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20240682 25 New St. Subdivision Revised Traffic Impact Study
� � j�=. w r i n i v m n e ee es e a e e o e . Traffic Im act Stud a y April 23, 2024 Revised: November 5, 2024 M� Project #1588.03 PREPARED FOR: . PREPARED BY. Enc�ine�rir�� � S i • � �.�.�''�"'' �� �'�' ►�f��It��t��"� �.� � . PERFQRM/IN�CE aELIYERED L�����:���A�r��I��C���� and Land ��r���►in�, P.�, Mr. Bill McNeary Logistics One 33 Cady Hill Boulevard Saratoga Springs, NY 12866 �`�.� �.���.�:� ��g� � i TABLE OF CONTENTS 1�� INTRODUCTION ............................................................................................ 1 ��� STU DY M ETHODOLOGY.................................................................................. 2 ��� EXISTING CONDITIONS ................................................................................ 3 3.1 Roadway Geometry................................................................................................... 3 3.2 Intersection Sight Distance ........................................................................................ 3 3.3 Existing Traffic Volumes ............................................................................................ 4 3.4 Vehicular Crash History ............................................................................................. 6 �.� FUTU RE CON DITIONS ................................................................................... 8 4.1 No-Build Conditions .................................................................................................. 8 4.2 Build Conditions ....................................................................................................... 8 !�.� CAPACITY ANALYSIS..................................................................................... 9 5.1 2023 Existing Conditions ........................................................................................... 9 5.2 2045 No-Build Conditions .........................................................................................10 5.3 2045 Build Conditions ..............................................................................................10 ��� CONCLUSIONS / RECOM M EN DATIONS........................................................ 11 6.1 Improvements Summary..........................................................................................12 6.2 Improvements Cost .................................................................................................12 � � ..- . _� ���.� �.���.�.� i��c�� � �i APPENDICES Appendix A: Existing Traffic Data Appendix B: Traffic Volume Figures Appendix C: Synchro Results Appendix D: NYSDOT Crash Data �`'�.� �.���.�.� �'�c�� � i�i ��� INTRODUCTION MJ Engineering, Architecture, Landscape Architecture, and Land Surveying, P.C. (MJ) was contracted by Logistics One to conduct a traffic impact study (TIS) for the proposed New Street residential development in the City of Saratoga Springs, NY. The three intersections analyzed for the study were Ballston Avenue (NY Route 50) / New Street / West Fenlon Street, YMCA Driveway / New Street, and West Avenue/ Congress Avenue. The purpose of this study is to determine the impacts of the proposed development on the adjacent intersections. � . r _ _ _.e�. �- -.--- .�_ ��", �•,� � . . -- ..-�:.��. . ...�, �� . .�� .i� - p§' �y ,� � y.," � a�k'��.� =i.r� �; ��. � . �: � I _r= 1 _.�"�� � __�.. �_� , � � ; 1�#�e���i�n�: °�r, � �:s � ... � �'���,4�r�!�������_r���,������ � � . ,� � ��,�: � 'c i ' � _ �q � � �'.,_ �� - � , _ r ��; ��a! � 4 _� 5 .. ���,�, • . , _:. -_ �_.�.._... JF_-' . - � 6 y - � _ .. ��_.. ,"�l��,'..�. . _ . .. -� .... ... -: _ .i , ..s . - �>,. se.1' � s �°�r� { y. - - . .o. .., _ r � ���� . . _�F�.. ...Q-:+'e m��� ;;` '� °3: � �.�.h� � ' r, . �- . 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'� . , . % . . -��rr i._ .;�� ,, �4� � ��p �' ,'-+ • F '� .r y�"., -� �.�. �i�� �S°{, �-+6 ' . ,� r�.� - _ . � .� � �� . .���� ��: . - � . , �� k ;�� � . � �. � .� �� ¢��.� � ;--;,.f �. �. =�'-�, � - .- ��rt'� , � . . _ � ,a � �� � �'. ,���..� �,—a .��'� } �.. e �'��. �� �'' 4�'�.�' �i � � ��� u .°. r, .. _ • �._ _ � o s = - � � �� r . � ' , . ■, `���"�'`e' , ,{-��.,�� � -���.a ��'+ f ��� �' � � �. ��� , � +�, °•5: .. � ,.� , ' . �-� �.� � �-�� �� �_�`��.. �.:� � . � .g �� �:� .�. . ��w ; ��.� . ~�. � � � ����6 P� �� s� � ��-��$��` , � '�m��.�,.��"�-� ..��� i��'� � � . ��.,�-°a�; . �a.�t Fiaure 1 — Overall Project Location Map i�,.� i.���.C�.� �e��� ` i ��� STUDY METHODOLOGY The study objectives include: 1. Analyze the existing traffic conditions. 2. Provide a baseline traffic condition assessment for the study area intersections. 3. Analyze future No-Build and Build conditions. 4. Determine improvements required to mitigate impacts associated with the future Build conditions. Traffic models were developed utilizing the traffic analysis software Synchro 110 which is an industry standard traffic analysis package. The software analyzes traffic conditions at intersections to provide a measure of effectiveness in terms of Level of Service (LOS). Procedures for the analysis are in conformance with the most-recent version of the Transportation Research Board of the National Academies Highway Capacity Manual. Intersection LOS is defined in terms of delay per vehicle. The New York State Department of Transportation (NYSDOT) Highway Design Manual (HDM), Section 5.2.2.1, describes LOS as ��a qualitative measure describing operational conditions within a traffic stream, based on service measures such as speed and travel time, freedom to maneuver, traffic interruptions, comfort, and convenience. Levels of service are given letter designations, from A to F, with LOS A representing the best operating condition and LOS F the worst." Intersection design practice, as determined by the NYSDOT, strives to provide a minimum LOS D or better for each lane group in urban areas and a minimum LOS C in rural areas. Although LOS D is acceptable in urban environments, LOS C is the preferred minimum for overall approach LOS. Table 1 below provides the ranges of LOS for both signalized and unsignalized intersections. Unsignalized intersections are often referred to as either two-way stop control or all-way stop control intersections. Two-way stop control refers to three or four-way intersections where the minor approach(es) are controlled by a stop sign and the major approaches are free flow. Table 1 INTERSECTION LEVEL OF SERVICE RANGES Unsignalized Signalized Level of Service Intersection Intersection Description Delay (sec/veh) Delay (sec/veh) A <_ 10 <_ 10 Excellent 6 > 10 &<_ 15 > 10 &<_ 20 Very Good C > 15 &<_ 25 > 20 &<_ 35 Good D > 25 &<_ 35 > 35 &<_ 55 Acceptable E > 35 &<_ 50 > 55 &<_ 80 Poor F > 50 > 80 Failing �"��..� �.���.�.:� ���� � � �.� EXISTING CONDITIONS Evaluation of the transportation impacts associated with potential development as identified in the study area, requires a thorough understanding of the existing transportation conditions including roadway geometry, traffic control, daily and peak hour traffic flow, existing land uses, and multimodal accommodations. Each of these elements are described in detail below. The transportation network within the study area is comprised of three main corridors, New Street, Ballston Avenue (NY Route 50), and West Avenue. These roadways provide direct access to residential and commercial land uses and serve as main travel corridors for commuters and local through traffic. 3.1 ROADWAY GEOMETRY Descriptions of the study area roadways and intersections are included below. Table 2 summarizes the functional classification, roadway cross-section, posted speed limit, and average annual daily traffic (AADT) volume for the study area roadways. The AADT data for Ballston Avenue and West Avenue included in Table 2 is from the NYSDOT Traffic Data Viewer. The AADT data for New Street was collected via ATR specifically for this project. Table 2 ROADWAY CLASSIFICATION CHARACTERISTICS Location Urban Cross-section Posted Speed AADT (Year) Functional Class New Street Local 2, 11-12 ft lanes 30 mph 9,452 (2024) 1 Ballston Avenue Principal Arterial 2, 11-12 ft lanes 30 mph 11 592 2017 2 (NY Route 50) � � � West Avenue Minor Arterial 2, 11-12 ft lanes 30 mph 7,359 (2016) 2 1. The Average Annual Daily Traffic (AADT) volumes were collected from ATR data from March 19th, 2024, to March 22nd, 2024. 2. The Average Annual Daily Traffic (AADT) volumes are based on the latest available data published by the New York State Department of Transportation (NYSDOT) at the time the study was performed. New Street New Street is classified as an urban local road providing east-west travel from Empire Avenue to Ballston Avenue (NY Route 50) in the City of Saratoga Springs. New Street is a two-lane roadway with one 11- foot to 12-foot-wide travel lane in each direction and paved shoulders ranging from 0-foot to 4-foot- wide. The posted speed limit on New Street is 30 mph. Along New Street there are sidewalks along both the north and south sides of the road. The sidewalks on the south side of New Street terminate approximately 75 feet west of Empire Avenue, while the sidewalks on the north side of New Street terminate at Empire Avenue. There is an existing midblock crossing 50 feet east of the YMCA Driveway / New Street intersection that accommodates pedestrians crossing New Street along the Railroad Run pedestrian path. Ballston Avenue (NY Route 50) Ballston Avenue (NY Route 50) is classified as a principal minor arterial providing north-south travel through the City of Saratoga Springs. In the study area, Ballston Avenue (NY Route 50) is a two-lane roadway with one 11-foot to 12-foot-wide travel lane in each direction and paved shoulders ranging from 2-foot to 6-foot-wide. The posted speed limit on Ballston Avenue (NY Route 50) in the study area is 30 mph. �"��..� �.���.�.:� ���� � :� West Avenue West Avenue is classified as an urban minor collector providing north-south travel between NY Route 50 and Church Street (NY Route 9N) in the City of Saratoga Springs. West Avenue is a two-lane roadway with one 11-foot to 12-foot-wide travel lane in each direction and paved shoulders varying from 2-foot to 4-foot-wide. The posted speed limit on West Avenue is 30 mph. There are sidewalks on the east side of West Avenue as well as a striped crosswalk with pedestrian signals provided to cross Congress Avenue. Study Area Intersections Intersection 1 — Ballston Avenue (NY Route 50) / New Street / West Fenlon Street Ballston Avenue (NY Route 50) / New Street/ West Fenlon Street intersection is a four-leg intersection operating under traffic signal control. The eastbound New Street approach provides a single lane for left, through, and right turning movements. The northbound Ballston Avenue (NY Route 50) approach provides a single lane for left, through and right turning movements. The Ballston Avenue (NY Route 50) southbound approach consists of three lanes, one right turn-lane, one lane for through movements, and one left-turn lane. The westbound West Fenlon Street approach provides a single lane for left, through and right turning movements. There are existing sidewalks on both the north and south sides of New Street approaching Ballston Avenue and along the west side of Ballston Avenue, north of the New Street intersection. Striped crosswalks exist across the southern Ballston Avenue and western New Street approaches; however, pedestrian buttons are only provided to cross Ballston Avenue (NY Route 50) and New Street. Intersection 2 — YMCA Driveway / New Street The YMCA Driveway / New Street intersection is a three-leg unsignalized intersection controlled by a stop sign along the northbound YMCA driveway approach. The northbound YMCA driveway approach consists of a single lane for left and right-turn movements. The eastbound New Street approach consists of a single lane for through and right-turn movements. The westbound New Street approach consists of a single lane for through and left-turn movements. There are existing sidewalks on all approaches to the intersection with a striped crosswalk provided along the eastern approach of the intersection connecting the Railroad Run multiuse path. There are pedestrian warning signs facing both eastbound and westbound traffic on New Street in advance of the crosswalk. Intersection 3 — West Avenue / Congress Avenue The West Avenue / Congress Avenue intersection is a three-leg unsignalized intersection controlled by a stop sign along the westbound Congress Avenue approach. The northbound West Avenue approach consists of a single lane for through and right-turn movements. The southbound West Avenue approach consists of a single lane for through and left-turn movements. The westbound Congress Avenue approach consists of a single lane for left and right-turn movements. There are existing sidewalks provided at the southeast and northeast corners of the intersection. There is a striped crosswalk provided along the westbound approach of the intersection with pedestrian signal accommodations. 3.2 INTERSECTION SIGHT DISTANCE A sight distance evaluation was completed at the New Street / Site Driveway intersection. Available intersection sight distance was measured from the perspective of a vehicle exiting the site driveway. It was also measured for a vehicle traveling eastbound along New Street looking straight ahead to turn left into the site driveway. The available intersection sight distance should provide drivers a sufficient view of the intersecting roadway to allow passenger cars to enter or exit the intersection without causing excessively slowing vehicles traveling at or near the operating speed on the intersection mainline. i�:.� �.���.�.� ���� ` �+ Stopping sight distance was also measured on New Street at the New Street/Site Driveway intersection, which is the length of the roadway ahead that is visible to the driver. The available stopping sight distance on a roadway should be of sufficient length to enable a vehicle traveling at or near the operating speed to stop before reaching a stationary object in its path. The diagram below illustrates these sight distance measurements. ��� ���#�� �1�' ����� L����I�� �������T � ��� = �����1�� ���f�T �������� ��� - �T��'�I�I� �[��_ [�I������ � �- --� � . - � � . _.__ .- - � � . - - , � 1�.�� �� � - � � ; - L��� �� �1�F��-�� L��I� �� �1;.�� �I [��= s����= ���l,���� ���� �������r ���r���� ����c��� ���r � ����rr�� ����- � �� � The sight distances measured in the field were compared to the guidelines presented in A Policy on Geometric Design of Highways and Streets, 20Y8 published by the American Association of State Highway Transportation Officials (AASHTO) and the current NYSDOT design guidance presented in the Highway Design Manual Chapter 5 (Appendix 56) for a 30-mph design travel in the eastbound and westbound directions on New Street. The 85th percentile speed was measured to be 29 mph in the eastbound and westbound directions on New Street in the vicinity of the study intersection. The results of the sight distance analysis are summarized in Tables 3A and 3B. • D� = Sight distance looking left • DR = Sight distance looking right • Ds = Sight distance looking straight Intersection sight distance is measured at 14.5 feet back from the travel way at an object height of 3.5 feet and an eye height of 3.5 feet for a vehicle. Stopping sight distance (SSD) measured for a 2-foot object located in the path of eastbound/westbound vehicles on New Street at an eye height of 3.5 feet. Table 3A SIGHT DISTANCE SUMMARY (feet) AASHTO Guideline Location View Measured Distance Left Tu rn Ri g ht Tu rn Looking Left 500 335 290 Site Driveway Looking Right 275 335 N/A �"��..� �.���.�.:� ���� � � Table 3B SIGHT DISTANCE SUMMARY (feet) Location Measured AASHTO Guideline Distance Left turn from 510 245 New Street SSDEB 335 200 The sight distance evaluation conducted at the study intersection indicates that the available intersection sight distance for left-turning vehicles looking right from the site driveway is insufficient. The limiting factor is the horizontal geometry of the New Street eastbound approach. The remaining available intersection and stopping sight distances exceed AAHSTO guidelines for the applicable operating speed. To address the available sight distance below recommended distances for looking right from the site driveway towards eastbound New Street vehicles, it is recommended to install a 36"x36" diamond shaped W2-2 intersection warning sign with a NYWS-16P DRIVEWAY supplemental plaque mounted below facing eastbound New Street immediately after the Railroad Run pedestrian crossing. This will provide vehicles travelling eastbound along New Street with advance warning of vehicles possibly entering from the site driveway. If the site driveway is dedicated to the City of Saratoga Springs as a City street, the DRIVEWAY DRIVEWAY supplemental plaque should not be installed. 3.3 EXISTING TRAFFIC VOLUMES Daily traffic volumes were collected on New Street for the period from Monday, March 19, 2024, through Friday, March 22, 2024, using automatic traffic recorders (ATRs). The traffic volume data is summarized in Table 4 and included in Appendix A. The AADT data for Ballston Avenue and West Avenue included in Table 4 is from the NYSDOT Traffic Data Viewer. Table 4 EXISTING TRAFFIC VOLUME SUMMARY Location 1 Calculation 1 Truck AADT Year Truck AADT percentage New Street 9,368 2024 230 2.5% Ballston Avenue 11,592 2017 935 8.1% (NY Route 50) West Avenue 7,359 2016 323 4.4% 1. Average Annual Daily Traffic (AADT) volume expressed in vehicles per day. The peak hour traffic volume data is included in Appendix A. Based on the data; the AM peak hour varies between intersections. The Ballston Avenue (NY Route 50) / New Street / West Fenlon Street intersection AM peak hour occurred at 7:30 AM to 8:30 AM. The YMCA Driveway/ New Street and West Avenue / Congress Avenue intersections AM peak hour occurred at 7:00 AM to 8:00 AM. The PM peak hour also varies between intersections. The Ballston Avenue (NY Route 50) / New Street/ West Fenlon Street and West Avenue / Congress Avenue intersections PM peak hour occurred at 4:45 PM to 5:45 PM. The YMCA Driveway/ New Street intersection PM peak hour occurred at 4:30 PM to 5:30 PM. As a conservative measure in the analysis, the volumes from each intersection's actual peak hour were used, rather than using a consistent hour at all intersections. 3.4 VEHICULAR CRASH HISTORY Crash data for the study area was obtained from NYSDOT from September 1, 2020, through August 31, 2023. Review of the data shows that during the three (3) year period, twenty-four(24) crashes occurred �"��..� �.���.�.:� ���� � �► at a study intersection and one (1) crash occurred along Congress Avenue. Table 5 summarizes the crashes and shows that of the twenty-five (25) total crashes, there were zero (0) fatal crashes, three (3) injury crashes, twenty-two (22) property damage collisions, and zero (0) non-reportable incidents. Overall, the section of Congress Avenue / New Street between West and Ballston Avenues has an excellent safety record. Nearly all (96%) of the documented crashes occurred at or adjacent to the signalized intersections at West Avenue or Ballston Avenues. At these signalized intersections, there were no significant patterns of crashes that would rise to the level of requiring mitigation. Along New Street in the vicinity of the proposed driveway, no crashes were documented in the three-year period. Table 5 CRASH HISTORY SUMMARY Intersection / Total Severity Roadway Segment Crashes Fatal INJ PDO NR Ballston Avenue (NY Route 50) / 16 0 2 14 0 New Street/ West Fenlon Street YMCA Driveway/ New Street 0 0 0 0 0 West Avenue / Congress Avenue 8 0 1 7 0 Congress Avenue 1 0 0 1 0 Tota I 2 5 0 3 2 2 0 Source: NYSDOT crash data dated September 1, 2020, through August 31, 2023 Note: Study intersection crashes are included in the segment totals INJ = Injury PDO = Property Damage Only NR = Non-Reportable, no injury and less than $1,000 in property damage A collision diagram, crash detail, and crash type summary is provided in Appendix D. Ballston Avenue (NY Route 50) / New Street / West Fenlon Of the twenty-five (25) total crashes for the study area, the data shows that sixteen (16) of those crashes occurred at this intersection. Of the sixteen (16) intersection crashes, the primary crash type with nine (9) of the sixteen (16) crashes (56%) was a rear-end collision. Rear-end collisions occurred along each approach of the intersection, four (4) along the eastbound New Street approach, two (2) along the northbound Ballston Avenue (NY Route 50) approach, two (2) along the southbound Ballston Avenue (NY Route 50) approach and one (1) along the westbound West Fenlon Street approach. The primary contributing factor for the rear-end collisions at this intersection was due to driver inattention and following too closely. YMCA Driveway / New Street Of the twenty-five (25) total crashes for the study area, the data shows that zero (0) crashes occurred at the intersection. West Avenue / Congress Avenue The data shows that of the twenty-five (25) total crashes, eight (8) crashes occurred at the intersection with West Avenue. Of the eight (8) crashes at the intersection, the primary crash type with five (5) of the eight (8) crashes (63%) was a rear-end collision. Rear-end collisions occurred along the northbound and westbound approaches of the intersection, with four (4) occurring along the westbound Congress Avenue approach and one (1) occurring along the northbound West Avenue approach. The primary contributing factor for the rear-end collisions at this intersection was due to driver inattention and followi ng too closely. �"��..� �.���.�.:� ���� � � �.� FUTURE CONDITIONS The future conditions are based on a one-year build-out; therefore, the traffic analysis evaluates the conditions in the study area for the year 2025 to reflect the future conditions. 4.1 NO-BUILD CONDITIONS Traffic growth on roadways is a function of the anticipated land development, environmental activity, and changes in demographics. To estimate the future traffic volumes for the study area intersections, regression analyses were completed using traffic volume data published by the NYSDOT. A regression analysis of historical traffic volume data available through the NYSDOT showed that traffic volumes in the study area are increasing at a growth rate of 1.0% per year. This growth rate was applied to the 2024 Existing traffic volumes for 1 year to represent background growth up to the future 2025 evaluation year. The use of a 1.0% per year annual growth rate accommodates volume growth that may be associated with other development potential in the city and in the adjacent communities. The 2025 No-Build peak hour traffic volumes, which include the general background growth rate is provided in Appendix B in Figures 3 and 4, representing future traffic volumes in the study area without development. 4.2 BUILD CONDITIONS Build traffic volumes for the study area were determined by using the quantity of dwelling units proposed by the project developer to determine future generated trips. Site-generated traffic volumes associated with the residential build conditions are distributed over the study area roadways. Growth Scenario Traffic Volumes The project developer has proposed 36 single family attached housing units. To estimate the number of trips associated with the residential development, the Institute of Transportation Engineers'(ITE)Trip Generation Manual, 11th Edition was utilized. The number of vehicle trips generated was based on the following ITE Land Use Code (LUC): • LUC 215 - Single-Family Attached Housing Table 6 summarizes the overall trip generation estimate for the full buildout. Table 6 FULL BUILDOUT OVERALL TRIP GENERATION AM Peak Hour PM Peak Hour Land Use Units Enter Exit Total Enter Exit Total 215 - Single-Family 36 4 13 17 12 9 21 Attached Housing Total New Trips 4 13 17 12 9 21 Note: The appropriate independent variable for the Land Use is number of proposed dwelling units. As shown in Table 6, the full buildout is expected to generate 17 new vehicle trips during the AM peak hour (4 entering and 13 exiting) and 21 new vehicle trips during the PM peak hour (12 entering and 9 exiting). i�:.� �.���.�.� ���� ` � Trip Distribution, Assignment, and Build Traffic Volumes The new trips generated by the proposed development will travel to and from other areas within the City of Saratoga Springs and regional destinations. New vehicle trips were distributed through the adjacent roadway network based on existing local travel patterns. Analysis of the local travel patterns showed that during the AM peak hour, 45% of the vehicles travelled to the west and 55% to the east, while during the PM peak hour 48% of the vehicles travelled to the west and 52% to the east. The Trip Assignment volumes were added to the 2025 No-Build traffic growth volumes to develop the 2025 Build traffic volumes. Figures 9 and 10 in Appendix B illustrate the future Build traffic volumes for the weekday AM and PM peak hours. �.� CAPACITY ANALYSIS To assess the quality of traffic operations, intersection capacity analyses were conducted with respect to 2024 Existing, 2025 No-Build, and 2025 Build traffic volume conditions. Capacity analyses provide an indication of how well the roadway facilities serve the traffic demands placed upon them. Roadway operating conditions are classified by calculated Level of Service (LOS). This chapter addresses intersection operations at the three (3) study area intersection locations. LOS for an intersection is defined in terms of delay per vehicle and described as��a qualitative measure describing operational conditions within a traffic stream, based on service measures such as speed and travel time, freedom to maneuver, traffic interruptions, comfort, and convenience. Levels of service are given letter designations, from A to F, with LOS A representing the best operating condition and LOS F the worst." by NYSDOT. Refer to Section 2 of this report for intersection Level of Service Range information. Generally, overall, LOS D or better conditions are representative of desirable operations. However, these operational conditions are not always attainable due to physical constraints limiting the potential to add capacity at an intersection through a roadway network. Governing agencies may also choose to accept a reduced LOS and increased vehicle delays during peak periods to minimize environmental impacts associated with larger intersections. Larger intersections (intersections with more approach lanes) also take longer for pedestrians to navigate, thereby increasing pedestrian exposure time to vehicle conflict and reducing safety. 5.1 2024 EXISTING CONDITIONS As shown in Table 7, the existing study intersections generally operate at LOS C or better. It is noted that one (1) study area intersection (Intersection 1) has a single approach that operates at LOS E in the PM Peak Hour. LOS conditions with below standard LOS E or F are highlighted in � (there are none). Table 7 OVERALL INTERSECTION LOS TABLE — 2024 EXISTING CONDITIONS AM PM Intersection / Movement Peak Peak Hour Hour 1 Ballston Avenue (NY Route 50) / New Street/ West Fenlon Street (Signal) EB LT/TH/RT C (25.5) C (30.9) WB LT/TH/RT C (20.1) C (24.3) NB LT/TH/RT C (26.1) D (45.2) SB LT 6 (17.7) C (29.9) SB TH 6 (12.2) C (22.5) SBRT 6 (10.6) 6 (16.4) Overall Intersection C (21.4) C (29.8) 2 YMCA Driveway/ New Street (Two-Way Stop-Controlled) WB LT A (8.6) A (8.6) NBLT/RT B (13.0) C (17.7) �"��..� �.���.�.:� ���� � � 3 West Avenue / Congress Avenue (Signal) WB LT C (34.0) C (25.0) WBRT B (16.1) B (15.3) NB TH/RT B (12.7) B (16.1) SB LT A (2.5) A (5.0) SB TH A (1.8) A (4.5) Overall Intersection A (8.1) B (10.5) Note: AM/PM Peak Hour values: LOS (Delay in seconds) 5.2 2025 NO-BUILD CONDITIONS The future 2025 No-Build traffic volumes represent a 1.0% per year background growth rate. As shown in Table 8, the intersections noted below will operate with generally good levels of service under the No-Build conditions. LOS conditions with below standard LOS E or F are highlighted in � (there are none). Table 8 OVERALL INTERSECTION LOS TABLE - 2025 NO-BUILD CONDITIONS AM PM Intersection / Movement Peak Peak Hour Hour 1 Ballston Avenue (NY Route 50) / New Street/ West Fenlon Street (Signal) EB LT/TH/RT C (26.5) C (33.6) WB LT/TH/RT C (21.0) C (24.9) NB LT/TH/RT C (28.7) D (45.8) SB LT B (19.1) C (30.0) SB TH B (13.0) C (22.5) SBRT B (11.2) B (16.3) Overall Intersection C (22.9) C (30.7) 2 YMCA Driveway/ New Street (Two-Way Stop-Controlled) WB LT A (8.6) A (8.6) NBLT/RT 6 (13.4) C (18.6) 3 West Avenue / Congress Avenue (Signal) WB LT C (34.5) C (24.4) WBRT B (16.1) B (15.4) N 6 TH/RT 6 (12.7) 6 (15.7) SB LT A (2.5) A (4.9) SB TH A (1.8) A (4.8) Overall Intersection A (8.2) B (10.5) Note: AM/PM Peak Hour values: LOS (Delay in seconds) 5.3 2025 BUILD CONDITIONS The existing volumes were grown to the year 2025 with additional traffic for other projects around the study area included to determine the 2025 No-Build volumes. The anticipated trips for the development areas were calculated and presented in Chapter 4. The 2025 Build volumes were derived from distributing the anticipated trips through the study area intersections and adding those volumes to the 2025 No-Build volumes for the study. The background growth rate used to project the volumes was 1.0%. Table 9 summarizes the results of the analysis of the 2025 Build conditions. LOS conditions with below standard LOS E or F are highlighted in � (there are none). i��..� �.���.�.� I���� �� �L� Table 9 OVERALL INTERSECTION LOS TABLE - 2025 BUILD CONDITIONS AM PM Intersection / Movement Peak Peak Hour Hour 1 Ballston Avenue (NY Route 50) / New Street/ West Fenlon Street (Signal) EB LT/TH/RT C (26.9) C (34.5) WB LT/TH/RT C (21.0) C (25.0) NB LT/TH/RT C (29.0) D (45.8) SB LT 6 (19.4) C (30.0) SB TH 6 (13.2) C (22.5) SBRT 6 (11.4) 6 (16.3) Overall Intersection C (23.1) C (30.8) 2 YMCA Driveway/ New Street (Two-Way Stop-Controlled) WB LT A (8.6) A (8.6) NBLT/RT 6 (13.6) C (18.5) 3 West Avenue / Congress Avenue (Signal) WB LT C (34.5) C (24.4) WBRT 6 (16.1) 6 (15.4) N 6 TH/RT 6 (12.7) 6 (15.7) SB LT A (2.5) A (4.9) SB TH A (1.8) A (4.8) Overall Intersection A (8.2) B (10.5) 4 New Street/ Site Driveway (Two-Way Stop-Controlled) EB LT A (7.9) A (8.5) S 6 LT/RT 6 (11.8) 6 (13.9) Notes: 1. AM/PM Peak Hour values: LOS (Delay in seconds) �.� CONCLUSIONS / RECOMMENDATIONS M.J. Engineering and Land Surveying, P.C. conducted a TIS for the proposed New Street Residential Development in the City of Saratoga Springs. Residential development in the City of Saratoga Springs requires the analysis of these critical intersections to maintain acceptable levels of operation. New Street / Congress Avenue between West Avenue and Ballston Avenue has an excellent safety history. The low crash history is expected to continue based on the relatively low quantity of additional traffic generated by the proposed project's thirty-six (36) residential housing units. The analysis of the current traffic conditions, combined with the projected volumes for the year 2025 under the Future Build scenario, indicate that all study intersections will continue to operate at acceptable levels of service during peak hours. Specifically, the projected traffic volumes will not cause any significant deterioration in intersection performance or exceed the capacity thresholds at these locations. Sight distance looking right (west) along New Street was measured to be 275 feet, which is 60 feet less than the 335 feet recommended in AASHTO. To address this condition, it is recommended to install a 36"x36" diamond shaped W2-2 intersection warning sign with a NYW5-16P DRIVEWAY supplemental plaque mounted below facing eastbound New Street immediately after the Railroad Run pedestrian crossing. The traffic generated by the proposed residential housing development will have a negligible effect on the existing traffic flow along New Street and adjacent intersections. �"��.� �.���.�.� I���� � �L i It is recommended that site signing associated with the proposed development be placed a minimum of fifteen feet back from the travel way and that the landscaping plan consider sight lines to maintain visibility to/from the site driveway. 6.1 IMPROVEMENTS SUMMARY Upon analyzing the existing conditions of the three (3) study area intersections and projecting volumes into the Future 2025 Build scenarios, the following mitigation improvement is recommended to maintain acceptable future operating conditions. As summarized in the capacity analysis, the Build 2025 LOS are as follows: Intersection 1 - Ballston Avenue (NY Route 50) / New Street / West Fenlon Street operates at acceptable LOS for both the AM and PM peak hours for the future 2025 Build conditions. No mitigation improvements are recommended for this intersection. Intersection 2 - YMCA Driveway / New Street operates at acceptable LOS for both the AM and PM peak hours for the future 2025 Build conditions. No mitigation improvements are recommended for this intersection. Intersection 3 - West Avenue / New Street operates at acceptable LOS for both the AM and PM peak hours for the future 2025 Build conditions. No mitigation improvements are recommended for this intersection. Site Driveway - Installation of a 36"x36" diamond shaped W2-2 intersection warning sign with a NYWS-16P DRIVEWAY supplemental plaque mounted below facing eastbound New Street immediately after the Railroad Run pedestrian crossing. If the site driveway is dedicated to the City of Saratoga Springs as a City street, the DRIVEWAY supplemental plaque should not be installed. 6.2 IMPROVEMENTS COST It is estimated the warning sign installation will cost approximately $500, including labor and materials. �"��..� �.���.�.:� I���� � �L� � �. Existi n Traffic Data g A 1 mjteam.com Site Code: 1588.03 24-Hour Volume Report Start Date:3/19/24 Serial Number 1 End Date:3/22/24 Location 1:New Street Location 2: 150'E ast of YM CA D riveway 3/18/2024 3/18/2024 3/19/2024 3/20/2024 3/21/2024 3/22/2024 Weekday Average 3/23/2024 3/24/2024 Time West East West East West East West East West East West East West East West East 12:00 AM * * * * 20 6 21 10 30 9 24 8 * * * * 1:00 * * * * 3 2 7 5 13 1 8 3 * * * * 2:00 * * * * 9 3 4 5 6 6 6 5 * * * * 3:00 * * * * 8 13 5 7 7 12 7 11 * * * * 4:00 * * * * 31 23 26 30 19 29 25 27 * * * * 5:00 * * * * 79 94 85 89 82 58 82 80 * * * * 6:00 * * * * 181 279 162 281 180 252 174 271 * * * * 7:00 * * * * 352 429 318 435 320 354 330 406 * * * * 8:00 * * * * 376 349 351 338 366 317 364 335 * * * * 9:00 * * * * 290 284 334 302 306 315 310 300 * * * * 10:00 * * * * 313 304 257 307 271 313 280 308 * * * * 11:00 * * * * 268 278 286 336 39 21 198 212 * * * * 12:00 P M * * * * 285 354 304 332 * * 294 343 * * * * 1:00 * * * * 309 294 269 321 * * 289 308 * * * * 2:00 * * * * 292 336 325 339 * * 308 338 * * * * 3:00 * * 110 102 370 369 363 367 * * 281 279 * * * * 4:00 * * 442 373 460 369 428 378 * * 443 373 * * * * 5:00 * * 524 341 455 265 490 364 * * 490 323 * * * * 6:00 * * 282 260 334 211 311 265 * * 309 245 * * * * 7:00 * * 188 216 184 184 180 222 * * 184 207 * * * * 8:00 * * 124 127 130 171 150 103 * * 135 134 * * * * 9:00 * * 69 67 91 91 78 71 * * 79 76 * * * * 10:00 * * 35 39 48 38 56 40 * * 46 39 * * * * 11:00 * * 46 25 36 25 42 34 * * 41 28 * * * * Total 0 0 1820 1550 4924 4771 4852 4981 1639 1687 4707 4659 0 0 0 0 Day 0 3370 9695 9833 3326 9366 0 0 AM Peak 8:00 7:00 8:00 7:00 8:00 7:00 8:00 7:00 Volume 376 429 351 435 366 354 364 406 PM Peak 5:00 4:00 4:00 3:00 5:00 4:00 5:00 4:00 Volume 524 373 460 369 490 378 490 373 Comb Total 0 3370 9695 9833 3326 9366 0 0 ADT ADT:9,368 AADT:9,368 1 1 mjteam.com Vehicle Speed Report Site Code: 1588.03 Start Date:3/19/24 Serial Number 1 End Date:3/22/24 Location 1:New Street Location 2: 150'E ast of YM CA D riveway Direction:West 3/19/2024 0-15 > 15- >20- >25- >30- >35- >40- >45- >50- >55- >60- >65- >70 Time MPH 20 MPH 25 MPH 30 MPH 35 MPH 40 MPH 45 MPH 50 MPH 55 MPH 60 MPH 65 MPH 70 MPH MPH Total 12:00 AM * * * * * * * * * * * * * 0 1:00 * * * * * * * * * * * * * � 2:00 * * * * * * * * * * * * * � 3:00 * * * * * * * * * * * * * � 4:00 * * * * * * * * * * * * * � 5:00 * * * * * * * * * * * * * � 6:00 * * * * * * * * * * * * * � 7:00 * * * * * * * * * * * * * � 8:00 * * * * * * * * * * * * * � 9:00 * * * * * * * * * * * * * � 10:00 * * * * * * * * * * * * * 0 11:00 * * * * * * * * * * * * * 0 12:00 PM * * * * * * * * * * * * * 0 1:00 * * * * * * * * * * * * * � 2:00 * * * * * * * * * * * * * � 3:00 6 9 46 42 6 0 1 0 0 0 0 0 0 110 4:00 12 28 102 223 71 6 0 0 0 0 0 0 0 442 5:00 15 43 179 227 58 2 0 0 0 0 0 0 0 524 6:00 1 5 67 145 62 2 0 0 0 0 0 0 0 282 7:00 0 4 50 99 31 4 0 0 0 0 0 0 0 188 8:00 0 1 27 65 30 1 0 0 0 0 0 0 0 124 9:00 0 1 10 42 16 0 0 0 0 0 0 0 0 69 10:00 0 0 3 21 11 0 0 0 0 0 0 0 0 35 11:00 0 0 7 30 5 4 0 0 0 0 0 0 0 46 Total 34 91 491 894 290 19 1 0 0 0 0 0 0 1820 1 1 mjteam.com Vehicle Speed Report Site Code: 1588.03 Start Date:3/19/24 Serial Number 1 End Date:3/22/24 Location 1:New Street Location 2: 150'E ast of YM CA D riveway Direction:West 3/20/2024 0-15 > 15- >20- >25- >30- >35- >40- >45- >50- >55- >60- >65- >70 Time MPH 20 MPH 25 MPH 30 MPH 35 MPH 40 MPH 45 MPH 50 MPH 55 MPH 60 MPH 65 MPH 70 MPH MPH Total 12:00 AM 0 0 1 16 2 1 0 0 0 0 0 0 0 20 1:00 0 0 0 2 1 0 0 0 0 0 0 0 0 3 2:00 0 0 2 5 2 0 0 0 0 0 0 0 0 9 3:00 0 1 1 4 2 0 0 0 0 0 0 0 0 8 4:00 1 1 5 18 6 0 0 0 0 0 0 0 0 31 5:00 1 2 23 38 14 1 0 0 0 0 0 0 0 79 6:00 0 4 53 94 29 1 0 0 0 0 0 0 0 181 7:00 2 9 111 178 50 2 0 0 0 0 0 0 0 352 8:00 10 25 131 162 45 3 0 0 0 0 0 0 0 376 9:00 6 5 78 155 46 0 0 0 0 0 0 0 0 290 10:00 5 23 87 163 30 5 0 0 0 0 0 0 0 313 11:00 3 19 71 125 48 2 0 0 0 0 0 0 0 268 12:00 P M 14 18 97 125 31 0 0 0 0 0 0 0 0 285 1:00 0 12 85 151 57 4 0 0 0 0 0 0 0 309 2:00 6 2 100 144 37 3 0 0 0 0 0 0 0 292 3:00 9 34 122 165 36 3 1 0 0 0 0 0 0 370 4:00 19 45 142 217 37 0 0 0 0 0 0 0 0 460 5:00 23 65 196 150 20 1 0 0 0 0 0 0 0 455 6:00 0 1 105 177 50 1 0 0 0 0 0 0 0 334 7:00 1 5 64 79 32 2 1 0 0 0 0 0 0 184 8:00 0 2 37 63 26 2 0 0 0 0 0 0 0 130 9:00 1 0 14 63 11 1 1 0 0 0 0 0 0 91 10:00 1 0 4 31 12 0 0 0 0 0 0 0 0 48 11:00 0 0 2 21 12 1 0 0 0 0 0 0 0 36 Total 102 273 1531 2346 636 33 3 0 0 0 0 0 0 4924 2 1 mjteam.com Vehicle Speed Report Site Code: 1588.03 Start Date:3/19/24 Serial Number 1 End Date:3/22/24 Location 1:New Street Location 2: 150'E ast of YM CA D riveway Direction:West 3/21/2024 0-15 > 15- >20- >25- >30- >35- >40- >45- >50- >55- >60- >65- >70 Time MPH 20 MPH 25 MPH 30 MPH 35 MPH 40 MPH 45 MPH 50 MPH 55 MPH 60 MPH 65 MPH 70 MPH MPH Total 12:00 AM 0 1 6 11 3 0 0 0 0 0 0 0 0 21 1:00 0 0 5 2 0 0 0 0 0 0 0 0 0 7 2:00 0 0 1 2 1 0 0 0 0 0 0 0 0 4 3:00 0 0 2 2 1 0 0 0 0 0 0 0 0 5 4:00 0 1 8 14 3 0 0 0 0 0 0 0 0 26 5:00 0 2 35 40 7 1 0 0 0 0 0 0 0 85 6:00 0 9 31 89 32 1 0 0 0 0 0 0 0 162 7:00 4 20 77 169 45 3 0 0 0 0 0 0 0 318 8:00 15 27 111 150 46 2 0 0 0 0 0 0 0 351 9:00 10 16 83 161 62 2 0 0 0 0 0 0 0 334 10:00 1 14 78 110 48 6 0 0 0 0 0 0 0 257 11:00 0 3 90 128 57 7 1 0 0 0 0 0 0 286 12:00 P M 3 13 72 162 52 2 0 0 0 0 0 0 0 304 1:00 2 5 66 148 45 3 0 0 0 0 0 0 0 269 2:00 3 14 79 161 63 5 0 0 0 0 0 0 0 325 3:00 6 14 110 172 61 0 0 0 0 0 0 0 0 363 4:00 31 26 173 157 41 0 0 0 0 0 0 0 0 428 5:00 5 41 146 237 59 2 0 0 0 0 0 0 0 490 6:00 0 6 62 180 56 6 1 0 0 0 0 0 0 311 7:00 0 3 28 101 46 2 0 0 0 0 0 0 0 180 8:00 0 6 38 73 25 7 1 0 0 0 0 0 0 150 9:00 1 1 12 41 19 4 0 0 0 0 0 0 0 78 10:00 0 0 7 35 12 2 0 0 0 0 0 0 0 56 11:00 0 0 2 22 13 5 0 0 0 0 0 0 0 42 Total 81 222 1322 2367 797 60 3 0 0 0 0 0 0 4852 3 1 mjteam.com Vehicle Speed Report Site Code: 1588.03 Start Date:3/19/24 Serial Number 1 End Date:3/22/24 Location 1:New Street Location 2: 150'E ast of YM CA D riveway Direction:West 3/22/2024 0-15 > 15- >20- >25- >30- >35- >40- >45- >50- >55- >60- >65- >70 Time MPH 20 MPH 25 MPH 30 MPH 35 MPH 40 MPH 45 MPH 50 MPH 55 MPH 60 MPH 65 MPH 70 MPH MPH Total 12:00 AM 0 1 2 14 11 2 0 0 0 0 0 0 0 30 1:00 0 0 0 9 4 0 0 0 0 0 0 0 0 13 2:00 1 0 0 2 3 0 0 0 0 0 0 0 0 6 3:00 0 0 1 3 3 0 0 0 0 0 0 0 0 7 4:00 0 0 6 8 5 0 0 0 0 0 0 0 0 19 5:00 1 0 17 50 12 2 0 0 0 0 0 0 0 82 6:00 0 4 45 87 40 4 0 0 0 0 0 0 0 180 7:00 3 11 58 175 66 6 1 0 0 0 0 0 0 320 8:00 1 18 129 154 63 1 0 0 0 0 0 0 0 366 9:00 7 5 96 149 46 3 0 0 0 0 0 0 0 306 10:00 2 5 94 116 49 5 0 0 0 0 0 0 0 271 11:00 0 0 17 14 8 0 0 0 0 0 0 0 0 39 12:00 PM * * * * * * * * * * * * * 0 1:00 * * * * * * * * * * * * * � 2:00 * * * * * * * * * * * * * � 3:00 * * * * * * * * * * * * * � 4:00 * * * * * * * * * * * * * � 5:00 * * * * * * * * * * * * * � 6:00 * * * * * * * * * * * * * � 7:00 * * * * * * * * * * * * * � 8:00 * * * * * * * * * * * * * � 9:00 * * * * * * * * * * * * * � 10:00 * * * * * * * * * * * * * 0 11:00 * * * * * * * * * * * * * 0 Total 15 44 465 781 310 23 1 0 0 0 0 0 0 1639 Grand Total 232 630 3809 6388 2033 135 8 0 0 0 0 0 0 13235 Stats Percentile 15th 50th 85th 95th S peed 21 26 29 31 Mean Speed(Average) 26.6 10 M P H Pace S peed 21-30 Number in Pace 10166 Percent in Pace 77.0% Number>45 MPH 0 Percent>45 M P H 0.0% 4 1 mjteam.com Vehicle Speed Report Site Code: 1588.03 Start Date:3/19/24 Serial Number 1 End Date:3/22/24 Location 1:New Street Location 2: 150'E ast of YM CA D riveway Direction: East 3/19/2024 0-15 > 15- >20- >25- >30- >35- >40- >45- >50- >55- >60- >65- >70 Time MPH 20 MPH 25 MPH 30 MPH 35 MPH 40 MPH 45 MPH 50 MPH 55 MPH 60 MPH 65 MPH 70 MPH MPH Total 12:00 AM * * * * * * * * * * * * * 0 1:00 * * * * * * * * * * * * * � 2:00 * * * * * * * * * * * * * � 3:00 * * * * * * * * * * * * * � 4:00 * * * * * * * * * * * * * � 5:00 * * * * * * * * * * * * * � 6:00 * * * * * * * * * * * * * � 7:00 * * * * * * * * * * * * * � 8:00 * * * * * * * * * * * * * � 9:00 * * * * * * * * * * * * * � 10:00 * * * * * * * * * * * * * 0 11:00 * * * * * * * * * * * * * 0 12:00 PM * * * * * * * * * * * * * 0 1:00 * * * * * * * * * * * * * � 2:00 * * * * * * * * * * * * * � 3:00 3 10 34 38 17 0 0 0 0 0 0 0 0 102 4:00 11 24 90 167 72 9 0 0 0 0 0 0 0 373 5:00 28 19 74 150 66 4 0 0 0 0 0 0 0 341 6:00 0 6 70 120 59 5 0 0 0 0 0 0 0 260 7:00 0 2 66 88 54 5 1 0 0 0 0 0 0 216 8:00 1 2 29 59 30 6 0 0 0 0 0 0 0 127 9:00 1 5 20 28 12 1 0 0 0 0 0 0 0 67 10:00 0 0 6 21 12 0 0 0 0 0 0 0 0 39 11:00 0 0 1 13 10 1 0 0 0 0 0 0 0 25 Total 44 68 390 684 332 31 1 0 0 0 0 0 0 1550 5 1 mjteam.com Vehicle Speed Report Site Code: 1588.03 Start Date:3/19/24 Serial Number 1 End Date:3/22/24 Location 1:New Street Location 2: 150'E ast of YM CA D riveway Direction: East 3/20/2024 0-15 > 15- >20- >25- >30- >35- >40- >45- >50- >55- >60- >65- >70 Time MPH 20 MPH 25 MPH 30 MPH 35 MPH 40 MPH 45 MPH 50 MPH 55 MPH 60 MPH 65 MPH 70 MPH MPH Total 12:00 AM 0 1 1 3 1 0 0 0 0 0 0 0 0 6 1:00 0 0 1 0 1 0 0 0 0 0 0 0 0 2 2:00 0 0 0 1 2 0 0 0 0 0 0 0 0 3 3:00 0 0 1 4 7 1 0 0 0 0 0 0 0 13 4:00 0 0 1 10 10 2 0 0 0 0 0 0 0 23 5:00 0 0 7 40 32 11 4 0 0 0 0 0 0 94 6:00 1 6 64 140 61 7 0 0 0 0 0 0 0 279 7:00 17 34 102 183 90 2 1 0 0 0 0 0 0 429 8:00 5 19 83 175 61 6 0 0 0 0 0 0 0 349 9:00 3 8 77 119 67 9 1 0 0 0 0 0 0 284 10:00 4 13 75 150 55 7 0 0 0 0 0 0 0 304 11:00 0 9 101 110 49 8 1 0 0 0 0 0 0 278 12:00 P M 15 29 110 151 46 2 1 0 0 0 0 0 0 354 1:00 3 6 79 147 56 3 0 0 0 0 0 0 0 294 2:00 26 22 89 140 51 8 0 0 0 0 0 0 0 336 3:00 17 51 96 144 52 9 0 0 0 0 0 0 0 369 4:00 22 55 111 138 41 2 0 0 0 0 0 0 0 369 5:00 153 41 28 27 12 4 0 0 0 0 0 0 0 265 6:00 0 3 61 101 43 3 0 0 0 0 0 0 0 211 7:00 0 3 60 78 34 9 0 0 0 0 0 0 0 184 8:00 0 1 49 81 36 4 0 0 0 0 0 0 0 171 9:00 0 3 34 32 22 0 0 0 0 0 0 0 0 91 10:00 0 0 6 23 8 0 1 0 0 0 0 0 0 38 11:00 0 0 2 14 7 2 0 0 0 0 0 0 0 25 Total 266 304 1238 2011 844 99 9 0 0 0 0 0 0 4771 6 1 mjteam.com Vehicle Speed Report Site Code: 1588.03 Start Date:3/19/24 Serial Number 1 End Date:3/22/24 Location 1:New Street Location 2: 150'E ast of YM CA D riveway Direction: East 3/21/2024 0-15 > 15- >20- >25- >30- >35- >40- >45- >50- >55- >60- >65- >70 Time MPH 20 MPH 25 MPH 30 MPH 35 MPH 40 MPH 45 MPH 50 MPH 55 MPH 60 MPH 65 MPH 70 MPH MPH Total 12:00 AM 0 2 2 3 1 2 0 0 0 0 0 0 0 10 1:00 0 0 1 2 2 0 0 0 0 0 0 0 0 5 2:00 0 0 1 3 0 1 0 0 0 0 0 0 0 5 3:00 0 0 1 1 4 1 0 0 0 0 0 0 0 7 4:00 0 0 3 15 10 2 0 0 0 0 0 0 0 30 5:00 0 0 13 38 34 3 1 0 0 0 0 0 0 89 6:00 0 4 55 142 73 6 1 0 0 0 0 0 0 281 7:00 32 55 100 160 79 8 1 0 0 0 0 0 0 435 8:00 15 26 74 147 70 5 1 0 0 0 0 0 0 338 9:00 0 4 58 155 74 11 0 0 0 0 0 0 0 302 10:00 3 10 75 150 55 14 0 0 0 0 0 0 0 307 11:00 11 45 107 118 49 6 0 0 0 0 0 0 0 336 12:00 P M 9 14 113 136 56 4 0 0 0 0 0 0 0 332 1:00 3 15 82 142 69 9 1 0 0 0 0 0 0 321 2:00 15 22 88 155 56 3 0 0 0 0 0 0 0 339 3:00 18 16 66 178 78 11 0 0 0 0 0 0 0 367 4:00 70 61 84 122 37 4 0 0 0 0 0 0 0 378 5:00 16 24 106 152 62 4 0 0 0 0 0 0 0 364 6:00 0 9 63 124 59 9 1 0 0 0 0 0 0 265 7:00 0 11 55 102 46 8 0 0 0 0 0 0 0 222 8:00 0 1 16 52 33 1 0 0 0 0 0 0 0 103 9:00 0 0 12 33 22 4 0 0 0 0 0 0 0 71 10:00 0 1 4 15 18 2 0 0 0 0 0 0 0 40 11:00 0 0 2 11 20 1 0 0 0 0 0 0 0 34 Total 192 320 1181 2156 1007 119 6 0 0 0 0 0 0 4981 7 1 mjteam.com Vehicle Speed Report Site Code: 1588.03 Start Date:3/19/24 Serial Number 1 End Date:3/22/24 Location 1:New Street Location 2: 150'E ast of YM CA D riveway Direction: East 3/22/2024 0-15 > 15- >20- >25- >30- >35- >40- >45- >50- >55- >60- >65- >70 Time MPH 20 MPH 25 MPH 30 MPH 35 MPH 40 MPH 45 MPH 50 MPH 55 MPH 60 MPH 65 MPH 70 MPH MPH Total 12:00 AM 0 1 0 4 3 1 0 0 0 0 0 0 0 9 1:00 0 0 0 1 0 0 0 0 0 0 0 0 0 1 2:00 0 0 0 5 1 0 0 0 0 0 0 0 0 6 3:00 0 0 1 2 5 3 1 0 0 0 0 0 0 12 4:00 0 0 0 9 18 1 1 0 0 0 0 0 0 29 5:00 0 0 4 23 19 12 0 0 0 0 0 0 0 58 6:00 0 0 38 133 70 9 1 0 0 0 0 1 0 252 7:00 2 15 81 154 92 9 1 0 0 0 0 0 0 354 8:00 5 14 70 151 74 3 0 0 0 0 0 0 0 317 9:00 0 5 73 161 68 7 1 0 0 0 0 0 0 315 10:00 0 13 85 154 54 7 0 0 0 0 0 0 0 313 11:00 0 0 6 8 7 0 0 0 0 0 0 0 0 21 12:00 PM * * * * * * * * * * * * * 0 1:00 * * * * * * * * * * * * * � 2:00 * * * * * * * * * * * * * � 3:00 * * * * * * * * * * * * * � 4:00 * * * * * * * * * * * * * � 5:00 * * * * * * * * * * * * * � 6:00 * * * * * * * * * * * * * � 7:00 * * * * * * * * * * * * * � 8:00 * * * * * * * * * * * * * � 9:00 * * * * * * * * * * * * * � 10:00 * * * * * * * * * * * * * 0 11:00 * * * * * * * * * * * * * 0 Total 7 48 358 805 411 52 5 0 0 0 0 1 0 1687 Grand Total 509 740 3167 5656 2594 301 21 0 0 0 0 1 0 12989 Stats Percentile 15th 50th 85th 95th S peed 21 26 30 33 Mean Speed(Average) 26.7 10 M P H Pace S peed 21-30 Number in Pace 8809 Percent in Pace 68.0% Number>45 MPH 1 Percent>45 M P H 0.0% 8 1 mjteam.com Vehicle Speed Report Site Code: 1588.03 Start Date:3/19/24 Serial Number 1 End Date:3/22/24 Location 1:New Street Location 2: 150'E ast of YM CA D riveway Direction:Combined 3/19/2024 0-15 > 15- >20- >25- >30- >35- >40- >45- >50- >55- >60- >65- >70 Time MPH 20 MPH 25 MPH 30 MPH 35 MPH 40 MPH 45 MPH 50 MPH 55 MPH 60 MPH 65 MPH 70 MPH MPH Total 12:00 AM * * * * * * * * * * * * * 0 1:00 * * * * * * * * * * * * * � 2:00 * * * * * * * * * * * * * � 3:00 * * * * * * * * * * * * * � 4:00 * * * * * * * * * * * * * � 5:00 * * * * * * * * * * * * * � 6:00 * * * * * * * * * * * * * � 7:00 * * * * * * * * * * * * * � 8:00 * * * * * * * * * * * * * � 9:00 * * * * * * * * * * * * * � 10:00 * * * * * * * * * * * * * 0 11:00 * * * * * * * * * * * * * 0 12:00 PM * * * * * * * * * * * * * 0 1:00 * * * * * * * * * * * * * � 2:00 * * * * * * * * * * * * * � 3:00 9 19 80 80 23 0 1 0 0 0 0 0 0 212 4:00 23 52 192 390 143 15 0 0 0 0 0 0 0 815 5:00 43 62 253 377 124 6 0 0 0 0 0 0 0 865 6:00 1 11 137 265 121 7 0 0 0 0 0 0 0 542 7:00 0 6 116 187 85 9 1 0 0 0 0 0 0 404 8:00 1 3 56 124 60 7 0 0 0 0 0 0 0 251 9:00 1 6 30 70 28 1 0 0 0 0 0 0 0 136 10:00 0 0 9 42 23 0 0 0 0 0 0 0 0 74 11:00 0 0 8 43 15 5 0 0 0 0 0 0 0 71 Total 78 159 881 1578 622 50 2 0 0 0 0 0 0 3370 9 1 mjteam.com Vehicle Speed Report Site Code: 1588.03 Start Date:3/19/24 Serial Number 1 End Date:3/22/24 Location 1:New Street Location 2: 150'E ast of YM CA D riveway Direction:Combined 3/20/2024 0-15 > 15- >20- >25- >30- >35- >40- >45- >50- >55- >60- >65- >70 Time MPH 20 MPH 25 MPH 30 MPH 35 MPH 40 MPH 45 MPH 50 MPH 55 MPH 60 MPH 65 MPH 70 MPH MPH Total 12:00 AM 0 1 2 19 3 1 0 0 0 0 0 0 0 26 1:00 0 0 1 2 2 0 0 0 0 0 0 0 0 5 2:00 0 0 2 6 4 0 0 0 0 0 0 0 0 12 3:00 0 1 2 8 9 1 0 0 0 0 0 0 0 21 4:00 1 1 6 28 16 2 0 0 0 0 0 0 0 54 5:00 1 2 30 78 46 12 4 0 0 0 0 0 0 173 6:00 1 10 117 234 90 8 0 0 0 0 0 0 0 460 7:00 19 43 213 361 140 4 1 0 0 0 0 0 0 781 8:00 15 44 214 337 106 9 0 0 0 0 0 0 0 725 9:00 9 13 155 274 113 9 1 0 0 0 0 0 0 574 10:00 9 36 162 313 85 12 0 0 0 0 0 0 0 617 11:00 3 28 172 235 97 10 1 0 0 0 0 0 0 546 12:00 P M 29 47 207 276 77 2 1 0 0 0 0 0 0 639 1:00 3 18 164 298 113 7 0 0 0 0 0 0 0 603 2:00 32 24 189 284 88 11 0 0 0 0 0 0 0 628 3:00 26 85 218 309 88 12 1 0 0 0 0 0 0 739 4:00 41 100 253 355 78 2 0 0 0 0 0 0 0 829 5:00 176 106 224 177 32 5 0 0 0 0 0 0 0 720 6:00 0 4 166 278 93 4 0 0 0 0 0 0 0 545 7:00 1 8 124 157 66 11 1 0 0 0 0 0 0 368 8:00 0 3 86 144 62 6 0 0 0 0 0 0 0 301 9:00 1 3 48 95 33 1 1 0 0 0 0 0 0 182 10:00 1 0 10 54 20 0 1 0 0 0 0 0 0 86 11:00 0 0 4 35 19 3 0 0 0 0 0 0 0 61 Total 368 577 2769 4357 1480 132 12 0 0 0 0 0 0 9695 10 1 mjteam.com Vehicle Speed Report Site Code: 1588.03 Start Date:3/19/24 Serial Number 1 End Date:3/22/24 Location 1:New Street Location 2: 150'E ast of YM CA D riveway Direction:Combined 3/21/2024 0-15 > 15- >20- >25- >30- >35- >40- >45- >50- >55- >60- >65- >70 Time MPH 20 MPH 25 MPH 30 MPH 35 MPH 40 MPH 45 MPH 50 MPH 55 MPH 60 MPH 65 MPH 70 MPH MPH Total 12:00 AM 0 3 8 14 4 2 0 0 0 0 0 0 0 31 1:00 0 0 6 4 2 0 0 0 0 0 0 0 0 12 2:00 0 0 2 5 1 1 0 0 0 0 0 0 0 9 3:00 0 0 3 3 5 1 0 0 0 0 0 0 0 12 4:00 0 1 11 29 13 2 0 0 0 0 0 0 0 56 5:00 0 2 48 78 41 4 1 0 0 0 0 0 0 174 6:00 0 13 86 231 105 7 1 0 0 0 0 0 0 443 7:00 36 75 177 329 124 11 1 0 0 0 0 0 0 753 8:00 30 53 185 297 116 7 1 0 0 0 0 0 0 689 9:00 10 20 141 316 136 13 0 0 0 0 0 0 0 636 10:00 4 24 153 260 103 20 0 0 0 0 0 0 0 564 11:00 11 48 197 246 106 13 1 0 0 0 0 0 0 622 12:00 P M 12 27 185 298 108 6 0 0 0 0 0 0 0 636 1:00 5 20 148 290 114 12 1 0 0 0 0 0 0 590 2:00 18 36 167 316 119 8 0 0 0 0 0 0 0 664 3:00 24 30 176 350 139 11 0 0 0 0 0 0 0 730 4:00 101 87 257 279 78 4 0 0 0 0 0 0 0 806 5:00 21 65 252 389 121 6 0 0 0 0 0 0 0 854 6:00 0 15 125 304 115 15 2 0 0 0 0 0 0 576 7:00 0 14 83 203 92 10 0 0 0 0 0 0 0 402 8:00 0 7 54 125 58 8 1 0 0 0 0 0 0 253 9:00 1 1 24 74 41 8 0 0 0 0 0 0 0 149 10:00 0 1 11 50 30 4 0 0 0 0 0 0 0 96 11:00 0 0 4 33 33 6 0 0 0 0 0 0 0 76 Total 273 542 2503 4523 1804 179 9 0 0 0 0 0 0 9833 11 1 mjteam.com Vehicle Speed Report Site Code: 1588.03 Start Date:3/19/24 Serial Number 1 End Date:3/22/24 Location 1:New Street Location 2: 150'E ast of YM CA D riveway Direction:Combined 3/22/2024 0-15 > 15- >20- >25- >30- >35- >40- >45- >50- >55- >60- >65- >70 Time MPH 20 MPH 25 MPH 30 MPH 35 MPH 40 MPH 45 MPH 50 MPH 55 MPH 60 MPH 65 MPH 70 MPH MPH Total 12:00 AM 0 2 2 18 14 3 0 0 0 0 0 0 0 39 1:00 0 0 0 10 4 0 0 0 0 0 0 0 0 14 2:00 1 0 0 7 4 0 0 0 0 0 0 0 0 12 3:00 0 0 2 5 8 3 1 0 0 0 0 0 0 19 4:00 0 0 6 17 23 1 1 0 0 0 0 0 0 48 5:00 1 0 21 73 31 14 0 0 0 0 0 0 0 140 6:00 0 4 83 220 110 13 1 0 0 0 0 1 0 432 7:00 5 26 139 329 158 15 2 0 0 0 0 0 0 674 8:00 6 32 199 305 137 4 0 0 0 0 0 0 0 683 9:00 7 10 169 310 114 10 1 0 0 0 0 0 0 621 10:00 2 18 179 270 103 12 0 0 0 0 0 0 0 584 11:00 0 0 23 22 15 0 0 0 0 0 0 0 0 60 12:00 PM * * * * * * * * * * * * * 0 1:00 * * * * * * * * * * * * * � 2:00 * * * * * * * * * * * * * � 3:00 * * * * * * * * * * * * * � 4:00 * * * * * * * * * * * * * � 5:00 * * * * * * * * * * * * * � 6:00 * * * * * * * * * * * * * � 7:00 * * * * * * * * * * * * * � 8:00 * * * * * * * * * * * * * � 9:00 * * * * * * * * * * * * * � 10:00 * * * * * * * * * * * * * 0 11:00 * * * * * * * * * * * * * 0 Total 22 92 823 1586 721 75 6 0 0 0 0 1 0 3326 Grand Total 741 1370 6976 12044 4627 436 29 0 0 0 0 1 0 26224 Stats Percentile 15th 50th 85th 95th S peed 21 26 29 32 Mean Speed(Average) 26.7 10 M P H Pace S peed 21-30 Number in Pace 18975 Percent in Pace 73.0% Number>45 MPH 1 Percent>45 M P H 0.0% 12 1 mjteam.com Site Code: 1588.03 Vehicle Length Report Start Date:3/19/24 Serial Number 1 End Date:3/22/24 Location 1:New Street Location 2: 150'E ast of YM CA D riveway Direction:West 3/19/2024 >72- > 120- > 180- >240- >300- >360- >480- >600- >720- >840- >960- > 1000 Time 0-72 in. 120 in. 180 in. 240 in. 300 in. 360 in. 480 in. 600 in. 720 in. 840 in. 960 in. 1000 in. in. Total 12:00 AM * * * * * * * * * * * * * 0 1:00 * * * * * * * * * * * * * � 2:00 * * * * * * * * * * * * * � 3:00 * * * * * * * * * * * * * � 4:00 * * * * * * * * * * * * * � 5:00 * * * * * * * * * * * * * � 6:00 * * * * * * * * * * * * * � 7:00 * * * * * * * * * * * * * � 8:00 * * * * * * * * * * * * * � 9:00 * * * * * * * * * * * * * � 10:00 * * * * * * * * * * * * * 0 11:00 * * * * * * * * * * * * * 0 12:00 PM * * * * * * * * * * * * * 0 1:00 * * * * * * * * * * * * * � 2:00 * * * * * * * * * * * * * � 3:00 2 4 5 73 20 1 5 0 0 0 0 0 0 110 4:00 12 9 34 287 83 7 7 3 0 0 0 0 0 442 5:00 8 27 45 330 78 26 5 4 1 0 0 0 0 524 6:00 2 5 22 210 37 3 3 0 0 0 0 0 0 282 7:00 1 2 10 150 21 2 1 0 1 0 0 0 0 188 8:00 1 0 14 91 18 0 0 0 0 0 0 0 0 124 9:00 0 0 8 55 6 0 0 0 0 0 0 0 0 69 10:00 0 0 2 28 4 0 1 0 0 0 0 0 0 35 11:00 0 1 5 39 1 0 0 0 0 0 0 0 0 46 Total 26 48 145 1263 268 39 22 7 2 0 0 0 0 1820 1 1 mjteam.com Site Code: 1588.03 Vehicle Length Report Start Date:3/19/24 Serial Number 1 End Date:3/22/24 Location 1:New Street Location 2: 150'E ast of YM CA D riveway Direction:West 3/20/2024 >72- > 120- > 180- >240- >300- >360- >480- >600- >720- >840- >960- > 1000 Time 0-72 in. 120 in. 180 in. 240 in. 300 in. 360 in. 480 in. 600 in. 720 in. 840 in. 960 in. 1000 in. in. Total 12:00 AM 0 0 2 16 2 0 0 0 0 0 0 0 0 20 1:00 0 0 0 3 0 0 0 0 0 0 0 0 0 3 2:00 1 0 0 7 0 0 1 0 0 0 0 0 0 9 3:00 0 0 1 6 0 1 0 0 0 0 0 0 0 8 4:00 1 0 2 24 3 1 0 0 0 0 0 0 0 31 5:00 1 0 3 60 14 1 0 0 0 0 0 0 0 79 6:00 5 0 8 123 34 5 6 0 0 0 0 0 0 181 7:00 7 6 31 240 48 8 9 3 0 0 0 0 0 352 8:00 7 7 35 226 69 15 12 4 0 0 0 0 1 376 9:00 5 6 20 190 53 9 5 1 1 0 0 0 0 290 10:00 4 8 20 218 43 10 6 4 0 0 0 0 0 313 11:00 2 8 22 179 39 10 6 1 0 0 1 0 0 268 12:00 P M 5 8 27 183 44 10 4 1 3 0 0 0 0 285 1:00 3 8 28 205 48 12 4 1 0 0 0 0 0 309 2:00 6 6 36 192 38 7 6 1 0 0 0 0 0 292 3:00 2 6 38 253 49 7 8 3 1 1 0 1 1 370 4:00 8 16 54 268 81 20 9 2 2 0 0 0 0 460 5:00 9 24 59 260 64 18 15 6 0 0 0 0 0 455 6:00 1 3 12 272 37 5 4 0 0 0 0 0 0 334 7:00 1 5 17 135 24 1 1 0 0 0 0 0 0 184 8:00 0 0 10 104 14 1 1 0 0 0 0 0 0 130 9:00 1 1 7 76 5 1 0 0 0 0 0 0 0 91 10:00 0 0 6 36 5 0 0 0 0 1 0 0 0 48 11:00 0 0 1 31 4 0 0 0 0 0 0 0 0 36 Total 69 112 439 3307 718 142 97 27 7 2 1 1 2 4924 2 1 mjteam.com Site Code: 1588.03 Vehicle Length Report Start Date:3/19/24 Serial Number 1 End Date:3/22/24 Location 1:New Street Location 2: 150'E ast of YM CA D riveway Direction:West 3/21/2024 >72- > 120- > 180- >240- >300- >360- >480- >600- >720- >840- >960- > 1000 Time 0-72 in. 120 in. 180 in. 240 in. 300 in. 360 in. 480 in. 600 in. 720 in. 840 in. 960 in. 1000 in. in. Total 12:00 AM 0 0 2 17 1 0 1 0 0 0 0 0 0 21 1:00 0 0 0 4 1 0 1 1 0 0 0 0 0 7 2:00 0 0 2 2 0 0 0 0 0 0 0 0 0 4 3:00 0 0 0 5 0 0 0 0 0 0 0 0 0 5 4:00 1 0 2 22 1 0 0 0 0 0 0 0 0 26 5:00 2 2 3 59 14 2 3 0 0 0 0 0 0 85 6:00 3 1 15 112 27 0 3 0 1 0 0 0 0 162 7:00 4 11 29 218 42 7 7 0 0 0 0 0 0 318 8:00 8 9 32 221 58 10 10 2 0 0 0 0 1 351 9:00 7 9 31 193 68 16 9 1 0 0 0 0 0 334 10:00 5 6 19 179 31 7 7 2 0 0 1 0 0 257 11:00 7 8 27 193 43 4 2 2 0 0 0 0 0 286 12:00 P M 1 3 30 216 39 8 5 0 0 2 0 0 0 304 1:00 0 2 25 185 47 9 0 1 0 0 0 0 0 269 2:00 3 13 29 212 58 7 1 2 0 0 0 0 0 325 3:00 4 5 34 250 54 12 2 1 0 1 0 0 0 363 4:00 9 11 42 269 79 6 6 4 2 0 0 0 0 428 5:00 7 7 53 336 72 11 3 1 0 0 0 0 0 490 6:00 2 5 16 236 47 4 1 0 0 0 0 0 0 311 7:00 1 1 8 142 25 2 1 0 0 0 0 0 0 180 8:00 0 1 6 121 20 2 0 0 0 0 0 0 0 150 9:00 0 1 6 66 4 1 0 0 0 0 0 0 0 78 10:00 0 1 5 49 1 0 0 0 0 0 0 0 0 56 11:00 0 1 1 33 5 1 0 1 0 0 0 0 0 42 Total 64 97 417 3340 737 109 62 18 3 3 1 0 1 4852 3 1 mjteam.com Site Code: 1588.03 Vehicle Length Report Start Date:3/19/24 Serial Number 1 End Date:3/22/24 Location 1:New Street Location 2: 150'E ast of YM CA D riveway Direction:West 3/22/2024 >72- > 120- > 180- >240- >300- >360- >480- >600- >720- >840- >960- > 1000 Time 0-72 in. 120 in. 180 in. 240 in. 300 in. 360 in. 480 in. 600 in. 720 in. 840 in. 960 in. 1000 in. in. Total 12:00 AM 0 0 4 21 5 0 0 0 0 0 0 0 0 30 1:00 0 0 1 9 2 0 0 1 0 0 0 0 0 13 2:00 0 0 2 3 0 1 0 0 0 0 0 0 0 6 3:00 0 0 0 5 1 0 1 0 0 0 0 0 0 7 4:00 1 1 1 15 1 0 0 0 0 0 0 0 0 19 5:00 0 0 4 64 12 2 0 0 0 0 0 0 0 82 6:00 7 5 11 113 31 7 4 2 0 0 0 0 0 180 7:00 6 7 18 219 51 10 9 0 0 0 0 0 0 320 8:00 9 12 31 234 58 10 11 1 0 0 0 0 0 366 9:00 5 11 21 188 60 12 9 0 0 0 0 0 0 306 10:00 7 4 14 176 57 7 5 0 1 0 0 0 0 271 11:00 1 2 2 22 11 0 1 0 0 0 0 0 0 39 12:00 PM * * * * * * * * * * * * * 0 1:00 * * * * * * * * * * * * * � 2:00 * * * * * * * * * * * * * � 3:00 * * * * * * * * * * * * * � 4:00 * * * * * * * * * * * * * � 5:00 * * * * * * * * * * * * * � 6:00 * * * * * * * * * * * * * � 7:00 * * * * * * * * * * * * * � 8:00 * * * * * * * * * * * * * � 9:00 * * * * * * * * * * * * * � 10:00 * * * * * * * * * * * * * 0 11:00 * * * * * * * * * * * * * 0 Total 36 42 109 1069 289 49 40 4 1 0 0 0 0 1639 Grand Total 195 299 1110 8979 2012 339 221 56 13 5 2 1 3 13235 Stats Percentile 15th 50th 85th 95th S peed 21 26 29 31 Mean Speed(Average) 26.3 10 M P H Pace S peed 21-30 Number in Pace 10776 Percent in Pace 81.4% Number>45 MPH 0 Percent>45 M P H 0.0% 4 1 mjteam.com Site Code: 1588.03 Vehicle Length Report Start Date:3/19/24 Serial Number 1 End Date:3/22/24 Location 1:New Street Location 2: 150'E ast of YM CA D riveway Direction: East 3/19/2024 >72- > 120- > 180- >240- >300- >360- >480- >600- >720- >840- >960- > 1000 Time 0-72 in. 120 in. 180 in. 240 in. 300 in. 360 in. 480 in. 600 in. 720 in. 840 in. 960 in. 1000 in. in. Total 12:00 AM * * * * * * * * * * * * * 0 1:00 * * * * * * * * * * * * * � 2:00 * * * * * * * * * * * * * � 3:00 * * * * * * * * * * * * * � 4:00 * * * * * * * * * * * * * � 5:00 * * * * * * * * * * * * * � 6:00 * * * * * * * * * * * * * � 7:00 * * * * * * * * * * * * * � 8:00 * * * * * * * * * * * * * � 9:00 * * * * * * * * * * * * * � 10:00 * * * * * * * * * * * * * 0 11:00 * * * * * * * * * * * * * 0 12:00 PM * * * * * * * * * * * * * 0 1:00 * * * * * * * * * * * * * � 2:00 * * * * * * * * * * * * * � 3:00 1 1 9 76 13 1 1 0 0 0 0 0 0 102 4:00 0 7 48 264 49 1 4 0 0 0 0 0 0 373 5:00 1 11 35 251 36 2 4 0 1 0 0 0 0 341 6:00 0 5 25 195 33 0 1 1 0 0 0 0 0 260 7:00 1 2 22 163 24 3 0 1 0 0 0 0 0 216 8:00 0 0 14 96 15 0 2 0 0 0 0 0 0 127 9:00 0 0 7 48 12 0 0 0 0 0 0 0 0 67 10:00 0 0 6 30 3 0 0 0 0 0 0 0 0 39 11:00 0 0 6 18 1 0 0 0 0 0 0 0 0 25 Total 3 26 172 1141 186 7 12 2 1 0 0 0 0 1550 5 1 mjteam.com Site Code: 1588.03 Vehicle Length Report Start Date:3/19/24 Serial Number 1 End Date:3/22/24 Location 1:New Street Location 2: 150'E ast of YM CA D riveway Direction: East 3/20/2024 >72- > 120- > 180- >240- >300- >360- >480- >600- >720- >840- >960- > 1000 Time 0-72 in. 120 in. 180 in. 240 in. 300 in. 360 in. 480 in. 600 in. 720 in. 840 in. 960 in. 1000 in. in. Total 12:00 AM 0 1 1 4 0 0 0 0 0 0 0 0 0 6 1:00 0 0 0 2 0 0 0 0 0 0 0 0 0 2 2:00 0 0 1 2 0 0 0 0 0 0 0 0 0 3 3:00 0 0 2 9 2 0 0 0 0 0 0 0 0 13 4:00 0 0 1 21 1 0 0 0 0 0 0 0 0 23 5:00 0 2 13 58 20 0 1 0 0 0 0 0 0 94 6:00 0 6 24 197 48 1 2 1 0 0 0 0 0 279 7:00 2 15 52 302 46 4 6 2 0 0 0 0 0 429 8:00 0 7 54 234 43 2 8 1 0 0 0 0 0 349 9:00 1 4 22 213 40 2 1 1 0 0 0 0 0 284 10:00 0 5 34 211 46 4 3 1 0 0 0 0 0 304 11:00 1 7 26 186 53 3 1 0 1 0 0 0 0 278 12:00 P M 0 6 45 258 38 0 5 1 1 0 0 0 0 354 1:00 0 7 29 216 33 5 2 2 0 0 0 0 0 294 2:00 1 8 32 232 45 8 9 1 0 0 0 0 0 336 3:00 1 10 36 270 41 2 6 2 1 0 0 0 0 369 4:00 8 14 61 250 31 2 2 0 1 0 0 0 0 369 5:00 0 9 64 139 33 10 5 3 1 0 0 0 1 265 6:00 0 3 10 170 25 1 2 0 0 0 0 0 0 211 7:00 0 1 23 144 13 1 1 1 0 0 0 0 0 184 8:00 0 3 24 118 22 1 2 1 0 0 0 0 0 171 9:00 0 0 6 72 13 0 0 0 0 0 0 0 0 91 10:00 0 0 4 31 3 0 0 0 0 0 0 0 0 38 11:00 0 0 4 18 3 0 0 0 0 0 0 0 0 25 Total 14 108 568 3357 599 46 56 17 5 0 0 0 1 4771 6 1 mjteam.com Site Code: 1588.03 Vehicle Length Report Start Date:3/19/24 Serial Number 1 End Date:3/22/24 Location 1:New Street Location 2: 150'E ast of YM CA D riveway Direction: East 3/21/2024 >72- > 120- > 180- >240- >300- >360- >480- >600- >720- >840- >960- > 1000 Time 0-72 in. 120 in. 180 in. 240 in. 300 in. 360 in. 480 in. 600 in. 720 in. 840 in. 960 in. 1000 in. in. Total 12:00 AM 0 2 0 5 2 0 1 0 0 0 0 0 0 10 1:00 0 0 1 4 0 0 0 0 0 0 0 0 0 5 2:00 0 1 0 3 1 0 0 0 0 0 0 0 0 5 3:00 0 0 0 6 1 0 0 0 0 0 0 0 0 7 4:00 0 0 4 23 3 0 0 0 0 0 0 0 0 30 5:00 0 0 8 59 22 0 0 0 0 0 0 0 0 89 6:00 0 0 29 193 53 4 2 0 0 0 0 0 0 281 7:00 1 8 59 298 56 5 6 2 0 0 0 0 0 435 8:00 0 3 42 238 41 2 9 2 1 0 0 0 0 338 9:00 1 4 35 220 40 0 1 1 0 0 0 0 0 302 10:00 0 7 32 220 36 5 6 1 0 0 0 0 0 307 11:00 3 4 43 230 48 4 3 1 0 0 0 0 0 336 12:00 P M 0 6 42 240 39 3 2 0 0 0 0 0 0 332 1:00 0 8 27 236 39 2 5 3 1 0 0 0 0 321 2:00 2 9 33 237 43 1 13 0 1 0 0 0 0 339 3:00 1 9 41 264 43 3 4 2 0 0 0 0 0 367 4:00 1 8 72 240 41 5 6 4 1 0 0 0 0 378 5:00 0 14 47 249 45 8 1 0 0 0 0 0 0 364 6:00 0 0 25 205 34 0 1 0 0 0 0 0 0 265 7:00 0 2 19 164 36 0 0 1 0 0 0 0 0 222 8:00 0 0 7 83 12 0 0 1 0 0 0 0 0 103 9:00 1 1 2 53 13 1 0 0 0 0 0 0 0 71 10:00 0 0 4 33 2 0 0 1 0 0 0 0 0 40 11:00 0 0 4 28 2 0 0 0 0 0 0 0 0 34 Total 10 86 576 3531 652 43 60 19 4 0 0 0 0 4981 7 1 mjteam.com Site Code: 1588.03 Vehicle Length Report Start Date:3/19/24 Serial Number 1 End Date:3/22/24 Location 1:New Street Location 2: 150'E ast of YM CA D riveway Direction: East 3/22/2024 >72- > 120- > 180- >240- >300- >360- >480- >600- >720- >840- >960- > 1000 Time 0-72 in. 120 in. 180 in. 240 in. 300 in. 360 in. 480 in. 600 in. 720 in. 840 in. 960 in. 1000 in. in. Total 12:00 AM 0 1 1 7 0 0 0 0 0 0 0 0 0 9 1:00 0 0 0 0 1 0 0 0 0 0 0 0 0 1 2:00 0 0 1 5 0 0 0 0 0 0 0 0 0 6 3:00 0 0 2 7 3 0 0 0 0 0 0 0 0 12 4:00 0 0 3 25 1 0 0 0 0 0 0 0 0 29 5:00 0 0 4 38 16 0 0 0 0 0 0 0 0 58 6:00 2 2 20 184 41 3 0 0 0 0 0 0 0 252 7:00 0 5 33 261 46 1 7 1 0 0 0 0 0 354 8:00 1 9 23 229 44 3 5 3 0 0 0 0 0 317 9:00 0 6 24 226 46 8 4 1 0 0 0 0 0 315 10:00 0 5 27 225 48 2 4 1 1 0 0 0 0 313 11:00 0 0 3 13 4 0 1 0 0 0 0 0 0 21 12:00 PM * * * * * * * * * * * * * 0 1:00 * * * * * * * * * * * * * � 2:00 * * * * * * * * * * * * * � 3:00 * * * * * * * * * * * * * � 4:00 * * * * * * * * * * * * * � 5:00 * * * * * * * * * * * * * � 6:00 * * * * * * * * * * * * * � 7:00 * * * * * * * * * * * * * � 8:00 * * * * * * * * * * * * * � 9:00 * * * * * * * * * * * * * � 10:00 * * * * * * * * * * * * * 0 11:00 * * * * * * * * * * * * * 0 Total 3 28 141 1220 250 17 21 6 1 0 0 0 0 1687 Grand Total 30 248 1457 9249 1687 113 149 44 11 0 0 0 1 12989 Stats Percentile 15th 50th 85th 95th S peed 21 26 30 33 Mean Speed(Average) 26.4 10 M P H Pace S peed 23-32 Number in Pace 9712 Percent in Pace 74.8% Number>45 MPH 1 Percent>45 M P H 0.0% 8 1 mjteam.com Site Code: 1588.03 Vehicle Length Report Start Date:3/19/24 Serial Number 1 End Date:3/22/24 Location 1:New Street Location 2: 150'E ast of YM CA D riveway Direction:Combined 3/19/2024 >72- > 120- > 180- >240- >300- >360- >480- >600- >720- >840- >960- > 1000 Time 0-72 in. 120 in. 180 in. 240 in. 300 in. 360 in. 480 in. 600 in. 720 in. 840 in. 960 in. 1000 in. in. Total 12:00 AM * * * * * * * * * * * * * 0 1:00 * * * * * * * * * * * * * � 2:00 * * * * * * * * * * * * * � 3:00 * * * * * * * * * * * * * � 4:00 * * * * * * * * * * * * * � 5:00 * * * * * * * * * * * * * � 6:00 * * * * * * * * * * * * * � 7:00 * * * * * * * * * * * * * � 8:00 * * * * * * * * * * * * * � 9:00 * * * * * * * * * * * * * � 10:00 * * * * * * * * * * * * * 0 11:00 * * * * * * * * * * * * * 0 12:00 PM * * * * * * * * * * * * * 0 1:00 * * * * * * * * * * * * * � 2:00 * * * * * * * * * * * * * � 3:00 3 5 14 149 33 2 6 0 0 0 0 0 0 212 4:00 12 16 82 551 132 8 11 3 0 0 0 0 0 815 5:00 9 38 80 581 114 28 9 4 2 0 0 0 0 865 6:00 2 10 47 405 70 3 4 1 0 0 0 0 0 542 7:00 2 4 32 313 45 5 1 1 1 0 0 0 0 404 8:00 1 0 28 187 33 0 2 0 0 0 0 0 0 251 9:00 0 0 15 103 18 0 0 0 0 0 0 0 0 136 10:00 0 0 8 58 7 0 1 0 0 0 0 0 0 74 11:00 0 1 11 57 2 0 0 0 0 0 0 0 0 71 Total 29 74 317 2404 454 46 34 9 3 0 0 0 0 3370 9 1 mjteam.com Site Code: 1588.03 Vehicle Length Report Start Date:3/19/24 Serial Number 1 End Date:3/22/24 Location 1:New Street Location 2: 150'E ast of YM CA D riveway Direction:Combined 3/20/2024 >72- > 120- > 180- >240- >300- >360- >480- >600- >720- >840- >960- > 1000 Time 0-72 in. 120 in. 180 in. 240 in. 300 in. 360 in. 480 in. 600 in. 720 in. 840 in. 960 in. 1000 in. in. Total 12:00 AM 0 1 3 20 2 0 0 0 0 0 0 0 0 26 1:00 0 0 0 5 0 0 0 0 0 0 0 0 0 5 2:00 1 0 1 9 0 0 1 0 0 0 0 0 0 12 3:00 0 0 3 15 2 1 0 0 0 0 0 0 0 21 4:00 1 0 3 45 4 1 0 0 0 0 0 0 0 54 5:00 1 2 16 118 34 1 1 0 0 0 0 0 0 173 6:00 5 6 32 320 82 6 8 1 0 0 0 0 0 460 7:00 9 21 83 542 94 12 15 5 0 0 0 0 0 781 8:00 7 14 89 460 112 17 20 5 0 0 0 0 1 725 9:00 6 10 42 403 93 11 6 2 1 0 0 0 0 574 10:00 4 13 54 429 89 14 9 5 0 0 0 0 0 617 11:00 3 15 48 365 92 13 7 1 1 0 1 0 0 546 12:00 P M 5 14 72 441 82 10 9 2 4 0 0 0 0 639 1:00 3 15 57 421 81 17 6 3 0 0 0 0 0 603 2:00 7 14 68 424 83 15 15 2 0 0 0 0 0 628 3:00 3 16 74 523 90 9 14 5 2 1 0 1 1 739 4:00 16 30 115 518 112 22 11 2 3 0 0 0 0 829 5:00 9 33 123 399 97 28 20 9 1 0 0 0 1 720 6:00 1 6 22 442 62 6 6 0 0 0 0 0 0 545 7:00 1 6 40 279 37 2 2 1 0 0 0 0 0 368 8:00 0 3 34 222 36 2 3 1 0 0 0 0 0 301 9:00 1 1 13 148 18 1 0 0 0 0 0 0 0 182 10:00 0 0 10 67 8 0 0 0 0 1 0 0 0 86 11:00 0 0 5 49 7 0 0 0 0 0 0 0 0 61 Total 83 220 1007 6664 1317 188 153 44 12 2 1 1 3 9695 10 1 mjteam.com Site Code: 1588.03 Vehicle Length Report Start Date:3/19/24 Serial Number 1 End Date:3/22/24 Location 1:New Street Location 2: 150'E ast of YM CA D riveway Direction:Combined 3/21/2024 >72- > 120- > 180- >240- >300- >360- >480- >600- >720- >840- >960- > 1000 Time 0-72 in. 120 in. 180 in. 240 in. 300 in. 360 in. 480 in. 600 in. 720 in. 840 in. 960 in. 1000 in. in. Total 12:00 AM 0 2 2 22 3 0 2 0 0 0 0 0 0 31 1:00 0 0 1 8 1 0 1 1 0 0 0 0 0 12 2:00 0 1 2 5 1 0 0 0 0 0 0 0 0 9 3:00 0 0 0 11 1 0 0 0 0 0 0 0 0 12 4:00 1 0 6 45 4 0 0 0 0 0 0 0 0 56 5:00 2 2 11 118 36 2 3 0 0 0 0 0 0 174 6:00 3 1 44 305 80 4 5 0 1 0 0 0 0 443 7:00 5 19 88 516 98 12 13 2 0 0 0 0 0 753 8:00 8 12 74 459 99 12 19 4 1 0 0 0 1 689 9:00 8 13 66 413 108 16 10 2 0 0 0 0 0 636 10:00 5 13 51 399 67 12 13 3 0 0 1 0 0 564 11:00 10 12 70 423 91 8 5 3 0 0 0 0 0 622 12:00 P M 1 9 72 456 78 11 7 0 0 2 0 0 0 636 1:00 0 10 52 421 86 11 5 4 1 0 0 0 0 590 2:00 5 22 62 449 101 8 14 2 1 0 0 0 0 664 3:00 5 14 75 514 97 15 6 3 0 1 0 0 0 730 4:00 10 19 114 509 120 11 12 8 3 0 0 0 0 806 5:00 7 21 100 585 117 19 4 1 0 0 0 0 0 854 6:00 2 5 41 441 81 4 2 0 0 0 0 0 0 576 7:00 1 3 27 306 61 2 1 1 0 0 0 0 0 402 8:00 0 1 13 204 32 2 0 1 0 0 0 0 0 253 9:00 1 2 8 119 17 2 0 0 0 0 0 0 0 149 10:00 0 1 9 82 3 0 0 1 0 0 0 0 0 96 11:00 0 1 5 61 7 1 0 1 0 0 0 0 0 76 Total 74 183 993 6871 1389 152 122 37 7 3 1 0 1 9833 11 1 mjteam.com Site Code: 1588.03 Vehicle Length Report Start Date:3/19/24 Serial Number 1 End Date:3/22/24 Location 1:New Street Location 2: 150'E ast of YM CA D riveway Direction:Combined 3/22/2024 >72- > 120- > 180- >240- >300- >360- >480- >600- >720- >840- >960- > 1000 Time 0-72 in. 120 in. 180 in. 240 in. 300 in. 360 in. 480 in. 600 in. 720 in. 840 in. 960 in. 1000 in. in. Total 12:00 AM 0 1 5 28 5 0 0 0 0 0 0 0 0 39 1:00 0 0 1 9 3 0 0 1 0 0 0 0 0 14 2:00 0 0 3 8 0 1 0 0 0 0 0 0 0 12 3:00 0 0 2 12 4 0 1 0 0 0 0 0 0 19 4:00 1 1 4 40 2 0 0 0 0 0 0 0 0 48 5:00 0 0 8 102 28 2 0 0 0 0 0 0 0 140 6:00 9 7 31 297 72 10 4 2 0 0 0 0 0 432 7:00 6 12 51 480 97 11 16 1 0 0 0 0 0 674 8:00 10 21 54 463 102 13 16 4 0 0 0 0 0 683 9:00 5 17 45 414 106 20 13 1 0 0 0 0 0 621 10:00 7 9 41 401 105 9 9 1 2 0 0 0 0 584 11:00 1 2 5 35 15 0 2 0 0 0 0 0 0 60 12:00 PM * * * * * * * * * * * * * 0 1:00 * * * * * * * * * * * * * � 2:00 * * * * * * * * * * * * * � 3:00 * * * * * * * * * * * * * � 4:00 * * * * * * * * * * * * * � 5:00 * * * * * * * * * * * * * � 6:00 * * * * * * * * * * * * * � 7:00 * * * * * * * * * * * * * � 8:00 * * * * * * * * * * * * * � 9:00 * * * * * * * * * * * * * � 10:00 * * * * * * * * * * * * * 0 11:00 * * * * * * * * * * * * * 0 Total 39 70 250 2289 539 66 61 10 2 0 0 0 0 3326 Grand Total 225 547 2567 18228 3699 452 370 100 24 5 2 1 4 26224 Stats Percentile 15th 50th 85th 95th S peed 21 26 29 32 Mean Speed(Average) 26.4 10 M P H Pace S peed 23-32 Number in Pace 20320 Percent in Pace 77.5% Number>45 MPH 1 Percent>45 M P H 0.0% 12 M,J CI"1��1'1���'11'1� �17t� L�1'�t� :l�11�'V"�y�1'1�� li+� 1533 Crescent Road Clifton Park, NY 12065 Weather: Clear File Name : 1588 INT 1 AM Serial Number: TU-1418 Site Code : 15880101 Collected By: R. Cartwright Start Date : 3/21/2024 Other Comments: Page No : 1 Grou s Printed-Passen er Vehicles-Heav Vehicles-School buses NY Route 50 West Fenlon Street NY Route 50 New Street Southbound Westbound Northbound Eastbound Start Time Left Thru Right RTOR App.Total Left Thru Right RTOR App.Total Left Thru Right RTOR App.Total Left Thru Right RTOR App.Total 111t.TOtal 07:00 AM 6 43 11 7 67 4 36 3 0 43 6 68 3 0 77 11 81 0 1 93 280 07:15 AM 5 28 16 4 53 3 74 3 1 81 2 69 2 1 74 10 90 1 0 101 309 07:30 AM 12 49 15 5 81 2 55 9 0 66 3 74 3 0 80 14 81 2 2 99 326 07:45 AM 13 62 13 4 92 7 56 6 0 69 0 103 3 0 106 18 90 1 0 109 376 Total 36 182 55 20 293 16 221 21 1 259 11 314 11 1 337 53 342 4 3 402 1291 08:00 AM 13 60 14 5 92 3 49 2 0 54 2 80 4 0 86 13 63 1 0 77 309 08:15 AM 9 47 11 1 68 3 52 4 1 60 0 100 5 0 105 11 71 2 0 84 317 08:30 AM 5 51 10 7 73 4 68 9 3 84 0 82 2 1 85 9 60 2 1 72 314 08:45 AM 4 53 20 8 85 2 67 3 2 74 3 110 2 1 116 22 74 3 0 99 374 Total 31 211 55 21 318 12 236 18 6 272 5 372 13 2 392 55 268 8 1 332 1314 Grand Total 67 393 110 41 611 28 457 39 7 531 16 686 24 3 729 108 610 12 4 734 2605 Apprch % 11 64.3 18 6.7 5.3 86.� 7.3 1.3 2.2 94.� 3.3 0.4 14.7 83.1 1.6 0.5 Total % 2.6 15.1 4.2 1.6 23.5 1.1 17.5 1.5 0.3 20.4 0.6 26.3 0.9 0.1 28 4.1 23.4 0.5 0.2 28.2 Passenger Vehicles 64 368 98 41 571 28 449 38 7 522 16 648 22 3 689 96 601 12 4 713 2495 �%PassengerVehicles 95.5 93.6 89.1 100 93.5 100 98�2 97.4 100 98.3 100 94.5 91.7 100 94.5 88�9 98�5 100 100 97.1 95.8 Heavy Vehicles 1 17 4 0 22 0 3 0 0 3 0 32 1 0 33 5 4 0 0 9 67 ��o Heavy Vehicles 1.5 4.3 3.6 0 3.6 0 0.7 0 0 0.6 0 4.7 4.2 0 4.5 4.6 0.7 0 0 1.2 2.6 schoo�buses 2 8 8 0 18 0 5 1 0 6 0 6 1 0 7 7 5 0 0 12 43 ��o School buses 3 2 7.3 0 2.9 0 1.1 2.6 0 1.1 0 0.9 4.2 0 1 6.5 0.8 0 0 1.6 1.7 M,J CI"1��1'1���'11'1� �17t� L�1'�t� :l�11�'V"�y�1'1�� li+� 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588 INT 1 AM Site Code : 15880101 Start Date : 3/21/2024 Page No : 2 NY Route 50 West Fenlon Street NY Route 50 New Street Southbound Westbound Northbound Eastbound Start Time Left Thru Right RTOR App.Total Left Thru Right RTOR App.Total Left Thru Right RTOR App.Total Left Thru Right RTOR App.Total 111t.TOtal Peak Hour Analysis From 7:00:00 AM to 8:45:00 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7:30:00 AM 7:30:00 AM 12 49 15 5 81 2 55 9 0 66 3 74 3 0 80 14 81 2 2 99 326 7:45:00 AM 13 62 13 4 92 7 56 6 0 69 0 103 3 0 106 18 90 1 0 109 376 s:oo:oo ann 13 60 14 5 92 3 49 2 0 54 2 80 4 0 86 13 63 1 0 77 309 8:15:00 AM g 47 11 1 68 3 52 4 1 60 0 100 5 0 105 11 71 2 0 84 317 Tota�vo�ume 47 218 53 15 333 15 212 21 1 249 5 357 15 0 377 56 305 6 2 369 1328 %App.Total 14.1 65.5 15.9 4.5 6 85�� 8.4 0.4 1.3 94.7 4 Q 15.2 82.7 1.6 0.5 PHF .904 .879 .883 .750 .905 .536 .946 .583 .250 .902 .417 .867 .750 .000 .$$g .778 .847 .750 .250 .846 .883 PassengerVehicles 44 204 49 15 312 15 210 21 1 247 5 340 14 0 359 49 301 6 2 358 1276 �%Passenger Vehicles 93.6 93.6 92.5 100 93.7 100 99�� 100 100 99.2 100 95.2 93.3 p 95.2 87.5 98.7 100 100 97.0 96.1 Heavy Vehicles 1 12 1 0 14 0 2 0 0 2 0 13 0 0 13 2 2 0 0 4 33 ��o Heavy Vehicles 2.1 5.5 1.9 0 4.2 0 0.9 0 0 0.8 0 3.6 0 0 3.4 3.6 0.7 0 0 1.1 2.5 schoo�buses 2 2 3 0 7 0 0 0 0 0 0 4 1 0 5 5 2 0 0 7 19 ��o School buses 4.3 0.9 5.7 0 2.1 0 0 0 0 0 0 1.1 6.7 0 1.3 8.9 0.7 0 0 1.9 1.4 M,J CI"1��1'1���'11'1� �17t� L�1'�t� :l�11�'V"�y�1'1�� li+� 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588 INT 1 AM Site Code : 15880101 Start Date : 3/21/2024 Page No : 3 NY Route 50 Out In Total 410 312 722 15 14 29 9 7 16 434 333 767 49 204 44 15 1 12 1 0 3 2 2 0 53 218 47 15 Ri ht Thru Left RTOR � � Peak Hour Data �NI`OC'7 �N��� � � �� � J �N N W W�C ��00� � (3�,--�< �NN� North �cnwco � � ���� o o�� Peak Hour Begins at 07:30 A ��� � � � ��M c� N O N O N N� -� � c�o o cfl� Passenger Vehicles r c�o o�v� � z � Heavy Vehicles ��,� � cn ��M M O School buses cn o o cn � ON N N O O N� � � �0� � � � i(l�O O� �(3�C3��� � � Left Thru Ri ht RTOR 5 340 14 0 0 13 0 0 0 4 1 0 5 357 15 0 225 359 584 12 13 25 2 5 7 239 377 616 Out I n Total M,J CI"1��1'1���'11'1� �17t� L�1'�t� :l�11�'V"�y�1'1�� li+� 1533 Crescent Road Clifton Park, NY 12065 Weather: Clear File Name : 1588 INT 1 PM Serial Number: TU-1418 Site Code : 15880103 Collected By: R. Cartwright Start Date : 3/21/2024 Other Comments: Page No : 1 Grou s Printed-Passen er Vehicles-Heav Vehicles-School buses NY Route 50 West Fenlon Street NY Route 50 New Street Southbound Westbound Northbound Eastbound Start Time Left Thru Right RTOR App.Total Left Thru Right RTOR App.Total Left Thru Right RTOR App.Total Left Thru Right RTOR App.Total 111t.TOtal 03:00 PM 12 95 8 6 121 6 66 11 1 84 0 73 3 0 76 24 74 4 0 102 383 03:15 PM 9 93 7 6 115 4 53 7 1 65 1 89 2 0 92 19 78 1 0 98 370 03:30 PM 16 102 7 5 130 3 69 7 0 79 1 106 5 2 114 20 79 0 0 99 422 03:45 PM 10 88 26 5 129 6 90 13 2 111 2 82 3 1 88 14 52 2 0 68 396 Total 47 378 48 22 495 19 278 38 4 339 4 350 13 3 370 77 283 7 0 367 1571 04:00 PM 15 110 9 5 139 7 69 13 2 91 0 107 5 0 112 29 94 4 0 127 469 04:15 PM 10 105 13 3 131 4 76 21 6 107 2 113 5 0 120 18 57 2 0 77 435 04:30 PM 11 104 12 9 136 9 68 13 2 92 2 108 5 0 115 27 70 0 0 97 440 04:45 PM 13 91 27 15 146 8 87 12 0 107 1 108 9 0 118 27 66 1 0 94 465 Total 49 410 61 32 552 28 300 59 10 397 5 436 24 0 465 101 287 7 0 395 1809 05:00 PM 20 124 20 7 171 4 101 13 0 118 2 98 4 0 104 26 74 3 0 103 496 05:15 PM 17 101 25 8 151 5 82 20 1 108 2 94 4 0 100 21 68 3 0 92 451 05:30 PM 20 108 17 13 158 4 69 15 4 92 2 113 5 0 120 30 70 9 1 110 480 05:45 PM 8 85 24 12 129 2 79 12 1 94 1 86 2 0 89 28 44 2 0 74 386 Total 65 418 86 40 609 15 331 60 6 412 7 391 15 0 413 105 256 17 1 379 1813 Grand Total 161 1206 195 94 1656 62 909 157 20 1148 16 ��77 52 3 1248 283 826 31 1 1141 5193 Apprch % 9.7 72.8 11.8 5.7 5.4 79.2 13.7 1.7 1.3 94.3 4.2 0.2 24.8 72.4 2.7 0.1 Total % 3.1 23.2 3.8 1.8 31.9 1.2 17.5 3 0.4 22.1 0.3 22.7 1 0.1 24 5.4 �5.9 0.6 0 22 Passenger Vehicles 161 1144 192 94 1591 61 903 154 20 1138 16 1144 52 3 1215 278 818 31 1 1128 5072 �%PassengerVehicles 100 94�9 98�5 100 96.1 98.4 99.3 98.1 100 99.1 100 97.2 100 100 97.4 98.2 99 100 100 98.9 97.7 Heavy Vehicles 0 30 1 0 31 0 1 0 0 1 0 28 0 0 28 2 5 0 0 7 67 ��o Heavy Vehicles 0 2.5 0.5 0 1.9 0 0.1 0 0 0.1 0 2.4 0 0 2.2 0.7 0.6 0 0 0.6 1.3 schoo�buses 0 32 2 0 34 1 5 3 0 9 0 5 0 0 5 3 3 0 0 6 54 ��o School buses 0 2.7 1 0 2.1 1.6 0.6 1.9 0 0.8 0 0.4 0 0 0.4 1.1 0.4 0 0 0.5 1 M,J CI"1��1'1���'11'1� �17t� L�1'�t� :l�11�'V"�y�1'1�� li+� 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588 INT 1 PM Site Code : 15880103 Start Date : 3/21/2024 Page No : 2 NY Route 50 West Fenlon Street NY Route 50 New Street Southbound Westbound Northbound Eastbound Start Time Left Thru Right RTOR App.Total Left Thru Right RTOR App.Total Left Thru Right RTOR App.Total Left Thru Right RTOR App.Total 111t.TOtal Peak Hour Analysis From 3:00:00 PM to 5:45:00 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4:45:00 PM 4:45:00 PM 13 91 27 15 146 8 87 12 0 107 1 108 9 0 118 27 66 1 0 94 465 5:00:00 PM 20 124 20 7 171 4 101 13 0 118 2 98 4 0 104 26 74 3 0 103 496 5:15:00 PM 17 101 25 8 151 5 82 20 1 108 2 94 4 0 100 21 68 3 0 92 451 5:30:00 PM 20 108 17 13 158 4 69 15 4 92 2 113 5 0 120 30 70 9 1 110 480 Tota�vo�ume 70 424 89 43 626 21 339 60 5 425 7 413 22 0 442 104 278 16 1 399 1892 %App.Total 11.2 67.7 14.2 6.9 4.9 79.8 14.1 1.2 1.6 93.4 5 Q 26.1 69.7 4 0.3 PHF .875 .855 .824 .717 .915 .656 .839 .750 .313 .gpQ .875 .914 .611 .000 .921 .867 .939 .444 .250 .907 .954 Passenger Vehicles 70 414 88 43 615 21 339 59 5 424 7 402 22 0 431 103 278 16 1 398 1868 �%PassengerVehicles 100 97�6 98�9 100 98.2 100 100 98�3 100 99.8 100 97�3 100 0 97.5 99�0 100 100 100 99.7 98.7 Heavy Vehicles 0 6 1 0 7 0 0 0 0 0 0 10 0 0 10 1 0 0 0 1 18 ��o Heavy Vehicles 0 1.4 1.1 0 1.1 0 0 0 0 0 0 2.4 0 0 2.3 1.0 0 0 0 0.3 1.0 schoo�buses 0 4 0 0 4 0 0 1 0 1 0 1 0 0 1 0 0 0 0 0 6 ��o School buses 0 0.9 0 0 0.6 0 0 1.7 0 0.2 0 0.2 0 0 0.2 0 0 0 0 0 0.3 M,J CI"1��1'1���'11'1� �17t� L�1'�t� :l�11�'V"�y�1'1�� li+� 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588 INT 1 PM Site Code : 15880103 Start Date : 3/21/2024 Page No : 3 NY Route 50 Out In Total 564 615 1179 11 7 18 2 4 6 577 626 1203 88 414 70 43 1 6 0 0 0 4 0 0 89 424 70 43 Ri ht Thru Left RTOR � � Peak Hour Data ��NNOM O��O� � � �� � � �J �� (3� W W� �O�OCO �I �I,--�� a000ao North o000 � � � � ���o� N N�� Peak Hour Begins at 04:45 P ���u',, �G',, � �_M c� COOOCO � ��� � c�o o cfl� Passenger Vehicles r n�o� � z � Heavy Vehicles ��,N N � �,M��� School buses �o o� � O� � �oo��' � 0(�D � � �� � i(l(3�O O(3� (3��O� � � Left Thru Ri ht RTOR 7 402 22 0 0 10 0 0 0 1 0 0 7 413 22 0 451 431 882 6 10 16 4 1 5 461 442 903 Out I n Total M,J CI"1��1'1���'11'1� �17t� L�1'�t� :l�11�'V"�y�1'1�� li+� 1533 Crescent Road Clifton Park, NY 12065 Weather: Clear File Name : 1588 INT 2 AM Serial Number: TU-1415 Site Code : 15880101 Collected By: C. Detrick Start Date : 3/21/2024 Other Comments: Page No : 1 Grou s Printed-Passen er Vehicles-Heav Vehicles-School buses New Street YMCA Driveway New Street Southbound Westbound Northbound Eastbound Start Time Left Thru Right RTOR App.Total Left Thru Right RTOR App.Total Left Thru Right RTOR App.Total Left Thru Right RTOR App.Total 111t.TOtal 07:00 AM 0 0 0 0 0 69 31 0 0 100 3 0 38 0 41 0 47 1 0 48 189 07:15 AM 0 0 0 0 0 87 26 0 0 113 4 0 71 0 75 0 56 2 0 58 246 07:30 AM 0 0 0 0 0 78 43 0 0 121 0 2 37 0 39 0 21 2 0 23 183 07:45 AM 0 0 0 0 0 77 47 0 0 124 4 0 47 0 51 0 45 2 0 47 222 Total 0 0 0 0 0 311 147 0 0 458 11 2 193 0 206 0 169 7 0 176 840 08:00 AM 0 0 0 0 0 58 28 0 0 86 0 0 45 0 45 0 39 0 0 39 170 08:15 AM 0 0 0 0 0 65 39 0 0 104 1 1 39 0 41 0 38 0 0 38 183 08:30 AM 0 0 0 0 0 49 52 0 0 101 1 1 55 1 58 1 37 8 0 46 205 08:45 AM 0 0 0 0 0 75 60 0 0 135 1 0 47 0 48 0 43 6 0 49 232 Total 0 0 0 0 0 247 179 0 0 426 3 2 186 1 192 1 157 14 0 172 790 Grand Total 0 0 0 0 0 558 326 0 0 884 14 4 379 1 398 1 326 21 0 348 1630 Apprch % 0 0 0 0 63.1 36.9 0 0 3.5 1 95.2 0.3 0.3 93.7 6 0 Total % 0 0 0 0 0 34.2 20 0 0 54.2 0.9 0.2 23.3 0.1 24.4 0.1 20 1.3 0 21.3 Passenger Vehicles 0 0 0 0 0 551 312 0 0 863 14 4 369 1 388 0 312 17 0 329 1580 �%PassengerVehicles 0 0 0 0 0 98.7 95.7 0 0 97.6 100 100 97�4 100 97.5 0 95�7 81 0 94.5 96.9 Heavy Vehicles 0 0 0 0 0 1 3 0 0 4 0 0 2 0 2 0 7 1 0 8 14 ��o Heavy Vehicles 0 0 0 0 0 0.2 0.9 0 0 0.5 0 0 0.5 0 0.5 0 2.1 4.8 0 2.3 0.9 schoo�buses 0 0 0 0 0 6 11 0 0 17 0 0 8 0 8 1 7 3 0 11 36 ��o School buses 0 0 0 0 0 1.1 3.4 0 0 1.9 0 0 2.1 0 2 100 2.1 14.3 0 3.2 2.2 M,J CI"1��1'1���'11'1� �17t� L�1'�t� :l�11�'V"�y�1'1�� li+� 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588 INT 2 AM Site Code : 15880101 Start Date : 3/21/2024 Page No : 2 New Street YMCA Driveway New Street Southbound Westbound Northbound Eastbound Start Time Left Thru Right RTOR App.Total Left Thru Right RTOR App.Total Left Thru Right RTOR App.Total Left Thru Right RTOR App.Total 111t.TOtal Peak Hour Analysis From 7:00:00 AM to 7:30:00 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7:00:00 AM 7:00:00 AM 0 0 0 0 0 69 31 0 0 100 3 0 38 0 41 0 47 1 0 48 189 7:15:00 AM 0 0 0 0 0 87 26 0 0 113 4 0 71 0 75 0 56 2 0 58 246 7:30:00 AM 0 0 0 0 0 53 30 0 0 83 0 2 31 0 33 0 17 1 0 18 134 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Tota�vo�ume 0 0 0 0 0 209 87 0 0 296 7 2 140 0 149 0 120 4 0 124 569 %App.Total 0 0 0 0 70.6 29.4 0 0 4.7 1.3 94 0 0 96�$ 3.2 0 PHF .000 .000 .000 .000 .000 .601 .702 .000 .000 .655 .438 .250 .493 .000 .497 .000 .536 .500 .000 .534 .578 Passenger Vehicles 0 0 0 0 0 307 139 0 0 446 11 2 185 0 198 0 159 6 0 165 809 ��o Passenger Vehicles Q Q Q Q Q 146.9 159.8 Q � 150.7 157.1 100 132.1 0 132.9 0 132.5 150.0 0 133.1 142.2 Heavy Vehicles 0 0 0 0 0 0 2 0 0 2 0 0 2 0 2 0 5 0 0 5 9 ��o Heavy Vehicles 0 0 0 0 0 0 2.3 0 0 0.7 0 0 1.4 0 1.3 0 4.2 0 0 4.0 1.6 schoo�buses 0 0 0 0 0 4 6 0 0 10 0 0 6 0 6 0 5 1 0 6 22 ��o School buses 0 0 0 0 0 1.9 6.9 0 0 3.4 0 0 4.3 0 4.0 0 4.2 25�� 0 4.8 3.9 M,J CI"1��1'1���'11'1� �17t� L�1'�t� :l�11�'V"�y�1'1�� li+� 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588 INT 2 AM Site Code : 15880101 Start Date : 3/21/2024 Page No : 3 Out In Total 2 0 2 0 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ri ht Thru Left RTOR � � Peak Hour Data �I�N� 0000 (�� �C'7 �� � �� � J � W W� �0000 �� �,--� rn��rn North �'��� � ����� � ��� Peak Hour Begins at 07:00 A ��� G, � r r �I�NCO � ���ti� Passenger Vehicles r o"'o o�v rn� � z � Heavy Vehicles ��,� o rn School buses ���� ONCfloO � O� � O O O O� � 0 � N N Cfl� � i(10000 O�COO- � � Left Thru Ri ht RTOR 11 2 185 0 0 0 2 0 0 0 6 0 11 2 193 0 313 198 511 0 2 2 5 6 11 318 206 524 Out I n Total M,J CI"1��1'1���'11'1� �17t� L�1'�t� :l�11�'V"�y�1'1�� li+� 1533 Crescent Road Clifton Park, NY 12065 Weather: Clear File Name : 1588 INT 2 PM Serial Number: TU-1515 Site Code : 00158812 Collected By: C. Detrick Start Date : 3/21/2024 Other Comments: Page No : 1 Grou s Printed-Passen er Vehicles-Heav Vehicles-School buses New Street YMCA Driveway New Street Southbound Westbound Northbound Eastbound Start Time Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total 111t.TOtal 03:00 PM 0 0 0 0 0 7 51 0 0 58 6 0 17 0 23 0 66 2 0 68 149 03:15 PM 0 0 0 0 0 5 54 0 0 59 2 0 9 0 11 0 69 3 0 72 142 03:30 PM 0 0 0 0 0 9 55 0 0 64 1 0 11 0 12 0 81 5 0 86 162 03:45 PM 0 0 0 0 0 22 72 0 0 94 1 0 12 0 13 0 52 3 0 55 162 Total 0 0 0 0 0 43 232 0 0 275 10 0 49 0 59 0 268 13 0 281 615 04:00 PM 0 0 0 0 0 15 48 0 0 63 3 0 11 0 14 0 80 4 0 84 161 04:15 PM 0 0 0 0 0 14 43 0 0 57 1 0 17 0 18 0 35 1 0 36 111 04:30 PM 0 0 0 0 0 17 61 0 0 78 1 0 15 0 16 0 53 4 0 57 151 04:45 PM 0 0 0 0 0 25 73 0 0 98 3 0 18 0 21 0 47 6 0 53 172 Total 0 0 0 0 0 71 225 0 0 296 8 0 61 0 69 0 215 15 0 230 595 05:00 PM 0 0 0 0 0 26 70 0 0 96 8 0 14 0 22 0 61 5 0 66 184 05:15 PM 0 0 0 0 0 34 68 0 0 102 4 0 15 0 19 0 41 9 0 50 171 05:30 PM 0 0 0 0 0 28 47 0 0 75 2 0 12 0 14 0 43 6 0 49 138 05:45 PM 0 0 0 0 0 21 76 0 0 97 2 0 14 0 16 0 26 5 0 31 144 Total 0 0 0 0 0 109 261 0 0 370 16 0 55 0 71 0 171 25 0 196 637 Grand Total 0 0 0 0 0 223 718 0 0 941 34 0 165 0 199 0 654 53 0 707 1847 Apprch % 0 0 0 0 23.7 76.3 0 0 17.1 0 82.9 0 0 92.5 7.5 0 Total % 0 0 0 0 0 12.1 38.9 0 0 50.9 1.8 0 8.9 0 10.8 0 35.4 2.g 0 38.3 Passenger Vehicles 0 0 0 0 0 220 712 0 0 932 34 0 160 0 194 0 647 53 0 700 1826 �%Passenger Vehicles 0 0 0 0 0 98.7 99�2 0 0 99 100 0 97 0 97.5 0 98�9 100 0 99 98.9 Heavy vehicles � � � � � � 2 � � 2 � � 2 � 2 � 4 � � 4 8 ��o Heavy Vehicles 0 0 0 0 0 0 0.3 0 0 0.2 0 0 1.2 0 1 0 0.6 0 0 0.6 0.4 schoo�buses 0 0 0 0 0 3 4 0 0 7 0 0 3 0 3 0 3 0 0 3 13 ��o School buses 0 0 0 0 0 1.3 0.6 0 0 0.7 0 0 1.8 0 1.5 0 0.5 0 0 0.4 0.7 M,J CI"1��1'1���'11'1� �17t� L�1'�t� :l�11�'V"�y�1'1�� li+� 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588 INT 2 PM Site Code : 00158812 Start Date : 3/21/2024 Page No : 2 New Street YMCA Driveway New Street Southbound Westbound Northbound Eastbound Start Time Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total 111t.TOtal Peak Hour Analysis From 3:00:00 PM to 5:45:00 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4:30:00 PM 4:30:00 PM 0 0 0 0 0 17 61 0 0 78 1 0 15 0 16 0 53 4 0 57 151 4:45:00 PM 0 0 0 0 0 25 73 0 0 98 3 0 18 0 21 0 47 6 0 53 172 5:00:00 PM 0 0 0 0 0 26 70 0 0 96 8 0 14 0 22 0 61 5 0 66 184 5:15:00 PM 0 0 0 0 0 34 68 0 0 102 4 0 15 0 19 0 41 9 0 50 171 Tota�vo�ume 0 0 0 0 0 102 272 0 0 374 16 0 62 0 78 0 202 24 0 226 678 %App.Total 0 0 0 0 27.3 72.7 Q Q 20.5 Q 79.5 Q Q 89.4 10.6 Q PHF .000 .000 .000 .000 .000 .750 .932 .000 .000 .g�7 .500 .000 .861 .000 .ggg .000 .828 .667 .000 .856 .921 PassengerVehicles 0 0 0 0 0 102 271 0 0 373 16 0 60 0 76 0 202 24 0 226 675 �%PassengerVehicles 0 0 0 0 0 100 99�6 0 0 99.7 100 0 96�8 0 97.4 0 100 100 0 100 99.6 Heavy Vehicles 0 0 0 0 0 0 1 0 0 1 0 0 2 0 2 0 0 0 0 0 3 ��o Heavy Vehicles 0 0 0 0 0 0 0.4 0 0 0.3 0 0 3.2 0 2.6 0 0 0 0 0 0.4 School buses Q Q Q Q Q Q Q Q Q � Q Q Q Q � Q Q Q � Q Q %School buses Q Q Q Q Q Q Q Q Q � Q Q Q � � Q Q Q � Q Q M,J CI"1��1'1���'11'1� �17t� L�1'�t� :l�11�'V"�y�1'1�� li+� 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588 INT 2 PM Site Code : 00158812 Start Date : 3/21/2024 Page No : 3 Out In Total 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 Ri ht Thru Left Peds � � Peak Hour Data c��o� o000 �� � �� � ~� � J �O O O O � �O �O N N N O O N North � �N O O N N N�� Peak Hour Begins at 04:30 P ��� �� � N N N O � N��N� Passenger Vehicles r �o�c�� � z � Heavy Vehicles ��,o o � ti��� School buses N O O N O N N O O O O � � � �0 � � � O�oOW C�3i� a � O O O O � � Left Thru Ri ht Peds 16 0 60 0 0 0 2 0 0 0 0 0 16 0 62 0 126 76 202 0 2 2 0 0 0 126 78 204 Out I n Total M,J CI"1��1'1���'11'1� �17t� L�1'�t� :l�11�'V"�y�1'1�� li+� 1533 Crescent Road Clifton Park, NY 12065 Weather: Clear File Name : 1588 INT 3 AM Serial Number: TU-1414 Site Code : 15880101 Collected By: J. Pafundi Start Date : 3/21/2024 Other Comments: Page No : 1 Grou s Printed-Passen er Vehicles-Heav Vehicles-School buses West Avenue New Street West Avenue Southbound Westbound Northbound Eastbound Start Time Left Thru Right RTOR app.Totai Left Thru Right RTOR app.Totai Left Thru Right RTOR app.Totai L,eft Thru Right RTOR app.Totai int Total 07:00 AM 69 31 0 0 100 3 0 38 0 41 0 47 1 0 48 0 0 0 0 0 189 07:15 AM 87 26 0 0 113 4 0 71 0 75 0 56 2 0 58 0 0 0 0 0 246 07:30 AM 78 43 0 0 121 0 2 37 0 39 0 21 2 0 23 0 0 0 0 0 183 07:45 AM 77 47 0 0 124 4 0 47 0 51 0 45 2 0 47 0 0 0 0 0 222 Total 311 147 0 0 458 11 2 193 0 206 0 169 7 0 176 0 0 0 0 0 840 08:00 AM 58 28 0 0 86 0 0 45 0 45 0 39 0 0 39 0 0 0 0 0 170 08:15 AM 65 39 0 0 104 1 1 39 0 41 0 38 0 0 38 0 0 0 0 0 183 08:30 AM 49 52 0 0 101 1 1 55 1 58 3 37 8 0 48 0 0 0 0 0 207 08:45 AM 75 60 0 0 135 1 0 47 0 48 0 43 6 0 49 0 0 0 0 0 232 Total 247 179 0 0 426 3 2 186 1 192 3 157 14 0 174 0 0 0 0 0 792 Grand Total 558 326 0 0 884 14 4 379 1 398 3 326 21 0 350 0 0 0 0 0 1632 Apprch% 63.1 36.9 0 0 3.5 1 95.2 0.3 0.9 93.1 6 0 0 0 0 0 Total°Io 34.2 20 0 0 54.2 0.9 0.2 23.2 0.1 24.4 0.2 20 1.3 0 21.4 0 0 0 0 0 Passenge��eh���es 551 312 0 0 863 14 4 369 1 388 2 312 17 0 331 0 0 0 0 0 1582 %Passen�erVehicles /O./ 7J./ O O J/.� �oo �oo l/•T �oo J/.� ""•/ l�•/ CJ� O J`t.� O O O O O J�.J Heavy Vehicles 1 3 � � 4 � � 2 � 2 � '] 1 � g � � � � � 14 %Heavy Vehicles �.2 �.9 � � �.5 � � �.5 � �.5 � 2.1 4.0 0 2.3 � � � � � �.9 Scnool buses 6 11 0 0 17 0 0 8 0 8 1 7 3 0 11 0 0 0 0 0 36 %s�nooi buses 1.1 3.4 0 0 1.9 0 0 2.1 0 2 33.3 2.1 14.3 0 3.1 0 0 0 0 0 2.2 M,J CI"1��1'1���'11'1� �17t� L�1'�t� :l�11�'V"�y�1'1�� li+� 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588 INT 3 AM Site Code : 15880101 Start Date : 3/21/2024 Page No : 2 West Avenue New Street West Avenue Southbound Westbound Northbound Eastbound Start Time Left Thru Right RTOR app.Tocai Left Thru Right RTOR app.Tocai Left Thru Right RTOR app.Tocai L,eft Thru Right RTOR app.Totai int Total Peak Hour Analysis From 7:00:00 AM to 8:45:00 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7:00:00 AM �:oo:oo AM 69 31 0 0 100 3 0 38 0 41 0 47 1 0 48 0 0 0 0 0 189 7:15:00 AM g� 26 0 0 113 4 0 71 0 75 0 56 2 0 58 0 0 0 0 0 246 7:30:00 AM �g 43 0 0 121 0 2 37 0 39 0 21 2 0 23 0 0 0 0 0 183 7:45:00 AM '7'7 47 0 0 124 4 0 47 0 51 0 45 2 0 47 0 0 0 0 0 222 Tota1 volume 311 147 0 0 458 11 2 193 0 206 0 169 7 0 176 0 0 0 0 0 840 /o App.Tota1 67.9 32.1 0 0 5.3 1 93�7 0 0 96 4 0 0 0 0 0 PHF .894 .782 .000 .000 ,923 .688 .250 .680 .000 ,(g'7 .000 .754 .875 .000 ,'759 .000 .000 .000 .000 .000 .854 Passenger Vehicles 30/ 139 O O 446 1 1 2, 1 g5 O 19g O 159 6 O 165 O O O O O go9 %PassengerVehicles /O./ 7`t.� O O J/.`t �oo �oo /�•/ O J�.� O /1i1 O�•/ O J�.CJ O O O O O J�.� Heavy Vehicles � 2, � � 2, � � 2 � 2 � 5 � � 5 � � � � � 9 �o Hea�y�ehl�les 0 1.4 0 0 0.4 0 0 1.0 0 1.0 0 3.0 0 0 2.8 0 0 0 0 0 1.1 Scnool buses 4 6 0 0 10 0 0 6 0 6 0 5 1 0 6 0 0 0 0 0 22 %s�hool buSeS 1.3 4.1 0 0 2.2 0 0 3.1 0 2.9 0 3.0 14.3 0 3.4 0 0 0 0 0 2.6 M,J CI"1��1'1���'11'1� �17t� L�1'�t� :l�11�'V"�y�1'1�� li+� 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588 INT 3 AM Site Code : 15880101 Start Date : 3/21/2024 Page No : 3 West Avenue Out In Total 344 446 790 7 2 9 11 10 21 362 458 820 0 139 307 0 0 2 0 0 0 6 4 0 0 147 311 0 Ri ht Thru Left RTOR � � Peak Hour Data �NOON 0000�� � � J �CO Oo W W� �W�N(3� � �,--F 0000 � North °oUiO�'' � 0 0 0 0 �� Peak Hour Begins at 07:00 A �� rn � ~ � N O O N � 0 0 0 0� Passenger Vehicles r rn rn N o�o� � � Heavy Vehicles ��,� � rn �N O O N School buses '��o o� '� OO O O O� � � �0 � O N� �� � i(10000 ��N� � � Left Thru Ri ht RTOR 0 159 6 0 0 5 0 0 0 5 1 0 0 169 7 0 150 165 315 2 5 7 6 6 12 158 176 334 Out I n Total M,J CI"1��1'1���'11'1� �17t� L�1'�t� :l�11�'V"�y�1'1�� li+� 1533 Crescent Road Clifton Park, NY 12065 Weather: Clear File Name : 1588 INT 3 PM Serial Number: TU-1414 Site Code : 15880103 Collected By: J. Pafundi Start Date : 3/21/2024 Other Comments: Page No : 1 Grou s Printed-Passen er Vehicles-Heav Vehicles-School buses West Avenue New Street West Avenue Southbound Westbound Northbound Eastbound Start Time Left Thru Right RTOR app.Totai Left Thru Right RTOR app.Totai Left Thru Right RTOR app.Totai L,eft Thru Right RTOR app.Totai int Total 03:00 PM 71 44 0 0 115 1 0 62 0 63 0 44 1 0 45 0 0 0 0 0 223 03:15 PM 63 69 0 0 132 1 0 39 0 40 0 45 5 0 50 0 0 0 0 0 222 03:30 PM 66 60 0 0 126 2 0 55 0 57 0 54 1 0 55 0 0 0 0 0 238 03:45 PM 58 67 0 0 125 3 0 82 0 85 0 56 2 0 58 0 0 0 0 0 268 Total 258 240 0 0 498 7 0 238 0 245 0 199 9 0 208 0 0 0 0 0 951 04:00 PM 59 80 0 0 139 2 0 48 0 50 0 56 4 0 60 0 0 0 0 0 249 04:15 PM 54 59 0 0 113 0 0 61 0 61 0 40 2 0 42 0 0 0 0 0 216 04:30 PM 52 52 0 0 104 0 0 55 0 55 0 39 2 0 41 0 0 0 0 0 200 04:45 PM 56 82 0 0 138 2 0 77 3 82 0 48 2 0 50 0 0 0 0 0 270 Total 221 273 0 0 494 4 0 241 3 248 0 183 10 0 193 0 0 0 0 0 935 05:00 PM 65 72 0 0 137 5 2 69 3 79 0 62 2 0 64 0 0 0 0 0 280 05:15 PM 56 74 0 0 130 2 0 62 2 66 0 51 7 0 58 0 0 0 0 0 254 05:30 PM 47 45 0 0 92 10 0 63 1 74 0 47 4 0 51 0 0 0 0 0 217 05:45 PM 14 18 0 0 32 3 0 25 0 28 0 20 0 0 20 0 0 0 0 0 80 Total 182 209 0 0 391 20 2 219 6 247 0 180 13 0 193 0 0 0 0 0 831 *�*BREAK*** Grand Total 661 722 0 0 1383 31 2 698 9 740 0 562 32 0 594 0 0 0 0 0 2717 Apprch°10 47.8 52.2 0 0 4.2 0.3 94.3 1.2 0 94.6 5.4 0 0 0 0 0 Total°Io 24.3 26.6 0 0 50.9 l.l 0.1 25•7 0.3 27.2 0 20�7 1.2 0 21.9 0 0 0 0 0 PasSengel��ehl�les 658 702 0 0 1360 30 2 695 9 736 0 549 31 0 580 0 0 0 0 0 2676 ��PasSe�ae��eh;�le5 99.5 97.2 0 0 98.3 96�8 100 99.6 100 99.5 0 97.7 96.9 0 97.6 0 0 0 0 0 98.5 Heavy Vehicles Q 4 � � 4 � � � � � � �] � � �] � � � � � 1 1 %Heavy Vehicles Q 0.6 � � �.3 � � � � � � 1.2, � � 1.2, � � � � � �.4 School buses 3 16 0 0 19 1 0 3 0 4 0 6 1 0 7 0 0 0 0 0 30 %s�hool buses 0.5 2.2 0 0 1.4 3.2 0 0.4 0 0.5 0 1.1 3.1 0 1.2 0 0 0 0 0 1.1 M,J CI"1��1'1���'11'1� �17t� L�1'�t� :l�11�'V"�y�1'1�� li+� 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588 INT 3 PM Site Code : 15880103 Start Date : 3/21/2024 Page No : 2 West Avenue New Street West Avenue Southbound Westbound Northbound Eastbound Start Time Left Thru Right RTOR app.Tocai Left Thru Right RTOR app.Tocai Left Thru Right RTOR app.Tocai L,eft Thru Right RTOR app.Totai int Total Peak Hour Analysis From 3:00:00 PM to 6:15:00 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4:45:00 PM 4:45:00 PM 56 82 0 0 138 2 0 77 3 82 0 48 2 0 50 0 0 0 0 0 270 5:00:0o PM 65 72 0 0 137 5 2 69 3 79 0 62 2 0 64 0 0 0 0 0 280 5:15:0o PM 56 74 0 0 130 2 0 62 2 66 0 51 7 0 58 0 0 0 0 0 254 5:30:00 PM 47 45 0 0 92 10 0 63 1 74 0 47 4 0 51 0 0 0 0 0 217 Tota1 volume 22,4 273 0 0 497 19 2 271 9 301 0 208 15 0 223 0 0 0 0 0 1021 /o App.Total 45.1 54.9 0 0 6.3 0.7 90 3 0 93.3 6.7 0 0 0 0 0 PHF .862 .832 .000 .000 .900 .475 .250 .880 .750 ,918 .000 .839 .536 .000 ,g'71 .000 .000 .000 .000 .000 .912 Passenger Vehicles 2,2,4 260 O O `�F7�, l 7 �, �,/O 7 �oo O �,00 l� O �,�,� O O O O O l Ol� %PassengerVehicles 100 /O'� O O JJ.O �oo �oo //•" �oo JJ./ O �oo �oo O �oo O O O O O JJ.�'F Heavy Vehicles Q 1 � � 1 � � � � � � � � � � � � � � � 1 %Heavy Vehicles Q 0.4 � � �.2, � � � � � � � � � � � � � � � �.1 Scnool buses 0 4 0 0 4 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 5 %s�hool buSeS 0 1.5 0 0 0.8 0 0 0.4 0 0.3 0 0 0 0 0 0 0 0 0 0 0.5 M,J CI"1��1'1���'11'1� �17t� L�1'�t� :l�11�'V"�y�1'1�� li+� 1533 Crescent Road Clifton Park, NY 12065 File Name : 1588 INT 3 PM Site Code : 15880103 Start Date : 3/21/2024 Page No : 3 West Avenue Out In Total 478 492 970 0 1 1 1 4 5 479 497 976 0 268 224 0 0 1 0 0 0 4 0 0 0 273 224 0 Ri ht Thru Left RTOR � � Peak Hour Data �NOON 0000�� � � J ��1 �I N N� ���00 W W,--� 0000 � North c000co � 0 0 0 0 �� Peak Hour Begins at 04:45 P �� rn � ~ � N O O N � 0 0 0 0� Passenger Vehicles r ��o o� � � Heavy Vehicles ��,� � c�u �N O O N School buses co 0 o co OO O O O� � � �0 � W� � i(1CO00C0 O�OCO � � Left Thru Ri ht RTOR 0 208 15 0 0 0 0 0 0 0 0 0 0 208 15 0 287 223 510 1 0 1 4 0 4 292 223 515 Out I n Total • �� � Traffic Volume Fi ures g � FILE NAME =L:�Pro ects�MJ1588 -Private Clients�MJ1588.03 NeW Street Subdivision�02 Design�Calcs& Technical�Traffic�Volume Figures�MJ1588_Volume Figure Existing.dgn DATE/TIME = 4/2/2�24 2:28:58 PM USER =cdetrick � � z r �r � � �� m o 0 � C Z � � n m D m �'�'z z �C C v m m �22 '� �' �193 N 212 � � ��� � � � �8 7 0�o�� I �13 209 � � � �15 i � � � � CONGRESS AVENUE 120� � � NEW STREET 56� � � � WEST FENLON STREET � � 4� � 0 305� `T' � v, � 8� � � m D tn � o � n � ^� < z r C m � c n �o m � �z �n m c �m oz .�C m EXISTING VOLUMES C2024� - AM PEAK MJ1588.03- NEW STREET DEVELOPMENT FIGURE N0. SCALE DATE SARATOGA SPRINGS, NEW YORK 1 NONE APRIL 2024 Engineering y g and Land Surve in P.C. FILE NAME =L:�Pro ects�MJ1588 -Private Clients�MJ1588.03 NeW Street Subdivision�02 Design�Calcs& Technical�Traffic�Volume Figures�MJ1588_Volume Figure Existing.dgn DATE/TIME = 4/2/2�24 2:33:41 PM USER =cdetrick � � z r �r � � �� m o 0 � C Z � � n m D m �'�'z z �C C v m m �65 N � �273 �� �272 ,;'�o �339 N N �A 1 OZ 21 � � � � � � � � � � � CONGRESS AVENUE 202� � � NEW STREET 104� � � � WEST FENLON STREET N �* � � � � N 27�� � �* N 1 7 W � � � C7 m D tn � o � n � ^� < z r C m � c n �o m � �z �n m c �m oz .�C m EXISTING VOLUMES C2024� - PM PEAK MJ1588.03- NEW STREET DEVELOPMENT FIGURE N0. SCALE DATE SARATOGA SPRINGS, NEW YORK 2 NONE APRIL 2024 Engineering y g and Land Surve in P.C. FILE NAME =L:�Pro ects�MJ1588 -Private Clients�MJ1588.03 NeW Street Subdivision�02 Design�Calcs& Technical�Traffic�Volume Figures�MJ1588_Volume Figures.dgn DATE/TIME = 4/3/2�24 9:44:13 AM USER =cdetrick � � z r �r � � �� m o 0 � C Z � � n m D m �'�'z z �C C v m m �23 �' `�' �195 �N� �215 � �' �88 �o�� �I � 14 212 16 � � � � � i � � � � CONGRESS AVENUE 122� � �` NEW STREET 57� � � � WEST FENLON STREET � � °O � � � 309� a' � � �* N �-.* � 9� � � m D tn � o � n � ^� < z r C m � c n �o m � �z �n m c �m oz .�C m NO-6UILD VOLUMES C2025� - AM PEAK MJ1588.03- NEW STREET DEVELOPMENT FIGURE N0. SCALE DATE SARATOGA SPRINGS, NEW YORK 3 NONE APRIL 2024 Engineering y g and Land Surve in P.C. FILE NAME =L:�Pro ects�MJ1588 -Private Clients�MJ1588.03 NeW Street Subdivision�02 Design�Calcs& Technical�Traffic�Volume Figures�MJ1588_Volume Figure Existing.dgn DATE/TIME = 4/2/2�24 2:36:30 PM USER =cdetrick � � z r �r � � �� m o 0 � C Z � � n m D m �'�'z z �C C v m m �66 � N �276 �� �275 ��� �343 N N �O 1O4 22 � � � � � � � � � � CONGRESS AVENUE 205� � � NEW STREET �06� � � � WEST FENLON STREET IV �' 2 5 '"''' �, a0 � N � � � � W 281� � w � 18� � � m D tn � o � n � ^� < z r C m � c n �o m � �z �n m c �m oz .�C m NO-6UILD VOLUMES C2025� - PM PEAK MJ1588.03- NEW STREET DEVELOPMENT FIGURE N0. SCALE DATE SARATOGA SPRINGS, NEW YORK 4 NONE APRIL 2024 Engineering y g and Land Surve in P.C. FILE NAME =L:�Pro ects�MJ1588 -Private Clients�MJ1588.03 NeW Street Subdivision�02 Design�Calcs& Technical�Traffic�Volume Figures�MJ1588_Volume Figures.dgn DATE/TIME = 4/3/2�24 8:18:57 AM USER =cdetrick � � z r �r � � �� m o 0 � C Z � � � D � m< m r^ v,m z � �C C � m m c m n � � � � � �' �13% � � � � 13% 32% � � � �46% � � CONGRESS AVENUE 13�� � NEW STREET 9�� WEST FENLON STREET W N 46%� � � � � m D tn � o � n � ^� < z r C m � c n �o m � �z �n m c �m oz .�C m TRIP DISTRI6UTION C2025� - AM PEAK MJ1588.03- NEW STREET DEVELOPMENT FIGURE N0. SCALE DATE SARATOGA SPRINGS, NEW YORK 5 NONE APRIL 2024 Engineering y g and Land Surve in P.C. FILE NAME =L:�Pro ects�MJ1588 -Private Clients�MJ1588.03 NeW Street Subdivision�02 Design�Calcs& Technical�Traffic�Volume Figures�MJ1588_Volume Figures.dgn DATE/TIME = 4/3/2�24 8:19:56 AM USER =cdetrick � � z r �r � � �� m o 0 � C Z � � � D � m< m r^ v,m z � �C C � m m c m n � o � �1 �n � � 1 4 � � � �2 � � CONGRESS AVENUE �� � NEW STREET �� WEST FENLON STREET N 6 � � � � m D tn � o � n � ^� < z r C m � c n �o m � �z �n m c �m oz .�C m TRIP GENERATION C2025� - AM PEAK MJ1588.03- NEW STREET DEVELOPMENT FIGURE N0. SCALE DATE SARATOGA SPRINGS, NEW YORK 6 NONE APRIL 2024 Engineering y g and Land Surve in P.C. FILE NAME =L:�Pro ects�MJ1588 -Private Clients�MJ1588.03 NeW Street Subdivision�02 Design�Calcs& Technical�Traffic�Volume Figures�MJ1588_Volume Figures.dgn DATE/TIME = 4/3/2�24 8:20:37 AM USER =cdetrick � � z r �r � � �� m o 0 � C Z � � � D � m< m r^ v,m z � �C C � m m c m n � � � � � � �' �35% � � � � 35% 13% � � � �36% � � CONGRESS AVENUE 35�� � NEW STREET �6�� WEST FENLON STREET � W 36%� � � � � m D tn � o � n � ^� < z r C m � c n �o m � �z �n m c �m oz .�C m TRIP DISTRI6UTION C2025� - PM PEAK MJ1588.03- NEW STREET DEVELOPMENT FIGURE N0. SCALE DATE SARATOGA SPRINGS, NEW YORK 7 NONE APRIL 2024 Engineering y g and Land Surve in P.C. FILE NAME =L:�Pro ects�MJ1588 -Private Clients�MJ1588.03 NeW Street Subdivision�02 Design�Calcs& Technical�Traffic�Volume Figures�MJ1588_Volume Figures.dgn DATE/TIME = 4/3/2�24 8:21:41 AM USER =cdetrick � � z r �r � � �� m o 0 � C Z � � � D � m< m r^ v,m z � �C C � m m c m n � � � �3 �. �, N 3 1 � � � �4 � � CONGRESS AVENUE 4� � NEW STREET �� WEST FENLON STREET N q � � � � m D tn � o � n � ^� < z r C m � c n �o m � �z �n m c �m oz .�C m TRIP GENERATION C2025� - PM PEAK MJ1588.03- NEW STREET DEVELOPMENT FIGURE N0. SCALE DATE SARATOGA SPRINGS, NEW YORK $ NONE APRIL 2024 Engineering y g and Land Surve in P.C. FILE NAME =L:�Pro ects�MJ1588 -Private Clients�MJ1588.03 NeW Street Subdivision�02 Design�Calcs& Technical�Traffic�Volume Figures�MJ1588_Volume Figures.dgn DATE/TIME = 4/18/2�24 1:31:47 PM USER =cdetrick � � z r �r � � �� m o 0 � C Z � � � D � m< m m cr,m z � �C C � `�m m � m � n � �23 �' `�' �196 �, � �N� �217 � �' �89 �2 �o�oo �I � 14 216 � � 16 � �290 � � � � i � � CONGRESS AVENUE 122� 2� NEW STREET � WEST FENLON STREET � � � � 58 � � � � � 5� °O � 264� 315� �' � � � 9� � � m D tn � o � n � ^� < z r C m � c n �o m � �z �n m c �m oz .�C m 6UILD VOLUMES C2025� - AM PEAK MJ1588.03- NEW STREET DEVELOPMENT FIGURE N0. SCALE DATE SARATOGA SPRINGS, NEW YORK 9 NONE APRIL 2024 Engineering y g and Land Surve in P.C. FILE NAME =L:�Pro ects�MJ1588 -Private Clients�MJ1588.03 NeW Street Subdivision�02 Design�Calcs& Technical�Traffic�Volume Figures�MJ1588_Volume Figures.dgn DATE/TIME = 4/18/2�24 1:09:26 PM USER =cdetrick � � z r �r � � �� m o 0 � � C z � ,__, � < m mm m o o z z 70 .�C C '—' I'Tl m m � � �66 � � �279 �� �278 � '�' � ��� �347 N N 20 105 � �► 6 22 � �q71 � � � � i � � CONGRESS AVENUE 209� 6� NEW STREET � WEST FENLON STREET � � � � 107 � � � ,_,N_,, � 25� � v, 266� 285� °° � w � � 18� � � m D tn � o � n � ^� < z r C m � c n �o m � �z �n m c �m oz .�C m 6UILD VOLUMES C2025� - PM PEAK MJ1588.03- NEW STREET DEVELOPMENT FIGURE N0. SCALE DATE SARATOGA SPRINGS, NEW YORK 1� NONE APRIL 2024 Engineering y g and Land Surve in P.C. • �� ,.'� S nch ro Resu Its v � HCM Signalized Intersection Capacity Analysis 2024 Existing AM 1: New Street/West Fenlon Street & NY Route 50 11/05/2024 � � � � � � � � � � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � � � � � � Traffic Volume(vph) 56 305 8 15 212 22 5 357 15 47 218 68 Future Volume(vph) 56 305 8 15 212 22 5 357 15 47 218 68 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 0.99 1.00 1.00 0.85 Flt Protected 0.99 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1844 1840 1682 1787 1696 1599 Flt Permitted 0.91 0.96 1.00 0.41 1.00 1.00 Satd. Flow(perm) 1684 1778 1675 765 1696 1599 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow(vph) 64 347 9 17 241 25 6 406 17 53 248 77 RTOR Reduction(vph) 0 1 0 0 3 0 0 1 0 0 0 39 Lane Group Flow(vph) 0 419 0 0 280 0 0 428 0 53 248 38 Heavy Vehicles(%) 2% 2% 0% 0% 2% 0% 0% 13% 0% 1% 12% 1% Turn Type Perm NA Perm NA Perm NA pm+pt NA Perm Protected Phases 3 7 6 5 2 Permitted Phases 3 7 6 2 2 Actuated Green, G(s) 28.5 28.5 28.6 39.3 39.3 39.3 Effective Green,g(s) 28.5 28.5 28.6 39.3 39.3 39.3 Actuated g/C Ratio 0.36 0.36 0.36 0.49 0.49 0.49 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 601 635 600 436 835 787 v/s Ratio Prot 0.01 c0.15 v/s Ratio Perm c0.25 0.16 c0.26 0.05 0.02 v/c Ratio 0.70 0.44 0.71 0.12 0.30 0.05 Uniform Delay,d1 22.0 19.6 22.1 17.6 12.0 10.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 3.5 0.5 4.0 0.1 0.2 0.0 Delay(s) 25.5 20.1 26.1 17.7 12.2 10.6 Level of Service C C C B B B Approach Delay(s) 25.5 20.1 26.1 12.7 Approach LOS C C C B Intersection Summary HCM 2000 Control Delay 21.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length(s) 79.8 Sum of lost time(s) 18.0 Intersection Capacity Utilization 77.8% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Scenario 1 12:41 pm 03/22/2024 2024 Existing AM Synchro 11 Report Page 1 HCM 6th TWSC 2024 Existing AM 2: YM CA D riveway & N ew Street o4/02/2024 Intersection Int Delay,s/veh 6.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations � �' � Traffic Vol,veh/h 120 4 209 87 7 140 Future Vol,veh/h 120 4 209 87 7 140 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 58 58 58 58 58 58 Heavy Vehicles, % 5 0 0 2 0 2 Mvmt Flow 207 7 360 150 12 241 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 214 0 1081 211 Stage 1 - - - - 211 - Stage 2 - - - - 870 - Critical Hdwy - - 4.1 - 6.4 6.22 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.318 Pot Cap-1 Maneuver - - 1368 - 243 829 Stage 1 - - - - 829 - Stage 2 - - - - 413 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1368 - 173 829 Mov Cap-2 Maneuver - - - - 173 - Stage 1 - - - - 829 - Stage 2 - - - - 294 - � Approach EB WB NB HCM Control Delay,s 0 6.1 13 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 702 - - 1368 - HCM Lane V/C Ratio 0.361 - - 0.263 - HCM Control Delay(s) 13 - - 8.6 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 1.6 - - 1.1 - Scenario 1 12:41 pm 03/22/2024 2024 Existing AM Synchro 11 Report Page 2 HCM Signalized Intersection Capacity Analysis 2024 Existing AM 3: West Avenue & New Street o4/02/2024 � � � � Movement WBL WBR NBT NBR SBL SBT Lane Configurations � � � � � Traffic Volume(vph) 13 193 169 7 311 147 Future Volume(vph) 13 193 169 7 311 147 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 F rt 1.00 0.85 0.99 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1805 1583 1803 1805 1863 Flt Permitted 0.95 1.00 1.00 0.51 1.00 Satd. Flow(perm) 1805 1583 1803 967 1863 Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow(vph) 15 227 199 8 366 173 RTOR Reduction (vph) 0 161 2 0 0 0 Lane Group Flow(vph) 15 66 205 0 366 173 Heavy Vehicles(%) 0% 2% 5% 0% 0% 2% Turn Type Prot pm+ov NA pm+pt NA Protected Phases 4 5 6 5 2 Permitted Phases 4 2 Actuated Green, G(s) 1.5 17.8 25.6 47.9 47.9 Effective Green,g(s) 1.5 17.8 25.6 47.9 47.9 Actuated g/C Ratio 0.02 0.29 0.42 0.78 0.78 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 44 613 751 976 1453 v/s Ratio Prot 0.01 c0.03 0.11 c0.10 0.09 v/s Ratio Perm 0.01 c0.19 v/c Ratio 0.34 0.11 0.27 0.38 0.12 Uniform Delay,d1 29.5 16.0 11.8 2.3 1.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 4.6 0.1 0.9 0.2 0.2 Delay(s) 34.0 16.1 12.7 2.5 1.8 Level of Service C 6 6 A A Approach Delay(s) 17.2 12.7 2.3 Approach LOS 6 B A Intersection Summary HCM 2000 Control Delay 8.1 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.41 Actuated Cycle Length(s) 61.4 Sum of lost time(s) 18.0 Intersection Capacity Utilization 56.4% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group Scenario 1 12:41 pm 03/22/2024 2024 Existing AM Synchro 11 Report Page 3 HCM Signalized Intersection Capacity Analysis 2024 Existing PM 1: New Street/West Fenlon Street & NY Route 50 11/05/2024 � � � � � � � � � � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � � � � � � Traffic Volume(vph) 104 278 17 21 339 65 7 413 22 70 424 132 Future Volume(vph) 104 278 17 21 339 65 7 413 22 70 424 132 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.99 0.98 0.99 1.00 1.00 0.85 Flt Protected 0.99 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1860 1856 1725 1805 1792 1599 Flt Permitted 0.68 0.97 0.99 0.32 1.00 1.00 Satd. Flow(perm) 1282 1805 1710 600 1792 1599 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow(vph) 109 293 18 22 385 74 8 469 25 80 482 150 RTOR Reduction(vph) 0 1 0 0 5 0 0 1 0 0 0 82 Lane Group Flow(vph) 0 419 0 0 476 0 0 501 0 80 482 68 Heavy Vehicles(%) 1% 0% 0% 0% 0% 0% 0% 10% 0% 0% 6% 1% Turn Type Perm NA Perm NA Perm NA pm+pt NA Perm Protected Phases 3 7 6 5 2 Permitted Phases 3 7 6 2 2 Actuated Green, G(s) 45.1 45.1 35.3 47.3 47.3 47.3 Effective Green,g(s) 45.1 45.1 35.3 47.3 47.3 47.3 Actuated g/C Ratio 0.43 0.43 0.34 0.45 0.45 0.45 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 553 779 578 341 811 724 v/s Ratio Prot 0.01 c0.27 v/s Ratio Perm c0.33 0.26 c0.29 0.09 0.04 v/c Ratio 0.76 0.61 0.87 0.23 0.59 0.09 Uniform Delay,d1 25.0 22.9 32.3 29.6 21.4 16.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 5.9 1.4 12.9 0.4 1.2 0.1 Delay(s) 30.9 24.3 45.2 29.9 22.5 16.4 Level of Service C C D C C B Approach Delay(s) 30.9 24.3 45.2 22.1 Approach LOS C C D C Intersection Summary HCM 2000 Control Delay 29.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length(s) 104.4 Sum of lost time(s) 18.0 Intersection Capacity Utilization 106.4% ICU Level of Service G Analysis Period(min) 15 c Critical Lane Group Scenario 1 12:41 pm 03/22/2024 2024 Existing PM Synchro 11 Report Page 1 HCM 6th TWSC 2024 Existing PM 2: YM CA D riveway & N ew Street o4/02/2024 Intersection Int Delay,s/veh 3.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations � �' � Traffic Vol,veh/h 202 24 102 272 16 62 Future Vol,veh/h 202 24 102 272 16 62 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 58 58 58 58 58 58 Heavy Vehicles, % 5 0 0 2 0 2 Mvmt Flow 348 41 176 469 28 107 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 389 0 1190 369 Stage 1 - - - - 369 - Stage 2 - - - - 821 - Critical Hdwy - - 4.1 - 6.4 6.22 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.318 Pot Cap-1 Maneuver - - 1181 - 209 677 Stage 1 - - - - 704 - Stage 2 - - - - 436 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1181 - 167 677 Mov Cap-2 Maneuver - - - - 167 - Stage 1 - - - - 704 - Stage 2 - - - - 348 - � Approach EB WB NB HCM Control Delay,s 0 2.3 17.7 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 416 - - 1181 - HCM Lane V/C Ratio 0.323 - - 0.149 - HCM Control Delay(s) 17.7 - - 8.6 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 1.4 - - 0.5 - Scenario 1 12:41 pm 03/22/2024 2024 Existing PM Synchro 11 Report Page 2 HCM Signalized Intersection Capacity Analysis 2024 Existing PM 3: West Avenue & New Street o4/02/2024 � � � � Movement WBL WBR NBT NBR SBL SBT Lane Configurations � � � � � Traffic Volume(vph) 19 273 208 15 273 224 Future Volume(vph) 19 273 208 15 273 224 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 F rt 1.00 0.85 0.99 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1805 1615 1799 1805 1881 Flt Permitted 0.95 1.00 1.00 0.48 1.00 Satd. Flow(perm) 1805 1615 1799 918 1881 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow(vph) 21 300 229 16 300 246 RTOR Reduction (vph) 0 196 3 0 0 0 Lane Group Flow(vph) 21 104 242 0 300 246 Heavy Vehicles(%) 0% 0% 5% 0% 0% 1% Turn Type Prot pm+ov NA pm+pt NA Protected Phases 4 5 6 5 2 Permitted Phases 4 2 Actuated Green, G(s) 10.0 23.5 26.1 45.6 45.6 Effective Green,g(s) 10.0 23.5 26.1 45.6 45.6 Actuated g/C Ratio 0.15 0.35 0.39 0.67 0.67 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 267 704 694 796 1268 v/s Ratio Prot 0.01 c0.03 0.13 c0.08 0.13 v/s Ratio Perm 0.04 c0.18 v/c Ratio 0.08 0.15 0.35 0.38 0.19 Uniform Delay,d1 24.8 15.2 14.7 4.7 4.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.1 1.4 0.3 0.3 Delay(s) 25.0 15.3 16.1 5.0 4.5 Level of Service C 6 6 A A Approach Delay(s) 15.9 16.1 4.8 Approach LOS 6 B A Intersection Summary HCM 2000 Control Delay 10.5 HCM 2000 Level of Service 6 HCM 2000 Volume to Capacity ratio 0.37 Actuated Cycle Length(s) 67.6 Sum of lost time(s) 18.0 Intersection Capacity Utilization 55.1% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group Scenario 1 12:41 pm 03/22/2024 2024 Existing PM Synchro 11 Report Page 3 HCM Signalized Intersection Capacity Analysis 2025 No-Build AM 1: New Street/West Fenlon Street & NY Route 50 11/05/2024 � � � � � � � � � � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � � � � � � Traffic Volume(vph) 57 309 9 16 215 23 6 361 16 48 221 69 Future Volume(vph) 57 309 9 16 215 23 6 361 16 48 221 69 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 0.99 1.00 1.00 0.85 Flt Protected 0.99 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1844 1840 1682 1787 1696 1599 Flt Permitted 0.90 0.96 0.99 0.39 1.00 1.00 Satd. Flow(perm) 1678 1774 1674 739 1696 1599 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow(vph) 65 351 10 18 244 26 7 410 18 55 251 78 RTOR Reduction(vph) 0 1 0 0 3 0 0 1 0 0 0 39 Lane Group Flow(vph) 0 425 0 0 285 0 0 434 0 55 251 39 Heavy Vehicles(%) 2% 2% 0% 0% 2% 0% 0% 13% 0% 1% 12% 1% Turn Type Perm NA Perm NA Perm NA pm+pt NA Perm Protected Phases 3 7 6 5 2 Permitted Phases 3 7 6 2 2 Actuated Green, G(s) 31.2 31.2 30.3 42.3 42.3 42.3 Effective Green,g(s) 31.2 31.2 30.3 42.3 42.3 42.3 Actuated g/C Ratio 0.36 0.36 0.35 0.49 0.49 0.49 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 612 647 593 439 839 791 v/s Ratio Prot 0.01 c0.15 v/s Ratio Perm c0.25 0.16 c0.26 0.05 0.02 v/c Ratio 0.70 0.44 0.73 0.13 0.30 0.05 Uniform Delay,d1 23.1 20.6 24.1 19.0 12.8 11.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 3.4 0.5 4.6 0.1 0.2 0.0 Delay(s) 26.5 21.0 28.7 19.1 13.0 11.2 Level of Service C C C B B B Approach Delay(s) 26.5 21.0 28.7 13.5 Approach LOS C C C B Intersection Summary HCM 2000 Control Delay 22.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length(s) 85.5 Sum of lost time(s) 18.0 Intersection Capacity Utilization 77.6% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Scenario 1 12:41 pm 03/22/2024 2025 No-Build AM Synchro 11 Report Page 1 HCM 6th TWSC 2025 No-Build AM 2: YMCA Driveway & New Street o4/0312024 Intersection Int Delay,s/veh 6.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations � �' � Traffic Vol,veh/h 122 5 212 88 8 142 Future Vol,veh/h 122 5 212 88 8 142 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 58 58 58 58 58 58 Heavy Vehicles, % 5 0 0 2 0 2 Mvmt Flow 210 9 366 152 14 245 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 219 0 1099 215 Stage 1 - - - - 215 - Stage 2 - - - - 884 - Critical Hdwy - - 4.1 - 6.4 6.22 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.318 Pot Cap-1 Maneuver - - 1362 - 237 825 Stage 1 - - - - 826 - Stage 2 - - - - 407 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1362 - 168 825 Mov Cap-2 Maneuver - - - - 168 - Stage 1 - - - - 826 - Stage 2 - - - - 288 - � Approach EB WB NB HCM Control Delay,s 0 6.1 13.4 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 683 - - 1362 - HCM Lane V/C Ratio 0.379 - - 0.268 - HCM Control Delay(s) 13.4 - - 8.6 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 1.8 - - 1.1 - Scenario 1 12:41 pm 03/22/2024 2025 No-Build AM Synchro 11 Report Page 2 HCM Signalized Intersection Capacity Analysis 2025 No-Build AM 3: West Avenue & New Street o4/0312024 � � � � Movement WBL WBR NBT NBR SBL SBT Lane Configurations � � � � � Traffic Volume(vph) 14 195 171 8 315 149 Future Volume(vph) 14 195 171 8 315 149 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 F rt 1.00 0.85 0.99 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1805 1583 1803 1805 1863 Flt Permitted 0.95 1.00 1.00 0.51 1.00 Satd. Flow(perm) 1805 1583 1803 964 1863 Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow(vph) 16 229 201 9 371 175 RTOR Reduction (vph) 0 163 2 0 0 0 Lane Group Flow(vph) 16 66 208 0 371 175 Heavy Vehicles(%) 0% 2% 5% 0% 0% 2% Turn Type Prot pm+ov NA pm+pt NA Protected Phases 4 5 6 5 2 Permitted Phases 4 2 Actuated Green, G(s) 1.5 17.8 25.6 47.9 47.9 Effective Green,g(s) 1.5 17.8 25.6 47.9 47.9 Actuated g/C Ratio 0.02 0.29 0.42 0.78 0.78 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 44 613 751 975 1453 v/s Ratio Prot c0.01 0.03 0.12 c0.10 0.09 v/s Ratio Perm 0.01 c0.20 v/c Ratio 0.36 0.11 0.28 0.38 0.12 Uniform Delay,d1 29.5 16.0 11.8 2.3 1.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 5.1 0.1 0.9 0.2 0.2 Delay(s) 34.5 16.1 12.7 2.5 1.8 Level of Service C 6 6 A A Approach Delay(s) 17.3 12.7 2.3 Approach LOS 6 B A Intersection Summary HCM 2000 Control Delay 8.2 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.42 Actuated Cycle Length(s) 61.4 Sum of lost time(s) 18.0 Intersection Capacity Utilization 56.6% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group Scenario 1 12:41 pm 03/22/2024 2025 No-Build AM Synchro 11 Report Page 3 HCM Signalized Intersection Capacity Analysis 2025 No-Build PM 1: New Street/West Fenlon Street & NY Route 50 11/05/2024 � � � � � � � � � � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � � � � � � Traffic Volume(vph) 106 281 18 22 343 66 8 418 23 71 429 134 Future Volume(vph) 106 281 18 22 343 66 8 418 23 71 429 134 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.99 0.98 0.99 1.00 1.00 0.85 Flt Protected 0.99 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1859 1856 1725 1805 1792 1599 Flt Permitted 0.67 0.97 0.99 0.31 1.00 1.00 Satd. Flow(perm) 1257 1802 1708 596 1792 1599 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow(vph) 112 296 19 23 390 75 9 475 26 81 488 152 RTOR Reduction(vph) 0 1 0 0 5 0 0 2 0 0 0 83 Lane Group Flow(vph) 0 426 0 0 483 0 0 508 0 81 488 69 Heavy Vehicles(%) 1% 0% 0% 0% 0% 0% 0% 10% 0% 0% 6% 1% Turn Type Perm NA Perm NA Perm NA pm+pt NA Perm Protected Phases 3 7 6 5 2 Permitted Phases 3 7 6 2 2 Actuated Green, G(s) 45.1 45.1 35.9 47.9 47.9 47.9 Effective Green,g(s) 45.1 45.1 35.9 47.9 47.9 47.9 Actuated g/C Ratio 0.43 0.43 0.34 0.46 0.46 0.46 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 539 774 583 340 817 729 v/s Ratio Prot 0.01 c0.27 v/s Ratio Perm c0.34 0.27 c0.30 0.09 0.04 v/c Ratio 0.79 0.62 0.87 0.24 0.60 0.10 Uniform Delay,d1 25.9 23.4 32.4 29.7 21.3 16.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 7.7 1.6 13.4 0.4 1.2 0.1 Delay(s) 33.6 24.9 45.8 30.0 22.5 16.3 Level of Service C C D C C B Approach Delay(s) 33.6 24.9 45.8 22.1 Approach LOS C C D C Intersection Summary HCM 2000 Control Delay 30.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length(s) 105.0 Sum of lost time(s) 18.0 Intersection Capacity Utilization 106.6% ICU Level of Service G Analysis Period(min) 15 c Critical Lane Group Scenario 1 12:41 pm 03/22/2024 2025 No-Build PM Synchro 11 Report Page 1 HCM 6th TWSC 2025 No-Build PM 2: YM CA D riveway & N ew Street o4/02/2024 Intersection Int Delay,s/veh 3.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations � �' � Traffic Vol,veh/h 205 25 104 275 17 63 Future Vol,veh/h 205 25 104 275 17 63 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 58 58 58 58 58 58 Heavy Vehicles, % 5 0 0 2 0 2 Mvmt Flow 353 43 179 474 29 109 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 396 0 1207 375 Stage 1 - - - - 375 - Stage 2 - - - - 832 - Critical Hdwy - - 4.1 - 6.4 6.22 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.318 Pot Cap-1 Maneuver - - 1174 - 204 671 Stage 1 - - - - 699 - Stage 2 - - - - 431 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1174 - 162 671 Mov Cap-2 Maneuver - - - - 162 - Stage 1 - - - - 699 - Stage 2 - - - - 342 - � Approach EB WB NB HCM Control Delay,s 0 2.4 18.6 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 402 - - 1174 - HCM Lane V/C Ratio 0.343 - - 0.153 - HCM Control Delay(s) 18.6 - - 8.6 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 1.5 - - 0.5 - Scenario 1 12:41 pm 03/22/2024 2025 No-Build PM Synchro 11 Report Page 2 HCM Signalized Intersection Capacity Analysis 2025 No-Build PM 3: West Avenue & New Street o4/02/2024 � � � � Movement WBL WBR NBT NBR SBL SBT Lane Configurations � � � � � Traffic Volume(vph) 20 276 211 16 227 276 Future Volume(vph) 20 276 211 16 227 276 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 F rt 1.00 0.85 0.99 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1805 1615 1798 1805 1881 Flt Permitted 0.95 1.00 1.00 0.48 1.00 Satd. Flow(perm) 1805 1615 1798 913 1881 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow(vph) 22 303 232 18 249 303 RTOR Reduction (vph) 0 200 3 0 0 0 Lane Group Flow(vph) 22 103 247 0 249 303 Heavy Vehicles(%) 0% 0% 5% 0% 0% 1% Turn Type Prot pm+ov NA pm+pt NA Protected Phases 4 5 6 5 2 Permitted Phases 4 2 Actuated Green, G(s) 10.0 22.5 26.0 44.5 44.5 Effective Green,g(s) 10.0 22.5 26.0 44.5 44.5 Actuated g/C Ratio 0.15 0.34 0.39 0.67 0.67 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 271 692 702 778 1258 v/s Ratio Prot 0.01 c0.03 c0.14 c0.06 0.16 v/s Ratio Perm 0.04 0.15 v/c Ratio 0.08 0.15 0.35 0.32 0.24 Uniform Delay,d1 24.3 15.3 14.3 4.6 4.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.1 1.4 0.2 0.5 Delay(s) 24.4 15.4 15.7 4.9 4.8 Level of Service C 6 6 A A Approach Delay(s) 16.0 15.7 4.8 Approach LOS 6 B A Intersection Summary HCM 2000 Control Delay 10.5 HCM 2000 Level of Service 6 HCM 2000 Volume to Capacity ratio 0.32 Actuated Cycle Length(s) 66.5 Sum of lost time(s) 18.0 Intersection Capacity Utilization 52.6% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Scenario 1 12:41 pm 03/22/2024 2025 No-Build PM Synchro 11 Report Page 3 HCM Signalized Intersection Capacity Analysis 2025 Build AM 1: New Street/West Fenlon Street & NY Route 50 11/05/2024 � � � � � � � � � � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � � � � � � Traffic Volume(vph) 58 315 9 16 217 23 6 361 16 48 221 69 Future Volume(vph) 58 315 9 16 217 23 6 361 16 48 221 69 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 0.99 1.00 1.00 0.85 Flt Protected 0.99 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1844 1840 1682 1787 1696 1599 Flt Permitted 0.90 0.96 0.99 0.39 1.00 1.00 Satd. Flow(perm) 1676 1774 1674 737 1696 1599 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow(vph) 66 358 10 18 247 26 7 410 18 55 251 78 RTOR Reduction(vph) 0 1 0 0 3 0 0 1 0 0 0 40 Lane Group Flow(vph) 0 433 0 0 288 0 0 434 0 55 251 38 Heavy Vehicles(%) 2% 2% 0% 0% 2% 0% 0% 13% 0% 1% 12% 1% Turn Type Perm NA Perm NA Perm NA pm+pt NA Perm Protected Phases 3 7 6 5 2 Permitted Phases 3 7 6 2 2 Actuated Green, G(s) 31.6 31.6 30.4 42.4 42.4 42.4 Effective Green,g(s) 31.6 31.6 30.4 42.4 42.4 42.4 Actuated g/C Ratio 0.37 0.37 0.35 0.49 0.49 0.49 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 615 651 591 436 836 788 v/s Ratio Prot 0.01 c0.15 v/s Ratio Perm c0.26 0.16 c0.26 0.05 0.02 v/c Ratio 0.70 0.44 0.73 0.13 0.30 0.05 Uniform Delay,d1 23.2 20.6 24.3 19.3 13.0 11.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 3.7 0.5 4.7 0.1 0.2 0.0 Delay(s) 26.9 21.0 29.0 19.4 13.2 11.4 Level of Service C C C B B B Approach Delay(s) 26.9 21.0 29.0 13.7 Approach LOS C C C B Intersection Summary HCM 2000 Control Delay 23.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length(s) 86.0 Sum of lost time(s) 18.0 Intersection Capacity Utilization 78.3% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Scenario 1 12:41 pm 03/22/2024 2025 Build AM Synchro 11 Report Page 1 HCM 6th TWSC 2025 Build AM 2: YMCA Driveway & New Street o4/0312024 Intersection Int Delay,s/veh 6.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations � �' � Traffic Vol,veh/h 122 5 216 88 8 144 Future Vol,veh/h 122 5 216 88 8 144 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 58 58 58 58 58 58 Heavy Vehicles, % 5 0 0 2 0 2 Mvmt Flow 210 9 372 152 14 248 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 219 0 1111 215 Stage 1 - - - - 215 - Stage 2 - - - - 896 - Critical Hdwy - - 4.1 - 6.4 6.22 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.318 Pot Cap-1 Maneuver - - 1362 - 233 825 Stage 1 - - - - 826 - Stage 2 - - - - 402 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1362 - 164 825 Mov Cap-2 Maneuver - - - - 164 - Stage 1 - - - - 826 - Stage 2 - - - - 282 - � Approach EB WB NB HCM Control Delay,s 0 6.1 13.6 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 681 - - 1362 - HCM Lane V/C Ratio 0.385 - - 0.273 - HCM Control Delay(s) 13.6 - - 8.6 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 1.8 - - 1.1 - Scenario 1 12:41 pm 03/22/2024 2025 Build AM Synchro 11 Report Page 2 HCM Signalized Intersection Capacity Analysis 2025 Build AM 3: West Avenue & New Street o4/0312024 � � � � Movement WBL WBR NBT NBR SBL SBT Lane Configurations � � � � � Traffic Volume(vph) 14 196 171 8 315 149 Future Volume(vph) 14 196 171 8 315 149 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 F rt 1.00 0.85 0.99 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1805 1583 1803 1805 1863 Flt Permitted 0.95 1.00 1.00 0.51 1.00 Satd. Flow(perm) 1805 1583 1803 964 1863 Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow(vph) 16 231 201 9 371 175 RTOR Reduction (vph) 0 164 2 0 0 0 Lane Group Flow(vph) 16 67 208 0 371 175 Heavy Vehicles(%) 0% 2% 5% 0% 0% 2% Turn Type Prot pm+ov NA pm+pt NA Protected Phases 4 5 6 5 2 Permitted Phases 4 2 Actuated Green, G(s) 1.5 17.8 25.6 47.9 47.9 Effective Green,g(s) 1.5 17.8 25.6 47.9 47.9 Actuated g/C Ratio 0.02 0.29 0.42 0.78 0.78 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 44 613 751 975 1453 v/s Ratio Prot 0.01 c0.03 0.12 c0.10 0.09 v/s Ratio Perm 0.01 c0.20 v/c Ratio 0.36 0.11 0.28 0.38 0.12 Uniform Delay,d1 29.5 16.0 11.8 2.3 1.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 5.1 0.1 0.9 0.2 0.2 Delay(s) 34.5 16.1 12.7 2.5 1.8 Level of Service C 6 6 A A Approach Delay(s) 17.3 12.7 2.3 Approach LOS 6 B A Intersection Summary HCM 2000 Control Delay 8.2 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.42 Actuated Cycle Length(s) 61.4 Sum of lost time(s) 18.0 Intersection Capacity Utilization 56.6% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group Scenario 1 12:41 pm 03/22/2024 2025 Build AM Synchro 11 Report Page 3 HCM 6th TWSC 2025 Build AM 4: N ew Street & S ite D riveway o4/�s/2o24 Intersection Int Delay,s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations �' � � Traffic Vol,veh/h 2 264 290 2 7 5 Future Vol,veh/h 2 264 290 2 7 5 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage,# - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 2 287 315 2 8 5 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 317 0 - 0 607 316 Stage 1 - - - - 316 - Stage 2 - - - - 291 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1243 - - - 460 724 Stage 1 - - - - 739 - Stage 2 - - - - 759 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1243 - - - 459 724 Mov Cap-2 Maneuver - - - - 459 - Stage 1 - - - - 738 - Stage 2 - - - - 759 - � Approach EB WB SB HCM Control Delay,s 0.1 0 11.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn 1 Capacity(veh/h) 1243 - - - 542 HCM Lane V/C Ratio 0.002 - - - 0.024 HCM Control Delay(s) 7.9 0 - - 11.8 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1 Scenario 1 12:41 pm 03/22/2024 2025 Build AM Synchro 11 Report Page 1 HCM Signalized Intersection Capacity Analysis 2025 Build PM 1: New Street/West Fenlon Street & NY Route 50 11/05/2024 � � � � � � � � � � Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations � � � � � � Traffic Volume(vph) 107 285 18 22 347 66 8 418 23 71 429 136 Future Volume(vph) 107 285 18 22 347 66 8 418 23 71 429 136 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.99 0.98 0.99 1.00 1.00 0.85 Flt Protected 0.99 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1859 1857 1725 1805 1792 1599 Flt Permitted 0.66 0.97 0.99 0.31 1.00 1.00 Satd. Flow(perm) 1251 1802 1708 596 1792 1599 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow(vph) 113 300 19 23 394 75 9 475 26 81 488 155 RTOR Reduction(vph) 0 1 0 0 5 0 0 2 0 0 0 84 Lane Group Flow(vph) 0 431 0 0 487 0 0 508 0 81 488 71 Heavy Vehicles(%) 1% 0% 0% 0% 0% 0% 0% 10% 0% 0% 6% 1% Turn Type Perm NA Perm NA Perm NA pm+pt NA Perm Protected Phases 3 7 6 5 2 Permitted Phases 3 7 6 2 2 Actuated Green, G(s) 45.1 45.1 35.9 47.9 47.9 47.9 Effective Green,g(s) 45.1 45.1 35.9 47.9 47.9 47.9 Actuated g/C Ratio 0.43 0.43 0.34 0.46 0.46 0.46 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 537 774 583 340 817 729 v/s Ratio Prot 0.01 c0.27 v/s Ratio Perm c0.34 0.27 c0.30 0.09 0.04 v/c Ratio 0.80 0.63 0.87 0.24 0.60 0.10 Uniform Delay,d1 26.1 23.4 32.4 29.7 21.3 16.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 8.4 1.6 13.4 0.4 1.2 0.1 Delay(s) 34.5 25.0 45.8 30.0 22.5 16.3 Level of Service C C D C C B Approach Delay(s) 34.5 25.0 45.8 22.0 Approach LOS C C D C Intersection Summary HCM 2000 Control Delay 30.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length(s) 105.0 Sum of lost time(s) 18.0 Intersection Capacity Utilization 107.1% ICU Level of Service G Analysis Period(min) 15 c Critical Lane Group Scenario 1 12:41 pm 03/22/2024 2025 Build PM Synchro 11 Report Page 1 HCM 6th TWSC 2025 Build PM 2: YMCA Driveway & New Street o4/0312024 Intersection Int Delay,s/veh 3.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations � �' � Traffic Vol,veh/h 205 25 104 275 17 65 Future Vol,veh/h 205 25 104 275 17 65 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage,# 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 58 58 58 58 58 58 Heavy Vehicles, % 5 0 0 2 0 2 Mvmt Flow 353 43 179 474 29 112 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 396 0 1207 375 Stage 1 - - - - 375 - Stage 2 - - - - 832 - Critical Hdwy - - 4.1 - 6.4 6.22 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.318 Pot Cap-1 Maneuver - - 1174 - 204 671 Stage 1 - - - - 699 - Stage 2 - - - - 431 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1174 - 162 671 Mov Cap-2 Maneuver - - - - 162 - Stage 1 - - - - 699 - Stage 2 - - - - 342 - � Approach EB WB NB HCM Control Delay,s 0 2.4 18.5 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 406 - - 1174 - HCM Lane V/C Ratio 0.348 - - 0.153 - HCM Control Delay(s) 18.5 - - 8.6 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 1.5 - - 0.5 - Scenario 1 12:41 pm 03/22/2024 2025 Build PM Synchro 11 Report Page 2 HCM Signalized Intersection Capacity Analysis 2025 Build PM 3: West Avenue & New Street o4/0312024 � � � � Movement WBL WBR NBT NBR SBL SBT Lane Configurations � � � � � Traffic Volume(vph) 20 276 211 16 227 276 Future Volume(vph) 20 276 211 16 227 276 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 F rt 1.00 0.85 0.99 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1805 1615 1798 1805 1881 Flt Permitted 0.95 1.00 1.00 0.48 1.00 Satd. Flow(perm) 1805 1615 1798 913 1881 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow(vph) 22 303 232 18 249 303 RTOR Reduction (vph) 0 200 3 0 0 0 Lane Group Flow(vph) 22 103 247 0 249 303 Heavy Vehicles(%) 0% 0% 5% 0% 0% 1% Turn Type Prot pm+ov NA pm+pt NA Protected Phases 4 5 6 5 2 Permitted Phases 4 2 Actuated Green, G(s) 10.0 22.5 26.0 44.5 44.5 Effective Green,g(s) 10.0 22.5 26.0 44.5 44.5 Actuated g/C Ratio 0.15 0.34 0.39 0.67 0.67 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 271 692 702 778 1258 v/s Ratio Prot 0.01 c0.03 c0.14 c0.06 0.16 v/s Ratio Perm 0.04 0.15 v/c Ratio 0.08 0.15 0.35 0.32 0.24 Uniform Delay,d1 24.3 15.3 14.3 4.6 4.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.1 1.4 0.2 0.5 Delay(s) 24.4 15.4 15.7 4.9 4.8 Level of Service C 6 6 A A Approach Delay(s) 16.0 15.7 4.8 Approach LOS 6 B A Intersection Summary HCM 2000 Control Delay 10.5 HCM 2000 Level of Service 6 HCM 2000 Volume to Capacity ratio 0.32 Actuated Cycle Length(s) 66.5 Sum of lost time(s) 18.0 Intersection Capacity Utilization 52.6% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Scenario 1 12:41 pm 03/22/2024 2025 Build PM Synchro 11 Report Page 3 HCM 6th TWSC 2025 Build PM 4: N ew Street & S ite D riveway o4/�s/2o24 Intersection Int Delay,s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations �' � � Traffic Vol,veh/h 6 266 471 6 5 4 Future Vol,veh/h 6 266 471 6 5 4 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage,# - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 7 289 512 7 5 4 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 519 0 - 0 819 516 Stage 1 - - - - 516 - Stage 2 - - - - 303 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1047 - - - 345 559 Stage 1 - - - - 599 - Stage 2 - - - - 749 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1047 - - - 342 559 Mov Cap-2 Maneuver - - - - 342 - Stage 1 - - - - 594 - Stage 2 - - - - 749 - � Approach EB WB SB HCM Control Delay,s 0.2 0 13.9 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn 1 Capacity(veh/h) 1047 - - - 413 HCM Lane V/C Ratio 0.006 - - - 0.024 HCM Control Delay(s) 8.5 0 - - 13.9 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1 Scenario 1 12:41 pm 03/22/2024 2025 Build PM Synchro 11 Report Page 1 � � ,' 4 NYSDOT Crash Data � DETAILS OF CRASH HISTORY FOR LOCATION (AS SHOWN ON COLLISION DIAGRAM) DIAGRAM NO. 1 SHEET 1 OF 2 - - P.I.N. ROUTE NO.OR STREET NAME COUNTY Saratoga OR IDENT. CASE NO. �TOWN New Street FILE 1 �CITY AT INTERSECTION WITH/OR BETWEEN BY CKD �VILLAGE OF Saratoga Springs West Avenue and Ballston Avenue(NY Route 50) DATE 3/27/2024 TIME PERIOD ENVIRONMENTAL LIGHT CONDITIONS ROADWAY CHARACTER ROADWAY SURFACE CONDITION WEATHER Use codes from MV 104 1.DAYLIGHT 1.STRAIGHT AND LEVEL 1.DRY 1.CLEAR 2.CLOUDY NUMBER FROM (shown on right)for these categories 2.DAWN 2.STRAIGHT AND GRADE 2.WET 3.RAIN 4.SNOW 9��I�ZOZO 4 O O O O O 3.DUSK 3.STRAIGHT AT HILLCREST 3.MUDDY 5.SLEET/HAIUFREEZING RAIN OF 4.DARK RD.LIGHTED 4.CURVE AND LEVEL 4.SNOW/ICE 6.FOG/SMOG/SMOKE W 5.DARK ROAD UNLIGHTED 5.CURVE AND GRADE 5.SLUSH 10.OTHER MONTHS TQ J LL 6.OTHER 6.CURVE AT HILLCREST 10.OTHER 36 8/31/2023 = z W � �p For Apparent Contributing Factors,use codes from MV 104 Police Report > � ° a v a o W APPARENT O O O ° � =z a a a z a CONTRIBUTING 11 RM NO. DATE TIME z � �� °�� °�° � FACTORS DESCRIPTION 1 9/28/2020 10:39 2 PDO 1 1 2 3 �7 V1 SB ON BALLSTON AVE DISREGARDED THE STOP LIGHT COLLIDING WITH V2 TRAVELING WB THROUGH THE INTERSECTION. 2 10/2/2020 09:40 2 PDO 1 1 2 3 9 V1 WB ON CONGRESS AVE REAR ENDED V2 PREPARING TO MAKE A RIGHT TURN ONTO WEST AVENUE. 3 10/10/2020 10:55 2 PDO 1 1 1 1 9 V1 EB ON NEW STREET REAR ENDED V2 STOPPED IN TRAFFIC. 4 11/21/2020 12:32 3 PDO 1 1 1 1 9 V1 WB ON WEST FENLON STREET REAR ENDED V3 CAUSING V3 TO REAR END V2. 5 12/18/2020 09:28 2 PDO 1 1 4 1 66 V2 SB ON BALLSTON AVE REAR ENDED V1 DUE TO SNOW COVERED ICY ROADS. 6 4/27/2021 08:25 1 PDO 1 1 1 2 4 5 V1 NB ON WEST AVE DROVE OFF THE ROAD HITTING A MAIL BOX AND CITY LIGHT POST. 7 9/25/2021 23:26 1 PI 5 1 2 3 X V1 SB ON BALLSTON AVE STOPPED AT THE RED LIGHT WAS REAR ENDED BY UNKNOWN V2 WHO FLED THE SCENE. 8 11/23/2021 15:35 2 PDO 5 1 1 '� 7 V1 WB ON NEW STREET WAS STRUCK BY V2 MAKING A LEFT OUT OF AN ADJACENT PARKING LOT FAILING TO YIELD THE RIGHT OF WAY ENTERING THE ROADWAY. 9 11/2/2021 12:14 2 PDO 1 1 1 2 60 V2 WB ON NEW STREET HAD A TRAILER THAT STRUCK V2 IN THE OPPOSITE TRAVEL LANE. 10 2/6/2022 00:11 3 PDO 4 1 2 2 2 17 V1 NB ON BALLSTON AVE STRUCK V2 STOPPED AT THE RED LIGHT CAUSING V2 TO REAR END V3. 11 2/7/2022 11:57 2 PI 1 1 2 2 4 7 V1 SB ON BALLSTON AVE MADE A LEFT TURN ONTO WEST FENLON STREET AND FAILED TO YIELD THE RIGHT OF WAY TO V2 CAUSING A MAJOR HEAD ON COLLISION. 12 2/12/2022 17:54 2 PDO 4 1 1 '� 3 V1 BACKED UP ONTO CONGRESS AVE STRIKING V2 PARKED ON CONGRESS AVE DELIVERING PACKAGES. 13 3/5/2022 21:18 2 PDO 5 1 1 '� 7 V1 WB WAS MAKING A LEFT TURN FROM WEST FENLON STREET FAILING TO YIELD THE RIGHT OF WAY AND STRUCK V2. 14 4/26/2022 12:20 2 PDO 1 1 1 2 4 V1 WB ON CONGRESS AVE REAR ENDED V2 STOPPED AT THE RED LIGHT. 15 5/18/2022 08:21 2 PDO 1 1 1 � 4 V1 WB ON CONGRESS AVE WHILE DISTRACTED REAR ENDED V2 TRAVELING WB ON NEW STREET. 16 9/7/2022 17:28 2 PDO 1 1 1 � 9 V1 WB ON CONGRESS AVE STRUCK V2 ATTEMPTING TO MAKE A RIGHT TURN ON CONGRESS AVE. 17 9/11/2022 18:27 2 PI 3 1 1 2 4 29 V1 NB ON WEST AVE REAR ENDED V2 STOPPED AT THE RED LIGHT. 18 11/22/2022 20:24 2 PDO 4 1 1 '� 7 V1 WB ON WEST FENLON STREET FAILED TO YIELD THE RIGHT OF WAY MAKING A LEFT TURN ONTO BALLSTON AVE STRIKING V2 TRAVELING EB. 19 11/23/2022 14:40 2 PDO 1 1 1 2 4 17 V1 SB ON BALLSTON AVE FAILED TO OBEY THE RED LIGHT COLLIDING WITH V2 TRAVELING WB ON WEST FENLON STREET. 20 2/5/2023 12:37 2 PDO 1 1 1 1 9 V1 WB ON WEST FENLON STREET REAR ENDED V2 STOPPED AT THE RED LIGHT. DETAILS OF CRASH HISTORY FOR LOCATION (AS SHOWN ON COLLISION DIAGRAM) DIAGRAM NO. 1 SHEET 2 OF 2 - - P.I.N. ROUTE NO.OR STREET NAME COUNTY Saratoga OR IDENT. CASE NO. �TOWN New Street FILE 1 ❑X CITY AT INTERSECTION WITH/OR BETWEEN BY CKD �VILLAGE OF Saratoga Springs West Avenue and Ballston Avenue(NY Route 50) DATE 3/27/2024 TIME PERIOD ENVIRONMENTAL LIGHT CONDITIONS ROADWAY CHARACTER ROADWAY SURFACE CONDITION WEATHER Use codes from MV 104 1.DAYLIGHT 1.STRAIGHT AND LEVEL 1.DRY 1.CLEAR 2.CLOUDY NUMBER FROM (shown on right)for these categories 2.DAWN 2.STRAIGHT AND GRADE 2.WET 3.RAIN 4.SNOW 9��I�ZOZO 4 O O O O O 3.DUSK 3.STRAIGHT AT HILLCREST 3.MUDDY 5.SLEET/HAIUFREEZING RAIN OF 4.DARK RD.LIGHTED 4.CURVE AND LEVEL 4.SNOW/ICE 6.FOG/SMOG/SMOKE W 5.DARK ROAD UNLIGHTED 5.CURVE AND GRADE 5.SLUSH 10.OTHER MONTHS TQ J LL 6.OTHER 6.CURVE AT HILLCREST 10.OTHER 36 8/31/2023 = z W � �p For Apparent Contributing Factors,use codes from MV 104 Police Report > � ° a v a o W APPARENT O O O ° � =z a a a z a CONTRIBUTING 11 RM NO. DATE TIME z � �� °�� °�° � FACTORS DESCRIPTION 21 2/6/2023 11:12 2 PDO 1 1 1 1 4 9 V1 NB ON BALLSTON AVE REAR ENDED V2 STOPPED AT THE RED LIGHT. 22 3/23/2023 07:41 2 PDO 1 1 1 2 4 V2 NB ON WEST AVE WAS STRUCK BY V1 WHO FAILED TO YIELD THE RIGHT OF WAY TAKING A RIGHT TURN ONTO WEST AVE. 23 6/27/2023 17:40 2 PDO 1 1 1 1 9 V1 EB ON NEW STREET REAR ENDED V2 EB IN TRAFFIC. 24 7/12/2023 14:31 2 PDO 1 1 1 2 4 9 V1 EB ON NEW STREET REAR ENDED V2 EB STOPPED AT THE RED LIGHT. 25 7/21/2023 08:45 3 PDO 1 1 1 1 9 V1 EB ON NEW STREET REAR ENDED V2 WHICH CAUSED V2 TO REAR END V3. 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 CRASH SUMMARY SHEET MUNICIPALITY: Saratoga Springs COUNTY: Saratoga LOCATION: New Street HSI#: 1-6-0003 TIME PERIOD: 9/1/2020 TO 8/31/2023 NO. OF MONTHS: 36 Crash Type No. of Crashes Pavement No of Crashes D ry 19 Right Angle 4 Wet 5 Rear End 14 Muddy 0 Overtaking 0 Snow/Ice/Slush 1 Left Turn 3 Other 0 Parked Vehicle 0 Pedestrian 0 TOTAL 25 Bicycle 0 Side Swipe 2 Head-On 1 Animal 0 Weather No of Crashes Fixed Object 1 Clear 13 w/Utility Poles Cloudy 9 w/Guide Rail Rain 3 w/Sign Posts Snow 0 w/Tree Sleet/Hail/Freezing Rain 0 w/Ditch-Embank. Fog/Smog/Smoke 0 w/Other 1 Other 0 TOTAL 25 TOTAL 25 Liqht Conditions No. of Crashes Crash Severitv No. of Crashes Day 18 Dawn/Dusk 1 Fatal 0 Night(unlighted) 3 Personal Injury 3 Night(lighted) 3 Property Damage Only 22 Other 0 Non-Reportable 0 TOTAL 25 TOTAL 25 DATE: 3/27/2024 1 OF 1 En+�ineerirtg �nd � '�� L�nd aur�re in P.�C. . �' '�� CASE NO. MUNICIPALITY: Saratoga Springs COUNTY: Saratoga INTERSECTION: New Street AT Ballston Avenue /West Fenlon Street FILE: 1 PERIOD: 3 YRS 0 MTHS FROM: 9/1/2020 TO 8/31/2023 BY: CKD � D r r � � O z Op � 5 rn z c rn 19 1 11 O O - 13 18 9 �1 25 24 23 3 NEW STREET WEST FENLON STREET vo r 10 r (f� 21 � � Z C rn z c rn SYMBOLS MANNER OF COLLISION Moving Vehicle E —P- - Pedestrian Rear-end Head-on FM— Motorcycle F B— Bicycle — Out of control � Left-turn Backing Vehicle ❑ Fixed Object Stopped Vehicle Q Personal Injury Skidding Right-angle Overturned Side-swipe � Parked Vehicle � Fatal Injury Side-swipe same direction Overtake DATE: 3/27/2024 1 OF 1 Engineering �nd � �� L�nd Sur�e irt P.C. �' �� CASE NO. MUNICIPALITY: Saratoga Springs COUNTY: Saratoga INTERSECTION: Congress Avenue AT Gillman Avenue FILE: � PERIOD: 3 YRS 0 MTHS FROM: 9/1/2020 TO 8/31/2023 BY: CKD CONGRESS AVENUE 15 � r � D z < rn z c rn SYMBOLS MANNER OF COLLISION Moving Vehicle E —P- - Pedestrian Rear-end Head-on FM— Motorcycle F B— Bicycle — Out of control � Left-turn Backing Vehicle ❑ Fixed Object Stopped Vehicle Q Personal Injury Skidding Right-angle Overturned � Parked Vehicle � Fatal Injury Side-swipe Overtake DATE: 3/27/2024 1 OF 1 Engine�ring a�nd � �� L�nd �ur�re in P.�. . � '�� CASE NO. MUNICIPALITY: Saratoga Springs COUNTY: Saratoga INTERSECTION: Congress Avenue AT West Avenue FILE: � PERIOD: 3 YRS 0 MTHS FROM: 9/1/2020 TO 8/31/2023 BY: CKD CONGRESS AVENUE 12 2 14 16 22 � � rn � � < rn z c rn 17 ❑ ❑ 6 SYMBOLS MANNER OF COLLISION Moving Vehicle E —P- - Pedestrian Rear-end Head-on FM— Motorcycle F B— Bicycle — Out of control � Left-turn Backing Vehicle ❑ Fixed Object Stopped Vehicle Q Personal Injury Skidding Right-angle Overturned � Parked Vehicle � Fatal Injury Side-swipe Overtake