Documents

correspondence 82 pages

Also attached to this agenda item: .01 1 Half Moon Bay Drive - Cover Letter .02 1 Half Moon Bay Drive - Petition for Zoning Text Amendment 1 Half Moon Bay Drive Jul 18 FINAL Exhibit A - Location Map Exhibit B - Aerial Map Exhibit C - Zoning Map Exhibit D - Local Law 14 of 2022 Exhibit E - EAF Exhibit F - Coastal Assessment Form Exhibit G - Public School Children Analysis Exhibit H - Economic and Fiscal Impacts Assessment Exhibit J - Local Law

TRAFFIC IMPACT STUDY Proposed Mid-Rise Residential 1 Half Moon Bay Drive Croton-on-Hudson, NY Prepared for 1 HMB Property Owner, LLC 595 Madison Avenue, Suite 1903 New York, NY 10022 Prepared by DTS Provident Design Engineering, LLP 1 North Broadway White Plains, New York July 9, 2024 DTS Provident Project No. 1027 TABLE OF CONTENTS SECTION DESCRIPTION PAGE SECTION 1 – EXECUTIVE SUMMARY ................................................................................................................ 1 1.0 PROJECT DESCRIPTION .......................................................................................................................... 1 1.1 FINDINGS ................................................................................................................................................... 2 1.2 RECOMMENDATIONS ............................................................................................................................. 3 1.3 CONCLUSIONS ......................................................................................................................................... 4 SECTION 2 – TRAFFIC CONDITIONS AND PROJECTIONS ........................................................................... 5 2.0 STUDY METHODOLOGY ........................................................................................................................ 5 2.1 DESCRIPTION OF EXISTING ROADWAY NETWORK ........................................................................ 6 2.2 2023 EXISTING TRAFFIC VOLUMES ..................................................................................................... 7 2.3 2026 NO-BUILD TRAFFIC VOLUMES .................................................................................................... 8 2.4 SITE-GENERATED TRAFFIC VOLUMES............................................................................................... 9 2.5 ARRIVAL/DEPARTURE DISTRIBUTION ............................................................................................ 10 2.6 2026 BUILD TRAFFIC VOLUMES ......................................................................................................... 10 SECTION 3 – ANALYSIS ........................................................................................................................................ 11 3.0 DESCRIPTION OF ANALYSIS ............................................................................................................... 11 3.1 LOCATION NO. 1 – CROTON EXPY SOUTHBOUND RAMP & MUNICIPAL PLACE ..................... 12 3.2 LOCATION NO. 2 – CROTON EXPY NORTHBOUND RAMP & MUNICIPAL PLACE ..................... 13 3.3 LOCATION NO. 3 – SOUTH RIVERSIDE AVENUE AND MUNICIPAL PLACE ............................... 14 3.4 LOCATION NO. 4 – SOUTH RIVERSIDE AVENUE AND MUNICIPAL PLACE ............................... 15 SECTION 4 –CONCLUSIONS ................................................................................................................................ 16 4.0 CONCLUSIONS ....................................................................................................................................... 16 APPENDICES APPENDIX A LEVEL OF SERVICE STANDARDS APPENDIX B FIGURES APPENDIX C LEVEL OF SERVICE TABLES APPENDIX D CAPACITY ANALYSES APPENDIX E ACCIDENT DATA SUMMARY Traffic Impact Study Village of Croton-on-Hudson, New York DTS Provident Design Engineering, LLP Page No. 1 Job No. 1027 July 9, 2024 SECTION 1 – EXECUTIVE SUMMARY 1.0 PROJECT DESCRIPTION The Applicant proposes to redevelop an existing Warehouse use with a multi-family housing building at 1 Half Moon Drive in the village of Croton-on-Hudson, Westchester County, New York. The proposed Project will consist of a total of 280 dwelling units. DTS Provident Design Engineering, LLP (DTS Provident) has been retained to analyze any potential traffic impacts associated with the proposed Project and to identify roadway improvements, if required, to mitigate any adverse impact. The scope of this study was based upon our understanding of the potential traffic impacts and anticipated trip distributions. This Traffic Impact Study uses standard Traffic Engineering methodology and has been prepared to document the findings and conclusions of the analysis undertaken to measure the traffic impacts associated with the proposed Project. For the purposes of this Study, it is anticipated that the proposed Project will be completed and occupied by the Year 2026. Traffic Impact Study Village of Croton-on-Hudson, New York DTS Provident Design Engineering, LLP Page No. 2 Job No. 1027 July 9, 2024 1.1 FINDINGS Based on field observations and detailed analyses undertaken in preparation of this Traffic Impact Study, the following findings are presented: • The proposed project is provided good regional and local vehicular access via Croton Expressway State Route 9 Northbound and Southbound ramps leading onto Municipal Place for direct access to the site. • Access to the site will be provided via two unsignalized access points along Half Moon Bay Drive, as well as a gated emergency access driveway. • Based upon the Institute of Transportation Engineers’ (ITE) “Trip Generation Manual 11th Edition”, it is anticipated that the proposed Project when compared to the existing Warehouse use will generate approximately 79 and 73 additional vehicles during the Peak Weekday AM Hour and Peak Weekday PM Hour, respectively. • Table No. 1.1 below summarizes the results of the capacity analyses conducted for each intersection included in the Traffic Study. Average delay, expressed in seconds per vehicle, is listed below each Level of Service. Traffic Impact Study Village of Croton-on-Hudson, New York DTS Provident Design Engineering, LLP Page No. 3 Job No. 1027 July 9, 2024 TABLE NO. 1.1 OVERALL LEVEL OF SERVICE SUMMARY INTERSECTION PEAK WEEKDAY AM HOUR PEAK WEEKDAY PM HOUR No-Build Build No-Build Build LOS Delay LOS Delay LOS Delay LOS Delay Croton Expressway Southbound Ramp & Municipal Place c 18.6 c 19.4 b 12.5 b 12.7 Croton Expressway Northbound Ramp & Municipal Place b 11.4 b 11.5 b 11.9 b 13.7 South Riverside Avenue & Municipal Place B 17.7 B 17.6 B 17.5 B 17.4 Half Moon Bay Drive & Site Driveway a 9.2 a 9.6 a 9.7 a 10.0 NOTE: Average delay is represented in seconds per vehicle. Lowercase letters represent an unsignalized intersection. Delay of unsignalized intersections is reported as the highest delayed approach. • All analyzed intersections will continue to operate at acceptable Levels of Service with the proposed Project. Therefore, no additional roadway improvements are required as a result of the proposed Project. 1.2 RECOMMENDATIONS No additional roadway improvements are recommended at any of the study locations in conjunction with the proposed Project. Traffic Impact Study Village of Croton-on-Hudson, New York DTS Provident Design Engineering, LLP Page No. 4 Job No. 1027 July 9, 2024 1.3 CONCLUSIONS It is the considered professional opinion of DTS Provident that the additional traffic generated by the proposed Project will not have a significant impact on the adjacent roadway network. Safe and efficient traffic operations will be maintained. DTS PROVIDENT DESIGN ENGINEERING, LLP Carlito Holt, P.E., P.T.O.E. Partner https://divneytungschwalbe.sharepoint.com/sites/DTSP/Shared Documents/General/PDE Q/PROJECTS-DTSP/1027 - Monday Properties - Croton/Reports/Traffic Impact Study/1027 - TIS - Monday Properties Croton-on-Hudson July 2024.docx Traffic Impact Study Village of Croton-on-Hudson, New York DTS Provident Design Engineering, LLP Page No. 5 Job No. 1027 July 9, 2024 SECTION 2 – TRAFFIC CONDITIONS AND PROJECTIONS 2.0 STUDY METHODOLOGY DTS Provident has been retained to analyze the traffic impact associated with the proposed multi-family residential building at 1 Half Moon Bay Drive. The existing traffic volumes were collected by representatives of DTS Provident at adjacent roadways in the vicinity of the Site on November 28, 2023. The existing base traffic volumes were projected to the Design Year of 2026 utilizing a 1.5% growth rate compounded per year to which the site-generated traffic from the Project was added, resulting in the 2026 No-Build and 2026 Build Traffic Volumes respectively. Utilizing the 2026 No-Build and Build Traffic Volumes, DTS Provident performed detailed capacity analyses of the key intersections to identify the operational characteristics and to measure the traffic impact of the proposed Project on the adjacent roadway system. Based upon the results of the analysis, comparisons of the 2026 No-Build and Build conditions for the proposed Project were made. If significant impacts were experienced, mitigation was proposed. Traffic Impact Study Village of Croton-on-Hudson, New York DTS Provident Design Engineering, LLP Page No. 6 Job No. 1027 July 9, 2024 2.1 DESCRIPTION OF EXISTING ROADWAY NETWORK The following are brief descriptions of the roadways located in the vicinity of the Site: The Croton Expressway Southbound Ramp is a one-way lane that stems from the Expressway (US Route 9). Vehicles are directed to decrease their speed from the 55 mph Expressway to the village speed limit of 30 mph. There are both yellow and white edge line markings. This Ramp is under jurisdiction of the New York State Department of Transportation (NYSDOT). The Croton Expressway Northbound Ramp is a one-way lane that stems from the Expressway (US Route 9). Vehicles are directed to decrease their speed from the 55 mph Expressway to the village speed limit of 30 mph. There are both yellow and white edge line markings. This Ramp is under jurisdiction of the New York State Department of Transportation (NYSDOT). Municipal Place has two lanes in each direction between South Riverside Avenue and the Croton Expressway Southbound Ramp. One lane is left-turn only westbound approaching the Southbound Ramp and the other becomes right-turn only lane eastbound approaching South Riverside Avenue. There is road striping present with double yellow lines in the center of the roadway and white line edge marking. This road has a village speed limit of 30 mph. Municipal Place is under the local jurisdiction of the Village of Croton-on- Hudson. Traffic Impact Study Village of Croton-on-Hudson, New York DTS Provident Design Engineering, LLP Page No. 7 Job No. 1027 July 9, 2024 South Riverside Avenue (State Route 9A) is a two-way road with one lane in each direction. There is road striping present with double yellow lines in the center of the roadway and white line edge marking. This road has a speed limit of 30 mph and is under the jurisdiction of the New York State Department of Transportation (NYSDOT). 2.2 2023 EXISTING TRAFFIC VOLUMES After reviewing the potential traffic impacts and anticipated trip distributions, the following study locations were identified: 1. Croton Expressway Southbound Ramp & Municipal Place 2. Croton Expressway Northbound Ramp & Municipal Place 3. South Riverside Avenue & Municipal Place 4. Half Moon Bay Drive & Site Driveway Representatives of DTS Provident conducted turning movement traffic counts on Tuesday November 28, 2023, from 6:30 AM to 9:30 AM and 3:30 PM to 6:30 PM. Based upon the traffic counts conducted, the following Peak Roadway Hours were determined: Peak Weekday AM Roadway Hour – 7:15 AM to 8:15 AM Peak PM Weekday Roadway Hour - 4:00 PM to 5:00 PM The 2023 Existing Traffic Volumes are illustrated on Figure No. 2 in Appendix B. Traffic Impact Study Village of Croton-on-Hudson, New York DTS Provident Design Engineering, LLP Page No. 8 Job No. 1027 July 9, 2024 2.3 2026 NO-BUILD TRAFFIC VOLUMES In order to project to the future 2026 design year, a compounded annual growth rate of 1.5% per year was applied to the existing traffic volumes. The 2026 Grown Traffic Volumes are illustrated on Figure No. 3. Based upon information obtained from the NYSDOT and DTS Provident’s ATR data, this is a more than conservative growth rate. In addition to the growth rate, volumes from the following nearby adjacent developments were included in the background traffic: • 25 South Riverside • 325 South Riverside • 41-51 Maple Street The Adjacent Development Traffic Volumes are illustrated on Figure Nos. 4 through 6. These volumes were combined with the 2026 Grown Traffic Volumes to form the 2026 No-Build Traffic Volumes illustrated on Figure No. 7. It should be noted that the proposed Lot A development at the Croton-Harmon Station Parking Lot was also considered as a potential adjacent development; however, based on that project’s potential trip generation and location it would not be a major traffic generator within the proposed Project’s study area. Therefore, the background growth rate adequately accounts for the potential Lot A development. Traffic Impact Study Village of Croton-on-Hudson, New York DTS Provident Design Engineering, LLP Page No. 9 Job No. 1027 July 9, 2024 2.4 SITE-GENERATED TRAFFIC VOLUMES The ability of any roadway network to accommodate anticipated traffic volumes is measured by comparing Peak Hour Traffic Volumes to roadway capacities. Thus, it is essential to determine the hourly traffic volumes to be generated by the proposed Project and add them to the No-Build Traffic Volumes to determine the Build Traffic Volumes. The Site-generated traffic volumes attributable to the proposed Project was determined based upon the trip generation rates contained in ITE’s report entitled, “Trip Generation”, 11th Edition, utilizing Land Use Code 221 Multi-family housing (Mid-rise). These values are compared to that of Land Use Code 150 Warehousing as this is the current development on site. The estimated Site-generated traffic volumes and difference between trips of the current and proposed developments are outlined in Table No. 2.1 below. TABLE NO. 2.1 TRIP GENERATION TABLE - ITE 11th EDITION LAND USE (CODE) SIZE UNIT AM Peak Hour PM Peak Hour Enter Exit Enter Exit Existing Development Warehouse (150) 119,000 SF Proposed Development Multi-family Housing (Mid-Rise) (221) Dwelling Units Difference (Passenger Vehicles) -4 Note: Trip Generation rates based upon Institute of Transportation Engineers’ (ITE) “Trip Generation Manual”, 11th Edition Traffic Impact Study Village of Croton-on-Hudson, New York DTS Provident Design Engineering, LLP Page No. 10 Job No. 1027 July 9, 2024 2.5 ARRIVAL/DEPARTURE DISTRIBUTION The arrival/departure distribution patterns for traffic to be generated by the proposed Project were developed based upon the existing traffic volumes, potential destinations, and the existing roadway network. The resulting arrival and departure distributions are illustrated on Figure Nos. 8 and 9 in Appendix B. 2.6 2026 BUILD TRAFFIC VOLUMES The Site-generated Traffic Volumes were distributed to the roadway network in accordance with the arrival/departure distributions. The Site-generated Traffic Volumes for the proposed Project are illustrated on Figure No. 10 in Appendix B. The Site-generated Traffic Volumes for the proposed Project were combined with the 2026 No-Build Traffic Volumes to form 2026 Build Traffic Volumes illustrated on Figure No. 11 in Appendix B. Traffic Impact Study Village of Croton-on-Hudson, New York DTS Provident Design Engineering, LLP Page No. 11 Job No. 1027 July 9, 2024 SECTION 3 – ANALYSIS 3.0 DESCRIPTION OF ANALYSIS Capacity analyses were conducted at the key intersections to identify any potential traffic impact associated with the proposed Project. The following section contains a brief description of the procedure utilized in the preparation of this analysis for all the study locations listed: • Capacity analysis is a method by which traffic volumes are compared to calculated roadway and intersection capacities to evaluate future traffic conditions. The methodology utilized is described in the Highway Capacity Manual published by the Transportation Research Board. In general, the term “Level of Service” is used to provide a qualitative evaluation based on certain quantitative calculations related to empirical values. The definitions of Level of Service as contained in the Highway Capacity Manual appear in Appendix A of this Report. • In general, Level of Service A represents the best traffic operating condition. Levels of Service for signalized and unsignalized intersections are defined in terms of average delay. Delay is used as a measure of driver discomfort, frustration, efficiency, etc. Capacity analyses were performed for the key locations with the 2023 Existing, 2026 No- Build and 2026 Build Traffic Volumes utilizing Highway Capacity Software (Synchro) developed for the FHWA. The capacity analyses worksheets are contained in Appendix D of this Report. Traffic Impact Study Village of Croton-on-Hudson, New York DTS Provident Design Engineering, LLP Page No. 12 Job No. 1027 July 9, 2024 3.1 LOCATION NO. 1 – CROTON EXPY SOUTHBOUND RAMP & MUNICIPAL PLACE Existing Conditions This four-legged intersection is unsignalized and is controlled by stop signs on Half Moon Drive and the Croton Expressway Southbound Ramp approaching the intersection. Croton Expressway Southbound Ramp provides the one-way southern approach with one left-turn/through/right-turn lane. Municipal Place provides the eastern and western approaches with one left-turn only lane and one left- turn/through lane eastbound and two through lanes westbound. Capacity Analysis Capacity analyses were conducted for this location utilizing the 2023 Existing, 2026 No-Build and 2026 Build Traffic Volumes for the Peak Weekday AM and PM Hours. Due to limitations in the capacity analysis software, and to provide the most conservative analysis, the intersection was analyzed with all approaches under STOP control. The results of these analyses are shown in Table C-1 in Appendix C. As indicated in the table, acceptable Levels of Service are maintained during the Peak Weekday AM and PM Hours for the No-Build and Build conditions. As such, no improvements are required at this location as a result of the proposed Project. Traffic Impact Study Village of Croton-on-Hudson, New York DTS Provident Design Engineering, LLP Page No. 13 Job No. 1027 July 9, 2024 3.2 LOCATION NO. 2 – CROTON EXPY NORTHBOUND RAMP & MUNICIPAL PLACE Existing Conditions This four-legged intersection is unsignalized and is controlled by a stop sign on the Croton Expressway Northbound Ramp approaching the intersection. The Croton Expressway Northbound Ramp provides a one-way northern approach with one left-turn/through/right-turn lane. Municipal Place provides the eastern and western approaches with two lanes in each direction that can be utilized to turn onto the Croton Expressway Northbound Ramp. Capacity Analysis Capacity analyses were conducted for this location utilizing the 2026 Build Traffic Volumes for the Peak Weekday AM and PM Hours. The results of these analyses are shown in Table C-2 in Appendix C. As indicated in the table, acceptable Levels of Service are demonstrated during the Peak Weekday AM and PM Hours for the Build condition. As such, no improvements are required at this location as a result of the proposed Project. Traffic Impact Study Village of Croton-on-Hudson, New York DTS Provident Design Engineering, LLP Page No. 14 Job No. 1027 July 9, 2024 3.3 LOCATION NO. 3 – SOUTH RIVERSIDE AVENUE AND MUNICIPAL PLACE Existing Conditions This four-legged intersection is signalized and controlled by traffic lights. South Riverside Avenue provides the northern and southern approaches with one left- turn/through/right-turn lane in each direction. Municipal Place provides the eastern and western approaches. Eastbound traffic has one left-turn/through/right-turn lane. Westbound traffic has a left-turn/through lane and a right-turn only lane. Capacity Analysis Capacity analyses were conducted for this location utilizing the 2026 Build Traffic Volumes for the Peak Weekday AM and PM Hours. The results of these analyses are shown in Table C-3 in Appendix C. As indicated in the table, acceptable Levels of Service are demonstrated during the Peak Weekday AM and PM Hours for the Build condition. As such, no improvements are required at this location as a result of the proposed Project. Traffic Impact Study Village of Croton-on-Hudson, New York DTS Provident Design Engineering, LLP Page No. 15 Job No. 1027 July 9, 2024 3.4 LOCATION NO. 4 – SOUTH RIVERSIDE AVENUE AND MUNICIPAL PLACE Existing Conditions This three-legged intersection is controlled by a stop sign on the Site Driveway. Municipal Place turns into Half Moon Bay Drive in the Eastbound direction of the intersection. Half Moon Bay Drive has one through lane per direction and gives access to the Site Driveway. Capacity Analysis Capacity analyses were conducted for this location utilizing the 2026 Build Traffic Volumes for the Peak Weekday AM and PM Hours. The results of these analyses are shown in Table C-4 in Appendix C. As indicated in the table, acceptable Levels of Service are demonstrated during the Peak Weekday AM and PM Hours for the Build condition. As such, no improvements are required at this location as a result of the proposed Project. Traffic Impact Study Village of Croton-on-Hudson, New York DTS Provident Design Engineering, LLP Page No. 16 Job No. 1027 July 9, 2024 SECTION 4 –CONCLUSIONS 4.0 CONCLUSIONS It is the considered professional opinion of DTS Provident that the traffic volumes associated with the proposed Project will not have an adverse impact upon the adjacent roadway network. Safe and efficient traffic operating conditions will be provided for through traffic as well as traffic destined to and from the Site. No additional infrastructure improvements are required in conjunction with the proposed Project other than construction of the Site Driveways. https://divneytungschwalbe.sharepoint.com/sites/DTSP/Shared Documents/General/PDE Q/PROJECTS-DTSP/1027 - Monday Properties - Croton/Reports/Traffic Impact Study/1027 - TIS - Monday Properties Croton-on-Hudson July 2024.docx APPENDIX A LEVEL OF SERVICE STANDARDS 1. LEVEL OF SERVICE CONCEPT The Highway Capacity Manual, published by the Transportation Research Board of the U.S. Government, established a system by which highway facilities are examined for their adequacy to handle traffic volumes. The terminology "Level of Service" is used to provide a "qualitative" evaluation based on certain "quantitative" calculations which are related to empirical values. Intersection Capacity, Delay and resultant Levels of Service are dependent upon a number of factors, including the following: • Area Type • Intersection geometrics • Traffic volumes • Parking conditions • Pedestrian activity • Vehicle Mix • Bus Stop location and activity • Peak Hour Factor • Traffic Signal operation, if applicable Ramp and weaving area Densities and resultant Levels of Service are dependent upon a number of factors, including the following: • Number of lanes • Configuration of weaving area • Length of acceleration/deceleration lanes • Vehicle speeds • Traffic volumes • Vehicle Mix • Peak Hour Factor FACTORS SIGNALIZED INTERSECTIONS Level of Service for Signalized Intersections is defined in terms of Delay, which is a measure of driver discomfort, frustration, fuel consumption, and loss of travel time. Specifically, Level of Service criteria are stated in terms of the Average Control Delay per vehicle for the peak 15-minute period within the hour analyzed. Delay is a complex measure and is dependent upon a number of variables, including: • Cycle length • Ratio of Green time to Cycle length (G/C) • Ratio of Volume to Capacity (V/C) for lane group or approach • Traffic signal progression UNSIGNALIZED INTERSECTIONS Level of Service for Unsignalized Intersections is also defined in terms of Delay. The amount of Delay is based upon the availability of "gaps" in the mainline traffic stream and the acceptance of these gaps by motorists waiting on the side street to enter the main street traffic flow. RAMP AND RAMP JUNCTIONS Level of Service for ramp freeway junctions and the ramp proper are defined in terms of Density (passenger cars per mile per lane). Density is related to the traffic flow in the area of influence. WEAVING AREAS Level of Service for weaving areas is defined in terms of Density (passenger cars per mile per lane). Density is based on the ratio of weaving vehicles to non-weaving vehicles and on vehicle speeds in the weaving area of influence CRITERIA The criteria for the various Level of Service designations are as follows: SIGNALIZED UNSIGNALIZED LEVEL OF SERVICE Average Control Delay per Vehicle (Seconds) Average Control Delay per Vehicle (Seconds) A 10.0 or less 10.0 or less B 10.1 to 20.0 10.1 to 15.0 C 20.1 to 35.0 15.1 to 25.0 D 35.1 to 55.0 25.1 to 35.0 E 55.1 to 80.0 35.1 to 50.0 F 80.1 or greater 50.1 or greater Level of Service Ramp-Freeway Junction Ramp Proper Weaving Areas Maximum Density pc/mi/ln Density Range pc/mi/ln Maximum Density pc/mi/ln Freeway Weaving Area Multi-lane + C-D Weaving Area A <10 <11 <10 <12 B >10 - 20 >11 – 18 >10 - 20 >12 - 24 C >20 - 28 >18 – 26 > 20 - 28 >24 - 32 D >28 - 35 >26 – 35 >28 - 35 >32 - 36 E >35 >35 – 45 >35 - 43 >36 - 40 F Demand exceeds capacity >45 >43 >40 DESCRIPTION The following is a brief description of each of the six Level of Service designations as defined by the Highway Capacity Manual: SIGNALIZED INTERSECTIONS LEVEL OF SERVICE A Average Control Delay - 10.0 secs. or less Describes operations with very low delay. Occurs when progression is extremely favorable and most vehicles arrive during the Green Phase and do not stop at all. Short cycle lengths may also contribute to low delay. LEVEL OF SERVICE B Average Control Delay - 10.1 to 20.0 secs. Generally occurs with good progression and/or short cycle lengths. More vehicles stop than for Level of Service A, causing higher levels of average delay. LEVEL OF SERVICE C Average Control Delay - 20.1 to 35.0 secs. Higher delays may result from fair progression and/or longer cycle lengths. Individual cycle failures may begin to appear at this Level of Service. The number of vehicles stopping is significant, although many still pass through the intersection without stopping. LEVEL OF SERVICE D Average Control Delay - 35.1 to 55.0 secs. The influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high Volume/Capacity (V/C) Ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable. LEVEL OF SERVICE E Average Control Delay - 55.1 to 80.0 secs. The limit of acceptable delay. Higher delay values generally indicate poor progression, long cycle lengths, and high V/C Ratios. Individual cycle failures are frequent occurrences. LEVEL OF SERVICE F Average Control Delay - in excess of 80.0 secs. Unacceptable to most drivers. Occurs with oversaturation, i.e., arrival flow rates exceed the capacity of the intersection. May also occur at high V/C Ratios below 1.0 with many individual cycle failures. Poor progression and long cycle lengths may also be major contributing factors. UNSIGNALIZED INTERSECTIONS LEVEL OF SERVICE A Average Control Delay - 10.0 secs. or less Operations with little or no delay to minor turning movements. LEVEL OF SERVICE B Average Control Delay - 10.1 to 15.0 secs. Operations with short delays on minor turning movements. LEVEL OF SERVICE C Average Control Delay - 15.1 to 25.0 secs. Operations with average delays on minor turning movements. LEVEL OF SERVICE D Average Control Delay - 25.1 to 35.0 secs. Operations with some delays on minor turning movements. LEVEL OF SERVICE E Average Control Delay - 35.1 to 50.0 secs. Operations with long delays on minor turning movements. LEVEL OF SERVICE F Average Control Delay - In excess of 50.0 secs. Operations where demand exceeds capacity. Very long delays with queuing may be experienced on the minor street approach. RAMPS AND RAMP JUNCTIONS LEVEL OF SERVICE A Maximum Density - 10 pc/mi/ln Unrestricted operations with no noticeable turbulence in the ramp influence area. LEVEL OF SERVICE B Maximum Density - 20 pc/mi/ln Minimal levels of turbulence exist and speeds of vehicles in the influence area begin to decline. LEVEL OF SERVICE C Maximum Density - 28 pc/mi/ln Level of turbulence becomes noticeable as average speed within the influence area declines. Driving conditions are still relatively comfortable at this level. LEVEL OF SERVICE D Maximum Density - 35 pc/mi/ln . Turbulence levels become intrusive. Queues may form on some high volume on-ramps but freeway operation remains stable. LEVEL OF SERVICE E Maximum Density - >35 pc/mi/ln . Conditions approaching and reaching capacity. Speeds are reduced and turbulence of merging/diverging vehicles becomes intrusive to all vehicles in the influence area. Flow levels approach capacity limits and minor changes in demand can cause ramp and freeway queues to occur. LEVEL OF SERVICE F Maximum Density – Demand flow exceeds limits Unstable, or breakdown, operation. Approaching demand flows exceed the discharge capacity of the downstream freeway or ramp. Queues are visibly formed on the freeway and on-ramps and will continue to grow as long as the approaching demand exceeds the discharge capacity. TRAFFIC FIGURES Site Location Figure No. Project No. 1027 C:\Users\Lortega\DC\ACCDocs\DTSP\1027_ Monday Properties- Croton\Project Files\PDE\Traffic\1027 TrafficFigures June 2024.dwg 1 Half Moon Bay Drive Croton-On-Hudson, Westchester County, NY DTS Provident Design Engineering, LLP One North Broadway White Plains, NY 10601 P: 914.428.0010 F: 914.428.0017 DTS PROVIDENT u Intelligent Land Use Site Location Croton Expy Northbound Ramp Croton Expy Southbound Ramp Half Moon Bay Drive Municipal Place N Municipal Place SB Croton Expy Ramp NB Croton Expy Ramp Municipal Place South Riverside Ave NOT TO SCALE N Site Driveway Half Moon Bay Dr Figure No. Project No. 1027 C:\Users\Lortega\DC\ACCDocs\DTSP\1027_ Monday Properties- Croton\Project Files\PDE\Traffic\1027 TrafficFigures June 2024.dwg 1 Half Moon Bay Drive Croton-On-Hudson, Westchester County, NY DTS Provident Design Engineering, LLP One North Broadway White Plains, NY 10601 P: 914.428.0010 F: 914.428.0017 DTS PROVIDENT u Intelligent Land Use Existing Traffic Volumes Municipal Place SB Croton Expy Ramp NB Croton Expy Ramp Municipal Place South Riverside Ave NOT TO SCALE N Site Driveway Half Moon Bay Dr Figure No. Project No. 1027 C:\Users\Lortega\DC\ACCDocs\DTSP\1027_ Monday Properties- Croton\Project Files\PDE\Traffic\1027 TrafficFigures June 2024.dwg 1 Half Moon Bay Drive Croton-On-Hudson, Westchester County, NY DTS Provident Design Engineering, LLP One North Broadway White Plains, NY 10601 P: 914.428.0010 F: 914.428.0017 DTS PROVIDENT u Intelligent Land Use Figure No. Project No. 1027 C:\Users\Lortega\DC\ACCDocs\DTSP\1027_ Monday Properties- Croton\Project Files\PDE\Traffic\1027 TrafficFigures June 2024.dwg 1 Half Moon Bay Drive Croton-On-Hudson, Westchester County, NY DTS Provident Design Engineering, LLP One North Broadway White Plains, NY 10601 P: 914.428.0010 F: 914.428.0017 DTS PROVIDENT u Intelligent Land Use Grown Traffic Volumes Municipal Place SB Croton Expy Ramp NB Croton Expy Ramp Municipal Place South Riverside Ave NOT TO SCALE N Site Driveway Half Moon Bay Dr Figure No. Project No. 1027 C:\Users\Lortega\DC\ACCDocs\DTSP\1027_ Monday Properties- Croton\Project Files\PDE\Traffic\1027 TrafficFigures June 2024.dwg 1 Half Moon Bay Drive Croton-On-Hudson, Westchester County, NY DTS Provident Design Engineering, LLP One North Broadway White Plains, NY 10601 P: 914.428.0010 F: 914.428.0017 DTS PROVIDENT u Intelligent Land Use Adjacent Development - 25 South Riverside Municipal Place SB Croton Expy Ramp NB Croton Expy Ramp Municipal Place South Riverside Ave NOT TO SCALE N Site Driveway Half Moon Bay Dr Figure No. Project No. 1027 C:\Users\Lortega\DC\ACCDocs\DTSP\1027_ Monday Properties- Croton\Project Files\PDE\Traffic\1027 TrafficFigures June 2024.dwg 1 Half Moon Bay Drive Croton-On-Hudson, Westchester County, NY DTS Provident Design Engineering, LLP One North Broadway White Plains, NY 10601 P: 914.428.0010 F: 914.428.0017 DTS PROVIDENT u Intelligent Land Use Adjacent Development - 325 South Riverside Municipal Place SB Croton Expy Ramp NB Croton Expy Ramp Municipal Place South Riverside Ave NOT TO SCALE N Site Driveway Half Moon Bay Dr Figure No. Project No. 1027 C:\Users\Lortega\DC\ACCDocs\DTSP\1027_ Monday Properties- Croton\Project Files\PDE\Traffic\1027 TrafficFigures June 2024.dwg 1 Half Moon Bay Drive Croton-On-Hudson, Westchester County, NY DTS Provident Design Engineering, LLP One North Broadway White Plains, NY 10601 P: 914.428.0010 F: 914.428.0017 DTS PROVIDENT u Intelligent Land Use Adjacent Development - 4151 Maple Street Municipal Place SB Croton Expy Ramp NB Croton Expy Ramp Municipal Place South Riverside Ave NOT TO SCALE N Site Driveway Half Moon Bay Dr Figure No. Project No. 1027 C:\Users\Lortega\DC\ACCDocs\DTSP\1027_ Monday Properties- Croton\Project Files\PDE\Traffic\1027 TrafficFigures June 2024.dwg 1 Half Moon Bay Drive Croton-On-Hudson, Westchester County, NY DTS Provident Design Engineering, LLP One North Broadway White Plains, NY 10601 P: 914.428.0010 F: 914.428.0017 DTS PROVIDENT u Intelligent Land Use No-Build Traffic Volumes Municipal Place SB Croton Expy Ramp NB Croton Expy Ramp Municipal Place South Riverside Ave 100% 15% 75% 10% 85% 10% NOT TO SCALE N Site Driveway Half Moon Bay Dr 100% Arrival Distribution Figure No. Project No. 1027 C:\Users\Lortega\DC\ACCDocs\DTSP\1027_ Monday Properties- Croton\Project Files\PDE\Traffic\1027 TrafficFigures June 2024.dwg 1 Half Moon Bay Drive Croton-On-Hudson, Westchester County, NY DTS Provident Design Engineering, LLP One North Broadway White Plains, NY 10601 P: 914.428.0010 F: 914.428.0017 DTS PROVIDENT u Intelligent Land Use Municipal Place SB Croton Expy Ramp NB Croton Expy Ramp Municipal Place South Riverside Ave 10% 75% 15% 25% 10% NOT TO SCALE N Site Driveway Half Moon Bay Dr 100% 100% Figure No. Project No. 1027 C:\Users\Lortega\DC\ACCDocs\DTSP\1027_ Monday Properties- Croton\Project Files\PDE\Traffic\1027 TrafficFigures June 2024.dwg 1 Half Moon Bay Drive Croton-On-Hudson, Westchester County, NY DTS Provident Design Engineering, LLP One North Broadway White Plains, NY 10601 P: 914.428.0010 F: 914.428.0017 DTS PROVIDENT u Intelligent Land Use Departure Distribution Municipal Place SB Croton Expy Ramp NB Croton Expy Ramp Municipal Place South Riverside Ave NOT TO SCALE N Site Driveway Half Moon Bay Dr Site Generated Traffic Volumes Figure No. Project No. 1027 C:\Users\Lortega\DC\ACCDocs\DTSP\1027_ Monday Properties- Croton\Project Files\PDE\Traffic\1027 TrafficFigures June 2024.dwg 1 Half Moon Bay Drive Croton-On-Hudson, Westchester County, NY DTS Provident Design Engineering, LLP One North Broadway White Plains, NY 10601 P: 914.428.0010 F: 914.428.0017 DTS PROVIDENT u Intelligent Land Use Municipal Place SB Croton Expy Ramp NB Croton Expy Ramp Municipal Place South Riverside Ave NOT TO SCALE N Site Driveway Half Moon Bay Dr Build Traffic Volumes Figure No. Project No. 1027 C:\Users\Lortega\DC\ACCDocs\DTSP\1027_ Monday Properties- Croton\Project Files\PDE\Traffic\1027 TrafficFigures June 2024.dwg 1 Half Moon Bay Drive Croton-On-Hudson, Westchester County, NY DTS Provident Design Engineering, LLP One North Broadway White Plains, NY 10601 P: 914.428.0010 F: 914.428.0017 DTS PROVIDENT u Intelligent Land Use APPENDIX C LEVEL OF SERVICE SUMMARY TABLES LOS LOS LOS LOS LOS LOS DELAY (sec) DELAY (sec) DELAY (sec) DELAY (sec) DELAY (sec) DELAY (sec) b b b a b b 11.2 11.6 12.2 9.9 10.2 10.5 a a a a a a 9.0 9.1 10.0 8.6 9.0 9.2 c c c b b b 17.1 18.6 19.4 12.0 12.5 12.7 a a a a a a 8.5 8.7 8.8 8.5 8.6 9.3 c c c b b b 16.0 15.8 17.8 11.3 11.7 11.6 b b b b b b 13.9 14.8 14.9 10.4 10.7 10.8 TABLE C-1 PEAK HOUR LEVEL OF SERVICE SUMMARY TABLE Croton Expy Southbound Ramp & Municipal Place APPROACH PM PEAK HOUR EXISTING NO-BUILD BUILD AM PEAK HOUR EXISTING NO-BUILD BUILD Croton Expy Southbound Ramp SB LTR Municipal Place EB TR L INTERSECTION Overall WB T LOS LOS LOS LOS LOS LOS DELAY (sec) DELAY (sec) DELAY (sec) DELAY (sec) DELAY (sec) DELAY (sec) b b b b b b 10.8 11.4 11.5 11.4 11.9 13.7 a a a a a a 9.3 9.5 9.5 8.4 8.5 8.5 a a a a a a 0.1 0.2 0.3 0.1 0.2 0.2 a a a a a a 0.7 0.7 1.2 0.9 1.1 1.1 - - - - - - 0.0 0.0 0.0 0.0 0.0 0.0 a a a a a a 2.6 2.9 3.0 3.8 4.0 4.9 EB TABLE C-1 PEAK HOUR LEVEL OF SERVICE SUMMARY TABLE Croton Expy Northbound Ramp and Municipal Place APPROACH PM PEAK HOUR EXISTING NO-BUILD BUILD AM PEAK HOUR EXISTING NO-BUILD BUILD T WB TR INTERSECTION Municipal Place L Croton Expy Northbound Ramp NB LTR Overall LOS LOS LOS LOS LOS LOS DELAY (sec) DELAY (sec) DELAY (sec) DELAY (sec) DELAY (sec) DELAY (sec) D D D D D D 36.6 35.8 35.8 36.0 35.1 35.1 D D D C C C 36.9 35.9 35.9 32.3 31.1 31.1 A A A A A A 5.9 6.7 6.8 6.9 7.9 7.9 A A A A A A 5.1 5.8 5.8 6.0 6.8 6.8 A A A A A A 5.6 6.4 6.5 6.6 7.5 7.6 A A A A A A 6.0 6.9 6.9 6.9 8.0 8.0 B B B B B B 17.3 17.7 17.6 17.1 17.5 17.4 TABLE C-1 PEAK HOUR LEVEL OF SERVICE SUMMARY TABLE South Riverside and Municipal Place APPROACH PM PEAK HOUR EXISTING NO-BUILD BUILD AM PEAK HOUR EXISTING NO-BUILD BUILD South Riverside Ave SB TOTAL Municipal Place LT EB INTERSECTION NB TOTAL WB TOTAL R Overall LOS LOS LOS LOS LOS LOS DELAY (sec) DELAY (sec) DELAY (sec) DELAY (sec) DELAY (sec) DELAY (sec) a a a a a a 9.1 9.2 9.6 9.6 9.7 10.0 - - - - - - 0.0 0.0 0.0 0.0 0.0 0.0 - - - - - - 0.0 0.0 0.0 0.0 0.0 0.0 a a a a a a 1.0 0.7 3.9 1.4 1.4 1.5 Half Moon Bay Drive EB TR WB LT Site Driveway NB LR INTERSECTION TABLE C-1 PEAK HOUR LEVEL OF SERVICE SUMMARY TABLE Site Driveway and Half Moon Bay Drive APPROACH AM PEAK HOUR PM PEAK HOUR EXISTING NO-BUILD BUILD EXISTING NO-BUILD BUILD APPENDIX D CAPACITY ANALYSIS SHEETS HCM 7th AWSC 1: Croton Expy SB Ramp & Half Moon Bay Drive/Municipal Place 03/28/2024 Scenario 1 - Existing AM Job No. 1027_Monday Properties 2:52 pm 01/12/2024 2023 Existing Synchro 12 Report LO Intersection Intersection Delay, s/veh 13.9 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % Mvmt Flow Number of Lanes Approach EB WB SB Opposing Approach WB EB Opposing Lanes Conflicting Approach Left SB WB Conflicting Lanes Left Conflicting Approach Right SB EB Conflicting Lanes Right HCM Control Delay, s/veh 11.2 HCM LOS A C B Lane EBLn1 WBLn1 WBLn2 SBLn1 Vol Left, % 0% 100% 0% 94% Vol Thru, % 76% 0% 100% 1% Vol Right, % 24% 0% 0% 5% Sign Control Stop Stop Stop Stop Traffic Vol by Lane LT Vol Through Vol RT Vol Lane Flow Rate Geometry Grp 4a Degree of Util (X) 0.104 0.609 0.084 0.319 Departure Headway (Hd) 5.275 5.718 5.249 5.549 Convergence, Y/N Yes Yes Yes Yes Cap Service Time 3.366 3.485 3.016 3.611 HCM Lane V/C Ratio 0.106 0.61 0.084 0.321 HCM Control Delay, s/veh 17.1 8.5 11.2 HCM Lane LOS A C A B HCM 95th-tile Q 0.3 4.1 0.3 1.4 HCM 7th TWSC 2: Croton Expy NB Ramp & Municipal Place 03/27/2024 Scenario 1 - Existing AM Job No. 1027_Monday Properties 2:52 pm 01/12/2024 2023 Existing Synchro 12 Report LO Intersection Int Delay, s/veh 2.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - - - - - - - - Grade, % - - - - - - - - Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Conflicting Flow All - - - Stage 1 - - - - - - - Stage 2 - - - - - - - Critical Hdwy 4.88 - - - - - 6.9 6.5 7.02 Critical Hdwy Stg 1 - - - - - - 5.9 5.5 - Critical Hdwy Stg 2 - - - - - - 5.9 5.5 - Follow-up Hdwy 2.59 - - - - - 3.55 3.36 Pot Cap-1 Maneuver - - - Stage 1 - - - - - Stage 2 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - - - Mov Cap-2 Maneuver - - - - - - - Stage 1 - - - - - - - Stage 2 - - - - - - - Approach EB WB NB HCM Control Delay, s/v 0.69 10.79 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h) - - - HCM Lane V/C Ratio 0.26 0.017 - - - HCM Control Delay (s/veh) 10.8 9.3 0.1 - - HCM Lane LOS B A A - - HCM 95th %tile Q(veh) 0.1 - - - HCM 7th TWSC 4: Site Driveway & Half Moon Bay Drive 03/27/2024 Scenario 1 - Existing AM Job No. 1027_Monday Properties 2:52 pm 01/12/2024 2023 Existing Synchro 12 Report LO Intersection Int Delay, s/veh Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - Veh in Median Storage, # - - - Grade, % - - - Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Conflicting Flow All Stage 1 - - - - - Stage 2 - - - - - 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 - - - Stage 1 - - - - - Stage 2 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - Mov Cap-2 Maneuver - - - - - Stage 1 - - - - - Stage 2 - - - - - Approach EB WB NB HCM Control Delay, s/v 9.13 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) - - - HCM Lane V/C Ratio 0.016 - - - - HCM Control Delay (s/veh) 9.1 - - - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) - - - HCM 7th Signalized Intersection Capacity Analysis 3: S Riverside Ave & Municipal Place 03/27/2024 Scenario 1 - Existing AM Job No. 1027_Monday Properties 2:52 pm 01/12/2024 2023 Existing Synchro 12 Report LO Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q, veh Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.69 0.69 0.69 0.69 0.69 0.69 0.20 0.20 0.20 0.20 0.20 0.20 Unsig. Movement Delay Ln Grp Delay, s/veh 5.9 0.0 5.1 6.0 0.0 0.0 36.6 0.0 0.0 36.9 0.0 0.0 Ln Grp LOS A A A D D Approach Vol, veh/h Approach Delay, s/veh 5.6 6.0 36.6 36.9 Approach LOS A A D D Timer: Assigned Phs Case No 8.0 7.0 8.0 8.0 Phs Duration (G+Y+Rc), s 23.1 66.9 23.1 66.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green (Gmax), s 40.0 40.0 40.0 40.0 Max Allow Headway (MAH), s 5.6 5.0 5.4 5.3 Max Q Clear (g_c+l1), s 17.0 7.8 16.2 8.7 Green Ext Time (g_e), s 1.1 2.6 1.8 2.3 Prob of Phs Call (p_c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.00 0.00 0.00 0.00 Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h Left Lane Group Data Assigned Mvmt HCM 7th Signalized Intersection Capacity Analysis 3: S Riverside Ave & Municipal Place 03/27/2024 Scenario 1 - Existing AM Job No. 1027_Monday Properties 2:52 pm 01/12/2024 2023 Existing Synchro 12 Report LO Lane Assignment L+T+R L+T L+T+R L+T+R Lanes in Grp Grp Vol (v), veh/h Grp Sat Flow (s), veh/h/ln Q Serve Time (g_s), s 0.0 0.8 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 15.0 0.0 5.8 0.0 14.2 0.0 6.7 Perm LT Sat Flow (s_l), veh/h/ln Shared LT Sat Flow (s_sh), veh/h/ln Perm LT Eff Green (g_p), s 0.0 18.1 0.0 61.9 0.0 18.1 0.0 61.9 Perm LT Serve Time (g_u), s 0.0 3.9 0.0 55.2 0.0 3.1 0.0 56.1 Perm LT Q Serve Time (g_ps), s 0.0 0.8 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 1.8 0.0 9.1 0.0 5.0 0.0 44.4 Serve Time pre Blk (g_fs), s 0.0 1.8 0.0 5.8 0.0 5.0 0.0 6.7 Prop LT Inside Lane (P_L) 0.00 0.53 0.00 0.18 0.00 0.17 0.00 0.02 Lane Grp Cap (c), veh/h V/C Ratio (X) 0.00 0.65 0.00 0.27 0.00 0.73 0.00 0.27 Avail Cap (c_a), veh/h Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 34.2 0.0 5.3 0.0 34.3 0.0 5.4 Incr Delay (d2), s/veh 0.0 2.4 0.0 0.6 0.0 2.6 0.0 0.5 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 36.6 0.0 5.9 0.0 36.9 0.0 6.0 1st-Term Q (Q1), veh/ln 0.0 3.9 0.0 1.8 0.0 5.8 0.0 2.1 2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.2 0.0 0.3 0.0 0.2 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 4.1 0.0 2.0 0.0 6.1 0.0 2.3 %ile Storage Ratio (RQ%) 0.00 0.38 0.00 0.40 0.00 0.72 0.00 0.14 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt Lane Assignment Lanes in Grp Grp Vol (v), veh/h Grp Sat Flow (s), veh/h/ln Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Grp Cap (c), veh/h V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 HCM 7th Signalized Intersection Capacity Analysis 3: S Riverside Ave & Municipal Place 03/27/2024 Scenario 1 - Existing AM Job No. 1027_Monday Properties 2:52 pm 01/12/2024 2023 Existing Synchro 12 Report LO 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt Lane Assignment R Lanes in Grp Grp Vol (v), veh/h Grp Sat Flow (s), veh/h/ln Q Serve Time (g_s), s 0.0 0.0 0.0 2.9 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 2.9 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.05 0.00 1.00 0.00 0.47 0.00 0.14 Lane Grp Cap (c), veh/h V/C Ratio (X) 0.00 0.00 0.00 0.14 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 4.8 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 5.1 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.8 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.8 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.17 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 17.3 HCM 7th LOS B HCM 7th AWSC 1: Croton Expy SB Ramp & Half Moon Bay Drive/Municipal Place 03/28/2024 Scenario 3 - No Build AM Job No. 1027_Monday Properties 4:40 pm 01/15/2024 2026 No Build Synchro 12 Report LO Intersection Intersection Delay, s/veh 14.8 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % Mvmt Flow Number of Lanes Approach EB WB SB Opposing Approach WB EB Opposing Lanes Conflicting Approach Left SB WB Conflicting Lanes Left Conflicting Approach Right SB EB Conflicting Lanes Right HCM Control Delay, s/veh 9.1 17.1 11.6 HCM LOS A C B Lane EBLn1 WBLn1 WBLn2 SBLn1 Vol Left, % 0% 100% 0% 93% Vol Thru, % 79% 0% 100% 1% Vol Right, % 21% 0% 0% 6% Sign Control Stop Stop Stop Stop Traffic Vol by Lane LT Vol Through Vol RT Vol Lane Flow Rate Geometry Grp 4a Degree of Util (X) 0.106 0.647 0.107 0.342 Departure Headway (Hd) 5.477 5.759 5.289 5.618 Convergence, Y/N Yes Yes Yes Yes Cap Service Time 3.477 3.534 3.065 3.688 HCM Lane V/C Ratio 0.106 0.648 0.109 0.345 HCM Control Delay, s/veh 9.1 18.6 8.7 11.6 HCM Lane LOS A C A B HCM 95th-tile Q 0.4 4.7 0.4 1.5 HCM 7th TWSC 2: Croton Expy NB Ramp & Municipal Place 03/28/2024 Scenario 3 - No Build AM Job No. 1027_Monday Properties 4:40 pm 01/15/2024 2026 No Build Synchro 12 Report LO Intersection Int Delay, s/veh 2.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - - - - - - - - Grade, % - - - - - - - - Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Conflicting Flow All - - - Stage 1 - - - - - - - Stage 2 - - - - - - - Critical Hdwy 4.88 - - - - - 6.9 6.5 7.02 Critical Hdwy Stg 1 - - - - - - 5.9 5.5 - Critical Hdwy Stg 2 - - - - - - 5.9 5.5 - Follow-up Hdwy 2.59 - - - - - 3.55 3.36 Pot Cap-1 Maneuver - - - Stage 1 - - - - - Stage 2 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - - - Mov Cap-2 Maneuver - - - - - - - Stage 1 - - - - - - - Stage 2 - - - - - - - Approach EB WB NB HCM Control Delay, s/v 0.68 11.42 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h) - - - HCM Lane V/C Ratio 0.302 0.017 - - - HCM Control Delay (s/veh) 11.4 9.5 0.2 - - HCM Lane LOS B A A - - HCM 95th %tile Q(veh) 1.3 0.1 - - - HCM 7th TWSC 4: Site Driveway & Half Moon Bay Drive 03/28/2024 Scenario 3 - No Build AM Job No. 1027_Monday Properties 4:40 pm 01/15/2024 2026 No Build Synchro 12 Report LO Intersection Int Delay, s/veh 0.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - Veh in Median Storage, # - - - Grade, % - - - Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Conflicting Flow All Stage 1 - - - - - Stage 2 - - - - - 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 - - - Stage 1 - - - - - Stage 2 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - Mov Cap-2 Maneuver - - - - - Stage 1 - - - - - Stage 2 - - - - - Approach EB WB NB HCM Control Delay, s/v 9.18 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) - - - HCM Lane V/C Ratio 0.012 - - - - HCM Control Delay (s/veh) 9.2 - - - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) - - - HCM 7th Signalized Intersection Capacity Analysis 3: S Riverside Ave & Municipal Place 03/28/2024 Scenario 3 - No Build AM Job No. 1027_Monday Properties 4:40 pm 01/15/2024 2026 No Build Synchro 12 Report LO Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q, veh Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.67 0.67 0.67 0.67 0.67 0.67 0.22 0.22 0.22 0.22 0.22 0.22 Unsig. Movement Delay Ln Grp Delay, s/veh 6.7 0.0 5.8 6.9 0.0 0.0 35.8 0.0 0.0 35.9 0.0 0.0 Ln Grp LOS A A A D D Approach Vol, veh/h Approach Delay, s/veh 6.4 6.9 35.8 35.9 Approach LOS A A D D Timer: Assigned Phs Case No 8.0 7.0 8.0 8.0 Phs Duration (G+Y+Rc), s 24.8 65.2 24.8 65.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green (Gmax), s 40.0 40.0 40.0 40.0 Max Allow Headway (MAH), s 5.6 5.0 5.4 5.3 Max Q Clear (g_c+l1), s 18.6 8.6 17.5 9.8 Green Ext Time (g_e), s 1.2 2.8 2.0 2.5 Prob of Phs Call (p_c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.00 0.00 0.00 0.00 Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h Left Lane Group Data Assigned Mvmt HCM 7th Signalized Intersection Capacity Analysis 3: S Riverside Ave & Municipal Place 03/28/2024 Scenario 3 - No Build AM Job No. 1027_Monday Properties 4:40 pm 01/15/2024 2026 No Build Synchro 12 Report LO Lane Assignment L+T+R L+T L+T+R L+T+R Lanes in Grp Grp Vol (v), veh/h Grp Sat Flow (s), veh/h/ln Q Serve Time (g_s), s 0.0 1.1 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 16.6 0.0 6.6 0.0 15.5 0.0 7.8 Perm LT Sat Flow (s_l), veh/h/ln Shared LT Sat Flow (s_sh), veh/h/ln Perm LT Eff Green (g_p), s 0.0 19.8 0.0 60.2 0.0 19.8 0.0 60.2 Perm LT Serve Time (g_u), s 0.0 4.3 0.0 52.4 0.0 3.2 0.0 53.6 Perm LT Q Serve Time (g_ps), s 0.0 1.1 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 1.9 0.0 9.3 0.0 5.5 0.0 43.1 Serve Time pre Blk (g_fs), s 0.0 1.9 0.0 6.6 0.0 5.5 0.0 7.8 Prop LT Inside Lane (P_L) 0.00 0.51 0.00 0.18 0.00 0.16 0.00 0.02 Lane Grp Cap (c), veh/h V/C Ratio (X) 0.00 0.66 0.00 0.29 0.00 0.74 0.00 0.30 Avail Cap (c_a), veh/h Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 33.3 0.0 6.0 0.0 33.4 0.0 6.2 Incr Delay (d2), s/veh 0.0 2.5 0.0 0.7 0.0 2.5 0.0 0.6 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 35.8 0.0 6.7 0.0 35.9 0.0 6.9 1st-Term Q (Q1), veh/ln 0.0 4.2 0.0 2.2 0.0 6.3 0.0 2.5 2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.2 0.0 0.3 0.0 0.2 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 4.4 0.0 2.4 0.0 6.6 0.0 2.7 %ile Storage Ratio (RQ%) 0.00 0.41 0.00 0.46 0.00 0.96 0.00 0.17 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt Lane Assignment Lanes in Grp Grp Vol (v), veh/h Grp Sat Flow (s), veh/h/ln Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Grp Cap (c), veh/h V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 HCM 7th Signalized Intersection Capacity Analysis 3: S Riverside Ave & Municipal Place 03/28/2024 Scenario 3 - No Build AM Job No. 1027_Monday Properties 4:40 pm 01/15/2024 2026 No Build Synchro 12 Report LO 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt Lane Assignment R Lanes in Grp Grp Vol (v), veh/h Grp Sat Flow (s), veh/h/ln Q Serve Time (g_s), s 0.0 0.0 0.0 3.2 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 3.2 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.05 0.00 1.00 0.00 0.45 0.00 0.13 Lane Grp Cap (c), veh/h V/C Ratio (X) 0.00 0.00 0.00 0.14 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 5.5 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 5.8 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.9 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.19 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 17.7 HCM 7th LOS B HCM 7th AWSC 1: Croton Expy SB Ramp & Half Moon Bay Drive/Municipal Place 06/13/2024 Scenario 5 - Build AM Job No. 1027_Monday Properties 4:37 pm 01/16/2024 2026 Build Synchro 12 Report LO Intersection Intersection Delay, s/veh 14.9 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, % Mvmt Flow Number of Lanes Approach EB WB SB Opposing Approach WB EB Opposing Lanes Conflicting Approach Left SB WB Conflicting Lanes Left Conflicting Approach Right SB EB Conflicting Lanes Right HCM Control Delay, s/veh 17.8 12.2 HCM LOS A C B Lane EBLn1 WBLn1 WBLn2 SBLn1 Vol Left, % 0% 100% 0% 93% Vol Thru, % 49% 0% 100% 1% Vol Right, % 51% 0% 0% 6% Sign Control Stop Stop Stop Stop Traffic Vol by Lane LT Vol Through Vol RT Vol Lane Flow Rate Geometry Grp 4a Degree of Util (X) 0.233 0.658 0.104 0.359 Departure Headway (Hd) 5.33 5.972 5.501 5.894 Convergence, Y/N Yes Yes Yes Yes Cap Service Time 3.344 3.672 3.201 3.894 HCM Lane V/C Ratio 0.232 0.661 0.107 0.357 HCM Control Delay, s/veh 19.4 8.8 12.2 HCM Lane LOS A C A B HCM 95th-tile Q 0.9 4.9 0.3 1.6 HCM 7th TWSC 2: Croton Expy NB Ramp & Municipal Place 06/13/2024 Scenario 5 - Build AM Job No. 1027_Monday Properties 4:37 pm 01/16/2024 2026 Build Synchro 12 Report LO Intersection Int Delay, s/veh Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - - - - - - - - Grade, % - - - - - - - - Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Conflicting Flow All - - - Stage 1 - - - - - - - Stage 2 - - - - - - - Critical Hdwy 4.88 - - - - - 6.9 6.5 7.02 Critical Hdwy Stg 1 - - - - - - 5.9 5.5 - Critical Hdwy Stg 2 - - - - - - 5.9 5.5 - Follow-up Hdwy 2.59 - - - - - 3.55 3.36 Pot Cap-1 Maneuver - - - Stage 1 - - - - - Stage 2 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - - - Mov Cap-2 Maneuver - - - - - - - Stage 1 - - - - - - - Stage 2 - - - - - - - Approach EB WB NB HCM Control Delay, s/v 1.2 11.53 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h) - - - HCM Lane V/C Ratio 0.304 0.033 - - - HCM Control Delay (s/veh) 11.5 9.5 0.3 - - HCM Lane LOS B A A - - HCM 95th %tile Q(veh) 1.3 0.1 - - - HCM 7th TWSC 4: Site Driveway & Half Moon Bay Drive 06/13/2024 Scenario 5 - Build AM Job No. 1027_Monday Properties 4:37 pm 01/16/2024 2026 Build Synchro 12 Report LO Intersection Int Delay, s/veh 3.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - Veh in Median Storage, # - - - Grade, % - - - Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Conflicting Flow All Stage 1 - - - - - Stage 2 - - - - - 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 - - - Stage 1 - - - - - Stage 2 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - Mov Cap-2 Maneuver - - - - - Stage 1 - - - - - Stage 2 - - - - - Approach EB WB NB HCM Control Delay, s/v 9.62 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) - - - HCM Lane V/C Ratio 0.108 - - - - HCM Control Delay (s/veh) 9.6 - - - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0.4 - - - HCM 7th Signalized Intersection Capacity Analysis 3: S Riverside Ave & Municipal Place 06/13/2024 Scenario 5 - Build AM Job No. 1027_Monday Properties 4:37 pm 01/16/2024 2026 Build Synchro 12 Report LO Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q, veh Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.67 0.67 0.67 0.67 0.67 0.67 0.22 0.22 0.22 0.22 0.22 0.22 Unsig. Movement Delay Ln Grp Delay, s/veh 6.8 0.0 5.8 6.9 0.0 0.0 35.8 0.0 0.0 35.9 0.0 0.0 Ln Grp LOS A A A D D Approach Vol, veh/h Approach Delay, s/veh 6.5 6.9 35.8 35.9 Approach LOS A A D D Timer: Assigned Phs Case No 8.0 7.0 8.0 8.0 Phs Duration (G+Y+Rc), s 24.8 65.2 24.8 65.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green (Gmax), s 40.0 40.0 40.0 40.0 Max Allow Headway (MAH), s 5.6 5.0 5.4 5.3 Max Q Clear (g_c+l1), s 18.6 8.8 17.5 9.8 Green Ext Time (g_e), s 1.2 2.8 2.0 2.5 Prob of Phs Call (p_c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.00 0.00 0.00 0.00 Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h Left Lane Group Data Assigned Mvmt HCM 7th Signalized Intersection Capacity Analysis 3: S Riverside Ave & Municipal Place 06/13/2024 Scenario 5 - Build AM Job No. 1027_Monday Properties 4:37 pm 01/16/2024 2026 Build Synchro 12 Report LO Lane Assignment L+T+R L+T L+T+R L+T+R Lanes in Grp Grp Vol (v), veh/h Grp Sat Flow (s), veh/h/ln Q Serve Time (g_s), s 0.0 1.1 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 16.6 0.0 6.8 0.0 15.5 0.0 7.8 Perm LT Sat Flow (s_l), veh/h/ln Shared LT Sat Flow (s_sh), veh/h/ln Perm LT Eff Green (g_p), s 0.0 19.8 0.0 60.2 0.0 19.8 0.0 60.2 Perm LT Serve Time (g_u), s 0.0 4.3 0.0 52.4 0.0 3.2 0.0 53.3 Perm LT Q Serve Time (g_ps), s 0.0 1.1 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 1.9 0.0 9.6 0.0 5.5 0.0 43.1 Serve Time pre Blk (g_fs), s 0.0 1.9 0.0 6.8 0.0 5.5 0.0 7.8 Prop LT Inside Lane (P_L) 0.00 0.51 0.00 0.17 0.00 0.16 0.00 0.02 Lane Grp Cap (c), veh/h V/C Ratio (X) 0.00 0.66 0.00 0.30 0.00 0.74 0.00 0.30 Avail Cap (c_a), veh/h Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 33.3 0.0 6.1 0.0 33.4 0.0 6.2 Incr Delay (d2), s/veh 0.0 2.5 0.0 0.7 0.0 2.5 0.0 0.6 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 35.8 0.0 6.8 0.0 35.9 0.0 6.9 1st-Term Q (Q1), veh/ln 0.0 4.2 0.0 2.2 0.0 6.3 0.0 2.5 2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.2 0.0 0.3 0.0 0.2 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 4.4 0.0 2.4 0.0 6.6 0.0 2.7 %ile Storage Ratio (RQ%) 0.00 0.41 0.00 0.48 0.00 0.96 0.00 0.17 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt Lane Assignment Lanes in Grp Grp Vol (v), veh/h Grp Sat Flow (s), veh/h/ln Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Grp Cap (c), veh/h V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 HCM 7th Signalized Intersection Capacity Analysis 3: S Riverside Ave & Municipal Place 06/13/2024 Scenario 5 - Build AM Job No. 1027_Monday Properties 4:37 pm 01/16/2024 2026 Build Synchro 12 Report LO 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt Lane Assignment R Lanes in Grp Grp Vol (v), veh/h Grp Sat Flow (s), veh/h/ln Q Serve Time (g_s), s 0.0 0.0 0.0 3.2 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 3.2 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.05 0.00 1.00 0.00 0.45 0.00 0.13 Lane Grp Cap (c), veh/h V/C Ratio (X) 0.00 0.00 0.00 0.14 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 5.5 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 5.8 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.9 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.19 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 17.6 HCM 7th LOS B HCM 7th AWSC 1: Croton Expy SB Ramp & Half Moon Bay Drive/Municipal Place 03/27/2024 Scenario 2 - Existing PM Job No. 1027_Monday Properties 4:43 pm 01/15/2024 2023 Existing Synchro 12 Report LO Intersection Intersection Delay, s/veh 10.4 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % Mvmt Flow Number of Lanes Approach EB WB SB Opposing Approach WB EB Opposing Lanes Conflicting Approach Left SB WB Conflicting Lanes Left Conflicting Approach Right SB EB Conflicting Lanes Right HCM Control Delay, s/veh 8.6 11.3 9.9 HCM LOS A B A Lane EBLn1 WBLn1 WBLn2 SBLn1 Vol Left, % 0% 100% 0% 89% Vol Thru, % 69% 0% 100% 2% Vol Right, % 31% 0% 0% 9% Sign Control Stop Stop Stop Stop Traffic Vol by Lane LT Vol Through Vol RT Vol Lane Flow Rate Geometry Grp 4a Degree of Util (X) 0.152 0.398 0.097 0.242 Departure Headway (Hd) 4.721 5.566 5.166 5.165 Convergence, Y/N Yes Yes Yes Yes Cap Service Time 2.77 3.309 2.908 3.207 HCM Lane V/C Ratio 0.153 0.398 0.098 0.244 HCM Control Delay, s/veh 8.6 8.5 9.9 HCM Lane LOS A B A A HCM 95th-tile Q 0.5 1.9 0.3 0.9 HCM 7th TWSC 2: Croton Expy NB Ramp & Municipal Place 03/27/2024 Scenario 2 - Existing PM Job No. 1027_Monday Properties 4:43 pm 01/15/2024 2023 Existing Synchro 12 Report LO Intersection Int Delay, s/veh 3.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - - - - - - - - Grade, % - - - - - - - - Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Conflicting Flow All - - - Stage 1 - - - - - - - Stage 2 - - - - - - - Critical Hdwy 4.1 - - - - - 7.02 6.5 6.96 Critical Hdwy Stg 1 - - - - - - 6.02 5.5 - Critical Hdwy Stg 2 - - - - - - 6.02 5.5 - Follow-up Hdwy 2.2 - - - - - 3.61 3.33 Pot Cap-1 Maneuver - - - Stage 1 - - - - - Stage 2 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - - - Mov Cap-2 Maneuver - - - - - - - Stage 1 - - - - - - - Stage 2 - - - - - - - Approach EB WB NB HCM Control Delay, s/v 0.87 11.38 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h) - - - HCM Lane V/C Ratio 0.369 0.018 - - - HCM Control Delay (s/veh) 11.4 8.4 0.1 - - HCM Lane LOS B A A - - HCM 95th %tile Q(veh) 1.7 0.1 - - - HCM 7th TWSC 4: Site Driveway & Half Moon Bay Drive 03/27/2024 Scenario 2 - Existing PM Job No. 1027_Monday Properties 4:43 pm 01/15/2024 2023 Existing Synchro 12 Report LO Intersection Int Delay, s/veh 0.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - Veh in Median Storage, # - - - Grade, % - - - Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Conflicting Flow All Stage 1 - - - - - Stage 2 - - - - - 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 - - - Stage 1 - - - - - Stage 2 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - Mov Cap-2 Maneuver - - - - - Stage 1 - - - - - Stage 2 - - - - - Approach EB WB NB HCM Control Delay, s/v 9.47 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) - - - HCM Lane V/C Ratio 0.011 - - - - HCM Control Delay (s/veh) 9.5 - - - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) - - - HCM 7th Signalized Intersection Capacity Analysis 3: S Riverside Ave & Municipal Place 03/27/2024 Scenario 2 - Existing PM Job No. 1027_Monday Properties 4:43 pm 01/15/2024 2023 Existing Synchro 12 Report LO Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q, veh Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.66 0.66 0.66 0.66 0.66 0.66 0.22 0.22 0.22 0.22 0.22 0.22 Unsig. Movement Delay Ln Grp Delay, s/veh 6.9 0.0 6.0 6.9 0.0 0.0 36.0 0.0 0.0 32.3 0.0 0.0 Ln Grp LOS A A A D C Approach Vol, veh/h Approach Delay, s/veh 6.6 6.9 36.0 32.3 Approach LOS A A D C Timer: Assigned Phs Case No 8.0 7.0 8.0 8.0 Phs Duration (G+Y+Rc), s 25.2 64.8 25.2 64.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green (Gmax), s 40.0 40.0 40.0 40.0 Max Allow Headway (MAH), s 5.4 5.0 5.4 5.4 Max Q Clear (g_c+l1), s 18.6 8.6 13.1 9.4 Green Ext Time (g_e), s 1.6 2.9 1.4 2.4 Prob of Phs Call (p_c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.00 0.00 0.00 0.00 Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h Left Lane Group Data Assigned Mvmt HCM 7th Signalized Intersection Capacity Analysis 3: S Riverside Ave & Municipal Place 03/27/2024 Scenario 2 - Existing PM Job No. 1027_Monday Properties 4:43 pm 01/15/2024 2023 Existing Synchro 12 Report LO Lane Assignment L+T+R L+T L+T+R L+T+R Lanes in Grp Grp Vol (v), veh/h Grp Sat Flow (s), veh/h/ln Q Serve Time (g_s), s 0.0 5.5 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 16.6 0.0 6.6 0.0 11.1 0.0 7.4 Perm LT Sat Flow (s_l), veh/h/ln Shared LT Sat Flow (s_sh), veh/h/ln Perm LT Eff Green (g_p), s 0.0 20.2 0.0 59.8 0.0 20.2 0.0 59.8 Perm LT Serve Time (g_u), s 0.0 9.1 0.0 52.4 0.0 3.6 0.0 53.2 Perm LT Q Serve Time (g_ps), s 0.0 5.5 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 1.7 0.0 5.7 0.0 5.7 0.0 35.1 Serve Time pre Blk (g_fs), s 0.0 1.7 0.0 5.7 0.0 5.7 0.0 7.4 Prop LT Inside Lane (P_L) 0.00 0.43 0.00 0.26 0.00 0.21 0.00 0.04 Lane Grp Cap (c), veh/h V/C Ratio (X) 0.00 0.72 0.00 0.30 0.00 0.55 0.00 0.29 Avail Cap (c_a), veh/h Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 33.5 0.0 6.2 0.0 31.2 0.0 6.3 Incr Delay (d2), s/veh 0.0 2.5 0.0 0.7 0.0 1.1 0.0 0.6 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 36.0 0.0 6.9 0.0 32.3 0.0 6.9 1st-Term Q (Q1), veh/ln 0.0 5.5 0.0 2.2 0.0 4.4 0.0 2.4 2nd-Term Q (Q2), veh/ln 0.0 0.3 0.0 0.2 0.0 0.1 0.0 0.2 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 5.8 0.0 2.4 0.0 4.5 0.0 2.6 %ile Storage Ratio (RQ%) 0.00 0.54 0.00 0.47 0.00 0.52 0.00 0.16 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt Lane Assignment Lanes in Grp Grp Vol (v), veh/h Grp Sat Flow (s), veh/h/ln Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Grp Cap (c), veh/h V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 HCM 7th Signalized Intersection Capacity Analysis 3: S Riverside Ave & Municipal Place 03/27/2024 Scenario 2 - Existing PM Job No. 1027_Monday Properties 4:43 pm 01/15/2024 2023 Existing Synchro 12 Report LO 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt Lane Assignment R Lanes in Grp Grp Vol (v), veh/h Grp Sat Flow (s), veh/h/ln Q Serve Time (g_s), s 0.0 0.0 0.0 3.4 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 3.4 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.04 0.00 1.00 0.00 0.35 0.00 0.19 Lane Grp Cap (c), veh/h V/C Ratio (X) 0.00 0.00 0.00 0.15 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 5.6 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 6.0 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 1.1 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.21 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 17.1 HCM 7th LOS B HCM 7th AWSC 1: Croton Expy SB Ramp & Half Moon Bay Drive/Municipal Place 03/28/2024 Scenario 4 - No Build PM Job No. 1027_Monday Properties 12:00 am 01/17/2024 2026 No Build Synchro 12 Report LO Intersection Intersection Delay, s/veh 10.7 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % Mvmt Flow Number of Lanes Approach EB WB SB Opposing Approach WB EB Opposing Lanes Conflicting Approach Left SB WB Conflicting Lanes Left Conflicting Approach Right SB EB Conflicting Lanes Right HCM Control Delay, s/veh 11.7 10.2 HCM LOS A B B Lane EBLn1 WBLn1 WBLn2 SBLn1 Vol Left, % 0% 100% 0% 89% Vol Thru, % 62% 0% 100% 2% Vol Right, % 38% 0% 0% 10% Sign Control Stop Stop Stop Stop Traffic Vol by Lane LT Vol Through Vol RT Vol Lane Flow Rate Geometry Grp 4a Degree of Util (X) 0.194 0.424 0.109 0.264 Departure Headway (Hd) 4.742 5.633 5.233 5.273 Convergence, Y/N Yes Yes Yes Yes Cap Service Time 2.801 3.386 2.985 3.325 HCM Lane V/C Ratio 0.195 0.425 0.11 0.265 HCM Control Delay, s/veh 12.5 8.6 10.2 HCM Lane LOS A B A B HCM 95th-tile Q 0.7 2.1 0.4 1.1 HCM 7th TWSC 2: Croton Expy NB Ramp & Municipal Place 03/28/2024 Scenario 4 - No Build PM Job No. 1027_Monday Properties 12:00 am 01/17/2024 2026 No Build Synchro 12 Report LO Intersection Int Delay, s/veh Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - - - - - - - - Grade, % - - - - - - - - Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Conflicting Flow All - - - Stage 1 - - - - - - - Stage 2 - - - - - - - Critical Hdwy 4.1 - - - - - 7.02 6.5 6.96 Critical Hdwy Stg 1 - - - - - - 6.02 5.5 - Critical Hdwy Stg 2 - - - - - - 6.02 5.5 - Follow-up Hdwy 2.2 - - - - - 3.61 3.33 Pot Cap-1 Maneuver - - - Stage 1 - - - - - Stage 2 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - - - Mov Cap-2 Maneuver - - - - - - - Stage 1 - - - - - - - Stage 2 - - - - - - - Approach EB WB NB HCM Control Delay, s/v 1.05 11.86 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h) - - - HCM Lane V/C Ratio 0.401 0.024 - - - HCM Control Delay (s/veh) 11.9 8.5 0.2 - - HCM Lane LOS B A A - - HCM 95th %tile Q(veh) 0.1 - - - HCM 7th TWSC 4: Site Driveway & Half Moon Bay Drive 03/28/2024 Scenario 4 - No Build PM Job No. 1027_Monday Properties 12:00 am 01/17/2024 2026 No Build Synchro 12 Report LO Intersection Int Delay, s/veh 1.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - Veh in Median Storage, # - - - Grade, % - - - Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Conflicting Flow All Stage 1 - - - - - Stage 2 - - - - - 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 - - - Stage 1 - - - - - Stage 2 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - Mov Cap-2 Maneuver - - - - - Stage 1 - - - - - Stage 2 - - - - - Approach EB WB NB HCM Control Delay, s/v 9.67 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) - - - HCM Lane V/C Ratio 0.041 - - - - HCM Control Delay (s/veh) 9.7 - - - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0.1 - - - HCM 7th Signalized Intersection Capacity Analysis 3: S Riverside Ave & Municipal Place 03/28/2024 Scenario 4 - No Build PM Job No. 1027_Monday Properties 12:00 am 01/17/2024 2026 No Build Synchro 12 Report LO Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q, veh Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.64 0.64 0.64 0.64 0.64 0.64 0.25 0.25 0.25 0.25 0.25 0.25 Unsig. Movement Delay Ln Grp Delay, s/veh 7.9 0.0 6.8 8.0 0.0 0.0 35.1 0.0 0.0 31.1 0.0 0.0 Ln Grp LOS A A A D C Approach Vol, veh/h Approach Delay, s/veh 7.5 8.0 35.1 31.1 Approach LOS A A D C Timer: Assigned Phs Case No 8.0 7.0 8.0 8.0 Phs Duration (G+Y+Rc), s 27.1 62.9 27.1 62.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green (Gmax), s 40.0 40.0 40.0 40.0 Max Allow Headway (MAH), s 5.5 5.0 5.4 5.4 Max Q Clear (g_c+l1), s 20.4 9.6 14.1 10.4 Green Ext Time (g_e), s 1.8 3.1 1.6 2.5 Prob of Phs Call (p_c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.01 0.00 0.00 0.00 Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h Left Lane Group Data Assigned Mvmt HCM 7th Signalized Intersection Capacity Analysis 3: S Riverside Ave & Municipal Place 03/28/2024 Scenario 4 - No Build PM Job No. 1027_Monday Properties 12:00 am 01/17/2024 2026 No Build Synchro 12 Report LO Lane Assignment L+T+R L+T L+T+R L+T+R Lanes in Grp Grp Vol (v), veh/h Grp Sat Flow (s), veh/h/ln Q Serve Time (g_s), s 0.0 6.3 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 18.4 0.0 7.6 0.0 12.1 0.0 8.4 Perm LT Sat Flow (s_l), veh/h/ln Shared LT Sat Flow (s_sh), veh/h/ln Perm LT Eff Green (g_p), s 0.0 22.1 0.0 57.9 0.0 22.1 0.0 57.9 Perm LT Serve Time (g_u), s 0.0 10.1 0.0 49.4 0.0 3.8 0.0 50.3 Perm LT Q Serve Time (g_ps), s 0.0 6.3 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 1.9 0.0 5.8 0.0 6.0 0.0 34.2 Serve Time pre Blk (g_fs), s 0.0 1.9 0.0 5.8 0.0 6.0 0.0 8.4 Prop LT Inside Lane (P_L) 0.00 0.41 0.00 0.26 0.00 0.21 0.00 0.04 Lane Grp Cap (c), veh/h V/C Ratio (X) 0.00 0.73 0.00 0.33 0.00 0.56 0.00 0.32 Avail Cap (c_a), veh/h Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 32.5 0.0 7.1 0.0 30.0 0.0 7.2 Incr Delay (d2), s/veh 0.0 2.6 0.0 0.8 0.0 1.1 0.0 0.7 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 35.1 0.0 7.9 0.0 31.1 0.0 8.0 1st-Term Q (Q1), veh/ln 0.0 6.0 0.0 2.6 0.0 4.7 0.0 2.8 2nd-Term Q (Q2), veh/ln 0.0 0.3 0.0 0.2 0.0 0.1 0.0 0.2 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 6.3 0.0 2.9 0.0 4.9 0.0 3.1 %ile Storage Ratio (RQ%) 0.00 0.59 0.00 0.55 0.00 0.55 0.00 0.19 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt Lane Assignment Lanes in Grp Grp Vol (v), veh/h Grp Sat Flow (s), veh/h/ln Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Grp Cap (c), veh/h V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 HCM 7th Signalized Intersection Capacity Analysis 3: S Riverside Ave & Municipal Place 03/28/2024 Scenario 4 - No Build PM Job No. 1027_Monday Properties 12:00 am 01/17/2024 2026 No Build Synchro 12 Report LO 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt Lane Assignment R Lanes in Grp Grp Vol (v), veh/h Grp Sat Flow (s), veh/h/ln Q Serve Time (g_s), s 0.0 0.0 0.0 3.8 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 3.8 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.04 0.00 1.00 0.00 0.33 0.00 0.19 Lane Grp Cap (c), veh/h V/C Ratio (X) 0.00 0.00 0.00 0.16 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 6.4 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 6.8 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 1.1 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 1.2 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.23 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 17.5 HCM 7th LOS B HCM 7th AWSC 1: Croton Expy SB Ramp & Half Moon Bay Drive/Municipal Place 06/13/2024 Scenario 6 - Build PM Job No. 1027_Monday Properties 5:39 pm 01/16/2024 2026 Build Synchro 12 Report LO Intersection Intersection Delay, s/veh 10.8 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % Mvmt Flow Number of Lanes Approach EB WB SB Opposing Approach WB EB Opposing Lanes Conflicting Approach Left SB WB Conflicting Lanes Left Conflicting Approach Right SB EB Conflicting Lanes Right HCM Control Delay, s/veh 9.2 11.6 10.5 HCM LOS A B B Lane EBLn1 WBLn1 WBLn2 SBLn1 Vol Left, % 0% 100% 0% 84% Vol Thru, % 59% 0% 100% 2% Vol Right, % 41% 0% 0% 14% Sign Control Stop Stop Stop Stop Traffic Vol by Lane LT Vol Through Vol RT Vol Lane Flow Rate Geometry Grp 4a Degree of Util (X) 0.215 0.428 0.19 0.282 Departure Headway (Hd) 4.8 5.678 5.277 5.353 Convergence, Y/N Yes Yes Yes Yes Cap Service Time 2.869 3.44 3.039 3.414 HCM Lane V/C Ratio 0.217 0.429 0.192 0.284 HCM Control Delay, s/veh 9.2 12.7 9.3 10.5 HCM Lane LOS A B A B HCM 95th-tile Q 0.8 2.1 0.7 1.2 HCM 7th TWSC 2: Croton Expy NB Ramp & Municipal Place 06/13/2024 Scenario 6 - Build PM Job No. 1027_Monday Properties 5:39 pm 01/16/2024 2026 Build Synchro 12 Report LO Intersection Int Delay, s/veh 4.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - - - - - - - - Grade, % - - - - - - - - Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Conflicting Flow All - - - Stage 1 - - - - - - - Stage 2 - - - - - - - Critical Hdwy 4.1 - - - - - 7.02 6.5 6.96 Critical Hdwy Stg 1 - - - - - - 6.02 5.5 - Critical Hdwy Stg 2 - - - - - - 6.02 5.5 - Follow-up Hdwy 2.2 - - - - - 3.61 3.33 Pot Cap-1 Maneuver - - - Stage 1 - - - - - Stage 2 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - - - Mov Cap-2 Maneuver - - - - - - - Stage 1 - - - - - - - Stage 2 - - - - - - - Approach EB WB NB HCM Control Delay, s/v 1.09 13.73 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h) - - - HCM Lane V/C Ratio 0.492 0.025 - - - HCM Control Delay (s/veh) 13.7 8.5 0.2 - - HCM Lane LOS B A A - - HCM 95th %tile Q(veh) 2.8 0.1 - - - HCM 7th TWSC 4: Site Driveway 06/13/2024 Scenario 6 - Build PM Job No. 1027_Monday Properties 5:39 pm 01/16/2024 2026 Build Synchro 12 Report LO Intersection Int Delay, s/veh 1.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - Veh in Median Storage, # - - - Grade, % - - - Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Conflicting Flow All Stage 1 - - - - - Stage 2 - - - - - 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 - - - Stage 1 - - - - - Stage 2 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver - - - Mov Cap-2 Maneuver - - - - - Stage 1 - - - - - Stage 2 - - - - - Approach EB WB NB HCM Control Delay, s/v 9.95 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) - - - HCM Lane V/C Ratio 0.059 - - - - HCM Control Delay (s/veh) - - - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0.2 - - - HCM 7th Signalized Intersection Capacity Analysis 3: S Riverside Ave & Municipal Place 06/13/2024 Scenario 6 - Build PM Job No. 1027_Monday Properties 5:39 pm 01/16/2024 2026 Build Synchro 12 Report LO Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Number Initial Q, veh Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.64 0.64 0.64 0.64 0.64 0.64 0.25 0.25 0.25 0.25 0.25 0.25 Unsig. Movement Delay Ln Grp Delay, s/veh 7.9 0.0 6.8 8.0 0.0 0.0 35.1 0.0 0.0 31.1 0.0 0.0 Ln Grp LOS A A A D C Approach Vol, veh/h Approach Delay, s/veh 7.6 8.0 35.1 31.1 Approach LOS A A D C Timer: Assigned Phs Case No 8.0 7.0 8.0 8.0 Phs Duration (G+Y+Rc), s 27.1 62.9 27.1 62.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green (Gmax), s 40.0 40.0 40.0 40.0 Max Allow Headway (MAH), s 5.5 5.0 5.4 5.4 Max Q Clear (g_c+l1), s 20.4 9.6 14.1 10.6 Green Ext Time (g_e), s 1.8 3.1 1.6 2.6 Prob of Phs Call (p_c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.01 0.00 0.00 0.00 Left-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h Through Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h Right-Turn Movement Data Assigned Mvmt Mvmt Sat Flow, veh/h Left Lane Group Data Assigned Mvmt HCM 7th Signalized Intersection Capacity Analysis 3: S Riverside Ave & Municipal Place 06/13/2024 Scenario 6 - Build PM Job No. 1027_Monday Properties 5:39 pm 01/16/2024 2026 Build Synchro 12 Report LO Lane Assignment L+T+R L+T L+T+R L+T+R Lanes in Grp Grp Vol (v), veh/h Grp Sat Flow (s), veh/h/ln Q Serve Time (g_s), s 0.0 6.3 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 18.4 0.0 7.6 0.0 12.1 0.0 8.6 Perm LT Sat Flow (s_l), veh/h/ln Shared LT Sat Flow (s_sh), veh/h/ln Perm LT Eff Green (g_p), s 0.0 22.1 0.0 57.9 0.0 22.1 0.0 57.9 Perm LT Serve Time (g_u), s 0.0 10.1 0.0 49.2 0.0 3.8 0.0 50.3 Perm LT Q Serve Time (g_ps), s 0.0 6.3 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 1.9 0.0 5.8 0.0 6.0 0.0 34.5 Serve Time pre Blk (g_fs), s 0.0 1.9 0.0 5.8 0.0 6.0 0.0 8.6 Prop LT Inside Lane (P_L) 0.00 0.41 0.00 0.25 0.00 0.21 0.00 0.04 Lane Grp Cap (c), veh/h V/C Ratio (X) 0.00 0.73 0.00 0.33 0.00 0.56 0.00 0.32 Avail Cap (c_a), veh/h Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 32.5 0.0 7.1 0.0 30.0 0.0 7.3 Incr Delay (d2), s/veh 0.0 2.6 0.0 0.8 0.0 1.1 0.0 0.7 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 35.1 0.0 7.9 0.0 31.1 0.0 8.0 1st-Term Q (Q1), veh/ln 0.0 6.0 0.0 2.6 0.0 4.7 0.0 2.9 2nd-Term Q (Q2), veh/ln 0.0 0.3 0.0 0.2 0.0 0.1 0.0 0.2 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 6.3 0.0 2.9 0.0 4.9 0.0 3.1 %ile Storage Ratio (RQ%) 0.00 0.59 0.00 0.55 0.00 0.59 0.00 0.20 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt Lane Assignment Lanes in Grp Grp Vol (v), veh/h Grp Sat Flow (s), veh/h/ln Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane Grp Cap (c), veh/h V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 HCM 7th Signalized Intersection Capacity Analysis 3: S Riverside Ave & Municipal Place 06/13/2024 Scenario 6 - Build PM Job No. 1027_Monday Properties 5:39 pm 01/16/2024 2026 Build Synchro 12 Report LO 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt Lane Assignment R Lanes in Grp Grp Vol (v), veh/h Grp Sat Flow (s), veh/h/ln Q Serve Time (g_s), s 0.0 0.0 0.0 3.8 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 3.8 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.04 0.00 1.00 0.00 0.33 0.00 0.19 Lane Grp Cap (c), veh/h V/C Ratio (X) 0.00 0.00 0.00 0.16 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 6.4 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 6.8 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 1.1 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 1.2 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.23 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 7th Control Delay, s/veh 17.4 HCM 7th LOS B APPENDIX E ACCIDENT DATA CRASH NUMBER CASE NUMBER CASE YEAR ACCD DATE ACCD TIME ON STREET CLOSEST CROSS STREET INTERSECTION INDICATOR ACCIDENT TYPE COLLISION TYPE SEVERITY NUMBER OF INJURIES NUMBER OF SERIOUS INJURIES NUMBER OF FATALITIES NUMBER OF VEHICLES APPARENT CONTRIBUTING FACTOR TRAFFIC CONTROL LIGHT CONDITION WEATHER ROAD SURFACE CONDITION 2020-09-03T00:00:00 1:58 PM MUNICIPAL PL S RIVERSIDE AVE AT-INTERSECTION COLLISION WITH MOTOR VEHICLE OVERTAKING PROPERTY DAMAGE 0 V1:(NOT APPLICABLE,NOT APPLICABLE) / V2:(UNSAFE LANE CHANGE,UNKNOWN) TRAFFIC SIGNAL DAYLIGHT CLEAR DRY 2021-01-08T00:00:00 5:55 PM [Route] 9 Not an intersection crash COLLISION WITH MOTOR VEHICLE RIGHT ANGLE PROPERTY DAMAGE 0 V1:(UNKNOWN,UNKNOWN) / V2:(NOT ENTERED,NOT ENTERED) STOP SIGN DARK-ROAD LIGHTED CLEAR DRY 2023-03-05T00:00:00 3:48 PM MUNICIPAL PLACE UNITED STATES ROUTE 9 Not an intersection crash COLLISION WITH MOTOR VEHICLE LEFT TURN (AGAINST OTHER CAR) PROPERTY DAMAGE 0 V1:(UNKNOWN,NOT ENTERED) / V2:(NOT ENTERED,NOT ENTERED) STOP SIGN DAYLIGHT CLEAR DRY 2023-06-01T00:00:00 12:48 PM MUNICIPAL PLACE SOUTH RIVERSIDE AVENUE AT-INTERSECTION COLLISION WITH MOTOR VEHICLE OTHER INJURY V1:(TRAFFIC CONTROL DEVICES DISREGARDED,NOT APPLICABLE) / V2:(NOT APPLICABLE,NOT APPLICABLE) / V3:(NOT APPLICABLE,NOT APPLICABLE) TRAFFIC SIGNAL DAYLIGHT CLEAR DRY 2023-06-22T00:00:00 9:25 PM MUNICIPAL PLACE RAMP AT-INTERSECTION COLLISION WITH MOTOR VEHICLE RIGHT ANGLE INJURY V1:(FAILURE TO YIELD RIGHT OF WAY,NOT APPLICABLE) / V2:(UNSAFE SPEED,NOT APPLICABLE) STOP SIGN DARK-ROAD UNLIGHTED CLEAR DRY 1027 - Monday Properties Croton-on-Hudson 3 Intersection Accident Data