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HomeMy WebLinkAbout20241018 NYS Route 29 Prime Station Lane Site Plan Traffic Letter w Attachments Engineers Scientists Planners Designers 100 Great Oaks Boulevard, Suite 118, Albany, New York 12203 P 518.389.3600 F 518.452.0324 www.vhb.com July 9, 2024 Ref: 21731.00 Mr. Todd Curley Coldwell Banker Commercial Prime Properties 621 Columbia Street Cohoes NY, 12047 Re: Traffic Impact Evaluation, Station Park Mixed-Use Development, Station Lane, City of Saratoga Springs, NY Dear Mr. Curley: VHB Engineering, Surveying, Landscape Architecture and Geology, PC (VHB) has conducted a traffic impact evaluation to assess the potential traffic impacts associated with the construction of the proposed Mixed-Use Development located on Station Lane in the City of Saratoga Springs, New York. The proposed development includes construction of two multifamily housing buildings with 192-units and a 152-units, (totaling 344 units), 46 row homes, and a hotel with a maximum of 110-rooms. The proposed Site Rendering, prepared by EP Land Services LLC, dated July 2023, latest revision dated April 1, 2024, is included as Attachment A. A Traffic Impact Study for this site was conducted by SRF Associates in October 2017 with a different site plan. Consistent with the previous study, this letter includes an estimate of the weekday AM and PM peak hour trip generation, existing and future AM and PM peak hour traffic volumes and operations at the study intersections, and a sight distance evaluation at the proposed site access locations. Site Location and Proposed Development The approximate 16.93-acre project site is located on the south side of Station Lane, east of the Saratoga Springs Amtrak Station and on the north side of Washington Street (NY Route 29) in the City of Saratoga Springs, New York. Access to the site is proposed via a full access intersection on Station Lane, a right-turn ingress and full access egress access on Washington Street, and an internal full access connection to the adjacent Intrada Apartments. The project site is primarily undeveloped with the exception of a single-family home along the eastern site boundary on Washington Street. The project location and study intersections are shown on Figure 1. Existing Conditions The project study area includes the following intersections:  Church Street (NY Route 9N) at West Avenue/Adirondack Trust Entrance  West Avenue at Station Lane  West Avenue at Washington Street (NY Route 29) Mr. Todd Curley Ref: 21731.00 July 9, 2024 Page 2 \\vhb\gbl\proj\Albany\21731.00 Prime Station Park\docs\letters\21731.00 Traffic Letter.docx Station Lane Station Lane is an east-west local road that provides access between West Avenue and the Saratoga Springs Amtrak station and is under City jurisdiction. Along the project frontage, Station Lane provides one 12-foot wide travel lane in each direction and has a posted speed limit of 30-mph. Sidewalks are provided along the south side of Station Lane and cyclists share the roadway with motorized vehicles. Station Lane is posted with “NO PARKING ANY TIME” signs on the north side of the roadway. Most of the land along Station Lane is undeveloped except the Saratoga Springs Amtrak Station and the partially constructed Station Lane Apartments located on the north side of the roadway. Washington Street (NY Route 29) Washington Street (NY Route 29) is classified as an urban principal arterial that provides east-west travel through the City of Saratoga Springs and is under NYSDOT jurisdiction. Along the project frontage, Washington Street provides one 12-foot wide travel lane and five-foot wide paved shoulders in the eastbound and westbound directions. The posted speed limit transitions from 30-mph to 45-mph near the proposed site driveway. A sidewalk is provided on the north side of Washington Street east of the project site. There are no sidewalks on the south side of Washington Street near the project site. Pedestrians either use the sidewalks or paved shoulders and bicyclists are served by the existing shoulders or share the roadway with motor vehicles. Land use in the study area is a mix of residential, commercial, and undeveloped space. Church Street (NY Route 9N) at West Avenue/Adirondack Trust Company Entrance The West Avenue at Church Street/Adirondack Trust Company Entrance intersection is a signalized four-way intersection. The Church Street eastbound approach provides a shared left-turn/through lane and an exclusive right-turn lane. The Church Street westbound approach and the West Avenue northbound approach each provide an exclusive left-turn lane and a shared through/right-turn lane. The southbound approach is a single lane approach. Sidewalks are provided along the north side of the eastbound Church Street approach, the south side of the westbound Church Street approach, and along both sides of the northbound West Avenue approach. Marked crosswalks with pedestrian pushbuttons, signals and countdown timers are provided on the eastbound Church Street and northbound West Avenue approaches. West Avenue at Station Lane The West Avenue at Station Lane intersection is an unsignalized three-way intersection with Station Lane operating under stop control. The Station Lane eastbound approach provides a single shared left-turn/right-turn lane. The northbound West Avenue approach provides a through lane and a center two-way left-turn lane that is used for left-turning traffic. The southbound West Avenue approach provides a single lane for shared through/right-turn movements. Sidewalks are provided along the south side of Station Lane and along both sides of West Avenue. There are no marked crosswalks at the intersection. West Avenue at Washington Street (NY Route 29) The West Avenue at Washington Street intersection is a signalized four-way intersection. All four intersection approaches provide an exclusive left-turn lane and a shared through/right-turn lane. Sidewalks are provided along Mr. Todd Curley Ref: 21731.00 July 9, 2024 Page 3 \\vhb\gbl\proj\Albany\21731.00 Prime Station Park\docs\letters\21731.00 Traffic Letter.docx both sides of all four intersection approaches with marked crosswalks with pedestrian pushbuttons, signals, and countdown timers on all four approaches. Traffic Volumes Peak hour turning movement counts (TMCs) were conducted at the study intersections on Tuesday, March 21, 2023, during the weekday AM peak period from 7:00 to 9:00 a.m. and the weekday PM peak period from 4:00 to 6:00 p.m. Based on the collected data, the weekday AM peak hour occurred from 7:15 to 8:15 a.m. and the weekday PM peak hour occurred from 4:00 to 5:00 p.m. The traffic volume count data for the weekday AM and PM peak periods are provided in Attachment B. The 2023 Existing AM and PM peak hour traffic volumes are illustrated on Figure 2. Future Conditions To determine the impacts of the site-generated traffic volumes near the site, future traffic conditions were evaluated. The project is expected to be fully built and occupied in 2028. Traffic growth on area roadways is a function of the expected land development, environmental activity, and changes in demographics. A frequently used procedure is to identify estimated traffic generated by planned developments that would be expected to affect the project study area roadways. An alternative procedure is to estimate an annual percentage increase and apply that increase to study area traffic volumes. For this evaluation, both procedures were used. The following summarizes this traffic forecasting process. Historic Growth Information provided by the Capital Region Transportation Council (CRTC) for the study area indicates that the roadways near the study area, are increasing by an annual growth rate of approximately 0.82 percent; therefore, a growth rate of 0.82 percent for five years was used for this project. Site Specific Growth Based on information provided by the City of Saratoga Springs and VHB’s knowledge of projects in the area, trips associated with the following projects were added to the study area intersections as appropriate. The trips associated with these developments are summarized on Figure 3. In Planning/Approval Process:  Faden-West Avenue, a mixed-use development located along Station Lane, consisting of 68 residential units, 6,915 square feet (sf) of retail space, and 2,600 sf of restaurant space. Approved/Under Construction:  Station Lane Apartments, a 29-unit residential development located along Station Lane.  Tait Lane Reserve, a residential development consisting of a 68-unit apartment building, 22 townhomes, and a 112-unit apartment building located northwest of the project site. Mr. Todd Curley Ref: 21731.00 July 9, 2024 Page 4 \\vhb\gbl\proj\Albany\21731.00 Prime Station Park\docs\letters\21731.00 Traffic Letter.docx No-Build Traffic Volumes The 2028 No-Build traffic volumes were generated with consideration of the general and site-specific growth described above. The resulting 2028 No-Build peak hour traffic volumes are provided on Figure 4 and represent future traffic volumes in the study area prior to development of the proposed project. Site-Generated Traffic Volumes To estimate the site-generated traffic anticipated at the project site, the Institute of Transportation Engineers’ (ITE) publication Trip Generation,11th Edition 1 was utilized. The number of vehicle trips generated by the Proposed Project using the ITE methodology were estimated based on Land Use Code (LUC) 221 – Multifamily Housing (Mid-Rise), LUC 215 – Single-Family Attached Housing, and LUC 310 – Hotel. Vehicle trips were estimated for the weekday AM and PM peak hours to best represent the peak travel periods for the site and on the adjacent roadway network. The peak hour trip generation is summarized in Table 1. Table 1 Trip Generation Summary Data Source Weekday AM Peak Hour Weekday PM Peak Hour Enter Exit Total Enter Exit Total Multifamily Residential a 32 108 140 82 53 135 Townhomes b 5 13 18 14 10 24 Hotel c 27 21 48 27 27 54 Total Trips 64 142 206 123 90 213 a Trip generation estimate based on ITE LUC 221 – Multifamily Housing (Mid-Rise) for 344 units. b Trip Generation estimate based on ITE LUC 215 – Single-Family Attached Housing for 46 units. c Trip Generation estimate based on ITE LUC 310 – Hotel for 110 rooms. The proposed mixed-use development is expected to generate 206 new vehicle trips during the weekday AM peak hour (64 entering and 142 exiting). During the PM peak hour, the proposed mixed-use development is expected to generate 213 new vehicle trips (123 entering and 90 exiting). Build Traffic Volumes The directional distribution of traffic approaching and departing the site is a function of several variables including population densities, existing travel patterns, and the efficiency of the roadways leading to and from the site. Based on a review of the existing travel patterns and population centers in the area, it is anticipated that 15 percent of the site generated traffic will travel to and from the west on Church Street, 35% will travel to and from the east on Church Street, ten percent will travel to and from the west on Washington Street, 20 percent will travel to and from the south on West Avenue, and 20 percent will travel to and from the east on Washington Street. The detailed trip 1 ITE Trip Generation Manual, 11th Edition, Institute of Transportation Engineers, Washington D.C., September 2021 Mr. Todd Curley Ref: 21731.00 July 9, 2024 Page 5 \\vhb\gbl\proj\Albany\21731.00 Prime Station Park\docs\letters\21731.00 Traffic Letter.docx distribution is shown on Figure 5. Note drivers entering the site from the west on Church Street will use the Intrada Apartments Site driveway to access the site. The trips generated by the proposed project were assigned to the study area intersections and site driveways based on the trip distribution pattern and are shown on Figure 6. These assigned volumes were then added to the 2028 No-Build peak hour traffic volumes to develop the 2028 Build peak hour traffic volumes shown on Figure 7. Traffic Operations Analysis 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 levels of service (LOS). The evaluation criteria used to analyze the study area intersections is based on the procedures set forth in the latest version (6th Edition) of the Highway Capacity Manual (HCM)2. LOS is a measure that considers several factors including roadway geometry, speed, and travel delay. Levels of service range from A to F, with LOS A representing short vehicle delays and LOS F representing longer vehicle delays. The LOS definitions are included in Attachment C. Intersection Capacity Analysis Levels of service analyses were conducted for the 2023 Existing, 2028 No-Build, and 2028 Build condition for the study intersections and for the 2028 Build conditions for the site access intersections. Tables 2 and 3 summarize the capacity analysis results for the weekday AM and PM peak hours, respectively. The capacity analyses worksheets are included in Attachment C. A review of the analysis results in Tables 2 and 3 show that the study intersections operate at good levels of service (LOS C or better) for all lane groups, approaches, and overall operations during the weekday AM and PM peak hours. With construction of the proposed project, the intersections will continue to operate at LOS C conditions or better during both peak hours. Minor increases in delay will result in drops in LOS between the No-Build and Build conditions; however, since the intersections will maintain LOS C or better operations, no mitigation is needed or recommended. The site access approaches to Station Lane and Washington Street will operate with good levels of service (LOS C or better) with single lanes entering and exiting the site and unsignalized control. 2 Highway Capacity Manual, 6th Edition, Transportation Research Board, Washington D.C., 2016 Mr. Todd Curley Ref: 21731.00 July 9, 2024 Page 6 \\vhb\gbl\proj\Albany\21731.00 Prime Station Park\docs\letters\21731.00 Traffic Letter.docx Table 2 Intersection Levels of Service – AM Peak Hour Intersection Approach Lane Group Existing 2023 No-Build 2028 Build 2028 Delay LOS Delay LOS Delay LOS Church Street at West Avenue/ Adirondack Trust Company Entrance EB LT 12.5 B 13.5 B 15.5 B R 5.8 A 5.6 A 5.7 A Approach 10.3 B 11.1 B 12.3 B WB L 7.6 A 8.6 A 10.0 B TR 4.4 A 4.7 A 5.5 A Approach 5.8 A 6.4 A 7.6 A NB L 16.8 B 18.3 B 18.9 B TR 17.8 B 19.6 B 20.8 C Approach 17.3 B 19.1 B 20.0 C Overall 10.3 B 11.2 B 12.7 B West Avenue at Station Lane EB LR 13.3 B 14.3 B 19.5 C NB L 8.3 A 8.5 A 8.6 A West Avenue at Washington Street EB L 15.1 B 15.9 B 16.3 B TR 20.2 C 21.7 C 24.0 C Approach 18.1 B 19.3 B 21.2 C WB L 17.4 B 18.3 B 19.1 B TR 22.0 C 23.8 C 24.4 C Approach 20.7 C 22.2 C 23.0 C NB L 13.8 B 14.0 B 14.6 B TR 18.0 B 18.4 B 19.2 B Approach 17.5 B 17.9 B 18.5 B SB L 13.5 B 13.5 B 14.1 B TR 19.7 B 20.1 C 21.4 C Approach 19.1 B 19.3 B 20.4 C Overall 18.6 B 19.4 B 20.5 C Washington Street at Site Access SB LR -- -- -- -- 14.0 B Station Lane at Site Access WB L -- -- -- -- 7.3 A NB LR -- -- -- -- 8.7 A a Average total delay in seconds per vehicle b Level of service EB, WB, NB, SB = Eastbound, Westbound, Northbound or Southbound approach L, T, R = Left-turn, Through or Right-turn movement -- Not Applicable Mr. Todd Curley Ref: 21731.00 July 9, 2024 Page 7 \\vhb\gbl\proj\Albany\21731.00 Prime Station Park\docs\letters\21731.00 Traffic Letter.docx Table 3 Intersection Levels of Service – PM Peak Hour Intersection Approach Lane Group Existing 2023 No-Build 2028 Build 2028 Delay LOS Delay LOS Delay LOS Church Street at West Avenue/ Adirondack Trust Company Entrance EB LT 15.2 B 17.3 B 18.8 B R 5.4 A 5.7 A 6.2 A Approach 12.2 B 13.7 B 14.6 B WB L 9.1 A 10.1 B 11.0 B TR 6.8 A 7.5 A 7.8 A Approach 7.7 A 8.6 A 9.2 A NB L 18.6 B 18.9 B 19.7 B TR 16.3 B 16.7 B 17.7 B Approach 17.7 B 18.0 B 18.9 B Overall 12.2 B 13.0 B 13.8 B West Avenue at Station Lane EB LR 13.5 B 16.8 C 22.3 C NB L 8.5 A 8.7 A 9.0 A West Avenue at Washington Street EB L 18.2 B 19.4 B 20.3 C TR 24.3 C 25.5 C 27.2 C Approach 22.1 C 23.2 C 24.8 C WB L 19.1 B 20.1 C 21.1 C TR 26.1 C 28.2 C 29.7 C Approach 24.3 C 26.1 C 27.6 C NB L 15.4 B 16.5 B 17.5 B TR 18.6 B 20.4 C 21.1 C Approach 18.0 B 19.5 B 20.2 C SB L 15.2 B 16.0 B 16.9 B TR 23.1 C 24.9 C 26.8 C Approach 22.4 C 24.0 C 25.7 C Overall 21.4 C 22.9 C 24.3 C Washington Street at Site Access SB LR -- -- -- -- 18.2 C Station Lane at Site Access WB L -- -- -- -- 7.3 A NB LR -- -- -- -- 8.6 A a Average total delay in seconds per vehicle b Level of service EB, WB, NB, SB = Eastbound, Westbound, Northbound or Southbound approach L, T, R = Left-turn, Through or Right-turn movement -- Not Applicable Mr. Todd Curley Ref: 21731.00 July 9, 2024 Page 8 \\vhb\gbl\proj\Albany\21731.00 Prime Station Park\docs\letters\21731.00 Traffic Letter.docx Sight Distance Sight distance analysis, in conformance with guidelines of the American Association of State Highway and Transportation Officials (AASHTO) in A Policy on the Geometric Design of Highways and Streets, 7th Edition 3 was performed at the proposed site accesses on Station Lane and Washington Street. Both stopping sight distance (SSD) and intersection sight distance (ISD) at the proposed site accesses were measured. The posted speed limit on Station Lane near the project site is 30-mph. The travel speed data collected by VHB in March 2023 on Station Lane near the project site showed that the 85th percentile operating speed was 33-mph in both the eastbound and westbound directions; therefore, the measured distances were compared to a 35-mph operating speed. The posted speed limit on Washington Street near the project transitions from 30-mph to 45-mph. The travel speed data collected by VHB in May 2023 on Washington Street near the project site showed that the 85th percentile operating speed was 47-mph in the eastbound direction and 49-mph in the westbound direction. The sight distance evaluation on Washington Street was completed based on a 45-mph operating speed in the eastbound direction and a 50-mph operating speed in the westbound direction. SSD is the distance along the roadway for a vehicle approaching an intersection from either direction to perceive, react, and come to a complete stop before colliding with an object in the road, in this case a vehicle exiting a driveway or a vehicle waiting on the mainline to turn into the site. Table 4 summarizes the stopping sight distance evaluation. Table 4 Stopping Sight Distance Location Traveling Field Measurement (feet) a AASHTO Guideline (feet) Station Lane at Site Access b EB WB 400 700+ 250 250 Washington Street at Site Access c EB c WB d 700+ 700+ 385 425 a Based on field measurements taken by VHB. b Based on standards established in A Policy on the Geometric Design of Highways and Streets, AASHTO, 2018 for a 35-mph operating speed c Based on standards established in A Policy on the Geometric Design of Highways and Streets, AASHTO, 2018 for a 45-mph operating speed and 4% downgrade d Based on standards established in A Policy on the Geometric Design of Highways and Streets, AASHTO, 2018 for a 50-mph operating speed Table 4 shows that the stopping sight distances along Station Lane and Washington Street meet the AASHTO recommended guidelines for the identified operating speeds. 3 A Policy on the Geometric Design of Highways and Streets,7th, Edition, American Association of State Highway and Transportation Officials, 2018. Mr. Todd Curley Ref: 21731.00 July 9, 2024 Page 9 \\vhb\gbl\proj\Albany\21731.00 Prime Station Park\docs\letters\21731.00 Traffic Letter.docx ISD is based on the time required for perception, reaction, and completion of the desired turning maneuver into or out of the site driveway. Calculation of the ISD includes the time to (1) turn and clear the intersection without conflicting with approaching vehicles; and (2) upon turning, to accelerate to the operating speed on the roadway without causing approaching vehicles on the main road to unduly reduce their speed. Table 5 summarizes the intersection sight distance analysis. Table 5 Intersection Sight Distance Location View Field Measurement (feet) a AASHTO Guideline (feet) Left-turn Out Right-turn Out Left-turn In Station Lane at Site Access b Looking Left Looking Right Looking Straight 110 [400] 120 [400+] 400 390 390 -- 335 -- -- -- -- 285 Washington Street at Site Access c Looking Left Looking Right Looking Straight 700+ 795 -- 555 500 -- 480 -- -- -- -- -- a Based on field measurements taken by VHB. b Based on standards established in A Policy on the Geometric Design of Highways and Streets, AASHTO, 2018 for a 35-mph operating speed on Station Lane. c Based on standards established in A Policy on the Geometric Design of Highways and Streets, AASHTO, 2018 for a 45-mph eastbound and 50-mph westbound operating speed on Washington Street. ## [##] Measured sight line [Improved sight line] -- Not applicable A review of Table 5 shows that the intersection sight distance looking straight along Station Lane meets the AASHTO recommended guidelines for vehicles turning left into the site. The intersection sight distances looking left and right along Station Lane to exit the site are limited by the existing tree line on the project frontage. Clearing the tree line increases the distances looking left to 400 feet and right to a minimum of 400 feet, which meet AASHTO guidelines for a 35-mph operating speed. It is recommended that the vegetation along the south side of Station Lane along the project frontage be cleared and maintained a minimum of 14.5 feet back from the edge of pavement to meet the AASHTO guidelines. Additional vegetation clearing along the south side of Station Lane east of the project limits within the right-of-way could further increase the sight lines and should be coordinated with the City. The intersection sight distances looking left and right from the proposed site access to turn onto Washington Street meet the AASHTO recommended guidelines to turn left or right out of the site. To maintain good sight lines at the site access intersections, vegetation along the site frontage should be cleared and maintained a minimum of 14.5 feet back from the travel way. Site signage and landscaping should also be designed to maintain good sight lines. Mr. Todd Curley Ref: 21731.00 July 9, 2024 Page 10 \\vhb\gbl\proj\Albany\21731.00 Prime Station Park\docs\letters\21731.00 Traffic Letter.docx Conclusions VHB has conducted a traffic impact evaluation to assess the potential traffic impacts associated with the construction of the proposed mixed-use development located on the south side of Station Lane in the City of Saratoga Springs, New York. The proposed development includes construction of two four-story apartment buildings totaling 344 units, 40 row homes, and a hotel with a maximum of 110-rooms. Access to the site is proposed via a full access driveway on Station Lane, a right-in ingress/full movement egress driveway on Washington Street, and a full access connection to the adjacent Intrada Apartments.  The proposed project is expected to generate 206 new vehicle trips during the weekday AM peak hour (64 entering and 142 exiting) and 213 new vehicle trips during the weekday PM peak hour (123 entering and 90 exiting).  The LOS analysis shows that the study area intersections currently operate at LOS C better on all movements during the weekday AM and PM peak hours. Minor increases in delay result in drops in LOS between No-Build and Build conditions but lane groups, approaches, and overall operations maintain LOS C or better operations. No mitigation is needed or recommended.  The site access approaches to Station Lane and Washington Street will operate with good levels of service (LOS C or better) with single lanes entering and exiting the site and unsignalized control.  The stopping sight distances along Station Lane and Washington Street meet the AASHTO recommended guidelines for the identified operating speeds.  With the recommended clearing of vegetation along the south side of Station Lane, the intersection sight distances at the proposed site access will meet the AASHTO guidelines.  The intersection sight distances looking left and right from the proposed site access to turn onto Washington Street meet the AASHTO recommended guidelines to turn left or right out of the site.  To maintain good sight lines at the site access intersections, vegetation along the site frontages should be maintained a minimum of 14.5 feet back from the travel way. Site signage and landscaping should also be designed to maintain good sight lines. The proposed development will be adequately serviced by the existing roadway network. Please call with any questions regarding the above evaluation. Sincerely, VHB Alanna Moran, PE John Donnan, IE Senior Project Manager Project Engineer Attachments \\vhb\gbl\proj\Albany\21731.00 Prime Station Park\cad\ts\planset\21731.00 Location Figure.dwgFigure 1Project LocationPrime Station ParkStation LaneSaratoga Springs, New YorkNot to ScaleWest AveStudy IntersectionLegendWashington StChurch StStation LnSiteProject 29 Not to Scale\\vhb\gbl\proj\Albany\21731.00 Prime Station Park\cad\ts\planset\21731.00 Volume Figures.dwgFigure 22023 Existing Traffic VolumesPrime Station ParkStation LaneSaratoga Springs, New YorkKey: AM Peak (PM Peak)Church St (NY 9N)Washington St (NY 29)West Ave ADK Trust Co. Dwy 2 (10)(0)4265 (367)220 (258)(298) 356(226) 256(333) 136 (7) 0 (287) 27650 (61) (143) 155103 (195)60 (91) (154) 150 (106) 73 (110) 44 (367) 255 (47) 48 77 (130) 275 (322) 40 (42) (6) 5 (11) 4 (1) 6 (611) 464 8 (5) 419 (509)STOPStation Ln Not to Scale\\vhb\gbl\proj\Albany\21731.00 Prime Station Park\cad\ts\planset\21731.00 Volume Figures.dwgFigure 3Other Potenial DevelopmentsPrime Station ParkStation LaneSaratoga Springs, New YorkKey: AM Peak (PM Peak)Church St (NY 9N)Washington St (NY 29)West Ave ADK Trust Co. Dwy 13 (41)5 (15) (26) 37 (7) 2 (6) 4 (12) 9 (5) 14 (12) (10) 4 3 (3) 6 (8) 7 (10) (27) 15 (28) 16 (37) 11 (-9) -2 8 (29) -1 (-7)STOPStation Ln Not to Scale\\vhb\gbl\proj\Albany\21731.00 Prime Station Park\cad\ts\planset\21731.00 Volume Figures.dwgFigure 42028 No-Build Traffic VolumesPrime Station ParkStation LaneSaratoga Springs, New YorkKey: AM Peak (PM Peak)Church St (NY 9N)Washington St (NY 29)West Ave ADK Trust Co. Dwy 2 (10)(0)4289 (423)234 (284) (336) 408 (242) 269 (353) 146 (7) 0 (311) 29756 (76) (154) 162107 (203)63 (95) (160) 156 (110) 76 (115) 46 (392) 270 (49) 50 83 (138) 292 (343) 49 (54) (33) 20 (39) 20 (38) 17 (627) 481 16 (34) 435 (523)STOPStation Ln Not to Scale\\vhb\gbl\proj\Albany\21731.00 Prime Station Park\cad\ts\planset\21731.00 Volume Figures.dwgFigure 5Trip DistributionPrime Station ParkStation LaneSaratoga Springs, New YorkChurch St (NY 9N)Station LnWashington St (NY 29)West Ave ADK Trust Co. Dwy Site Access Site Access 15%35%(15%) (35%)(15%)5%15%(15%)20% (5%) (5%)35%10%(10%) (30%)55%(60%)(50%)(10%)5% 50%STOPExisting Dwy10%35%STOP(30%)Key: Entering %, (Exiting %)STOPSTOP Not to Scale\\vhb\gbl\proj\Albany\21731.00 Prime Station Park\cad\ts\planset\21731.00 Volume Figures.dwgFigure 6Trip AssignmentPrime Station ParkStation LaneSaratoga Springs, New YorkKey:Entering Volumes: AM Peak (PM Peak)AM Peak (PM Peak)Exiting Volumes:Church St (NY 9N)Station LnWashington St (NY 29)West Ave ADK Trust Co. Dwy Site Access Existing Dwy Site Access 22 (43)(19) 10(13) 21 (32) 504 (6)10 (18)(13) 22(25) 12 7 (4)22 (43)(12) 614 (9) 43 (27)(12) 622 (43)(27) 4336 (68)(54) 85 (45) 71(9) 14(6) 4 32 (62)STOPSTOP(14) 217 (5)STOPSTOP Not to Scale\\vhb\gbl\proj\Albany\21731.00 Prime Station Park\cad\ts\planset\21731.00 Volume Figures.dwgFigure 72028 Build Traffic VolumesPrime Station ParkStation LaneSaratoga Springs, New YorkKey: AM Peak (PM Peak)Church St (NY 9N)Station LnWashington St (NY 29)West Ave ADK Trust Co. Dwy Site Access Site Access 2 (10) (0) 4289 (423)256 (327) (336) 408 (261) 279 (366) 167 (7) 0 (343) 34760 (82) (154) 162117 (221)63 (95) (173) 178 (124) 97 (140) 58 (392) 270 (49) 50 83 (138) 299 (348) 56 (58)22 (43) (437) 401236 (456)14 (8) 43 (27)15 (6)36 (68) (18) 9 (54) 85 (78) 91 (48) 34 (44) 21 (627) 481 48 (96) 435 (523)STOPSTOPSTOP Attachments A. Site Rendering B. Traffic Volume Data C. LOS Definitions and Capacity Analysis Worksheets Attachment A – Site Rendering Attachment B – Traffic Volume Data Church St & West Ave/Adirondack Trust Drivew… - TMCChurch St & West Ave/Adirondack Trust Drivew… - TMC Tue Mar 21, 2023 Full Length (7 AM-9 AM, 4 PM-6 PM) All Classes (Motorcycles, Lights, Heavy, Pedestrians, Bicycles on Crosswalk) All Movements ID: 1048722, Location: 43.085177, -73.804251, Site Code: Saratoga Springs, NY Provided by: Tri-State Traffic Data: New York Division 1016 Hoosick Rd, Troy, NY, 12180, US Leg Church St (NY 9N)Church St (NY 9N)West Ave Adirondack Trust Driveway Direction Eastbound Westbound Northbound Southbound Time L T R U RR AppApp Ped*L T R U RR AppApp Ped*L T R U RR AppApp Ped*L T R U RR AppApp Ped*IntInt 2023-03-21 7:00AM 0 46 31 0 17 9494 0 40 43 1 0 0 8484 0 32 1 22 0 21 7676 0 0 0 0 0 0 00 0 254254 7:15AM 2 76 54 0 30 162162 0 67 56 0 0 0 123123 0 29 0 57 0 22 108108 0 0 0 0 0 0 00 0 393393 7:30AM 1 98 39 0 16 154154 0 57 60 1 0 0 118118 1 30 0 40 0 21 9191 0 0 0 0 0 0 00 1 363363 7:45AM 0 101 47 0 22 170170 0 50 78 1 0 0 129129 0 49 0 58 0 27 134134 0 0 0 0 0 0 00 0 433433 Hourly Total 3 321 171 0 85 580580 0 214 237 3 0 0 454454 1 140 1 177 0 91 409409 0 0 0 0 0 0 00 1 14431443 8:00AM 1 81 34 0 14 130130 0 46 71 0 0 0 117117 0 28 0 9 0 42 7979 0 0 0 0 0 0 00 0 326326 8:15AM 1 83 53 0 14 151151 0 44 57 0 0 0 101101 0 23 1 20 0 26 7070 0 0 0 0 0 0 00 0 322322 8:30AM 0 96 44 0 18 158158 0 58 50 0 0 1 109109 0 29 0 47 0 34 110110 0 0 0 0 0 0 00 1 377377 8:45AM 0 83 56 0 18 157157 0 61 52 0 0 0 113113 0 32 0 50 0 16 9898 0 0 0 0 0 0 00 0 368368 Hourly Total 2 343 187 0 64 596596 0 209 230 0 0 1 440440 0 112 1 126 0 118 357357 0 0 0 0 0 0 00 1 13931393 4:00PM 0 73 33 0 24 130130 0 70 88 2 0 0 160160 1 80 3 43 0 28 154154 0 0 0 0 0 0 00 1 444444 4:15PM 0 70 43 0 20 133133 0 73 95 0 0 0 168168 0 74 2 47 0 21 144144 0 0 0 0 0 0 00 1 445445 4:30PM 0 84 32 0 21 137137 0 61 97 2 0 0 160160 0 97 0 52 0 26 175175 0 0 0 0 0 0 00 0 472472 4:45PM 0 71 27 0 26 124124 0 53 87 4 1 2 147147 0 82 2 48 0 22 154154 0 0 0 0 0 0 00 0 425425 Hourly Total 0 298 135 0 91 524524 0 257 367 8 1 2 635635 1 333 7 190 0 97 627627 0 0 0 0 0 0 00 2 17861786 5:00PM 0 74 14 0 28 116116 0 64 103 1 0 0 168168 0 68 1 53 0 39 161161 0 0 0 0 0 0 00 0 445445 5:15PM 1 82 19 0 24 126126 0 47 67 2 0 0 116116 0 63 1 22 0 33 119119 1 0 0 0 0 0 00 0 361361 5:30PM 0 51 17 0 26 9494 0 52 88 2 0 0 142142 0 81 1 24 0 30 136136 0 0 0 0 0 0 00 0 372372 5:45PM 0 49 14 0 35 9898 0 46 67 3 0 0 116116 0 60 2 26 0 24 112112 0 0 0 0 0 0 00 0 326326 Hourly Total 1 256 64 0 113 434434 0 209 325 8 0 0 542542 0 272 5 125 0 126 528528 1 0 0 0 0 0 00 0 15041504 TotalTotal 6 1218 557 0 353 21342134 0 889 1159 19 1 3 20712071 2 857 14 618 0 432 19211921 1 0 0 0 0 0 00 4 61266126 % Approach% Approach 0.3%57.1%26.1%0%16.5%---42.9%56.0%0.9%0%0.1%---44.6%0.7%32.2%0%22.5%---0%0%0%0%0%---- % Total% Total 0.1%19.9%9.1%0%5.8%34.8%34.8%-14.5%18.9%0.3%0%0%33.8%33.8%-14.0%0.2%10.1%0%7.1%31.4%31.4%-0%0%0%0%0%0%0%-- MotorcyclesMotorcycles 0 0 0 0 1 11 -1 0 0 0 0 11 -0 0 1 0 0 11 -0 0 0 0 0 00 -3 % Motorcycles% Motorcycles 0%0%0%0%0.3%0%0%-0.1%0%0%0%0%0%0%-0%0%0.2%0%0%0.1%0.1%-0%0%0%0%0%---0% LightsLights 6 1181 546 0 345 20782078 -836 1110 19 1 3 19691969 -846 14 581 0 412 18531853 -0 0 0 0 0 00 -5900 % Lights% Lights 100%97.0%98.0%0%97.7%97.4%97.4%-94.0%95.8%100%100%100%95.1%95.1%-98.7%100%94.0%0%95.4%96.5%96.5%-0%0%0%0%0%---96.3% HeavyHeavy 0 37 11 0 7 5555 -52 49 0 0 0 101101 -11 0 36 0 20 6767 -0 0 0 0 0 00 -223 % Heavy% Heavy 0%3.0%2.0%0%2.0%2.6%2.6%-5.8%4.2%0%0%0%4.9%4.9%-1.3%0%5.8%0%4.6%3.5%3.5%-0%0%0%0%0%---3.6% Pedestrians ------0 ------2 ------1 ------3 % Pedestrians -------------100%------100%------75.0%- Bicycles on Crosswalk ------0 ------0 ------0 ------1 % Bicycles on Crosswalk -------------0%------0%------25.0%- *Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, RR: Right on red, T: Thru, U: U-Turn 1 of 8 Church St & West Ave/Adirondack Trust Drivew… - TMCChurch St & West Ave/Adirondack Trust Drivew… - TMC Tue Mar 21, 2023 Full Length (7 AM-9 AM, 4 PM-6 PM) All Classes (Motorcycles, Lights, Heavy, Pedestrians, Bicycles on Crosswalk) All Movements ID: 1048722, Location: 43.085177, -73.804251, Site Code: Saratoga Springs, NY Provided by: Tri-State Traffic Data: New York Division 1016 Hoosick Rd, Troy, NY, 12180, US [N] Adirondack Trust Driveway [E] Church St (NY 9N)[S] West Ave[W] Church St (NY 9N)Total: 4340Total: 4150Total: 3720 Total: 42 Out: 2269Out: 2016Out: 1799 Out: 42 In: 2071In: 2134In: 1921 In: 0 1159 14 1218 22 1 889 1050 857 6 910 1 3 21 2 of 8 Church St & West Ave/Adirondack Trust Drivew… - TMCChurch St & West Ave/Adirondack Trust Drivew… - TMC Tue Mar 21, 2023 AM Peak (7:15 AM - 8:15 AM) All Classes (Motorcycles, Lights, Heavy, Pedestrians, Bicycles on Crosswalk) All Movements ID: 1048722, Location: 43.085177, -73.804251, Site Code: Saratoga Springs, NY Provided by: Tri-State Traffic Data: New York Division 1016 Hoosick Rd, Troy, NY, 12180, US Leg Church St (NY 9N)Church St (NY 9N)West Ave Adirondack Trust Driveway Direction Eastbound Westbound Northbound Southbound Time L T R U RR AppApp Ped*L T R U RR AppApp Ped*L T R U RR AppApp Ped*L T R U RR AppApp Ped*IntInt 2023-03-21 7:15AM 2 76 54 0 30 162162 0 67 56 0 0 0 123123 0 29 0 57 0 22 108108 0 0 0 0 0 0 00 0 393393 7:30AM 1 98 39 0 16 154154 0 57 60 1 0 0 118118 1 30 0 40 0 21 9191 0 0 0 0 0 0 00 1 363363 7:45AM 0 101 47 0 22 170170 0 50 78 1 0 0 129129 0 49 0 58 0 27 134134 0 0 0 0 0 0 00 0 433433 8:00AM 1 81 34 0 14 130130 0 46 71 0 0 0 117117 0 28 0 9 0 42 7979 0 0 0 0 0 0 00 0 326326 TotalTotal 4 356 174 0 82 616616 0 220 265 2 0 0 487487 1 136 0 164 0 112 412412 0 0 0 0 0 0 00 1 15151515 % Approach% Approach 0.6%57.8%28.2%0%13.3%---45.2%54.4%0.4%0%0%---33.0%0%39.8%0%27.2%---0%0%0%0%0%---- % Total% Total 0.3%23.5%11.5%0%5.4%40.7%40.7%-14.5%17.5%0.1%0%0%32.1%32.1%-9.0%0%10.8%0%7.4%27.2%27.2%-0%0%0%0%0%0%0%-- PHFPHF 0.500 0.881 0.806 -0.683 0.9060.906 -0.821 0.849 0.500 --0.9440.944 -0.694 -0.707 -0.667 0.7690.769 ---------0.875 MotorcyclesMotorcycles 0 0 0 0 0 00 -0 0 0 0 0 00 -0 0 0 0 0 00 -0 0 0 0 0 00 -0 % Motorcycles% Motorcycles 0%0%0%0%0%0%0%-0%0%0%0%0%0%0%-0%0%0%0%0%0%0%-0%0%0%0%0%---0% LightsLights 4 345 166 0 80 595595 -201 243 2 0 0 446446 -132 0 151 0 104 387387 -0 0 0 0 0 00 -1428 % Lights% Lights 100%96.9%95.4%0%97.6%96.6%96.6%-91.4%91.7%100%0%0%91.6%91.6%-97.1%0%92.1%0%92.9%93.9%93.9%-0%0%0%0%0%---94.3% HeavyHeavy 0 11 8 0 2 2121 -19 22 0 0 0 4141 -4 0 13 0 8 2525 -0 0 0 0 0 00 -87 % Heavy% Heavy 0%3.1%4.6%0%2.4%3.4%3.4%-8.6%8.3%0%0%0%8.4%8.4%-2.9%0%7.9%0%7.1%6.1%6.1%-0%0%0%0%0%---5.7% Pedestrians ------0 ------1 ------0 ------1 % Pedestrians -------------100%-------------100%- Bicycles on Crosswalk ------0 ------0 ------0 ------0 % Bicycles on Crosswalk -------------0%-------------0%- *Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, RR: Right on red, T: Thru, U: U-Turn 3 of 8 Church St & West Ave/Adirondack Trust Drivew… - TMCChurch St & West Ave/Adirondack Trust Drivew… - TMC Tue Mar 21, 2023 AM Peak (7:15 AM - 8:15 AM) All Classes (Motorcycles, Lights, Heavy, Pedestrians, Bicycles on Crosswalk) All Movements ID: 1048722, Location: 43.085177, -73.804251, Site Code: Saratoga Springs, NY Provided by: Tri-State Traffic Data: New York Division 1016 Hoosick Rd, Troy, NY, 12180, US [N] Adirondack Trust Driveway [E] Church St (NY 9N)[S] West Ave[W] Church St (NY 9N)Total: 1119Total: 1017Total: 6 Total: 888 Out: 632Out: 401Out: 6 Out: 476 In: 487In: 616In: 0 In: 412 265 356 2 220 276 136 4 256 1 14 of 8 Church St & West Ave/Adirondack Trust Drivew… - TMCChurch St & West Ave/Adirondack Trust Drivew… - TMC Tue Mar 21, 2023 Forced Peak (4 PM - 5 PM) All Classes (Motorcycles, Lights, Heavy, Pedestrians, Bicycles on Crosswalk) All Movements ID: 1048722, Location: 43.085177, -73.804251, Site Code: Saratoga Springs, NY Provided by: Tri-State Traffic Data: New York Division 1016 Hoosick Rd, Troy, NY, 12180, US Leg Church St (NY 9N)Church St (NY 9N)West Ave Adirondack Trust Driveway Direction Eastbound Westbound Northbound Southbound Time L T R U RR AppApp Ped*L T R U RR AppApp Ped*L T R U RR AppApp Ped*L T R U RR AppApp Ped*IntInt 2023-03-21 4:00PM 0 73 33 0 24 130130 0 70 88 2 0 0 160160 1 80 3 43 0 28 154154 0 0 0 0 0 0 00 1 444444 4:15PM 0 70 43 0 20 133133 0 73 95 0 0 0 168168 0 74 2 47 0 21 144144 0 0 0 0 0 0 00 1 445445 4:30PM 0 84 32 0 21 137137 0 61 97 2 0 0 160160 0 97 0 52 0 26 175175 0 0 0 0 0 0 00 0 472472 4:45PM 0 71 27 0 26 124124 0 53 87 4 1 2 147147 0 82 2 48 0 22 154154 0 0 0 0 0 0 00 0 425425 TotalTotal 0 298 135 0 91 524524 0 257 367 8 1 2 635635 1 333 7 190 0 97 627627 0 0 0 0 0 0 00 2 17861786 % Approach% Approach 0%56.9%25.8%0%17.4%---40.5%57.8%1.3%0.2%0.3%---53.1%1.1%30.3%0%15.5%---0%0%0%0%0%---- % Total% Total 0%16.7%7.6%0%5.1%29.3%29.3%-14.4%20.5%0.4%0.1%0.1%35.6%35.6%-18.6%0.4%10.6%0%5.4%35.1%35.1%-0%0%0%0%0%0%0%-- PHFPHF -0.887 0.785 -0.875 0.9560.956 -0.880 0.946 0.500 0.250 0.250 0.9450.945 -0.858 0.583 0.913 -0.866 0.8960.896 ---------0.946 MotorcyclesMotorcycles 0 0 0 0 0 00 -0 0 0 0 0 00 -0 0 0 0 0 00 -0 0 0 0 0 00 -0 % Motorcycles% Motorcycles 0%0%0%0%0%0%0%-0%0%0%0%0%0%0%-0%0%0%0%0%0%0%-0%0%0%0%0%---0% LightsLights 0 296 134 0 89 519519 -245 356 8 1 2 612612 -331 7 185 0 94 617617 -0 0 0 0 0 00 -1748 % Lights% Lights 0%99.3%99.3%0%97.8%99.0%99.0%-95.3%97.0%100%100%100%96.4%96.4%-99.4%100%97.4%0%96.9%98.4%98.4%-0%0%0%0%0%---97.9% HeavyHeavy 0 2 1 0 2 55 -12 11 0 0 0 2323 -2 0 5 0 3 1010 -0 0 0 0 0 00 -38 % Heavy% Heavy 0%0.7%0.7%0%2.2%1.0%1.0%-4.7%3.0%0%0%0%3.6%3.6%-0.6%0%2.6%0%3.1%1.6%1.6%-0%0%0%0%0%---2.1% Pedestrians ------0 ------1 ------0 ------2 % Pedestrians -------------100%-------------100%- Bicycles on Crosswalk ------0 ------0 ------0 ------0 % Bicycles on Crosswalk -------------0%-------------0%- *Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, RR: Right on red, T: Thru, U: U-Turn 5 of 8 Church St & West Ave/Adirondack Trust Drivew… - TMCChurch St & West Ave/Adirondack Trust Drivew… - TMC Tue Mar 21, 2023 Forced Peak (4 PM - 5 PM) All Classes (Motorcycles, Lights, Heavy, Pedestrians, Bicycles on Crosswalk) All Movements ID: 1048722, Location: 43.085177, -73.804251, Site Code: Saratoga Springs, NY Provided by: Tri-State Traffic Data: New York Division 1016 Hoosick Rd, Troy, NY, 12180, US [N] Adirondack Trust Driveway [E] Church St (NY 9N)[S] West Ave[W] Church St (NY 9N)Total: 1221Total: 1224Total: 1110 Total: 17 Out: 586Out: 700Out: 483 Out: 17 In: 635In: 524In: 627 In: 0 367 7 298 10 1 257 287 333 226 1 1 16 of 8 West Ave & Station Lane - TMCWest Ave & Station Lane - TMC Tue Mar 21, 2023 Full Length (7 AM-9 AM, 4 PM-6 PM) All Classes (Motorcycles, Lights, Heavy, Pedestrians, Bicycles on Crosswalk) All Movements ID: 1048723, Location: 43.082899, -73.804307, Site Code: Saratoga Springs, NY Provided by: Tri-State Traffic Data: New York Division 1016 Hoosick Rd, Troy, NY, 12180, US Leg Station Lane West Ave West Ave Direction Eastbound Northbound Southbound Time L R U AppApp Ped*L T U AppApp Ped*T R U AppApp Ped*IntInt 2023-03-21 7:00AM 0 0 0 00 0 4 71 0 7575 0 88 1 0 8989 0 164164 7:15AM 3 1 0 44 0 3 111 0 114114 0 136 4 0 140140 0 258258 7:30AM 2 2 0 44 0 1 112 0 113113 0 90 2 0 9292 0 209209 7:45AM 0 0 0 00 0 2 149 0 151151 0 107 2 0 109109 0 260260 Hourly Total 5 3 0 88 0 10 443 0 453453 0 421 9 0 430430 0 891891 8:00AM 0 1 0 11 0 0 92 0 9292 0 86 0 0 8686 0 179179 8:15AM 1 6 0 77 0 6 72 0 7878 0 98 1 0 9999 0 184184 8:30AM 2 0 0 22 0 1 107 0 108108 0 117 1 0 118118 0 228228 8:45AM 0 4 0 44 0 1 109 0 110110 0 132 3 0 135135 0 249249 Hourly Total 3 11 0 1414 0 8 380 0 388388 0 433 5 0 438438 0 840840 4:00PM 3 2 0 55 0 0 143 0 143143 0 134 1 1 136136 0 284284 4:15PM 0 7 0 77 0 0 154 0 154154 0 137 1 0 138138 0 299299 4:30PM 3 1 0 44 0 1 163 0 164164 0 125 2 0 127127 0 295295 4:45PM 0 1 0 11 0 0 151 0 151151 0 112 1 0 113113 0 265265 Hourly Total 6 11 0 1717 0 1 611 0 612612 0 508 5 1 514514 0 11431143 5:00PM 3 3 0 66 0 1 161 0 162162 0 116 2 0 118118 0 286286 5:15PM 0 3 0 33 1 2 119 0 121121 0 96 1 0 9797 0 221221 5:30PM 3 0 0 33 0 2 128 0 130130 0 98 0 0 9898 0 231231 5:45PM 0 0 0 00 0 2 112 0 114114 0 95 2 0 9797 0 211211 Hourly Total 6 6 0 1212 1 7 520 0 527527 0 405 5 0 410410 0 949949 TotalTotal 20 31 0 5151 1 26 1954 0 19801980 0 1767 24 1 17921792 0 38233823 % Approach% Approach 39.2%60.8%0%---1.3%98.7%0%---98.6%1.3%0.1%---- % Total% Total 0.5%0.8%0%1.3%1.3%-0.7%51.1%0%51.8%51.8%-46.2%0.6%0%46.9%46.9%-- MotorcyclesMotorcycles 0 0 0 00 -0 0 0 00 -2 0 0 22 -2 % Motorcycles% Motorcycles 0%0%0%0%0%-0%0%0%0%0%-0.1%0%0%0.1%0.1%-0.1% LightsLights 16 28 0 4444 -24 1890 0 19141914 -1698 21 1 17201720 -3678 % Lights% Lights 80.0%90.3%0%86.3%86.3%-92.3%96.7%0%96.7%96.7%-96.1%87.5%100%96.0%96.0%-96.2% HeavyHeavy 4 3 0 77 -2 64 0 6666 -67 3 0 7070 -143 % Heavy% Heavy 20.0%9.7%0%13.7%13.7%-7.7%3.3%0%3.3%3.3%-3.8%12.5%0%3.9%3.9%-3.7% Pedestrians ----1 ----0 ----0 % Pedestrians ----100%----------- Bicycles on Crosswalk ----0 ----0 ----0 % Bicycles on Crosswalk ----0%----------- *Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn 1 of 8 West Ave & Station Lane - TMCWest Ave & Station Lane - TMC Tue Mar 21, 2023 Full Length (7 AM-9 AM, 4 PM-6 PM) All Classes (Motorcycles, Lights, Heavy, Pedestrians, Bicycles on Crosswalk) All Movements ID: 1048723, Location: 43.082899, -73.804307, Site Code: Saratoga Springs, NY Provided by: Tri-State Traffic Data: New York Division 1016 Hoosick Rd, Troy, NY, 12180, US [N] West Ave [S] West Ave[W] Station LaneTotal: 3767 Total: 3778Total: 101Out: 1975 Out: 1798Out: 50In: 1792 In: 1980In: 51 1767 1954 1 24 26 20 31 12 of 8 West Ave & Station Lane - TMCWest Ave & Station Lane - TMC Tue Mar 21, 2023 AM Peak (7:15 AM - 8:15 AM) All Classes (Motorcycles, Lights, Heavy, Pedestrians, Bicycles on Crosswalk) All Movements ID: 1048723, Location: 43.082899, -73.804307, Site Code: Saratoga Springs, NY Provided by: Tri-State Traffic Data: New York Division 1016 Hoosick Rd, Troy, NY, 12180, US Leg Station Lane West Ave West Ave Direction Eastbound Northbound Southbound Time L R U AppApp Ped*L T U AppApp Ped*T R U AppApp Ped*IntInt 2023-03-21 7:15AM 3 1 0 44 0 3 111 0 114114 0 136 4 0 140140 0 258258 7:30AM 2 2 0 44 0 1 112 0 113113 0 90 2 0 9292 0 209209 7:45AM 0 0 0 00 0 2 149 0 151151 0 107 2 0 109109 0 260260 8:00AM 0 1 0 11 0 0 92 0 9292 0 86 0 0 8686 0 179179 TotalTotal 5 4 0 99 0 6 464 0 470470 0 419 8 0 427427 0 906906 % Approach% Approach 55.6%44.4%0%---1.3%98.7%0%---98.1%1.9%0%---- % Total% Total 0.6%0.4%0%1.0%1.0%-0.7%51.2%0%51.9%51.9%-46.2%0.9%0%47.1%47.1%-- PHFPHF 0.417 0.500 -0.5630.563 -0.500 0.779 -0.7780.778 -0.770 0.500 -0.7630.763 -0.871 MotorcyclesMotorcycles 0 0 0 00 -0 0 0 00 -0 0 0 00 -0 % Motorcycles% Motorcycles 0%0%0%0%0%-0%0%0%0%0%-0%0%0%0%0%-0% LightsLights 5 3 0 88 -6 440 0 446446 -392 7 0 399399 -853 % Lights% Lights 100%75.0%0%88.9%88.9%-100%94.8%0%94.9%94.9%-93.6%87.5%0%93.4%93.4%-94.2% HeavyHeavy 0 1 0 11 -0 24 0 2424 -27 1 0 2828 -53 % Heavy% Heavy 0%25.0%0%11.1%11.1%-0%5.2%0%5.1%5.1%-6.4%12.5%0%6.6%6.6%-5.8% Pedestrians ----0 ----0 ----0 % Pedestrians ---------------- Bicycles on Crosswalk ----0 ----0 ----0 % Bicycles on Crosswalk ---------------- *Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn 3 of 8 West Ave & Station Lane - TMCWest Ave & Station Lane - TMC Tue Mar 21, 2023 AM Peak (7:15 AM - 8:15 AM) All Classes (Motorcycles, Lights, Heavy, Pedestrians, Bicycles on Crosswalk) All Movements ID: 1048723, Location: 43.082899, -73.804307, Site Code: Saratoga Springs, NY Provided by: Tri-State Traffic Data: New York Division 1016 Hoosick Rd, Troy, NY, 12180, US [N] West Ave [S] West Ave[W] Station LaneTotal: 896 Total: 893Total: 23Out: 469 Out: 423Out: 14In: 427 In: 470In: 9 419 464 8 6 5 4 4 of 8 West Ave & Station Lane - TMCWest Ave & Station Lane - TMC Tue Mar 21, 2023 Forced Peak (4 PM - 5 PM) All Classes (Motorcycles, Lights, Heavy, Pedestrians, Bicycles on Crosswalk) All Movements ID: 1048723, Location: 43.082899, -73.804307, Site Code: Saratoga Springs, NY Provided by: Tri-State Traffic Data: New York Division 1016 Hoosick Rd, Troy, NY, 12180, US Leg Station Lane West Ave West Ave Direction Eastbound Northbound Southbound Time L R U AppApp Ped*L T U AppApp Ped*T R U AppApp Ped*IntInt 2023-03-21 4:00PM 3 2 0 55 0 0 143 0 143143 0 134 1 1 136136 0 284284 4:15PM 0 7 0 77 0 0 154 0 154154 0 137 1 0 138138 0 299299 4:30PM 3 1 0 44 0 1 163 0 164164 0 125 2 0 127127 0 295295 4:45PM 0 1 0 11 0 0 151 0 151151 0 112 1 0 113113 0 265265 TotalTotal 6 11 0 1717 0 1 611 0 612612 0 508 5 1 514514 0 11431143 % Approach% Approach 35.3%64.7%0%---0.2%99.8%0%---98.8%1.0%0.2%---- % Total% Total 0.5%1.0%0%1.5%1.5%-0.1%53.5%0%53.5%53.5%-44.4%0.4%0.1%45.0%45.0%-- PHFPHF 0.500 0.393 -0.6070.607 -0.250 0.937 -0.9330.933 -0.927 0.625 0.250 0.9310.931 -0.956 MotorcyclesMotorcycles 0 0 0 00 -0 0 0 00 -0 0 0 00 -0 % Motorcycles% Motorcycles 0%0%0%0%0%-0%0%0%0%0%-0%0%0%0%0%-0% LightsLights 5 10 0 1515 -1 601 0 602602 -494 5 1 500500 -1117 % Lights% Lights 83.3%90.9%0%88.2%88.2%-100%98.4%0%98.4%98.4%-97.2%100%100%97.3%97.3%-97.7% HeavyHeavy 1 1 0 22 -0 10 0 1010 -14 0 0 1414 -26 % Heavy% Heavy 16.7%9.1%0%11.8%11.8%-0%1.6%0%1.6%1.6%-2.8%0%0%2.7%2.7%-2.3% Pedestrians ----0 ----0 ----0 % Pedestrians ---------------- Bicycles on Crosswalk ----0 ----0 ----0 % Bicycles on Crosswalk ---------------- *Pedestrians and Bicycles on Crosswalk. L: Left, R: Right, T: Thru, U: U-Turn 5 of 8 West Ave & Station Lane - TMCWest Ave & Station Lane - TMC Tue Mar 21, 2023 Forced Peak (4 PM - 5 PM) All Classes (Motorcycles, Lights, Heavy, Pedestrians, Bicycles on Crosswalk) All Movements ID: 1048723, Location: 43.082899, -73.804307, Site Code: Saratoga Springs, NY Provided by: Tri-State Traffic Data: New York Division 1016 Hoosick Rd, Troy, NY, 12180, US [N] West Ave [S] West Ave[W] Station LaneTotal: 1132 Total: 1131Total: 23Out: 618 Out: 519Out: 6In: 514 In: 612In: 17 508 611 1 5 1 6 11 6 of 8 Location: Saratoga Springs, NY Date: Tuesday, March 21, 2023 Location: 43.079758, - 73.804006 Tri-State Traffic Data: New York Division 184 Baker Rd Coatesville , Pennsylvania, United States 19320 610-517-2338 Count Name: West Ave & Washington St (NY 29) Site Code: Saratoga Springs NY Start Date: 03/21/2023 Page No: 1 Turning Movement Data Start Time Washington St (NY 29)Washington St (NY 29)West Ave West Ave Eastbound Westbound Northbound Southbound Left Thru Righ t Righ t on Red U- Turn Ped s App. Tota l Left Thru Righ t Righ t on Red U- Turn Ped s App. Tota l Left Thru Righ t Righ t on Red U- Turn Ped s App. Tota l Left Thru Righ t Righ t on Red U- Turn Ped s App. Tota l Int. Tota l 7:00 AM 25 24 15 3 0 0 67 12 21 3 0 0 0 36 13 41 3 2 0 0 59 4 60 14 4 0 1 82 244 7:15 AM 40 33 25 0 0 0 98 16 28 6 2 0 0 52 16 66 4 2 0 0 88 4 97 11 4 0 0 116 354 7:30 AM 36 39 18 0 0 0 93 18 24 13 3 0 1 58 8 53 10 1 0 1 72 10 60 18 5 0 1 93 316 7:45 AM 43 54 14 2 0 0 113 14 25 16 2 0 0 57 10 90 18 4 0 0 122 17 60 23 3 0 1 103 395 Hourly Total 144 150 72 5 0 0 371 60 98 38 7 0 1 203 47 250 35 9 0 1 341 35 277 66 16 0 3 394 1309 8:00 AM 36 24 13 1 0 0 74 12 26 8 0 0 0 46 10 46 9 0 0 0 65 9 58 10 3 0 0 80 265 8:15 AM 29 36 15 1 0 0 81 11 19 8 1 0 1 39 8 44 11 5 0 0 68 7 67 7 1 0 2 82 270 8:30 AM 39 49 20 0 0 0 108 18 23 10 0 1 0 52 13 51 11 0 0 1 75 12 75 24 0 0 1 111 346 8:45 AM 37 42 21 2 0 0 102 9 19 2 1 0 1 31 12 67 10 4 0 0 93 15 98 17 2 0 1 132 358 Hourly Total 141 151 69 4 0 0 365 50 87 28 2 1 2 168 43 208 41 9 0 1 301 43 298 58 6 0 4 405 1239 *** BREAK ***----------------------------- 4:00 PM 27 51 22 4 0 0 104 26 59 19 2 0 1 106 18 82 9 1 0 0 110 10 88 25 2 0 0 125 445 4:15 PM 31 31 30 2 0 0 94 15 41 13 2 0 2 71 28 100 6 1 0 0 135 14 74 42 7 0 1 137 437 4:30 PM 48 37 23 0 0 0 108 31 55 15 0 0 1 101 39 92 10 1 0 0 142 8 80 20 9 0 3 117 468 4:45 PM 37 35 22 3 0 2 97 19 40 14 0 0 0 73 25 93 14 5 0 1 137 10 80 24 1 0 2 115 422 Hourly Total 143 154 97 9 0 2 403 91 195 61 4 0 4 351 110 367 39 8 0 1 524 42 322 111 19 0 6 494 1772 5:00 PM 42 44 23 2 0 0 111 26 42 14 1 0 1 83 24 88 9 2 0 0 123 8 80 30 5 0 0 123 440 5:15 PM 20 37 29 1 0 0 87 14 49 9 1 0 3 73 28 85 12 4 0 0 129 14 42 20 10 0 0 86 375 5:30 PM 20 35 15 4 0 0 74 11 41 9 0 0 0 61 33 100 12 1 0 1 146 5 63 21 8 0 0 97 378 5:45 PM 31 34 16 4 0 0 85 13 30 6 1 0 0 50 30 72 7 1 0 0 110 9 63 18 1 0 2 91 336 Hourly Total 113 150 83 11 0 0 357 64 162 38 3 0 4 267 115 345 40 8 0 1 508 36 248 89 24 0 2 397 1529 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 541 605 321 29 0 2 1496 265 542 165 16 1 11 989 315 1170 155 34 0 4 1674 156 1145 324 65 0 15 1690 5849 Approach %36.2 40.4 21.5 1.9 0.0 --26.8 54.8 16.7 1.6 0.1 --18.8 69.9 9.3 2.0 0.0 --9.2 67.8 19.2 3.8 0.0 --- Total %9.2 10.3 5.5 0.5 0.0 -25.6 4.5 9.3 2.8 0.3 0.0 -16.9 5.4 20.0 2.7 0.6 0.0 -28.6 2.7 19.6 5.5 1.1 0.0 -28.9 - Motorcycle s 0 0 1 0 0 -1 0 0 0 0 0 -0 0 0 0 0 0 -0 1 1 0 0 0 -2 3 % Motorcycle s 0.0 0.0 0.3 0.0 --0.1 0.0 0.0 0.0 0.0 0.0 -0.0 0.0 0.0 0.0 0.0 --0.0 0.6 0.1 0.0 0.0 --0.1 0.1 Cars & Light Goods 509 583 306 29 0 -1427 259 528 164 16 1 -968 308 1136 151 34 0 -1629 154 1106 300 57 0 -1617 5641 % Cars & Light Goods 94.1 96.4 95.3 100.0 --95.4 97.7 97.4 99.4 100.0 100.0 -97.9 97.8 97.1 97.4 100.0 --97.3 98.7 96.6 92.6 87.7 --95.7 96.4 Other Vehicles 32 22 14 0 0 -68 6 14 1 0 0 -21 7 34 4 0 0 -45 1 38 24 8 0 -71 205 % Other Vehicles 5.9 3.6 4.4 0.0 --4.5 2.3 2.6 0.6 0.0 0.0 -2.1 2.2 2.9 2.6 0.0 --2.7 0.6 3.3 7.4 12.3 --4.2 3.5 Bicycles on Crosswalk -----0 ------0 ------0 ------0 -- % Bicycles on Crosswalk -----0.0 ------0.0 ------0.0 ------0.0 -- Pedestrian s -----2 ------11 ------4 ------15 -- % Pedestrian s -----100.0 ------100.0 ------100.0 ------100.0 -- Location: Saratoga Springs, NY Date: Tuesday, March 21, 2023 Location: 43.079758, - 73.804006 Tri-State Traffic Data: New York Division 184 Baker Rd Coatesville , Pennsylvania, United States 19320 610-517-2338 Count Name: West Ave & Washington St (NY 29) Site Code: Saratoga Springs NY Start Date: 03/21/2023 Page No: 2 03/21/2023 7:00 AM Ending At 03/21/2023 6:15 PM Motorcycles Cars & Light Goods Other Vehicles Bicycles on Crosswalk Pedestrians West Ave [SB] Out In Total 0 2 2 1825 1617 3442 67 71 138 0 0 0 0 0 0 1892 1690 3582 0 1 1 0 0 357 1106 154 0 0 32 38 1 0 0 0 0 0 0 0 0 0 0 0 15 389 1145 156 0 15 R T L U P 95100279231Out98900219680In1940004818911TotalWashington St (NY 29) [WBR1810011800T54200145280L2650062590U100010P111100002 0 2 1700 1629 3329 58 45 103 0 0 0 0 0 0 1760 1674 3434 Out In Total West Ave [NB] U L T R P 0 0 0 0 0 0 308 1136 185 0 0 7 34 4 0 0 0 0 0 0 0 0 0 0 4 0 315 1170 189 4Washington St (NY 29) [EB]Total12620121002742In1142768001496Out0119353001246000000U05093200541L05832200605T13351400350R000022PTurning Movement Data Plot Location: Saratoga Springs, NY Date: Tuesday, March 21, 2023 Location: 43.079758, - 73.804006 Tri-State Traffic Data: New York Division 184 Baker Rd Coatesville , Pennsylvania, United States 19320 610-517-2338 Count Name: West Ave & Washington St (NY 29) Site Code: Saratoga Springs NY Start Date: 03/21/2023 Page No: 3 Turning Movement Peak Hour Data (7:15 AM) Start Time Washington St (NY 29)Washington St (NY 29)West Ave West Ave Eastbound Westbound Northbound Southbound Left Thru Righ t Righ t on Red U- Turn Ped s App. Tota l Left Thru Righ t Righ t on Red U- Turn Ped s App. Tota l Left Thru Righ t Righ t on Red U- Turn Ped s App. Tota l Left Thru Righ t Righ t on Red U- Turn Ped s App. Tota l Int. Tota l 7:15 AM 40 33 25 0 0 0 98 16 28 6 2 0 0 52 16 66 4 2 0 0 88 4 97 11 4 0 0 116 354 7:30 AM 36 39 18 0 0 0 93 18 24 13 3 0 1 58 8 53 10 1 0 1 72 10 60 18 5 0 1 93 316 7:45 AM 43 54 14 2 0 0 113 14 25 16 2 0 0 57 10 90 18 4 0 0 122 17 60 23 3 0 1 103 395 8:00 AM 36 24 13 1 0 0 74 12 26 8 0 0 0 46 10 46 9 0 0 0 65 9 58 10 3 0 0 80 265 Total 155 150 70 3 0 0 378 60 103 43 7 0 1 213 44 255 41 7 0 1 347 40 275 62 15 0 2 392 1330 Approach %41.0 39.7 18.5 0.8 0.0 --28.2 48.4 20.2 3.3 0.0 --12.7 73.5 11.8 2.0 0.0 --10.2 70.2 15.8 3.8 0.0 --- Total %11.7 11.3 5.3 0.2 0.0 -28.4 4.5 7.7 3.2 0.5 0.0 -16.0 3.3 19.2 3.1 0.5 0.0 -26.1 3.0 20.7 4.7 1.1 0.0 -29.5 - PHF 0.90 1 0.694 0.700 0.375 0.000 -0.836 0.833 0.920 0.672 0.583 0.000 -0.918 0.688 0.708 0.569 0.438 0.000 -0.711 0.588 0.709 0.674 0.750 0.000 -0.845 0.842 Motorcycle s 0 0 0 0 0 -0 0 0 0 0 0 -0 0 0 0 0 0 -0 0 0 0 0 0 -0 0 % Motorcycle s 0.0 0.0 0.0 0.0 --0.0 0.0 0.0 0.0 0.0 --0.0 0.0 0.0 0.0 0.0 --0.0 0.0 0.0 0.0 0.0 --0.0 0.0 Cars & Light Goods 145 139 63 3 0 -350 58 98 42 7 0 -205 42 242 41 7 0 -332 39 259 50 15 0 -363 1250 % Cars & Light Goods 93.5 92.7 90.0 100.0 --92.6 96.7 95.1 97.7 100.0 --96.2 95.5 94.9 100.0 100.0 --95.7 97.5 94.2 80.6 100.0 --92.6 94.0 Other Vehicles 10 11 7 0 0 -28 2 5 1 0 0 -8 2 13 0 0 0 -15 1 16 12 0 0 -29 80 % Other Vehicles 6.5 7.3 10.0 0.0 --7.4 3.3 4.9 2.3 0.0 --3.8 4.5 5.1 0.0 0.0 --4.3 2.5 5.8 19.4 0.0 --7.4 6.0 Bicycles on Crosswalk -----0 ------0 ------0 ------0 -- % Bicycles on Crosswalk ------------0.0 ------0.0 ------0.0 -- Pedestrian s -----0 ------1 ------1 ------2 -- % Pedestrian s ------------100.0 ------100.0 ------100.0 -- Location: Saratoga Springs, NY Date: Tuesday, March 21, 2023 Location: 43.079758, - 73.804006 Tri-State Traffic Data: New York Division 184 Baker Rd Coatesville , Pennsylvania, United States 19320 610-517-2338 Count Name: West Ave & Washington St (NY 29) Site Code: Saratoga Springs NY Start Date: 03/21/2023 Page No: 4 Peak Hour Data 03/21/2023 7:15 AM Ending At 03/21/2023 8:15 AM Motorcycles Cars & Light Goods Other Vehicles Bicycles on Crosswalk Pedestrians West Ave [SB] Out In Total 0 0 0 436 363 799 24 29 53 0 0 0 0 0 0 460 392 852 0 0 0 0 0 65 259 39 0 0 12 16 1 0 0 0 0 0 0 0 0 0 0 0 2 77 275 40 0 2 R T L U P 23800122260Out2130082050In45100204310TotalWashington St (NY 29) [WBR50001490T103005980L60002580U000000P1100000 0 0 383 332 715 25 15 40 0 0 0 0 0 0 408 347 755 Out In Total West Ave [NB] U L T R P 0 0 0 0 0 0 42 242 48 0 0 2 13 0 0 0 0 0 0 0 0 0 0 0 1 0 44 255 48 1Washington St (NY 29) [EB]Total05554700602In03502800378Out02051900224000000U01451000155L01391100150T06670073R000000PTurning Movement Peak Hour Data Plot (7:15 AM) Location: Saratoga Springs, NY Date: Tuesday, March 21, 2023 Location: 43.079758, - 73.804006 Tri-State Traffic Data: New York Division 184 Baker Rd Coatesville , Pennsylvania, United States 19320 610-517-2338 Count Name: West Ave & Washington St (NY 29) Site Code: Saratoga Springs NY Start Date: 03/21/2023 Page No: 5 Turning Movement Peak Hour Data (4:00 PM) Start Time Washington St (NY 29)Washington St (NY 29)West Ave West Ave Eastbound Westbound Northbound Southbound Left Thru Righ t Righ t on Red U- Turn Ped s App. Tota l Left Thru Righ t Righ t on Red U- Turn Ped s App. Tota l Left Thru Righ t Righ t on Red U- Turn Ped s App. Tota l Left Thru Righ t Righ t on Red U- Turn Ped s App. Tota l Int. Tota l 4:00 PM 27 51 22 4 0 0 104 26 59 19 2 0 1 106 18 82 9 1 0 0 110 10 88 25 2 0 0 125 445 4:15 PM 31 31 30 2 0 0 94 15 41 13 2 0 2 71 28 100 6 1 0 0 135 14 74 42 7 0 1 137 437 4:30 PM 48 37 23 0 0 0 108 31 55 15 0 0 1 101 39 92 10 1 0 0 142 8 80 20 9 0 3 117 468 4:45 PM 37 35 22 3 0 2 97 19 40 14 0 0 0 73 25 93 14 5 0 1 137 10 80 24 1 0 2 115 422 Total 143 154 97 9 0 2 403 91 195 61 4 0 4 351 110 367 39 8 0 1 524 42 322 111 19 0 6 494 1772 Approach %35.5 38.2 24.1 2.2 0.0 --25.9 55.6 17.4 1.1 0.0 --21.0 70.0 7.4 1.5 0.0 --8.5 65.2 22.5 3.8 0.0 --- Total %8.1 8.7 5.5 0.5 0.0 -22.7 5.1 11.0 3.4 0.2 0.0 -19.8 6.2 20.7 2.2 0.5 0.0 -29.6 2.4 18.2 6.3 1.1 0.0 -27.9 - PHF 0.74 5 0.755 0.808 0.563 0.000 -0.933 0.734 0.826 0.803 0.500 0.000 -0.828 0.705 0.918 0.696 0.400 0.000 -0.923 0.750 0.915 0.661 0.528 0.000 -0.901 0.947 Motorcycle s 0 0 1 0 0 -1 0 0 0 0 0 -0 0 0 0 0 0 -0 0 0 0 0 0 -0 1 % Motorcycle s 0.0 0.0 1.0 0.0 --0.2 0.0 0.0 0.0 0.0 --0.0 0.0 0.0 0.0 0.0 --0.0 0.0 0.0 0.0 0.0 --0.0 0.1 Cars & Light Goods 138 153 92 9 0 -392 88 193 61 4 0 -346 110 362 38 8 0 -518 42 312 105 19 0 -478 1734 % Cars & Light Goods 96.5 99.4 94.8 100.0 --97.3 96.7 99.0 100.0 100.0 --98.6 100.0 98.6 97.4 100.0 --98.9 100.0 96.9 94.6 100.0 --96.8 97.9 Other Vehicles 5 1 4 0 0 -10 3 2 0 0 0 -5 0 5 1 0 0 -6 0 10 6 0 0 -16 37 % Other Vehicles 3.5 0.6 4.1 0.0 --2.5 3.3 1.0 0.0 0.0 --1.4 0.0 1.4 2.6 0.0 --1.1 0.0 3.1 5.4 0.0 --3.2 2.1 Bicycles on Crosswalk -----0 ------0 ------0 ------0 -- % Bicycles on Crosswalk -----0.0 ------0.0 ------0.0 ------0.0 -- Pedestrian s -----2 ------4 ------1 ------6 -- % Pedestrian s -----100.0 ------100.0 ------100.0 ------100.0 -- Location: Saratoga Springs, NY Date: Tuesday, March 21, 2023 Location: 43.079758, - 73.804006 Tri-State Traffic Data: New York Division 184 Baker Rd Coatesville , Pennsylvania, United States 19320 610-517-2338 Count Name: West Ave & Washington St (NY 29) Site Code: Saratoga Springs NY Start Date: 03/21/2023 Page No: 6 Peak Hour Data 03/21/2023 4:00 PM Ending At 03/21/2023 5:00 PM Motorcycles Cars & Light Goods Other Vehicles Bicycles on Crosswalk Pedestrians West Ave [SB] Out In Total 0 0 0 565 478 1043 10 16 26 0 0 0 0 0 0 575 494 1069 0 0 0 0 0 124 312 42 0 0 6 10 0 0 0 0 0 0 0 0 0 0 0 0 6 130 322 42 0 6 R T L U P 2430022410Out3510053460In5940075870TotalWashington St (NY 29) [WBR65000650T1950021930L91003880U000000P4400001 0 1 501 518 1019 17 6 23 0 0 0 0 0 0 519 524 1043 Out In Total West Ave [NB] U L T R P 0 0 0 0 0 0 110 362 46 0 0 0 5 1 0 0 0 0 0 0 0 0 0 0 1 0 110 367 47 1Washington St (NY 29) [EB]Total18191800838In13921000403Out0427800435000000U0138500143L0153100154T1101400106R000022PTurning Movement Peak Hour Data Plot (4:00 PM) Attachment C – LOS Definitions and Capacity Analysis Worksheets Level of Service Definitions Level of Service Definitions Signal Controlled Intersections The evaluation criteria used to analyze signalized intersections is based on the procedures set forth in the latest version of the Highway Capacity Manual (HCM)1. The level of service (LOS) of a signalized intersection can be characterized for the entire intersection, each intersection approach, and each lane group. Control delay alone is used to characterize LOS for the entire intersection or an approach. Control delay and volume-to-capacity ratio are used to characterize LOS for a lane group. Delay quantifies the increase in travel time due to traffic signal control. It is also a measure of driver discomfort and fuel consumption. The volume-to-capacity ratio quantifies the degree to which a phase’s capacity is utilized by a lane group. The levels of service range between level of service A (relatively congestion-free) and level of service F (congested). Level of service A – This level is typically assigned when the volume-to-capacity ratio is low and either progression is exceptionally favorable or the cycle length is very short. If LOS A is the result of favorable progression, most vehicles arrive during the green indication and travel through the intersection without stopping. Level of service B – This level is typically assigned when the volume-to- capacity ratio is low and either progression is highly favorable or the cycle length is short. More vehicles stop than with LOS A. Level of service C – This level is typically assigned when progression is favorable or the cycle length is moderate. Individual cycle failures (i.e., one or more queued vehicles are not able to depart as a result of insufficient capacity during the cycle) may begin to appear at this level. The number of vehicles stopping is significant, although many vehicles still pass through the intersection without stopping. Level of service D – This level is typically assigned when the volume-to- capacity ratio is high and either progression is ineffective, or the cycle length is long. Many vehicles stop and individual cycle failures are noticeable. Level of service E - This level is typically assigned when the volume-to-capacity ratio is high, progression is unfavorable, and the cycle length is long. Individual cycle failures are frequent. 1 Highway Capacity Manual, 6th Edition, Transportation Research Board, Washington D.C., 2016. Level of Service Definitions Level of Service F - This level is typically assigned when the volume-to-capacity ratio is very high, progression is very poor, and the cycle length is long. Most cycles fail to clear the queue. A lane group can incur a delay less than 80 s/veh when the volume-to-capacity ratio exceeds 1.0. This condition typically occurs when the cycle length is short, the signal progression is favorable, or both. As a result, both the delay and volume-to-capacity ratio are considered when lane group LOS is established. A ratio of 1.0 or more indicates cycle capacity is fully utilized and represents failure from a capacity perspective (just as delay in excess of 80 s/veh represents failure from a delay perspective). The following lists the LOS thresholds established for motorized vehicle mode at a signalized intersection. CONTROL DELAY (s/veh) LOS by Volume-to-Capacity Ratioa ≤1.0 ≥1.0 ≤10 A F >10-20 B F >20-35 C F >35-55 D F >55-80 E F >80 F F a For approach-based and intersection wide assessments, LOS is defined solely by control delay. Two Way Stop Controlled Intersections The evaluation criteria used to analyze Two-Way Stop Controlled (TWSC) intersections is based on the procedures set forth in the latest version of the Highway Capacity Manual (HCM)1. Level of service (LOS) for a TWSC intersection is determined by the computed or measured control delay. For motor vehicles, LOS is determined for each minor street movement (or shared movement), as well as the major -street left turns, by using the criteria given in the Table below. LOS is not defined for the intersection as a whole or for major-street approaches for three primary reasons: (a) major-street through vehicles are assumed to experience zero delay; (b) the disproportionate number of major-street through vehicles at a typical TWSC intersection skews the weighted average of all movements, resulting in a very low overall average delay for all vehicles; and (c) the resulting low delay can mask LOS deficiencies for minor movements. LOS F is assigned to a movement if its volume-to-capacity ratio exceeds 1.0, regardless of the control delay. Level of Service Definitions The LOS criteria for TWSC intersections differ somewhat from the criteria for signalized intersections, primarily because user perceptions differ among transportation facility types. The expectation is that a signalized intersection is designed to carry higher traffic volumes and will present greater delay than an unsignalized intersection. Unsignalized intersections are also associated with more uncertainty for users, as delays are less predictable than they are at signals. The levels of service range between level of service A (relatively congestion-free) and level of service F (very congested). The following thresholds are used to determine TWSC levels of service: CONTROL DELAY (s/veh) LOS by Volume-to-Capacity Ratioa v/c≤1.0 v/c≥1.0 ≤10 A F >10-15 B F >15-25 C F >25-35 D F >35-50 E F >50 F F a The LOS criteria apply to each lane on a given approach and to each approach on the minor street. LOS is not calculated for major-street approaches or for the intersection as a whole. 1: West Ave/Adk Trust Co Entrance & Church St (NY Route 9N) 2023 Existing HCM 6th Signalized Intersection Summary AM peak Hour 21731_00 EX.syn Synchro 11 Report VHB EJM 10/25/2023 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 4 356 256 220 265 2 136 0 276 0 0 0 Future Volume (veh/h) 4 356 256 220 265 2 136 0 276 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1856 1841 1767 1781 1900 1856 1976 1710 Adj Flow Rate, veh/h 5 405 198 250 301 2 155 0 187 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 0 3 4 9 8 0 3 0 8 Cap, veh/h 86 654 818 515 1058 7 301 0 284 Arrive On Green 0.35 0.35 0.35 0.13 0.60 0.60 0.17 0.00 0.17 Sat Flow, veh/h 5 1846 1558 1682 1768 12 1767 0 1670 Grp Volume(v), veh/h 410 0 198 250 0 303 155 0 187 Grp Sat Flow(s),veh/h/ln 1852 0 1558 1682 0 1779 1767 0 1670 Q Serve(g_s), s 0.0 0.0 3.0 3.6 0.0 3.6 3.5 0.0 4.5 Cycle Q Clear(g_c), s 7.9 0.0 3.0 3.6 0.0 3.6 3.5 0.0 4.5 Prop In Lane 0.01 1.00 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 740 0 818 515 0 1065 301 0 284 V/C Ratio(X) 0.55 0.00 0.24 0.49 0.00 0.28 0.52 0.00 0.66 Avail Cap(c_a), veh/h 1788 0 1705 1076 0 1644 1225 0 1157 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 11.6 0.0 5.6 7.3 0.0 4.2 16.3 0.0 16.8 Incr Delay (d2), s/veh 0.9 0.0 0.2 0.3 0.0 0.2 0.5 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 0.0 0.7 0.8 0.0 0.8 1.2 0.0 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.5 0.0 5.8 7.6 0.0 4.4 16.8 0.0 17.8 LnGrp LOS B A A A A A B A B Approach Vol, veh/h 608 553 342 Approach Delay, s/veh 10.3 5.8 17.3 Approach LOS B A B Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 30.9 12.4 10.6 20.3 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 40.0 30.0 20.0 40.0 Max Q Clear Time (g_c+I1), s 5.6 6.5 5.6 9.9 Green Ext Time (p_c), s 2.8 1.0 0.3 5.2 Intersection Summary HCM 6th Ctrl Delay 10.3 HCM 6th LOS B 2: West Ave & Station Ln 2023 Existing HCM 6th TWSC AM peak Hour 21731_00 EX.syn Synchro 11 Report VHB EJM 10/25/2023 Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 5 4 6 464 419 8 Future Vol, veh/h 5 4 6 464 419 8 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 25 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 0 25 0 5 6 13 Mvmt Flow 6 5 7 533 482 9 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1034 487 491 0 - 0 Stage 1 487 - - - - - Stage 2 547 - - - - - Critical Hdwy 6.4 6.45 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.525 2.2 - - - Pot Cap-1 Maneuver 259 537 1083 - - - Stage 1 622 - - - - - Stage 2 584 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 257 537 1083 - - - Mov Cap-2 Maneuver 391 - - - - - Stage 1 618 - - - - - Stage 2 584 - - - - - Approach EB NB SB HCM Control Delay, s 13.3 0.1 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1083 - 445 - - HCM Lane V/C Ratio 0.006 - 0.023 - - HCM Control Delay (s) 8.3 - 13.3 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.1 - - 3: West Ave & Washington St (NY Route 29) 2023 Existing HCM 6th Signalized Intersection Summary AM peak Hour 21731_00 EX.syn Synchro 11 Report VHB EJM 10/25/2023 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 155 150 73 60 103 50 44 255 48 40 275 77 Future Volume (veh/h) 155 150 73 60 103 50 44 255 48 40 275 77 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1811 1796 1752 1856 1899 1945 1826 1899 1976 1856 1884 1729 Adj Flow Rate, veh/h 185 179 83 71 123 52 52 304 49 48 327 74 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 6 7 10 3 5 2 5 5 0 3 6 16 Cap, veh/h 446 295 137 347 238 101 289 490 79 328 453 102 Arrive On Green 0.11 0.25 0.25 0.05 0.19 0.19 0.03 0.31 0.31 0.03 0.30 0.30 Sat Flow, veh/h 1725 1159 538 1767 1266 535 1739 1595 257 1767 1486 336 Grp Volume(v), veh/h 185 0 262 71 0 175 52 0 353 48 0 401 Grp Sat Flow(s),veh/h/ln 1725 0 1697 1767 0 1801 1739 0 1852 1767 0 1822 Q Serve(g_s), s 4.6 0.0 7.6 1.8 0.0 4.8 1.1 0.0 9.0 1.0 0.0 10.9 Cycle Q Clear(g_c), s 4.6 0.0 7.6 1.8 0.0 4.8 1.1 0.0 9.0 1.0 0.0 10.9 Prop In Lane 1.00 0.32 1.00 0.30 1.00 0.14 1.00 0.18 Lane Grp Cap(c), veh/h 446 0 432 347 0 339 289 0 569 328 0 555 V/C Ratio(X) 0.41 0.00 0.61 0.20 0.00 0.52 0.18 0.00 0.62 0.15 0.00 0.72 Avail Cap(c_a), veh/h 869 0 1071 1535 0 1136 861 0 1168 914 0 1314 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 14.9 0.0 18.2 17.0 0.0 20.3 13.7 0.0 16.4 13.4 0.0 17.2 Incr Delay (d2), s/veh 0.2 0.0 2.0 0.4 0.0 1.7 0.1 0.0 1.6 0.1 0.0 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 2.9 0.7 0.0 2.0 0.4 0.0 3.7 0.4 0.0 4.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.1 0.0 20.2 17.4 0.0 22.0 13.8 0.0 18.0 13.5 0.0 19.7 LnGrp LOS B A C B A C B A B B A B Approach Vol, veh/h 447 246 405 449 Approach Delay, s/veh 18.1 20.7 17.5 19.1 Approach LOS B C B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.4 15.4 6.6 22.1 7.7 19.1 6.8 21.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 35.0 20.0 35.0 40.0 35.0 20.0 40.0 Max Q Clear Time (g_c+I1), s 6.6 6.8 3.0 11.0 3.8 9.6 3.1 12.9 Green Ext Time (p_c), s 0.2 1.5 0.0 3.1 0.3 2.3 0.0 3.8 Intersection Summary HCM 6th Ctrl Delay 18.6 HCM 6th LOS B 1: West Ave/Adk Trust Co Entrance & Church St (NY Route 9N) 2023 Existing HCM 6th Signalized Intersection Summary PM Peak Hour 21731_00 EX.syn Synchro 11 Report VHB EJM 10/25/2023 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 298 226 258 367 10 333 7 287 0 0 0 Future Volume (veh/h) 0 298 226 258 367 10 333 7 287 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1885 1885 1826 1856 1900 1885 1976 1781 Adj Flow Rate, veh/h 0 314 142 272 386 9 351 7 200 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 1 1 5 3 0 1 0 3 Cap, veh/h 0 586 893 543 993 23 447 14 404 Arrive On Green 0.00 0.31 0.31 0.14 0.55 0.55 0.25 0.25 0.25 Sat Flow, veh/h 0 1885 1592 1739 1806 42 1795 57 1623 Grp Volume(v), veh/h 0 314 142 272 0 395 351 0 207 Grp Sat Flow(s),veh/h/ln 0 1885 1592 1739 0 1848 1795 0 1680 Q Serve(g_s), s 0.0 6.8 2.1 4.7 0.0 6.1 9.1 0.0 5.2 Cycle Q Clear(g_c), s 0.0 6.8 2.1 4.7 0.0 6.1 9.1 0.0 5.2 Prop In Lane 0.00 1.00 1.00 0.02 1.00 0.97 Lane Grp Cap(c), veh/h 0 586 893 543 0 1016 447 0 418 V/C Ratio(X) 0.00 0.54 0.16 0.50 0.00 0.39 0.79 0.00 0.49 Avail Cap(c_a), veh/h 0 1517 1680 1003 0 1487 1084 0 1014 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 14.2 5.3 8.8 0.0 6.4 17.4 0.0 16.0 Incr Delay (d2), s/veh 0.0 1.1 0.1 0.3 0.0 0.3 1.2 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.7 0.5 1.4 0.0 1.8 3.4 0.0 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 15.2 5.4 9.1 0.0 6.8 18.6 0.0 16.3 LnGrp LOS A B A A A A B A B Approach Vol, veh/h 456 667 558 Approach Delay, s/veh 12.2 7.7 17.7 Approach LOS B A B Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 32.3 17.4 11.9 20.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 40.0 30.0 20.0 40.0 Max Q Clear Time (g_c+I1), s 8.1 11.1 6.7 8.8 Green Ext Time (p_c), s 3.8 1.3 0.3 3.7 Intersection Summary HCM 6th Ctrl Delay 12.2 HCM 6th LOS B 2: West Ave & Station Ln 2023 Existing HCM 6th TWSC PM Peak Hour 21731_00 EX.syn Synchro 11 Report VHB EJM 10/25/2023 Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 6 11 1 611 509 5 Future Vol, veh/h 6 11 1 611 509 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 25 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 17 9 0 2 3 0 Mvmt Flow 6 11 1 636 530 5 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1171 533 535 0 - 0 Stage 1 533 - - - - - Stage 2 638 - - - - - Critical Hdwy 6.57 6.29 4.1 - - - Critical Hdwy Stg 1 5.57 - - - - - Critical Hdwy Stg 2 5.57 - - - - - Follow-up Hdwy 3.653 3.381 2.2 - - - Pot Cap-1 Maneuver 199 533 1043 - - - Stage 1 559 - - - - - Stage 2 499 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 199 533 1043 - - - Mov Cap-2 Maneuver 331 - - - - - Stage 1 558 - - - - - Stage 2 499 - - - - - Approach EB NB SB HCM Control Delay, s 13.5 0 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1043 - 439 - - HCM Lane V/C Ratio 0.001 - 0.04 - - HCM Control Delay (s) 8.5 - 13.5 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.1 - - 3: West Ave & Washington St (NY Route 29) 2023 Existing HCM 6th Signalized Intersection Summary PM Peak Hour 21731_00 EX.syn Synchro 11 Report VHB EJM 10/25/2023 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 143 154 106 91 195 65 110 367 47 42 322 130 Future Volume (veh/h) 143 154 106 91 195 65 110 367 47 42 322 130 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1885 1841 1856 1961 1976 1900 1961 1945 1900 1930 1899 Adj Flow Rate, veh/h 151 162 103 96 205 64 116 386 41 44 339 115 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 1.00 Percent Heavy Veh, % 3 1 4 3 1 0 0 1 2 0 3 5 Cap, veh/h 367 265 168 346 315 98 323 632 67 331 446 151 Arrive On Green 0.09 0.25 0.25 0.06 0.22 0.22 0.07 0.36 0.36 0.03 0.32 0.32 Sat Flow, veh/h 1767 1071 681 1767 1427 446 1810 1741 185 1810 1376 467 Grp Volume(v), veh/h 151 0 265 96 0 269 116 0 427 44 0 454 Grp Sat Flow(s),veh/h/ln 1767 0 1753 1767 0 1873 1810 0 1926 1810 0 1842 Q Serve(g_s), s 4.3 0.0 9.0 2.7 0.0 8.7 2.8 0.0 12.1 1.1 0.0 14.8 Cycle Q Clear(g_c), s 4.3 0.0 9.0 2.7 0.0 8.7 2.8 0.0 12.1 1.1 0.0 14.8 Prop In Lane 1.00 0.39 1.00 0.24 1.00 0.10 1.00 0.25 Lane Grp Cap(c), veh/h 367 0 433 346 0 413 323 0 699 331 0 597 V/C Ratio(X) 0.41 0.00 0.61 0.28 0.00 0.65 0.36 0.00 0.61 0.13 0.00 0.76 Avail Cap(c_a), veh/h 736 0 919 1291 0 982 748 0 1010 827 0 1104 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.0 0.0 22.3 18.5 0.0 23.7 15.2 0.0 17.4 15.2 0.0 20.2 Incr Delay (d2), s/veh 0.3 0.0 2.0 0.6 0.0 2.5 0.3 0.0 1.2 0.1 0.0 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.0 3.7 1.1 0.0 3.9 1.1 0.0 5.1 0.4 0.0 6.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.2 0.0 24.3 19.1 0.0 26.1 15.4 0.0 18.6 15.2 0.0 23.1 LnGrp LOS B A C B A C B A B B A C Approach Vol, veh/h 416 365 543 498 Approach Delay, s/veh 22.1 24.3 18.0 22.4 Approach LOS C C B C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.1 19.7 6.7 29.2 9.3 21.5 9.3 26.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 35.0 20.0 35.0 40.0 35.0 20.0 40.0 Max Q Clear Time (g_c+I1), s 6.3 10.7 3.1 14.1 4.7 11.0 4.8 16.8 Green Ext Time (p_c), s 0.2 2.3 0.0 3.7 0.4 2.3 0.1 4.3 Intersection Summary HCM 6th Ctrl Delay 21.4 HCM 6th LOS C 1: West Ave/Adk Trust Co Entrance & Church St (NY Route 9N) 2028 No Build HCM 6th Signalized Intersection Summary AM Peak Hour 21731_00 NB.syn Synchro 11 Report VHB EA 10/25/2023 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 4 408 269 234 289 2 146 0 297 0 0 0 Future Volume (veh/h) 4 408 269 234 289 2 146 0 297 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1856 1841 1767 1781 1900 1856 1976 1710 Adj Flow Rate, veh/h 5 464 213 266 328 2 166 0 211 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 0 3 4 9 8 0 3 0 8 Cap, veh/h 77 700 873 488 1082 7 320 0 302 Arrive On Green 0.38 0.38 0.38 0.13 0.61 0.61 0.18 0.00 0.18 Sat Flow, veh/h 4 1848 1558 1682 1769 11 1767 0 1670 Grp Volume(v), veh/h 469 0 213 266 0 330 166 0 211 Grp Sat Flow(s),veh/h/ln 1852 0 1558 1682 0 1779 1767 0 1670 Q Serve(g_s), s 0.0 0.0 3.4 4.1 0.0 4.3 4.1 0.0 5.7 Cycle Q Clear(g_c), s 10.1 0.0 3.4 4.1 0.0 4.3 4.1 0.0 5.7 Prop In Lane 0.01 1.00 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 777 0 873 488 0 1088 320 0 302 V/C Ratio(X) 0.60 0.00 0.24 0.55 0.00 0.30 0.52 0.00 0.70 Avail Cap(c_a), veh/h 1605 0 1574 968 0 1475 1099 0 1038 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 12.5 0.0 5.4 8.2 0.0 4.5 17.9 0.0 18.5 Incr Delay (d2), s/veh 1.1 0.0 0.2 0.4 0.0 0.2 0.5 0.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.6 0.0 0.8 1.0 0.0 1.0 1.5 0.0 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.5 0.0 5.6 8.6 0.0 4.7 18.3 0.0 19.6 LnGrp LOS B A A A A A B A B Approach Vol, veh/h 682 596 377 Approach Delay, s/veh 11.1 6.4 19.1 Approach LOS B A B Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 34.5 13.7 11.2 23.3 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 40.0 30.0 20.0 40.0 Max Q Clear Time (g_c+I1), s 6.3 7.7 6.1 12.1 Green Ext Time (p_c), s 3.1 1.1 0.3 6.0 Intersection Summary HCM 6th Ctrl Delay 11.2 HCM 6th LOS B 2: West Ave & Station Ln 2028 No Build HCM 6th TWSC AM Peak Hour 21731_00 NB.syn Synchro 11 Report VHB EA 10/25/2023 Intersection Int Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 20 20 17 481 435 16 Future Vol, veh/h 20 20 17 481 435 16 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 25 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 0 25 0 5 6 13 Mvmt Flow 23 23 20 553 500 18 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1102 509 518 0 - 0 Stage 1 509 - - - - - Stage 2 593 - - - - - Critical Hdwy 6.4 6.45 4.1 - - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.525 2.2 - - - Pot Cap-1 Maneuver 236 521 1058 - - - Stage 1 608 - - - - - Stage 2 556 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 232 521 1058 - - - Mov Cap-2 Maneuver 368 - - - - - Stage 1 596 - - - - - Stage 2 556 - - - - - Approach EB NB SB HCM Control Delay, s 14.3 0.3 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1058 - 431 - - HCM Lane V/C Ratio 0.018 - 0.107 - - HCM Control Delay (s) 8.5 - 14.3 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0.1 - 0.4 - - 3: West Ave & Washington St (NY Route 29) 2028 No Build HCM 6th Signalized Intersection Summary AM Peak Hour 21731_00 NB.syn Synchro 11 Report VHB EA 10/25/2023 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 162 156 76 63 107 56 46 270 50 49 292 83 Future Volume (veh/h) 162 156 76 63 107 56 46 270 50 49 292 83 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1811 1796 1752 1856 1899 1945 1826 1899 1976 1856 1884 1729 Adj Flow Rate, veh/h 193 186 86 75 127 59 55 321 52 58 348 81 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 6 7 10 3 5 2 5 5 0 3 6 16 Cap, veh/h 431 289 133 332 222 103 285 506 82 332 471 110 Arrive On Green 0.12 0.25 0.25 0.05 0.18 0.18 0.03 0.32 0.32 0.03 0.32 0.32 Sat Flow, veh/h 1725 1161 537 1767 1225 569 1739 1594 258 1767 1477 344 Grp Volume(v), veh/h 193 0 272 75 0 186 55 0 373 58 0 429 Grp Sat Flow(s),veh/h/ln 1725 0 1697 1767 0 1795 1739 0 1852 1767 0 1821 Q Serve(g_s), s 5.0 0.0 8.3 2.0 0.0 5.5 1.2 0.0 9.9 1.3 0.0 12.1 Cycle Q Clear(g_c), s 5.0 0.0 8.3 2.0 0.0 5.5 1.2 0.0 9.9 1.3 0.0 12.1 Prop In Lane 1.00 0.32 1.00 0.32 1.00 0.14 1.00 0.19 Lane Grp Cap(c), veh/h 431 0 422 332 0 326 285 0 588 332 0 581 V/C Ratio(X) 0.45 0.00 0.64 0.23 0.00 0.57 0.19 0.00 0.63 0.17 0.00 0.74 Avail Cap(c_a), veh/h 824 0 1031 1467 0 1090 831 0 1125 884 0 1264 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 15.6 0.0 19.4 17.9 0.0 21.5 13.9 0.0 16.8 13.4 0.0 17.5 Incr Delay (d2), s/veh 0.3 0.0 2.3 0.5 0.0 2.2 0.1 0.0 1.6 0.1 0.0 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 3.2 0.8 0.0 2.3 0.4 0.0 4.0 0.5 0.0 4.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.9 0.0 21.7 18.3 0.0 23.8 14.0 0.0 18.4 13.5 0.0 20.1 LnGrp LOS B A C B A C B A B B A C Approach Vol, veh/h 465 261 428 487 Approach Delay, s/veh 19.3 22.2 17.9 19.3 Approach LOS B C B B Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.9 15.5 7.0 23.3 8.0 19.3 6.9 23.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 35.0 20.0 35.0 40.0 35.0 20.0 40.0 Max Q Clear Time (g_c+I1), s 7.0 7.5 3.3 11.9 4.0 10.3 3.2 14.1 Green Ext Time (p_c), s 0.2 1.6 0.0 3.3 0.3 2.4 0.0 4.1 Intersection Summary HCM 6th Ctrl Delay 19.4 HCM 6th LOS B 1: West Ave/Adk Trust Co Entrance & Church St (NY Route 9N) 2028 No Build HCM 6th Signalized Intersection Summary PM Peak Hour 21731_00 NB.syn Synchro 11 Report VHB EA 10/25/2023 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 336 242 284 423 10 353 7 311 0 0 0 Future Volume (veh/h) 0 336 242 284 423 10 353 7 311 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1885 1885 1826 1856 1900 1885 1976 1781 Adj Flow Rate, veh/h 0 354 159 299 445 9 372 7 225 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 0 1 1 5 3 0 1 0 3 Cap, veh/h 0 559 889 518 987 20 468 13 424 Arrive On Green 0.00 0.30 0.30 0.15 0.54 0.54 0.26 0.26 0.26 Sat Flow, veh/h 0 1885 1595 1739 1812 37 1795 51 1629 Grp Volume(v), veh/h 0 354 159 299 0 454 372 0 232 Grp Sat Flow(s),veh/h/ln 0 1885 1595 1739 0 1849 1795 0 1679 Q Serve(g_s), s 0.0 8.3 2.5 5.5 0.0 7.6 9.9 0.0 6.1 Cycle Q Clear(g_c), s 0.0 8.3 2.5 5.5 0.0 7.6 9.9 0.0 6.1 Prop In Lane 0.00 1.00 1.00 0.02 1.00 0.97 Lane Grp Cap(c), veh/h 0 559 889 518 0 1007 468 0 437 V/C Ratio(X) 0.00 0.63 0.18 0.58 0.00 0.45 0.80 0.00 0.53 Avail Cap(c_a), veh/h 0 1469 1659 934 0 1441 1049 0 981 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 15.6 5.6 9.8 0.0 7.0 17.7 0.0 16.3 Incr Delay (d2), s/veh 0.0 1.7 0.1 0.4 0.0 0.5 1.2 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 3.4 0.6 1.6 0.0 2.3 3.8 0.0 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 17.3 5.7 10.1 0.0 7.5 18.9 0.0 16.7 LnGrp LOS A B A B A A B A B Approach Vol, veh/h 513 753 604 Approach Delay, s/veh 13.7 8.6 18.0 Approach LOS B A B Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 33.0 18.4 12.7 20.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 40.0 30.0 20.0 40.0 Max Q Clear Time (g_c+I1), s 9.6 11.9 7.5 10.3 Green Ext Time (p_c), s 4.5 1.4 0.4 4.3 Intersection Summary HCM 6th Ctrl Delay 13.0 HCM 6th LOS B 2: West Ave & Station Ln 2028 No Build HCM 6th TWSC PM Peak Hour 21731_00 NB.syn Synchro 11 Report VHB EA 10/25/2023 Intersection Int Delay, s/veh 1.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 33 39 38 627 523 34 Future Vol, veh/h 33 39 38 627 523 34 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 25 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 17 9 0 2 3 0 Mvmt Flow 34 41 40 653 545 35 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1296 563 580 0 - 0 Stage 1 563 - - - - - Stage 2 733 - - - - - Critical Hdwy 6.57 6.29 4.1 - - - Critical Hdwy Stg 1 5.57 - - - - - Critical Hdwy Stg 2 5.57 - - - - - Follow-up Hdwy 3.653 3.381 2.2 - - - Pot Cap-1 Maneuver 166 513 1004 - - - Stage 1 541 - - - - - Stage 2 449 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 159 513 1004 - - - Mov Cap-2 Maneuver 292 - - - - - Stage 1 519 - - - - - Stage 2 449 - - - - - Approach EB NB SB HCM Control Delay, s 16.8 0.5 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1004 - 381 - - HCM Lane V/C Ratio 0.039 - 0.197 - - HCM Control Delay (s) 8.7 - 16.8 - - HCM Lane LOS A - C - - HCM 95th %tile Q(veh) 0.1 - 0.7 - - 3: West Ave & Washington St (NY Route 29) 2028 No Build HCM 6th Signalized Intersection Summary PM Peak Hour 21731_00 NB.syn Synchro 11 Report VHB EA 10/25/2023 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 154 160 110 95 203 76 115 392 49 54 343 138 Future Volume (veh/h) 154 160 110 95 203 76 115 392 49 54 343 138 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1885 1841 1856 1961 1976 1900 1961 1945 1900 1930 1899 Adj Flow Rate, veh/h 162 168 107 100 214 76 121 413 44 57 361 123 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 1.00 Percent Heavy Veh, % 3 1 4 3 1 0 0 1 2 0 3 5 Cap, veh/h 359 274 175 345 313 111 308 637 68 321 458 156 Arrive On Green 0.09 0.26 0.26 0.07 0.23 0.23 0.07 0.37 0.37 0.03 0.33 0.33 Sat Flow, veh/h 1767 1071 682 1767 1376 489 1810 1741 185 1810 1374 468 Grp Volume(v), veh/h 162 0 275 100 0 290 121 0 457 57 0 484 Grp Sat Flow(s),veh/h/ln 1767 0 1753 1767 0 1865 1810 0 1926 1810 0 1842 Q Serve(g_s), s 4.9 0.0 9.9 3.0 0.0 10.2 3.1 0.0 14.2 1.5 0.0 17.1 Cycle Q Clear(g_c), s 4.9 0.0 9.9 3.0 0.0 10.2 3.1 0.0 14.2 1.5 0.0 17.1 Prop In Lane 1.00 0.39 1.00 0.26 1.00 0.10 1.00 0.25 Lane Grp Cap(c), veh/h 359 0 449 345 0 424 308 0 705 321 0 614 V/C Ratio(X) 0.45 0.00 0.61 0.29 0.00 0.68 0.39 0.00 0.65 0.18 0.00 0.79 Avail Cap(c_a), veh/h 684 0 854 1212 0 909 693 0 939 764 0 1026 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.0 0.0 23.6 19.5 0.0 25.4 16.2 0.0 18.9 15.9 0.0 21.6 Incr Delay (d2), s/veh 0.3 0.0 1.9 0.7 0.0 2.8 0.3 0.0 1.4 0.1 0.0 3.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 0.0 4.1 1.2 0.0 4.6 1.2 0.0 6.1 0.6 0.0 7.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.4 0.0 25.5 20.1 0.0 28.2 16.5 0.0 20.4 16.0 0.0 24.9 LnGrp LOS B A C C A C B A C B A C Approach Vol, veh/h 437 390 578 541 Approach Delay, s/veh 23.2 26.1 19.5 24.0 Approach LOS C C B C Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.8 21.3 7.4 31.3 9.7 23.4 9.7 28.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 35.0 20.0 35.0 40.0 35.0 20.0 40.0 Max Q Clear Time (g_c+I1), s 6.9 12.2 3.5 16.2 5.0 11.9 5.1 19.1 Green Ext Time (p_c), s 0.2 2.5 0.0 3.9 0.4 2.3 0.1 4.5 Intersection Summary HCM 6th Ctrl Delay 22.9 HCM 6th LOS C 1: West Ave/Adk Trust Co Entrance & Church St (NY Route 9N) 2028 Build HCM 6th Signalized Intersection Summary AM Peak Hour 21731_00 B.syn Synchro 11 Report VHB EA 06/25/2024 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 4 408 279 256 289 2 167 0 347 0 0 0 Future Volume (veh/h) 4 408 279 256 289 2 167 0 347 0 0 0 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1856 1841 1767 1781 1900 1856 1976 1710 Adj Flow Rate, veh/h 5 464 224 291 328 2 190 0 267 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %034980308 Cap, veh/h 70 678 904 477 1060 6 376 0 355 Arrive On Green 0.37 0.37 0.37 0.14 0.60 0.60 0.21 0.00 0.21 Sat Flow, veh/h 5 1848 1558 1682 1769 11 1767 0 1671 Grp Volume(v), veh/h 469 0 224 291 0 330 190 0 267 Grp Sat Flow(s),veh/h/ln 1852 0 1558 1682 0 1779 1767 0 1671 Q Serve(g_s), s 0.0 0.0 3.8 5.1 0.0 4.9 5.0 0.0 8.0 Cycle Q Clear(g_c), s 11.4 0.0 3.8 5.1 0.0 4.9 5.0 0.0 8.0 Prop In Lane 0.01 1.00 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh/h 748 0 904 477 0 1066 376 0 355 V/C Ratio(X) 0.63 0.00 0.25 0.61 0.00 0.31 0.51 0.00 0.75 Avail Cap(c_a), veh/h 1457 0 1503 877 0 1339 997 0 943 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 14.3 0.0 5.5 9.5 0.0 5.2 18.5 0.0 19.6 Incr Delay (d2), s/veh 1.2 0.0 0.2 0.5 0.0 0.2 0.4 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.3 0.0 0.9 1.4 0.0 1.3 1.9 0.0 2.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.5 0.0 5.7 10.0 0.0 5.5 18.9 0.0 20.8 LnGrp LOS BAABAABAC Approach Vol, veh/h 693 621 457 Approach Delay, s/veh 12.3 7.6 20.0 Approach LOS B A C Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 36.9 16.3 12.3 24.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 40.0 30.0 20.0 40.0 Max Q Clear Time (g_c+I1), s 6.9 10.0 7.1 13.4 Green Ext Time (p_c), s 3.1 1.4 0.4 6.0 Intersection Summary HCM 6th Ctrl Delay 12.7 HCM 6th LOS B 2: West Ave & Station Ln 2028 Build HCM 6th TWSC AM Peak Hour 21731_00 B.syn Synchro 11 Report VHB EA 06/25/2024 Intersection Int Delay, s/veh 2.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 91 34 21 481 435 48 Future Vol, veh/h 91 34 21 481 435 48 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 25 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 0 25 0 5 6 13 Mvmt Flow 105 39 24 553 500 55 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1129 528 555 0 - 0 Stage 1 528 ----- Stage 2 601 ----- Critical Hdwy 6.4 6.45 4.1 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.525 2.2 - - - Pot Cap-1 Maneuver 228 508 1026 - - - Stage 1 596 ----- Stage 2 551 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 223 508 1026 - - - Mov Cap-2 Maneuver 360 ----- Stage 1 582 ----- Stage 2 551 ----- Approach EB NB SB HCM Control Delay, s 19.5 0.4 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 1026 - 391 - - HCM Lane V/C Ratio 0.024 - 0.367 - - HCM Control Delay (s) 8.6 - 19.5 - - HCM Lane LOS A - C - - HCM 95th %tile Q(veh) 0.1 - 1.7 - - 3: West Ave & Washington St (NY Route 29) 2028 Build HCM 6th Signalized Intersection Summary AM Peak Hour 21731_00 B.syn Synchro 11 Report VHB EA 06/25/2024 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 162 178 97 63 117 60 58 270 50 56 299 83 Future Volume (veh/h) 162 178 97 63 117 60 58 270 50 56 299 83 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1811 1796 1752 1856 1899 1945 1826 1899 1976 1856 1884 1729 Adj Flow Rate, veh/h 193 212 111 75 139 63 69 321 52 67 356 81 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 6 7 10 3525503616 Cap, veh/h 425 288 151 298 241 109 287 510 83 338 473 108 Arrive On Green 0.12 0.26 0.26 0.05 0.19 0.19 0.04 0.32 0.32 0.04 0.32 0.32 Sat Flow, veh/h 1725 1109 580 1767 1236 560 1739 1594 258 1767 1484 338 Grp Volume(v), veh/h 193 0 323 75 0 202 69 0 373 67 0 437 Grp Sat Flow(s),veh/h/ln 1725 0 1689 1767 0 1796 1739 0 1852 1767 0 1822 Q Serve(g_s), s 5.2 0.0 10.7 2.0 0.0 6.2 1.6 0.0 10.4 1.5 0.0 13.1 Cycle Q Clear(g_c), s 5.2 0.0 10.7 2.0 0.0 6.2 1.6 0.0 10.4 1.5 0.0 13.1 Prop In Lane 1.00 0.34 1.00 0.31 1.00 0.14 1.00 0.19 Lane Grp Cap(c), veh/h 425 0 439 298 0 350 287 0 593 338 0 581 V/C Ratio(X) 0.45 0.00 0.74 0.25 0.00 0.58 0.24 0.00 0.63 0.20 0.00 0.75 Avail Cap(c_a), veh/h 791 0 971 1368 0 1033 786 0 1065 848 0 1197 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.0 0.0 20.6 18.5 0.0 22.2 14.5 0.0 17.6 13.9 0.0 18.6 Incr Delay (d2), s/veh 0.3 0.0 3.4 0.6 0.0 2.1 0.2 0.0 1.6 0.1 0.0 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 0.0 4.3 0.8 0.0 2.7 0.6 0.0 4.3 0.6 0.0 5.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.3 0.0 24.0 19.1 0.0 24.4 14.6 0.0 19.2 14.1 0.0 21.4 LnGrp LOS B A C B A C BABBAC Approach Vol, veh/h 516 277 442 504 Approach Delay, s/veh 21.2 23.0 18.5 20.4 Approach LOS C C B C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.1 16.9 7.4 24.5 8.1 20.8 7.5 24.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 35.0 20.0 35.0 40.0 35.0 20.0 40.0 Max Q Clear Time (g_c+I1), s 7.2 8.2 3.5 12.4 4.0 12.7 3.6 15.1 Green Ext Time (p_c), s 0.2 1.7 0.1 3.3 0.3 2.8 0.1 4.2 Intersection Summary HCM 6th Ctrl Delay 20.5 HCM 6th LOS C 4: Washington St (NY State 29) & Site Driveway 2028 Build HCM 6th TWSC AM Peak Hour 21731_00 B.syn Synchro 11 Report VHB EA 06/25/2024 Intersection Int Delay, s/veh 1.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 401 236 22 43 14 Future Vol, veh/h 0 401 236 22 43 14 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 78000 Mvmt Flow 0 436 257 24 47 15 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 705 269 Stage 1 - - - - 269 - Stage 2 - - - - 436 - Critical Hdwy - - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - - - 3.5 3.3 Pot Cap-1 Maneuver 0 - - - 406 775 Stage 1 0 - - - 781 - Stage 2 0 - - - 656 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - - 406 775 Mov Cap-2 Maneuver - - - - 406 - Stage 1 - - - - 781 - Stage 2 - - - - 656 - Approach EB WB SB HCM Control Delay, s 0 0 14 HCM LOS B Minor Lane/Major Mvmt EBT WBT WBRSBLn1 Capacity (veh/h) - - - 460 HCM Lane V/C Ratio - - - 0.135 HCM Control Delay (s) - - - 14 HCM Lane LOS - - - B HCM 95th %tile Q(veh) - - - 0.5 5: Site Driveway & Station Ln 2028 Build HCM 6th TWSC AM Peak Hour 21731_00 B.syn Synchro 11 Report VHB EA 06/25/2024 Intersection Int Delay, s/veh 6.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 9 0 36 15 0 85 Future Vol, veh/h 9 0 36 15 0 85 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 11 00700 Mvmt Flow 10 0 39 16 0 92 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 10 0 104 10 Stage 1 - - - - 10 - Stage 2 - - - - 94 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1623 - 899 1077 Stage 1 - - - - 1018 - Stage 2 - - - - 935 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1623 - 877 1077 Mov Cap-2 Maneuver - - - - 877 - Stage 1 - - - - 1018 - Stage 2 - - - - 913 - Approach EB WB NB HCM Control Delay, s 0 5.1 8.7 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1077 - - 1623 - HCM Lane V/C Ratio 0.086 - - 0.024 - HCM Control Delay (s) 8.7 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.3 - - 0.1 - 1: West Ave/Adk Trust Co Entrance & Church St (NY Route 9N) 2028 Build HCM 6th Signalized Intersection Summary PM Peak Hour 21731_00 B.syn Synchro 11 Report VHB EA 06/25/2024 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 336 261 327 423 10 366 7 343 0 0 0 Future Volume (veh/h) 0 336 261 327 423 10 366 7 343 0 0 0 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1900 1885 1885 1826 1856 1900 1885 1976 1781 Adj Flow Rate, veh/h 0 354 179 344 445 9 385 7 259 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %011530103 Cap, veh/h 0 541 884 531 994 20 479 12 436 Arrive On Green 0.00 0.29 0.29 0.17 0.55 0.55 0.27 0.27 0.27 Sat Flow, veh/h 0 1885 1595 1739 1812 37 1795 44 1634 Grp Volume(v), veh/h 0 354 179 344 0 454 385 0 266 Grp Sat Flow(s),veh/h/ln 0 1885 1595 1739 0 1849 1795 0 1678 Q Serve(g_s), s 0.0 8.9 3.1 6.8 0.0 8.0 10.8 0.0 7.5 Cycle Q Clear(g_c), s 0.0 8.9 3.1 6.8 0.0 8.0 10.8 0.0 7.5 Prop In Lane 0.00 1.00 1.00 0.02 1.00 0.97 Lane Grp Cap(c), veh/h 0 541 884 531 0 1014 479 0 448 V/C Ratio(X) 0.00 0.65 0.20 0.65 0.00 0.45 0.80 0.00 0.59 Avail Cap(c_a), veh/h 0 1394 1606 880 0 1367 996 0 931 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 16.9 6.1 10.5 0.0 7.3 18.5 0.0 17.3 Incr Delay (d2), s/veh 0.0 1.9 0.2 0.5 0.0 0.4 1.2 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 3.7 0.8 2.1 0.0 2.5 4.1 0.0 2.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 18.8 6.2 11.0 0.0 7.8 19.7 0.0 17.7 LnGrp LOS ABABAABAB Approach Vol, veh/h 533 798 651 Approach Delay, s/veh 14.6 9.2 18.9 Approach LOS B A B Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 34.7 19.4 14.1 20.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 40.0 30.0 20.0 40.0 Max Q Clear Time (g_c+I1), s 10.0 12.8 8.8 10.9 Green Ext Time (p_c), s 4.5 1.6 0.4 4.4 Intersection Summary HCM 6th Ctrl Delay 13.8 HCM 6th LOS B 2: West Ave & Station Ln 2028 Build HCM 6th TWSC PM Peak Hour 21731_00 B.syn Synchro 11 Report VHB EA 06/25/2024 Intersection Int Delay, s/veh 2.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 78 48 44 627 523 96 Future Vol, veh/h 78 48 44 627 523 96 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 25 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 96 96 96 96 Heavy Vehicles, % 17 90230 Mvmt Flow 81 50 46 653 545 100 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1340 595 645 0 - 0 Stage 1 595 ----- Stage 2 745 ----- Critical Hdwy 6.57 6.29 4.1 - - - Critical Hdwy Stg 1 5.57 ----- Critical Hdwy Stg 2 5.57 ----- Follow-up Hdwy 3.653 3.381 2.2 - - - Pot Cap-1 Maneuver 156 491 950 - - - Stage 1 523 ----- Stage 2 444 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 149 491 950 - - - Mov Cap-2 Maneuver 282 ----- Stage 1 498 ----- Stage 2 444 ----- Approach EB NB SB HCM Control Delay, s 22.3 0.6 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 950 - 337 - - HCM Lane V/C Ratio 0.048 - 0.389 - - HCM Control Delay (s) 9 - 22.3 - - HCM Lane LOS A - C - - HCM 95th %tile Q(veh) 0.2 - 1.8 - - 3: West Ave & Washington St (NY Route 29) 2028 Build HCM 6th Signalized Intersection Summary PM Peak Hour 21731_00 B.syn Synchro 11 Report VHB EA 06/25/2024 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 154 173 124 95 221 82 140 392 49 58 348 138 Future Volume (veh/h) 154 173 124 95 221 82 140 392 49 58 348 138 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1856 1885 1841 1856 1961 1976 1900 1961 1945 1900 1930 1899 Adj Flow Rate, veh/h 162 182 122 100 233 82 147 413 44 61 366 123 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 1.00 Percent Heavy Veh, %314310012035 Cap, veh/h 344 277 186 326 326 115 316 647 69 326 456 153 Arrive On Green 0.09 0.26 0.26 0.07 0.24 0.24 0.08 0.37 0.37 0.04 0.33 0.33 Sat Flow, veh/h 1767 1047 702 1767 1380 486 1810 1741 185 1810 1379 464 Grp Volume(v), veh/h 162 0 304 100 0 315 147 0 457 61 0 489 Grp Sat Flow(s),veh/h/ln 1767 0 1749 1767 0 1866 1810 0 1926 1810 0 1843 Q Serve(g_s), s 5.1 0.0 11.8 3.2 0.0 11.8 4.0 0.0 14.8 1.7 0.0 18.4 Cycle Q Clear(g_c), s 5.1 0.0 11.8 3.2 0.0 11.8 4.0 0.0 14.8 1.7 0.0 18.4 Prop In Lane 1.00 0.40 1.00 0.26 1.00 0.10 1.00 0.25 Lane Grp Cap(c), veh/h 344 0 462 326 0 441 316 0 716 326 0 609 V/C Ratio(X) 0.47 0.00 0.66 0.31 0.00 0.71 0.47 0.00 0.64 0.19 0.00 0.80 Avail Cap(c_a), veh/h 645 0 806 1141 0 859 653 0 887 738 0 970 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.9 0.0 24.9 20.3 0.0 26.7 17.1 0.0 19.7 16.8 0.0 23.2 Incr Delay (d2), s/veh 0.4 0.0 2.3 0.8 0.0 3.1 0.4 0.0 1.4 0.1 0.0 3.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 4.9 1.3 0.0 5.4 1.6 0.0 6.5 0.7 0.0 8.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.3 0.0 27.2 21.1 0.0 29.7 17.5 0.0 21.1 16.9 0.0 26.8 LnGrp LOS C A C C A C B A C B A C Approach Vol, veh/h 466 415 604 550 Approach Delay, s/veh 24.8 27.6 20.2 25.7 Approach LOS CCCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.1 23.0 7.7 33.3 9.9 25.1 10.8 30.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 35.0 20.0 35.0 40.0 35.0 20.0 40.0 Max Q Clear Time (g_c+I1), s 7.1 13.8 3.7 16.8 5.2 13.8 6.0 20.4 Green Ext Time (p_c), s 0.2 2.6 0.0 3.8 0.4 2.6 0.2 4.4 Intersection Summary HCM 6th Ctrl Delay 24.3 HCM 6th LOS C 4: Washington St (NY State 29) & Site Driveway 2028 Build HCM 6th TWSC PM Peak Hour 21731_00 B.syn Synchro 11 Report VHB EA 06/25/2024 Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 437 456 43 27 8 Future Vol, veh/h 0 437 456 43 27 8 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 92000 Mvmt Flow 0 475 496 47 29 9 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 995 520 Stage 1 - - - - 520 - Stage 2 - - - - 475 - Critical Hdwy - - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - - - 3.5 3.3 Pot Cap-1 Maneuver 0 - - - 274 560 Stage 1 0 - - - 601 - Stage 2 0 - - - 630 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - - 274 560 Mov Cap-2 Maneuver - - - - 274 - Stage 1 - - - - 601 - Stage 2 - - - - 630 - Approach EB WB SB HCM Control Delay, s 0 0 18.2 HCM LOS C Minor Lane/Major Mvmt EBT WBT WBRSBLn1 Capacity (veh/h) - - - 310 HCM Lane V/C Ratio - - - 0.123 HCM Control Delay (s) - - - 18.2 HCM Lane LOS - - - C HCM 95th %tile Q(veh) - - - 0.4 5: Site Driveway & Station Ln 2028 Build HCM 6th TWSC PM Peak Hour 21731_00 B.syn Synchro 11 Report VHB EA 06/25/2024 Intersection Int Delay, s/veh 6.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 18 0 68 6 0 54 Future Vol, veh/h 18 0 68 6 0 54 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 12 00000 Mvmt Flow 20 0 74 7 0 59 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 20 0 175 20 Stage 1 - - - - 20 - Stage 2 - - - - 155 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1609 - 819 1064 Stage 1 - - - - 1008 - Stage 2 - - - - 878 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1609 - 781 1064 Mov Cap-2 Maneuver - - - - 781 - Stage 1 - - - - 1008 - Stage 2 - - - - 838 - Approach EB WB NB HCM Control Delay, s 0 6.7 8.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1064 - - 1609 - HCM Lane V/C Ratio 0.055 - - 0.046 - HCM Control Delay (s) 8.6 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.2 - - 0.1 -