0 0 0 0 636 10:00 4 24 153 260 103 20 0 0 0 0 0 0 0 564 11:00 11 48 197 246 106 13 1 0 0 0 0 0 0 622 12:00 PM 12 27 185 298 108 6 0 0 0 0 0 0 0 636 1:00 5 20 148 290 114 12 1 0 0 0 0 0 0 590 2:00 18 36 167 316 119 8 0 0 0 0 0 0 0 664 3:00 24 30 176 350 139 11 0 0 0 0 0 0 0 730 4:00 101 87 257 279 78 4 0 0 0 0 0 0 0 806 5:00 21 65 252 389 121 6 0 0 0 0 0 0 0 854 6:00 0 15 125 304 115 15 2 0 0 0 0 0 0 576 7:00 0 14 83 203 92 10 0 0 0 0 0 0 0 402 8:00 0 7 54 125 58 8 1 0 0 0 0 0 0 253 9:00 1 1 24 74 41 8 0 0 0 0 0 0 0 149 10:00 0 1 11 50 30 4 0 0 0 0 0 0 0 96 11:00 0 0 4 33 33 6 0 0 0 0 0 0 0 76 Total 273 542 2503 4523 1804 179 9 0 0 0 0 0 0 9833 Vehicle Speed Report Site Code: 1588.03 Start Date: 3/19/24 Serial Number 1 End Date: 3/22/24 Location 1: New Street Location 2: 150' East of YMCA Driveway 12 Direction: Combined 3/22/2024 0 - 15 MPH > 15 - 20 MPH > 20 - 25 MPH > 25 - 30 MPH > 30 - 35 MPH > 35 - 40 MPH > 40 - 45 MPH > 45 - 50 MPH > 50 - 55 MPH > 55 - 60 MPH > 60 - 65 MPH > 65 - 70 MPH > 70 MPHTime Total 12:00 AM 0 2 2 18 14 3 0 0 0 0 0 0 0 39 1:00 0 0 0 10 4 0 0 0 0 0 0 0 0 14 2:00 1 0 0 7 4 0 0 0 0 0 0 0 0 12 3:00 0 0 2 5 8 3 1 0 0 0 0 0 0 19 4:00 0 0 6 17 23 1 1 0 0 0 0 0 0 48 5:00 1 0 21 73 31 14 0 0 0 0 0 0 0 140 6:00 0 4 83 220 110 13 1 0 0 0 0 1 0 432 7:00 5 26 139 329 158 15 2 0 0 0 0 0 0 674 8:00 6 32 199 305 137 4 0 0 0 0 0 0 0 683 9:00 7 10 169 310 114 10 1 0 0 0 0 0 0 621 10:00 2 18 179 270 103 12 0 0 0 0 0 0 0 584 11:00 0 0 23 22 15 0 0 0 0 0 0 0 0 60 12:00 PM *************0 1:00 *************0 2:00 *************0 3:00 *************0 4:00 *************0 5:00 *************0 6:00 *************0 7:00 *************0 8:00 *************0 9:00 *************0 10:00 *************0 11:00 *************0 Total 22 92 823 1586 721 75 6 0 0 0 0 1 0 3326 Grand Total 741 1370 6976 12044 4627 436 29 0 0 0 0 1 0 26224 Stats Percentile 15th 50th 85th 95th Speed 21 26 29 32 Mean Speed (Average)26.7 10 MPH Pace Speed 21-30 Number in Pace 18975 Percent in Pace 73.0% Number > 45 MPH 1 Percent > 45 MPH 0.0% Vehicle Speed Report Site Code: 1588.03 Start Date: 3/19/24 Serial Number 1 End Date: 3/22/24 Location 1: New Street Location 2: 150' East of YMCA Driveway 1 Direction: West 3/19/2024 0 - 72 in. > 72 - 120 in. > 120 - 180 in. > 180 - 240 in. > 240 - 300 in. > 300 - 360 in. > 360 - 480 in. > 480 - 600 in. > 600 - 720 in. > 720 - 840 in. > 840 - 960 in. > 960 - 1000 in. > 1000 in.Time Total 12:00 AM *************0 1:00 *************0 2:00 *************0 3:00 *************0 4:00 *************0 5:00 *************0 6:00 *************0 7:00 *************0 8:00 *************0 9:00 *************0 10:00 *************0 11:00 *************0 12:00 PM *************0 1:00 *************0 2:00 *************0 3:00 2 4 5 73 20 1 5 0 0 0 0 0 0 110 4:00 12 9 34 287 83 7 7 3 0 0 0 0 0 442 5:00 8 27 45 330 78 26 5 4 1 0 0 0 0 524 6:00 2 5 22 210 37 3 3 0 0 0 0 0 0 282 7:00 1 2 10 150 21 2 1 0 1 0 0 0 0 188 8:00 1 0 14 91 18 0 0 0 0 0 0 0 0 124 9:00 0 0 8 55 6 0 0 0 0 0 0 0 0 69 10:00 0 0 2 28 4 0 1 0 0 0 0 0 0 35 11:00 0 1 5 39 1 0 0 0 0 0 0 0 0 46 Total 26 48 145 1263 268 39 22 7 2 0 0 0 0 1820 Vehicle Length Report Site Code: 1588.03 Start Date: 3/19/24 Serial Number 1 End Date: 3/22/24 Location 1: New Street Location 2: 150' East of YMCA Driveway 2 Direction: West 3/20/2024 0 - 72 in. > 72 - 120 in. > 120 - 180 in. > 180 - 240 in. > 240 - 300 in. > 300 - 360 in. > 360 - 480 in. > 480 - 600 in. > 600 - 720 in. > 720 - 840 in. > 840 - 960 in. > 960 - 1000 in. > 1000 in.Time Total 12:00 AM 0 0 2 16 2 0 0 0 0 0 0 0 0 20 1:00 0 0 0 3 0 0 0 0 0 0 0 0 0 3 2:00 1 0 0 7 0 0 1 0 0 0 0 0 0 9 3:00 0 0 1 6 0 1 0 0 0 0 0 0 0 8 4:00 1 0 2 24 3 1 0 0 0 0 0 0 0 31 5:00 1 0 3 60 14 1 0 0 0 0 0 0 0 79 6:00 5 0 8 123 34 5 6 0 0 0 0 0 0 181 7:00 7 6 31 240 48 8 9 3 0 0 0 0 0 352 8:00 7 7 35 226 69 15 12 4 0 0 0 0 1 376 9:00 5 6 20 190 53 9 5 1 1 0 0 0 0 290 10:00 4 8 20 218 43 10 6 4 0 0 0 0 0 313 11:00 2 8 22 179 39 10 6 1 0 0 1 0 0 268 12:00 PM 5 8 27 183 44 10 4 1 3 0 0 0 0 285 1:00 3 8 28 205 48 12 4 1 0 0 0 0 0 309 2:00 6 6 36 192 38 7 6 1 0 0 0 0 0 292 3:00 2 6 38 253 49 7 8 3 1 1 0 1 1 370 4:00 8 16 54 268 81 20 9 2 2 0 0 0 0 460 5:00 9 24 59 260 64 18 15 6 0 0 0 0 0 455 6:00 1 3 12 272 37 5 4 0 0 0 0 0 0 334 7:00 1 5 17 135 24 1 1 0 0 0 0 0 0 184 8:00 0 0 10 104 14 1 1 0 0 0 0 0 0 130 9:00 1 1 7 76 5 1 0 0 0 0 0 0 0 91 10:00 0 0 6 36 5 0 0 0 0 1 0 0 0 48 11:00 0 0 1 31 4 0 0 0 0 0 0 0 0 36 Total 69 112 439 3307 718 142 97 27 7 2 1 1 2 4924 Vehicle Length Report Site Code: 1588.03 Start Date: 3/19/24 Serial Number 1 End Date: 3/22/24 Location 1: New Street Location 2: 150' East of YMCA Driveway 3 Direction: West 3/21/2024 0 - 72 in. > 72 - 120 in. > 120 - 180 in. > 180 - 240 in. > 240 - 300 in. > 300 - 360 in. > 360 - 480 in. > 480 - 600 in. > 600 - 720 in. > 720 - 840 in. > 840 - 960 in. > 960 - 1000 in. > 1000 in.Time Total 12:00 AM 0 0 2 17 1 0 1 0 0 0 0 0 0 21 1:00 0 0 0 4 1 0 1 1 0 0 0 0 0 7 2:00 0 0 2 2 0 0 0 0 0 0 0 0 0 4 3:00 0 0 0 5 0 0 0 0 0 0 0 0 0 5 4:00 1 0 2 22 1 0 0 0 0 0 0 0 0 26 5:00 2 2 3 59 14 2 3 0 0 0 0 0 0 85 6:00 3 1 15 112 27 0 3 0 1 0 0 0 0 162 7:00 4 11 29 218 42 7 7 0 0 0 0 0 0 318 8:00 8 9 32 221 58 10 10 2 0 0 0 0 1 351 9:00 7 9 31 193 68 16 9 1 0 0 0 0 0 334 10:00 5 6 19 179 31 7 7 2 0 0 1 0 0 257 11:00 7 8 27 193 43 4 2 2 0 0 0 0 0 286 12:00 PM 1 3 30 216 39 8 5 0 0 2 0 0 0 304 1:00 0 2 25 185 47 9 0 1 0 0 0 0 0 269 2:00 3 13 29 212 58 7 1 2 0 0 0 0 0 325 3:00 4 5 34 250 54 12 2 1 0 1 0 0 0 363 4:00 9 11 42 269 79 6 6 4 2 0 0 0 0 428 5:00 7 7 53 336 72 11 3 1 0 0 0 0 0 490 6:00 2 5 16 236 47 4 1 0 0 0 0 0 0 311 7:00 1 1 8 142 25 2 1 0 0 0 0 0 0 180 8:00 0 1 6 121 20 2 0 0 0 0 0 0 0 150 9:00 0 1 6 66 4 1 0 0 0 0 0 0 0 78 10:00 0 1 5 49 1 0 0 0 0 0 0 0 0 56 11:00 0 1 1 33 5 1 0 1 0 0 0 0 0 42 Total 64 97 417 3340 737 109 62 18 3 3 1 0 1 4852 Vehicle Length Report Site Code: 1588.03 Start Date: 3/19/24 Serial Number 1 End Date: 3/22/24 Location 1: New Street Location 2: 150' East of YMCA Driveway 4 Direction: West 3/22/2024 0 - 72 in. > 72 - 120 in. > 120 - 180 in. > 180 - 240 in. > 240 - 300 in. > 300 - 360 in. > 360 - 480 in. > 480 - 600 in. > 600 - 720 in. > 720 - 840 in. > 840 - 960 in. > 960 - 1000 in. > 1000 in.Time Total 12:00 AM 0 0 4 21 5 0 0 0 0 0 0 0 0 30 1:00 0 0 1 9 2 0 0 1 0 0 0 0 0 13 2:00 0 0 2 3 0 1 0 0 0 0 0 0 0 6 3:00 0 0 0 5 1 0 1 0 0 0 0 0 0 7 4:00 1 1 1 15 1 0 0 0 0 0 0 0 0 19 5:00 0 0 4 64 12 2 0 0 0 0 0 0 0 82 6:00 7 5 11 113 31 7 4 2 0 0 0 0 0 180 7:00 6 7 18 219 51 10 9 0 0 0 0 0 0 320 8:00 9 12 31 234 58 10 11 1 0 0 0 0 0 366 9:00 5 11 21 188 60 12 9 0 0 0 0 0 0 306 10:00 7 4 14 176 57 7 5 0 1 0 0 0 0 271 11:00 1 2 2 22 11 0 1 0 0 0 0 0 0 39 12:00 PM *************0 1:00 *************0 2:00 *************0 3:00 *************0 4:00 *************0 5:00 *************0 6:00 *************0 7:00 *************0 8:00 *************0 9:00 *************0 10:00 *************0 11:00 *************0 Total 36 42 109 1069 289 49 40 4 1 0 0 0 0 1639 Grand Total 195 299 1110 8979 2012 339 221 56 13 5 2 1 3 13235 Stats Percentile 15th 50th 85th 95th Speed 21 26 29 31 Mean Speed (Average)26.3 10 MPH Pace Speed 21-30 Number in Pace 10776 Percent in Pace 81.4% Number > 45 MPH 0 Percent > 45 MPH 0.0% Vehicle Length Report Site Code: 1588.03 Start Date: 3/19/24 Serial Number 1 End Date: 3/22/24 Location 1: New Street Location 2: 150' East of YMCA Driveway 5 Direction: East 3/19/2024 0 - 72 in. > 72 - 120 in. > 120 - 180 in. > 180 - 240 in. > 240 - 300 in. > 300 - 360 in. > 360 - 480 in. > 480 - 600 in. > 600 - 720 in. > 720 - 840 in. > 840 - 960 in. > 960 - 1000 in. > 1000 in.Time Total 12:00 AM *************0 1:00 *************0 2:00 *************0 3:00 *************0 4:00 *************0 5:00 *************0 6:00 *************0 7:00 *************0 8:00 *************0 9:00 *************0 10:00 *************0 11:00 *************0 12:00 PM *************0 1:00 *************0 2:00 *************0 3:00 1 1 9 76 13 1 1 0 0 0 0 0 0 102 4:00 0 7 48 264 49 1 4 0 0 0 0 0 0 373 5:00 1 11 35 251 36 2 4 0 1 0 0 0 0 341 6:00 0 5 25 195 33 0 1 1 0 0 0 0 0 260 7:00 1 2 22 163 24 3 0 1 0 0 0 0 0 216 8:00 0 0 14 96 15 0 2 0 0 0 0 0 0 127 9:00 0 0 7 48 12 0 0 0 0 0 0 0 0 67 10:00 0 0 6 30 3 0 0 0 0 0 0 0 0 39 11:00 0 0 6 18 1 0 0 0 0 0 0 0 0 25 Total 3 26 172 1141 186 7 12 2 1 0 0 0 0 1550 Vehicle Length Report Site Code: 1588.03 Start Date: 3/19/24 Serial Number 1 End Date: 3/22/24 Location 1: New Street Location 2: 150' East of YMCA Driveway 6 Direction: East 3/20/2024 0 - 72 in. > 72 - 120 in. > 120 - 180 in. > 180 - 240 in. > 240 - 300 in. > 300 - 360 in. > 360 - 480 in. > 480 - 600 in. > 600 - 720 in. > 720 - 840 in. > 840 - 960 in. > 960 - 1000 in. > 1000 in.Time Total 12:00 AM 0 1 1 4 0 0 0 0 0 0 0 0 0 6 1:00 0 0 0 2 0 0 0 0 0 0 0 0 0 2 2:00 0 0 1 2 0 0 0 0 0 0 0 0 0 3 3:00 0 0 2 9 2 0 0 0 0 0 0 0 0 13 4:00 0 0 1 21 1 0 0 0 0 0 0 0 0 23 5:00 0 2 13 58 20 0 1 0 0 0 0 0 0 94 6:00 0 6 24 197 48 1 2 1 0 0 0 0 0 279 7:00 2 15 52 302 46 4 6 2 0 0 0 0 0 429 8:00 0 7 54 234 43 2 8 1 0 0 0 0 0 349 9:00 1 4 22 213 40 2 1 1 0 0 0 0 0 284 10:00 0 5 34 211 46 4 3 1 0 0 0 0 0 304 11:00 1 7 26 186 53 3 1 0 1 0 0 0 0 278 12:00 PM 0 6 45 258 38 0 5 1 1 0 0 0 0 354 1:00 0 7 29 216 33 5 2 2 0 0 0 0 0 294 2:00 1 8 32 232 45 8 9 1 0 0 0 0 0 336 3:00 1 10 36 270 41 2 6 2 1 0 0 0 0 369 4:00 8 14 61 250 31 2 2 0 1 0 0 0 0 369 5:00 0 9 64 139 33 10 5 3 1 0 0 0 1 265 6:00 0 3 10 170 25 1 2 0 0 0 0 0 0 211 7:00 0 1 23 144 13 1 1 1 0 0 0 0 0 184 8:00 0 3 24 118 22 1 2 1 0 0 0 0 0 171 9:00 0 0 6 72 13 0 0 0 0 0 0 0 0 91 10:00 0 0 4 31 3 0 0 0 0 0 0 0 0 38 11:00 0 0 4 18 3 0 0 0 0 0 0 0 0 25 Total 14 108 568 3357 599 46 56 17 5 0 0 0 1 4771 Vehicle Length Report Site Code: 1588.03 Start Date: 3/19/24 Serial Number 1 End Date: 3/22/24 Location 1: New Street Location 2: 150' East of YMCA Driveway 7 Direction: East 3/21/2024 0 - 72 in. > 72 - 120 in. > 120 - 180 in. > 180 - 240 in. > 240 - 300 in. > 300 - 360 in. > 360 - 480 in. > 480 - 600 in. > 600 - 720 in. > 720 - 840 in. > 840 - 960 in. > 960 - 1000 in. > 1000 in.Time Total 12:00 AM 0 2 0 5 2 0 1 0 0 0 0 0 0 10 1:00 0 0 1 4 0 0 0 0 0 0 0 0 0 5 2:00 0 1 0 3 1 0 0 0 0 0 0 0 0 5 3:00 0 0 0 6 1 0 0 0 0 0 0 0 0 7 4:00 0 0 4 23 3 0 0 0 0 0 0 0 0 30 5:00 0 0 8 59 22 0 0 0 0 0 0 0 0 89 6:00 0 0 29 193 53 4 2 0 0 0 0 0 0 281 7:00 1 8 59 298 56 5 6 2 0 0 0 0 0 435 8:00 0 3 42 238 41 2 9 2 1 0 0 0 0 338 9:00 1 4 35 220 40 0 1 1 0 0 0 0 0 302 10:00 0 7 32 220 36 5 6 1 0 0 0 0 0 307 11:00 3 4 43 230 48 4 3 1 0 0 0 0 0 336 12:00 PM 0 6 42 240 39 3 2 0 0 0 0 0 0 332 1:00 0 8 27 236 39 2 5 3 1 0 0 0 0 321 2:00 2 9 33 237 43 1 13 0 1 0 0 0 0 339 3:00 1 9 41 264 43 3 4 2 0 0 0 0 0 367 4:00 1 8 72 240 41 5 6 4 1 0 0 0 0 378 5:00 0 14 47 249 45 8 1 0 0 0 0 0 0 364 6:00 0 0 25 205 34 0 1 0 0 0 0 0 0 265 7:00 0 2 19 164 36 0 0 1 0 0 0 0 0 222 8:00 0 0 7 83 12 0 0 1 0 0 0 0 0 103 9:00 1 1 2 53 13 1 0 0 0 0 0 0 0 71 10:00 0 0 4 33 2 0 0 1 0 0 0 0 0 40 11:00 0 0 4 28 2 0 0 0 0 0 0 0 0 34 Total 10 86 576 3531 652 43 60 19 4 0 0 0 0 4981 Vehicle Length Report Site Code: 1588.03 Start Date: 3/19/24 Serial Number 1 End Date: 3/22/24 Location 1: New Street Location 2: 150' East of YMCA Driveway 8 Direction: East 3/22/2024 0 - 72 in. > 72 - 120 in. > 120 - 180 in. > 180 - 240 in. > 240 - 300 in. > 300 - 360 in. > 360 - 480 in. > 480 - 600 in. > 600 - 720 in. > 720 - 840 in. > 840 - 960 in. > 960 - 1000 in. > 1000 in.Time Total 12:00 AM 0 1 1 7 0 0 0 0 0 0 0 0 0 9 1:00 0 0 0 0 1 0 0 0 0 0 0 0 0 1 2:00 0 0 1 5 0 0 0 0 0 0 0 0 0 6 3:00 0 0 2 7 3 0 0 0 0 0 0 0 0 12 4:00 0 0 3 25 1 0 0 0 0 0 0 0 0 29 5:00 0 0 4 38 16 0 0 0 0 0 0 0 0 58 6:00 2 2 20 184 41 3 0 0 0 0 0 0 0 252 7:00 0 5 33 261 46 1 7 1 0 0 0 0 0 354 8:00 1 9 23 229 44 3 5 3 0 0 0 0 0 317 9:00 0 6 24 226 46 8 4 1 0 0 0 0 0 315 10:00 0 5 27 225 48 2 4 1 1 0 0 0 0 313 11:00 0 0 3 13 4 0 1 0 0 0 0 0 0 21 12:00 PM *************0 1:00 *************0 2:00 *************0 3:00 *************0 4:00 *************0 5:00 *************0 6:00 *************0 7:00 *************0 8:00 *************0 9:00 *************0 10:00 *************0 11:00 *************0 Total 3 28 141 1220 250 17 21 6 1 0 0 0 0 1687 Grand Total 30 248 1457 9249 1687 113 149 44 11 0 0 0 1 12989 Stats Percentile 15th 50th 85th 95th Speed 21 26 30 33 Mean Speed (Average)26.4 10 MPH Pace Speed 23-32 Number in Pace 9712 Percent in Pace 74.8% Number > 45 MPH 1 Percent > 45 MPH 0.0% Vehicle Length Report Site Code: 1588.03 Start Date: 3/19/24 Serial Number 1 End Date: 3/22/24 Location 1: New Street Location 2: 150' East of YMCA Driveway 9 Direction: Combined 3/19/2024 0 - 72 in. > 72 - 120 in. > 120 - 180 in. > 180 - 240 in. > 240 - 300 in. > 300 - 360 in. > 360 - 480 in. > 480 - 600 in. > 600 - 720 in. > 720 - 840 in. > 840 - 960 in. > 960 - 1000 in. > 1000 in.Time Total 12:00 AM *************0 1:00 *************0 2:00 *************0 3:00 *************0 4:00 *************0 5:00 *************0 6:00 *************0 7:00 *************0 8:00 *************0 9:00 *************0 10:00 *************0 11:00 *************0 12:00 PM *************0 1:00 *************0 2:00 *************0 3:00 3 5 14 149 33 2 6 0 0 0 0 0 0 212 4:00 12 16 82 551 132 8 11 3 0 0 0 0 0 815 5:00 9 38 80 581 114 28 9 4 2 0 0 0 0 865 6:00 2 10 47 405 70 3 4 1 0 0 0 0 0 542 7:00 2 4 32 313 45 5 1 1 1 0 0 0 0 404 8:00 1 0 28 187 33 0 2 0 0 0 0 0 0 251 9:00 0 0 15 103 18 0 0 0 0 0 0 0 0 136 10:00 0 0 8 58 7 0 1 0 0 0 0 0 0 74 11:00 0 1 11 57 2 0 0 0 0 0 0 0 0 71 Total 29 74 317 2404 454 46 34 9 3 0 0 0 0 3370 Vehicle Length Report Site Code: 1588.03 Start Date: 3/19/24 Serial Number 1 End Date: 3/22/24 Location 1: New Street Location 2: 150' East of YMCA Driveway 10 Direction: Combined 3/20/2024 0 - 72 in. > 72 - 120 in. > 120 - 180 in. > 180 - 240 in. > 240 - 300 in. > 300 - 360 in. > 360 - 480 in. > 480 - 600 in. > 600 - 720 in. > 720 - 840 in. > 840 - 960 in. > 960 - 1000 in. > 1000 in.Time Total 12:00 AM 0 1 3 20 2 0 0 0 0 0 0 0 0 26 1:00 0 0 0 5 0 0 0 0 0 0 0 0 0 5 2:00 1 0 1 9 0 0 1 0 0 0 0 0 0 12 3:00 0 0 3 15 2 1 0 0 0 0 0 0 0 21 4:00 1 0 3 45 4 1 0 0 0 0 0 0 0 54 5:00 1 2 16 118 34 1 1 0 0 0 0 0 0 173 6:00 5 6 32 320 82 6 8 1 0 0 0 0 0 460 7:00 9 21 83 542 94 12 15 5 0 0 0 0 0 781 8:00 7 14 89 460 112 17 20 5 0 0 0 0 1 725 9:00 6 10 42 403 93 11 6 2 1 0 0 0 0 574 10:00 4 13 54 429 89 14 9 5 0 0 0 0 0 617 11:00 3 15 48 365 92 13 7 1 1 0 1 0 0 546 12:00 PM 5 14 72 441 82 10 9 2 4 0 0 0 0 639 1:00 3 15 57 421 81 17 6 3 0 0 0 0 0 603 2:00 7 14 68 424 83 15 15 2 0 0 0 0 0 628 3:00 3 16 74 523 90 9 14 5 2 1 0 1 1 739 4:00 16 30 115 518 112 22 11 2 3 0 0 0 0 829 5:00 9 33 123 399 97 28 20 9 1 0 0 0 1 720 6:00 1 6 22 442 62 6 6 0 0 0 0 0 0 545 7:00 1 6 40 279 37 2 2 1 0 0 0 0 0 368 8:00 0 3 34 222 36 2 3 1 0 0 0 0 0 301 9:00 1 1 13 148 18 1 0 0 0 0 0 0 0 182 10:00 0 0 10 67 8 0 0 0 0 1 0 0 0 86 11:00 0 0 5 49 7 0 0 0 0 0 0 0 0 61 Total 83 220 1007 6664 1317 188 153 44 12 2 1 1 3 9695 Vehicle Length Report Site Code: 1588.03 Start Date: 3/19/24 Serial Number 1 End Date: 3/22/24 Location 1: New Street Location 2: 150' East of YMCA Driveway 11 Direction: Combined 3/21/2024 0 - 72 in. > 72 - 120 in. > 120 - 180 in. > 180 - 240 in. > 240 - 300 in. > 300 - 360 in. > 360 - 480 in. > 480 - 600 in. > 600 - 720 in. > 720 - 840 in. > 840 - 960 in. > 960 - 1000 in. > 1000 in.Time Total 12:00 AM 0 2 2 22 3 0 2 0 0 0 0 0 0 31 1:00 0 0 1 8 1 0 1 1 0 0 0 0 0 12 2:00 0 1 2 5 1 0 0 0 0 0 0 0 0 9 3:00 0 0 0 11 1 0 0 0 0 0 0 0 0 12 4:00 1 0 6 45 4 0 0 0 0 0 0 0 0 56 5:00 2 2 11 118 36 2 3 0 0 0 0 0 0 174 6:00 3 1 44 305 80 4 5 0 1 0 0 0 0 443 7:00 5 19 88 516 98 12 13 2 0 0 0 0 0 753 8:00 8 12 74 459 99 12 19 4 1 0 0 0 1 689 9:00 8 13 66 413 108 16 10 2 0 0 0 0 0 636 10:00 5 13 51 399 67 12 13 3 0 0 1 0 0 564 11:00 10 12 70 423 91 8 5 3 0 0 0 0 0 622 12:00 PM 1 9 72 456 78 11 7 0 0 2 0 0 0 636 1:00 0 10 52 421 86 11 5 4 1 0 0 0 0 590 2:00 5 22 62 449 101 8 14 2 1 0 0 0 0 664 3:00 5 14 75 514 97 15 6 3 0 1 0 0 0 730 4:00 10 19 114 509 120 11 12 8 3 0 0 0 0 806 5:00 7 21 100 585 117 19 4 1 0 0 0 0 0 854 6:00 2 5 41 441 81 4 2 0 0 0 0 0 0 576 7:00 1 3 27 306 61 2 1 1 0 0 0 0 0 402 8:00 0 1 13 204 32 2 0 1 0 0 0 0 0 253 9:00 1 2 8 119 17 2 0 0 0 0 0 0 0 149 10:00 0 1 9 82 3 0 0 1 0 0 0 0 0 96 11:00 0 1 5 61 7 1 0 1 0 0 0 0 0 76 Total 74 183 993 6871 1389 152 122 37 7 3 1 0 1 9833 Vehicle Length Report Site Code: 1588.03 Start Date: 3/19/24 Serial Number 1 End Date: 3/22/24 Location 1: New Street Location 2: 150' East of YMCA Driveway 12 Direction: Combined 3/22/2024 0 - 72 in. > 72 - 120 in. > 120 - 180 in. > 180 - 240 in. > 240 - 300 in. > 300 - 360 in. > 360 - 480 in. > 480 - 600 in. > 600 - 720 in. > 720 - 840 in. > 840 - 960 in. > 960 - 1000 in. > 1000 in.Time Total 12:00 AM 0 1 5 28 5 0 0 0 0 0 0 0 0 39 1:00 0 0 1 9 3 0 0 1 0 0 0 0 0 14 2:00 0 0 3 8 0 1 0 0 0 0 0 0 0 12 3:00 0 0 2 12 4 0 1 0 0 0 0 0 0 19 4:00 1 1 4 40 2 0 0 0 0 0 0 0 0 48 5:00 0 0 8 102 28 2 0 0 0 0 0 0 0 140 6:00 9 7 31 297 72 10 4 2 0 0 0 0 0 432 7:00 6 12 51 480 97 11 16 1 0 0 0 0 0 674 8:00 10 21 54 463 102 13 16 4 0 0 0 0 0 683 9:00 5 17 45 414 106 20 13 1 0 0 0 0 0 621 10:00 7 9 41 401 105 9 9 1 2 0 0 0 0 584 11:00 1 2 5 35 15 0 2 0 0 0 0 0 0 60 12:00 PM *************0 1:00 *************0 2:00 *************0 3:00 *************0 4:00 *************0 5:00 *************0 6:00 *************0 7:00 *************0 8:00 *************0 9:00 *************0 10:00 *************0 11:00 *************0 Total 39 70 250 2289 539 66 61 10 2 0 0 0 0 3326 Grand Total 225 547 2567 18228 3699 452 370 100 24 5 2 1 4 26224 Stats Percentile 15th 50th 85th 95th Speed 21 26 29 32 Mean Speed (Average)26.4 10 MPH Pace Speed 23-32 Number in Pace 20320 Percent in Pace 77.5% Number > 45 MPH 1 Percent > 45 MPH 0.0% Vehicle Length Report File Name : 1588_INT 1_AM Site Code : 15880101 Start Date : 3/21/2024 Page No : 1 Weather: Clear Serial Number: TU-1418 Collected By: R. Cartwright Other Comments: Groups Printed- Passenger Vehicles - Heavy Vehicles - School buses NY Route 50 Southbound West Fenlon Street Westbound NY Route 50 Northbound New Street Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Int. Total 07:00 AM 6 43 11 7 67 4 36 3 0 43 6 68 3 0 77 11 81 0 1 93 280 07:15 AM 5 28 16 4 53 3 74 3 1 81 2 69 2 1 74 10 90 1 0 101 309 07:30 AM 12 49 15 5 81 2 55 9 0 66 3 74 3 0 80 14 81 2 2 99 326 07:45 AM 13 62 13 4 92 7 56 6 0 69 0 103 3 0 106 18 90 1 0 109 376 Total 36 182 55 20 293 16 221 21 1 259 11 314 11 1 337 53 342 4 3 402 1291 08:00 AM 13 60 14 5 92 3 49 2 0 54 2 80 4 0 86 13 63 1 0 77 309 08:15 AM 9 47 11 1 68 3 52 4 1 60 0 100 5 0 105 11 71 2 0 84 317 08:30 AM 5 51 10 7 73 4 68 9 3 84 0 82 2 1 85 9 60 2 1 72 314 08:45 AM 4 53 20 8 85 2 67 3 2 74 3 110 2 1 116 22 74 3 0 99 374 Total 31 211 55 21 318 12 236 18 6 272 5 372 13 2 392 55 268 8 1 332 1314 Grand Total 67 393 110 41 611 28 457 39 7 531 16 686 24 3 729 108 610 12 4 734 2605 Apprch %11 64.3 18 6.7 5.3 86.1 7.3 1.3 2.2 94.1 3.3 0.4 14.7 83.1 1.6 0.5 Total %2.6 15.1 4.2 1.6 23.5 1.1 17.5 1.5 0.3 20.4 0.6 26.3 0.9 0.1 28 4.1 23.4 0.5 0.2 28.2 Passenger Vehicles 64 368 98 41 571 28 449 38 7 522 16 648 22 3 689 96 601 12 4 713 2495 % Passenger Vehicles 95.5 93.6 89.1 100 93.5 100 98.2 97.4 100 98.3 100 94.5 91.7 100 94.5 88.9 98.5 100 100 97.1 95.8 Heavy Vehicles 1 17 4 0 22 0 3 0 0 3 0 32 1 0 33 5 4 0 0 9 67 % Heavy Vehicles 1.5 4.3 3.6 0 3.6 0 0.7 0 0 0.6 0 4.7 4.2 0 4.5 4.6 0.7 0 0 1.2 2.6 School buses 2 8 8 0 18 0 5 1 0 6 0 6 1 0 7 7 5 0 0 12 43 % School buses 3 2 7.3 0 2.9 0 1.1 2.6 0 1.1 0 0.9 4.2 0 1 6.5 0.8 0 0 1.6 1.7 MJ Engineering and Land Surveying, PC 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588_INT 1_AM Site Code : 15880101 Start Date : 3/21/2024 Page No : 2 NY Route 50 Southbound West Fenlon Street Westbound NY Route 50 Northbound New Street Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Int. Total Peak Hour Analysis From 7:00:00 AM to 8:45:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7:30:00 AM 7:30:00 AM 12 49 15 5 81 2 55 9 0 66 3 74 3 0 80 14 81 2 2 99 326 7:45:00 AM 13 62 13 4 92 7 56 6 0 69 0 103 3 0 106 18 90 1 0 109 376 8:00:00 AM 13 60 14 5 92 3 49 2 0 54 2 80 4 0 86 13 63 1 0 77 309 8:15:00 AM 9 47 11 1 68 3 52 4 1 60 0 100 5 0 105 11 71 2 0 84 317 Total Volume 47 218 53 15 333 15 212 21 1 249 5 357 15 0 377 56 305 6 2 369 1328 % App. Total 14.1 65.5 15.9 4.5 6 85.1 8.4 0.4 1.3 94.7 4 0 15.2 82.7 1.6 0.5 PHF .904 .879 .883 .750 .905 .536 .946 .583 .250 .902 .417 .867 .750 .000 .889 .778 .847 .750 .250 .846 .883 Passenger Vehicles 44 204 49 15 312 15 210 21 1 247 5 340 14 0 359 49 301 6 2 358 1276 % Passenger Vehicles 93.6 93.6 92.5 100 93.7 100 99.1 100 100 99.2 100 95.2 93.3 0 95.2 87.5 98.7 100 100 97.0 96.1 Heavy Vehicles 1 12 1 0 14 0 2 0 0 2 0 13 0 0 13 2 2 0 0 4 33 % Heavy Vehicles 2.1 5.5 1.9 0 4.2 0 0.9 0 0 0.8 0 3.6 0 0 3.4 3.6 0.7 0 0 1.1 2.5 School buses 2 2 3 0 7 0 0 0 0 0 0 4 1 0 5 5 2 0 0 7 19 % School buses 4.3 0.9 5.7 0 2.1 0 0 0 0 0 0 1.1 6.7 0 1.3 8.9 0.7 0 0 1.9 1.4 MJ Engineering and Land Surveying, PC 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588_INT 1_AM Site Code : 15880101 Start Date : 3/21/2024 Page No : 3 NY Route 50 New Street West Fenlon Street NY Route 50 Right 49 1 3 53 Thru 204 12 2 218 Left 44 1 2 47 RTOR 15 0 0 15 InOut Total 410 312 722 15 14 29 9 7 16 434 767 333 Right21 0 0 21 Thru210 2 0 212 Left15 0 0 15 RTOR1 0 0 1 OutTotalIn359 247 606 3 2 5 5 0 5 367 616 249 Left 5 0 0 5 Thru 340 13 4 357 Right 14 0 1 15 RTOR 0 0 0 0 Out TotalIn 225 359 584 12 13 25 2 5 7 239 616 377 Left49 2 5 56 Thru301 2 2 305 Right6 0 0 6 RTOR2 0 0 2 TotalOutIn264 358 622 3 4 7 3 7 10 270 639 369 Peak Hour Begins at 07:30 AM Passenger Vehicles Heavy Vehicles School buses Peak Hour Data North MJ Engineering and Land Surveying, PC 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588_INT 1_PM Site Code : 15880103 Start Date : 3/21/2024 Page No : 1 Weather: Clear Serial Number: TU-1418 Collected By: R. Cartwright Other Comments: Groups Printed- Passenger Vehicles - Heavy Vehicles - School buses NY Route 50 Southbound West Fenlon Street Westbound NY Route 50 Northbound New Street Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Int. Total 03:00 PM 12 95 8 6 121 6 66 11 1 84 0 73 3 0 76 24 74 4 0 102 383 03:15 PM 9 93 7 6 115 4 53 7 1 65 1 89 2 0 92 19 78 1 0 98 370 03:30 PM 16 102 7 5 130 3 69 7 0 79 1 106 5 2 114 20 79 0 0 99 422 03:45 PM 10 88 26 5 129 6 90 13 2 111 2 82 3 1 88 14 52 2 0 68 396 Total 47 378 48 22 495 19 278 38 4 339 4 350 13 3 370 77 283 7 0 367 1571 04:00 PM 15 110 9 5 139 7 69 13 2 91 0 107 5 0 112 29 94 4 0 127 469 04:15 PM 10 105 13 3 131 4 76 21 6 107 2 113 5 0 120 18 57 2 0 77 435 04:30 PM 11 104 12 9 136 9 68 13 2 92 2 108 5 0 115 27 70 0 0 97 440 04:45 PM 13 91 27 15 146 8 87 12 0 107 1 108 9 0 118 27 66 1 0 94 465 Total 49 410 61 32 552 28 300 59 10 397 5 436 24 0 465 101 287 7 0 395 1809 05:00 PM 20 124 20 7 171 4 101 13 0 118 2 98 4 0 104 26 74 3 0 103 496 05:15 PM 17 101 25 8 151 5 82 20 1 108 2 94 4 0 100 21 68 3 0 92 451 05:30 PM 20 108 17 13 158 4 69 15 4 92 2 113 5 0 120 30 70 9 1 110 480 05:45 PM 8 85 24 12 129 2 79 12 1 94 1 86 2 0 89 28 44 2 0 74 386 Total 65 418 86 40 609 15 331 60 6 412 7 391 15 0 413 105 256 17 1 379 1813 Grand Total 161 1206 195 94 1656 62 909 157 20 1148 16 1177 52 3 1248 283 826 31 1 1141 5193 Apprch %9.7 72.8 11.8 5.7 5.4 79.2 13.7 1.7 1.3 94.3 4.2 0.2 24.8 72.4 2.7 0.1 Total %3.1 23.2 3.8 1.8 31.9 1.2 17.5 3 0.4 22.1 0.3 22.7 1 0.1 24 5.4 15.9 0.6 0 22 Passenger Vehicles 161 1144 192 94 1591 61 903 154 20 1138 16 1144 52 3 1215 278 818 31 1 1128 5072 % Passenger Vehicles 100 94.9 98.5 100 96.1 98.4 99.3 98.1 100 99.1 100 97.2 100 100 97.4 98.2 99 100 100 98.9 97.7 Heavy Vehicles 0 30 1 0 31 0 1 0 0 1 0 28 0 0 28 2 5 0 0 7 67 % Heavy Vehicles 0 2.5 0.5 0 1.9 0 0.1 0 0 0.1 0 2.4 0 0 2.2 0.7 0.6 0 0 0.6 1.3 School buses 0 32 2 0 34 1 5 3 0 9 0 5 0 0 5 3 3 0 0 6 54 % School buses 0 2.7 1 0 2.1 1.6 0.6 1.9 0 0.8 0 0.4 0 0 0.4 1.1 0.4 0 0 0.5 1 MJ Engineering and Land Surveying, PC 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588_INT 1_PM Site Code : 15880103 Start Date : 3/21/2024 Page No : 2 NY Route 50 Southbound West Fenlon Street Westbound NY Route 50 Northbound New Street Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Int. Total Peak Hour Analysis From 3:00:00 PM to 5:45:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4:45:00 PM 4:45:00 PM 13 91 27 15 146 8 87 12 0 107 1 108 9 0 118 27 66 1 0 94 465 5:00:00 PM 20 124 20 7 171 4 101 13 0 118 2 98 4 0 104 26 74 3 0 103 496 5:15:00 PM 17 101 25 8 151 5 82 20 1 108 2 94 4 0 100 21 68 3 0 92 451 5:30:00 PM 20 108 17 13 158 4 69 15 4 92 2 113 5 0 120 30 70 9 1 110 480 Total Volume 70 424 89 43 626 21 339 60 5 425 7 413 22 0 442 104 278 16 1 399 1892 % App. Total 11.2 67.7 14.2 6.9 4.9 79.8 14.1 1.2 1.6 93.4 5 0 26.1 69.7 4 0.3 PHF .875 .855 .824 .717 .915 .656 .839 .750 .313 .900 .875 .914 .611 .000 .921 .867 .939 .444 .250 .907 .954 Passenger Vehicles 70 414 88 43 615 21 339 59 5 424 7 402 22 0 431 103 278 16 1 398 1868 % Passenger Vehicles 100 97.6 98.9 100 98.2 100 100 98.3 100 99.8 100 97.3 100 0 97.5 99.0 100 100 100 99.7 98.7 Heavy Vehicles 0 6 1 0 7 0 0 0 0 0 0 10 0 0 10 1 0 0 0 1 18 % Heavy Vehicles 0 1.4 1.1 0 1.1 0 0 0 0 0 0 2.4 0 0 2.3 1.0 0 0 0 0.3 1.0 School buses 0 4 0 0 4 0 0 1 0 1 0 1 0 0 1 0 0 0 0 0 6 % School buses 0 0.9 0 0 0.6 0 0 1.7 0 0.2 0 0.2 0 0 0.2 0 0 0 0 0 0.3 MJ Engineering and Land Surveying, PC 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588_INT 1_PM Site Code : 15880103 Start Date : 3/21/2024 Page No : 3 NY Route 50 New Street West Fenlon Street NY Route 50 Right 88 1 0 89 Thru 414 6 4 424 Left 70 0 0 70 RTOR 43 0 0 43 InOut Total 564 615 1179 11 7 18 2 4 6 577 1203 626 Right59 0 1 60 Thru339 0 0 339 Left21 0 0 21 RTOR5 0 0 5 OutTotalIn370 424 794 0 0 0 0 1 1 370 795 425 Left 7 0 0 7 Thru 402 10 1 413 Right 22 0 0 22 RTOR 0 0 0 0 Out TotalIn 451 431 882 6 10 16 4 1 5 461 903 442 Left103 1 0 104 Thru278 0 0 278 Right16 0 0 16 RTOR1 0 0 1 TotalOutIn434 398 832 1 1 2 0 0 0 435 834 399 Peak Hour Begins at 04:45 PM Passenger Vehicles Heavy Vehicles School buses Peak Hour Data North MJ Engineering and Land Surveying, PC 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588_INT 2_AM Site Code : 15880101 Start Date : 3/21/2024 Page No : 1 Weather: Clear Serial Number: TU-1415 Collected By: C. Detrick Other Comments: Groups Printed- Passenger Vehicles - Heavy Vehicles - School buses Southbound New Street Westbound YMCA Driveway Northbound New Street Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Int. Total 07:00 AM 0 0 0 0 0 69 31 0 0 100 3 0 38 0 41 0 47 1 0 48 189 07:15 AM 0 0 0 0 0 87 26 0 0 113 4 0 71 0 75 0 56 2 0 58 246 07:30 AM 0 0 0 0 0 78 43 0 0 121 0 2 37 0 39 0 21 2 0 23 183 07:45 AM 0 0 0 0 0 77 47 0 0 124 4 0 47 0 51 0 45 2 0 47 222 Total 0 0 0 0 0 311 147 0 0 458 11 2 193 0 206 0 169 7 0 176 840 08:00 AM 0 0 0 0 0 58 28 0 0 86 0 0 45 0 45 0 39 0 0 39 170 08:15 AM 0 0 0 0 0 65 39 0 0 104 1 1 39 0 41 0 38 0 0 38 183 08:30 AM 0 0 0 0 0 49 52 0 0 101 1 1 55 1 58 1 37 8 0 46 205 08:45 AM 0 0 0 0 0 75 60 0 0 135 1 0 47 0 48 0 43 6 0 49 232 Total 0 0 0 0 0 247 179 0 0 426 3 2 186 1 192 1 157 14 0 172 790 Grand Total 0 0 0 0 0 558 326 0 0 884 14 4 379 1 398 1 326 21 0 348 1630 Apprch %0 0 0 0 63.1 36.9 0 0 3.5 1 95.2 0.3 0.3 93.7 6 0 Total %0 0 0 0 0 34.2 20 0 0 54.2 0.9 0.2 23.3 0.1 24.4 0.1 20 1.3 0 21.3 Passenger Vehicles 0 0 0 0 0 551 312 0 0 863 14 4 369 1 388 0 312 17 0 329 1580 % Passenger Vehicles 0 0 0 0 0 98.7 95.7 0 0 97.6 100 100 97.4 100 97.5 0 95.7 81 0 94.5 96.9 Heavy Vehicles 0 0 0 0 0 1 3 0 0 4 0 0 2 0 2 0 7 1 0 8 14 % Heavy Vehicles 0 0 0 0 0 0.2 0.9 0 0 0.5 0 0 0.5 0 0.5 0 2.1 4.8 0 2.3 0.9 School buses 0 0 0 0 0 6 11 0 0 17 0 0 8 0 8 1 7 3 0 11 36 % School buses 0 0 0 0 0 1.1 3.4 0 0 1.9 0 0 2.1 0 2 100 2.1 14.3 0 3.2 2.2 MJ Engineering and Land Surveying, PC 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588_INT 2_AM Site Code : 15880101 Start Date : 3/21/2024 Page No : 2 Southbound New Street Westbound YMCA Driveway Northbound New Street Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Int. Total Peak Hour Analysis From 7:00:00 AM to 7:30:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7:00:00 AM 7:00:00 AM 0 0 0 0 0 69 31 0 0 100 3 0 38 0 41 0 47 1 0 48 189 7:15:00 AM 0 0 0 0 0 87 26 0 0 113 4 0 71 0 75 0 56 2 0 58 246 7:30:00 AM 0 0 0 0 0 53 30 0 0 83 0 2 31 0 33 0 17 1 0 18 134 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 209 87 0 0 296 7 2 140 0 149 0 120 4 0 124 569 % App. Total 0 0 0 0 70.6 29.4 0 0 4.7 1.3 94 0 0 96.8 3.2 0 PHF .000 .000 .000 .000 .000 .601 .702 .000 .000 .655 .438 .250 .493 .000 .497 .000 .536 .500 .000 .534 .578 Passenger Vehicles 0 0 0 0 0 307 139 0 0 446 11 2 185 0 198 0 159 6 0 165 809 % Passenger Vehicles 0 0 0 0 0 146.9 159.8 0 0 150.7 157.1 100 132.1 0 132.9 0 132.5 150.0 0 133.1 142.2 Heavy Vehicles 0 0 0 0 0 0 2 0 0 2 0 0 2 0 2 0 5 0 0 5 9 % Heavy Vehicles 0 0 0 0 0 0 2.3 0 0 0.7 0 0 1.4 0 1.3 0 4.2 0 0 4.0 1.6 School buses 0 0 0 0 0 4 6 0 0 10 0 0 6 0 6 0 5 1 0 6 22 % School buses 0 0 0 0 0 1.9 6.9 0 0 3.4 0 0 4.3 0 4.0 0 4.2 25.0 0 4.8 3.9 MJ Engineering and Land Surveying, PC 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588_INT 2_AM Site Code : 15880101 Start Date : 3/21/2024 Page No : 3 New Street New Street YMCA Driveway Right 0 0 0 0 Thru 0 0 0 0 Left 0 0 0 0 RTOR 0 0 0 0 InOut Total 2 0 2 0 0 0 0 0 0 2 2 0 Right0 0 0 0 Thru139 2 6 147 Left307 0 4 311 RTOR0 0 0 0 OutTotalIn344 446 790 7 2 9 11 10 21 362 820 458 Left 11 0 0 11 Thru 2 0 0 2 Right 185 2 6 193 RTOR 0 0 0 0 Out TotalIn 313 198 511 0 2 2 5 6 11 318 524 206 Left0 0 0 0 Thru159 5 5 169 Right6 0 1 7 RTOR0 0 0 0 TotalOutIn150 165 315 2 5 7 6 6 12 158 334 176 Peak Hour Begins at 07:00 AM Passenger Vehicles Heavy Vehicles School buses Peak Hour Data North MJ Engineering and Land Surveying, PC 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588_INT 2_PM Site Code : 00158812 Start Date : 3/21/2024 Page No : 1 Weather: Clear Serial Number: TU-1515 Collected By: C. Detrick Other Comments: Groups Printed- Passenger Vehicles - Heavy Vehicles - School buses Southbound New Street Westbound YMCA Driveway Northbound New Street Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 03:00 PM 0 0 0 0 0 7 51 0 0 58 6 0 17 0 23 0 66 2 0 68 149 03:15 PM 0 0 0 0 0 5 54 0 0 59 2 0 9 0 11 0 69 3 0 72 142 03:30 PM 0 0 0 0 0 9 55 0 0 64 1 0 11 0 12 0 81 5 0 86 162 03:45 PM 0 0 0 0 0 22 72 0 0 94 1 0 12 0 13 0 52 3 0 55 162 Total 0 0 0 0 0 43 232 0 0 275 10 0 49 0 59 0 268 13 0 281 615 04:00 PM 0 0 0 0 0 15 48 0 0 63 3 0 11 0 14 0 80 4 0 84 161 04:15 PM 0 0 0 0 0 14 43 0 0 57 1 0 17 0 18 0 35 1 0 36 111 04:30 PM 0 0 0 0 0 17 61 0 0 78 1 0 15 0 16 0 53 4 0 57 151 04:45 PM 0 0 0 0 0 25 73 0 0 98 3 0 18 0 21 0 47 6 0 53 172 Total 0 0 0 0 0 71 225 0 0 296 8 0 61 0 69 0 215 15 0 230 595 05:00 PM 0 0 0 0 0 26 70 0 0 96 8 0 14 0 22 0 61 5 0 66 184 05:15 PM 0 0 0 0 0 34 68 0 0 102 4 0 15 0 19 0 41 9 0 50 171 05:30 PM 0 0 0 0 0 28 47 0 0 75 2 0 12 0 14 0 43 6 0 49 138 05:45 PM 0 0 0 0 0 21 76 0 0 97 2 0 14 0 16 0 26 5 0 31 144 Total 0 0 0 0 0 109 261 0 0 370 16 0 55 0 71 0 171 25 0 196 637 Grand Total 0 0 0 0 0 223 718 0 0 941 34 0 165 0 199 0 654 53 0 707 1847 Apprch %0 0 0 0 23.7 76.3 0 0 17.1 0 82.9 0 0 92.5 7.5 0 Total %0 0 0 0 0 12.1 38.9 0 0 50.9 1.8 0 8.9 0 10.8 0 35.4 2.9 0 38.3 Passenger Vehicles 0 0 0 0 0 220 712 0 0 932 34 0 160 0 194 0 647 53 0 700 1826 % Passenger Vehicles 0 0 0 0 0 98.7 99.2 0 0 99 100 0 97 0 97.5 0 98.9 100 0 99 98.9 Heavy Vehicles 0 0 0 0 0 0 2 0 0 2 0 0 2 0 2 0 4 0 0 4 8 % Heavy Vehicles 0 0 0 0 0 0 0.3 0 0 0.2 0 0 1.2 0 1 0 0.6 0 0 0.6 0.4 School buses 0 0 0 0 0 3 4 0 0 7 0 0 3 0 3 0 3 0 0 3 13 % School buses 0 0 0 0 0 1.3 0.6 0 0 0.7 0 0 1.8 0 1.5 0 0.5 0 0 0.4 0.7 MJ Engineering and Land Surveying, PC 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588_INT 2_PM Site Code : 00158812 Start Date : 3/21/2024 Page No : 2 Southbound New Street Westbound YMCA Driveway Northbound New Street Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 3:00:00 PM to 5:45:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4:30:00 PM 4:30:00 PM 0 0 0 0 0 17 61 0 0 78 1 0 15 0 16 0 53 4 0 57 151 4:45:00 PM 0 0 0 0 0 25 73 0 0 98 3 0 18 0 21 0 47 6 0 53 172 5:00:00 PM 0 0 0 0 0 26 70 0 0 96 8 0 14 0 22 0 61 5 0 66 184 5:15:00 PM 0 0 0 0 0 34 68 0 0 102 4 0 15 0 19 0 41 9 0 50 171 Total Volume 0 0 0 0 0 102 272 0 0 374 16 0 62 0 78 0 202 24 0 226 678 % App. Total 0 0 0 0 27.3 72.7 0 0 20.5 0 79.5 0 0 89.4 10.6 0 PHF .000 .000 .000 .000 .000 .750 .932 .000 .000 .917 .500 .000 .861 .000 .886 .000 .828 .667 .000 .856 .921 Passenger Vehicles 0 0 0 0 0 102 271 0 0 373 16 0 60 0 76 0 202 24 0 226 675 % Passenger Vehicles 0 0 0 0 0 100 99.6 0 0 99.7 100 0 96.8 0 97.4 0 100 100 0 100 99.6 Heavy Vehicles 0 0 0 0 0 0 1 0 0 1 0 0 2 0 2 0 0 0 0 0 3 % Heavy Vehicles 0 0 0 0 0 0 0.4 0 0 0.3 0 0 3.2 0 2.6 0 0 0 0 0 0.4 School buses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % School buses 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 MJ Engineering and Land Surveying, PC 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588_INT 2_PM Site Code : 00158812 Start Date : 3/21/2024 Page No : 3 New Street New Street YMCA Driveway Right 0 0 0 0 Thru 0 0 0 0 Left 0 0 0 0 Peds 0 0 0 0 InOut Total 0 0 0 0 0 0 0 0 0 0 0 0 Right0 0 0 0 Thru271 1 0 272 Left102 0 0 102 Peds0 0 0 0 OutTotalIn262 373 635 2 1 3 0 0 0 264 638 374 Left 16 0 0 16 Thru 0 0 0 0 Right 60 2 0 62 Peds 0 0 0 0 Out TotalIn 126 76 202 0 2 2 0 0 0 126 204 78 Left0 0 0 0 Thru202 0 0 202 Right24 0 0 24 Peds0 0 0 0 TotalOutIn287 226 513 1 0 1 0 0 0 288 514 226 Peak Hour Begins at 04:30 PM Passenger Vehicles Heavy Vehicles School buses Peak Hour Data North MJ Engineering and Land Surveying, PC 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588_INT 3_AM Site Code : 15880101 Start Date : 3/21/2024 Page No : 1 Weather: Clear Serial Number: TU-1414 Collected By: J. Pafundi Other Comments: Groups Printed- Passenger Vehicles - Heavy Vehicles - School buses West Avenue Southbound New Street Westbound West Avenue Northbound Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Int. Total 07:00 AM 69 31 0 0 100 3 0 38 0 41 0 47 1 0 48 0 0 0 0 0 189 07:15 AM 87 26 0 0 113 4 0 71 0 75 0 56 2 0 58 0 0 0 0 0 246 07:30 AM 78 43 0 0 121 0 2 37 0 39 0 21 2 0 23 0 0 0 0 0 183 07:45 AM 77 47 0 0 124 4 0 47 0 51 0 45 2 0 47 0 0 0 0 0 222 Total 311 147 0 0 458 11 2 193 0 206 0 169 7 0 176 0 0 0 0 0 840 08:00 AM 58 28 0 0 86 0 0 45 0 45 0 39 0 0 39 0 0 0 0 0 170 08:15 AM 65 39 0 0 104 1 1 39 0 41 0 38 0 0 38 0 0 0 0 0 183 08:30 AM 49 52 0 0 101 1 1 55 1 58 3 37 8 0 48 0 0 0 0 0 207 08:45 AM 75 60 0 0 135 1 0 47 0 48 0 43 6 0 49 0 0 0 0 0 232 Total 247 179 0 0 426 3 2 186 1 192 3 157 14 0 174 0 0 0 0 0 792 Grand Total 558 326 0 0 884 14 4 379 1 398 3 326 21 0 350 0 0 0 0 0 1632 Apprch %63.1 36.9 0 0 3.5 1 95.2 0.3 0.9 93.1 6 0 0 0 0 0 Total %34.2 20 0 0 54.2 0.9 0.2 23.2 0.1 24.4 0.2 20 1.3 0 21.4 0 0 0 0 0 Passenger Vehicles 551 312 0 0 863 14 4 369 1 388 2 312 17 0 331 0 0 0 0 0 1582 % Passenger Vehicles 98.7 95.7 0 0 97.6 100 100 97.4 100 97.5 66.7 95.7 81 0 94.6 0 0 0 0 0 96.9 Heavy Vehicles 1 3 0 0 4 0 0 2 0 2 0 7 1 0 8 0 0 0 0 0 14 % Heavy Vehicles 0.2 0.9 0 0 0.5 0 0 0.5 0 0.5 0 2.1 4.8 0 2.3 0 0 0 0 0 0.9 School buses 6 11 0 0 17 0 0 8 0 8 1 7 3 0 11 0 0 0 0 0 36 % School buses 1.1 3.4 0 0 1.9 0 0 2.1 0 2 33.3 2.1 14.3 0 3.1 0 0 0 0 0 2.2 MJ Engineering and Land Surveying, PC 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588_INT 3_AM Site Code : 15880101 Start Date : 3/21/2024 Page No : 2 West Avenue Southbound New Street Westbound West Avenue Northbound Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Int. Total Peak Hour Analysis From 7:00:00 AM to 8:45:00 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7:00:00 AM 7:00:00 AM 69 31 0 0 100 3 0 38 0 41 0 47 1 0 48 0 0 0 0 0 189 7:15:00 AM 87 26 0 0 113 4 0 71 0 75 0 56 2 0 58 0 0 0 0 0 246 7:30:00 AM 78 43 0 0 121 0 2 37 0 39 0 21 2 0 23 0 0 0 0 0 183 7:45:00 AM 77 47 0 0 124 4 0 47 0 51 0 45 2 0 47 0 0 0 0 0 222 Total Volume 311 147 0 0 458 11 2 193 0 206 0 169 7 0 176 0 0 0 0 0 840 % App. Total 67.9 32.1 0 0 5.3 1 93.7 0 0 96 4 0 0 0 0 0 PHF .894 .782 .000 .000 .923 .688 .250 .680 .000 .687 .000 .754 .875 .000 .759 .000 .000 .000 .000 .000 .854 Passenger Vehicles 307 139 0 0 446 11 2 185 0 198 0 159 6 0 165 0 0 0 0 0 809 % Passenger Vehicles 98.7 94.6 0 0 97.4 100 100 95.9 0 96.1 0 94.1 85.7 0 93.8 0 0 0 0 0 96.3 Heavy Vehicles 0 2 0 0 2 0 0 2 0 2 0 5 0 0 5 0 0 0 0 0 9 % Heavy Vehicles 0 1.4 0 0 0.4 0 0 1.0 0 1.0 0 3.0 0 0 2.8 0 0 0 0 0 1.1 School buses 4 6 0 0 10 0 0 6 0 6 0 5 1 0 6 0 0 0 0 0 22 % School buses 1.3 4.1 0 0 2.2 0 0 3.1 0 2.9 0 3.0 14.3 0 3.4 0 0 0 0 0 2.6 MJ Engineering and Land Surveying, PC 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588_INT 3_AM Site Code : 15880101 Start Date : 3/21/2024 Page No : 3 West Avenue New Street West Avenue Right 0 0 0 0 Thru 139 2 6 147 Left 307 0 4 311 RTOR 0 0 0 0 InOut Total 344 446 790 7 2 9 11 10 21 362 820 458 Right185 2 6 193 Thru2 0 0 2 Left11 0 0 11 RTOR0 0 0 0 OutTotalIn313 198 511 0 2 2 5 6 11 318 524 206 Left 0 0 0 0 Thru 159 5 5 169 Right 6 0 1 7 RTOR 0 0 0 0 Out TotalIn 150 165 315 2 5 7 6 6 12 158 334 176 Left0 0 0 0 Thru0 0 0 0 Right0 0 0 0 RTOR0 0 0 0 TotalOutIn2 0 2 0 0 0 0 0 0 2 2 0 Peak Hour Begins at 07:00 AM Passenger Vehicles Heavy Vehicles School buses Peak Hour Data North MJ Engineering and Land Surveying, PC 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588_INT 3_PM Site Code : 15880103 Start Date : 3/21/2024 Page No : 1 Weather: Clear Serial Number: TU-1414 Collected By: J. Pafundi Other Comments: Groups Printed- Passenger Vehicles - Heavy Vehicles - School buses West Avenue Southbound New Street Westbound West Avenue Northbound Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Int. Total 03:00 PM 71 44 0 0 115 1 0 62 0 63 0 44 1 0 45 0 0 0 0 0 223 03:15 PM 63 69 0 0 132 1 0 39 0 40 0 45 5 0 50 0 0 0 0 0 222 03:30 PM 66 60 0 0 126 2 0 55 0 57 0 54 1 0 55 0 0 0 0 0 238 03:45 PM 58 67 0 0 125 3 0 82 0 85 0 56 2 0 58 0 0 0 0 0 268 Total 258 240 0 0 498 7 0 238 0 245 0 199 9 0 208 0 0 0 0 0 951 04:00 PM 59 80 0 0 139 2 0 48 0 50 0 56 4 0 60 0 0 0 0 0 249 04:15 PM 54 59 0 0 113 0 0 61 0 61 0 40 2 0 42 0 0 0 0 0 216 04:30 PM 52 52 0 0 104 0 0 55 0 55 0 39 2 0 41 0 0 0 0 0 200 04:45 PM 56 82 0 0 138 2 0 77 3 82 0 48 2 0 50 0 0 0 0 0 270 Total 221 273 0 0 494 4 0 241 3 248 0 183 10 0 193 0 0 0 0 0 935 05:00 PM 65 72 0 0 137 5 2 69 3 79 0 62 2 0 64 0 0 0 0 0 280 05:15 PM 56 74 0 0 130 2 0 62 2 66 0 51 7 0 58 0 0 0 0 0 254 05:30 PM 47 45 0 0 92 10 0 63 1 74 0 47 4 0 51 0 0 0 0 0 217 05:45 PM 14 18 0 0 32 3 0 25 0 28 0 20 0 0 20 0 0 0 0 0 80 Total 182 209 0 0 391 20 2 219 6 247 0 180 13 0 193 0 0 0 0 0 831 *** BREAK *** Grand Total 661 722 0 0 1383 31 2 698 9 740 0 562 32 0 594 0 0 0 0 0 2717 Apprch %47.8 52.2 0 0 4.2 0.3 94.3 1.2 0 94.6 5.4 0 0 0 0 0 Total %24.3 26.6 0 0 50.9 1.1 0.1 25.7 0.3 27.2 0 20.7 1.2 0 21.9 0 0 0 0 0 Passenger Vehicles 658 702 0 0 1360 30 2 695 9 736 0 549 31 0 580 0 0 0 0 0 2676 % Passenger Vehicles 99.5 97.2 0 0 98.3 96.8 100 99.6 100 99.5 0 97.7 96.9 0 97.6 0 0 0 0 0 98.5 Heavy Vehicles 0 4 0 0 4 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 11 % Heavy Vehicles 0 0.6 0 0 0.3 0 0 0 0 0 0 1.2 0 0 1.2 0 0 0 0 0 0.4 School buses 3 16 0 0 19 1 0 3 0 4 0 6 1 0 7 0 0 0 0 0 30 % School buses 0.5 2.2 0 0 1.4 3.2 0 0.4 0 0.5 0 1.1 3.1 0 1.2 0 0 0 0 0 1.1 MJ Engineering and Land Surveying, PC 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588_INT 3_PM Site Code : 15880103 Start Date : 3/21/2024 Page No : 2 West Avenue Southbound New Street Westbound West Avenue Northbound Eastbound Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Int. Total Peak Hour Analysis From 3:00:00 PM to 6:15:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4:45:00 PM 4:45:00 PM 56 82 0 0 138 2 0 77 3 82 0 48 2 0 50 0 0 0 0 0 270 5:00:00 PM 65 72 0 0 137 5 2 69 3 79 0 62 2 0 64 0 0 0 0 0 280 5:15:00 PM 56 74 0 0 130 2 0 62 2 66 0 51 7 0 58 0 0 0 0 0 254 5:30:00 PM 47 45 0 0 92 10 0 63 1 74 0 47 4 0 51 0 0 0 0 0 217 Total Volume 224 273 0 0 497 19 2 271 9 301 0 208 15 0 223 0 0 0 0 0 1021 % App. Total 45.1 54.9 0 0 6.3 0.7 90 3 0 93.3 6.7 0 0 0 0 0 PHF .862 .832 .000 .000 .900 .475 .250 .880 .750 .918 .000 .839 .536 .000 .871 .000 .000 .000 .000 .000 .912 Passenger Vehicles 224 268 0 0 492 19 2 270 9 300 0 208 15 0 223 0 0 0 0 0 1015 % Passenger Vehicles 100 98.2 0 0 99.0 100 100 99.6 100 99.7 0 100 100 0 100 0 0 0 0 0 99.4 Heavy Vehicles 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 % Heavy Vehicles 0 0.4 0 0 0.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.1 School buses 0 4 0 0 4 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 5 % School buses 0 1.5 0 0 0.8 0 0 0.4 0 0.3 0 0 0 0 0 0 0 0 0 0 0.5 MJ Engineering and Land Surveying, PC 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588_INT 3_PM Site Code : 15880103 Start Date : 3/21/2024 Page No : 3 West Avenue New Street West Avenue Right 0 0 0 0 Thru 268 1 4 273 Left 224 0 0 224 RTOR 0 0 0 0 InOut Total 478 492 970 0 1 1 1 4 5 479 976 497 Right270 0 1 271 Thru2 0 0 2 Left19 0 0 19 RTOR9 0 0 9 OutTotalIn239 300 539 0 0 0 0 1 1 239 540 301 Left 0 0 0 0 Thru 208 0 0 208 Right 15 0 0 15 RTOR 0 0 0 0 Out TotalIn 287 223 510 1 0 1 4 0 4 292 515 223 Left0 0 0 0 Thru0 0 0 0 Right0 0 0 0 RTOR0 0 0 0 TotalOutIn2 0 2 0 0 0 0 0 0 2 2 0 Peak Hour Begins at 04:45 PM Passenger Vehicles Heavy Vehicles School buses Peak Hour Data North MJ Engineering and Land Surveying, PC 1533 Crescent Road Clifton Park, NY 12065 B Appendix B \ Traffic Volume Figures DATESCALEFIGURE NO. NONE FILE NAME = DATE/TIME = USER =cdetrick L:\Projects\MJ1588 - Private Clients\MJ1588.03 New Street Subdivision\02 Design\Calcs & Technical\Traffic\Volume Figures\MJ1588_Volume Figure Existing.dgn 4/2/2024 2:28:58 PM APRIL 2024SARATOGA SPRINGS, NEW YORK MJ1588.03 - NEW STREET DEVELOPMENT Engineering and Land Surveying, P.C.1 WEST FENLON STREET (NY ROUTE 50)BALLSTON AVENUEWEST AVENUEWEST AVENUENEW STREETCONGRESS AVENUE YMCA DRIVEWAY (NY ROUTE 50)BALLSTON AVENUE8 305 56 53571515 212 22 4 120 7140209 87 6821847311147169713 193 EXISTING VOLUMES (2024) - AM PEAK DATESCALEFIGURE NO. NONE FILE NAME = DATE/TIME = USER =cdetrick L:\Projects\MJ1588 - Private Clients\MJ1588.03 New Street Subdivision\02 Design\Calcs & Technical\Traffic\Volume Figures\MJ1588_Volume Figure Existing.dgn 4/2/2024 2:33:41 PM APRIL 2024SARATOGA SPRINGS, NEW YORK MJ1588.03 - NEW STREET DEVELOPMENT Engineering and Land Surveying, P.C. WEST FENLON STREET (NY ROUTE 50)BALLSTON AVENUEWEST AVENUEWEST AVENUENEW STREETCONGRESS AVENUE YMCA DRIVEWAY (NY ROUTE 50)BALLSTON AVENUE74132221 339 65 24 202273224 2081519 273 EXISTING VOLUMES (2024) - PM PEAK 1662102 272 17 278 10413242470 2 DATESCALEFIGURE NO. NONE FILE NAME = DATE/TIME = USER =cdetrick L:\Projects\MJ1588 - Private Clients\MJ1588.03 New Street Subdivision\02 Design\Calcs & Technical\Traffic\Volume Figures\MJ1588_Volume Figures.dgn 4/3/2024 9:44:13 AM APRIL 2024SARATOGA SPRINGS, NEW YORK MJ1588.03 - NEW STREET DEVELOPMENT Engineering and Land Surveying, P.C. WEST FENLON STREET (NY ROUTE 50)BALLSTON AVENUEWEST AVENUEWEST AVENUENEW STREETCONGRESS AVENUE YMCA DRIVEWAY (NY ROUTE 50)BALLSTON AVENUE9 309 57 63611616 215 23 5 122 8142212 88 6922147315149171814 195 NO-BUILD VOLUMES (2025) - AM PEAK 3 DATESCALEFIGURE NO. NONE FILE NAME = DATE/TIME = USER =cdetrick L:\Projects\MJ1588 - Private Clients\MJ1588.03 New Street Subdivision\02 Design\Calcs & Technical\Traffic\Volume Figures\MJ1588_Volume Figure Existing.dgn 4/2/2024 2:36:30 PM APRIL 2024SARATOGA SPRINGS, NEW YORK MJ1588.03 - NEW STREET DEVELOPMENT Engineering and Land Surveying, P.C. WEST FENLON STREET (NY ROUTE 50)BALLSTON AVENUEWEST AVENUEWEST AVENUENEW STREETCONGRESS AVENUE YMCA DRIVEWAY (NY ROUTE 50)BALLSTON AVENUE84182322 343 66 25 20522727620 276 NO-BUILD VOLUMES (2025) - PM PEAK21116 1763104 275 4 18 281 10613442971 DATESCALEFIGURE NO. NONE FILE NAME = DATE/TIME = USER =cdetrick L:\Projects\MJ1588 - Private Clients\MJ1588.03 New Street Subdivision\02 Design\Calcs & Technical\Traffic\Volume Figures\MJ1588_Volume Figures.dgn 4/3/2024 8:18:57 AM APRIL 2024SARATOGA SPRINGS, NEW YORK MJ1588.03 - NEW STREET DEVELOPMENT Engineering and Land Surveying, P.C. WEST FENLON STREET (NY ROUTE 50)BALLSTON AVENUEWEST AVENUEWEST AVENUENEW STREETCONGRESS AVENUE YMCA DRIVEWAY (NY ROUTE 50)BALLSTON AVENUETRIP DISTRIBUTION (2025) - AM PEAK 5SITE DRIVEWAY55%45%46%9%46% 9% 32% 13%32%13% 13%13% DATESCALEFIGURE NO. NONE FILE NAME = DATE/TIME = USER =cdetrick L:\Projects\MJ1588 - Private Clients\MJ1588.03 New Street Subdivision\02 Design\Calcs & Technical\Traffic\Volume Figures\MJ1588_Volume Figures.dgn 4/3/2024 8:19:56 AM APRIL 2024SARATOGA SPRINGS, NEW YORK MJ1588.03 - NEW STREET DEVELOPMENT Engineering and Land Surveying, P.C. WEST FENLON STREET (NY ROUTE 50)BALLSTON AVENUEWEST AVENUEWEST AVENUENEW STREETCONGRESS AVENUE YMCA DRIVEWAY (NY ROUTE 50)BALLSTON AVENUE6SITE DRIVEWAY0754 1 10 0 26 1 2 TRIP GENERATION (2025) - AM PEAK DATESCALEFIGURE NO. NONE FILE NAME = DATE/TIME = USER =cdetrick L:\Projects\MJ1588 - Private Clients\MJ1588.03 New Street Subdivision\02 Design\Calcs & Technical\Traffic\Volume Figures\MJ1588_Volume Figures.dgn 4/3/2024 8:20:37 AM APRIL 2024SARATOGA SPRINGS, NEW YORK MJ1588.03 - NEW STREET DEVELOPMENT Engineering and Land Surveying, P.C. WEST FENLON STREET (NY ROUTE 50)BALLSTON AVENUEWEST AVENUEWEST AVENUENEW STREETCONGRESS AVENUE YMCA DRIVEWAY (NY ROUTE 50)BALLSTON AVENUETRIP DISTRIBUTION (2025) - PM PEAK 7SITE DRIVEWAY52%48%36%13% 35%13%35% 35%35%36% 16%16% DATESCALEFIGURE NO. NONE FILE NAME = DATE/TIME = USER =cdetrick L:\Projects\MJ1588 - Private Clients\MJ1588.03 New Street Subdivision\02 Design\Calcs & Technical\Traffic\Volume Figures\MJ1588_Volume Figures.dgn 4/3/2024 8:21:41 AM APRIL 2024SARATOGA SPRINGS, NEW YORK MJ1588.03 - NEW STREET DEVELOPMENT Engineering and Land Surveying, P.C. WEST FENLON STREET (NY ROUTE 50)BALLSTON AVENUEWEST AVENUEWEST AVENUENEW STREETCONGRESS AVENUE YMCA DRIVEWAY (NY ROUTE 50)BALLSTON AVENUE8SITE DRIVEWAYTRIP GENERATION (2025) - PM PEAK 541 3 4 24 1 2434 DATESCALEFIGURE NO. NONE FILE NAME = DATE/TIME = USER =cdetrick L:\Projects\MJ1588 - Private Clients\MJ1588.03 New Street Subdivision\02 Design\Calcs & Technical\Traffic\Volume Figures\MJ1588_Volume Figures.dgn 4/18/2024 1:31:47 PM APRIL 2024SARATOGA SPRINGS, NEW YORK MJ1588.03 - NEW STREET DEVELOPMENT Engineering and Land Surveying, P.C. WEST FENLON STREET (NY ROUTE 50)BALLSTON AVENUEWEST AVENUEWEST AVENUENEW STREETCONGRESS AVENUE YMCA DRIVEWAY (NY ROUTE 50)BALLSTON AVENUE9 315 58 63611616 217 23 5 122 8144216 89 6922148315149171814 196 9 BUILD VOLUMES (2025) - AM PEAK SITE DRIVEWAY75264 2 290 2 DATESCALEFIGURE NO. NONE FILE NAME = DATE/TIME = USER =cdetrick L:\Projects\MJ1588 - Private Clients\MJ1588.03 New Street Subdivision\02 Design\Calcs & Technical\Traffic\Volume Figures\MJ1588_Volume Figures.dgn 4/18/2024 1:09:26 PM APRIL 2024SARATOGA SPRINGS, NEW YORK MJ1588.03 - NEW STREET DEVELOPMENT Engineering and Land Surveying, P.C. WEST FENLON STREET (NY ROUTE 50)BALLSTON AVENUEWEST AVENUEWEST AVENUENEW STREETCONGRESS AVENUE YMCA DRIVEWAY (NY ROUTE 50)BALLSTON AVENUE84182322 347 66 25 20923127620 279 211161765105 278 10136 4297118 285 107 BUILD VOLUMES (2025) - PM PEAK 266 6 471 654SITE DRIVEWAY C Appendix C \ Synchro Results HCM Signalized Intersection Capacity Analysis 2024 Existing AM 1: West Fenlon Street & NY Route 50 04/02/2024 Scenario 1 12:41 pm 03/22/2024 2024 Existing AM Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 56 305 8 15 212 22 5 357 15 47 218 68 Future Volume (vph) 56 305 8 15 212 22 5 357 15 47 218 68 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 0.99 1.00 1.00 0.85 Flt Protected 0.99 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1844 1840 1682 1787 1696 1599 Flt Permitted 0.91 0.96 1.00 0.31 1.00 1.00 Satd. Flow (perm) 1684 1777 1675 589 1696 1599 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 64 347 9 17 241 25 6 406 17 53 248 77 RTOR Reduction (vph) 0 1 0 0 3 0 0 1 0 0 0 39 Lane Group Flow (vph) 0 419 0 0 280 0 0 428 0 53 248 38 Heavy Vehicles (%) 2% 2% 0% 0% 2% 0% 0% 13% 0% 1% 12% 1% Turn Type Perm NA Perm NA Perm NA pm+pt NA Perm Protected Phases 3 7 6 5 2 Permitted Phases 3 7 6 2 2 Actuated Green, G (s) 24.7 24.7 25.0 35.3 35.3 35.3 Effective Green, g (s) 24.7 24.7 25.0 35.3 35.3 35.3 Actuated g/C Ratio 0.34 0.34 0.35 0.49 0.49 0.49 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 577 609 581 360 831 783 v/s Ratio Prot 0.01 c0.15 v/s Ratio Perm c0.25 0.16 c0.26 0.06 0.02 v/c Ratio 0.73 0.46 0.74 0.15 0.30 0.05 Uniform Delay, d1 20.7 18.4 20.6 11.5 11.0 9.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.5 0.6 4.8 0.2 0.2 0.0 Delay (s) 25.2 19.0 25.4 11.7 11.2 9.6 Level of Service C B C B B A Approach Delay (s) 25.2 19.0 25.4 10.9 Approach LOS C B C B Intersection Summary HCM 2000 Control Delay 20.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 72.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 77.8% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM 6th TWSC 2024 Existing AM 2: YMCA Driveway & New Street 04/02/2024 Scenario 1 12:41 pm 03/22/2024 2024 Existing AM Synchro 11 Report Page 2 Intersection Int Delay, s/veh 6.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 120 4 209 87 7 140 Future Vol, veh/h 120 4 209 87 7 140 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 58 58 58 58 58 58 Heavy Vehicles, % 5 0 0 2 0 2 Mvmt Flow 207 7 360 150 12 241 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 214 0 1081 211 Stage 1 - - - - 211 - Stage 2 - - - - 870 - Critical Hdwy - - 4.1 - 6.4 6.22 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.318 Pot Cap-1 Maneuver - - 1368 - 243 829 Stage 1 - - - - 829 - Stage 2 - - - - 413 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1368 - 173 829 Mov Cap-2 Maneuver - - - - 173 - Stage 1 - - - - 829 - Stage 2 - - - - 294 - Approach EB WB NB HCM Control Delay, s 0 6.1 13 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 702 - - 1368 - HCM Lane V/C Ratio 0.361 - - 0.263 - HCM Control Delay (s) 13 - - 8.6 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 1.6 - - 1.1 - HCM Signalized Intersection Capacity Analysis 2024 Existing AM 3: West Avenue & New Street 04/02/2024 Scenario 1 12:41 pm 03/22/2024 2024 Existing AM Synchro 11 Report Page 3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 13 193 169 7 311 147 Future Volume (vph) 13 193 169 7 311 147 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.99 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1805 1583 1803 1805 1863 Flt Permitted 0.95 1.00 1.00 0.51 1.00 Satd. Flow (perm) 1805 1583 1803 967 1863 Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph) 15 227 199 8 366 173 RTOR Reduction (vph) 0 161 2 0 0 0 Lane Group Flow (vph) 15 66 205 0 366 173 Heavy Vehicles (%) 0% 2% 5% 0% 0% 2% Turn Type Prot pm+ov NA pm+pt NA Protected Phases 4 5 6 5 2 Permitted Phases 4 2 Actuated Green, G (s) 1.5 17.8 25.6 47.9 47.9 Effective Green, g (s) 1.5 17.8 25.6 47.9 47.9 Actuated g/C Ratio 0.02 0.29 0.42 0.78 0.78 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 44 613 751 976 1453 v/s Ratio Prot 0.01 c0.03 0.11 c0.10 0.09 v/s Ratio Perm 0.01 c0.19 v/c Ratio 0.34 0.11 0.27 0.38 0.12 Uniform Delay, d1 29.5 16.0 11.8 2.3 1.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.6 0.1 0.9 0.2 0.2 Delay (s) 34.0 16.1 12.7 2.5 1.8 Level of Service C B B A A Approach Delay (s) 17.2 12.7 2.3 Approach LOS B B A Intersection Summary HCM 2000 Control Delay 8.1 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.41 Actuated Cycle Length (s) 61.4 Sum of lost time (s) 18.0 Intersection Capacity Utilization 56.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 2024 Existing PM 1: West Fenlon Street & NY Route 50 04/02/2024 Scenario 1 12:41 pm 03/22/2024 2024 Existing PM Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 104 278 17 21 339 65 7 413 22 70 424 132 Future Volume (vph) 104 278 17 21 339 65 7 413 22 70 424 132 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.99 0.98 0.99 1.00 1.00 0.85 Flt Protected 0.99 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1860 1856 1725 1805 1792 1599 Flt Permitted 0.62 0.97 0.99 0.26 1.00 1.00 Satd. Flow (perm) 1173 1806 1710 492 1792 1599 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 109 293 18 22 385 74 8 469 25 80 482 150 RTOR Reduction (vph) 0 1 0 0 6 0 0 2 0 0 0 75 Lane Group Flow (vph) 0 419 0 0 475 0 0 500 0 80 482 75 Heavy Vehicles (%) 1% 0% 0% 0% 0% 0% 0% 10% 0% 0% 6% 1% Turn Type Perm NA Perm NA Perm NA pm+pt NA Perm Protected Phases 3 7 6 5 2 Permitted Phases 3 7 6 2 2 Actuated Green, G (s) 29.7 29.7 28.7 41.6 41.6 41.6 Effective Green, g (s) 29.7 29.7 28.7 41.6 41.6 41.6 Actuated g/C Ratio 0.36 0.36 0.34 0.50 0.50 0.50 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 418 643 589 354 894 798 v/s Ratio Prot 0.02 c0.27 v/s Ratio Perm c0.36 0.26 c0.29 0.09 0.05 v/c Ratio 1.00 0.74 0.85 0.23 0.54 0.09 Uniform Delay, d1 26.8 23.4 25.3 13.6 14.3 11.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 44.4 4.4 11.0 0.3 0.6 0.1 Delay (s) 71.2 27.8 36.3 13.9 14.9 11.0 Level of Service E C D B B B Approach Delay (s) 71.2 27.8 36.3 14.0 Approach LOS E C D B Intersection Summary HCM 2000 Control Delay 33.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.91 Actuated Cycle Length (s) 83.3 Sum of lost time (s) 18.0 Intersection Capacity Utilization 106.4% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group HCM 6th TWSC 2024 Existing PM 2: YMCA Driveway & New Street 04/02/2024 Scenario 1 12:41 pm 03/22/2024 2024 Existing PM Synchro 11 Report Page 2 Intersection Int Delay, s/veh 3.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 202 24 102 272 16 62 Future Vol, veh/h 202 24 102 272 16 62 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 58 58 58 58 58 58 Heavy Vehicles, % 5 0 0 2 0 2 Mvmt Flow 348 41 176 469 28 107 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 389 0 1190 369 Stage 1 - - - - 369 - Stage 2 - - - - 821 - Critical Hdwy - - 4.1 - 6.4 6.22 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.318 Pot Cap-1 Maneuver - - 1181 - 209 677 Stage 1 - - - - 704 - Stage 2 - - - - 436 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1181 - 167 677 Mov Cap-2 Maneuver - - - - 167 - Stage 1 - - - - 704 - Stage 2 - - - - 348 - Approach EB WB NB HCM Control Delay, s 0 2.3 17.7 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 416 - - 1181 - HCM Lane V/C Ratio 0.323 - - 0.149 - HCM Control Delay (s) 17.7 - - 8.6 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 1.4 - - 0.5 - HCM Signalized Intersection Capacity Analysis 2024 Existing PM 3: West Avenue & New Street 04/02/2024 Scenario 1 12:41 pm 03/22/2024 2024 Existing PM Synchro 11 Report Page 3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 19 273 208 15 273 224 Future Volume (vph) 19 273 208 15 273 224 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.99 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1805 1615 1799 1805 1881 Flt Permitted 0.95 1.00 1.00 0.48 1.00 Satd. Flow (perm) 1805 1615 1799 918 1881 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 21 300 229 16 300 246 RTOR Reduction (vph) 0 196 3 0 0 0 Lane Group Flow (vph) 21 104 242 0 300 246 Heavy Vehicles (%) 0% 0% 5% 0% 0% 1% Turn Type Prot pm+ov NA pm+pt NA Protected Phases 4 5 6 5 2 Permitted Phases 4 2 Actuated Green, G (s) 10.0 23.5 26.1 45.6 45.6 Effective Green, g (s) 10.0 23.5 26.1 45.6 45.6 Actuated g/C Ratio 0.15 0.35 0.39 0.67 0.67 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 267 704 694 796 1268 v/s Ratio Prot 0.01 c0.03 0.13 c0.08 0.13 v/s Ratio Perm 0.04 c0.18 v/c Ratio 0.08 0.15 0.35 0.38 0.19 Uniform Delay, d1 24.8 15.2 14.7 4.7 4.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.1 1.4 0.3 0.3 Delay (s) 25.0 15.3 16.1 5.0 4.5 Level of Service C B B A A Approach Delay (s) 15.9 16.1 4.8 Approach LOS B B A Intersection Summary HCM 2000 Control Delay 10.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.37 Actuated Cycle Length (s) 67.6 Sum of lost time (s) 18.0 Intersection Capacity Utilization 55.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 2025 No-Build AM 1: West Fenlon Street & NY Route 50 04/03/2024 Scenario 1 12:41 pm 03/22/2024 2025 No-Build AM Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 57 309 9 16 215 23 6 361 16 48 221 69 Future Volume (vph) 57 309 9 16 215 23 6 361 16 48 221 69 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 0.99 1.00 1.00 0.85 Flt Protected 0.99 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1844 1840 1682 1787 1696 1599 Flt Permitted 0.91 0.96 0.99 0.31 1.00 1.00 Satd. Flow (perm) 1682 1773 1674 575 1696 1599 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 65 351 10 18 244 26 7 410 18 55 251 78 RTOR Reduction (vph) 0 1 0 0 3 0 0 2 0 0 0 40 Lane Group Flow (vph) 0 425 0 0 285 0 0 433 0 55 251 38 Heavy Vehicles (%) 2% 2% 0% 0% 2% 0% 0% 13% 0% 1% 12% 1% Turn Type Perm NA Perm NA Perm NA pm+pt NA Perm Protected Phases 3 7 6 5 2 Permitted Phases 3 7 6 2 2 Actuated Green, G (s) 27.2 27.2 26.3 36.9 36.9 36.9 Effective Green, g (s) 27.2 27.2 26.3 36.9 36.9 36.9 Actuated g/C Ratio 0.36 0.36 0.35 0.48 0.48 0.48 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 601 633 578 352 822 775 v/s Ratio Prot 0.01 c0.15 v/s Ratio Perm c0.25 0.16 c0.26 0.07 0.02 v/c Ratio 0.71 0.45 0.75 0.16 0.31 0.05 Uniform Delay, d1 21.0 18.7 22.0 12.4 11.9 10.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.8 0.5 5.3 0.2 0.2 0.0 Delay (s) 24.8 19.2 27.3 12.6 12.1 10.4 Level of Service C B C B B B Approach Delay (s) 24.8 19.2 27.3 11.8 Approach LOS C B C B Intersection Summary HCM 2000 Control Delay 21.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 76.1 Sum of lost time (s) 18.0 Intersection Capacity Utilization 77.6% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM 6th TWSC 2025 No-Build AM 2: YMCA Driveway & New Street 04/03/2024 Scenario 1 12:41 pm 03/22/2024 2025 No-Build AM Synchro 11 Report Page 2 Intersection Int Delay, s/veh 6.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 122 5 212 88 8 142 Future Vol, veh/h 122 5 212 88 8 142 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 58 58 58 58 58 58 Heavy Vehicles, % 5 0 0 2 0 2 Mvmt Flow 210 9 366 152 14 245 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 219 0 1099 215 Stage 1 - - - - 215 - Stage 2 - - - - 884 - Critical Hdwy - - 4.1 - 6.4 6.22 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.318 Pot Cap-1 Maneuver - - 1362 - 237 825 Stage 1 - - - - 826 - Stage 2 - - - - 407 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1362 - 168 825 Mov Cap-2 Maneuver - - - - 168 - Stage 1 - - - - 826 - Stage 2 - - - - 288 - Approach EB WB NB HCM Control Delay, s 0 6.1 13.4 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 683 - - 1362 - HCM Lane V/C Ratio 0.379 - - 0.268 - HCM Control Delay (s) 13.4 - - 8.6 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 1.8 - - 1.1 - HCM Signalized Intersection Capacity Analysis 2025 No-Build AM 3: West Avenue & New Street 04/03/2024 Scenario 1 12:41 pm 03/22/2024 2025 No-Build AM Synchro 11 Report Page 3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 14 195 171 8 315 149 Future Volume (vph) 14 195 171 8 315 149 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.99 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1805 1583 1803 1805 1863 Flt Permitted 0.95 1.00 1.00 0.51 1.00 Satd. Flow (perm) 1805 1583 1803 964 1863 Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph) 16 229 201 9 371 175 RTOR Reduction (vph) 0 163 2 0 0 0 Lane Group Flow (vph) 16 66 208 0 371 175 Heavy Vehicles (%) 0% 2% 5% 0% 0% 2% Turn Type Prot pm+ov NA pm+pt NA Protected Phases 4 5 6 5 2 Permitted Phases 4 2 Actuated Green, G (s) 1.5 17.8 25.6 47.9 47.9 Effective Green, g (s) 1.5 17.8 25.6 47.9 47.9 Actuated g/C Ratio 0.02 0.29 0.42 0.78 0.78 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 44 613 751 975 1453 v/s Ratio Prot c0.01 0.03 0.12 c0.10 0.09 v/s Ratio Perm 0.01 c0.20 v/c Ratio 0.36 0.11 0.28 0.38 0.12 Uniform Delay, d1 29.5 16.0 11.8 2.3 1.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.1 0.1 0.9 0.2 0.2 Delay (s) 34.5 16.1 12.7 2.5 1.8 Level of Service C B B A A Approach Delay (s) 17.3 12.7 2.3 Approach LOS B B A Intersection Summary HCM 2000 Control Delay 8.2 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.42 Actuated Cycle Length (s) 61.4 Sum of lost time (s) 18.0 Intersection Capacity Utilization 56.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 2025 No-Build PM 1: West Fenlon Street & NY Route 50 04/02/2024 Scenario 1 12:41 pm 03/22/2024 2025 No-Build PM Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 106 281 18 22 343 66 8 418 23 71 429 134 Future Volume (vph) 106 281 18 22 343 66 8 418 23 71 429 134 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.99 0.98 0.99 1.00 1.00 0.85 Flt Protected 0.99 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1859 1856 1725 1805 1792 1599 Flt Permitted 0.61 0.97 0.99 0.26 1.00 1.00 Satd. Flow (perm) 1146 1805 1708 488 1792 1599 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 112 296 19 23 390 75 9 475 26 81 488 152 RTOR Reduction (vph) 0 2 0 0 6 0 0 2 0 0 0 76 Lane Group Flow (vph) 0 425 0 0 482 0 0 508 0 81 488 76 Heavy Vehicles (%) 1% 0% 0% 0% 0% 0% 0% 10% 0% 0% 6% 1% Turn Type Perm NA Perm NA Perm NA pm+pt NA Perm Protected Phases 3 7 6 5 2 Permitted Phases 3 7 6 2 2 Actuated Green, G (s) 29.7 29.7 29.0 41.9 41.9 41.9 Effective Green, g (s) 29.7 29.7 29.0 41.9 41.9 41.9 Actuated g/C Ratio 0.36 0.36 0.35 0.50 0.50 0.50 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 407 641 592 353 898 801 v/s Ratio Prot 0.02 c0.27 v/s Ratio Perm c0.37 0.27 c0.30 0.10 0.05 v/c Ratio 1.04 0.75 0.86 0.23 0.54 0.10 Uniform Delay, d1 26.9 23.7 25.4 13.6 14.3 10.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 56.7 5.0 11.8 0.3 0.7 0.1 Delay (s) 83.6 28.7 37.2 14.0 15.0 11.0 Level of Service F C D B B B Approach Delay (s) 83.6 28.7 37.2 14.0 Approach LOS F C D B Intersection Summary HCM 2000 Control Delay 36.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.94 Actuated Cycle Length (s) 83.6 Sum of lost time (s) 18.0 Intersection Capacity Utilization 106.6% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group HCM 6th TWSC 2025 No-Build PM 2: YMCA Driveway & New Street 04/02/2024 Scenario 1 12:41 pm 03/22/2024 2025 No-Build PM Synchro 11 Report Page 2 Intersection Int Delay, s/veh 3.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 205 25 104 275 17 63 Future Vol, veh/h 205 25 104 275 17 63 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 58 58 58 58 58 58 Heavy Vehicles, % 5 0 0 2 0 2 Mvmt Flow 353 43 179 474 29 109 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 396 0 1207 375 Stage 1 - - - - 375 - Stage 2 - - - - 832 - Critical Hdwy - - 4.1 - 6.4 6.22 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.318 Pot Cap-1 Maneuver - - 1174 - 204 671 Stage 1 - - - - 699 - Stage 2 - - - - 431 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1174 - 162 671 Mov Cap-2 Maneuver - - - - 162 - Stage 1 - - - - 699 - Stage 2 - - - - 342 - Approach EB WB NB HCM Control Delay, s 0 2.4 18.6 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 402 - - 1174 - HCM Lane V/C Ratio 0.343 - - 0.153 - HCM Control Delay (s) 18.6 - - 8.6 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 1.5 - - 0.5 - HCM Signalized Intersection Capacity Analysis 2025 No-Build PM 3: West Avenue & New Street 04/02/2024 Scenario 1 12:41 pm 03/22/2024 2025 No-Build PM Synchro 11 Report Page 3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 20 276 211 16 227 276 Future Volume (vph) 20 276 211 16 227 276 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.99 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1805 1615 1798 1805 1881 Flt Permitted 0.95 1.00 1.00 0.48 1.00 Satd. Flow (perm) 1805 1615 1798 913 1881 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 22 303 232 18 249 303 RTOR Reduction (vph) 0 200 3 0 0 0 Lane Group Flow (vph) 22 103 247 0 249 303 Heavy Vehicles (%) 0% 0% 5% 0% 0% 1% Turn Type Prot pm+ov NA pm+pt NA Protected Phases 4 5 6 5 2 Permitted Phases 4 2 Actuated Green, G (s) 10.0 22.5 26.0 44.5 44.5 Effective Green, g (s) 10.0 22.5 26.0 44.5 44.5 Actuated g/C Ratio 0.15 0.34 0.39 0.67 0.67 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 271 692 702 778 1258 v/s Ratio Prot 0.01 c0.03 c0.14 c0.06 0.16 v/s Ratio Perm 0.04 0.15 v/c Ratio 0.08 0.15 0.35 0.32 0.24 Uniform Delay, d1 24.3 15.3 14.3 4.6 4.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.1 1.4 0.2 0.5 Delay (s) 24.4 15.4 15.7 4.9 4.8 Level of Service C B B A A Approach Delay (s) 16.0 15.7 4.8 Approach LOS B B A Intersection Summary HCM 2000 Control Delay 10.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.32 Actuated Cycle Length (s) 66.5 Sum of lost time (s) 18.0 Intersection Capacity Utilization 52.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 2025 Build AM 1: West Fenlon Street & NY Route 50 04/03/2024 Scenario 1 12:41 pm 03/22/2024 2025 Build AM Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 58 309 9 16 217 23 6 361 16 48 221 69 Future Volume (vph) 58 309 9 16 217 23 6 361 16 48 221 69 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 0.99 1.00 1.00 0.85 Flt Protected 0.99 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1843 1840 1682 1787 1696 1599 Flt Permitted 0.90 0.96 0.99 0.31 1.00 1.00 Satd. Flow (perm) 1677 1774 1674 574 1696 1599 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 66 351 10 18 247 26 7 410 18 55 251 78 RTOR Reduction (vph) 0 1 0 0 3 0 0 2 0 0 0 40 Lane Group Flow (vph) 0 426 0 0 288 0 0 433 0 55 251 38 Heavy Vehicles (%) 2% 2% 0% 0% 2% 0% 0% 13% 0% 1% 12% 1% Turn Type Perm NA Perm NA Perm NA pm+pt NA Perm Protected Phases 3 7 6 5 2 Permitted Phases 3 7 6 2 2 Actuated Green, G (s) 27.3 27.3 26.3 36.9 36.9 36.9 Effective Green, g (s) 27.3 27.3 26.3 36.9 36.9 36.9 Actuated g/C Ratio 0.36 0.36 0.35 0.48 0.48 0.48 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 600 635 577 351 821 774 v/s Ratio Prot 0.01 c0.15 v/s Ratio Perm c0.25 0.16 c0.26 0.07 0.02 v/c Ratio 0.71 0.45 0.75 0.16 0.31 0.05 Uniform Delay, d1 21.0 18.7 22.1 12.5 11.9 10.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.0 0.5 5.5 0.2 0.2 0.0 Delay (s) 25.0 19.2 27.5 12.7 12.1 10.4 Level of Service C B C B B B Approach Delay (s) 25.0 19.2 27.5 11.8 Approach LOS C B C B Intersection Summary HCM 2000 Control Delay 21.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 76.2 Sum of lost time (s) 18.0 Intersection Capacity Utilization 78.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM 6th TWSC 2025 Build AM 2: YMCA Driveway & New Street 04/03/2024 Scenario 1 12:41 pm 03/22/2024 2025 Build AM Synchro 11 Report Page 2 Intersection Int Delay, s/veh 6.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 122 5 216 88 8 144 Future Vol, veh/h 122 5 216 88 8 144 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 58 58 58 58 58 58 Heavy Vehicles, % 5 0 0 2 0 2 Mvmt Flow 210 9 372 152 14 248 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 219 0 1111 215 Stage 1 - - - - 215 - Stage 2 - - - - 896 - Critical Hdwy - - 4.1 - 6.4 6.22 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.318 Pot Cap-1 Maneuver - - 1362 - 233 825 Stage 1 - - - - 826 - Stage 2 - - - - 402 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1362 - 164 825 Mov Cap-2 Maneuver - - - - 164 - Stage 1 - - - - 826 - Stage 2 - - - - 282 - Approach EB WB NB HCM Control Delay, s 0 6.1 13.6 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 681 - - 1362 - HCM Lane V/C Ratio 0.385 - - 0.273 - HCM Control Delay (s) 13.6 - - 8.6 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 1.8 - - 1.1 - HCM Signalized Intersection Capacity Analysis 2025 Build AM 3: West Avenue & New Street 04/03/2024 Scenario 1 12:41 pm 03/22/2024 2025 Build AM Synchro 11 Report Page 3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 14 196 171 8 315 149 Future Volume (vph) 14 196 171 8 315 149 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.99 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1805 1583 1803 1805 1863 Flt Permitted 0.95 1.00 1.00 0.51 1.00 Satd. Flow (perm) 1805 1583 1803 964 1863 Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph) 16 231 201 9 371 175 RTOR Reduction (vph) 0 164 2 0 0 0 Lane Group Flow (vph) 16 67 208 0 371 175 Heavy Vehicles (%) 0% 2% 5% 0% 0% 2% Turn Type Prot pm+ov NA pm+pt NA Protected Phases 4 5 6 5 2 Permitted Phases 4 2 Actuated Green, G (s) 1.5 17.8 25.6 47.9 47.9 Effective Green, g (s) 1.5 17.8 25.6 47.9 47.9 Actuated g/C Ratio 0.02 0.29 0.42 0.78 0.78 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 44 613 751 975 1453 v/s Ratio Prot 0.01 c0.03 0.12 c0.10 0.09 v/s Ratio Perm 0.01 c0.20 v/c Ratio 0.36 0.11 0.28 0.38 0.12 Uniform Delay, d1 29.5 16.0 11.8 2.3 1.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.1 0.1 0.9 0.2 0.2 Delay (s) 34.5 16.1 12.7 2.5 1.8 Level of Service C B B A A Approach Delay (s) 17.3 12.7 2.3 Approach LOS B B A Intersection Summary HCM 2000 Control Delay 8.2 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.42 Actuated Cycle Length (s) 61.4 Sum of lost time (s) 18.0 Intersection Capacity Utilization 56.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 6th TWSC 2025 Build AM 4: New Street & Site Driveway 04/18/2024 Scenario 1 12:41 pm 03/22/2024 2025 Build AM Synchro 11 Report Page 1 Intersection Int Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 2 264 290 2 7 5 Future Vol, veh/h 2 264 290 2 7 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 2 287 315 2 8 5 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 317 0 - 0 607 316 Stage 1 - - - - 316 - Stage 2 - - - - 291 - 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 1243 - - - 460 724 Stage 1 - - - - 739 - Stage 2 - - - - 759 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1243 - - - 459 724 Mov Cap-2 Maneuver - - - - 459 - Stage 1 - - - - 738 - Stage 2 - - - - 759 - Approach EB WB SB HCM Control Delay, s 0.1 0 11.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1243 - - - 542 HCM Lane V/C Ratio 0.002 - - - 0.024 HCM Control Delay (s) 7.9 0 - - 11.8 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1 HCM Signalized Intersection Capacity Analysis 2025 Build PM 1: West Fenlon Street & NY Route 50 04/03/2024 Scenario 1 12:41 pm 03/22/2024 2025 Build PM Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 107 285 18 22 347 66 8 418 23 71 429 136 Future Volume (vph) 107 285 18 22 347 66 8 418 23 71 429 136 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.99 0.98 0.99 1.00 1.00 0.85 Flt Protected 0.99 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1859 1857 1725 1805 1792 1599 Flt Permitted 0.60 0.97 0.99 0.26 1.00 1.00 Satd. Flow (perm) 1139 1805 1708 488 1792 1599 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 113 300 19 23 394 75 9 475 26 81 488 155 RTOR Reduction (vph) 0 2 0 0 6 0 0 2 0 0 0 77 Lane Group Flow (vph) 0 430 0 0 486 0 0 508 0 81 488 78 Heavy Vehicles (%) 1% 0% 0% 0% 0% 0% 0% 10% 0% 0% 6% 1% Turn Type Perm NA Perm NA Perm NA pm+pt NA Perm Protected Phases 3 7 6 5 2 Permitted Phases 3 7 6 2 2 Actuated Green, G (s) 29.7 29.7 29.0 41.9 41.9 41.9 Effective Green, g (s) 29.7 29.7 29.0 41.9 41.9 41.9 Actuated g/C Ratio 0.36 0.36 0.35 0.50 0.50 0.50 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 404 641 592 353 898 801 v/s Ratio Prot 0.02 c0.27 v/s Ratio Perm c0.38 0.27 c0.30 0.10 0.05 v/c Ratio 1.06 0.76 0.86 0.23 0.54 0.10 Uniform Delay, d1 26.9 23.8 25.4 13.6 14.3 10.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 62.9 5.1 11.8 0.3 0.7 0.1 Delay (s) 89.9 28.9 37.2 14.0 15.0 11.0 Level of Service F C D B B B Approach Delay (s) 89.9 28.9 37.2 14.0 Approach LOS F C D B Intersection Summary HCM 2000 Control Delay 38.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.95 Actuated Cycle Length (s) 83.6 Sum of lost time (s) 18.0 Intersection Capacity Utilization 107.1% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group HCM 6th TWSC 2025 Build PM 2: YMCA Driveway & New Street 04/03/2024 Scenario 1 12:41 pm 03/22/2024 2025 Build PM Synchro 11 Report Page 2 Intersection Int Delay, s/veh 3.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 205 25 104 275 17 65 Future Vol, veh/h 205 25 104 275 17 65 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 58 58 58 58 58 58 Heavy Vehicles, % 5 0 0 2 0 2 Mvmt Flow 353 43 179 474 29 112 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 396 0 1207 375 Stage 1 - - - - 375 - Stage 2 - - - - 832 - Critical Hdwy - - 4.1 - 6.4 6.22 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.318 Pot Cap-1 Maneuver - - 1174 - 204 671 Stage 1 - - - - 699 - Stage 2 - - - - 431 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1174 - 162 671 Mov Cap-2 Maneuver - - - - 162 - Stage 1 - - - - 699 - Stage 2 - - - - 342 - Approach EB WB NB HCM Control Delay, s 0 2.4 18.5 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 406 - - 1174 - HCM Lane V/C Ratio 0.348 - - 0.153 - HCM Control Delay (s) 18.5 - - 8.6 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 1.5 - - 0.5 - HCM Signalized Intersection Capacity Analysis 2025 Build PM 3: West Avenue & New Street 04/03/2024 Scenario 1 12:41 pm 03/22/2024 2025 Build PM Synchro 11 Report Page 3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 20 276 211 16 227 276 Future Volume (vph) 20 276 211 16 227 276 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.99 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1805 1615 1798 1805 1881 Flt Permitted 0.95 1.00 1.00 0.48 1.00 Satd. Flow (perm) 1805 1615 1798 913 1881 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 22 303 232 18 249 303 RTOR Reduction (vph) 0 200 3 0 0 0 Lane Group Flow (vph) 22 103 247 0 249 303 Heavy Vehicles (%) 0% 0% 5% 0% 0% 1% Turn Type Prot pm+ov NA pm+pt NA Protected Phases 4 5 6 5 2 Permitted Phases 4 2 Actuated Green, G (s) 10.0 22.5 26.0 44.5 44.5 Effective Green, g (s) 10.0 22.5 26.0 44.5 44.5 Actuated g/C Ratio 0.15 0.34 0.39 0.67 0.67 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 271 692 702 778 1258 v/s Ratio Prot 0.01 c0.03 c0.14 c0.06 0.16 v/s Ratio Perm 0.04 0.15 v/c Ratio 0.08 0.15 0.35 0.32 0.24 Uniform Delay, d1 24.3 15.3 14.3 4.6 4.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.1 1.4 0.2 0.5 Delay (s) 24.4 15.4 15.7 4.9 4.8 Level of Service C B B A A Approach Delay (s) 16.0 15.7 4.8 Approach LOS B B A Intersection Summary HCM 2000 Control Delay 10.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.32 Actuated Cycle Length (s) 66.5 Sum of lost time (s) 18.0 Intersection Capacity Utilization 52.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM 6th TWSC 2025 Build PM 4: New Street & Site Driveway 04/18/2024 Scenario 1 12:41 pm 03/22/2024 2025 Build PM Synchro 11 Report Page 1 Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 6 266 471 6 5 4 Future Vol, veh/h 6 266 471 6 5 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 7 289 512 7 5 4 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 519 0 - 0 819 516 Stage 1 - - - - 516 - Stage 2 - - - - 303 - 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 1047 - - - 345 559 Stage 1 - - - - 599 - Stage 2 - - - - 749 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1047 - - - 342 559 Mov Cap-2 Maneuver - - - - 342 - Stage 1 - - - - 594 - Stage 2 - - - - 749 - Approach EB WB SB HCM Control Delay, s 0.2 0 13.9 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1047 - - - 413 HCM Lane V/C Ratio 0.006 - - - 0.024 HCM Control Delay (s) 8.5 0 - - 13.9 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1 HCM Signalized Intersection Capacity Analysis 2025 Build AM Improvements 1: West Fenlon Street & NY Route 50 04/03/2024 Scenario 1 12:41 pm 03/22/2024 2025 Build AM Improvements Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 58 309 9 16 217 23 6 361 16 48 221 69 Future Volume (vph) 58 309 9 16 217 23 6 361 16 48 221 69 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 0.99 1.00 1.00 0.85 Flt Protected 0.99 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1843 1840 1682 1787 1696 1599 Flt Permitted 0.91 0.96 0.99 0.30 1.00 1.00 Satd. Flow (perm) 1681 1774 1673 565 1696 1599 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 66 351 10 18 247 26 7 410 18 55 251 78 RTOR Reduction (vph) 0 1 0 0 4 0 0 2 0 0 0 41 Lane Group Flow (vph) 0 426 0 0 287 0 0 433 0 55 251 37 Heavy Vehicles (%) 2% 2% 0% 0% 2% 0% 0% 13% 0% 1% 12% 1% Turn Type Perm NA Perm NA Perm NA pm+pt NA Perm Protected Phases 3 7 6 5 2 Permitted Phases 3 7 6 2 2 Actuated Green, G (s) 27.3 27.3 25.4 35.6 35.6 35.6 Effective Green, g (s) 27.3 27.3 25.4 35.6 35.6 35.6 Actuated g/C Ratio 0.36 0.36 0.34 0.48 0.48 0.48 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 612 646 567 337 806 760 v/s Ratio Prot 0.01 c0.15 v/s Ratio Perm c0.25 0.16 c0.26 0.07 0.02 v/c Ratio 0.70 0.44 0.76 0.16 0.31 0.05 Uniform Delay, d1 20.3 18.0 22.1 12.7 12.1 10.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.4 0.5 6.1 0.2 0.2 0.0 Delay (s) 23.7 18.5 28.1 12.9 12.3 10.6 Level of Service C B C B B B Approach Delay (s) 23.7 18.5 28.1 12.1 Approach LOS C B C B Intersection Summary HCM 2000 Control Delay 21.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 74.9 Sum of lost time (s) 18.0 Intersection Capacity Utilization 78.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 2025 Build PM Improvements 1: West Fenlon Street & NY Route 50 04/03/2024 Scenario 1 12:41 pm 03/22/2024 2025 Build PM Improvements Synchro 11 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 107 285 18 22 347 66 8 418 23 71 429 136 Future Volume (vph) 107 285 18 22 347 66 8 418 23 71 429 136 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.99 0.98 0.99 1.00 1.00 0.85 Flt Protected 0.99 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1859 1857 1725 1805 1792 1599 Flt Permitted 0.65 0.97 0.99 0.24 1.00 1.00 Satd. Flow (perm) 1219 1802 1708 453 1792 1599 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 113 300 19 23 394 75 9 475 26 81 488 155 RTOR Reduction (vph) 0 2 0 0 7 0 0 2 0 0 0 82 Lane Group Flow (vph) 0 430 0 0 485 0 0 508 0 81 488 73 Heavy Vehicles (%) 1% 0% 0% 0% 0% 0% 0% 10% 0% 0% 6% 1% Turn Type Perm NA Perm NA Perm NA pm+pt NA Perm Protected Phases 3 7 6 5 2 Permitted Phases 3 7 6 2 2 Actuated Green, G (s) 33.0 33.0 28.0 40.0 40.0 40.0 Effective Green, g (s) 33.0 33.0 28.0 40.0 40.0 40.0 Actuated g/C Ratio 0.39 0.39 0.33 0.47 0.47 0.47 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 473 699 562 308 843 752 v/s Ratio Prot 0.02 c0.27 v/s Ratio Perm c0.35 0.27 c0.30 0.11 0.05 v/c Ratio 0.91 0.69 0.90 0.26 0.58 0.10 Uniform Delay, d1 24.6 21.8 27.2 15.4 16.4 12.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 21.1 3.0 17.9 0.5 1.0 0.1 Delay (s) 45.7 24.8 45.1 15.9 17.3 12.5 Level of Service D C D B B B Approach Delay (s) 45.7 24.8 45.1 16.1 Approach LOS D C D B Intersection Summary HCM 2000 Control Delay 30.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.91 Actuated Cycle Length (s) 85.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 107.1% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group D Appendix D \ NYSDOT Crash Data SHEET1OF2P.I.N. COUNTY OR IDENT.TOWNxCITY VILLAGE OF FROMTO2 PDO 1 1 2 32 PDO 1 1 2 32 PDO 1 1 1 13 PDO 1 1 1 12 PDO 1 1 4 11 PDO 1 1 1 21 PI 5 1 2 32 PDO 5 1 1 12 PDO 1 1 1 23 PDO 4 1 2 22 PI 1 1 2 22 PDO 4 1 1 12 PDO 5 1 1 12 PDO 1 1 1 22 PDO 1 1 1 12 PDO 1 1 1 12 PI 3 1 1 22 PDO 4 1 1 12 PDO 1 1 1 22 PDO 1 1 1 1RMV1 NB ON WEST AVE DROVE OFF THE ROAD HITTING A MAIL BOX AND CITY LIGHT POST.V1 WB ON CONGRESS AVE REAR ENDED V2 PREPARING TO MAKE A RIGHT TURN ONTO WEST AVENUE.APPARENT CONTRIBUTING FACTORS44 5DESCRIPTIONFor Apparent Contributing Factors, use codes from MV 104 Police Report101411ROADWAY CHARACTERROADWAY SURFACE CONDITIONWEATHER194V1 SB ON BALLSTON AVE MADE A LEFT TURN ONTO WEST FENLON STREET AND FAILED TO YIELD THE RIGHT OF WAY TO V2 CAUSING A MAJOR HEAD ON COLLISION.4 7X71718789151617:54601218:2720:249/11/202211/22/20222/12/2022 311/23/2022V1 BACKED UP ONTO CONGRESS AVE STRIKING V2 PARKED ON CONGRESS AVE DELIVERING PACKAGES.DETAILS OF CRASH HISTORY FOR LOCATION (AS SHOWN ON COLLISION DIAGRAM)3/27/2024TIME PERIOD9/1/20208/31/20239/28/202010/2/202010/10/202011/21/202010:5512:3299V1 SB ON BALLSTON AVE DISREGARDED THE STOP LIGHT COLLIDING WITH V2 TRAVELING WB THROUGH THE INTERSECTION.DIAGRAM NO.V1 WB ON WEST FENLON STREET REAR ENDED V3 CAUSING V3 TO REAR END V2. ROADWAY SURFACE CONDITION 1. DRY 2. WET 3. MUDDY 4. SNOW/ICE 5. SLUSH 10. OTHER ROADWAY CHARACTER 1. STRAIGHT AND LEVEL 2. STRAIGHT AND GRADE 3. STRAIGHT AT HILLCREST 4. CURVE AND LEVEL 5. CURVE AND GRADE 6. CURVE AT HILLCREST V1 EB ON NEW STREET REAR ENDED V2 STOPPED IN TRAFFIC. LIGHT CONDITIONS 1. DAYLIGHT 2. DAWN 3. DUSK 4. DARK RD. LIGHTED 5. DARK ROAD UNLIGHTED 6. OTHER1SaratogaROUTE NO. OR STREET NAMENew Street20 2/5/20233/5/20224/26/202213LIGHT CONDITIONS4/27/202111/2/2021TIMEDATE5/18/2022 08:2108:2509:402/7/2022 11:579/25/202111/23/202123:2615:352/6/2022 00:11122 1712:14V2 WB ON NEW STREET HAD A TRAILER THAT STRUCK V2 IN THE OPPOSITE TRAVEL LANE.V1 NB ON BALLSTON AVE STRUCK V2 STOPPED AT THE RED LIGHT CAUSING V2 TO REAR END V3.V2 SB ON BALLSTON AVE REAR ENDED V1 DUE TO SNOW COVERED ICY ROADS.V1 SB ON BALLSTON AVE STOPPED AT THE RED LIGHT WAS REAR ENDED BY UNKNOWN V2 WHO FLED THE SCENE.V1 WB ON NEW STREET WAS STRUCK BY V2 MAKING A LEFT OUT OF AN ADJACENT PARKING LOT FAILING TO YIELD THE RIGHT OF WAY ENTERING THE ROADWAY.NO. OF VEHICLES6 WEATHER 1. CLEAR 2. CLOUDY 3. RAIN 4. SNOW 5. SLEET/HAIL/FREEZING RAIN 6. FOG/SMOG/SMOKE 10. OTHER36 NO.SEVERITYENVIRONMENTAL Use codes from MV 104 (shown on right) for these categoriesNUMBER OF MONTHSSaratoga Springs1CKDCASE NO.DATEWest Avenue and Ballston Avenue (NY Route 50)14:40FILEBY510:3912/18/2020 09:283417966AT INTERSECTION WITH/OR BETWEEN79/7/20229V1 WB ON CONGRESS AVE WHILE DISTRACTED REAR ENDED V2 TRAVELING WB ON NEW STREET.12:3721:1817:28 9V1 WB ON CONGRESS AVE STRUCK V2 ATTEMPTING TO MAKE A RIGHT TURN ON CONGRESS AVE.V1 WB WAS MAKING A LEFT TURN FROM WEST FENLON STREET FAILING TO YIELD THE RIGHT OF WAY AND STRUCK V2.V1 WB ON CONGRESS AVE REAR ENDED V2 STOPPED AT THE RED LIGHT.12:20V1 WB ON WEST FENLON STREET REAR ENDED V2 STOPPED AT THE RED LIGHT.4 17V1 SB ON BALLSTON AVE FAILED TO OBEY THE RED LIGHT COLLIDING WITH V2 TRAVELING WB ON WEST FENLON STREET.V1 NB ON WEST AVE REAR ENDED V2 STOPPED AT THE RED LIGHT.V1 WB ON WEST FENLON STREET FAILED TO YIELD THE RIGHT OF WAY MAKING A LEFT TURN ONTO BALLSTON AVE STRIKING V2 TRAVELING EB.4 2971452310678911 SHEET2OF2P.I.N. COUNTY OR IDENT.TOWNxCITY VILLAGE OF FROMTO2 PDO 1 1 1 12 PDO 1 1 1 22 PDO 1 1 1 12 PDO 1 1 1 23 PDO 1 1 1 1RM9CKDFor Apparent Contributing Factors, use codes from MV 104 Police ReportV1 EB ON NEW STREET REAR ENDED V2 WHICH CAUSED V2 TO REAR END V3.11:1207:4108:454 9 493132293028APPARENT CONTRIBUTING FACTORS NO.DATE TIMEWest Avenue and Ballston Avenue (NY Route 50)ROUTE NO. OR STREET NAMECASE NO. SaratogaNew StreetFILE1DETAILS OF CRASH HISTORY FOR LOCATION (AS SHOWN ON COLLISION DIAGRAM)DIAGRAM NO.1Saratoga SpringsDATE3/27/2024TIME PERIODENVIRONMENTAL Use codes from MV 104 (shown on right) for these categories LIGHT CONDITIONS 1. DAYLIGHT 2. DAWN 3. DUSK 4. DARK RD. LIGHTED 5. DARK ROAD UNLIGHTED 6. OTHER ROADWAY CHARACTER 1. STRAIGHT AND LEVEL 2. STRAIGHT AND GRADE 3. STRAIGHT AT HILLCREST 4. CURVE AND LEVEL 5. CURVE AND GRADE 6. CURVE AT HILLCREST ROADWAY SURFACE CONDITION 1. DRY 2. WET 3. MUDDY 4. SNOW/ICE 5. SLUSH 10. OTHER WEATHER 1. CLEAR 2. CLOUDY 3. RAIN 4. SNOW 5. SLEET/HAIL/FREEZING RAIN 6. FOG/SMOG/SMOKE 10. OTHERNUMBER OF MONTHS9/1/2020NO. OF VEHICLESSEVERITYLIGHTCONDITIONSROADWAYCHARACTERROADWAY SURFACE CONDITIONWEATHER368/31/2023AT INTERSECTION WITH/OR BETWEENBYDESCRIPTION227/12/202321 2/6/20233/23/2023V1 NB ON BALLSTON AVE REAR ENDED V2 STOPPED AT THE RED LIGHT.V2 NB ON WEST AVE WAS STRUCK BY V1 WHO FAILED TO YIELD THE RIGHT OF WAY TAKING A RIGHT TURN ONTO WEST AVE.27242517:406/27/2023V1 EB ON NEW STREET REAR ENDED V2 EB IN TRAFFIC.237/21/20232614:31 4 9V1 EB ON NEW STREET REAR ENDED V2 EB STOPPED AT THE RED LIGHT.333435364038393714523106789111452310678911 COUNTY: HSI#: TO NO. OF MONTHS: Dry Right Angle Wet Rear End Muddy Overtaking Snow/Ice/Slush Left Turn Other Parked Vehicle Pedestrian TOTAL Bicycle Side Swipe Head-On Animal Weather Fixed Object Clear w/Utility Poles Cloudy w/Guide Rail Rain w/Sign Posts Snow w/Tree Sleet/Hail/Freezing Rain w/Ditch-Embank. Fog/Smog/Smoke w/Other Other TOTAL TOTAL Crash Severity Day Dawn/Dusk Fatal Night (unlighted) Personal Injury Night (lighted) Property Damage Only Other Non-Reportable TOTAL TOTAL 0 13 9 3 No of Crashes 0 0 0 25 No. of Crashes 22 0 25 18 1 0 33 3 0 25 CRASH SUMMARY SHEET MUNICIPALITY: LOCATION: TIME PERIOD: Saratoga 8/31/2023 1-6-0003New Street 36 Saratoga Springs 19 0 9/1/2020 PavementNo. of Crashes 4 Light Conditions No. of Crashes 14 0 No of Crashes 5 1 3 1 0 25 Crash Type 0 0 0 0 1 2 1 25 DATE:1 OF 1 MUNICIPALITY:COUNTY: INTERSECTION:AT FILE: PERIOD: 3 YRS 0 MTHS FROM:9/1/2020 TO 8/31/2023 BY: Moving Vehicle Pedestrian Motorcycle Bicycle Backing Vehicle 3/27/2024 Fixed Object Saratoga Springs 1Ballston Avenue / West Fenlon Street Saratoga Out of control Rear-end Head-on Left-turn MANNER OF COLLISION CKD New Street SYMBOLS Stopped Vehicle CASE NO. Overturned Parked Vehicle Side-swipe Overtake Right-angleSkidding Fatal Injury Personal Injury Side-swipe same direction P BM NEW STREET WEST FENLON STREET BALLSTONAVENUEBALLSTONAVENUE 3232425 10 21 4 5 7 11 13 18 1 9 19 8 DATE:1 OF 1 MUNICIPALITY:COUNTY: INTERSECTION:AT FILE: PERIOD: 3 YRS 0 MTHS FROM:9/1/2020 TO 8/31/2023 BY: Moving Vehicle Pedestrian Motorcycle Bicycle Backing Vehicle 3/27/2024 CASE NO. Saratoga Springs Saratoga Congress Avenue Gillman Avenue 1 CKD Parked Vehicle Fatal Injury Side-swipe Overtake SYMBOLS MANNER OF COLLISION Rear-end Head-on Out of control Left-turn Fixed Object Stopped Vehicle Personal Injury Skidding Right-angle Overturned P BM CONGRESS AVENUE GILMANAVENUE15 DATE:1 OF 1 MUNICIPALITY:COUNTY: INTERSECTION:AT FILE: PERIOD: 3 YRS 0 MTHS FROM:9/1/2020 TO 8/31/2023 BY: Moving Vehicle Pedestrian Motorcycle Bicycle Backing Vehicle 3/27/2024 CASE NO. Saratoga Springs Saratoga Congress Avenue West Avenue 1 CKD Parked Vehicle Fatal Injury Side-swipe Overtake SYMBOLS MANNER OF COLLISION Rear-end Head-on Out of control Left-turn Fixed Object Stopped Vehicle Personal Injury Skidding Right-angle Overturned P BM CONGRESS AVENUE WESTAVENUE2 14 16 17 6 STREET LAMP MAIL BOX 12 22