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June TIA and Appendix (2026)
Traffic Impact and Access Study Proposed Residential Development, 195 Phinney’s Lane Centerville, Massachusetts PREPARED FOR Baxter Nye Engineering & Survey 1597 Falmouth Road, Suite 1 Centerville, MA 02632 PREPARED BY 260 Arsenal Place #2 Watertown, MA 02472 617.924.1770 June 2026 Traffic Impact and Access Study i Table of Contents Table of Contents 1 Executive Summary .................................................................................................................................................... 1 2 Introduction ................................................................................................................................................................... 2 Project Description ..................................................................................................................................................... 2 Study Methodology ................................................................................................................................................... 4 3 Existing Conditions ..................................................................................................................................................... 5 Study Area ...................................................................................................................................................................... 5 Roadway Geometry .................................................................................................................................................... 6 Roadway ............................................................................................................................................................. 6 Intersections ..................................................................................................................................................... 8 Traffic Volume Data ................................................................................................................................................. 10 Count Adjustments ...................................................................................................................................... 10 Existing Traffic Volumes ............................................................................................................................. 10 Public Transportation .............................................................................................................................................. 14 CCRTA Fixed Routes .................................................................................................................................... 14 CCRTA On-Demand Transportation ...................................................................................................... 14 Vehicular Crash History........................................................................................................................................... 14 Highway Safety Improvement Program .............................................................................................. 17 4 Future Conditions ..................................................................................................................................................... 18 Background Traffic Growth ................................................................................................................................... 18 Historic Traffic Growth ................................................................................................................................ 18 Site-specific Growth ..................................................................................................................................... 19 No-Build Traffic Volumes ....................................................................................................................................... 19 Trip Generation .......................................................................................................................................................... 22 Trip Distribution and Assignment ...................................................................................................................... 23 Build Traffic Volumes ............................................................................................................................................... 23 Site Access ................................................................................................................................................................... 27 Sight Distance Evaluation ...................................................................................................................................... 27 5 Traffic Operations Analysis .................................................................................................................................... 29 Level-of-Service and Delay Criteria .................................................................................................................... 29 Level-of-Service Analysis ........................................................................................................................................ 30 Signalized Intersection Capacity Analyses .......................................................................................... 30 Unsignalized Intersection Capacity Analyses .................................................................................... 32 Alternative Location Driveway Analysis ............................................................................................... 36 6 Conclusion ................................................................................................................................................................... 38 Traffic Impact and Access Study ii Table of Contents Appendices ...................................................................................................................................................................................... Traffic Impact and Access Study iii Table of Contents List of Tables Table No. Description Page Table 1 Existing Traffic Volume Summary – Peak Summer Season .................................................... 11 Table 2 Vehicular Crash Summary (2019-2023) ......................................................................................... 16 Table 3 Project Trip Generation Summary ................................................................................................... 22 Table 4 Trip Distribution ...................................................................................................................................... 23 Table 5 Sight Distance Summary ..................................................................................................................... 27 Table 6 Signalized Intersection Capacity Analysis – Peak Summer Season .................................... 31 Table 7 Unsignalized Intersection Capacity Analysis – Peak Summer Season ............................... 33 Table 7 Unsignalized Intersection Capacity Analysis – Peak Summer Season (Continued) ...... 34 Table 8 Unsignalized Intersection Capacity Analysis – Peak Summer Season - Alternative Driveway Location ................................................................................................................. 36 Table 9 Sight Distance Summary ..................................................................................................................... 36 Traffic Impact and Access Study iv Table of Contents List of Figures Figure No. Description Page Figure 1 Site Location Map and Study Area Intersections ......................................................................... 3 Figure 2 Study Area Intersection Lane Geometry and Traffic Control .................................................. 7 Figure 3 2026 Existing Conditions – Peak Season – Weekday Morning Peak Hour Traffic Volumes ..................................................................................................................................................... 12 Figure 4 2026 Existing Conditions – Peak Season – Weekday Evening Peak Hour Traffic Volumes ..................................................................................................................................................... 13 Figure 5 2033 No-Build Conditions Peak Summer Season – Weekday Morning Peak Hour Traffic Volumes ........................................................................................................................................ 20 Figure 6 2033 No-Build Conditions Peak Summer Season – Weekday Evening Peak Hour Traffic Volumes ........................................................................................................................................ 21 Figure 7 Trip Distribution ..................................................................................................................................... 24 Figure 8 2033 Build Conditions Peak Summer Season – Weekday Morning Peak Hour Traffic Volumes ..................................................................................................................................................... 25 Figure 9 2033 Build Conditions Peak Summer Season – Weekday Evening Peak Hour Traffic Volumes ..................................................................................................................................................... 26 Traffic Impact and Access Study 1 Introduction Executive Summary VHB, Inc. has prepared a traffic impact and access study (TIAS) for the proposed residential development (the project) at 195 Phinney’s Lane in Centerville, Massachusetts. The proposed Project involves the construction of 36 single-family units. The site is currently vacant. Access to the site will be from a single driveway on Great Marsh Road. As noted below, the location of the access driveway has been considered at two locations, the original which is directly across from Juniper Road, and an alternative location which shifts if approximately 200 feet to the east of Juniper Road. Based on a review of the anticipated trip generation and trip distribution for the proposed project, a study area was established. The project study area will include the following 6 intersections: Intersections: • Falmouth Road (Route 28) at Phinney’s Lane (signalized) • Great Marsh Road at Phinney’s Lane (unsignalized) • Great Marsh Road at Juniper Road/Site Driveway (unsignalized) • Great Marsh Road at Point of Pines Avenue (unsignalized) • Great Marsh Road at Shootflying Hill Road (unsignalized) • Great Marsh Road at Old Stage Road (unsignalized) Turning movement counts (TMC), collecting peak hour data, were conducted at each of the study area intersections during the weekday morning (7:00 AM to 9:00 AM), and weekday evening (4:00 PM to 6:00 PM) peak hours respectively in August of 2025 which represents peak summer season on the Cape. Concurrent with the TMCs, 24-hour automatic traffic recorder counts were conducted on Great Marsh Road and Phinney’s Lane in the vicinity of the project site. The August 2025 traffic volumes were grown to 2026 to represent the 2026 Existing Condition for the project. The proposed Project is expected to result in a total of 30 new trips (8 entering/22 exiting) during the weekday morning peak hour, and 37 trips (23 entering/14 exiting) during the weekday evening peak hour. Capacity analyses were conducted for each of the study area intersections under 2026 Existing conditions, 2033 No-Build conditions (without the proposed development), and 2033 Build conditions (with the proposed development) for both the peak and average season conditions. The analysis results show only minor changes at study area intersections as a result of this Project. Traffic Impact and Access Study 2 Introduction 1 Introduction This traffic study documents the findings of the traffic evaluation conducted for the Project including an assessment of existing conditions, projection of future traffic volumes without and with the proposed development, analysis of impacts of the proposed development, and recommendations for improving existing capacity deficiencies as well as to offset project related traffic impacts. Project Description The Proposed Residential Development will be located at 195 Phinney’s Lane in Centerville, Massachusetts. The proposed Project involves the construction of 36 single-family residential units. The site is currently vacant. Access to the site will be from a single driveway on Great Marsh Road. The study area is shown in Figure 1. Source: MassGIS, NearMap 195 Phinney’s Lane | Centerville, MA Figure 1: Site Location Map and Study Area Intersections Signalized Intersection Unsignalized Intersection 1. Falmouth Road (Route 28) at Phinney’s Lane 2. Great Marsh Road at Phinney’s Lane 3. Great Marsh Road at Juniper Road/Site Driveway Legend Study Area Intersections 4. Great Marsh Road at Point of Pines Avenue 5. Great Marsh Road at Shootflying Hill Road 6. Great Marsh Road at Old Stage Road 28 28 28 S U 1 2 56 3 4 P h in n ey’s Lan ePhinney’s La ne Great Marsh RoadGreatMarshRoad Juniper RoadJuniper RoadShootfl ying Hill RoadShootfl ying Hill RoadPoint of P ines AvenuePointofP inesAvenueOld S tage RoadOld S tage Road F a lm o u t h R o a d F a lm o u t h R o a d Fa l m o u t h R o a dFalmouthRoad Site Traffic Impact and Access Study 4 Introduction Study Methodology This traffic assessment has been conducted in three stages. The first stage involved an assessment of existing traffic conditions within the project area including an inventory of existing roadway geometry; observations of traffic flow, including daily and peak period traffic counts; and a review of vehicular crash data. The second stage of the study established the framework for evaluating the transportation impacts of the proposed project. Specific travel demand forecasts for the project were assessed along with future traffic demands on the study area roadways due to projected background traffic growth and other proposed area development that will occur, independent of the proposed development. The year 2033, a seven-year time horizon, was selected as the design year for analysis for the preparation of this traffic impact and access assessment to satisfy the Executive Office of Environmental Affairs/Executive Office of Transportation [EOEA/EOT] guidelines. The third and final stage involved conducting traffic analyses to identify both existing and projected future roadway capacities and demands. This analysis was used as the basis for determining potential project impacts and potential mitigation measures. Traffic Impact and Access Study 5 Existing Conditions 2 Existing Conditions Evaluation of the transportation impacts associated with the proposed Project requires a thorough understanding of the existing transportation system in the Project study area. Existing transportation conditions in the study area include roadway geometry, traffic controls, daily and peak period traffic flow, and vehicular crash information data. Each of these elements is described in detail below. Study Area Based on a review of the anticipated trip generation and trip distribution for the proposed Project, a study area was established. The study area was established based on local knowledge of the area and the associated traffic anticipated by the proposed project. Using this approach, the Project study area will include the following 6 intersections. Intersections: • Falmouth Road (Route 28) at Phinney’s Lane (signalized) • Great Marsh Road at Phinney’s Lane (unsignalized) • Great Marsh Road at Juniper Road/Site Driveway (unsignalized) • Great Marsh Road at Point of Pines Avenue (unsignalized) • Great Marsh Road at Shootflying Hill Road (unsignalized) • Great Marsh Road at Old Stage Road (unsignalized) The existing conditions evaluation consisted of an inventory of the traffic control; roadway, driveway, and intersection geometry in the study area; the collection of daily and peak period traffic volumes; and a review of recent vehicular crash history. Traffic Impact and Access Study 6 Existing Conditions Roadway Geometry The major travel routes and intersections within the study area are described below. Figure 2 shows the observed existing geometry and traffic control at each study-area intersection. Roadway Great Marsh Road Under the jurisdiction of the Town of Barnstable, Great Marsh Road within the study area is a two- lane major collector running in an east-west orientation connecting Old Stage Road to the west with Phinney’s Lane to the east. Great Marsh Road provides access to a series of residential driveways between Old Stage Road and Phinney’s Lane. The posted speed limit of Great Marsh Road is 30 miles per hour. No sidewalk is provided along Great Marsh Road. Falmouth Road (Route 28) Under the jurisdiction of MassDOT, Route 28 (Falmouth Road) within the study area is a four-lane principal arterial running an east-west orientation. Within the study area, Route 28 provides access to a series of residential and commercial driveways, as well as other roadways. The posted speed limit along Route 28 is 55 miles per hour. A sidewalk is provided along the south side of Route 28 within the study area. SSignalized IntersectionStop Controlled ApproachS28Ph i n n e y ' s L a n e Ph i n n e y ' s L a n e Ju n i p e r R o a d Sit e D r i v e w a y Poi n t o f P i n e s Av e n u e Dri v e w a y Great Marsh RoadShootfl y i n g H i l l Road Shootfl y i n g H i l l Road Falmouth Road28Old Stage RoadOld Stage RoadFalmouth RoadGreat Marsh RoadNNot to Scale\\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Graphics\Traffic Study\Traffic Study Figures.dwg 195 Phinney’s Lane | Centerville, MAFigure 2: Study Area Intersection Lane Geometry and Traffic Control Traffic Impact and Access Study 8 Existing Conditions Intersections The following sections describe the study-area intersections in detail. Falmouth Road (Route 28) at Phinney’s Lane › Four-legged signalized intersection › The eastbound leg of the intersection consists of one exclusive left-turn lane, one through lane, and one shared through and right-turn lane › The westbound leg of the intersection consists of one exclusive left-turn lane, one through lane, and one shared through and right-turn lane › The southbound leg of the intersection consists of one exclusive left-turn lane, and one shared through and right-turn lane › The northbound leg of the intersection consists of one exclusive left-turn lane, and one shared through and right-turn lane. › A crosswalk is provided across the west leg of the intersection and sidewalk is provided along the south side of Route 28 at the east and west legs of the intersection › No shoulders exist on any of the approaches › Land use in the area is a mix of residential and commercial Great Marsh Road at Phinney’s Lane › Three-legged unsignalized intersection › All approaches consist of one all-purpose lane › The eastbound leg of the intersection is under stop-control › No sidewalks or crosswalks are provided at the intersection › No shoulders exist on any of the approaches › Land use in the area is mainly residential Great Marsh Road at Juniper Road/Site Driveway › Four-legged unsignalized intersection › All approaches consist of one all-purpose lane › The northbound leg of the intersection is the Site Driveway › No sidewalks or crosswalks are provided at the intersection › No shoulders exist on any of the approaches › Land use in the area is mainly residential Great Marsh Road at Point of Pines Avenue › Four-legged unsignalized intersection › All approaches consist of one all-purpose lane › The northbound leg of the intersection is a residential driveway › No sidewalks or crosswalks are provided at the intersection Traffic Impact and Access Study 9 Existing Conditions › No shoulders exist on any of the approaches › Land use in the area is mainly residential Great Marsh Road at Shootflying Hill Road › Four-legged unsignalized intersection › All approaches consist of one all-purpose lane under stop-control › No sidewalks or crosswalks are provided at the intersection › No shoulders exist on any of the approaches › Land use in the area is mainly residential Great Marsh Road at Old Stage Road › Four-legged unsignalized intersection › The westbound and northbound approaches consist of one general purpose lane › The southbound approach consists of one exclusive left-turn lane, and one shared through lane right-turn lane › The westbound approach is under stop-control › The eastbound approach is a driveway › No crosswalks are provided at the intersection, but a sidewalk is provided along the west side of Old Stage Road at the north leg of the intersection and along both sides of Old Stage Road at the south leg of the intersection › No shoulders exist on any of the approaches › Land use in the area is mainly residential Traffic Impact and Access Study 10 Existing Conditions Traffic Volume Data Turning movement counts (TMC) collecting peak hour data were conducted at study area intersections during the weekday morning and evening peak periods from 7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM, respectively in August 2025. Concurrent with the TMCs, 24-hour automatic traffic recorder (ATR) counts were collected on Great Marsh Road and Phinney’s Lane near the site. All traffic count data is contained in the Appendix to this document. The weekday morning and weekday evening peak periods are consistent with typical peak traffic periods where the combination of site traffic, coupled with traffic already on the roadway are most critical. Based on the TMCs, the weekday morning peak period generally occurred from 8:00 AM to 9:00 AM and the weekday evening peak period occurred from 4:00 PM to 5:00 PM. Count Adjustments Comparison of traffic count data with historic seasonal data available from the 2021 Traffic Counting Report for Cape Cod Massachusetts indicates that August counts are higher than average season conditions. The unadjusted August traffic counts were used for the peak-season conditions, and they were adjusted down by a factor of 0.81 to represent the average season conditions. The CCC Seasonal Adjustment Factors are included in the Appendix to this document. The 2025 counts were also grown to 2026 using a growth rate of 0.5% per year. Existing Traffic Volumes A summary of the ATR traffic data is presented in Table 1. Traffic Impact and Access Study 11 Existing Conditions Table 1 Existing Traffic Volume Summary – Peak Summer Season Location Daily a Weekday Volume b K Factor c Dir. Dist. d Volume K Factor Dir. Dist. Great Marsh Road, east of Juniper Road 3,608 240 6.7% 64% EB 359 10.0% 60% WB Phinney's Lane, north of Great Marsh Road 10,617 733 6.9% 57% EB 924 8.7% 54% WB a daily traffic expressed in vehicles per day. Based on daily volumes collected in August 2025. Exact peak hours of the ATRs may not coincide with peak hours of the TMCs. b peak period volumes expressed in vehicles per hour c percent of daily traffic that occurs during the peak period d directional distribution of peak period traffic As shown in Table 1, Great Marsh Road, east of Juniper Road carries approximately 3,608 vehicles on a typical weekday in the peak season with the morning peak hour accounting for 6.7-percent of the weekday daily traffic flow and the evening peak hour accounting for 10.0-percent of the weekday daily traffic flow. Traffic is slightly heavier in the eastbound direction during the weekday morning peak hour and slightly heavier in the westbound direction during the weekday evening peak hour. Phinney’s Lane, north of Great Marsh Road carries approximately 10,617 vehicles on a typical weekday in the peak season with the morning peak hour accounting for 6.9-percent of the weekday daily traffic flow and the evening peak hour accounting for 8.7-percent of the weekday daily traffic flow. Traffic is slightly heavier in the eastbound direction during the weekday morning peak hour and slightly heavier in the westbound direction during the weekday evening peak hour. Figures 3 and 4 illustrate the 2026 Existing weekday morning and evening peak hour traffic volumes for the peak season condition and figures illustrating the 2026 Existing weekday morning and peak hour traffic volumes for the average season are provided in the Appendix. SnegSignalized Intersection= Negligible30 85 45 1 6 0 9 5 2 522099030 2078050ne g ne g ne g 5 neg 10neg145neg neg80negne g ne g ne g 5 ne g 5neg145neg 585neg2060101090negneg 55 5 5 45 35 60 25 01203525 30 5 neg395neg65negnegnegnegneg100540negS28Ph i n n e y ' s L a n e Ph i n n e y ' s L a n e Ju n i p e r R o a d Sit e D r i v e w a y Poi n t o f P i n e s Av e n u e Dri v e w a y Great Marsh RoadShootfl y i n g H i l l Road Shootfl y i n g H i l l Road Falmouth Road28Old Stage RoadOld Stage RoadFalmouth RoadGreat Marsh RoadNNot to Scale\\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Graphics\Traffic Study\June 2026 Study\Traffic Study Figures-Centerville Resi.dwg 195 Phinney’s Lane | Centerville, MAFigure 3: 2026 Existing Conditions - Peak Season - Weekday Morning Peak Hour Traffic Volumes SnegSignalized Intersection= Negligible45 13 0 60 2 4 5 1 0 5 4 019093545 5589560ne g ne g ne g 5 neg ne gneg155neg neg205negne g ne g ne g 5 ne g 55150neg 5200neg3015510585negneg 60 5 10 80 30 14 5 35 51203560 31 0 neg605neg165negnegnegnegneg85450negSPh i n n e y ' s L a n e Ph i n n e y ' s L a n e Ju n i p e r R o a d Sit e D r i v e w a y Poi n t o f P i n e s Av e n u e Dri v e w a y Great Marsh RoadShootfl y i n g H i l l Road Shootfl y i n g H i l l Road Falmouth RoadOld Stage RoadOld Stage RoadFalmouth RoadGreat Marsh RoadNNot to Scale\\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Graphics\Traffic Study\June 2026 Study\Traffic Study Figures-Centerville Resi.dwg 195 Phinney’s Lane | Centerville, MAFigure 4: 2026 Existing Conditions - Peak Season - Weekday Evening Peak Hour Traffic Volumes Traffic Impact and Access Study 14 Existing Conditions Public Transportation Several transit services are currently provided on Cape Cod. The following information was gathered from the Cape Cod Regional Transit Authority (CCRTA) web site. CCRTA Fixed Routes The CCRTA provides two fixed routes within the vicinity of the site, the Sealine and Hyannis Crosstown. The Sealine connects the Hyannis Transportation Center to Woods Hole (Steamship Authority) docks via Route 29 and Woods Hole Road. The Sealine stops in Centerville at Old Stage Road and Main Street approximately 1 mile south of the site. The Hyannis Crosstown connects Hyannis, West Main Street, and Barnstable High School to local shopping plazas and other popular Hyannis locations. The Hyannis Crosstown stops in Centerville at West Main Street at Star Market approximately 1.5 miles southeast of the site. Aside from the designated stops, the Sealine runs along Route 28 directly south of the site and the Hyannis Crosstown runs along Route 28 approximately 0.42 miles southeast of the site and buses will provide service to patrons who flag the bus down in a safe location. Service is provided daily for both the Sealine and Hyannis Crosstown and service is free to all users. Schedules for the Sealine and Hyannis Crosstown are provided in the Appendix to this document. CCRTA On-Demand Transportation The CCRTA provides on-demand transportation through DART and SmartDART. The CCRTA provides Dial-A-Ride Transportation (DART) on weekdays by appointment to all Cape Cod residents and visitors for a $3 fee (with discounted rates for disabled adults and seniors). SmartDART provides app based, on-demand, door-to-door, ride-hail service cape-wide for a $3 fixed fare. Service to Centerville is provided Monday through Saturday. The SmartDART service can be used as a way to connect to different CCRTA fixed routes throughout the cape. Vehicular Crash History To identify potential vehicle crash trends in the study area, vehicular crash data for the study area intersections were obtained from Massachusetts Department of Transportation (MassDOT) for the years 2017 to 2021, the most recent five-year period available. A summary of the MassDOT vehicle crash history is provided in Table 2 and the detailed crash data is provided in the Appendix to this document. In addition to summarizing the crash history, VHB also calculated crash rates for the study area intersections. Intersection crash rates are calculated based on the number of crashes at an intersection and the volume of traffic traveling through that intersection on a daily basis. The MassDOT average intersection crash rate for District 5 (the MassDOT district designation for the Town of Newton) is 0.75 for signalized intersections and 0.57 for unsignalized intersections. In other words, on average, 0.75 crashes occurred per million vehicles entering signalized Traffic Impact and Access Study 15 Existing Conditions intersections and 0.57 crashes occurred per million vehicles entering unsignalized intersections throughout District 5. The crash rate worksheets for the study area intersections are included in the Appendix to this document. Traffic Impact and Access Study 16 Existing Conditions Table 2 Vehicular Crash Summary (2019-2023) Falmouth Road (Route 28) at Phinneys Lane Phinneys Lane at Great Marsh Road Great Marsh Road at Juniper Road Great Marsh Road at Point of Pines Avenue/ Driveway Great Marsh Road at Shootflying Hill Road Great Marsh Road/Driveway at Old Stage Road Signalized? Yes No No No No No MassDOT Average Crash Rate 0.75 0.57 0.57 0.57 0.57 0.57 Calculated Crash Rate 0.90 0.37 0.00 0.15 0.81 0.17 Exceeds Average? Yes No No No Yes No Year 2019 11 1 0 0 4 1 2020 11 1 0 0 0 1 2021 3 3 0 0 0 2 2022 16 2 0 1 2 0 2023 12 1 0 0 1 0 Total 53 8 0 1 7 4 Collision Type Angle 17 4 0 0 5 1 Head-on 2 2 0 0 1 0 Rear-end 17 0 0 0 1 0 Rear-to-rear 2 0 0 0 0 0 Sideswipe, opposite direction 4 1 0 0 0 0 Sideswipe, same direction 10 0 0 0 0 0 Single Vehicle Crash 0 1 0 1 0 3 Unknown 1 0 0 0 0 0 Severity Fatal Injury 0 0 0 0 0 0 Non-Fatal Injury 12 2 0 0 1 1 Property Damage Only (none injured) 41 5 0 1 6 3 Not Reported 0 1 0 0 0 0 Time of day Weekday ,7:00 AM - 9:00 AM 6 0 0 0 0 0 Weekday, 4:00 – 6:00 PM 5 0 0 0 3 0 Saturday 11:00 AM – 1:00 PM 1 1 0 0 0 0 Weekday, other time 27 4 0 0 4 3 Weekend, other time 14 3 0 1 0 1 Pavement Conditions Dry 50 5 0 1 5 2 Wet 3 3 0 0 2 1 Snow/Ice/Slush 0 0 0 0 0 1 Not reported 0 0 0 0 0 0 Non-Motorist (Bike, Pedestrian) 0 0 0 0 0 0 Source: Crash data obtained from MassDOT Crash Portal, Accessed June 2026. Traffic Impact and Access Study 17 Existing Conditions The most common reported crash type at the study area intersections were angle crashes with rear-end crashes being the next most common. Most crashes occurred on dry pavement conditions, but some were reported during wet or snow/ice/slush conditions. Most reported crashes occurred during off-peak weekdays. None of the reported crashes involved a non- motorist such as a pedestrian or cyclist. Most of the reported crashes resulted in property damage only, but some resulted in non-fatal injury. The study area intersections of Route 28 at Phinney’s Lane and Great Marsh Road at Shootflying Hill Road have crash rates that exceed the district average crash rates. Highway Safety Improvement Program In addition to calculating the crash rate, study area intersections should also be reviewed in MassDOT’s Highway Safety Improvement Program (HSIP) database. The HSIP database identifies crash clusters. An HSIP-eligible cluster is one in which the total number of equivalent property damage only1 (EPDO) crashes in the area is within the top 5-percent of all clusters in that region. An HSIP-eligible location is eligible for FHWA and MassDOT funds to address the identified safety issues at these locations. As part of this effort, VHB reviewed this database and found that only one intersection is HSIP eligible, Route 128 at Phinney’s Lane, which is a 2019-2021 HSIP Crash Cluster. Traffic Impact and Access Study 18 Future Conditions 3 Future Conditions Traffic volumes in the study area were projected to the year 2033, reflecting a typical seven-year traffic planning horizon. Independent of the project, volumes on the roadway network under the 2033 No-Build conditions were assumed to include existing traffic and new traffic resulting from background development. Anticipated site-generated traffic volumes were added to the year 2033 No-Build traffic volumes to reflect the year 2033 Build conditions in the study area. Background Traffic Growth Traffic growth on area roadways is a function of the expected land development, economic activity, and changes in demographics. A frequently used procedure is to estimate an annual percentage increase and apply that increase to study area traffic volumes. An alternative procedure is to identify estimated traffic generated by specific planned major developments that would be expected to affect the project study area roadways. For the purpose of this assessment, both methods were utilized. Historic Traffic Growth VHB conducted research to determine the historic growth rate for traffic in this area as well as other planned developments that may affect traffic within the study area for the proposed project. Based on information contained in the 2021 Traffic Counting Report for Cape Cod Massachusetts, traffic has decreased at a rate of negative 0.81 percent per year Cape-wide over the most recent available ten years (2012-2021). Centerville is part of the Upper Cape region, in which traffic decreased at a rate of negative 0.44-percent per year between 2012 and 2021. To provide a conservative analysis, a background growth rate of 0.50-percent per year will be applied to the 7-year traffic planning horizon. It should be noted that the annual adjustment will not be applied to traffic entering or exiting commercial driveways as these volumes are not expected to see regular annual growth. The historical growth data provided in the 2021 Traffic Counting Report for Cape Cod Massachusetts is contained in the Appendix. Traffic Impact and Access Study 19 Future Conditions Site-specific Growth In addition to the historic traffic growth, VHB contacted representatives of the Town of Barnstable to identify any other development projects planned within the vicinity of the site. Based on communication with the town, several projects below are proposed in immediate proximity that are expected to influence the project site: › 1600 Falmouth Road (Bell Tower) – 26 residential units › 850 Falmouth Road (Residences at 850 Falmouth Road) – 53 residential units › 421 West Main Street – 4 residential units › 900 Old Stage Road – 14 residential units A traffic memo with trip generation is available for 900 Old Stage Road, but no trip generation or trip distribution information is available for any of the other background projects. Trip generation for each of the other background projects was estimated using ITE Trip Generation. Background project estimated volumes are provided in the Appendix to this document as well as the provided trip generation for the 900 Old Stage Road project. No-Build Traffic Volumes The 2033 No-Build traffic volumes were developed by applying the 0.50-percent per year growth rate and background project volumes to the 2026 Existing conditions volumes. Figures 5 and 6 display the resulting 2033 No-Build peak hour traffic volumes for the peak summer season and figures displaying the resulting 2033 No-Build peak hour traffic volumes for the average season are provided in the appendix. SnegSignalized Intersection= Negligible30 90 45 1 6 5 1 0 0 2 5230103030 2081550ne g ne g ne g 5 neg 10neg150neg neg85negne g ne g ne g 5 ne g 5neg150neg 590neg2065101095negneg 55 5 5 45 35 65 26 01253525 32 0 neg410neg70negnegnegnegneg105560negSPh i n n e y ' s L a n e Ph i n n e y ' s L a n e Ju n i p e r R o a d Sit e D r i v e w a y Poi n t o f P i n e s Av e n u e Dri v e w a y Great Marsh RoadShootfl y i n g H i l l Road Shootfl y i n g H i l l Road Falmouth RoadOld Stage RoadOld Stage RoadFalmouth RoadGreat Marsh RoadNNot to Scale\\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Graphics\Traffic Study\June 2026 Study\Traffic Study Figures-Centerville Resi.dwg 195 Phinney’s Lane | Centerville, MAFigure 5: 2033 No-Build Conditions Peak Summer Season - Weekday Morning Peak Hour Traffic Volumes SnegSignalized Intersection= Negligible45 13 5 60 2 5 5 1 1 0 4 020097545 5593060ne g ne g ne g 5 neg ne gneg160neg neg215negne g ne g ne g 5 ne g 55155neg 5210neg3016010590negneg 60 5 10 85 30 15 0 37 01253560 32 0 neg625neg170negnegnegnegneg90470negS28Ph i n n e y ' s L a n e Ph i n n e y ' s L a n e Ju n i p e r R o a d Sit e D r i v e w a y Poi n t o f P i n e s Av e n u e Dri v e w a y Great Marsh RoadShootfl y i n g H i l l Road Shootfl y i n g H i l l Road Falmouth Road28Old Stage RoadOld Stage RoadFalmouth RoadGreat Marsh RoadNNot to Scale\\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Graphics\Traffic Study\June 2026 Study\Traffic Study Figures-Centerville Resi.dwg 195 Phinney’s Lane | Centerville, MAFigure 6: 2033 No-Build Conditions Peak Summer Season - Weekday Evening Peak Hour Traffic Volumes Traffic Impact and Access Study 22 Future Conditions Trip Generation The proposed project would involve the construction of 36 single-family residential units. The rate at which any development generates traffic is dependent upon a number of factors such as size, location, and concentration of surrounding developments. Trip generation estimates for the proposed use were projected using trip generation rates published by the Institute of Transportation Engineers (ITE) Trip Generation, 12 Edition2. The number of vehicle-trips generated by the project were estimated based on ITE LUC 210 (Single-Family Detached Housing). The estimated trip generation for the proposed subdivision is presented below in Table 3. Table 3 Project Trip Generation Summary Time Period Direction Single-Family Residential Trips a Weekday Morning Peak Hour Enter 8 Exit 22 Total 30 Weekday Evening Peak Hour Enter 23 Exit 14 Total 37 a Based on ITE LUC 210 – Single Family Homes Detached using average rates for adjacent street As shown in Table 3, the proposed Project is expected to result in a total of 30 new trips (8 entering/22 exiting) during the weekday morning peak hour, and 37 trips (23 entering/14 exiting) during the weekday evening peak hour. The full ITE Trip Generation calculations are provided in the Appendix. 2 Trip Generation, 12th Edition, Institute of Transportation Engineers, Washington D.C., 2025. Traffic Impact and Access Study 23 Future Conditions Trip Distribution and Assignment The directional distribution of Project traffic traveling to and from the Site is based on the currently observed distribution patterns of the existing roadway network, a review of U.S. census journey-to-work data for the Town of Barnstable, and consideration of the proposed Site use. The results are summarized in Table 4. Figure 11 illustrates the regional trip distribution and detailed trip distribution calculations are provided in the Appendix. The site generated vehicle volume networks are also provided in the Appendix. Table 4 Trip Distribution Entering Site From/Exiting Site To Entering Exiting Route 28 (Falmouth Road) East 13% 13% Route 28 (Falmouth Road) West 19% 19% Old Stage Road North 30% 30% Phinney’s Lane North 36% 36% Phinney’s Lane South 2% 2% Total 100% 100% Build Traffic Volumes The projected site-generated traffic volumes, summarized in Table 9, were distributed on the study area roadways using the trip distribution shown in Table 4 and added to the 2033 No-Build peak hour traffic volumes to develop the 2033 Build peak hour traffic volumes. The 2033 Build traffic volumes are shown in Figures 8 and 9 for the peak summer season and the average season 2033 Build traffic volume networks are provided in the appendix. Source: MassGIS, NearMap 195 Phinney’s Lane | Centerville, MA Figure 7: Trip Distribution Trip Distribution Legend 28 28 28 XX% 13% 19%30%36%2%P h in n ey’s Lan ePhinney’s La ne Great Marsh RoadGreatMarshRoad Juniper RoadJuniper RoadShootfl ying Hill RoadShootfl ying Hill RoadPoint of P ines AvenuePointofP inesAvenueOld S tage RoadOld S tage Road F a lm o u t h R o a d F a lm o u t h R o a d Fa l m o u t h R o a dFalmouthRoad Site SnegSignalized Intersection= Negligible30 90 45 1 6 5 1 0 0 3 0230103030 208155010 ne g 15 5 neg 10neg1505 neg855ne g ne g ne g 5 neg 5neg155neg 5100neg20751010100negneg 55 5 5 45 35 70 26 01354025 32 0 neg410neg75neg5negnegneg105560negS28Ph i n n e y ' s L a n e Ph i n n e y ' s L a n e Ju n i p e r R o a d Sit e D r i v e w a y Poi n t o f P i n e s Av e n u e Dri v e w a y Great Marsh RoadShootfl y i n g H i l l Road Shootfl y i n g H i l l Road Falmouth Road28Old Stage RoadOld Stage RoadFalmouth RoadGreat Marsh RoadNNot to Scale\\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Graphics\Traffic Study\June 2026 Study\Traffic Study Figures-Centerville Resi.dwg 195 Phinney’s Lane | Centerville, MAFigure 8: 2033 Build Conditions Peak Summer Season - Weekday Morning Peak Hour Traffic Volumes SnegSignalized Intersection= Negligible45 13 5 60 2 5 5 1 1 0 4 020097545 60930605 ne g 15 5 neg ne gneg16010 neg21515ne g ne g ne g 5 ne g 55165neg 5215neg30165105100negneg 60 5 10 85 30 16 0 37 01304065 32 0 5625neg175negnegnegnegneg95470negS28Ph i n n e y ' s L a n e Ph i n n e y ' s L a n e Ju n i p e r R o a d Sit e D r i v e w a y Poi n t o f P i n e s Av e n u e Dri v e w a y Great Marsh RoadShootfl y i n g H i l l Road Shootfl y i n g H i l l Road Falmouth Road28Old Stage RoadOld Stage RoadFalmouth RoadGreat Marsh RoadNNot to Scale\\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Graphics\Traffic Study\June 2026 Study\Traffic Study Figures-Centerville Resi.dwg 195 Phinney’s Lane | Centerville, MAFigure 9: 2033 Build Conditions Peak Summer Season - Weekday Evening Peak Hour Traffic Volumes Traffic Impact and Access Study 27 Future Conditions Site Access Access to the site has been provided by single access driveway off of Great Marsh Road across from Juniper Road. However, public concern has resulted in the Proponent considering an alternative location, moving the site driveway approximately 200 feet to the east. This alternative has been assessed and the results are detailed below in a separate access evaluation section of this document. Sight Distance Evaluation A sight distance evaluation was conducted for the Site driveway intersections on Great Marsch Road. Measurements were taken for Stopping Sight Distance and Intersection Sight Distance in accordance with guidelines provided by the American Association of State Highway and Transportation Officials (AASHTO). Sight distance considerations are divided into two categories: Stopping Sight Distance (SSD) and Intersection Sight Distance (ISD). Stopping sight distance (SSD) is the distance required for a vehicle approaching an intersection from either direction to perceive, react and come to a complete stop to avoid colliding with an object in the road. In this respect, SSD can be considered as the minimum visibility criterion for the safe operation of an unsignalized intersection. Intersection sight distance (ISD) is based on the time required for perception, reaction and completion of the desired critical exiting maneuver (typically, a left turn) once the driver on a minor street approach (or a driveway) decides to execute the maneuver. Calculations for ISD include the time to (1) turn left and clear the near half of the intersection without conflicting with the vehicles approaching from the left; and (2) upon turning left, to accelerate to the operating speed on the roadway without causing approaching vehicles on the main road to unduly reduce their speed. In this context, ISD can be considered as a desirable visibility criterion for the safe operation of an unsignalized intersection. The sight distance calculations are included in the Appendix. Table 5 presents a summary of the ISD and SSD analysis, based on the observed 85th percentile speeds. For Great Marsh Road, the 85th percentile speeds recorded by the ATR were 38 mph for eastbound traffic and 37 mph for westbound traffic. For Phinney’s lane, the 85th percentile speeds recorded by the ATR were 37 mph for northbound traffic and 36 mph for southbound traffic. Table 5 Sight Distance Summary Stopping Sight Distance (feet) Intersection Sight Distance (feet) Location Required1 Measured2 Desirable1 Measured2 Great Marsh Road at Juniper Road/Site Driveway East of Site Driveway 270 370 365 300 West of Site Driveway 280 410 420 370 Phinney’s Lane at Great Marsh Road North of Great Marsh Road 270 550 450 410 South of Great Marsh Road 260 350 300 345 1 Based on AASHTO guidelines 2 Based on field measurements conducted by VHB in August 2025 Traffic Impact and Access Study 28 Future Conditions As shown in Table 5, at Great Marsh Road at Juniper Road/Site Driveway the available SSD exceeds the AASHTO requirements in both directions. The desirable ISD is achieved looking east of the site driveway but falls short looking east due to vegetation overgrowth and an existing tree. Trimming vegetation and overgrown brush on both sides of the site driveway and removing the tree immediately east of the site driveway would improve sight distance in both directions. While meeting the ISD is desired, the intersection is generally considered safe when the SSD is met. SSD requirements at this intersection are significantly exceeded. At Phinney’s Lane at Great Marsh Road, the available SSD exceeds the AASHTO requirements in both directions. The desirable ISD looking north is met but the desirable ISD looking south is approximately 45 feet less than desirable. In addition the Proponent has reviewed the subdivision regulations including section 801-13 Sight distances at road intersections. Based on the criteria in that section the posted speed limit requires approximately 350 feet of required sight distance. While the regulations is not clear about which sight distance it is referencing, ISD or SSD, we are assuming that it is ISD. The AASHTO sight distance calculation sheets are provided in the Appendix to this document. Traffic Impact and Access Study 29 Traffic Operations Analysis 4 Traffic Operations Analysis Measuring existing traffic volumes and projecting future traffic volumes quantifies traffic within the study area. To assess quality of flow, roadway capacity analyses were conducted with respect to the 2026 Existing conditions and projected 2033 No-Build and 2033 Build traffic volume conditions. Capacity analyses provide an indication of the adequacy of the roadway facilities to serve the anticipated traffic demands. The analysis summary tables provided in this chapter contain the results of the peak summer season analyses and average month analyses are provided in the Appendix to this document. Level-of-Service and Delay Criteria Level-of-service (LOS) is the term used to denote the different operating conditions that occur on a given roadway segment under various traffic volume loads. It is a qualitative measure of the effect of a number of factors including roadway geometrics, speed, travel delay, freedom to maneuver, and safety. Level-of-service provides an index to the operational qualities of a roadway segment or an intersection. Level-of-service designations range from A to F, with LOS A representing the best operating conditions and LOS F representing the worst operating conditions. For this study, capacity analyses were completed for the signalized and unsignalized study area intersections, and roadway segments. Level-of-service (LOS) designation is reported differently for signalized intersections, unsignalized intersections, and roadway segments. For signalized intersections, the analysis considers the operation of each lane or lane group entering the intersection and assigns a LOS designation to each. Overall intersection data is then calculated in order to represent the overall conditions at the intersection. The evaluation criteria used to analyze the signalized study area intersections is based on the percentile-delay method (Synchro results). For unsignalized intersections, the analysis assumes that traffic on the mainline is not affected by traffic on the side streets. The LOS is determined primarily for left turns from the main street and all movements from the minor street. The evaluation criteria used to analyze the unsignalized study area intersections is based on the 2016 Highway Capacity Manual (HCM).1F1F 3 For roadway segments, the roadway geometrics determine the segment capacity and the percent of traffic that have the ability to travel at or near the posted speed limit is used to assess level-of-service. The evaluation criteria used to analyze the study area roadway segments is based on the 2010 Highway Capacity Manual (HCM). 3 Transportation Research Board, Highway Capacity Manual, Washington, D.C., 2016. Traffic Impact and Access Study 30 Traffic Operations Analysis Level-of-Service Analysis Levels-of-service analyses were conducted for the 2026 Existing, 2033 No-Build, and 2033 Build conditions for the signalized and unsignalized study-area intersections. Signalized Intersection Capacity Analyses Table 6 presents a summary of the capacity analyses for the signalized intersections in the study area during the peak summer season. The capacity analyses worksheets are included in the Appendix to this document as well as the capacity analyses worksheets and LOS tables for the average season. Traffic Impact and Access Study 31 Traffic Operations Analysis Table 6 Signalized Intersection Capacity Analysis – Peak Summer Season Location / Movement 2026 Existing Conditions 2033 No-Build Conditions 2033 Build Conditions v/c a Del b LOS c 50 Q d 95 Q e v/c Del LOS 50 Q 95 Q v/c Del LOS 50 Q 95 Q Falmouth Road (Route 28) at Phinney’s Lane Weekday Morning EB L >1.20 >120 F ~225 #487 >1.20 >120 F ~234 #501 >1.20 >120 F ~234 #501 EB T 0.71 24 C 234 #565 0.72 24 C 245 #593 0.72 24 C 245 #593 WB L 0.50 57 E 27 #103 0.50 57 E 27 #103 0.50 57 E 27 #103 WB T 0.63 23 C 167 378 0.65 23 C 177 400 0.65 23 C 177 400 NB L 0.37 48 D 17 #60 0.33 47 D 15 #62 0.33 47 D 15 #62 NB T 0.46 36 D 65 149 0.43 35 D 59 155 0.43 35 D 59 155 SB L 0.14 37 D 12 46 0.13 37 D 12 46 0.16 37 D 15 53 SB T 0.90 60 E 123 #378 0.90 61 E 123 #390 0.89 60 E 123 #389 Overall 104 F 110 F 110 F Weekday Evening EB L >1.20 >120 F ~178 #432 >1.20 >120 F ~199 #450 >1.20 >120 F ~199 #450 EB T 0.75 26 C 212 #482 0.75 26 C 225 #536 0.75 26 C 225 #536 WB L 0.75 87 F 31 #141 0.78 93 F 34 #145 0.78 93 F 34 #145 WB T 0.69 24 C 188 421 0.72 25 C 211 #475 0.72 25 C 212 #483 NB L 0.64 69 E 27 #102 0.55 62 E 23 #105 0.55 62 E 23 #105 NB T 0.72 46 D 107 #262 0.64 43 D 96 #277 0.64 43 D 96 #277 SB L 0.32 43 D 18 68 0.28 41 D 19 67 0.32 42 D 22 74 SB T 1.05 90 F ~159 #495 1.14 119 F ~207 #537 1.14 119 F ~206 #537 Overall 85 F 93 F 93 F a Volume to capacity ratio. b Average total delay, in seconds per vehicle. c Level-of-service. d 50th percentile queue, in feet. e 95th percentile queue, in feet. ~ Volume exceeds capacity, queue is theoretically infinite. # 95th percentile volume exceeds capacity, queue may be longer. m Volume for 95th percentile queue is metered by upstream signal. dl Defacto Left Lane. Recode with 1 through lane as a left lane. As shown in Table 6 • During the peak summer season: o The intersection of Falmouth Road (Route 28) at Phinney’s Lane has an LOS F under all conditions during both the weekday morning and weekday evening peak hours. The intersection does not increase in delay between the 2033 No- Build and 2033 Build conditions. Traffic Impact and Access Study 32 Traffic Operations Analysis Unsignalized Intersection Capacity Analyses The analytical methodologies typically used for the analysis of unsignalized intersections use conservative analysis parameters, such as high critical gaps.2F2F. 4 Actual field observations indicate that drivers on minor streets generally accept smaller gaps in traffic than those used in the analysis procedures and therefore experience less delay than reported by the analysis software. Consequently, the analysis results tend to overstate the actual delays experienced in the field. For this reason, the results of the unsignalized intersection analyses should be considered highly conservative. Table 7 presents a summary of the capacity analyses for the unsignalized intersections in the study area during the peak season condition. The capacity analyses worksheets are included in the Appendix to this document as well as the capacity analyses worksheets and LOS tables for the average season. Traffic Impact and Access Study 33 Traffic Operations Analysis Table 7 Unsignalized Intersection Capacity Analysis – Peak Summer Season Location / Movement 2026 Existing Conditions 2033 No-Build Conditions 2033 Build Conditions D a v/c b Del c LOS d 95 Q e D v/c Del LOS 95 Q D v/c Del LOS 95 Q Phinney’s Lane at Great Marsh Road Weekday Morning EB L/R 155 0.39 19 C 45 160 0.41 19 C 48 175 0.44 20 C 55 NB L 25 0.02 8 A 3 25 0.02 8 A 3 25 0.02 8 A 3 Weekday Evening EB L/R 155 0.51 28 D 68 160 0.58 33 D 85 170 0.63 36 E 100 NB L 60 0.06 9 A 5 60 0.06 9 A 5 65 0.07 9 A 5 Great Marsh Road at Juniper Road/Site Driveway Weekday Morning EB L 1 0.00 7 A 0 1 0.00 7 A 0 1 0.00 7 A 0 WB L - - - - - - - - - - 5 0.00 8 A 0 NB L/T/R - - - - - - - - - - 25 0.03 10 A 3 SB L/T/R 15 0.03 10 A 3 15 0.02 10 A 3 15 0.02 10 A 3 Weekday Evening EB L 1 0.00 8 A 0 1 0.00 8 A 0 1 0.00 8 A 0 EB L - - - - - - - - - - 15 0.01 8 A 0 WB L - - - - - - - - - - 15 0.02 10 B 3 NB L/T/R 5 0.01 10 A 0 5 0.01 10 A 0 5 0.01 10 A 0 Great Marsh Road at Point of Pines Avenue /Driveway Weekday Morning EB L 2 0.00 8 A 0 2 0.00 8 A 0 2 0.00 8 A 0 NB L/T/R 1 0.00 9 A 0 1 0.00 9 A 0 1 0.00 9 A 0 SB L/T/R 10 0.03 10 A 3 10 0.01 10 A 0 10 0.01 10 A 0 Weekday Evening EB L 5 0.00 8 A 0 5 0.00 8 A 0 5 0.00 8 A 0 NB L/T/R - - - - - - - - - - SB L/T/R 10 0.04 11 B 3 10 0.02 11 B 3 10 0.02 11 B 3 a Demand b Volume to capacity ratio. c Average total delay, in seconds per vehicle. d Level-of-service. e 95th percentile queue, in feet. # 95th percentile volume exceeds capacity, queue may be longer. m Volume for 95th percentile queue is metered by upstream signal. Traffic Impact and Access Study 34 Traffic Operations Analysis Table 7 Unsignalized Intersection Capacity Analysis – Peak Summer Season (Continued) Location / Movement 2026 Existing Conditions 2033 No-Build Conditions 2033 Build Conditions D a v/c b Del c LOS d 95 Q e D v/c Del LOS 95 Q D v/c Del LOS 95 Q Great Marsh Road at Shootflying Hill Road Weekday Morning EB L/T/R 102 0.15 8 A 13 107 0.14 8 A 13 112 0.15 8 A 13 WB L/T/R 90 0.14 8 A 13 95 0.13 8 A 10 105 0.14 8 A 13 NB L/T/R 60 0.09 8 A 8 60 0.08 8 A 8 60 0.08 8 A 8 SB L/T/R 85 0.13 8 A 10 85 0.12 8 A 10 85 0.12 8 A 10 Weekday Evening EB L/T/R 90 0.14 8 A 13 95 0.13 8 A 13 105 0.14 8 A 13 WB L/T/R 195 0.28 9 A 28 200 0.27 9 A 28 205 0.28 9 A 28 NB L/T/R 67 0.10 8 A 8 67 0.10 8 A 8 67 0.10 8 A 8 SB L/T/R 120 0.18 9 A 15 125 0.18 9 A 15 125 0.18 9 A 18 Old Stage Road at Great Marsh Road Weekday Morning EB L/T/R 2 0.02 40 E 3 2 0.02 44 E 3 2 0.02 44 E 3 WB L/T/R 66 0.12 12 B 10 71 0.13 12 B 13 80 0.18 14 B 15 NB L 1 0.00 9 A 0 1 0.00 9 A 0 1 0.00 9 A 0 SB L 100 0.10 9 A 8 105 0.10 9 A 8 105 0.10 9 A 8 Weekday Evening EB L/T/R - - - - - - - - - - WB L/T/R 165 0.38 17 C 43 170 0.40 18 C 48 177 0.44 20 C 55 NB L - - - - - - - - - - SB L 85 0.09 9 A 8 90 0.11 9 A 10 95 0.11 9 A 10 a Demand b Volume to capacity ratio. c Average total delay, in seconds per vehicle. d Level-of-service. e 95th percentile queue, in feet. # 95th percentile volume exceeds capacity, queue may be longer. m Volume for 95th percentile queue is metered by upstream signal. As shown in Table 7 • During the peak summer season, at the intersection of Phinney’s Lane at Great Marsh Road: o During the weekday morning peak hour, the eastbound left turn movement operates at an LOS C during all conditions, and the northbound left turn movement operates at an LOS A during all conditions o During the weekday evening peak hour, the eastbound left turn movement operates at an LOS D during all the existing and no-build conditions, and an LOS E during the build condition, and the northbound left turn movement operates at an LOS A during all conditions • At the intersection of Great Marsh Road at Juniper Road/Site Driveway: o All movements operate at an LOS A during both the weekday morning and evening peak hours under all conditions, with the exception of the westbound left-turn movement which operations at an LOS B during the weekday evening peak hour under the build condition Traffic Impact and Access Study 35 Traffic Operations Analysis • At the intersection of Great Marsh Road at Point of Pines Avenue/Driveway: o During the weekday morning peak hour, all movements operate at an LOS A under all conditions o During the weekday evening peak hour, the eastbound left turn movement operates at an LOS A under all conditions, and the southbound movement operates at an LOS B under all conditions • At the intersection of Great Marsh Road at Shootflying Hill Road: o All movements operate at an LOS A during both the weekday morning and evening peak hours under all conditions • At the intersection of Old Stage Road at Great Marsh Road: o During the weekday morning peak hour, the eastbound movement operates at an LOS E under all conditions, the westbound movement operates at an LOS B under all conditions, and the northbound and southbound left turn movements operate at an LOS A under all conditions o During the weekday evening peak hour, the westbound movement operates at an LOS C under all conditions, and the southbound left turn movement operates at an LOS A under all conditions At all study area unsignalized intersections, no decrease in LOS occurred between the 2026 Existing, 2033 No-Build, and 2033 Build conditions, except for two movements under one time period each. Traffic Impact and Access Study 36 Traffic Operations Analysis Alternative Location Driveway Analysis A separate analysis was conducted for an alternative site driveway location, in the case that it is moved approximately 200 feet to the east of the original proposed location. In this case, the driveway would form a three-legged intersection with Great Marsh Road, with the site driveway under stop-control, and Great Marsh Road operating freely. A synchro analysis was completed for the alternative driveway location and is presented below in Table 8. Table 8 Unsignalized Intersection Capacity Analysis – Peak Summer Season - Alternative Driveway Location Location / Movement 2026 Existing Conditions 2033 No-Build Conditions 2033 Build Conditions D a v/c b Del c LOS d 95 Q e D v/c Del LOS 95 Q D v/c Del LOS 95 Q Great Marsh Road Alternative Driveway Location Weekday Morning NB L/R Intersection does not exist under the 2026 Existing Condition. Intersection does not exist under the 2033 No-Build Condition. 25 0.03 10 A 0 WB L 90 0.00 8 A 0 Weekday Evening NB L/R Intersection does not exist under the 2026 Existing Condition. Intersection does not exist under the 2033 No-Build Condition. 15 0.02 10 B 0 WB L 230 0.00 8 A 3 a Demand b Volume to capacity ratio. c Average total delay, in seconds per vehicle. d Level-of-service. e 95th percentile queue, in feet. # 95th percentile volume exceeds capacity, queue may be longer. m Volume for 95th percentile queue is metered by upstream signal. As shown in Table 8, at the alternative driveway location, during the build condition, all movements operate at an LOS A expect for the northbound movement during the weekday evening peak hour. The capacity analysis results for the alternative driveway location are provided in the appendix. Similar to the above referenced sight distance measurements at the formerly proposed sight driveway located across from Juniper Road, sight distance was assessed at the alternative driveway location (approximately 200 feet to the east of the existing driveway location). The findings are summarized in table 9 below: Table 9 Sight Distance Summary Stopping Sight Distance (feet) Intersection Sight Distance (feet) Location Required1 Measured2 Desirable1 Measured2 Great Marsh Road at Site Driveway East of Site Driveway 270 450 365 450 West of Site Driveway 280 440 420 360 1 Based on AASHTO guidelines 2 Based on field measurements conducted by VHB in June 2026. For ISD assumes that all vegetation is removed along site frontage within the sight triangle. Looking east can see to Phinneys Lane where vehicles will be making a left or right at slow speeds to enter Great Marsh Road so ISD is better that presented in the table. As shown in Table 9, at Great Marsh Road at relocated Site Driveway the available SSD exceeds the AASHTO requirements in both directions. The desired ISD is achieved looking west of the site driveway Traffic Impact and Access Study 37 Traffic Operations Analysis assuming vegetation is cleared along site frontage. Looking east, ISD is clear to Phinneys Lane. Great Marsh at Phinneys Lane is a T intersection so vehicles turning onto Great Marsh Road will be visible to vehicles egressing the site at the relocated site driveway. Traffic Impact and Access Study 38 Conclusion 5 Conclusion VHB, Inc. has prepared a traffic impact and access study (TIAS) for the proposed residential development to be located at 195 Phinney’s Lane in Centerville, Massachusetts. Primary access to the site will be from a single driveway on Great Marsh Road. Based on a review of the anticipated trip generation and trip distribution for the proposed project, a study area was established, the project study area included the following 6 intersections: • Falmouth Road (Route 28) at Phinney’s Lane (signalized) • Great Marsh Road at Phinney’s Lane (unsignalized) • Great Marsh Road at Juniper Road/Site Driveway (unsignalized) • Great Marsh Road at Point of Pines Avenue (unsignalized) • Great Marsh Road at Shootflying Hill Road (unsignalized) • Great Marsh Road at Old Stage Road (unsignalized) Turning movement counts (TMC) collecting peak hour data were conducted at study area intersections during the weekday morning and evening peak periods from 7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM, respectively in August 2025. Concurrent with the TMCs, 24-hour automatic traffic recorder (ATR) counts were collected on Great Marsh Road and Phinney’s Lane near the site. The proposed Project is expected to result in a total of 30 new trips (8 entering/22 exiting) during the weekday morning peak hour, and 37 trips (23 entering/14 exiting) during the weekday evening peak hour. Capacity analyses were conducted for each of the study area intersections and roadway segments under 2026 Existing conditions, 2033 No-Build conditions (without the proposed development), and 2033 Build conditions (with the proposed development). The analysis results show only minor changes at study area intersections because of this Project. Appendix Site Plan Traffic Volume Count Data CCC Seasonal Adjustment Factors Public Transportation Schedules Vehicular Crash Data CCC Historical Growth Data Background Project Information Trip Generation Projections Trip Distribution Calculations Site Generated Vehicle Volumes Sight Distance Worksheets Intersection Capacity Analyses Average Season Capacity Analyses Site Plan PHINNEY'S LANE FALMOUTH ROAD / ROUTE 28 GREAT MARSH ROADRICHARDSON ROADJUNIPER RDGRE A T M AR SH RO ADPOINT OF PINES AVEROAD NAME 1ROAD NAME 2ROAD NAME 2ROAD NAME 2SHEET TITLEDATE:CHECKED BY:JOB NO:DRAWN BY:DESCRIPTIONBYDATEPREPARED FOR:PROJECT TITLESHEET NOSCALE:BAXTER NYEENGINEERING &SURVEYINGGreat Marsh Development, LLC116 Flanders Road, Suite 3000Westborough, MA 01581STAMPCONSULTANTNOFILE:Homes at Centerville Cove195 Phinney's Lane39, 51, 61, & 75 Great Marsh Rd40 Richarson RoadCenterville, MA 02632CONSULTANTSTAMPC3.0Master SiteLayout PlanFOR PERMIT ONLY - NOT FOR CONSTRUCTIONO:\2020\2020-015\CIVIL\PLOT\2020-015 DM Master.dwg, 6/19/2026 9:03:20 AM, jlavelle, DWG To PDF.pc3, 1:1 PHINNEY'S LANE FALMOUTH ROAD / ROUTE 28 GREAT MARSH ROADJUNIPER RDROAD NAME 1ROAD NAME 2ROAD NAME 2ROAD NAME 2SHEET TITLEDATE:CHECKED BY:JOB NO:DRAWN BY:DESCRIPTIONBYDATEPREPARED FOR:PROJECT TITLESHEET NOSCALE:BAXTER NYEENGINEERING &SURVEYINGGreat Marsh Development, LLC116 Flanders Road, Suite 3000Westborough, MA 01581STAMPCONSULTANTNOFILE:Homes at Centerville Cove195 Phinney's Lane39, 51, 61, & 75 Great Marsh Rd40 Richarson RoadCenterville, MA 02632CONSULTANTSTAMPC3.1Site Layout PlanFOR PERMIT ONLY - NOT FOR CONSTRUCTIONO:\2020\2020-015\CIVIL\PLOT\2020-015 DM.dwg, 6/19/2026 9:08:49 AM, jlavelle, DWG To PDF.pc3, 1:1 PHINNEY'S LANE FALMOUTH ROAD / ROUTE 28 GREAT MARSH ROADJUNIPER RDROAD NAME 1ROAD NAME 2ROAD NAME 2ROAD NAME 2SHEET TITLEDATE:CHECKED BY:JOB NO:DRAWN BY:DESCRIPTIONBYDATEPREPARED FOR:PROJECT TITLESHEET NOSCALE:BAXTER NYEENGINEERING &SURVEYINGGreat Marsh Development, LLC116 Flanders Road, Suite 3000Westborough, MA 01581STAMPCONSULTANTNOFILE:Homes at Centerville Cove195 Phinney's Lane39, 51, 61, & 75 Great Marsh Rd40 Richarson RoadCenterville, MA 02632CONSULTANTSTAMPC3.4Site Distance PlanFOR PERMIT ONLY - NOT FOR CONSTRUCTIONO:\2020\2020-015\CIVIL\PLOT\2020-015 SD.dwg, 6/19/2026 3:38:10 PM, jlavelle, DWG To PDF.pc3, 1:1 Traffic Volume Count Data barnstable, MA Client: Engineer: Site Code: Date: PDI Job # City, State: VHB R. Hart 85401.25 Tues 8/5/25 250728 Location Map: 250728 barnstable, MA Precision Data Industries, LLC 157 Washington Street, Suite 2, Hudson, MA 01749 ph: 508-875-0100 email: datarequests@pdillc.com B C D EF (6) 7-9am/4-6pm TMCs (1) Add VCU @A (2) 24HR VCU-ATRs (2) HRs (7) VCUs (2) HRs A A B Great Marsh Road east of Juniper Road Client: VHB/ R. Hart Site Code: 85401.25 Count Date: Direction: EB AM Bicycles Motorcycle Cars & Light Goods Buses Single Unit Heavy Multi Unit Heavy Total PM Bicycles Motorcycle Cars & Light Goods Buses Single Unit Heavy Multi Unit Heavy Total 12:00 AM 0 0 2 0 0 0 2 12:00 PM 0 0 24 0 1 0 25 12:15 AM 0 0 0 0 0 0 0 12:15 PM 0 0 36 0 1 0 37 12:30 AM 0 0 0 0 0 0 0 12:30 PM 0 0 27 0 1 0 28 12:45 AM 0 0 0 0 0 0 0 12:45 PM 0 0 42 0 0 0 42 1:00 AM 0 0 0 0 0 0 0 1:00 PM 0 0 26 0 0 0 26 1:15 AM 0 0 0 0 0 0 0 1:15 PM 0 0 25 0 2 0 27 1:30 AM 0 0 1 0 0 0 1 1:30 PM 1 0 25 0 0 0 26 1:45 AM 0 0 0 0 0 0 0 1:45 PM 0 0 19 0 0 0 19 2:00 AM 0 0 2 0 0 0 2 2:00 PM 0 0 33 0 1 0 34 2:15 AM 0 0 2 0 0 0 2 2:15 PM 0 0 26 0 1 0 27 2:30 AM 0 0 0 0 0 0 0 2:30 PM 0 0 28 0 0 0 28 2:45 AM 0 0 0 0 0 0 0 2:45 PM 2 0 28 0 0 0 30 3:00 AM 0 0 0 0 0 0 0 3:00 PM 1 0 30 0 0 0 31 3:15 AM 0 0 0 0 0 0 0 3:15 PM 0 0 21 0 1 0 22 3:30 AM 0 0 0 0 0 0 0 3:30 PM 0 0 32 0 0 0 32 3:45 AM 0 0 1 0 0 0 1 3:45 PM 0 0 26 0 0 0 26 4:00 AM 0 0 0 0 0 0 0 4:00 PM 0 0 31 0 1 0 32 4:15 AM 0 0 1 0 0 0 1 4:15 PM 0 0 41 0 0 0 41 4:30 AM 0 0 1 0 0 0 1 4:30 PM 2 0 37 0 1 0 40 4:45 AM 0 0 3 0 0 0 3 4:45 PM 0 0 37 0 0 0 37 5:00 AM 0 0 5 0 0 0 5 5:00 PM 0 0 36 0 0 0 36 5:15 AM 0 0 2 0 0 0 2 5:15 PM 3 0 33 0 0 0 36 5:30 AM 0 0 5 0 0 0 5 5:30 PM 1 0 32 0 0 0 33 5:45 AM 0 0 4 0 0 0 4 5:45 PM 0 0 26 0 0 0 26 6:00 AM 0 0 4 0 0 0 4 6:00 PM 0 0 24 0 0 0 24 6:15 AM 0 0 12 0 0 0 12 6:15 PM 0 0 28 0 0 0 28 6:30 AM 0 1 22 1 0 0 24 6:30 PM 0 0 21 0 0 0 21 6:45 AM 1 0 22 0 0 0 23 6:45 PM 0 0 17 0 0 0 17 7:00 AM 0 0 21 0 2 0 23 7:00 PM 2 0 24 0 0 0 26 7:15 AM 0 1 25 0 0 0 26 7:15 PM 1 0 16 0 0 0 17 7:30 AM 0 1 36 0 0 0 37 7:30 PM 0 0 13 0 0 0 13 7:45 AM 0 0 43 0 0 0 43 7:45 PM 0 0 19 0 0 0 19 8:00 AM 0 0 36 0 1 0 37 8:00 PM 0 0 11 0 0 0 11 8:15 AM 1 0 30 0 1 0 32 8:15 PM 0 0 7 0 0 0 7 8:30 AM 0 0 42 0 0 0 42 8:30 PM 0 0 10 0 0 0 10 8:45 AM 0 0 30 0 1 0 31 8:45 PM 0 0 8 0 0 0 8 9:00 AM 0 0 31 0 1 0 32 9:00 PM 0 0 7 0 0 0 7 9:15 AM 0 0 29 0 1 0 30 9:15 PM 0 0 7 0 0 0 7 9:30 AM 1 0 29 0 1 0 31 9:30 PM 0 0 10 0 0 0 10 9:45 AM 0 0 30 0 1 0 31 9:45 PM 0 0 4 0 0 0 4 10:00 AM 0 0 39 0 0 0 39 10:00 PM 0 0 5 0 0 0 5 10:15 AM 1 0 31 0 0 0 32 10:15 PM 0 0 4 0 0 0 4 10:30 AM 0 0 30 0 0 0 30 10:30 PM 0 0 3 0 0 0 3 10:45 AM 0 0 29 0 0 0 29 10:45 PM 0 0 2 0 0 0 2 11:00 AM 0 0 29 0 0 0 29 11:00 PM 0 0 1 0 0 0 1 11:15 AM 2 0 32 1 2 0 37 11:15 PM 0 0 7 0 0 0 7 11:30 AM 0 0 20 0 0 1 21 11:30 PM 0 0 2 0 1 0 3 11:45 AM 0 0 36 0 0 0 36 11:45 PM 0 0 5 0 0 0 5 AM Total 6 3 717 2 11 1 740 PM Total 13 0 976 0 11 0 1000 Percentage 0.81% 0.41% 96.89% 0.27% 1.49% 0.14% Percentage 1.30% 0.00% 97.60% 0.00% 1.10% 0.00% AM Peak 9:30 AM 6:30 AM 7:45 AM 5:45 AM 8:45 AM 10:45 AM 7:45 AM PM Peak 4:30 PM 12:00 PM 4:15 PM 12:00 PM 12:00 PM 12:00 PM 4:15 PM Volume 2 2 151 1 4 1 154 Volume 5 0 151 0 3 0 154 Day Total 19 3 1693 2 22 1 1740 Percentage 1.09% 0.17% 97.30% 0.11% 1.26% 0.06% PDI File #: 250728 ATR-A Tuesday, August 5, 2025 City, State: Barnstable, MA PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Great Marsh Road east of Juniper Road Client: VHB/ R. Hart Site Code: 85401.25 Count Date: Direction: WB AM Bicycles Motorcycle Cars & Light Goods Buses Single Unit Heavy Multi Unit Heavy Total PM Bicycles Motorcycle Cars & Light Goods Buses Single Unit Heavy Multi Unit Heavy Total 12:00 AM 0 0 2 0 0 0 2 12:00 PM 0 0 35 0 0 0 35 12:15 AM 0 0 0 0 0 0 0 12:15 PM 1 0 31 0 0 0 32 12:30 AM 0 0 0 0 0 0 0 12:30 PM 0 0 38 0 0 0 38 12:45 AM 0 0 1 0 0 0 1 12:45 PM 0 0 26 0 0 0 26 1:00 AM 0 0 0 0 0 0 0 1:00 PM 0 0 22 0 2 0 24 1:15 AM 0 0 1 0 0 0 1 1:15 PM 0 0 28 0 0 0 28 1:30 AM 0 0 2 0 0 0 2 1:30 PM 0 0 54 0 0 0 54 1:45 AM 0 0 1 0 0 0 1 1:45 PM 0 0 27 0 0 0 27 2:00 AM 0 0 1 0 0 0 1 2:00 PM 0 0 23 0 0 1 24 2:15 AM 0 0 1 0 0 0 1 2:15 PM 0 0 40 0 1 0 41 2:30 AM 0 0 0 0 0 0 0 2:30 PM 0 0 36 0 1 0 37 2:45 AM 0 0 0 0 0 0 0 2:45 PM 0 1 26 0 0 0 27 3:00 AM 0 0 0 0 0 0 0 3:00 PM 0 0 43 1 0 0 44 3:15 AM 0 0 0 0 0 0 0 3:15 PM 0 0 46 0 0 0 46 3:30 AM 0 0 1 0 0 0 1 3:30 PM 0 0 43 0 1 0 44 3:45 AM 0 0 1 0 0 0 1 3:45 PM 1 0 41 0 0 0 42 4:00 AM 0 0 0 0 0 0 0 4:00 PM 0 1 48 0 1 0 50 4:15 AM 0 0 0 0 0 0 0 4:15 PM 1 0 44 0 0 0 45 4:30 AM 0 0 0 0 0 0 0 4:30 PM 2 0 44 0 0 0 46 4:45 AM 0 0 1 0 0 0 1 4:45 PM 0 1 48 0 0 0 49 5:00 AM 0 0 1 0 0 0 1 5:00 PM 0 0 67 0 0 0 67 5:15 AM 0 0 0 0 0 0 0 5:15 PM 0 1 53 0 1 0 55 5:30 AM 0 0 2 0 0 0 2 5:30 PM 0 0 46 1 0 0 47 5:45 AM 0 0 1 0 0 0 1 5:45 PM 2 0 37 0 0 0 39 6:00 AM 0 0 5 0 0 0 5 6:00 PM 2 1 38 0 1 0 42 6:15 AM 0 0 7 0 0 0 7 6:15 PM 0 0 35 0 1 0 36 6:30 AM 0 0 4 0 0 0 4 6:30 PM 0 0 28 0 1 0 29 6:45 AM 0 0 13 0 1 0 14 6:45 PM 0 0 33 0 0 0 33 7:00 AM 0 0 10 0 0 0 10 7:00 PM 0 0 16 0 0 0 16 7:15 AM 0 0 8 0 4 0 12 7:15 PM 0 0 26 0 0 0 26 7:30 AM 0 0 9 0 0 0 9 7:30 PM 0 0 23 0 0 0 23 7:45 AM 0 0 16 1 0 0 17 7:45 PM 3 0 18 0 0 0 21 8:00 AM 0 0 24 0 0 0 24 8:00 PM 1 0 16 0 0 0 17 8:15 AM 0 0 17 0 0 0 17 8:15 PM 0 0 22 0 0 0 22 8:30 AM 0 0 29 0 0 0 29 8:30 PM 0 0 18 0 0 0 18 8:45 AM 0 0 22 0 0 0 22 8:45 PM 0 0 25 0 0 0 25 9:00 AM 0 0 21 0 1 0 22 9:00 PM 1 1 8 0 1 0 11 9:15 AM 0 0 21 0 0 0 21 9:15 PM 0 0 20 0 0 0 20 9:30 AM 0 0 26 0 0 0 26 9:30 PM 0 0 15 0 0 0 15 9:45 AM 0 0 23 0 1 0 24 9:45 PM 1 0 6 0 0 0 7 10:00 AM 0 0 25 0 0 0 25 10:00 PM 0 0 6 0 0 0 6 10:15 AM 0 0 21 0 0 0 21 10:15 PM 0 0 8 0 0 0 8 10:30 AM 0 0 29 0 1 0 30 10:30 PM 0 2 10 0 0 0 12 10:45 AM 0 0 25 0 1 0 26 10:45 PM 0 0 5 0 0 0 5 11:00 AM 0 0 53 1 0 0 54 11:00 PM 0 0 4 0 0 0 4 11:15 AM 0 0 31 0 1 0 32 11:15 PM 0 0 3 0 0 0 3 11:30 AM 0 0 33 0 0 0 33 11:30 PM 0 0 4 0 0 0 4 11:45 AM 2 1 29 0 0 0 32 11:45 PM 0 0 2 0 0 0 2 AM Total 2 1 517 2 10 0 532 PM Total 15 8 1335 2 11 1 1372 Percentage 0.38% 0.19% 97.18% 0.38% 1.88% 0.00% Percentage 1.09% 0.58% 97.30% 0.15% 0.80% 0.07% AM Peak 11:00 AM 11:00 AM 11:00 AM 7:00 AM 6:30 AM 12:00 AM 11:00 AM PM Peak 3:45 PM 4:00 PM 4:45 PM 2:15 PM 5:45 PM 1:15 PM 4:45 PM Volume 2 1 146 1 5 0 151 Volume 4 2 214 1 3 1 218 Day Total 17 9 1852 4 21 1 1904 Percentage 0.89% 0.47% 97.27% 0.21% 1.10% 0.05% PDI File #: 250728 ATR-A Tuesday, August 5, 2025 City, State: Barnstable, MA PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Great Marsh Road east of Juniper Hill Road City, State: Barnstable, MA Client: VHB/ R. Hart Site Code: 85401.25 Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed 12:00 AM 0000110000000237.8 35.0 1:00 AM 0000001000000143.0 43.0 2:00 AM 0002101000000437.1 32.3 3:00 AM 0000100000000134.0 34.0 4:00 AM 0000230000000537.0 35.0 5:00 AM 00015910000001637.0 34.9 6:00 AM 0109242370000026639.0 36.0 7:00 AM 0 0 0 19 47 43 11 10101012338.0 34.6 8:00 AM 0 2 2 12 57 54 12 21000014239.0 34.2 9:00 AM 1 2 1 16 67 27 810000012336.0 32.6 10:00 AM 0 0 2 20 61 36 900000012837.0 32.9 11:00 AM 2 0 4 23 56 29 600000012037.0 32.0 12:00 PM 1 1 2 18 57 37 13 10010013139.0 33.5 1:00 PM 0 1 1 12 34 41 60000019637.8 34.3 2:00 PM 1 3 2 16 57 35 700000012137.0 32.7 3:00 PM 2 0 6 14 38 44 830000111638.8 34.0 4:00 PM 0 3 4 19 53 54 10 10010114638.0 33.7 5:00 PM 2 2 2 17 57 42 510000012837.0 32.5 6:00 PM 1014413192001009039.0 34.7 7:00 PM 1326282591000007539.0 33.3 8:00 PM 1 0 3 10 9531000003238.0 31.3 9:00 PM 055410230000002934.8 28.1 10:00 PM 03452112000001838.9 28.6 11:00 PM 01235510000001737.0 30.7 Total 12 27 43 230 713 547 131 16 113151730 38.0 33.4 Percent 0.69% 1.56% 2.49% 13.29% 41.21% 31.62% 7.57% 0.92% 0.06% 0.06% 0.17% 0.06% 0.29% AM Peak 11:00 AM 8:00 AM 11:00 AM 11:00 AM 9:00 AM 8:00 AM 8:00 AM 8:00 AM 8:00 AM 7:00 AM 7:00 AM 6:00 AM 8:00 AM Volume 2 2 4 23 67 54 12 211012142 PM Peak 3:00 PM 9:00 PM 3:00 PM 4:00 PM 12:00 PM 4:00 PM 12:00 PM 3:00 PM 12:00 PM 1:00 PM 4:00 PM Volume 2 5 6 19 57 54 13 300101146 15th Percentile: 29.0 MPH Average Speed: 33.4 MPH Posted Speed Limit: 30 MPH 50th Percentile: 33.0 MPH 10 MPH Pace: 29 to 38 MPH Number of Vehicles > 30 MPH: 1323 85th Percentile: 38.0 MPH Number in Pace: 1264 Percent of Vehicles > 30 MPH: 76.5% 95th Percentile: 41.0 MPH Percent in Pace: 73.1% EB Tuesday, August 5, 2025 Speed (60-minute) Count Date PDI File #: 250728 ATR-A (Speed) PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Great Marsh Road east of Juniper Hill Road City, State: Client: VHB/ R. Hart Site Code: 85401.25 Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed 12:00 AM 0100110000000334.9 28.3 1:00 AM 0001111000000439.8 34.8 2:00 AM 0000101000000238.7 35.5 3:00 AM 0001100000000231.8 29.0 4:00 AM 0001000000000126.0 26.0 5:00 AM 0000310000000435.8 33.8 6:00 AM 001216830000003038.7 33.8 7:00 AM 0226221330000004836.0 32.3 8:00 AM 0 0 1 12 43 34 30000009337.0 33.4 9:00 AM 0 1 3 19 42 28 20000009536.0 31.9 10:00 AM 0 0 2 14 56 25 710000010537.0 33.1 11:00 AM 0 0 3 26 79 34 710000015036.0 32.5 12:00 PM 0 1 5 15 73 35 310000013337.0 32.7 1:00 PM 0 1 3 25 66 32 720000013637.0 32.8 2:00 PM 0 0 3 22 64 30 730000012937.0 32.9 3:00 PM 1 4 4 30 80 48 740000017837.0 32.6 4:00 PM 0 0 7 29 78 60 14 20000019037.0 33.2 5:00 PM 0 1 8 18 103 56 15 41000020637.0 33.6 6:00 PM 1 0 4 21 61 39 811000013637.0 33.1 7:00 PM 0 4 6 25 33 19 31000009136.0 30.8 8:00 PM 1 2 4 23 35 862000008136.0 31.1 9:00 PM 4 2 6 14 15 711000005035.0 28.1 10:00 PM 113612312000002935.0 30.3 11:00 PM 10035320001001539.8 34.3 Total 9 20 65 313 890 485 101 25 201001911 37.0 32.6 Percent 0.47% 1.05% 3.40% 16.38% 46.57% 25.38% 5.29% 1.31% 0.10% 0.00% 0.05% 0.00% 0.00% AM Peak 7:00 AM 9:00 AM 11:00 AM 11:00 AM 8:00 AM 10:00 AM 10:00 AM 11:00 AM Volume 0 2 3 26 79 34 7100000150 PM Peak 9:00 PM 3:00 PM 5:00 PM 3:00 PM 5:00 PM 4:00 PM 5:00 PM 3:00 PM 5:00 PM 11:00 PM 5:00 PM Volume 4 4 8 30 103 60 15 410100206 15th Percentile: 28.0 MPH Average Speed: 32.6 MPH Posted Speed Limit: 30 MPH 50th Percentile: 33.0 MPH 10 MPH Pace: 28 to 37 MPH Number of Vehicles > 30 MPH: 1380 85th Percentile: 37.0 MPH Number in Pace: 1473 Percent of Vehicles > 30 MPH: 72.2% 95th Percentile: 40.0 MPH Percent in Pace: 77.1% WB Tuesday, August 5, 2025 Speed (60-minute) Count Date PDI File #: 250728 ATR-A (Speed) Barnstable, MA PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Great Marsh Road east of Juniper Hill Road City, State: Client: VHB/ R. Hart Site Code: 85401.25 Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed 12:00 AM 0100220000000537.8 31.0 1:00 AM 0001112000000542.4 36.4 2:00 AM 0002202000000640.5 33.3 3:00 AM 0001200000000333.7 30.7 4:00 AM 0001230000000637.0 33.5 5:00 AM 000181010000002037.2 34.7 6:00 AM 0 1 1 11 40 31 10 0000029639.0 35.3 7:00 AM 0 2 2 25 69 56 14 10101017138.0 33.9 8:00 AM 0 2 3 24 100 88 15 21000023538.0 33.9 9:00 AM 1 3 4 35 109 55 10 10000021836.0 32.3 10:00 AM 0 0 4 34 117 61 16 10000023337.0 33.0 11:00 AM 2 0 7 49 135 63 13 10000027036.0 32.3 12:00 PM 1 2 7 33 130 72 16 20010026437.0 33.1 1:00 PM 0 2 4 37 100 73 13 20000123237.4 33.4 2:00 PM 1 3 5 38 121 65 14 30000025037.0 32.8 3:00 PM 3 4 10 44 118 92 15 70000129438.0 33.1 4:00 PM 0 3 11 48 131 114 24 30010133637.0 33.4 5:00 PM 2 3 10 35 160 98 20 51000033437.0 33.2 6:00 PM 2 0 5 25 102 70 17 31010022638.0 33.7 7:00 PM 1 7 8 31 61 44 12 20000016637.0 31.9 8:00 PM 2 2 7 33 44 13 930000011337.0 31.2 9:00 PM 4 7 11 18 25 941000007935.0 28.1 10:00 PM 1 4 7 11 14 424000004738.0 29.7 11:00 PM 112610830001003238.0 32.4 Total 21 47 108 543 1603 1032 232 41 314153641 37.0 33.0 Percent 0.58% 1.29% 2.97% 14.91% 44.03% 28.34% 6.37% 1.13% 0.08% 0.03% 0.11% 0.03% 0.14% AM Peak 11:00 AM 9:00 AM 11:00 AM 11:00 AM 11:00 AM 8:00 AM 10:00 AM 8:00 AM 8:00 AM 7:00 AM 7:00 AM 6:00 AM 11:00 AM Volume 2 3 7 49 135 88 16 211012270 PM Peak 9:00 PM 7:00 PM 4:00 PM 4:00 PM 5:00 PM 4:00 PM 4:00 PM 3:00 PM 5:00 PM 12:00 PM 1:00 PM 4:00 PM Volume 4 7 11 48 160 114 24 710101336 15th Percentile: 28.0 MPH Average Speed: 33.0 MPH Posted Speed Limit: 30 MPH 50th Percentile: 33.0 MPH 10 MPH Pace: 28 to 37 MPH Number of Vehicles > 30 MPH: 2703 85th Percentile: 37.0 MPH Number in Pace: 2728 Percent of Vehicles > 30 MPH: 74.2% 95th Percentile: 41.0 MPH Percent in Pace: 74.9% Combined EB and WB Tuesday, August 5, 2025 Speed (60-minute) Count Date PDI File #: 250728 ATR-A (Speed) Barnstable, MA PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Phinney's Lane north of Great Marsh Road Client: VHB/ R. Hart Site Code: 85401.25 Count Date: Direction: NB AM Bicycles Motorcycle Cars & Light Goods Buses Single Unit Heavy Multi Unit Heavy Total PM Bicycles Motorcycle Cars & Light Goods Buses Single Unit Heavy Multi Unit Heavy Total 12:00 AM 0 0 5 0 0 0 5 12:00 PM 0 0 72 0 2 1 75 12:15 AM 0 0 4 0 0 0 4 12:15 PM 0 0 133 1 3 0 137 12:30 AM 0 0 1 0 1 0 2 12:30 PM 0 0 97 0 3 1 101 12:45 AM 0 0 2 0 0 0 2 12:45 PM 0 0 113 0 4 0 117 1:00 AM 0 0 1 0 0 0 1 1:00 PM 0 0 94 1 5 1 101 1:15 AM 0 0 1 0 0 0 1 1:15 PM 0 0 90 0 6 0 96 1:30 AM 0 0 1 0 0 0 1 1:30 PM 1 0 103 0 5 0 109 1:45 AM 0 0 1 0 0 0 1 1:45 PM 0 0 87 1 1 0 89 2:00 AM 0 0 2 0 0 0 2 2:00 PM 0 0 95 0 5 0 100 2:15 AM 0 0 4 0 0 0 4 2:15 PM 0 1 73 0 1 0 75 2:30 AM 0 0 1 0 0 0 1 2:30 PM 0 1 77 0 2 0 80 2:45 AM 0 0 1 0 0 0 1 2:45 PM 0 0 93 0 1 2 96 3:00 AM 0 0 2 0 0 0 2 3:00 PM 0 0 94 0 1 0 95 3:15 AM 0 0 1 0 0 0 1 3:15 PM 0 0 93 0 3 2 98 3:30 AM 0 1 4 0 0 0 5 3:30 PM 0 0 111 0 2 0 113 3:45 AM 0 0 3 0 0 0 3 3:45 PM 0 0 91 0 2 0 93 4:00 AM 0 0 1 0 0 0 1 4:00 PM 0 0 108 0 4 0 112 4:15 AM 0 0 3 0 0 0 3 4:15 PM 1 1 95 1 2 1 101 4:30 AM 0 0 5 0 0 0 5 4:30 PM 0 0 91 0 5 1 97 4:45 AM 0 0 8 0 0 0 8 4:45 PM 0 0 114 0 1 0 115 5:00 AM 0 0 9 0 0 0 9 5:00 PM 0 1 109 0 2 0 112 5:15 AM 0 0 10 0 0 0 10 5:15 PM 3 0 85 1 2 0 91 5:30 AM 0 0 16 0 1 0 17 5:30 PM 1 0 88 0 0 0 89 5:45 AM 0 0 22 0 0 0 22 5:45 PM 0 1 75 0 1 0 77 6:00 AM 0 0 13 0 1 0 14 6:00 PM 0 0 75 0 0 0 75 6:15 AM 0 0 30 0 0 0 30 6:15 PM 0 0 67 0 0 0 67 6:30 AM 0 1 41 2 1 1 46 6:30 PM 1 0 66 0 0 0 67 6:45 AM 1 1 69 0 1 0 72 6:45 PM 0 0 47 0 0 0 47 7:00 AM 1 0 55 0 5 0 61 7:00 PM 2 0 40 0 0 0 42 7:15 AM 1 1 64 1 2 2 71 7:15 PM 0 0 38 0 1 1 40 7:30 AM 1 1 102 0 2 1 107 7:30 PM 1 0 38 0 0 0 39 7:45 AM 0 0 111 0 2 2 115 7:45 PM 0 0 37 0 0 0 37 8:00 AM 0 0 98 0 4 0 102 8:00 PM 0 0 35 0 0 0 35 8:15 AM 1 0 88 1 2 0 92 8:15 PM 0 0 38 0 0 0 38 8:30 AM 0 0 110 1 2 0 113 8:30 PM 0 0 27 0 0 0 27 8:45 AM 0 0 94 0 3 0 97 8:45 PM 0 0 21 0 0 0 21 9:00 AM 1 0 93 1 4 0 99 9:00 PM 0 0 29 0 0 0 29 9:15 AM 0 0 85 0 2 0 87 9:15 PM 0 0 26 0 0 0 26 9:30 AM 0 0 78 0 4 0 82 9:30 PM 0 0 25 0 0 0 25 9:45 AM 1 1 90 0 4 0 96 9:45 PM 0 0 13 0 0 0 13 10:00 AM 0 0 91 0 4 0 95 10:00 PM 0 0 9 0 0 0 9 10:15 AM 1 0 107 0 1 1 110 10:15 PM 0 0 9 0 0 0 9 10:30 AM 0 0 94 0 2 0 96 10:30 PM 0 0 12 0 0 0 12 10:45 AM 0 0 94 0 1 0 95 10:45 PM 0 0 5 0 0 0 5 11:00 AM 0 0 89 0 2 0 91 11:00 PM 0 0 6 0 0 0 6 11:15 AM 1 0 109 1 4 0 115 11:15 PM 0 0 13 0 0 0 13 11:30 AM 0 0 88 0 4 1 93 11:30 PM 0 0 10 0 1 0 11 11:45 AM 0 0 97 0 1 0 98 11:45 PM 0 0 9 0 1 0 10 AM Total 9 6 2098 7 60 8 2188 PM Total 10 5 2976 5 66 10 3072 Percentage 0.41% 0.27% 95.89% 0.32% 2.74% 0.37% Percentage 0.33% 0.16% 96.88% 0.16% 2.15% 0.33% AM Peak 6:45 AM 6:30 AM 7:45 AM 6:30 AM 9:00 AM 7:00 AM 7:45 AM PM Peak 4:45 PM 1:45 PM 12:15 PM 12:15 PM 12:45 PM 2:30 PM 12:15 PM Volume 4 3 407 3 14 5 422 Volume 4 2 437 2 20 4 456 Day Total 19 11 5074 12 126 18 5260 Percentage 0.36% 0.21% 96.46% 0.23% 2.40% 0.34% PDI File #: 250728 ATR-B Tuesday, August 5, 2025 City, State: Barnstable, MA PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Phinney's Lane north of Great Marsh Road Client: VHB/ R. Hart Site Code: 85401.25 Count Date: Direction: SB AM Bicycles Motorcycle Cars & Light Goods Buses Single Unit Heavy Multi Unit Heavy Total PM Bicycles Motorcycle Cars & Light Goods Buses Single Unit Heavy Multi Unit Heavy Total 12:00 AM 0 0 3 0 0 0 3 12:00 PM 0 0 102 0 0 1 103 12:15 AM 0 0 0 0 0 0 0 12:15 PM 0 0 79 0 0 0 79 12:30 AM 0 0 4 0 0 0 4 12:30 PM 0 1 99 0 2 1 103 12:45 AM 0 0 6 0 0 0 6 12:45 PM 0 0 87 0 4 0 91 1:00 AM 0 0 4 0 0 0 4 1:00 PM 1 0 87 0 5 0 93 1:15 AM 0 0 2 0 0 0 2 1:15 PM 0 0 84 1 2 0 87 1:30 AM 0 0 1 0 0 0 1 1:30 PM 0 0 115 0 3 1 119 1:45 AM 0 0 1 0 0 0 1 1:45 PM 0 0 86 0 2 0 88 2:00 AM 0 0 3 0 0 0 3 2:00 PM 0 0 77 0 2 1 80 2:15 AM 0 0 1 0 0 0 1 2:15 PM 0 1 111 0 5 1 118 2:30 AM 0 0 0 0 0 0 0 2:30 PM 0 0 110 1 3 0 114 2:45 AM 0 0 1 0 0 0 1 2:45 PM 0 1 80 0 1 0 82 3:00 AM 0 0 1 0 0 0 1 3:00 PM 0 0 99 0 0 0 99 3:15 AM 0 0 2 0 0 0 2 3:15 PM 0 0 104 0 2 0 106 3:30 AM 0 0 4 0 0 0 4 3:30 PM 0 1 99 0 4 0 104 3:45 AM 0 0 2 0 0 0 2 3:45 PM 2 1 111 0 2 0 116 4:00 AM 0 0 1 0 1 0 2 4:00 PM 0 1 116 0 1 0 118 4:15 AM 0 0 2 0 0 0 2 4:15 PM 1 0 116 0 2 0 119 4:30 AM 1 0 3 0 1 0 5 4:30 PM 0 0 118 0 4 0 122 4:45 AM 0 0 7 0 1 0 8 4:45 PM 1 2 130 0 0 0 133 5:00 AM 0 0 6 0 0 0 6 5:00 PM 0 0 127 0 0 1 128 5:15 AM 0 0 2 0 0 0 2 5:15 PM 0 1 124 0 1 1 127 5:30 AM 0 0 6 0 0 0 6 5:30 PM 0 0 113 1 0 0 114 5:45 AM 0 0 9 0 0 0 9 5:45 PM 1 0 92 0 0 0 93 6:00 AM 0 0 25 0 3 1 29 6:00 PM 0 1 89 0 3 0 93 6:15 AM 0 0 16 0 1 1 18 6:15 PM 0 0 83 0 1 0 84 6:30 AM 0 0 33 0 1 0 34 6:30 PM 0 0 84 0 1 0 85 6:45 AM 0 0 37 1 3 0 41 6:45 PM 0 1 80 0 2 0 83 7:00 AM 0 1 38 0 2 1 42 7:00 PM 0 0 69 0 0 0 69 7:15 AM 0 1 45 0 4 0 50 7:15 PM 0 0 68 0 1 0 69 7:30 AM 0 0 54 2 1 0 57 7:30 PM 0 0 61 0 0 0 61 7:45 AM 0 0 72 1 3 2 78 7:45 PM 3 0 63 0 0 0 66 8:00 AM 0 0 63 0 4 0 67 8:00 PM 1 0 58 0 0 0 59 8:15 AM 0 0 67 0 6 1 74 8:15 PM 0 0 54 0 0 0 54 8:30 AM 0 0 90 2 1 0 93 8:30 PM 0 0 48 0 0 0 48 8:45 AM 0 0 72 2 2 0 76 8:45 PM 0 0 38 0 0 0 38 9:00 AM 0 0 76 0 4 0 80 9:00 PM 0 2 39 0 0 0 41 9:15 AM 0 0 77 0 0 0 77 9:15 PM 0 0 41 0 0 0 41 9:30 AM 0 0 79 0 5 0 84 9:30 PM 0 0 29 0 1 0 30 9:45 AM 0 0 83 0 4 0 87 9:45 PM 0 0 29 0 0 0 29 10:00 AM 0 0 87 0 3 0 90 10:00 PM 0 0 23 0 0 0 23 10:15 AM 0 0 63 0 3 0 66 10:15 PM 0 0 21 0 0 0 21 10:30 AM 0 0 77 0 6 0 83 10:30 PM 0 2 22 0 0 0 24 10:45 AM 0 0 77 0 2 0 79 10:45 PM 0 0 16 0 0 0 16 11:00 AM 0 0 92 0 1 0 93 11:00 PM 0 0 19 0 0 0 19 11:15 AM 0 0 87 0 2 1 90 11:15 PM 0 0 9 0 0 0 9 11:30 AM 0 0 112 1 0 0 113 11:30 PM 0 0 3 0 0 0 3 11:45 AM 2 1 97 2 2 0 104 11:45 PM 0 0 8 0 0 0 8 AM Total 3 3 1690 11 66 7 1780 PM Total 10 15 3520 3 54 7 3609 Percentage 0.17% 0.17% 94.94% 0.62% 3.71% 0.39% Percentage 0.28% 0.42% 97.53% 0.08% 1.50% 0.19% AM Peak 11:00 AM 6:30 AM 11:00 AM 8:00 AM 9:45 AM 7:00 AM 11:00 AM PM Peak 7:15 PM 3:15 PM 4:30 PM 12:30 PM 12:45 PM 1:30 PM 4:30 PM Volume 2 2 388 4 16 3 400 Volume 4 3 499 1 14 3 510 Day Total 13 18 5210 14 120 14 5389 Percentage 0.24% 0.33% 96.68% 0.26% 2.23% 0.26% PDI File #: 250728 ATR-B Tuesday, August 5, 2025 City, State: Barnstable, MA PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Phinney's Lane north of Great Marsh Road City, State: Barnstable, MA Client: VHB/ R. Hart Site Code: 85401.25 Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed 12:00 AM 00003631000001341.4 37.5 1:00 AM 0002010100000443.6 34.3 2:00 AM 0021031000000739.2 32.6 3:00 AM 00004223000001145.0 38.4 4:00 AM 00025361000001742.0 36.8 5:00 AM 12281219124000006042.0 35.0 6:00 AM 0 2 3 35 42 58 16 20010015939.0 33.7 7:00 AM 1 3 7 69 119 107 27 40000033738.0 33.1 8:00 AM 0 2 12 70 178 113 13 10000038937.0 32.5 9:00 AM 1 3 7 68 148 107 12 50000035137.0 32.6 10:00 AM 1 3 4 79 168 117 20 10000039337.0 32.6 11:00 AM 0 2 9 81 174 95 16 20000037937.0 32.4 12:00 PM 0 2 8 73 195 108 17 10000040436.0 32.5 1:00 PM 0 1 8 73 187 93 20 10000038337.0 32.6 2:00 PM 0 3 12 82 162 79 710000034636.0 31.7 3:00 PM 0 1 8 71 174 105 16 00000037537.0 32.5 4:00 PM 0 2 8 86 195 99 810000039936.0 32.2 5:00 PM 0 2 7 78 170 104 10 20000037337.0 32.4 6:00 PM 0 1 7 44 110 77 19 20000026038.0 33.1 7:00 PM 1 1 8 41 51 44 900000015537.0 32.0 8:00 PM 0 0 0 21 52 34 833100012239.0 34.4 9:00 PM 0 0 5 16 34 24 10 1110009238.4 33.6 10:00 PM 0025101241000003439.1 34.4 11:00 PM 011891182100004143.0 34.9 Total 5 31 120 1013 2202 1421 264 40 521005104 37.0 32.7 Percent 0.10% 0.61% 2.35% 19.85% 43.14% 27.84% 5.17% 0.78% 0.10% 0.04% 0.02% 0.00% 0.00% AM Peak 5:00 AM 7:00 AM 8:00 AM 11:00 AM 8:00 AM 10:00 AM 7:00 AM 9:00 AM 6:00 AM 10:00 AM Volume 1 3 12 81 178 117 27 500100393 PM Peak 7:00 PM 2:00 PM 2:00 PM 4:00 PM 12:00 PM 12:00 PM 1:00 PM 8:00 PM 8:00 PM 8:00 PM 12:00 PM Volume 1 3 12 86 195 108 20 331000404 15th Percentile: 28.0 MPH Average Speed: 32.7 MPH Posted Speed Limit: 30 MPH 50th Percentile: 33.0 MPH 10 MPH Pace: 28 to 37 MPH Number of Vehicles > 30 MPH: 3567 85th Percentile: 37.0 MPH Number in Pace: 3796 Percent of Vehicles > 30 MPH: 69.9% 95th Percentile: 40.0 MPH Percent in Pace: 74.4% Count Date PDI File #: 250728 ATR-B (Speed) NB Tuesday, August 5, 2025 Speed (60-minute) PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Phinney's Lane north of Great Marsh Road City, State: Client: VHB/ R. Hart Site Code: 85401.25 Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed 12:00 AM 00035410000001337.2 33.5 1:00 AM 0010222010000841.0 37.3 2:00 AM 0011002100000543.2 35.6 3:00 AM 1003103010000942.8 34.2 4:00 AM 00105613000001644.8 36.3 5:00 AM 00216941000002340.7 35.0 6:00 AM 1 1 5 10 32 56 10 20000011739.0 34.3 7:00 AM 0 0 6 25 84 79 920000020537.0 33.5 8:00 AM 1 4 13 55 106 71 600000025636.0 31.7 9:00 AM 2 4 16 64 114 78 720000028736.0 31.6 10:00 AM 1 3 7 64 145 62 610000028936.0 31.8 11:00 AM 2 5 25 107 139 54 910000034235.0 30.4 12:00 PM 1 2 22 76 129 75 12 10000031837.0 31.6 1:00 PM 1 4 15 95 127 68 12 00000032236.0 31.4 2:00 PM 2 11 30 91 142 61 300000034035.0 30.4 3:00 PM 3 1 29 88 185 72 500000038335.0 31.0 4:00 PM 5 13 28 113 158 78 600000040135.0 30.2 5:00 PM 3 9 28 82 159 95 11 00000038736.0 31.2 6:00 PM 3 4 14 81 124 87 12 00000032536.0 31.6 7:00 PM 0 2 14 61 106 65 900000025737.0 31.9 8:00 PM 0 4 17 41 81 42 900000019436.1 31.2 9:00 PM 1 1 6 26 53 32 870000013439.0 32.9 10:00 PM 0 3 4 11 24 28 73000008039.0 33.4 11:00 PM 0108121041110003840.5 34.7 Total 27 72 284 1106 1939 1134 158 25 310004749 36.0 31.5 Percent 0.57% 1.52% 5.98% 23.29% 40.83% 23.88% 3.33% 0.53% 0.06% 0.02% 0.00% 0.00% 0.00% AM Peak 9:00 AM 11:00 AM 11:00 AM 11:00 AM 10:00 AM 7:00 AM 6:00 AM 4:00 AM 1:00 AM 11:00 AM Volume 2 5 25 107 145 79 10 310000342 PM Peak 4:00 PM 4:00 PM 2:00 PM 4:00 PM 3:00 PM 5:00 PM 12:00 PM 9:00 PM 11:00 PM 11:00 PM 4:00 PM Volume 5 13 30 113 185 95 12 711000401 15th Percentile: 27.0 MPH Average Speed: 31.5 MPH Posted Speed Limit: 30 MPH 50th Percentile: 32.0 MPH 10 MPH Pace: 27 to 36 MPH Number of Vehicles > 30 MPH: 2946 85th Percentile: 36.0 MPH Number in Pace: 3427 Percent of Vehicles > 30 MPH: 62.0% 95th Percentile: 39.0 MPH Percent in Pace: 72.2% Count Date PDI File #: 250728 ATR-B (Speed) Barnstable, MA SB Tuesday, August 5, 2025 Speed (60-minute) PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Phinney's Lane north of Great Marsh Road City, State: Client: VHB/ R. Hart Site Code: 85401.25 Start Time: 1 to 14 15 to 19 20 to 24 25 to 29 30 to 34 35 to 39 40 to 44 45 to 49 50 to 54 55 to 59 60 to 64 65 to 69 70+ Total 85th %ile Ave Speed 12:00 AM 000381041000002640.3 35.5 1:00 AM 00122321100001243.8 36.3 2:00 AM 00320331000001241.4 33.8 3:00 AM 10035253100002045.0 36.5 4:00 AM 001210974000003344.0 36.5 5:00 AM 12491828165000008341.0 35.0 6:00 AM 1 3 8 45 74 114 26 40010027639.0 33.9 7:00 AM 1 3 13 94 203 186 36 60000054238.0 33.3 8:00 AM 1 6 25 125 284 184 19 10000064537.0 32.2 9:00 AM 3 7 23 132 262 185 19 70000063837.0 32.1 10:00 AM 2 6 11 143 313 179 26 20000068236.0 32.2 11:00 AM 2 7 34 188 313 149 25 30000072136.0 31.5 12:00 PM 1 4 30 149 324 183 29 20000072236.9 32.1 1:00 PM 1 5 23 168 314 161 32 10000070536.0 32.0 2:00 PM 2 14 42 173 304 140 10 10000068636.0 31.0 3:00 PM 3 2 37 159 359 177 21 00000075836.0 31.7 4:00 PM 5 15 36 199 353 177 14 10000080036.0 31.2 5:00 PM 3 11 35 160 329 199 21 20000076036.0 31.8 6:00 PM 3 5 21 125 234 164 31 20000058537.0 32.3 7:00 PM 1 3 22 102 157 109 18 00000041237.0 31.9 8:00 PM 0 4 17 62 133 76 17 33100031637.0 32.5 9:00 PM 1 1 11 42 87 56 18 81100022639.0 33.1 10:00 PM 0 3 6 16 34 40 11 40000011439.0 33.7 11:00 PM 0 2 1 16 21 21 12 3210007942.0 34.8 Total 32 103 404 2119 4141 2555 422 65 831009853 37.0 32.1 Percent 0.32% 1.05% 4.10% 21.51% 42.03% 25.93% 4.28% 0.66% 0.08% 0.03% 0.01% 0.00% 0.00% AM Peak 9:00 AM 9:00 AM 11:00 AM 11:00 AM 10:00 AM 7:00 AM 7:00 AM 9:00 AM 1:00 AM 6:00 AM 11:00 AM Volume 3 7 34 188 313 186 36 710100721 PM Peak 4:00 PM 4:00 PM 2:00 PM 4:00 PM 3:00 PM 5:00 PM 1:00 PM 9:00 PM 8:00 PM 8:00 PM 4:00 PM Volume 5 15 42 199 359 199 32 831000800 15th Percentile: 28.0 MPH Average Speed: 32.1 MPH Posted Speed Limit: 30 MPH 50th Percentile: 32.0 MPH 10 MPH Pace: 28 to 37 MPH Number of Vehicles > 30 MPH: 6513 85th Percentile: 37.0 MPH Number in Pace: 7223 Percent of Vehicles > 30 MPH: 66.1% 95th Percentile: 40.0 MPH Percent in Pace: 73.3% Count Date PDI File #: 250728 ATR-B (Speed) Barnstable, MA Combined NB and SB Tuesday, August 5, 2025 Speed (60-minute) PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru U-Turn Total Thru Left U-Turn Total Right Left U-Turn Total 4 39 0 43 43 6 0 49 6 16 0 22 114 8 42 0 50 50 5 0 55 6 21 0 27 132 5 52 0 57 75 3 0 78 6 32 0 38 173 15 63 0 78 82 2 0 84 9 32 0 41 203 32 196 0 228 250 16 0 266 27 101 0 128 622 14 53 0 67 70 10 0 80 7 31 0 38 185 15 59 0 74 68 5 0 73 10 22 0 32 179 17 76 0 93 82 9 0 91 9 32 0 41 225 16 60 0 76 71 6 0 77 6 26 0 32 185 62 248 0 310 291 30 0 321 32 111 0 143 774 94 444 0 538 541 46 0 587 59 212 0 271 1396 17.5 82.5 0.0 92.2 7.8 0.0 21.8 78.2 0.0 6.7 31.8 0.0 38.5 38.8 3.3 0.0 42.0 4.2 15.2 0.0 19.4 753 503 140 1396 91 412 0 503 515 45 0 560 57 208 0 265 1328 96.8 92.8 0.0 93.5 95.2 97.8 0.0 95.4 96.6 98.1 0.0 97.8 95.1 723 469 136 1328 332035261027240668 3.2 7.2 0.0 6.5 4.8 2.2 0.0 4.6 3.4 1.9 0.0 2.2 4.9 30 34 4 68 Right Thru U-Turn Total Thru Left U-Turn Total Right Left U-Turn Total 15 63 0 78 82 2 0 84 9 32 0 41 203 14 53 0 67 70 10 0 80 7 31 0 38 185 15 59 0 74 68 5 0 73 10 22 0 32 179 17 76 0 93 82 9 0 91 9 32 0 41 225 61 251 0 312 302 26 0 328 35 117 0 152 792 19.6 80.4 0.0 92.1 7.9 0.0 23.0 77.0 0.0 0.897 0.826 0.000 0.839 0.921 0.650 0.000 0.901 0.875 0.914 0.000 0.927 0.880 60 233 0 293 290 26 0 316 34 115 0 149 758 98.4 92.8 0.0 93.9 96.0 100.0 0.0 96.3 97.1 98.3 0.0 98.0 95.7 118019120012120334 1.6 7.2 0.0 6.1 4.0 0.0 0.0 3.7 2.9 1.7 0.0 2.0 4.3 60 233 0 293 290 26 0 316 34 115 0 149 758 118019120012120334 61 251 0 312 302 26 0 328 35 117 0 152 792 405 267 86 758 14 19 1 34 419 286 87 792 from North from South from West Approach % Grand Total Great Marsh RoadPhinneys LanePhinneys Lane 7:45 AM from North 8:00 AM from West from South Phinneys Lane7:45 AM 8:45 AM Total Phinneys Lane % Approach Total PHF Cars Enter Leg 8:15 AM 8:30 AM Heavy Vehicles % Total Volume 7:45 AM 8:00 AM Great Marsh Road Heavy Enter Leg Total Entering Leg Cars Exiting Leg Heavy Exiting Leg Total Exiting Leg Heavy Vehicles Exiting Leg Total % Cars Cars 8:15 AM 8:30 AM Total Total Cars Cars % Heavy Vehicles 7:00 AM 7:15 AM 7:30 AM Total Exiting Leg Total Total % Exiting Leg Total % Heavy Vehicles Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Cars and Heavy Vehicles (Combined) PDI File #: Location: Location: City, State: Client: Site Code: Count Date: Start Time: End Time: Class: 250728 B N: Phinneys Lane S: Phinneys Lane W: Great Marsh Road Barnstable, MA VHB/ R. Hart 85401.25 Tuesday, August 5, 2025 7:00 AM 9:00 AM Page 1 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru U-Turn Total Thru Left U-Turn Total Right Left U-Turn Total 4 36 0 40 41 6 0 47 6 14 0 20 107 6 39 0 45 45 4 0 49 6 21 0 27 121 5 49 0 54 71 3 0 74 6 32 0 38 166 14 59 0 73 78 2 0 80 9 32 0 41 194 29 183 0 212 235 15 0 250 27 99 0 126 588 14 49 0 63 66 10 0 76 6 31 0 37 176 15 51 0 66 66 5 0 71 10 20 0 30 167 17 74 0 91 80 9 0 89 9 32 0 41 221 16 55 0 71 68 6 0 74 5 26 0 31 176 62 229 0 291 280 30 0 310 30 109 0 139 740 91 412 0 503 515 45 0 560 57 208 0 265 1328 18.1 81.9 0.0 92.0 8.0 0.0 21.5 78.5 0.0 6.9 31.0 0.0 37.9 38.8 3.4 0.0 42.2 4.3 15.7 0.0 20.0 723 469 136 1328 Right Thru U-Turn Total Thru Left U-Turn Total Right Left U-Turn Total 14 59 0 73 78 2 0 80 9 32 0 41 194 14 49 0 63 66 10 0 76 6 31 0 37 176 15 51 0 66 66 5 0 71 10 20 0 30 167 17 74 0 91 80 9 0 89 9 32 0 41 221 60 233 0 293 290 26 0 316 34 115 0 149 758 20.5 79.5 0.0 91.8 8.2 0.0 22.8 77.2 0.0 0.882 0.787 0.000 0.805 0.906 0.650 0.000 0.888 0.850 0.898 0.000 0.909 0.857 60 233 0 293 290 26 0 316 34 115 0 149 758 405 267 86 758 698 583 235 1516 8:30 AM Entering Leg Exiting Leg Total PHF Total Volume Grand Total Approach % Total % Exiting Leg Total 7:45 AM from North % Approach Total Total Total 7:00 AM 7:15 AM 7:30 AM 7:45 AM Total Class: Phinneys Lane Cars PDI File #: Location: Location: City, State: Client: Site Code: Count Date: Start Time: End Time: Great Marsh RoadPhinneys Lane 250728 B N: Phinneys Lane S: Phinneys Lane W: Great Marsh Road Barnstable, MA VHB/ R. Hart 85401.25 Tuesday, August 5, 2025 7:00 AM 9:00 AM Phinneys Lane 8:00 AM from South from West Phinneys Lane Great Marsh Road 7:45 AM 8:00 AM 8:15 AM 8:15 AM 8:30 AM 8:45 AM Total from North from South from West Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Page 2 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru U-Turn Total Thru Left U-Turn Total Right Left U-Turn Total 0303200202027 23055106000011 0303400400007 1405400400009 313016151016020234 0404400410019 08082002020212 0202200200004 0505300310019 019019110011220434 332035261027240668 8.6 91.4 0.0 96.3 3.7 0.0 33.3 66.7 0.0 4.4 47.1 0.0 51.5 38.2 1.5 0.0 39.7 2.9 5.9 0.0 8.8 30 34 4 68 16073003010111 33.3 18.8 0.0 20.0 11.5 0.0 0.0 11.1 0.0 25.0 0.0 16.7 16.2 46111 222024190019230548 66.7 68.8 0.0 68.6 73.1 0.0 0.0 70.4 100.0 75.0 0.0 83.3 70.6 22 24 2 48 0404410500009 0.0 12.5 0.0 11.4 15.4 100.0 0.0 18.5 0.0 0.0 0.0 0.0 13.2 4419 Right Thru U-Turn Total Thru Left U-Turn Total Right Left U-Turn Total 0303400400007 1405400400009 0404400410019 08082002020212 119020140014120337 5.0 95.0 0.0 100.0 0.0 0.0 33.3 66.7 0.0 0.250 0.594 0.000 0.625 0.875 0.000 0.000 0.875 0.250 0.250 0.000 0.375 0.771 1203100101015 100.0 10.5 0.0 15.0 7.1 0.0 0.0 7.1 0.0 50.0 0.0 33.3 13.5 014014100010110226 0.0 73.7 0.0 70.0 71.4 0.0 0.0 71.4 100.0 50.0 0.0 66.7 70.3 0303300300006 0.0 15.8 0.0 15.0 21.4 0.0 0.0 21.4 0.0 0.0 0.0 0.0 16.2 1203100101015 014014100010110226 0303300300006 119020140014120337 2215 11 15 0 26 3306 16 20 1 37 Buses Single-Unit Trucks Articulated Trucks Total Exiting Leg Articulated % Buses Single-Unit Trucks Articulated Trucks Total Entering Leg Buses Buses % Single-Unit Trucks Single-Unit % Articulated Trucks 7:45 AM 8:00 AM 8:15 AM Total Volume % Approach Total PHF from West Total 7:30 AM from North from South 7:30 AM Phinneys Lane Phinneys Lane Great Marsh Road Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: % Single-Unit Exiting Leg Total Articulated Trucks % Articulated Exiting Leg Total Exiting Leg Total Buses % Buses Exiting Leg Total Single-Unit Trucks Grand Total Approach % Total % 8:45 AM Total 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM 7:00 AM 7:15 AM 7:30 AM 7:00 AM End Time:9:00 AM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Great Marsh Road from South from West Phinneys Lane from North Total PDI File #:250728 B Location:N: Phinneys Lane S: Phinneys Lane Location: W: Great Marsh Road Phinneys Lane Class:Heavy Vehicles-Combined (Buses, Single-Unit Trucks, Articulated Trucks) Count Date:Tuesday, August 5, 2025 Start Time: Page 3 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru U-Turn Total Thru Left U-Turn Total Right Left U-Turn Total 0000000000000 0000100100001 0202000000002 1001000000001 1203100100004 0000000000000 0000100101012 0202100100003 0202000000002 0404200201017 16073003010111 14.3 85.7 0.0 100.0 0.0 0.0 0.0 100.0 0.0 9.1 54.5 0.0 63.6 27.3 0.0 0.0 27.3 0.0 9.1 0.0 9.1 46111 Right Thru U-Turn Total Thru Left U-Turn Total Right Left U-Turn Total 0000000000000 0000100101012 0202100100003 0202000000002 0404200201017 0.0 100.0 0.0 100.0 0.0 0.0 0.0 100.0 0.0 0.000 0.500 0.000 0.500 0.500 0.000 0.000 0.500 0.000 0.250 0.000 0.250 0.583 0404200201017 3407 76114 PDI File #:250728 B Location:N: Phinneys Lane S: Phinneys Lane Location: W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:7:00 AM End Time:9:00 AM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Class:Buses Phinneys Lane Phinneys Lane Great Marsh Road Total 7:00 AM 7:15 AM 7:30 AM 8:45 AM Total 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM Exiting Leg Total 8:00 AM Phinneys Lane Grand Total Approach % Total % Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: from South from West Total Phinneys Lane Great Marsh Road from North PHF Entering Leg Exiting Leg Total 8:00 AM 8:15 AM 8:30 AM 8:45 AM Total Volume % Approach Total from North from South from West Page 4 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru U-Turn Total Thru Left U-Turn Total Right Left U-Turn Total 0202200202026 2305300300008 0101200200003 0202300300005 28010100010020222 0404400410019 0707100101019 0000100100001 0303300310017 0140149009210326 222024190019230548 8.3 91.7 0.0 100.0 0.0 0.0 40.0 60.0 0.0 4.2 45.8 0.0 50.0 39.6 0.0 0.0 39.6 4.2 6.3 0.0 10.4 22 24 2 48 Right Thru U-Turn Total Thru Left U-Turn Total Right Left U-Turn Total 0101200200003 0202300300005 0404400410019 0707100101019 014014100010110226 0.0 100.0 0.0 100.0 0.0 0.0 50.0 50.0 0.0 0.000 0.500 0.000 0.500 0.625 0.000 0.000 0.625 0.250 0.250 0.000 0.500 0.722 014014100010110226 11 15 0 26 25 25 2 52 PHF Entering Leg Exiting Leg Total 7:30 AM 7:45 AM 8:00 AM 8:15 AM Total Volume % Approach Total from South from West Total Phinneys Lane Great Marsh Road from North Exiting Leg Total 7:30 AM Phinneys Lane Grand Total Approach % Total % 8:45 AM Total 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM 7:00 AM 7:15 AM 7:30 AM Total Class:Single-Unit Trucks Phinneys Lane Phinneys Lane Great Marsh Road PDI File #:250728 B Location:N: Phinneys Lane S: Phinneys Lane Location: W: Great Marsh Road Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Count Date:Tuesday, August 5, 2025 Start Time:7:00 AM End Time:9:00 AM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 from North from South from West Page 5 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru U-Turn Total Thru Left U-Turn Total Right Left U-Turn Total 0101000000001 0000110200002 0000200200002 0202100100003 0303410500008 0000000000000 0101000000001 0000000000000 0000000000000 0101000000001 0404410500009 0.0 100.0 0.0 80.0 20.0 0.0 0.0 0.0 0.0 0.0 44.4 0.0 44.4 44.4 11.1 0.0 55.6 0.0 0.0 0.0 0.0 4419 Right Thru U-Turn Total Thru Left U-Turn Total Right Left U-Turn Total 0101000000001 0000110200002 0000200200002 0202100100003 0303410500008 0.0 100.0 0.0 80.0 20.0 0.0 0.0 0.0 0.0 0.000 0.375 0.000 0.375 0.500 0.250 0.000 0.625 0.000 0.000 0.000 0.000 0.667 0303410500008 4318 78116 PHF Entering Leg Exiting Leg Total 7:00 AM 7:15 AM 7:30 AM 7:45 AM Total Volume % Approach Total from South from West Total Phinneys Lane Great Marsh Road from North Exiting Leg Total 7:00 AM Phinneys Lane Grand Total Approach % Total % 8:45 AM Total 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM 7:00 AM 7:15 AM 7:30 AM Total Class:Articulated Trucks Phinneys Lane Phinneys Lane Great Marsh Road PDI File #:250728 B Location:N: Phinneys Lane S: Phinneys Lane Location: W: Great Marsh Road Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Count Date:Tuesday, August 5, 2025 Start Time:7:00 AM End Time:9:00 AM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 from North from South from West Page 6 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru U-Turn CW-EB CW-WB Total Thru Left U-Turn CW-WB CW-EB Total Right Left U-Turn CW-NB CW-SB Total 0000001000010000001 0000001000010000001 0000001000010000001 0000000000000000000 0000003000030000003 0000000000000000000 0000000000000100011 0000000000000000000 0000000000000000000 0000000000000100011 0000003000030100014 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 75.0 0.0 0.0 0.0 0.0 75.0 0.0 25.0 0.0 0.0 0.0 25.0 4004 Right Thru U-Turn CW-EB CW-WB Total Thru Left U-Turn CW-WB CW-EB Total Right Left U-Turn CW-NB CW-SB Total 0000001000010000001 0000001000010000001 0000001000010000001 0000000000000000000 0000003000030000003 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.750 0.000 0.000 0.000 0.000 0.750 0.000 0.000 0.000 0.000 0.000 0.000 0.750 0000003000030000003 3003 3306 Phinneys Lane Phinneys Lane Total Great Marsh Road Great Marsh Road 7:00 AM 7:15 AM 7:30 AM 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM 8:45 AM Total 7:00 AM Phinneys Lane Phinneys Lane Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 7:30 AM 7:45 AM Total Volume % Approach Total PHF from West Total 7:00 AM 7:15 AM from North from South Entering Leg Exiting Leg Total Class: 250728 B N: Phinneys Lane S: Phinneys Lane W: Great Marsh Road Barnstable, MA VHB/ R. Hart 85401.25 Tuesday, August 5, 2025 7:00 AM 9:00 AM Bicycles (on Roadway and Crosswalks) PDI File #: Location: Location: City, State: Client: Site Code: Count Date: Start Time: End Time: from North from South from West Page 7 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru U-Turn CW-EB CW-WB Total Thru Left U-Turn CW-WB CW-EB Total Right Left U-Turn CW-NB CW-SB Total 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 00000 00000 00000 000000000000000000 0000 Right Thru U-Turn CW-EB CW-WB Total Thru Left U-Turn CW-WB CW-EB Total Right Left U-Turn CW-NB CW-SB Total 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0000000000000000000 0000 0000 Entering Leg Exiting Leg Total 7:30 AM 7:45 AM Total Volume % Approach Total PHF from West Total 7:00 AM 7:15 AM Great Marsh Road from North from South 7:00 AM Phinneys Lane Phinneys Lane Grand Total Approach % Total % Exiting Leg Total 7:00 AM 7:15 AM 7:30 AM Phinneys Lane Phinneys Lane Total Great Marsh Road from North Count Date: Start Time: End Time: Class: 250728 B N: Phinneys Lane S: Phinneys Lane W: Great Marsh Road Barnstable, MA VHB/ R. Hart 85401.25 Tuesday, August 5, 2025 7:00 AM 9:00 AM Pedestrians PDI File #: Location: Location: City, State: Client: Site Code: 8:00 AM 8:15 AM 8:30 AM 8:45 AM Total from South from West Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 7:45 AM Total Page 8 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru U-Turn Total Thru Left U-Turn Total Right Left U-Turn Total 36 82 0 118 84 14 0 98 6 27 0 33 249 32 86 0 118 76 14 0 90 13 26 0 39 247 30 91 0 121 65 15 0 80 6 31 0 37 238 38 94 0 132 90 9 0 99 12 25 0 37 268 136 353 0 489 315 52 0 367 37 109 0 146 1002 44 82 0 126 77 23 0 100 5 35 0 40 266 40 89 0 129 59 16 0 75 8 27 0 35 239 32 82 0 114 63 17 0 80 5 24 0 29 223 24 68 0 92 56 12 0 68 5 22 0 27 187 140 321 0 461 255 68 0 323 23 108 0 131 915 276 674 0 950 570 120 0 690 60 217 0 277 1917 29.1 70.9 0.0 82.6 17.4 0.0 21.7 78.3 0.0 14.4 35.2 0.0 49.6 29.7 6.3 0.0 36.0 3.1 11.3 0.0 14.4 787 734 396 1917 272 667 0 939 551 120 0 671 60 216 0 276 1886 98.6 99.0 0.0 98.8 96.7 100.0 0.0 97.2 100.0 99.5 0.0 99.6 98.4 767 727 392 1886 47011190019010131 1.4 1.0 0.0 1.2 3.3 0.0 0.0 2.8 0.0 0.5 0.0 0.4 1.6 20 7 4 31 Right Thru U-Turn Total Thru Left U-Turn Total Right Left U-Turn Total 32 86 0 118 76 14 0 90 13 26 0 39 247 30 91 0 121 65 15 0 80 6 31 0 37 238 38 94 0 132 90 9 0 99 12 25 0 37 268 44 82 0 126 77 23 0 100 5 35 0 40 266 144 353 0 497 308 61 0 369 36 117 0 153 1019 29.0 71.0 0.0 83.5 16.5 0.0 23.5 76.5 0.0 0.818 0.939 0.000 0.941 0.856 0.663 0.000 0.923 0.692 0.836 0.000 0.956 0.951 144 346 0 490 295 61 0 356 36 116 0 152 998 100.0 98.0 0.0 98.6 95.8 100.0 0.0 96.5 100.0 99.1 0.0 99.3 97.9 0707130013010121 0.0 2.0 0.0 1.4 4.2 0.0 0.0 3.5 0.0 0.9 0.0 0.7 2.1 144 346 0 490 295 61 0 356 36 116 0 152 998 0707130013010121 144 353 0 497 308 61 0 369 36 117 0 153 1019 411 382 205 998 14 7 0 21 425 389 205 1019 Total Entering Leg Cars Exiting Leg Heavy Exiting Leg Total Exiting Leg Cars % Heavy Vehicles Heavy Vehicles % Cars Enter Leg Heavy Enter Leg Total Volume % Approach Total PHF Cars Total 4:15 PM 4:30 PM 4:45 PM from North from South from West 5:00 PM Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:15 PM Phinneys Lane Phinneys Lane Great Marsh Road Exiting Leg Total Cars % Cars Exiting Leg Total Heavy Vehicles % Heavy Vehicles Grand Total Approach % Total % Exiting Leg Total Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total from North from South from West Class:Cars and Heavy Vehicles (Combined) Phinneys Lane Phinneys Lane Great Marsh Road End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 PDI File #:250728 B Location:N: Phinneys Lane S: Phinneys Lane Location: W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM Page 9 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru U-Turn Total Thru Left U-Turn Total Right Left U-Turn Total 35 82 0 117 81 14 0 95 6 27 0 33 245 32 84 0 116 72 14 0 86 13 26 0 39 241 30 87 0 117 59 15 0 74 6 31 0 37 228 38 94 0 132 89 9 0 98 12 24 0 36 266 135 347 0 482 301 52 0 353 37 108 0 145 980 44 81 0 125 75 23 0 98 5 35 0 40 263 38 89 0 127 57 16 0 73 8 27 0 35 235 31 82 0 113 63 17 0 80 5 24 0 29 222 24 68 0 92 55 12 0 67 5 22 0 27 186 137 320 0 457 250 68 0 318 23 108 0 131 906 272 667 0 939 551 120 0 671 60 216 0 276 1886 29.0 71.0 0.0 82.1 17.9 0.0 21.7 78.3 0.0 14.4 35.4 0.0 49.8 29.2 6.4 0.0 35.6 3.2 11.5 0.0 14.6 767 727 392 1886 Right Thru U-Turn Total Thru Left U-Turn Total Right Left U-Turn Total 32 84 0 116 72 14 0 86 13 26 0 39 241 30 87 0 117 59 15 0 74 6 31 0 37 228 38 94 0 132 89 9 0 98 12 24 0 36 266 44 81 0 125 75 23 0 98 5 35 0 40 263 144 346 0 490 295 61 0 356 36 116 0 152 998 29.4 70.6 0.0 82.9 17.1 0.0 23.7 76.3 0.0 0.818 0.920 0.000 0.928 0.829 0.663 0.000 0.908 0.692 0.829 0.000 0.950 0.938 144 346 0 490 295 61 0 356 36 116 0 152 998 411 382 205 998 901 738 357 1996 Entering Leg Exiting Leg Total 4:30 PM 4:45 PM 5:00 PM Total Volume % Approach Total PHF from West Total 4:15 PM Phinneys Lane Great Marsh Road from North from South Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:15 PM Phinneys Lane Grand Total Approach % Total % Exiting Leg Total Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM from North from South from West Total Class:Cars Phinneys Lane Phinneys Lane Great Marsh Road End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 PDI File #:250728 B Location:N: Phinneys Lane S: Phinneys Lane Location: W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM Page 10 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru U-Turn Total Thru Left U-Turn Total Right Left U-Turn Total 1001300300004 0202400400006 04046006000010 0000100101012 1607140014010122 0101200200003 2002200200004 1001000000001 0000100100001 3104500500009 47011190019010131 36.4 63.6 0.0 100.0 0.0 0.0 0.0 100.0 0.0 12.9 22.6 0.0 35.5 61.3 0.0 0.0 61.3 0.0 3.2 0.0 3.2 20 7 4 31 1001400400005 25.0 0.0 0.0 9.1 21.1 0.0 0.0 21.1 0.0 0.0 0.0 0.0 16.1 4015 2608130013010122 50.0 85.7 0.0 72.7 68.4 0.0 0.0 68.4 0.0 100.0 0.0 100.0 71.0 14 6 2 22 1102200200004 25.0 14.3 0.0 18.2 10.5 0.0 0.0 10.5 0.0 0.0 0.0 0.0 12.9 2114 Right Thru U-Turn Total Thru Left U-Turn Total Right Left U-Turn Total 1001300300004 0202400400006 04046006000010 0000100101012 1607140014010122 14.3 85.7 0.0 100.0 0.0 0.0 0.0 100.0 0.0 0.250 0.375 0.000 0.438 0.583 0.000 0.000 0.583 0.000 0.250 0.000 0.250 0.550 0000300300003 0.0 0.0 0.0 0.0 21.4 0.0 0.0 21.4 0.0 0.0 0.0 0.0 13.6 16079009010117 100.0 100.0 0.0 100.0 64.3 0.0 0.0 64.3 0.0 100.0 0.0 100.0 77.3 0000200200002 0.0 0.0 0.0 0.0 14.3 0.0 0.0 14.3 0.0 0.0 0.0 0.0 9.1 0000300300003 16079009010117 0000200200002 1607140014010122 3003 10 6 1 17 2002 15 6 1 22 Articulated Trucks Total Exiting Leg Single-Unit Trucks Articulated Trucks Total Entering Leg Buses Single-Unit Trucks Single-Unit Trucks Single-Unit % Articulated Trucks Articulated % Buses Total Volume % Approach Total PHF Buses Buses % Total 4:00 PM 4:15 PM 4:30 PM 4:45 PM from North from South from West Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Phinneys Lane Phinneys Lane Great Marsh Road Exiting Leg Total Articulated Trucks % Articulated Exiting Leg Total Buses % Buses Exiting Leg Total Single-Unit Trucks % Single-Unit Grand Total Approach % Total % Exiting Leg Total Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM from North from South from West Total Class:Heavy Vehicles-Combined (Buses, Single-Unit Trucks, Articulated Trucks) Phinneys Lane Phinneys Lane Great Marsh Road End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 PDI File #:250728 B Location:N: Phinneys Lane S: Phinneys Lane Location: W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM Page 11 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru U-Turn Total Thru Left U-Turn Total Right Left U-Turn Total 0000000000000 0000200200002 0000000000000 0000100100001 0000300300003 0000000000000 0000100100001 1001000000001 0000000000000 1001100100002 1001400400005 100.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 20.0 0.0 0.0 20.0 80.0 0.0 0.0 80.0 0.0 0.0 0.0 0.0 4015 Right Thru U-Turn Total Thru Left U-Turn Total Right Left U-Turn Total 0000000000000 0000200200002 0000000000000 0000100100001 0000300300003 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.375 0.000 0.000 0.375 0.000 0.000 0.000 0.000 0.375 0000300300003 3003 3306 Entering Leg Exiting Leg Total 4:15 PM 4:30 PM 4:45 PM Total Volume % Approach Total PHF from West Total 4:00 PM Phinneys Lane Great Marsh Road from North from South Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Phinneys Lane Grand Total Approach % Total % Exiting Leg Total Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM from North from South from West Total Class:Buses Phinneys Lane Phinneys Lane Great Marsh Road End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 PDI File #:250728 B Location:N: Phinneys Lane S: Phinneys Lane Location: W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM Page 12 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru U-Turn Total Thru Left U-Turn Total Right Left U-Turn Total 1001300300004 0202100100003 0404500500009 0000000001011 16079009010117 0000200200002 1001100100002 0000000000000 0000100100001 1001400400005 2608130013010122 25.0 75.0 0.0 100.0 0.0 0.0 0.0 100.0 0.0 9.1 27.3 0.0 36.4 59.1 0.0 0.0 59.1 0.0 4.5 0.0 4.5 14 6 2 22 Right Thru U-Turn Total Thru Left U-Turn Total Right Left U-Turn Total 1001300300004 0202100100003 0404500500009 0000000001011 16079009010117 14.3 85.7 0.0 100.0 0.0 0.0 0.0 100.0 0.0 0.250 0.375 0.000 0.438 0.450 0.000 0.000 0.450 0.000 0.250 0.000 0.250 0.472 16079009010117 10 6 1 17 17 15 2 34 Entering Leg Exiting Leg Total 4:15 PM 4:30 PM 4:45 PM Total Volume % Approach Total PHF from West Total 4:00 PM Phinneys Lane Great Marsh Road from North from South Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Phinneys Lane Grand Total Approach % Total % Exiting Leg Total Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM from North from South from West Total Class:Single-Unit Trucks Phinneys Lane Phinneys Lane Great Marsh Road End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 PDI File #:250728 B Location:N: Phinneys Lane S: Phinneys Lane Location: W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM Page 13 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru U-Turn Total Thru Left U-Turn Total Right Left U-Turn Total 0000000000000 0000100100001 0000100100001 0000000000000 0000200200002 0101000000001 1001000000001 0000000000000 0000000000000 1102000000002 1102200200004 50.0 50.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 25.0 25.0 0.0 50.0 50.0 0.0 0.0 50.0 0.0 0.0 0.0 0.0 2114 Right Thru U-Turn Total Thru Left U-Turn Total Right Left U-Turn Total 0000100100001 0000100100001 0000000000000 0101000000001 0101200200003 0.0 100.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.000 0.250 0.000 0.250 0.500 0.000 0.000 0.500 0.000 0.000 0.000 0.000 0.750 0101200200003 2103 3306 Entering Leg Exiting Leg Total 4:30 PM 4:45 PM 5:00 PM Total Volume % Approach Total PHF from West Total 4:15 PM Phinneys Lane Great Marsh Road from North from South Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:15 PM Phinneys Lane Grand Total Approach % Total % Exiting Leg Total Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM from North from South from West Total Class:Articulated Trucks Phinneys Lane Phinneys Lane Great Marsh Road End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 PDI File #:250728 B Location:N: Phinneys Lane S: Phinneys Lane Location: W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM Page 14 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru U-Turn CW-EB CW-WB Total Thru Left U-Turn CW-WB CW-EB Total Right Left U-Turn CW-NB CW-SB Total 0000000000000000000 1000011000010000002 0000000000000000000 0100010000000000001 1100021000010000003 0000000000000000000 0000000000000300033 0000000000000100011 0100010000000000001 0100010000000400045 1200031000010400048 33.3 66.7 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 12.5 25.0 0.0 0.0 0.0 37.5 12.5 0.0 0.0 0.0 0.0 12.5 0.0 50.0 0.0 0.0 0.0 50.0 5218 Right Thru U-Turn CW-EB CW-WB Total Thru Left U-Turn CW-WB CW-EB Total Right Left U-Turn CW-NB CW-SB Total 0100010000000000001 0000000000000000000 0000000000000300033 0000000000000100011 0100010000000400045 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.000 0.250 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.333 0.000 0.000 0.000 0.333 0.417 0100010000000400045 4105 51410 Entering Leg Exiting Leg Total 5:15 PM 5:30 PM Total Volume % Approach Total PHF from West Total 4:45 PM 5:00 PM Great Marsh Road from North from South 4:45 PM Phinneys Lane Phinneys Lane Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: Approach % Total % Exiting Leg Total Grand Total 5:15 PM 5:30 PM 5:45 PM Total 4:15 PM 4:30 PM 4:45 PM Total 5:00 PM 4:00 PM Total from North from South from West Class:Bicycles (on Roadway and Crosswalks) Phinneys Lane Phinneys Lane Great Marsh Road End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 PDI File #:250728 B Location:N: Phinneys Lane S: Phinneys Lane Location: W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM Page 15 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru U-Turn CW-EB CW-WB Total Thru Left U-Turn CW-WB CW-EB Total Right Left U-Turn CW-NB CW-SB Total 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 00000 00000 00000 000000000000000000 0000 Right Thru U-Turn CW-EB CW-WB Total Thru Left U-Turn CW-WB CW-EB Total Right Left U-Turn CW-NB CW-SB Total 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0000000000000000000 0000 0000 Entering Leg Exiting Leg Total 4:30 PM 4:45 PM Total Volume % Approach Total PHF from West Total 4:00 PM 4:15 PM Great Marsh Road from North from South 4:00 PM Phinneys Lane Phinneys Lane Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: Approach % Total % Exiting Leg Total Grand Total 5:15 PM 5:30 PM 5:45 PM Total 4:15 PM 4:30 PM 4:45 PM Total 5:00 PM 4:00 PM Total from North from South from West Class:Pedestrians Phinneys Lane Phinneys Lane Great Marsh Road End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 PDI File #:250728 B Location:N: Phinneys Lane S: Phinneys Lane Location: W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM Page 16 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Left U-Turn Total Right Thru U-Turn Total Thru Left U-Turn Total 000001001023102434 000001101126202839 2103080836103748 13041901038003852 340713803912340127173 030312302434103562 100101701732003250 120302902940004072 010102202230003053 260819109213610137237 5 10 0 15 2 129 0 131 259 5 0 264 410 33.3 66.7 0.0 1.5 98.5 0.0 98.1 1.9 0.0 1.2 2.4 0.0 3.7 0.5 31.5 0.0 32.0 63.2 1.2 0.0 64.4 7 269 134 410 5 10 0 15 2 126 0 128 253 4 0 257 400 100.0 100.0 0.0 100.0 100.0 97.7 0.0 97.7 97.7 80.0 0.0 97.3 97.6 6 263 131 400 00000303610710 0.0 0.0 0.0 0.0 0.0 2.3 0.0 2.3 2.3 20.0 0.0 2.7 2.4 16310 Right Left U-Turn Total Right Thru U-Turn Total Thru Left U-Turn Total 030312302434103562 100101701732003250 120302902940004072 010102202230003053 260819109213610137237 25.0 75.0 0.0 1.1 98.9 0.0 99.3 0.7 0.0 0.500 0.500 0.000 0.667 0.250 0.784 0.000 0.793 0.850 0.250 0.000 0.856 0.823 260819109213210133233 100.0 100.0 0.0 100.0 100.0 100.0 0.0 100.0 97.1 100.0 0.0 97.1 98.3 0000000040044 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.9 0.0 0.0 2.9 1.7 260819109213210133233 0000000040044 260819109213610137237 2 138 93 233 0 4 04 2 142 93 237 Cars and Heavy Vehicles (Combined) PDI File #: Location: Location: City, State: Client: Site Code: Count Date: Start Time: End Time: Class: 250728 C N: Juniper Road E: Great Marsh Road W: Great Marsh Road Barnstable, MA VHB/ R. Hart 85401.25 Tuesday, August 5, 2025 7:00 AM 9:00 AM Exiting Leg Total % Heavy Vehicles Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Exiting Leg Total Total % Total Total Cars Cars % Heavy Vehicles 7:00 AM 7:15 AM 7:30 AM Total 8:15 AM 8:30 AM Heavy Enter Leg Total Entering Leg Cars Exiting Leg Heavy Exiting Leg Total Exiting Leg Heavy Vehicles Exiting Leg Total % Cars Cars % Approach Total PHF Cars Enter Leg 8:30 AM 8:45 AM Heavy Vehicles % Total Volume 8:00 AM 8:15 AM Great Marsh Road from North 8:00 AM from East from West Juniper Road Great Marsh Road8:00 AM 8:45 AM Total Approach % Grand Total Great Marsh RoadJuniper Road Great Marsh Road 7:45 AM from North from East from West Page 1 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Left U-Turn Total Right Thru U-Turn Total Thru Left U-Turn Total 000001001021102232 0000090926102736 2103080836103748 1304180938003851 340713503612130124167 030312302433103461 100101701731003149 120302902940004072 010102202228002851 260819109213210133233 5 10 0 15 2 126 0 128 253 4 0 257 400 33.3 66.7 0.0 1.6 98.4 0.0 98.4 1.6 0.0 1.3 2.5 0.0 3.8 0.5 31.5 0.0 32.0 63.3 1.0 0.0 64.3 6 263 131 400 Right Left U-Turn Total Right Thru U-Turn Total Thru Left U-Turn Total 1304180938003851 030312302433103461 100101701731003149 120302902940004072 3 8 0 11 2 77 0 79 142 1 0 143 233 27.3 72.7 0.0 2.5 97.5 0.0 99.3 0.7 0.0 0.750 0.667 0.000 0.688 0.500 0.664 0.000 0.681 0.888 0.250 0.000 0.894 0.809 3 8 0 11 2 77 0 79 142 1 0 143 233 3 150 80 233 14 229 223 466 from North from East from West Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 8:15 AM 8:30 AM 8:45 AM Total 7:45 AM 8:00 AM 8:15 AM from East from West Great Marsh Road Great Marsh RoadJuniper Road 8:00 AM 250728 C N: Juniper Road E: Great Marsh Road W: Great Marsh Road Barnstable, MA VHB/ R. Hart 85401.25 Tuesday, August 5, 2025 7:00 AM 9:00 AM Great Marsh RoadJuniper Road Cars PDI File #: Location: Location: City, State: Great Marsh Road Client: Site Code: Count Date: Start Time: End Time: Class: 7:00 AM 7:15 AM 7:30 AM 7:45 AM Total Grand Total Approach % Total % Exiting Leg Total 7:45 AM from North % Approach Total Total Total 8:30 AM Entering Leg Exiting Leg Total PHF Total Volume Page 2 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Left U-Turn Total Right Thru U-Turn Total Thru Left U-Turn Total 0000000020022 0000020201013 0000000000000 0000010100001 0000030321036 0000000010011 0000000010011 0000000000000 0000000020022 0000000040044 00000303610710 0.0 0.0 0.0 0.0 100.0 0.0 85.7 14.3 0.0 0.0 0.0 0.0 0.0 0.0 30.0 0.0 30.0 60.0 10.0 0.0 70.0 16310 0000010100001 0.0 0.0 0.0 0.0 0.0 33.3 0.0 33.3 0.0 0.0 0.0 0.0 10.0 0011 0000020261079 0.0 0.0 0.0 0.0 0.0 66.7 0.0 66.7 100.0 100.0 0.0 100.0 90.0 1629 0000000000000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0000 Right Left U-Turn Total Right Thru U-Turn Total Thru Left U-Turn Total 0000000020022 0000020201013 0000000000000 0000010100001 0000030321036 0.0 0.0 0.0 0.0 100.0 0.0 66.7 33.3 0.0 0.000 0.000 0.000 0.000 0.000 0.375 0.000 0.375 0.250 0.250 0.000 0.375 0.500 0000010100001 0.0 0.0 0.0 0.0 0.0 33.3 0.0 33.3 0.0 0.0 0.0 0.0 16.7 0000020221035 0.0 0.0 0.0 0.0 0.0 66.7 0.0 66.7 100.0 100.0 0.0 100.0 83.3 0000000000000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0000010100001 0000020221035 0000000000000 0000030321036 0011 1 2 25 0000 1236 Total PDI File #:250728 C Location:N: Juniper Road Location:E: Great Marsh Road W: Great Marsh Road Juniper Road Great Marsh Road Class:Heavy Vehicles-Combined (Buses, Single-Unit Trucks, Articulated Trucks) Count Date:Tuesday, August 5, 2025 Start Time: Great Marsh Road from East from West from North 7:00 AM End Time:9:00 AM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM 7:00 AM 7:15 AM 7:30 AM 8:45 AM Total Grand Total Approach % Total % % Single-Unit Exiting Leg Total Articulated Trucks % Articulated Exiting Leg Total Exiting Leg Total Buses % Buses Exiting Leg Total Single-Unit Trucks 7:00 AM Juniper Road Great Marsh Road Great Marsh Road Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Total 7:00 AM from North from East 7:15 AM 7:30 AM 7:45 AM Total Volume % Approach Total PHF from West Articulated % Buses Single-Unit Trucks Articulated Trucks Total Entering Leg Buses Buses % Single-Unit Trucks Single-Unit % Articulated Trucks Buses Single-Unit Trucks Articulated Trucks Total Exiting Leg Page 3 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Left U-Turn Total Right Thru U-Turn Total Thru Left U-Turn Total 0000000000000 0000000000000 0000000000000 0000010100001 0000010100001 0000000000000 0000000000000 0000000000000 0000000000000 0000000000000 0000010100001 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 100.0 0.0 0.0 0.0 0.0 0011 Right Left U-Turn Total Right Thru U-Turn Total Thru Left U-Turn Total 0000000000000 0000000000000 0000000000000 0000010100001 0000010100001 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.250 0.000 0.000 0.000 0.000 0.250 0000010100001 0011 0112 from North from East from West PHF Entering Leg Exiting Leg Total 7:00 AM 7:15 AM 7:30 AM 7:45 AM Total Volume % Approach Total from West Total Great Marsh Road from North from East Exiting Leg Total 7:00 AM Juniper Road Great Marsh Road Grand Total Approach % Total % Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 8:45 AM Total 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM 7:00 AM 7:15 AM 7:30 AM Total Class:Buses Juniper Road Great Marsh Road Great Marsh Road End Time:9:00 AM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 PDI File #:250728 C Location:N: Juniper Road Location:E: Great Marsh Road W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:7:00 AM Page 4 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Left U-Turn Total Right Thru U-Turn Total Thru Left U-Turn Total 0000000020022 0000020201013 0000000000000 0000000000000 0000020221035 0000000010011 0000000010011 0000000000000 0000000020022 0000000040044 0000020261079 0.0 0.0 0.0 0.0 100.0 0.0 85.7 14.3 0.0 0.0 0.0 0.0 0.0 0.0 22.2 0.0 22.2 66.7 11.1 0.0 77.8 1629 Right Left U-Turn Total Right Thru U-Turn Total Thru Left U-Turn Total 0000000020022 0000020201013 0000000000000 0000000000000 0000020221035 0.0 0.0 0.0 0.0 100.0 0.0 66.7 33.3 0.0 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.250 0.250 0.250 0.000 0.375 0.417 0000020221035 1225 14510 from North from East from West PDI File #:250728 C Location:N: Juniper Road Location:E: Great Marsh Road W: Great Marsh Road Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Count Date:Tuesday, August 5, 2025 Start Time:7:00 AM End Time:9:00 AM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Class:Single-Unit Trucks Juniper Road Great Marsh Road Great Marsh Road Total 7:00 AM 7:15 AM 7:30 AM 8:45 AM Total 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM Exiting Leg Total 7:00 AM Juniper Road Great Marsh Road Grand Total Approach % Total % from West Total Great Marsh Road from North from East PHF Entering Leg Exiting Leg Total 7:00 AM 7:15 AM 7:30 AM 7:45 AM Total Volume % Approach Total Page 5 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Left U-Turn Total Right Thru U-Turn Total Thru Left U-Turn Total 0000000000000 0000000000000 0000000000000 0000000000000 0000000000000 0000000000000 0000000000000 0000000000000 0000000000000 0000000000000 0000000000000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0000 Right Left U-Turn Total Right Thru U-Turn Total Thru Left U-Turn Total 0000000000000 0000000000000 0000000000000 0000000000000 0000000000000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0000000000000 0000 0000 from North from East from West PDI File #:250728 C Location:N: Juniper Road Location:E: Great Marsh Road W: Great Marsh Road Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Count Date:Tuesday, August 5, 2025 Start Time:7:00 AM End Time:9:00 AM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Class:Articulated Trucks Juniper Road Great Marsh Road Great Marsh Road Total 7:00 AM 7:15 AM 7:30 AM 8:45 AM Total 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM Exiting Leg Total 7:00 AM Juniper Road Great Marsh Road Grand Total Approach % Total % from West Total Great Marsh Road from North from East PHF Entering Leg Exiting Leg Total 7:00 AM 7:15 AM 7:30 AM 7:45 AM Total Volume % Approach Total Page 6 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Left U-Turn CW-EB CW-WB Total Right Thru U-Turn CW-SB CW-NB Total Thru Left U-Turn CW-NB CW-SB Total 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000001000011 0000000000000000000 0000000000000000000 0000000000001000011 0000000000001000011 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0101 Right Left U-Turn CW-EB CW-WB Total Right Thru U-Turn CW-SB CW-NB Total Thru Left U-Turn CW-NB CW-SB Total 0000000000000000000 0000000000000000000 0000000000000000000 0000000000001000011 0000000000001000011 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.250 0.250 0000000000001000011 0101 0112 from North from East from West Class: 250728 C N: Juniper Road E: Great Marsh Road W: Great Marsh Road Barnstable, MA VHB/ R. Hart 85401.25 Tuesday, August 5, 2025 7:00 AM 9:00 AM Bicycles (on Roadway and Crosswalks) PDI File #: Location: Location: City, State: Client: Site Code: Count Date: Start Time: End Time: Entering Leg Exiting Leg Total 8:00 AM 8:15 AM Total Volume % Approach Total PHF from West Total 7:30 AM 7:45 AM from North from East 7:30 AM Juniper Road Great Marsh Road Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 8:15 AM 8:30 AM 8:45 AM Total 7:00 AM 7:15 AM 7:30 AM 7:45 AM Total 8:00 AM Juniper Road Great Marsh Road Total Great Marsh Road Great Marsh Road Page 7 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Left U-Turn CW-EB CW-WB Total Right Thru U-Turn CW-SB CW-NB Total Thru Left U-Turn CW-NB CW-SB Total 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000110000000000001 0000000000000000000 0000110000000000001 0000110000000000001 0000100 00000 00000 0000100100000000000000 1001 Right Left U-Turn CW-EB CW-WB Total Right Thru U-Turn CW-SB CW-NB Total Thru Left U-Turn CW-NB CW-SB Total 0000000000000000000 0000000000000000000 0000000000000000000 0000110000000000001 0000110000000000001 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.250 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0000110000000000001 1001 2002 from West Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM 8:45 AM Total Count Date: Start Time: End Time: Class: 250728 C N: Juniper Road E: Great Marsh Road W: Great Marsh Road Barnstable, MA VHB/ R. Hart 85401.25 Tuesday, August 5, 2025 7:00 AM 9:00 AM Pedestrians PDI File #: Location: Location: City, State: Client: Site Code: Juniper Road Great Marsh Road Total Great Marsh Road from North from East 7:00 AM 7:15 AM 7:30 AM Grand Total Approach % Total % Exiting Leg Total Great Marsh Road from North from East 7:45 AM Juniper Road Great Marsh Road 8:15 AM 8:30 AM Total Volume % Approach Total PHF from West Total 7:45 AM 8:00 AM Entering Leg Exiting Leg Total Page 8 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Left U-Turn Total Right Thru U-Turn Total Thru Left U-Turn Total 010114804933203585 000014404542004287 300304404438003885 100104904937103888 41052185018715030153345 2002165066360036104 000015405533003388 000004604632003278 010123403625002562 21034199020312600126332 62086384039027630279677 75.0 25.0 0.0 1.5 98.5 0.0 98.9 1.1 0.0 0.9 0.3 0.0 1.2 0.9 56.7 0.0 57.6 40.8 0.4 0.0 41.2 9 278 390 677 62086381038727530278673 100.0 100.0 0.0 100.0 100.0 99.2 0.0 99.2 99.6 100.0 0.0 99.6 99.4 9 277 387 673 0000030310014 0.0 0.0 0.0 0.0 0.0 0.8 0.0 0.8 0.4 0.0 0.0 0.4 0.6 0134 Right Left U-Turn Total Right Thru U-Turn Total Thru Left U-Turn Total 300304404438003885 100104904937103888 2002165066360036104 000015405533003388 60062212021414410145365 100.0 0.0 0.0 0.9 99.1 0.0 99.3 0.7 0.0 0.500 0.000 0.000 0.500 0.500 0.815 0.000 0.811 0.947 0.250 0.000 0.954 0.877 60062211021314410145364 100.0 0.0 0.0 100.0 100.0 99.5 0.0 99.5 100.0 100.0 0.0 100.0 99.7 0000010100001 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.5 0.0 0.0 0.0 0.0 0.3 60062211021314410145364 0000010100001 60062212021414410145365 3 144 217 364 0 0 11 3 144 218 365 PDI File #:250728 C Location:N: Juniper Road Location:E: Great Marsh Road W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Class:Cars and Heavy Vehicles (Combined) Juniper Road Great Marsh Road Great Marsh Road from North from East from West Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Cars % Cars Exiting Leg Total Heavy Vehicles % Heavy Vehicles Grand Total Approach % Total % Exiting Leg Total Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:30 PM Juniper Road Great Marsh Road Great Marsh Road Total Volume % Approach Total PHF Cars Total 4:30 PM 4:45 PM 5:00 PM from North from East from West 5:15 PM Total Entering Leg Cars Exiting Leg Heavy Exiting Leg Total Exiting Leg Cars % Heavy Vehicles Heavy Vehicles % Cars Enter Leg Heavy Enter Leg Page 9 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Left U-Turn Total Right Thru U-Turn Total Thru Left U-Turn Total 010114704832203483 000014404542004287 300304404438003885 100104904937103888 41052184018614930152343 2002165066360036104 000015305433003387 000004504532003277 010123403625002562 21034197020112600126330 62086381038727530278673 75.0 25.0 0.0 1.6 98.4 0.0 98.9 1.1 0.0 0.9 0.3 0.0 1.2 0.9 56.6 0.0 57.5 40.9 0.4 0.0 41.3 9 277 387 673 Right Left U-Turn Total Right Thru U-Turn Total Thru Left U-Turn Total 000014404542004287 300304404438003885 100104904937103888 2002165066360036104 60062202020415310154364 100.0 0.0 0.0 1.0 99.0 0.0 99.4 0.6 0.0 0.500 0.000 0.000 0.500 0.500 0.777 0.000 0.773 0.911 0.250 0.000 0.917 0.875 60062202020415310154364 3 153 208 364 9 357 362 728 PDI File #:250728 C Location:N: Juniper Road Location:E: Great Marsh Road W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Total Class:Cars Juniper Road Great Marsh Road Great Marsh Road from North from East from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:15 PM Juniper Road Great Marsh Road from West Total 4:15 PM Great Marsh Road from North from East Entering Leg Exiting Leg Total 4:30 PM 4:45 PM 5:00 PM Total Volume % Approach Total PHF Page 10 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Left U-Turn Total Right Thru U-Turn Total Thru Left U-Turn Total 0000010110012 0000000000000 0000000000000 0000000000000 0000010110012 0000000000000 0000010100001 0000010100001 0000000000000 0000020200002 0000030310014 0.0 0.0 0.0 0.0 100.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 75.0 0.0 75.0 25.0 0.0 0.0 25.0 0134 0000000000000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0000 0000030310014 0.0 0.0 0.0 0.0 0.0 100.0 0.0 100.0 100.0 0.0 0.0 100.0 100.0 0134 0000000000000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0000 Right Left U-Turn Total Right Thru U-Turn Total Thru Left U-Turn Total 0000010110012 0000000000000 0000000000000 0000000000000 0000010110012 0.0 0.0 0.0 0.0 100.0 0.0 100.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.250 0.250 0.000 0.000 0.250 0.250 0000000000000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0000010110012 0.0 0.0 0.0 0.0 0.0 100.0 0.0 100.0 100.0 0.0 0.0 100.0 100.0 0000000000000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0000000000000 0000010110012 0000000000000 0000010110012 0000 0 1 12 0000 0112 PDI File #:250728 C Location:N: Juniper Road Location:E: Great Marsh Road W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Total Class:Heavy Vehicles-Combined (Buses, Single-Unit Trucks, Articulated Trucks) Juniper Road Great Marsh Road Great Marsh Road from North from East from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Exiting Leg Total Articulated Trucks % Articulated Exiting Leg Total Buses % Buses Exiting Leg Total Single-Unit Trucks % Single-Unit Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Juniper Road Great Marsh Road Great Marsh Road Total Volume % Approach Total PHF Buses Buses % Total 4:00 PM 4:15 PM 4:30 PM 4:45 PM from North from East from West Articulated Trucks Total Exiting Leg Single-Unit Trucks Articulated Trucks Total Entering Leg Buses Single-Unit Trucks Single-Unit Trucks Single-Unit % Articulated Trucks Articulated % Buses Page 11 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Left U-Turn Total Right Thru U-Turn Total Thru Left U-Turn Total 0000000000000 0000000000000 0000000000000 0000000000000 0000000000000 0000000000000 0000000000000 0000000000000 0000000000000 0000000000000 0000000000000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0000 Right Left U-Turn Total Right Thru U-Turn Total Thru Left U-Turn Total 0000000000000 0000000000000 0000000000000 0000000000000 0000000000000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0000000000000 0000 0000 PDI File #:250728 C Location:N: Juniper Road Location:E: Great Marsh Road W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Total Class:Buses Juniper Road Great Marsh Road Great Marsh Road from North from East from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Juniper Road Great Marsh Road from West Total 4:00 PM Great Marsh Road from North from East Entering Leg Exiting Leg Total 4:15 PM 4:30 PM 4:45 PM Total Volume % Approach Total PHF Page 12 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Left U-Turn Total Right Thru U-Turn Total Thru Left U-Turn Total 0000010110012 0000000000000 0000000000000 0000000000000 0000010110012 0000000000000 0000010100001 0000010100001 0000000000000 0000020200002 0000030310014 0.0 0.0 0.0 0.0 100.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 75.0 0.0 75.0 25.0 0.0 0.0 25.0 0134 Right Left U-Turn Total Right Thru U-Turn Total Thru Left U-Turn Total 0000010110012 0000000000000 0000000000000 0000000000000 0000010110012 0.0 0.0 0.0 0.0 100.0 0.0 100.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.250 0.250 0.000 0.000 0.250 0.250 0000010110012 0112 0224 PDI File #:250728 C Location:N: Juniper Road Location:E: Great Marsh Road W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Total Class:Single-Unit Trucks Juniper Road Great Marsh Road Great Marsh Road from North from East from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Juniper Road Great Marsh Road from West Total 4:00 PM Great Marsh Road from North from East Entering Leg Exiting Leg Total 4:15 PM 4:30 PM 4:45 PM Total Volume % Approach Total PHF Page 13 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Left U-Turn Total Right Thru U-Turn Total Thru Left U-Turn Total 0000000000000 0000000000000 0000000000000 0000000000000 0000000000000 0000000000000 0000000000000 0000000000000 0000000000000 0000000000000 0000000000000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0000 Right Left U-Turn Total Right Thru U-Turn Total Thru Left U-Turn Total 0000000000000 0000000000000 0000000000000 0000000000000 0000000000000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0000000000000 0000 0000 PDI File #:250728 C Location:N: Juniper Road Location:E: Great Marsh Road W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Total Class:Articulated Trucks Juniper Road Great Marsh Road Great Marsh Road from North from East from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Juniper Road Great Marsh Road from West Total 4:00 PM Great Marsh Road from North from East Entering Leg Exiting Leg Total 4:15 PM 4:30 PM 4:45 PM Total Volume % Approach Total PHF Page 14 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Left U-Turn CW-EB CW-WB Total Right Thru U-Turn CW-SB CW-NB Total Thru Left U-Turn CW-NB CW-SB Total 0000000000000000000 0000000000000000000 0000002000020000002 2000020000000000002 2000022000020000004 0000000000000000000 0000000000003000033 0000000000001000011 0200022000020000004 0200022000024000048 22000440000440000412 50.0 50.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 16.7 16.7 0.0 0.0 0.0 33.3 33.3 0.0 0.0 0.0 0.0 33.3 33.3 0.0 0.0 0.0 0.0 33.3 46212 Right Left U-Turn CW-EB CW-WB Total Right Thru U-Turn CW-SB CW-NB Total Thru Left U-Turn CW-NB CW-SB Total 0000000000000000000 0000000000003000033 0000000000001000011 0200022000020000004 0200022000024000048 0.0 100.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.000 0.250 0.000 0.000 0.000 0.250 0.250 0.000 0.000 0.000 0.000 0.250 0.333 0.000 0.000 0.000 0.000 0.333 0.500 0200022000024000048 2608 48416 PDI File #:250728 C Location:N: Juniper Road Location:E: Great Marsh Road W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Class:Bicycles (on Roadway and Crosswalks) Juniper Road Great Marsh Road Great Marsh Road from North from East from West Total 4:00 PM 5:15 PM 5:30 PM 5:45 PM Total 4:15 PM 4:30 PM 4:45 PM Total 5:00 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: from West Total 5:00 PM 5:15 PM Great Marsh Road from North from East 5:00 PM Juniper Road Great Marsh Road Entering Leg Exiting Leg Total 5:30 PM 5:45 PM Total Volume % Approach Total PHF Page 15 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Left U-Turn CW-EB CW-WB Total Right Thru U-Turn CW-SB CW-NB Total Thru Left U-Turn CW-NB CW-SB Total 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 00000 00000 00000 000000000000000000 0000 Right Left U-Turn CW-EB CW-WB Total Right Thru U-Turn CW-SB CW-NB Total Thru Left U-Turn CW-NB CW-SB Total 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0000000000000000000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0000000000000000000 0000 0000 PDI File #:250728 C Location:N: Juniper Road Location:E: Great Marsh Road W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Class:Pedestrians Juniper Road Great Marsh Road Great Marsh Road from North from East from West Total 4:00 PM 5:15 PM 5:30 PM 5:45 PM Total 4:15 PM 4:30 PM 4:45 PM Total 5:00 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: from West Total 4:00 PM 4:15 PM Great Marsh Road from North from East 4:00 PM Juniper Road Great Marsh Road Entering Leg Exiting Leg Total 4:30 PM 4:45 PM Total Volume % Approach Total PHF Page 16 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 20002010001000000023002335 10102011001100000026102740 10102012001200000036003650 00000017001700000040004057 40206050005000000012510126182 20002023002310001033103460 10304216001800000030103153 10001128002900000040004070 10102021002100000029103053 50409388009110001013230135236 90601531380014110001025740261418 60.0 0.0 40.0 0.0 2.1 97.9 0.0 0.0 100.0 0.0 0.0 0.0 0.0 98.5 1.5 0.0 2.2 0.0 1.4 0.0 3.6 0.7 33.0 0.0 0.0 33.7 0.2 0.0 0.0 0.0 0.2 0.0 61.5 1.0 0.0 62.4 7 264 0 147 418 80601431340013710001025120253405 88.9 0.0 100.0 0.0 93.3 100.0 97.1 0.0 0.0 97.2 100.0 0.0 0.0 0.0 100.0 0.0 97.7 50.0 0.0 96.9 96.9 5 258 0 142 405 1000104004000000620813 11.1 0.0 0.0 0.0 6.7 0.0 2.9 0.0 0.0 2.8 0.0 0.0 0.0 0.0 0.0 0.0 2.3 50.0 0.0 3.1 3.1 260513 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 00000017001700000040004057 20002023002310001033103460 10304216001800000030103153 10001128002900000040004070 40307384008710001014320145240 57.1 0.0 42.9 0.0 3.4 96.6 0.0 0.0 100.0 0.0 0.0 0.0 0.0 98.6 1.4 0.0 0.500 0.000 0.250 0.000 0.438 0.375 0.750 0.000 0.000 0.750 0.250 0.000 0.000 0.000 0.250 0.000 0.894 0.500 0.000 0.906 0.857 30306383008610001014110142235 75.0 0.0 100.0 0.0 85.7 100.0 98.8 0.0 0.0 98.9 100.0 0.0 0.0 0.0 100.0 0.0 98.6 50.0 0.0 97.9 97.9 100010100100000021035 25.0 0.0 0.0 0.0 14.3 0.0 1.2 0.0 0.0 1.1 0.0 0.0 0.0 0.0 0.0 0.0 1.4 50.0 0.0 2.1 2.1 30306383008610001014110142235 100010100100000021035 40307384008710001014320145240 4 145 0 86 235 1 2 0 25 5 147 0 88 240 Cars and Heavy Vehicles (Combined) PDI File #: Location: Location: City, State: Client: Site Code: Count Date: Start Time: End Time: Class: 250728 D N: Point of Pines Avenue S: Driveway E: Great Marsh Road W: Great Marsh Road Barnstable, MA VHB/ R. Hart 85401.25 Tuesday, August 5, 2025 7:00 AM 9:00 AM Exiting Leg Total % Heavy Vehicles Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Exiting Leg Total Total % Total Total Cars Cars % Heavy Vehicles 7:00 AM 7:15 AM 7:30 AM Total 8:15 AM 8:30 AM Heavy Enter Leg Total Entering Leg Cars Exiting Leg Heavy Exiting Leg Total Exiting Leg Heavy Vehicles Exiting Leg Total % Cars Cars Driveway % Approach Total PHF Cars Enter Leg 8:15 AM 8:30 AM Heavy Vehicles % Total Volume 7:45 AM 8:00 AM Great Marsh Road from North 8:00 AM from East from West from South Point of Pines Avenue Great Marsh Road7:45 AM 8:45 AM Total Approach % Grand Total Great Marsh RoadDrivewayPoint of Pines Avenue Great Marsh Road 7:45 AM from North from East from South from West Page 1 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 20002010001000000021002133 101020900900000026102738 10102011001100000036003649 00000016001600000040004056 40206046004600000012310124176 10001023002310001032003257 10304216001800000029103052 10001128002900000040004070 10102021002100000027002750 40408388009110001012810129229 80601431340013710001025120253405 57.1 0.0 42.9 0.0 2.2 97.8 0.0 0.0 100.0 0.0 0.0 0.0 0.0 99.2 0.8 0.0 2.0 0.0 1.5 0.0 3.5 0.7 33.1 0.0 0.0 33.8 0.2 0.0 0.0 0.0 0.2 0.0 62.0 0.5 0.0 62.5 5 258 0 142 405 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 00000016001600000040004056 10001023002310001032003257 10304216001800000029103052 10001128002900000040004070 30306383008610001014110142235 50.0 0.0 50.0 0.0 3.5 96.5 0.0 0.0 100.0 0.0 0.0 0.0 0.0 99.3 0.7 0.0 0.750 0.000 0.250 0.000 0.375 0.375 0.741 0.000 0.000 0.741 0.250 0.000 0.000 0.000 0.250 0.000 0.881 0.250 0.000 0.888 0.839 30306383008610001014110142235 4 145 0 86 235 10 231 1 228 470 from North from East from South from West Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 8:15 AM 8:30 AM 8:45 AM Total 7:45 AM 8:00 AM 8:15 AM from East from South from West Great Marsh Road Driveway Great Marsh RoadPoint of Pines Avenue 8:00 AM 250728 D N: Point of Pines Avenue S: Driveway E: Great Marsh Road W: Great Marsh Road Barnstable, MA VHB/ R. Hart 85401.25 Tuesday, August 5, 2025 7:00 AM 9:00 AM Great Marsh RoadDrivewayPoint of Pines Avenue Cars PDI File #: Location: Location: City, State: Great Marsh Road Client: Site Code: Count Date: Start Time: End Time: Class: 7:00 AM 7:15 AM 7:30 AM 7:45 AM Total Grand Total Approach % Total % Exiting Leg Total 7:45 AM from North % Approach Total Total Total 8:30 AM Entering Leg Exiting Leg Total PHF Total Volume Page 2 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000000000000020022 000000200200000000002 000000100100000000001 000000100100000000001 000000400400000020026 100010000000000011023 000000000000000010011 000000000000000000000 000000000000000021033 100010000000000042067 1000104004000000620813 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 75.0 25.0 0.0 7.7 0.0 0.0 0.0 7.7 0.0 30.8 0.0 0.0 30.8 0.0 0.0 0.0 0.0 0.0 0.0 46.2 15.4 0.0 61.5 260513 000000100100000000001 0.0 0.0 0.0 0.0 0.0 0.0 25.0 0.0 0.0 25.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.7 00011 1000102002000000620811 100.0 0.0 0.0 0.0 100.0 0.0 50.0 0.0 0.0 50.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 100.0 0.0 100.0 84.6 260311 000000100100000000001 0.0 0.0 0.0 0.0 0.0 0.0 25.0 0.0 0.0 25.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.7 00011 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000200200000000002 000000100100000000001 000000100100000000001 100010000000000011023 100010400400000011027 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 50.0 50.0 0.0 0.250 0.000 0.000 0.000 0.250 0.000 0.500 0.000 0.000 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.250 0.000 0.250 0.583 000000100100000000001 0.0 0.0 0.0 0.0 0.0 0.0 25.0 0.0 0.0 25.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.3 100010200200000011025 100.0 0.0 0.0 0.0 100.0 0.0 50.0 0.0 0.0 50.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 100.0 0.0 100.0 71.4 000000100100000000001 0.0 0.0 0.0 0.0 0.0 0.0 25.0 0.0 0.0 25.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.3 000000100100000000001 100010200200000011025 000000100100000000001 100010400400000011027 00011 1 1 0 35 00011 11057 Total PDI File #:250728 D Location:N: Point of Pines Avenue S: Driveway Location:E: Great Marsh Road W: Great Marsh Road Point of Pines Avenue Great Marsh Road Class:Heavy Vehicles-Combined (Buses, Single-Unit Trucks, Articulated Trucks) Count Date:Tuesday, August 5, 2025 Start Time: Great Marsh Road from East from South from West Driveway from North 7:00 AM End Time:9:00 AM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM 7:00 AM 7:15 AM 7:30 AM 8:45 AM Total Grand Total Approach % Total % % Single-Unit Exiting Leg Total Articulated Trucks % Articulated Exiting Leg Total Exiting Leg Total Buses % Buses Exiting Leg Total Single-Unit Trucks 7:15 AM Point of Pines Avenue Great Marsh Road Driveway Great Marsh Road Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Total 7:15 AM from North from East from South 7:30 AM 7:45 AM 8:00 AM Total Volume % Approach Total PHF from West Articulated % Buses Single-Unit Trucks Articulated Trucks Total Entering Leg Buses Buses % Single-Unit Trucks Single-Unit % Articulated Trucks Buses Single-Unit Trucks Articulated Trucks Total Exiting Leg Page 3 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000000000000000000 000000000000000000000 000000000000000000000 000000100100000000001 000000100100000000001 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000100100000000001 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00011 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000000000000000000 000000000000000000000 000000000000000000000 000000100100000000001 000000100100000000001 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 000000100100000000001 00011 01012 from North from East from South from West PHF Entering Leg Exiting Leg Total 7:00 AM 7:15 AM 7:30 AM 7:45 AM Total Volume % Approach Total from South from West Total Driveway Great Marsh Road from North from East Exiting Leg Total 7:00 AM Point of Pines Avenue Great Marsh Road Grand Total Approach % Total % Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 8:45 AM Total 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM 7:00 AM 7:15 AM 7:30 AM Total Class:Buses Point of Pines Avenue Great Marsh Road Driveway Great Marsh Road End Time:9:00 AM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 PDI File #:250728 D Location:N: Point of Pines Avenue S: Driveway Location:E: Great Marsh Road W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:7:00 AM Page 4 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000000000000020022 000000100100000000001 000000100100000000001 000000000000000000000 000000200200000020024 100010000000000011023 000000000000000010011 000000000000000000000 000000000000000021033 100010000000000042067 1000102002000000620811 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 75.0 25.0 0.0 9.1 0.0 0.0 0.0 9.1 0.0 18.2 0.0 0.0 18.2 0.0 0.0 0.0 0.0 0.0 0.0 54.5 18.2 0.0 72.7 260311 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 100010000000000011023 000000000000000010011 000000000000000000000 000000000000000021033 100010000000000042067 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 66.7 33.3 0.0 0.250 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.500 0.000 0.500 0.583 100010000000000042067 24017 340714 from North from East from South from West PDI File #:250728 D Location:N: Point of Pines Avenue S: Driveway Location:E: Great Marsh Road W: Great Marsh Road Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Count Date:Tuesday, August 5, 2025 Start Time:7:00 AM End Time:9:00 AM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Class:Single-Unit Trucks Point of Pines Avenue Great Marsh Road Driveway Great Marsh Road Total 7:00 AM 7:15 AM 7:30 AM 8:45 AM Total 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM Exiting Leg Total 8:00 AM Point of Pines Avenue Great Marsh Road Grand Total Approach % Total % from South from West Total Driveway Great Marsh Road from North from East PHF Entering Leg Exiting Leg Total 8:00 AM 8:15 AM 8:30 AM 8:45 AM Total Volume % Approach Total Page 5 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000000000000000000 000000100100000000001 000000000000000000000 000000000000000000000 000000100100000000001 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000100100000000001 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00011 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000000000000000000 000000100100000000001 000000000000000000000 000000000000000000000 000000100100000000001 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 000000100100000000001 00011 01012 from North from East from South from West PDI File #:250728 D Location:N: Point of Pines Avenue S: Driveway Location:E: Great Marsh Road W: Great Marsh Road Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Count Date:Tuesday, August 5, 2025 Start Time:7:00 AM End Time:9:00 AM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Class:Articulated Trucks Point of Pines Avenue Great Marsh Road Driveway Great Marsh Road Total 7:00 AM 7:15 AM 7:30 AM 8:45 AM Total 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM Exiting Leg Total 7:00 AM Point of Pines Avenue Great Marsh Road Grand Total Approach % Total % from South from West Total Driveway Great Marsh Road from North from East PHF Entering Leg Exiting Leg Total 7:00 AM 7:15 AM 7:30 AM 7:45 AM Total Volume % Approach Total Page 6 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn CW-EB CW-WB Total Right Thru Left U-Turn CW-SB CW-NB Total Right Thru Left U-Turn CW-WB CW-EB Total Right Thru Left U-Turn CW-NB CW-SB Total 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00000 Right Thru Left U-Turn CW-EB CW-WB Total Right Thru Left U-Turn CW-SB CW-NB Total Right Thru Left U-Turn CW-WB CW-EB Total Right Thru Left U-Turn CW-NB CW-SB Total 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0000000000000000000000000000 0 00000 00000 from North from East from South from West Class: 250728 D N: Point of Pines Avenue S: Driveway E: Great Marsh Road W: Great Marsh Road Barnstable, MA VHB/ R. Hart 85401.25 Tuesday, August 5, 2025 7:00 AM 9:00 AM Bicycles (on Roadway and Crosswalks) PDI File #: Location: Location: City, State: Client: Site Code: Count Date: Start Time: End Time: Entering Leg Exiting Leg Total 7:30 AM 7:45 AM Total Volume % Approach Total PHF from West Total 7:00 AM 7:15 AM from North from East from South 7:00 AM Point of Pines Avenue Great Marsh Road Driveway Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 8:15 AM 8:30 AM 8:45 AM Total 7:00 AM 7:15 AM 7:30 AM 7:45 AM Total 8:00 AM Point of Pines Avenue Great Marsh Road Driveway Total Great Marsh Road Great Marsh Road Page 7 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn CW-EB CW-WB Total Right Thru Left U-Turn CW-SB CW-NB Total Right Thru Left U-Turn CW-WB CW-EB Total Right Thru Left U-Turn CW-NB CW-SB Total 0000000000000000000000000011 1 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000011 1 0000000000000000000000000000 0 0000000000000000000000000000 0 0000011000000000000000000000 1 0000000000000000000000000000 0 0000011000000000000000000000 1 0000011000000000000000000011 2 00000100 000000 000000 00000100 00000505000000000000000000005050 10012 Right Thru Left U-Turn CW-EB CW-WB Total Right Thru Left U-Turn CW-SB CW-NB Total Right Thru Left U-Turn CW-WB CW-EB Total Right Thru Left U-Turn CW-NB CW-SB Total 0000000000000000000000000011 1 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000011 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.250 0.250 0000000000000000000000000011 1 00011 00022 from South from West Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM 8:45 AM Total Count Date: Start Time: End Time: Class: 250728 D N: Point of Pines Avenue S: Driveway E: Great Marsh Road W: Great Marsh Road Barnstable, MA VHB/ R. Hart 85401.25 Tuesday, August 5, 2025 7:00 AM 9:00 AM Pedestrians PDI File #: Location: Location: City, State: Client: Site Code: Point of Pines Avenue Great Marsh Road Driveway Total Great Marsh Road from North from East 7:00 AM 7:15 AM 7:30 AM Grand Total Approach % Total % Exiting Leg Total Great Marsh Road from North from East from South 7:00 AM Point of Pines Avenue Great Marsh Road Driveway 7:30 AM 7:45 AM Total Volume % Approach Total PHF from West Total 7:00 AM 7:15 AM Entering Leg Exiting Leg Total Page 8 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 10001248005000000035103687 30306142004300000039003988 00101342004500000037103884 00101050005000000036103788 4050961820018800000014730150347 001011670068000000351036105 00101152005300000032003286 00000443004700000132003380 00101132103400000025202762 0030371941020200000112430128333 408012133761039000000127160278680 33.3 0.0 66.7 0.0 3.3 96.4 0.3 0.0 0.0 0.0 0.0 0.0 0.4 97.5 2.2 0.0 0.6 0.0 1.2 0.0 1.8 1.9 55.3 0.1 0.0 57.4 0.0 0.0 0.0 0.0 0.0 0.1 39.9 0.9 0.0 40.9 19 279 2 380 680 408012133731038700000127160278677 100.0 0.0 100.0 0.0 100.0 100.0 99.2 100.0 0.0 99.2 0.0 0.0 0.0 0.0 0.0 100.0 100.0 100.0 0.0 100.0 99.6 19 279 2 377 677 000000300300000000003 0.0 0.0 0.0 0.0 0.0 0.0 0.8 0.0 0.0 0.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 00033 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 30306142004300000039003988 00101342004500000037103884 00101050005000000036103788 001011670068000000351036105 3060952010020600000014730150365 33.3 0.0 66.7 0.0 2.4 97.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 98.0 2.0 0.0 0.250 0.000 0.500 0.000 0.375 0.417 0.750 0.000 0.000 0.757 0.000 0.000 0.000 0.000 0.000 0.000 0.942 0.750 0.000 0.962 0.869 3060952010020600000014730150365 100.0 0.0 100.0 0.0 100.0 100.0 100.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 100.0 0.0 100.0 100.0 000000000000000000000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3060952010020600000014730150365 000000000000000000000 3060952010020600000014730150365 8 153 0 204 365 0 0 0 00 8 153 0 204 365 PDI File #:250728 D Location:N: Point of Pines Avenue S: Driveway Location:E: Great Marsh Road W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Class:Cars and Heavy Vehicles (Combined) Point of Pines Avenue Great Marsh Road Driveway Great Marsh Road from North from East from South from West Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Cars % Cars Exiting Leg Total Heavy Vehicles % Heavy Vehicles Grand Total Approach % Total % Exiting Leg Total Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:15 PM Point of Pines Avenue Great Marsh Road Driveway Great Marsh Road Total Volume % Approach Total PHF Cars Total 4:15 PM 4:30 PM 4:45 PM from North from East from South from West 5:00 PM Total Entering Leg Cars Exiting Leg Heavy Exiting Leg Total Exiting Leg Cars % Heavy Vehicles Heavy Vehicles % Cars Enter Leg Heavy Enter Leg Page 9 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 10001247004900000035103686 30306142004300000039003988 00101342004500000037103884 00101050005000000036103788 4050961810018700000014730150346 001011670068000000351036105 00101151005200000032003285 00000442004600000132003379 00101132103400000025202762 0030371921020000000112430128331 408012133731038700000127160278677 33.3 0.0 66.7 0.0 3.4 96.4 0.3 0.0 0.0 0.0 0.0 0.0 0.4 97.5 2.2 0.0 0.6 0.0 1.2 0.0 1.8 1.9 55.1 0.1 0.0 57.2 0.0 0.0 0.0 0.0 0.0 0.1 40.0 0.9 0.0 41.1 19 279 2 377 677 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 30306142004300000039003988 00101342004500000037103884 00101050005000000036103788 001011670068000000351036105 3060952010020600000014730150365 33.3 0.0 66.7 0.0 2.4 97.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 98.0 2.0 0.0 0.250 0.000 0.500 0.000 0.375 0.417 0.750 0.000 0.000 0.757 0.000 0.000 0.000 0.000 0.000 0.000 0.942 0.750 0.000 0.962 0.869 3060952010020600000014730150365 8 153 0 204 365 17 359 0 354 730 PDI File #:250728 D Location:N: Point of Pines Avenue S: Driveway Location:E: Great Marsh Road W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Total Class:Cars Point of Pines Avenue Great Marsh Road Driveway Great Marsh Road from North from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:15 PM Point of Pines Avenue Great Marsh Road from West Total 4:15 PM Driveway Great Marsh Road from North from East from South Entering Leg Exiting Leg Total 4:30 PM 4:45 PM 5:00 PM Total Volume % Approach Total PHF Page 10 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000100100000000001 000000000000000000000 000000000000000000000 000000000000000000000 000000100100000000001 000000000000000000000 000000100100000000001 000000100100000000001 000000000000000000000 000000200200000000002 000000300300000000003 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00033 000000100100000000001 0.0 0.0 0.0 0.0 0.0 0.0 33.3 0.0 0.0 33.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 33.3 00011 000000200200000000002 0.0 0.0 0.0 0.0 0.0 0.0 66.7 0.0 0.0 66.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 66.7 00022 000000000000000000000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00000 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000000000000000000 000000000000000000000 000000100100000000001 000000100100000000001 000000200200000000002 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.000 0.000 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.500 000000100100000000001 0.0 0.0 0.0 0.0 0.0 0.0 50.0 0.0 0.0 50.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 50.0 000000100100000000001 0.0 0.0 0.0 0.0 0.0 0.0 50.0 0.0 0.0 50.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 50.0 000000000000000000000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 000000100100000000001 000000100100000000001 000000000000000000000 000000200200000000002 00011 0 0 0 11 00000 00022 PDI File #:250728 D Location:N: Point of Pines Avenue S: Driveway Location:E: Great Marsh Road W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Total Class:Heavy Vehicles-Combined (Buses, Single-Unit Trucks, Articulated Trucks) Point of Pines Avenue Great Marsh Road Driveway Great Marsh Road from North from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Exiting Leg Total Articulated Trucks % Articulated Exiting Leg Total Buses % Buses Exiting Leg Total Single-Unit Trucks % Single-Unit Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:45 PM Point of Pines Avenue Great Marsh Road Driveway Great Marsh Road Total Volume % Approach Total PHF Buses Buses % Total 4:45 PM 5:00 PM 5:15 PM 5:30 PM from North from East from South from West Articulated Trucks Total Exiting Leg Single-Unit Trucks Articulated Trucks Total Entering Leg Buses Single-Unit Trucks Single-Unit Trucks Single-Unit % Articulated Trucks Articulated % Buses Page 11 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000100100000000001 000000000000000000000 000000100100000000001 000000100100000000001 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00011 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000000000000000000 000000000000000000000 000000000000000000000 000000100100000000001 000000100100000000001 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 000000100100000000001 00011 01012 PDI File #:250728 D Location:N: Point of Pines Avenue S: Driveway Location:E: Great Marsh Road W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Total Class:Buses Point of Pines Avenue Great Marsh Road Driveway Great Marsh Road from North from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:45 PM Point of Pines Avenue Great Marsh Road from West Total 4:45 PM Driveway Great Marsh Road from North from East from South Entering Leg Exiting Leg Total 5:00 PM 5:15 PM 5:30 PM Total Volume % Approach Total PHF Page 12 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000100100000000001 000000000000000000000 000000000000000000000 000000000000000000000 000000100100000000001 000000000000000000000 000000100100000000001 000000000000000000000 000000000000000000000 000000100100000000001 000000200200000000002 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00022 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000100100000000001 000000000000000000000 000000000000000000000 000000000000000000000 000000100100000000001 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 000000100100000000001 00011 01012 PDI File #:250728 D Location:N: Point of Pines Avenue S: Driveway Location:E: Great Marsh Road W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Total Class:Single-Unit Trucks Point of Pines Avenue Great Marsh Road Driveway Great Marsh Road from North from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Point of Pines Avenue Great Marsh Road from West Total 4:00 PM Driveway Great Marsh Road from North from East from South Entering Leg Exiting Leg Total 4:15 PM 4:30 PM 4:45 PM Total Volume % Approach Total PHF Page 13 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00000 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 000000000000000000000 00000 00000 PDI File #:250728 D Location:N: Point of Pines Avenue S: Driveway Location:E: Great Marsh Road W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Total Class:Articulated Trucks Point of Pines Avenue Great Marsh Road Driveway Great Marsh Road from North from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Point of Pines Avenue Great Marsh Road from West Total 4:00 PM Driveway Great Marsh Road from North from East from South Entering Leg Exiting Leg Total 4:15 PM 4:30 PM 4:45 PM Total Volume % Approach Total PHF Page 14 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn CW-EB CW-WB Total Right Thru Left U-Turn CW-SB CW-NB Total Right Thru Left U-Turn CW-WB CW-EB Total Right Thru Left U-Turn CW-NB CW-SB Total 0000000000000000000000000000 0 0000000010000100000000000000 1 0000000000000000000000000000 0 0000000020000200000000000000 2 0000000030000300000000000000 3 0000000000000000000000000000 0 0000000000000000000000300003 3 0000000000000000000000100001 1 0000000000000000000000000000 0 0000000000000000000000400004 4 0000000030000300000000400004 7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 42.9 0.0 0.0 0.0 0.0 42.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 57.1 0.0 0.0 0.0 0.0 57.1 04037 Right Thru Left U-Turn CW-EB CW-WB Total Right Thru Left U-Turn CW-SB CW-NB Total Right Thru Left U-Turn CW-WB CW-EB Total Right Thru Left U-Turn CW-NB CW-SB Total 0000000020000200000000000000 2 0000000000000000000000000000 0 0000000000000000000000300003 3 0000000000000000000000100001 1 0000000020000200000000400004 6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.333 0.000 0.000 0.000 0.000 0.333 0.500 0000000020000200000000400004 6 04026 060612 PDI File #:250728 D Location:N: Point of Pines Avenue S: Driveway Location:E: Great Marsh Road W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Class:Bicycles (on Roadway and Crosswalks) Point of Pines Avenue Great Marsh Road Driveway Great Marsh Road from North from East from South from West Total 4:00 PM 5:15 PM 5:30 PM 5:45 PM Total 4:15 PM 4:30 PM 4:45 PM Total 5:00 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: from West Total 4:45 PM 5:00 PM Great Marsh Road from North from East from South 4:45 PM Point of Pines Avenue Great Marsh Road Driveway Entering Leg Exiting Leg Total 5:15 PM 5:30 PM Total Volume % Approach Total PHF Page 15 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn CW-EB CW-WB Total Right Thru Left U-Turn CW-SB CW-NB Total Right Thru Left U-Turn CW-WB CW-EB Total Right Thru Left U-Turn CW-NB CW-SB Total 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000011 1 0000000000000000000000000000 0 0000000000000000000000000011 1 0000000000000000000000000011 1 000000 000000 000000 00000100 00000000000000000000000000100100 00011 Right Thru Left U-Turn CW-EB CW-WB Total Right Thru Left U-Turn CW-SB CW-NB Total Right Thru Left U-Turn CW-WB CW-EB Total Right Thru Left U-Turn CW-NB CW-SB Total 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000011 1 0000000000000000000000000011 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.250 0.250 0000000000000000000000000011 1 00011 00022 PDI File #:250728 D Location:N: Point of Pines Avenue S: Driveway Location:E: Great Marsh Road W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Class:Pedestrians Point of Pines Avenue Great Marsh Road Driveway Great Marsh Road from North from East from South from West Total 4:00 PM 5:15 PM 5:30 PM 5:45 PM Total 4:15 PM 4:30 PM 4:45 PM Total 5:00 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: from West Total 4:45 PM 5:00 PM Great Marsh Road from North from East from South 4:45 PM Point of Pines Avenue Great Marsh Road Driveway Entering Leg Exiting Leg Total 5:15 PM 5:30 PM Total Volume % Approach Total PHF Page 16 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 193013331070140014014101549 0174021711001806006020202267 093012491014091010024302763 08701541800222120014128103081 1 43 17 0 61 18 41 2 0 61 2 41 1 0 44 1 86 7 0 94 260 1 8 12 0 21 7 15 1 0 23 2 15 0 0 17 1 21 4 0 26 87 1 15 6 0 22 3 13 4 0 20 0 17 0 0 17 0 22 1 0 23 82 2 14 8 0 24 8 16 5 0 29 2 11 0 0 13 0 21 2 0 23 89 1 20 4 0 25 1 18 1 0 20 2 11 1 0 14 1 16 1 0 18 77 5 57 30 0 92 19 62 11 0 92 6 54 1 0 61 2 80 8 0 90 335 6 100 47 0 153 37 103 13 0 153 8 95 2 0 105 3 166 15 0 184 595 3.9 65.4 30.7 0.0 24.2 67.3 8.5 0.0 7.6 90.5 1.9 0.0 1.6 90.2 8.2 0.0 1.0 16.8 7.9 0.0 25.7 6.2 17.3 2.2 0.0 25.7 1.3 16.0 0.3 0.0 17.6 0.5 27.9 2.5 0.0 30.9 147 221 116 111 595 6 97 45 0 148 37 100 11 0 148 8 87 2 0 97 3 162 14 0 179 572 100.0 97.0 95.7 0.0 96.7 100.0 97.1 84.6 0.0 96.7 100.0 91.6 100.0 0.0 92.4 100.0 97.6 93.3 0.0 97.3 96.1 138 215 111 108 572 0320503205080080410523 0.0 3.0 4.3 0.0 3.3 0.0 2.9 15.4 0.0 3.3 0.0 8.4 0.0 0.0 7.6 0.0 2.4 6.7 0.0 2.7 3.9 965323 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 08701541800222120014128103081 1 8 12 0 21 7 15 1 0 23 2 15 0 0 17 1 21 4 0 26 87 1 15 6 0 22 3 13 4 0 20 0 17 0 0 17 0 22 1 0 23 82 2 14 8 0 24 8 16 5 0 29 2 11 0 0 13 0 21 2 0 23 89 4 45 33 0 82 22 62 10 0 94 6 55 0 0 61 2 92 8 0 102 339 4.9 54.9 40.2 0.0 23.4 66.0 10.6 0.0 9.8 90.2 0.0 0.0 2.0 90.2 7.8 0.0 0.500 0.750 0.688 0.000 0.854 0.688 0.861 0.500 0.000 0.810 0.750 0.809 0.000 0.000 0.897 0.500 0.821 0.500 0.000 0.850 0.952 4 43 31 0 78 22 60 9 0 91 6 52 0 0 58 2 90 8 0 100 327 100.0 95.6 93.9 0.0 95.1 100.0 96.8 90.0 0.0 96.8 100.0 94.5 0.0 0.0 95.1 100.0 97.8 100.0 0.0 98.0 96.5 0220402103030030200212 0.0 4.4 6.1 0.0 4.9 0.0 3.2 10.0 0.0 3.2 0.0 5.5 0.0 0.0 4.9 0.0 2.2 0.0 0.0 2.0 3.5 4 43 31 0 78 22 60 9 0 91 6 52 0 0 58 2 90 8 0 100 327 0220402103030030200212 4 45 33 0 82 22 62 10 0 94 6 55 0 0 61 2 92 8 0 102 339 82 127 54 64 327 3 4 3 212 85 131 57 66 339 Cars and Heavy Vehicles (Combined) PDI File #: Location: Location: City, State: Client: Site Code: Count Date: Start Time: End Time: Class: 250728 E N: Shootflying Hill Raod S: Shootflying Hill Road E: Great Marsh Road W: Great Marsh Road Barnstable, MA VHB/ R. Hart 85401.25 Tuesday, August 5, 2025 7:00 AM 9:00 AM Exiting Leg Total % Heavy Vehicles Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Exiting Leg Total Total % Total Total Cars Cars % Heavy Vehicles 7:00 AM 7:15 AM 7:30 AM Total 8:15 AM 8:30 AM Heavy Enter Leg Total Entering Leg Cars Exiting Leg Heavy Exiting Leg Total Exiting Leg Heavy Vehicles Exiting Leg Total % Cars Cars Shootflying Hill Road % Approach Total PHF Cars Enter Leg 8:15 AM 8:30 AM Heavy Vehicles % Total Volume 7:45 AM 8:00 AM Great Marsh Road from North 8:00 AM from East from West from South Shootflying Hill Raod Great Marsh Road7:45 AM 8:45 AM Total Approach % Grand Total Great Marsh RoadShootflying Hill RoadShootflying Hill Raod Great Marsh Road 7:45 AM from North from East from South from West Page 1 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 193013330060120012013101445 0164020711001804004019202163 09301248101308109024202660 07701441600202120014127102977 1 41 17 0 59 18 38 1 0 57 2 36 1 0 39 1 83 6 0 90 245 1 7 11 0 19 7 15 1 0 23 2 14 0 0 16 1 21 4 0 26 84 1 15 6 0 22 3 13 3 0 19 0 15 0 0 15 0 21 1 0 22 78 2 14 7 0 23 8 16 5 0 29 2 11 0 0 13 0 21 2 0 23 88 1 20 4 0 25 1 18 1 0 20 2 11 1 0 14 1 16 1 0 18 77 5 56 28 0 89 19 62 10 0 91 6 51 1 0 58 2 79 8 0 89 327 6 97 45 0 148 37 100 11 0 148 8 87 2 0 97 3 162 14 0 179 572 4.1 65.5 30.4 0.0 25.0 67.6 7.4 0.0 8.2 89.7 2.1 0.0 1.7 90.5 7.8 0.0 1.0 17.0 7.9 0.0 25.9 6.5 17.5 1.9 0.0 25.9 1.4 15.2 0.3 0.0 17.0 0.5 28.3 2.4 0.0 31.3 138 215 111 108 572 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 07701441600202120014127102977 1 7 11 0 19 7 15 1 0 23 2 14 0 0 16 1 21 4 0 26 84 1 15 6 0 22 3 13 3 0 19 0 15 0 0 15 0 21 1 0 22 78 2 14 7 0 23 8 16 5 0 29 2 11 0 0 13 0 21 2 0 23 88 4 43 31 0 78 22 60 9 0 91 6 52 0 0 58 2 90 8 0 100 327 5.1 55.1 39.7 0.0 24.2 65.9 9.9 0.0 10.3 89.7 0.0 0.0 2.0 90.0 8.0 0.0 0.500 0.717 0.705 0.000 0.848 0.688 0.938 0.450 0.000 0.784 0.750 0.867 0.000 0.000 0.906 0.500 0.833 0.500 0.000 0.862 0.929 4 43 31 0 78 22 60 9 0 91 6 52 0 0 58 2 90 8 0 100 327 82 127 54 64 327 160 218 112 164 654 from North from East from South from West Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 8:15 AM 8:30 AM 8:45 AM Total 7:45 AM 8:00 AM 8:15 AM from East from South from West Great Marsh Road Shootflying Hill Road Great Marsh RoadShootflying Hill Raod 8:00 AM 250728 E N: Shootflying Hill Raod S: Shootflying Hill Road E: Great Marsh Road W: Great Marsh Road Barnstable, MA VHB/ R. Hart 85401.25 Tuesday, August 5, 2025 7:00 AM 9:00 AM Great Marsh RoadShootflying Hill RoadShootflying Hill Raod Cars PDI File #: Location: Location: City, State: Great Marsh Road Client: Site Code: Count Date: Start Time: End Time: Class: 7:00 AM 7:15 AM 7:30 AM 7:45 AM Total Grand Total Approach % Total % Exiting Leg Total 7:45 AM from North % Approach Total Total Total 8:30 AM Entering Leg Exiting Leg Total PHF Total Volume Page 2 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000010102002010014 010010000002002010014 000000100101001001013 010010200200000010014 0200203104050050310415 011020000001001000003 000000010102002010014 001010000000000000001 000000000000000000000 012030010103003010018 0320503205080080410523 0.0 60.0 40.0 0.0 0.0 60.0 40.0 0.0 0.0 100.0 0.0 0.0 0.0 80.0 20.0 0.0 0.0 13.0 8.7 0.0 21.7 0.0 13.0 8.7 0.0 21.7 0.0 34.8 0.0 0.0 34.8 0.0 17.4 4.3 0.0 21.7 965323 000000100101001000002 0.0 0.0 0.0 0.0 0.0 0.0 33.3 0.0 0.0 20.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 0.0 0.0 0.0 8.7 10012 0220402204060060410519 0.0 66.7 100.0 0.0 80.0 0.0 66.7 100.0 0.0 80.0 0.0 75.0 0.0 0.0 75.0 0.0 100.0 100.0 0.0 100.0 82.6 764219 010010000001001000002 0.0 33.3 0.0 0.0 20.0 0.0 0.0 0.0 0.0 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 0.0 0.0 0.0 8.7 10102 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000010102002010014 010010000002002010014 000000100101001001013 010010200200000010014 0200203104050050310415 0.0 100.0 0.0 0.0 0.0 75.0 25.0 0.0 0.0 100.0 0.0 0.0 0.0 75.0 25.0 0.0 0.000 0.500 0.000 0.000 0.500 0.000 0.375 0.250 0.000 0.500 0.000 0.625 0.000 0.000 0.625 0.000 0.750 0.250 0.000 1.000 0.938 000000100101001000002 0.0 0.0 0.0 0.0 0.0 0.0 33.3 0.0 0.0 25.0 0.0 20.0 0.0 0.0 20.0 0.0 0.0 0.0 0.0 0.0 13.3 0100102103040040310412 0.0 50.0 0.0 0.0 50.0 0.0 66.7 100.0 0.0 75.0 0.0 80.0 0.0 0.0 80.0 0.0 100.0 100.0 0.0 100.0 80.0 010010000000000000001 0.0 50.0 0.0 0.0 50.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.7 000000100101001000002 0100102103040040310412 010010000000000000001 0200203104050050310415 10012 5 3 2 212 00101 633315 Total PDI File #:250728 E Location:N: Shootflying Hill Raod S: Shootflying Hill Road Location:E: Great Marsh Road W: Great Marsh Road Shootflying Hill Raod Great Marsh Road Class:Heavy Vehicles-Combined (Buses, Single-Unit Trucks, Articulated Trucks) Count Date:Tuesday, August 5, 2025 Start Time: Great Marsh Road from East from South from West Shootflying Hill Road from North 7:00 AM End Time:9:00 AM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM 7:00 AM 7:15 AM 7:30 AM 8:45 AM Total Grand Total Approach % Total % % Single-Unit Exiting Leg Total Articulated Trucks % Articulated Exiting Leg Total Exiting Leg Total Buses % Buses Exiting Leg Total Single-Unit Trucks 7:00 AM Shootflying Hill Raod Great Marsh Road Shootflying Hill Road Great Marsh Road Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Total 7:00 AM from North from East from South 7:15 AM 7:30 AM 7:45 AM Total Volume % Approach Total PHF from West Articulated % Buses Single-Unit Trucks Articulated Trucks Total Entering Leg Buses Buses % Single-Unit Trucks Single-Unit % Articulated Trucks Buses Single-Unit Trucks Articulated Trucks Total Exiting Leg Page 3 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000000001001000001 000000000000000000000 000000000000000000000 000000100100000000001 000000100101001000002 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000100101001000002 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 50.0 0.0 0.0 50.0 0.0 50.0 0.0 0.0 50.0 0.0 0.0 0.0 0.0 0.0 10012 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000000001001000001 000000000000000000000 000000000000000000000 000000100100000000001 000000100101001000002 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.250 0.000 0.250 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.500 000000100101001000002 10012 11114 from North from East from South from West PHF Entering Leg Exiting Leg Total 7:00 AM 7:15 AM 7:30 AM 7:45 AM Total Volume % Approach Total from South from West Total Shootflying Hill Road Great Marsh Road from North from East Exiting Leg Total 7:00 AM Shootflying Hill Raod Great Marsh Road Grand Total Approach % Total % Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 8:45 AM Total 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM 7:00 AM 7:15 AM 7:30 AM Total Class:Buses Shootflying Hill Raod Great Marsh Road Shootflying Hill Road Great Marsh Road End Time:9:00 AM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 PDI File #:250728 E Location:N: Shootflying Hill Raod S: Shootflying Hill Road Location:E: Great Marsh Road W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:7:00 AM Page 4 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000010101001010013 000000000002002010013 000000100101001001013 010010100100000010013 0100102103040040310412 011020000001001000003 000000010101001010013 001010000000000000001 000000000000000000000 012030010102002010017 0220402204060060410519 0.0 50.0 50.0 0.0 0.0 50.0 50.0 0.0 0.0 100.0 0.0 0.0 0.0 80.0 20.0 0.0 0.0 10.5 10.5 0.0 21.1 0.0 10.5 10.5 0.0 21.1 0.0 31.6 0.0 0.0 31.6 0.0 21.1 5.3 0.0 26.3 764219 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000010101001010013 000000000002002010013 000000100101001001013 010010100100000010013 0100102103040040310412 0.0 100.0 0.0 0.0 0.0 66.7 33.3 0.0 0.0 100.0 0.0 0.0 0.0 75.0 25.0 0.0 0.000 0.250 0.000 0.000 0.250 0.000 0.500 0.250 0.000 0.750 0.000 0.500 0.000 0.000 0.500 0.000 0.750 0.250 0.000 1.000 1.000 0100102103040040310412 532212 666624 from North from East from South from West PDI File #:250728 E Location:N: Shootflying Hill Raod S: Shootflying Hill Road Location:E: Great Marsh Road W: Great Marsh Road Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Count Date:Tuesday, August 5, 2025 Start Time:7:00 AM End Time:9:00 AM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Class:Single-Unit Trucks Shootflying Hill Raod Great Marsh Road Shootflying Hill Road Great Marsh Road Total 7:00 AM 7:15 AM 7:30 AM 8:45 AM Total 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM Exiting Leg Total 7:00 AM Shootflying Hill Raod Great Marsh Road Grand Total Approach % Total % from South from West Total Shootflying Hill Road Great Marsh Road from North from East PHF Entering Leg Exiting Leg Total 7:00 AM 7:15 AM 7:30 AM 7:45 AM Total Volume % Approach Total Page 5 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000000000000000000 010010000000000000001 000000000000000000000 000000000000000000000 010010000000000000001 000000000000000000000 000000000001001000001 000000000000000000000 000000000000000000000 000000000001001000001 010010000001001000002 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 50.0 0.0 0.0 50.0 0.0 0.0 0.0 0.0 0.0 0.0 50.0 0.0 0.0 50.0 0.0 0.0 0.0 0.0 0.0 10102 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000000000000000000 010010000000000000001 000000000000000000000 000000000000000000000 010010000000000000001 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.250 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 010010000000000000001 00101 10102 from North from East from South from West PDI File #:250728 E Location:N: Shootflying Hill Raod S: Shootflying Hill Road Location:E: Great Marsh Road W: Great Marsh Road Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Count Date:Tuesday, August 5, 2025 Start Time:7:00 AM End Time:9:00 AM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Class:Articulated Trucks Shootflying Hill Raod Great Marsh Road Shootflying Hill Road Great Marsh Road Total 7:00 AM 7:15 AM 7:30 AM 8:45 AM Total 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM Exiting Leg Total 7:00 AM Shootflying Hill Raod Great Marsh Road Grand Total Approach % Total % from South from West Total Shootflying Hill Road Great Marsh Road from North from East PHF Entering Leg Exiting Leg Total 7:00 AM 7:15 AM 7:30 AM 7:45 AM Total Volume % Approach Total Page 6 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn CW-EB CW-WB Total Right Thru Left U-Turn CW-SB CW-NB Total Right Thru Left U-Turn CW-WB CW-EB Total Right Thru Left U-Turn CW-NB CW-SB Total 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000001000100000000000000 1 0000000000000001000010100001 2 0100001000000000000000000000 1 0000000000000000000000000000 0 0100001001000101000010100001 4 0100001001000101000010100001 4 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 25.0 0.0 0.0 0.0 0.0 25.0 0.0 0.0 25.0 0.0 0.0 0.0 25.0 0.0 25.0 0.0 0.0 0.0 0.0 25.0 0.0 25.0 0.0 0.0 0.0 0.0 25.0 11204 Right Thru Left U-Turn CW-EB CW-WB Total Right Thru Left U-Turn CW-SB CW-NB Total Right Thru Left U-Turn CW-WB CW-EB Total Right Thru Left U-Turn CW-NB CW-SB Total 0000000000000000000000000000 0 0000000001000100000000000000 1 0000000000000001000010100001 2 0100001000000000000000000000 1 0100001001000101000010100001 4 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.000 0.250 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.250 0.000 0.000 0.000 0.250 0.000 0.250 0.000 0.000 0.000 0.000 0.250 0.000 0.250 0.000 0.000 0.000 0.000 0.250 0.500 0100001001000101000010100001 4 11204 22318 from North from East from South from West Class: 250728 E N: Shootflying Hill Raod S: Shootflying Hill Road E: Great Marsh Road W: Great Marsh Road Barnstable, MA VHB/ R. Hart 85401.25 Tuesday, August 5, 2025 7:00 AM 9:00 AM Bicycles (on Roadway and Crosswalks) PDI File #: Location: Location: City, State: Client: Site Code: Count Date: Start Time: End Time: Entering Leg Exiting Leg Total 8:15 AM 8:30 AM Total Volume % Approach Total PHF from West Total 7:45 AM 8:00 AM from North from East from South 7:45 AM Shootflying Hill Raod Great Marsh Road Shootflying Hill Road Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 8:15 AM 8:30 AM 8:45 AM Total 7:00 AM 7:15 AM 7:30 AM 7:45 AM Total 8:00 AM Shootflying Hill Raod Great Marsh Road Shootflying Hill Road Total Great Marsh Road Great Marsh Road Page 7 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn CW-EB CW-WB Total Right Thru Left U-Turn CW-SB CW-NB Total Right Thru Left U-Turn CW-WB CW-EB Total Right Thru Left U-Turn CW-NB CW-SB Total 0000000000000000001010000000 1 0000000000000000000000000000 0 0000000000010100000000000101 2 0000000000000000000000000000 0 0000000000010100001010000101 3 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000010100001010000101 3 000000 00001000 00001000 00001000 0000000000033.3 0 33.3 000033.3 0 33.3 000033.3 0 33.3 01113 Right Thru Left U-Turn CW-EB CW-WB Total Right Thru Left U-Turn CW-SB CW-NB Total Right Thru Left U-Turn CW-WB CW-EB Total Right Thru Left U-Turn CW-NB CW-SB Total 0000000000000000001010000000 1 0000000000000000000000000000 0 0000000000010100000000000101 2 0000000000000000000000000000 0 0000000000010100001010000101 3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.250 0.000 0.000 0.000 0.000 0.250 0.000 0.250 0.000 0.000 0.000 0.000 0.250 0.000 0.250 0.375 0000000000010100001010000101 3 01113 02226 from South from West Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM 8:45 AM Total Count Date: Start Time: End Time: Class: 250728 E N: Shootflying Hill Raod S: Shootflying Hill Road E: Great Marsh Road W: Great Marsh Road Barnstable, MA VHB/ R. Hart 85401.25 Tuesday, August 5, 2025 7:00 AM 9:00 AM Pedestrians PDI File #: Location: Location: City, State: Client: Site Code: Shootflying Hill Raod Great Marsh Road Shootflying Hill Road Total Great Marsh Road from North from East 7:00 AM 7:15 AM 7:30 AM Grand Total Approach % Total % Exiting Leg Total Great Marsh Road from North from East from South 7:00 AM Shootflying Hill Raod Great Marsh Road Shootflying Hill Road 7:30 AM 7:45 AM Total Volume % Approach Total PHF from West Total 7:00 AM 7:15 AM Entering Leg Exiting Leg Total Page 8 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 217 3 0221236 0 048 218 0 020 120 1 022112 11410 025 536 0 041 013 1 014 018 1 01999 421 5 0301134 6 051 017 1 018 025 1 026125 5 23 5 0 33 7 41 3 0 51 1 16 0 0 17 0 21 1 0 22 123 12 75 23 0 110 35 147 9 0 191 3 64 2 0 69 1 84 4 0 89 459 1 20 8 0 29 9 45 3 0 57 3 13 0 0 16 0 21 1 0 22 124 1 20 5 0 26 9 45 3 0 57 2 14 1 0 17 0 14 1 0 15 115 1 16 7 0 24 6 27 2 0 35 1 19 0 0 20 0 24 0 0 24 103 2 17 8 0 27 9 26 3 0 38 1 17 2 0 20 0 15 2 0 17 102 5 73 28 0 106 33 143 11 0 187 7 63 3 0 73 0 74 4 0 78 444 17 148 51 0 216 68 290 20 0 378 10 127 5 0 142 1 158 8 0 167 903 7.9 68.5 23.6 0.0 18.0 76.7 5.3 0.0 7.0 89.4 3.5 0.0 0.6 94.6 4.8 0.0 1.9 16.4 5.6 0.0 23.9 7.5 32.1 2.2 0.0 41.9 1.1 14.1 0.6 0.0 15.7 0.1 17.5 0.9 0.0 18.5 203 219 169 312 903 17 146 51 0 214 67 286 20 0 373 9 126 5 0 140 1 158 7 0 166 893 100.0 98.6 100.0 0.0 99.1 98.5 98.6 100.0 0.0 98.7 90.0 99.2 100.0 0.0 98.6 100.0 100.0 87.5 0.0 99.4 98.9 200 218 167 308 893 0200214005110020010110 0.0 1.4 0.0 0.0 0.9 1.5 1.4 0.0 0.0 1.3 10.0 0.8 0.0 0.0 1.4 0.0 0.0 12.5 0.0 0.6 1.1 312410 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 421 5 0301134 6 051 017 1 018 025 1 026125 5 23 5 0 33 7 41 3 0 51 1 16 0 0 17 0 21 1 0 22 123 1 20 8 0 29 9 45 3 0 57 3 13 0 0 16 0 21 1 0 22 124 1 20 5 0 26 9 45 3 0 57 2 14 1 0 17 0 14 1 0 15 115 11 84 23 0 118 36 165 15 0 216 6 60 2 0 68 0 81 4 0 85 487 9.3 71.2 19.5 0.0 16.7 76.4 6.9 0.0 8.8 88.2 2.9 0.0 0.0 95.3 4.7 0.0 0.550 0.913 0.719 0.000 0.894 0.818 0.917 0.625 0.000 0.947 0.500 0.882 0.500 0.000 0.944 0.000 0.810 1.000 0.000 0.817 0.974 11 82 23 0 116 36 164 15 0 215 6 60 2 0 68 0 81 3 0 84 483 100.0 97.6 100.0 0.0 98.3 100.0 99.4 100.0 0.0 99.5 100.0 100.0 100.0 0.0 100.0 0.0 100.0 75.0 0.0 98.8 99.2 020020100100000001014 0.0 2.4 0.0 0.0 1.7 0.0 0.6 0.0 0.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 25.0 0.0 1.2 0.8 11 82 23 0 116 36 164 15 0 215 6 60 2 0 68 0 81 3 0 84 483 020020100100000001014 11 84 23 0 118 36 165 15 0 216 6 60 2 0 68 0 81 4 0 85 487 99 110 97 177 483 1 0 2 14 100 110 99 178 487 PDI File #:250728 E Location:N: Shootflying Hill Raod S: Shootflying Hill Road Location:E: Great Marsh Road W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Class:Cars and Heavy Vehicles (Combined) Shootflying Hill Raod Great Marsh Road Shootflying Hill Road Great Marsh Road from North from East from South from West Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Cars % Cars Exiting Leg Total Heavy Vehicles % Heavy Vehicles Grand Total Approach % Total % Exiting Leg Total Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:30 PM Shootflying Hill Raod Great Marsh Road Shootflying Hill Road Great Marsh Road Total Volume % Approach Total PHF Cars Total 4:30 PM 4:45 PM 5:00 PM from North from East from South from West 5:15 PM Total Entering Leg Cars Exiting Leg Heavy Exiting Leg Total Exiting Leg Cars % Heavy Vehicles Heavy Vehicles % Cars Enter Leg Heavy Enter Leg Page 9 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 217 3 0221234 0 046 218 0 020 120 1 022110 11410 025 536 0 041 013 1 014 018 1 01999 421 5 0301134 6 051 017 1 018 025 1 026125 5 23 5 0 33 7 41 3 0 51 1 16 0 0 17 0 21 0 0 21 122 12 75 23 0 110 35 145 9 0 189 3 64 2 0 69 1 84 3 0 88 456 1 20 8 0 29 9 45 3 0 57 3 13 0 0 16 0 21 1 0 22 124 1 18 5 0 24 9 44 3 0 56 2 14 1 0 17 0 14 1 0 15 112 1 16 7 0 24 6 27 2 0 35 0 19 0 0 19 0 24 0 0 24 102 2 17 8 0 27 8 25 3 0 36 1 16 2 0 19 0 15 2 0 17 99 5 71 28 0 104 32 141 11 0 184 6 62 3 0 71 0 74 4 0 78 437 17 146 51 0 214 67 286 20 0 373 9 126 5 0 140 1 158 7 0 166 893 7.9 68.2 23.8 0.0 18.0 76.7 5.4 0.0 6.4 90.0 3.6 0.0 0.6 95.2 4.2 0.0 1.9 16.3 5.7 0.0 24.0 7.5 32.0 2.2 0.0 41.8 1.0 14.1 0.6 0.0 15.7 0.1 17.7 0.8 0.0 18.6 200 218 167 308 893 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 421 5 0301134 6 051 017 1 018 025 1 026125 5 23 5 0 33 7 41 3 0 51 1 16 0 0 17 0 21 0 0 21 122 1 20 8 0 29 9 45 3 0 57 3 13 0 0 16 0 21 1 0 22 124 1 18 5 0 24 9 44 3 0 56 2 14 1 0 17 0 14 1 0 15 112 11 82 23 0 116 36 164 15 0 215 6 60 2 0 68 0 81 3 0 84 483 9.5 70.7 19.8 0.0 16.7 76.3 7.0 0.0 8.8 88.2 2.9 0.0 0.0 96.4 3.6 0.0 0.550 0.891 0.719 0.000 0.879 0.818 0.911 0.625 0.000 0.943 0.500 0.882 0.500 0.000 0.944 0.000 0.810 0.750 0.000 0.808 0.966 11 82 23 0 116 36 164 15 0 215 6 60 2 0 68 0 81 3 0 84 483 99 110 97 177 483 215 325 165 261 966 PDI File #:250728 E Location:N: Shootflying Hill Raod S: Shootflying Hill Road Location:E: Great Marsh Road W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Total Class:Cars Shootflying Hill Raod Great Marsh Road Shootflying Hill Road Great Marsh Road from North from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:30 PM Shootflying Hill Raod Great Marsh Road from West Total 4:30 PM Shootflying Hill Road Great Marsh Road from North from East from South Entering Leg Exiting Leg Total 4:45 PM 5:00 PM 5:15 PM Total Volume % Approach Total PHF Page 10 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000200200000000002 000000000000000000000 000000000000000000000 000000000000000001011 000000200200000001013 000000000000000000000 020020100100000000003 000000000010001000001 000001100201001000003 020021200311002000007 0200214005110020010110 0.0 100.0 0.0 0.0 20.0 80.0 0.0 0.0 50.0 50.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 20.0 0.0 0.0 20.0 10.0 40.0 0.0 0.0 50.0 10.0 10.0 0.0 0.0 20.0 0.0 0.0 10.0 0.0 10.0 312410 000000100100000000001 0.0 0.0 0.0 0.0 0.0 0.0 25.0 0.0 0.0 20.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.0 00011 020021300411002001019 0.0 100.0 0.0 0.0 100.0 100.0 75.0 0.0 0.0 80.0 100.0 100.0 0.0 0.0 100.0 0.0 0.0 100.0 0.0 100.0 90.0 31239 000000000000000000000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00000 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000000000000000000 020020100100000000003 000000000010001000001 000001100201001000003 020021200311002000007 0.0 100.0 0.0 0.0 33.3 66.7 0.0 0.0 50.0 50.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.250 0.000 0.000 0.250 0.250 0.500 0.000 0.000 0.375 0.250 0.250 0.000 0.000 0.500 0.000 0.000 0.000 0.000 0.000 0.583 000000100100000000001 0.0 0.0 0.0 0.0 0.0 0.0 50.0 0.0 0.0 33.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.3 020021100211002000006 0.0 100.0 0.0 0.0 100.0 100.0 50.0 0.0 0.0 66.7 100.0 100.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 85.7 000000000000000000000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 000000100100000000001 020021100211002000006 000000000000000000000 020021200311002000007 00011 2 1 2 16 00000 21227 PDI File #:250728 E Location:N: Shootflying Hill Raod S: Shootflying Hill Road Location:E: Great Marsh Road W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Total Class:Heavy Vehicles-Combined (Buses, Single-Unit Trucks, Articulated Trucks) Shootflying Hill Raod Great Marsh Road Shootflying Hill Road Great Marsh Road from North from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Exiting Leg Total Articulated Trucks % Articulated Exiting Leg Total Buses % Buses Exiting Leg Total Single-Unit Trucks % Single-Unit Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 5:00 PM Shootflying Hill Raod Great Marsh Road Shootflying Hill Road Great Marsh Road Total Volume % Approach Total PHF Buses Buses % Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM from North from East from South from West Articulated Trucks Total Exiting Leg Single-Unit Trucks Articulated Trucks Total Entering Leg Buses Single-Unit Trucks Single-Unit Trucks Single-Unit % Articulated Trucks Articulated % Buses Page 11 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000100100000000001 000000100100000000001 000000100100000000001 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00011 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000000000000000000 000000000000000000000 000000000000000000000 000000100100000000001 000000100100000000001 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 000000100100000000001 00011 01012 PDI File #:250728 E Location:N: Shootflying Hill Raod S: Shootflying Hill Road Location:E: Great Marsh Road W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Total Class:Buses Shootflying Hill Raod Great Marsh Road Shootflying Hill Road Great Marsh Road from North from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 5:00 PM Shootflying Hill Raod Great Marsh Road from West Total 5:00 PM Shootflying Hill Road Great Marsh Road from North from East from South Entering Leg Exiting Leg Total 5:15 PM 5:30 PM 5:45 PM Total Volume % Approach Total PHF Page 12 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000200200000000002 000000000000000000000 000000000000000000000 000000000000000001011 000000200200000001013 000000000000000000000 020020100100000000003 000000000010001000001 000001000101001000002 020021100211002000006 020021300411002001019 0.0 100.0 0.0 0.0 25.0 75.0 0.0 0.0 50.0 50.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 22.2 0.0 0.0 22.2 11.1 33.3 0.0 0.0 44.4 11.1 11.1 0.0 0.0 22.2 0.0 0.0 11.1 0.0 11.1 31239 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000000000000000000 020020100100000000003 000000000010001000001 000001000101001000002 020021100211002000006 0.0 100.0 0.0 0.0 50.0 50.0 0.0 0.0 50.0 50.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.250 0.000 0.000 0.250 0.250 0.250 0.000 0.000 0.500 0.250 0.250 0.000 0.000 0.500 0.000 0.000 0.000 0.000 0.000 0.500 020021100211002000006 21216 434112 PDI File #:250728 E Location:N: Shootflying Hill Raod S: Shootflying Hill Road Location:E: Great Marsh Road W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Total Class:Single-Unit Trucks Shootflying Hill Raod Great Marsh Road Shootflying Hill Road Great Marsh Road from North from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 5:00 PM Shootflying Hill Raod Great Marsh Road from West Total 5:00 PM Shootflying Hill Road Great Marsh Road from North from East from South Entering Leg Exiting Leg Total 5:15 PM 5:30 PM 5:45 PM Total Volume % Approach Total PHF Page 13 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00000 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 000000000000000000000 00000 00000 PDI File #:250728 E Location:N: Shootflying Hill Raod S: Shootflying Hill Road Location:E: Great Marsh Road W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Total Class:Articulated Trucks Shootflying Hill Raod Great Marsh Road Shootflying Hill Road Great Marsh Road from North from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Shootflying Hill Raod Great Marsh Road from West Total 4:00 PM Shootflying Hill Road Great Marsh Road from North from East from South Entering Leg Exiting Leg Total 4:15 PM 4:30 PM 4:45 PM Total Volume % Approach Total PHF Page 14 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn CW-EB CW-WB Total Right Thru Left U-Turn CW-SB CW-NB Total Right Thru Left U-Turn CW-WB CW-EB Total Right Thru Left U-Turn CW-NB CW-SB Total 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000010000100000000000000 1 0100001000000000000000000000 1 0100001010000100000000000000 2 0000000000000000000000000000 0 0000000000000000000000300003 3 0000000000000000000000100001 1 0000000000000000000000000000 0 0000000000000000000000400004 4 0100001010000100000000400004 6 0.0 100.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 16.7 0.0 0.0 0.0 0.0 16.7 0.0 16.7 0.0 0.0 0.0 0.0 16.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 66.7 0.0 0.0 0.0 0.0 66.7 04116 Right Thru Left U-Turn CW-EB CW-WB Total Right Thru Left U-Turn CW-SB CW-NB Total Right Thru Left U-Turn CW-WB CW-EB Total Right Thru Left U-Turn CW-NB CW-SB Total 0000000010000100000000000000 1 0100001000000000000000000000 1 0000000000000000000000000000 0 0000000000000000000000300003 3 0100001010000100000000300003 5 0.0 100.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.000 0.250 0.000 0.000 0.000 0.000 0.250 0.000 0.250 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.250 0.417 0100001010000100000000300003 5 03115 141410 PDI File #:250728 E Location:N: Shootflying Hill Raod S: Shootflying Hill Road Location:E: Great Marsh Road W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Class:Bicycles (on Roadway and Crosswalks) Shootflying Hill Raod Great Marsh Road Shootflying Hill Road Great Marsh Road from North from East from South from West Total 4:00 PM 5:15 PM 5:30 PM 5:45 PM Total 4:15 PM 4:30 PM 4:45 PM Total 5:00 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: from West Total 4:30 PM 4:45 PM Great Marsh Road from North from East from South 4:30 PM Shootflying Hill Raod Great Marsh Road Shootflying Hill Road Entering Leg Exiting Leg Total 5:00 PM 5:15 PM Total Volume % Approach Total PHF Page 15 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn CW-EB CW-WB Total Right Thru Left U-Turn CW-SB CW-NB Total Right Thru Left U-Turn CW-WB CW-EB Total Right Thru Left U-Turn CW-NB CW-SB Total 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000202000000000000000000000 2 0000202000000000000000000000 2 0000202000000000000000000000 2 00001000 000000 000000 000000 00001000100000000000000000000000 20002 Right Thru Left U-Turn CW-EB CW-WB Total Right Thru Left U-Turn CW-SB CW-NB Total Right Thru Left U-Turn CW-WB CW-EB Total Right Thru Left U-Turn CW-NB CW-SB Total 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000202000000000000000000000 2 0000202000000000000000000000 2 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.250 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0000202000000000000000000000 2 20002 40004 PDI File #:250728 E Location:N: Shootflying Hill Raod S: Shootflying Hill Road Location:E: Great Marsh Road W: Great Marsh Road Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Class:Pedestrians Shootflying Hill Raod Great Marsh Road Shootflying Hill Road Great Marsh Road from North from East from South from West Total 4:00 PM 5:15 PM 5:30 PM 5:45 PM Total 4:15 PM 4:30 PM 4:45 PM Total 5:00 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: from West Total 5:00 PM 5:15 PM Great Marsh Road from North from East from South 5:00 PM Shootflying Hill Raod Great Marsh Road Shootflying Hill Road Entering Leg Exiting Leg Total 5:30 PM 5:45 PM Total Volume % Approach Total PHF Page 16 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 08516010140004066006600000171 01111901301100011073007300000214 014224016680008064006400000238 0142300172180001801060010600000296 0480890569410004103090030900000919 0139270166160001601020010200000284 11191901391501016188008901102246 01382301611800018096109700000276 0147190166180101901000010000000285 15438806326702069138610388011021091 1 1023 177 0 1201 108 0 2 0 110 1 695 1 0 697 011022010 0.1 85.2 14.7 0.0 98.2 0.0 1.8 0.0 0.1 99.7 0.1 0.0 0.0 50.0 50.0 0.0 0.0 50.9 8.8 0.0 59.8 5.4 0.0 0.1 0.0 5.5 0.0 34.6 0.0 0.0 34.7 0.0 0.0 0.0 0.0 0.1 804 179 1025 2 2010 1 998 170 0 1169 105 0 2 0 107 1 666 1 0 668 010011945 100.0 97.6 96.0 0.0 97.3 97.2 0.0 100.0 0.0 97.3 100.0 95.8 100.0 0.0 95.8 0.0 100.0 0.0 0.0 50.0 96.8 771 172 1000 2 1945 02570323000302900290010165 0.0 2.4 4.0 0.0 2.7 2.8 0.0 0.0 0.0 2.7 0.0 4.2 0.0 0.0 4.2 0.0 0.0 100.0 0.0 50.0 3.2 33 7 25 0 65 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 0142300172180001801060010600000296 0139270166160001601020010200000284 11191901391501016188008901102246 01382301611800018096109700000276 15389906386701068139210394011021102 0.2 84.3 15.5 0.0 98.5 0.0 1.5 0.0 0.3 99.5 0.3 0.0 0.0 50.0 50.0 0.0 0.250 0.947 0.825 0.000 0.927 0.931 0.000 0.250 0.000 0.944 0.250 0.925 0.250 0.000 0.929 0.000 0.250 0.250 0.000 0.250 0.931 15249606216501066137510377010011065 100.0 97.4 97.0 0.0 97.3 97.0 0.0 100.0 0.0 97.1 100.0 95.7 100.0 0.0 95.7 0.0 100.0 0.0 0.0 50.0 96.6 01430172000201700170010137 0.0 2.6 3.0 0.0 2.7 3.0 0.0 0.0 0.0 2.9 0.0 4.3 0.0 0.0 4.3 0.0 0.0 100.0 0.0 50.0 3.4 15249606216501066137510377010011065 01430172000201700170010137 15389906386701068139210394011021102 440 98 525 2 1065 20 3 14 0 37 460 101 539 2 1102 Cars and Heavy Vehicles (Combined) PDI File #: Location: Location: City, State: Client: Site Code: Count Date: Start Time: End Time: Class: 250728 F N: Old Stage Road S: Old Stage Road E: Great Marsh Road W: Driveway Barnstable, MA VHB/ R. Hart 85401.25 Tuesday, August 5, 2025 7:00 AM 9:00 AM Exiting Leg Total % Heavy Vehicles Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Exiting Leg Total Total % Total Total Cars Cars % Heavy Vehicles 7:00 AM 7:15 AM 7:30 AM Total 8:15 AM 8:30 AM Heavy Enter Leg Total Entering Leg Cars Exiting Leg Heavy Exiting Leg Total Exiting Leg Heavy Vehicles Exiting Leg Total % Cars Cars Old Stage Road % Approach Total PHF Cars Enter Leg 8:15 AM 8:30 AM Heavy Vehicles % Total Volume 7:45 AM 8:00 AM Driveway from North 8:00 AM from East from West from South Old Stage Road Great Marsh Road7:45 AM 8:45 AM Total Approach % Grand Total DrivewayOld Stage RoadOld Stage Road Great Marsh Road 7:45 AM from North from East from South from West Page 1 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 0811509640004066006600000166 01091801271100011070007000000208 014023016370007062006200000232 0138290167170001701040010400000288 0468850553390003903020030200000894 01342701611500015098009800000274 11151701331501016181008201001232 01372301601800018092109300000271 01441801621801019093009300000274 15308506166602068136410366010011051 1 998 170 0 1169 105 0 2 0 107 1 666 1 0 668 010011945 0.1 85.4 14.5 0.0 98.1 0.0 1.9 0.0 0.1 99.7 0.1 0.0 0.0 100.0 0.0 0.0 0.1 51.3 8.7 0.0 60.1 5.4 0.0 0.1 0.0 5.5 0.1 34.2 0.1 0.0 34.3 0.0 0.1 0.0 0.0 0.1 771 172 1000 2 1945 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 0138290167170001701040010400000288 01342701611500015098009800000274 11151701331501016181008201001232 01372301601800018092109300000271 15249606216501066137510377010011065 0.2 84.4 15.5 0.0 98.5 0.0 1.5 0.0 0.3 99.5 0.3 0.0 0.0 100.0 0.0 0.0 0.250 0.949 0.828 0.000 0.930 0.903 0.000 0.250 0.000 0.917 0.250 0.901 0.250 0.000 0.906 0.000 0.250 0.000 0.000 0.250 0.924 15249606216501066137510377010011065 440 98 525 2 1065 1061 164 902 3 2130 from North from East from South from West Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 8:15 AM 8:30 AM 8:45 AM Total 7:45 AM 8:00 AM 8:15 AM from East from South from West Great Marsh Road Old Stage Road DrivewayOld Stage Road 8:00 AM 250728 F N: Old Stage Road S: Old Stage Road E: Great Marsh Road W: Driveway Barnstable, MA VHB/ R. Hart 85401.25 Tuesday, August 5, 2025 7:00 AM 9:00 AM DrivewayOld Stage RoadOld Stage Road Cars PDI File #: Location: Location: City, State: Great Marsh Road Client: Site Code: Count Date: Start Time: End Time: Class: 7:00 AM 7:15 AM 7:30 AM 7:45 AM Total Grand Total Approach % Total % Exiting Leg Total 7:45 AM from North % Approach Total Total Total 8:30 AM Entering Leg Exiting Leg Total PHF Total Volume Page 2 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 041050000000000000005 021030000003003000006 021031000102002000006 041051000102002000008 012401620002070070000025 0500510001040040000010 0420600000070070010114 010010000004004000005 0310400000070070000011 01330161000102200220010140 02570323000302900290010165 0.0 78.1 21.9 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 38.5 10.8 0.0 49.2 4.6 0.0 0.0 0.0 4.6 0.0 44.6 0.0 0.0 44.6 0.0 0.0 1.5 0.0 1.5 33 7 25 0 65 0510610001060060000013 0.0 20.0 14.3 0.0 18.8 33.3 0.0 0.0 0.0 33.3 0.0 20.7 0.0 0.0 20.7 0.0 0.0 0.0 0.0 0.0 20.0 715013 02060262000201400140000042 0.0 80.0 85.7 0.0 81.3 66.7 0.0 0.0 0.0 66.7 0.0 48.3 0.0 0.0 48.3 0.0 0.0 0.0 0.0 0.0 64.6 16 6 20 0 42 0000000000090090010110 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 31.0 0.0 0.0 31.0 0.0 0.0 100.0 0.0 100.0 15.4 10 0 0 0 10 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 0500510001040040000010 0420600000070070010114 010010000004004000005 0310400000070070000011 01330161000102200220010140 0.0 81.3 18.8 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.000 0.650 0.375 0.000 0.667 0.250 0.000 0.000 0.000 0.250 0.000 0.786 0.000 0.000 0.786 0.000 0.000 0.250 0.000 0.250 0.714 0310410001060060000011 0.0 23.1 33.3 0.0 25.0 100.0 0.0 0.0 0.0 100.0 0.0 27.3 0.0 0.0 27.3 0.0 0.0 0.0 0.0 0.0 27.5 010201200000080080000020 0.0 76.9 66.7 0.0 75.0 0.0 0.0 0.0 0.0 0.0 0.0 36.4 0.0 0.0 36.4 0.0 0.0 0.0 0.0 0.0 50.0 000000000008008001019 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 36.4 0.0 0.0 36.4 0.0 0.0 100.0 0.0 100.0 22.5 0310410001060060000011 010201200000080080000020 000000000008008001019 01330161000102200220010140 713011 8 2 10 020 90009 24 3 13 0 40 Total PDI File #:250728 F Location:N: Old Stage Road S: Old Stage Road Location:E: Great Marsh Road W: Driveway Old Stage Road Great Marsh Road Class:Heavy Vehicles-Combined (Buses, Single-Unit Trucks, Articulated Trucks) Count Date:Tuesday, August 5, 2025 Start Time: Driveway from East from South from West Old Stage Road from North 7:00 AM End Time:9:00 AM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM 7:00 AM 7:15 AM 7:30 AM 8:45 AM Total Grand Total Approach % Total % % Single-Unit Exiting Leg Total Articulated Trucks % Articulated Exiting Leg Total Exiting Leg Total Buses % Buses Exiting Leg Total Single-Unit Trucks 8:00 AM Old Stage Road Great Marsh Road Old Stage Road Driveway Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Total 8:00 AM from North from East from South 8:15 AM 8:30 AM 8:45 AM Total Volume % Approach Total PHF from West Articulated % Buses Single-Unit Trucks Articulated Trucks Total Entering Leg Buses Buses % Single-Unit Trucks Single-Unit % Articulated Trucks Buses Single-Unit Trucks Articulated Trucks Total Exiting Leg Page 3 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 010010000000000000001 000000000000000000000 000000000000000000000 010010000000000000001 020020000000000000002 000001000100000000001 021030000000000000003 000000000000000000000 010010000006006000007 0310410001060060000011 0510610001060060000013 0.0 83.3 16.7 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 38.5 7.7 0.0 46.2 7.7 0.0 0.0 0.0 7.7 0.0 46.2 0.0 0.0 46.2 0.0 0.0 0.0 0.0 0.0 715013 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000001000100000000001 021030000000000000003 000000000000000000000 010010000006006000007 0310410001060060000011 0.0 75.0 25.0 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.375 0.250 0.000 0.333 0.250 0.000 0.000 0.000 0.250 0.000 0.250 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.393 0310410001060060000011 713011 11 2 9 0 22 from North from East from South from West PHF Entering Leg Exiting Leg Total 8:00 AM 8:15 AM 8:30 AM 8:45 AM Total Volume % Approach Total from South from West Total Old Stage Road Driveway from North from East Exiting Leg Total 8:00 AM Old Stage Road Great Marsh Road Grand Total Approach % Total % Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 8:45 AM Total 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM 7:00 AM 7:15 AM 7:30 AM Total Class:Buses Old Stage Road Great Marsh Road Old Stage Road Driveway End Time:9:00 AM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 PDI File #:250728 F Location:N: Old Stage Road S: Old Stage Road Location:E: Great Marsh Road W: Driveway Count Date:Tuesday, August 5, 2025 Start Time:7:00 AM Page 4 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 031040000000000000004 021030000003003000006 021031000102002000006 031041000101001000006 010401420002060060000022 050050000002002000007 021030000004004000007 010010000002002000003 021030000000000000003 010201200000080080000020 02060262000201400140000042 0.0 76.9 23.1 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 47.6 14.3 0.0 61.9 4.8 0.0 0.0 0.0 4.8 0.0 33.3 0.0 0.0 33.3 0.0 0.0 0.0 0.0 0.0 16 6 20 0 42 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 021031000102002000006 031041000101001000006 050050000002002000007 021030000004004000007 012301520002090090000026 0.0 80.0 20.0 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.600 0.750 0.000 0.750 0.500 0.000 0.000 0.000 0.500 0.000 0.563 0.000 0.000 0.563 0.000 0.000 0.000 0.000 0.000 0.929 012301520002090090000026 11 3 12 0 26 26 5 21 0 52 from North from East from South from West PDI File #:250728 F Location:N: Old Stage Road S: Old Stage Road Location:E: Great Marsh Road W: Driveway Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Count Date:Tuesday, August 5, 2025 Start Time:7:00 AM End Time:9:00 AM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Class:Single-Unit Trucks Old Stage Road Great Marsh Road Old Stage Road Driveway Total 7:00 AM 7:15 AM 7:30 AM 8:45 AM Total 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM Exiting Leg Total 7:30 AM Old Stage Road Great Marsh Road Grand Total Approach % Total % from South from West Total Old Stage Road Driveway from North from East PHF Entering Leg Exiting Leg Total 7:30 AM 7:45 AM 8:00 AM 8:15 AM Total Volume % Approach Total Page 5 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000000000000000000 000000000000000000000 000000000000000000000 000000000001001000001 000000000001001000001 000000000002002000002 000000000003003001014 000000000002002000002 000000000001001000001 000000000008008001019 0000000000090090010110 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 90.0 0.0 0.0 90.0 0.0 0.0 10.0 0.0 10.0 10 0 0 0 10 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000000001001000001 000000000002002000002 000000000003003001014 000000000002002000002 000000000008008001019 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.667 0.000 0.000 0.667 0.000 0.000 0.250 0.000 0.250 0.563 000000000008008001019 90009 908118 from North from East from South from West PDI File #:250728 F Location:N: Old Stage Road S: Old Stage Road Location:E: Great Marsh Road W: Driveway Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: Count Date:Tuesday, August 5, 2025 Start Time:7:00 AM End Time:9:00 AM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Class:Articulated Trucks Old Stage Road Great Marsh Road Old Stage Road Driveway Total 7:00 AM 7:15 AM 7:30 AM 8:45 AM Total 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM Exiting Leg Total 7:45 AM Old Stage Road Great Marsh Road Grand Total Approach % Total % from South from West Total Old Stage Road Driveway from North from East PHF Entering Leg Exiting Leg Total 7:45 AM 8:00 AM 8:15 AM 8:30 AM Total Volume % Approach Total Page 6 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn CW-EB CW-WB Total Right Thru Left U-Turn CW-SB CW-NB Total Right Thru Left U-Turn CW-WB CW-EB Total Right Thru Left U-Turn CW-NB CW-SB Total 0000000000000003000030000000 3 0000000000000001000010000000 1 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000004000040000000 4 0000000000000000000000000000 0 0010001000000000000000000000 1 0000000000000000000000000000 0 0300003000000000000000000000 3 0310004000000000000000000000 4 0310004000000004000040000000 8 0.0 75.0 25.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 37.5 12.5 0.0 0.0 0.0 50.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 50.0 0.0 0.0 0.0 0.0 50.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 41308 Right Thru Left U-Turn CW-EB CW-WB Total Right Thru Left U-Turn CW-SB CW-NB Total Right Thru Left U-Turn CW-WB CW-EB Total Right Thru Left U-Turn CW-NB CW-SB Total 0000000000000003000030000000 3 0000000000000001000010000000 1 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000004000040000000 4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.333 0.000 0.000 0.000 0.000 0.333 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.333 0000000000000004000040000000 4 40004 40408 from North from East from South from West Class: 250728 F N: Old Stage Road S: Old Stage Road E: Great Marsh Road W: Driveway Barnstable, MA VHB/ R. Hart 85401.25 Tuesday, August 5, 2025 7:00 AM 9:00 AM Bicycles (on Roadway and Crosswalks) PDI File #: Location: Location: City, State: Client: Site Code: Count Date: Start Time: End Time: Entering Leg Exiting Leg Total 7:30 AM 7:45 AM Total Volume % Approach Total PHF from West Total 7:00 AM 7:15 AM from North from East from South 7:00 AM Old Stage Road Great Marsh Road Old Stage Road Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 8:15 AM 8:30 AM 8:45 AM Total 7:00 AM 7:15 AM 7:30 AM 7:45 AM Total 8:00 AM Old Stage Road Great Marsh Road Old Stage Road Total Driveway Driveway Page 7 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn CW-EB CW-WB Total Right Thru Left U-Turn CW-SB CW-NB Total Right Thru Left U-Turn CW-WB CW-EB Total Right Thru Left U-Turn CW-NB CW-SB Total 0000000000000000000000000000 0 0000000000000000000000000101 1 0000000000000000000000000213 3 0000000000000000000000000000 0 0000000000000000000000000314 4 0000000000000000000000000000 0 0000000000000000000000000011 1 0000000000000000000000000101 1 0000000000000000000000000000 0 0000000000000000000000000112 2 0000000000000000000000000426 6 000000 000000 000000 000066.7 33.3 000000000000000000000000066.7 33.3 100 00066 Right Thru Left U-Turn CW-EB CW-WB Total Right Thru Left U-Turn CW-SB CW-NB Total Right Thru Left U-Turn CW-WB CW-EB Total Right Thru Left U-Turn CW-NB CW-SB Total 0000000000000000000000000000 0 0000000000000000000000000101 1 0000000000000000000000000213 3 0000000000000000000000000000 0 0000000000000000000000000314 4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 75.0 25.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.375 0.250 0.333 0.333 0000000000000000000000000314 4 00044 00088 from South from West Peak Hour Analysis from 07:00 AM to 09:00 AM begins at: 7:45 AM Total 8:00 AM 8:15 AM 8:30 AM 8:45 AM Total Count Date: Start Time: End Time: Class: 250728 F N: Old Stage Road S: Old Stage Road E: Great Marsh Road W: Driveway Barnstable, MA VHB/ R. Hart 85401.25 Tuesday, August 5, 2025 7:00 AM 9:00 AM Pedestrians PDI File #: Location: Location: City, State: Client: Site Code: Old Stage Road Great Marsh Road Old Stage Road Total Driveway from North from East 7:00 AM 7:15 AM 7:30 AM Grand Total Approach % Total % Exiting Leg Total Driveway from North from East from South 7:00 AM Old Stage Road Great Marsh Road Old Stage Road 7:30 AM 7:45 AM Total Volume % Approach Total PHF from West Total 7:00 AM 7:15 AM Entering Leg Exiting Leg Total Page 8 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 0100200120390003901220012200000281 0121180139360003611580015900000334 0106260132400004001510015100000323 0118200138420004201460014600000326 0445840529157000157157700578000001264 0102210123440004401470014700000314 08214096440004411340013500000275 0105230128250102601110011100000265 01251501402602028198009900000267 0414730487139030142249000492000001121 0 859 157 0 1016 296 0 3 0 299 3 1067 0 0 1070 000002385 0.0 84.5 15.5 0.0 99.0 0.0 1.0 0.0 0.3 99.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 36.0 6.6 0.0 42.6 12.4 0.0 0.1 0.0 12.5 0.1 44.7 0.0 0.0 44.9 0.0 0.0 0.0 0.0 0.0 1363 160 862 0 2385 0 844 156 0 1000 293 0 3 0 296 3 1057 0 0 1060 000002356 0.0 98.3 99.4 0.0 98.4 99.0 0.0 100.0 0.0 99.0 100.0 99.1 0.0 0.0 99.1 0.0 0.0 0.0 0.0 0.0 98.8 1350 159 847 0 2356 01510163000301000100000029 0.0 1.7 0.6 0.0 1.6 1.0 0.0 0.0 0.0 1.0 0.0 0.9 0.0 0.0 0.9 0.0 0.0 0.0 0.0 0.0 1.2 13 1 15 0 29 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 0121180139360003611580015900000334 0106260132400004001510015100000323 0118200138420004201460014600000326 0102210123440004401470014700000314 0447850532162000162160200603000001297 0.0 84.0 16.0 0.0 100.0 0.0 0.0 0.0 0.2 99.8 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.924 0.817 0.000 0.957 0.920 0.000 0.000 0.000 0.920 0.250 0.953 0.000 0.000 0.948 0.000 0.000 0.000 0.000 0.000 0.971 0441840525162000162159500596000001283 0.0 98.7 98.8 0.0 98.7 100.0 0.0 0.0 0.0 100.0 100.0 98.8 0.0 0.0 98.8 0.0 0.0 0.0 0.0 0.0 98.9 0610700000070070000014 0.0 1.3 1.2 0.0 1.3 0.0 0.0 0.0 0.0 0.0 0.0 1.2 0.0 0.0 1.2 0.0 0.0 0.0 0.0 0.0 1.1 0441840525162000162159500596000001283 0610700000070070000014 0447850532162000162160200603000001297 757 85 441 0 1283 7 1 6 014 764 86 447 0 1297 PDI File #:250728 F Location:N: Old Stage Road S: Old Stage Road Location:E: Great Marsh Road W: Driveway Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Class:Cars and Heavy Vehicles (Combined) Old Stage Road Great Marsh Road Old Stage Road Driveway from North from East from South from West Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Cars % Cars Exiting Leg Total Heavy Vehicles % Heavy Vehicles Grand Total Approach % Total % Exiting Leg Total Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:15 PM Old Stage Road Great Marsh Road Old Stage Road Driveway Total Volume % Approach Total PHF Cars Total 4:15 PM 4:30 PM 4:45 PM from North from East from South from West 5:00 PM Total Entering Leg Cars Exiting Leg Heavy Exiting Leg Total Exiting Leg Cars % Heavy Vehicles Heavy Vehicles % Cars Enter Leg Heavy Enter Leg Page 9 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 098200118390003901210012100000278 0118180136360003611570015800000330 0104260130400004001500015000000320 0118190137420004201430014300000322 0438830521157000157157100572000001250 0101210122440004401450014500000311 07914093420004211320013300000268 0104230127250102601110011100000264 01221501372502027198009900000263 0406730479136030139248600488000001106 0 844 156 0 1000 293 0 3 0 296 3 1057 0 0 1060 000002356 0.0 84.4 15.6 0.0 99.0 0.0 1.0 0.0 0.3 99.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 35.8 6.6 0.0 42.4 12.4 0.0 0.1 0.0 12.6 0.1 44.9 0.0 0.0 45.0 0.0 0.0 0.0 0.0 0.0 1350 159 847 0 2356 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 0118180136360003611570015800000330 0104260130400004001500015000000320 0118190137420004201430014300000322 0101210122440004401450014500000311 0441840525162000162159500596000001283 0.0 84.0 16.0 0.0 100.0 0.0 0.0 0.0 0.2 99.8 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.934 0.808 0.000 0.958 0.920 0.000 0.000 0.000 0.920 0.250 0.947 0.000 0.000 0.943 0.000 0.000 0.000 0.000 0.000 0.972 0441840525162000162159500596000001283 757 85 441 0 1283 1282 247 1037 0 2566 PDI File #:250728 F Location:N: Old Stage Road S: Old Stage Road Location:E: Great Marsh Road W: Driveway Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Total Class:Cars Old Stage Road Great Marsh Road Old Stage Road Driveway from North from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:15 PM Old Stage Road Great Marsh Road from West Total 4:15 PM Old Stage Road Driveway from North from East from South Entering Leg Exiting Leg Total 4:30 PM 4:45 PM 5:00 PM Total Volume % Approach Total PHF Page 10 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 020020000001001000003 030030000001001000004 020020000001001000003 001010000003003000004 0710800000060060000014 010010000002002000003 030032000202002000007 010010000000000000001 030031000100000000004 0800830003040040000015 01510163000301000100000029 0.0 93.8 6.3 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 51.7 3.4 0.0 55.2 10.3 0.0 0.0 0.0 10.3 0.0 34.5 0.0 0.0 34.5 0.0 0.0 0.0 0.0 0.0 13 1 15 0 29 050051000101001000007 0.0 33.3 0.0 0.0 31.3 33.3 0.0 0.0 0.0 33.3 0.0 10.0 0.0 0.0 10.0 0.0 0.0 0.0 0.0 0.0 24.1 20507 09101010001090090000020 0.0 60.0 100.0 0.0 62.5 33.3 0.0 0.0 0.0 33.3 0.0 90.0 0.0 0.0 90.0 0.0 0.0 0.0 0.0 0.0 69.0 10 1 9 0 20 010011000100000000002 0.0 6.7 0.0 0.0 6.3 33.3 0.0 0.0 0.0 33.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.9 10102 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 020020000001001000003 001010000003003000004 010010000002002000003 030032000202002000007 0610720002080080000017 0.0 85.7 14.3 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.500 0.250 0.000 0.583 0.250 0.000 0.000 0.000 0.250 0.000 0.667 0.000 0.000 0.667 0.000 0.000 0.000 0.000 0.000 0.607 010010000001001000002 0.0 16.7 0.0 0.0 14.3 0.0 0.0 0.0 0.0 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 0.0 0.0 0.0 11.8 0510610001070070000014 0.0 83.3 100.0 0.0 85.7 50.0 0.0 0.0 0.0 50.0 0.0 87.5 0.0 0.0 87.5 0.0 0.0 0.0 0.0 0.0 82.4 000001000100000000001 0.0 0.0 0.0 0.0 0.0 50.0 0.0 0.0 0.0 50.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.9 010010000001001000002 0510610001070070000014 000001000100000000001 0610720002080080000017 10102 8 1 5 014 10001 10 1 6 0 17 PDI File #:250728 F Location:N: Old Stage Road S: Old Stage Road Location:E: Great Marsh Road W: Driveway Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Total Class:Heavy Vehicles-Combined (Buses, Single-Unit Trucks, Articulated Trucks) Old Stage Road Great Marsh Road Old Stage Road Driveway from North from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Exiting Leg Total Articulated Trucks % Articulated Exiting Leg Total Buses % Buses Exiting Leg Total Single-Unit Trucks % Single-Unit Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:30 PM Old Stage Road Great Marsh Road Old Stage Road Driveway Total Volume % Approach Total PHF Buses Buses % Total 4:30 PM 4:45 PM 5:00 PM 5:15 PM from North from East from South from West Articulated Trucks Total Exiting Leg Single-Unit Trucks Articulated Trucks Total Entering Leg Buses Single-Unit Trucks Single-Unit Trucks Single-Unit % Articulated Trucks Articulated % Buses Page 11 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 020020000000000000002 010010000000000000001 010010000000000000001 000000000001001000001 040040000001001000005 000000000000000000000 000000000000000000000 000000000000000000000 010011000100000000002 010011000100000000002 050051000101001000007 0.0 100.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 71.4 0.0 0.0 71.4 14.3 0.0 0.0 0.0 14.3 0.0 14.3 0.0 0.0 14.3 0.0 0.0 0.0 0.0 0.0 20507 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 020020000000000000002 010010000000000000001 010010000000000000001 000000000001001000001 040040000001001000005 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.500 0.000 0.000 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.625 040040000001001000005 10405 505010 PDI File #:250728 F Location:N: Old Stage Road S: Old Stage Road Location:E: Great Marsh Road W: Driveway Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Total Class:Buses Old Stage Road Great Marsh Road Old Stage Road Driveway from North from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:00 PM Old Stage Road Great Marsh Road from West Total 4:00 PM Old Stage Road Driveway from North from East from South Entering Leg Exiting Leg Total 4:15 PM 4:30 PM 4:45 PM Total Volume % Approach Total PHF Page 12 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000000001001000001 020020000001001000003 010010000001001000002 001010000002002000003 031040000005005000009 010010000002002000003 030031000102002000006 010010000000000000001 010010000000000000001 0600610001040040000011 09101010001090090000020 0.0 90.0 10.0 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 45.0 5.0 0.0 50.0 5.0 0.0 0.0 0.0 5.0 0.0 45.0 0.0 0.0 45.0 0.0 0.0 0.0 0.0 0.0 10 1 9 0 20 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 010010000001001000002 001010000002002000003 010010000002002000003 030031000102002000006 0510610001070070000014 0.0 83.3 16.7 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.417 0.250 0.000 0.500 0.250 0.000 0.000 0.000 0.250 0.000 0.875 0.000 0.000 0.875 0.000 0.000 0.000 0.000 0.000 0.583 0510610001070070000014 815014 14 2 12 0 28 PDI File #:250728 F Location:N: Old Stage Road S: Old Stage Road Location:E: Great Marsh Road W: Driveway Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Total Class:Single-Unit Trucks Old Stage Road Great Marsh Road Old Stage Road Driveway from North from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 4:30 PM Old Stage Road Great Marsh Road from West Total 4:30 PM Old Stage Road Driveway from North from East from South Entering Leg Exiting Leg Total 4:45 PM 5:00 PM 5:15 PM Total Volume % Approach Total PHF Page 13 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000000000 000001000100000000001 000000000000000000000 010010000000000000001 010011000100000000002 010011000100000000002 0.0 100.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 50.0 0.0 0.0 50.0 50.0 0.0 0.0 0.0 50.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10102 Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total Right Thru Left U-Turn Total 000000000000000000000 000001000100000000001 000000000000000000000 010010000000000000001 010011000100000000002 0.0 100.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.250 0.000 0.000 0.250 0.250 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.500 010011000100000000002 10102 21104 PDI File #:250728 F Location:N: Old Stage Road S: Old Stage Road Location:E: Great Marsh Road W: Driveway Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Total Class:Articulated Trucks Old Stage Road Great Marsh Road Old Stage Road Driveway from North from East from South from West 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: 5:00 PM Old Stage Road Great Marsh Road from West Total 5:00 PM Old Stage Road Driveway from North from East from South Entering Leg Exiting Leg Total 5:15 PM 5:30 PM 5:45 PM Total Volume % Approach Total PHF Page 14 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn CW-EB CW-WB Total Right Thru Left U-Turn CW-SB CW-NB Total Right Thru Left U-Turn CW-WB CW-EB Total Right Thru Left U-Turn CW-NB CW-SB Total 0000000000000000000000000000 0 0000000000000001000010000000 1 0000000100000100000000000000 1 0000000000000000000000000000 0 0000000100000101000010000000 2 0000000000000000000000000000 0 0000000000000000000000300014 4 0000000000000000000000100001 1 0000000000000000000000000000 0 0000000000000000000000400015 5 0000000100000101000010400015 7 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 80.0 0.0 0.0 0.0 20.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.3 0.0 0.0 0.0 0.0 0.0 14.3 0.0 14.3 0.0 0.0 0.0 0.0 14.3 0.0 57.1 0.0 0.0 0.0 14.3 71.4 24017 Right Thru Left U-Turn CW-EB CW-WB Total Right Thru Left U-Turn CW-SB CW-NB Total Right Thru Left U-Turn CW-WB CW-EB Total Right Thru Left U-Turn CW-NB CW-SB Total 0000000100000100000000000000 1 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000300014 4 0000000100000100000000300014 5 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 75.0 0.0 0.0 0.0 25.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.250 0.250 0.313 0000000100000100000000300014 5 13015 140510 PDI File #:250728 F Location:N: Old Stage Road S: Old Stage Road Location:E: Great Marsh Road W: Driveway Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Class:Bicycles (on Roadway and Crosswalks) Old Stage Road Great Marsh Road Old Stage Road Driveway from North from East from South from West Total 4:00 PM 5:15 PM 5:30 PM 5:45 PM Total 4:15 PM 4:30 PM 4:45 PM Total 5:00 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: from West Total 4:30 PM 4:45 PM Driveway from North from East from South 4:30 PM Old Stage Road Great Marsh Road Old Stage Road Entering Leg Exiting Leg Total 5:00 PM 5:15 PM Total Volume % Approach Total PHF Page 15 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Right Thru Left U-Turn CW-EB CW-WB Total Right Thru Left U-Turn CW-SB CW-NB Total Right Thru Left U-Turn CW-WB CW-EB Total Right Thru Left U-Turn CW-NB CW-SB Total 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 000000 000000 000000 000000 0000000000000000000000000000 00000 Right Thru Left U-Turn CW-EB CW-WB Total Right Thru Left U-Turn CW-SB CW-NB Total Right Thru Left U-Turn CW-WB CW-EB Total Right Thru Left U-Turn CW-NB CW-SB Total 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0000000000000000000000000000 0 00000 00000 PDI File #:250728 F Location:N: Old Stage Road S: Old Stage Road Location:E: Great Marsh Road W: Driveway Count Date:Tuesday, August 5, 2025 Start Time:4:00 PM End Time:6:00 PM City, State:Barnstable, MA Client:VHB/ R. Hart Site Code:85401.25 Class:Pedestrians Old Stage Road Great Marsh Road Old Stage Road Driveway from North from East from South from West Total 4:00 PM 5:15 PM 5:30 PM 5:45 PM Total 4:15 PM 4:30 PM 4:45 PM Total 5:00 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 04:00 PM to 06:00 PM begins at: from West Total 4:00 PM 4:15 PM Driveway from North from East from South 4:00 PM Old Stage Road Great Marsh Road Old Stage Road Entering Leg Exiting Leg Total 4:30 PM 4:45 PM Total Volume % Approach Total PHF Page 16 PRECISION D A T A INDUSTRIES, LLC 157 Washington Street, Suite 2 Hudson, MA 01749 Office: 508-875-0100 Fax: 508-875-0118 Email: datarequests@pdillc.com Cape Cod Commission Seasonal Adjustment Factors 2021 CAPE COD TRAFFIC COUNTING REPORT | Page 17 SEASONAL ADJUSTMENT FACTORS Using the data collected from the permanent traffic counting stations, MassDOT determines the seasonal adjustment factors for the next year. These factors indicate relative traffic volumes throughout the year. For example, weekday traffic in January is approximately half the weekday traffic in July. By multiplying by the Average Daily Traffic (ADT) of a traffic count by a seasonal adjustment factor, an estimate of annual ADT can be produced for that location. ADT volumes from all months can in this way be converted into annual ADT volumes and properly compared. The most recent MassDOT adjustment factors are from 2019, which, as well as the factors from previous years can be found in Table 5. Table 5: Monthly Adjustment Factors for Cape Cod Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec **2021 1.04 1.16 1.12 0.98 0.92 0.88 0.77 0.81 0.94 1.02 1.08 1.12 **2020 1.04 1.16 1.12 0.98 0.92 0.88 0.77 0.81 0.94 1.02 1.08 1.12 2019 1.04 1.16 1.12 0.98 0.92 0.88 0.77 0.81 0.94 1.02 1.08 1.12 2018 1.22 1.15 1.09 1.12 0.90 0.89 0.82 0.83 0.92 0.98 1.06 1.08 2017 1.18 1.17 1.08 1.03 0.95 0.87 0.83 0.83 0.97 0.98 1.19 1.19 2016 1.18 1.17 1.13 1.05 0.93 0.84 0.79 0.80 0.93 1.00 1.09 1.13 *2015 1.26 1.25 1.20 1.06 0.96 0.89 0.76 0.76 0.92 0.99 1.08 1.14 *2014 1.26 1.25 1.20 1.06 0.96 0.89 0.76 0.76 0.92 0.99 1.08 1.14 *2013 1.26 1.25 1.20 1.06 0.96 0.89 0.76 0.76 0.92 0.99 1.08 1.14 *2012 1.26 1.25 1.20 1.06 0.96 0.89 0.76 0.76 0.92 0.99 1.08 1.14 2011 1.26 1.25 1.20 1.06 0.96 0.89 0.76 0.76 0.92 0.99 1.08 1.14 2010 1.26 1.25 1.19 1.08 0.95 0.88 0.77 0.76 0.93 1.00 1.08 1.15 2009 1.26 1.25 1.19 1.08 0.95 0.88 0.77 0.76 0.93 1.00 1.08 1.15 2008 1.21 1.25 1.19 1.08 0.96 0.89 0.78 0.76 0.93 1.00 1.07 1.14 2007 1.25 1.21 1.17 1.06 0.96 0.86 0.78 0.79 0.93 1.00 1.08 1.14 2006 1.26 1.20 1.18 1.04 0.96 0.86 0.78 0.79 0.93 0.99 1.07 1.12 2005 1.27 1.23 1.18 1.06 0.96 0.85 0.77 0.78 0.93 0.99 1.08 1.15 2004 1.27 1.23 1.18 1.06 0.96 0.85 0.77 0.78 0.93 0.99 1.08 1.15 2003 1.29 1.23 1.16 1.06 0.99 0.87 0.79 0.77 0.95 0.99 1.07 1.14 2002 1.30 1.24 1.16 1.06 0.98 0.86 0.79 0.78 0.93 0.97 1.08 1.14 Source: MassDOT *2011 values used; **2019 values used Public Transportation Vehicular Crash Data CITY/TOWN : Barnstable COUNT DATE : DISTRICT : 5 UNSIGNALIZED :SIGNALIZED :x 0.57 0.75 ~ INTERSECTION DATA ~ MAJOR STREET :Falmouth Road (Route 28) MINOR STREET(S) :Phinney's Lane Phinney's Lane North Route 28 Route 28 Phinney's Lane PEAK HOUR VOLUMES 1 2 3 4 5 EB WB NB SB 1,165 1,007 235 385 2,792 0.087 32,092 53 # OF YEARS : 5 AVERAGE # OF CRASHES PER YEAR ( A ) :10.60 0.90 RATE = Comments : MassDOT Crash Data (2019-2023), "k" factor from August 2025 ATR on Phinney's Lane, north of Great Marsh Road from 4:15-5:15 PM Project Title & Date: 16798.00 195 Phinney's Lane (Label Approaches) INTERSECTION CRASH RATE WORKSHEET August 2025 INTERSECTION DIAGRAM TOTAL # OF CRASHES : CRASH RATE CALCULATION :( A * 1,000,000 ) ( V * 365 ) APPROACH :Total Peak Hourly Approach VolumeDIRECTION : PEAK HOURLY VOLUMES (AM/PM) : " K " FACTOR :INTERSECTION ADT ( V ) = TOTAL DAILY APPROACH VOLUME : CITY/TOWN : Barnstable COUNT DATE : DISTRICT : 5 UNSIGNALIZED :x SIGNALIZED : 0.57 0.75 ~ INTERSECTION DATA ~ MAJOR STREET :Great Marsh Road MINOR STREET(S) :Phinney's Lane Phinney's Lane North Great Marsh Road Phinney's Lane PEAK HOUR VOLUMES 1 2 3 4 5 EB WB NB SB 150 370 500 1,020 0.087 11,724 8 # OF YEARS : 5 AVERAGE # OF CRASHES PER YEAR ( A ) :1.60 0.37 RATE = Comments : MassDOT Crash Data (2019-2023), "k" factor from August 2025 ATR on Phinney's Lane, north of Great Marsh Road from 4:15-5:15 PM Project Title & Date: 16798.00 195 Phinney's Lane TOTAL # OF CRASHES : CRASH RATE CALCULATION :( A * 1,000,000 ) ( V * 365 ) APPROACH :Total Peak Hourly Approach VolumeDIRECTION : PEAK HOURLY VOLUMES (AM/PM) : " K " FACTOR :INTERSECTION ADT ( V ) = TOTAL DAILY APPROACH VOLUME : (Label Approaches) INTERSECTION CRASH RATE WORKSHEET August 2025 INTERSECTION DIAGRAM CITY/TOWN : Barnstable COUNT DATE : DISTRICT : 5 UNSIGNALIZED :x SIGNALIZED : 0.57 0.75 ~ INTERSECTION DATA ~ MAJOR STREET :Great Marsh Road MINOR STREET(S) :Juniper Road Juniper Road North Great Marsh Road Great Marsh Road PEAK HOUR VOLUMES 1 2 3 4 5 EB WB NB SB 156 202 5 363 0.100 3,630 0 # OF YEARS : 5 AVERAGE # OF CRASHES PER YEAR ( A ) :0.00 0.00 RATE = Comments : MassDOT Crash Data (2019-2023), "k" factor from August 2025 ATR on Great Marsh Road, east of Juniper Road from 4:30-5:30 PM Project Title & Date: 16798.00 195 Phinney's Lane TOTAL # OF CRASHES : CRASH RATE CALCULATION :( A * 1,000,000 ) ( V * 365 ) APPROACH :Total Peak Hourly Approach VolumeDIRECTION : PEAK HOURLY VOLUMES (AM/PM) : " K " FACTOR :INTERSECTION ADT ( V ) = TOTAL DAILY APPROACH VOLUME : (Label Approaches) INTERSECTION CRASH RATE WORKSHEET August 2025 INTERSECTION DIAGRAM CITY/TOWN : Barnstable COUNT DATE : DISTRICT : 5 UNSIGNALIZED :x SIGNALIZED : 0.57 0.75 ~ INTERSECTION DATA ~ MAJOR STREET :Great Marsh Road MINOR STREET(S) :Point of Pines Avenue Point of Pines Avenue North Great Marsh Road Great Marsh Road PEAK HOUR VOLUMES 1 2 3 4 5 EB WB NB SB 150 205 10 365 0.100 3,650 1 # OF YEARS : 5 AVERAGE # OF CRASHES PER YEAR ( A ) :0.20 0.15 RATE = Comments : MassDOT Crash Data (2019-2023), "k" factor from August 2025 ATR on Great Marsh Road, east of Juniper Road from 4:30-5:30 PM Project Title & Date: 16798.00 195 Phinney's Lane (Label Approaches) INTERSECTION CRASH RATE WORKSHEET August 2025 INTERSECTION DIAGRAM TOTAL # OF CRASHES : CRASH RATE CALCULATION :( A * 1,000,000 ) ( V * 365 ) APPROACH :Total Peak Hourly Approach VolumeDIRECTION : PEAK HOURLY VOLUMES (AM/PM) : " K " FACTOR :INTERSECTION ADT ( V ) = TOTAL DAILY APPROACH VOLUME : CITY/TOWN : Barnstable COUNT DATE : DISTRICT : 5 UNSIGNALIZED :x SIGNALIZED : 0.57 0.75 ~ INTERSECTION DATA ~ MAJOR STREET :Great Marsh Road MINOR STREET(S) :Shootflying Hill Road Shootflying Hill Road North Great Marsh Road Great Marsh Road Shootflying Hill Road PEAK HOUR VOLUMES 1 2 3 4 5 EB WB NB SB 90 195 67 120 472 0.100 4,720 7 # OF YEARS : 5 AVERAGE # OF CRASHES PER YEAR ( A ) :1.40 0.81 RATE = Comments : MassDOT Crash Data (2019-2023), "k" factor from August 2025 ATR on Great Marsh Road, east of Juniper Road from 4:30-5:30 PM Project Title & Date: 16798.00 195 Phinney's Lane TOTAL # OF CRASHES : CRASH RATE CALCULATION :( A * 1,000,000 ) ( V * 365 ) APPROACH :Total Peak Hourly Approach VolumeDIRECTION : PEAK HOURLY VOLUMES (AM/PM) : " K " FACTOR :INTERSECTION ADT ( V ) = TOTAL DAILY APPROACH VOLUME : (Label Approaches) INTERSECTION CRASH RATE WORKSHEET August 2025 INTERSECTION DIAGRAM CITY/TOWN : Barnstable COUNT DATE : DISTRICT : 5 UNSIGNALIZED :x SIGNALIZED : 0.57 0.75 ~ INTERSECTION DATA ~ MAJOR STREET :Old Stage Road MINOR STREET(S) :Phinney's Lane Phinney's Lane North Driveway Great Marsh Road PEAK HOUR VOLUMES 1 2 3 4 5 EB WB NB SB 160 601 530 1,291 0.100 12,910 4 # OF YEARS : 5 AVERAGE # OF CRASHES PER YEAR ( A ) :0.80 0.17 RATE = Comments : MassDOT Crash Data (2019-2023), "k" factor from August 2025 ATR on Great Marsh Road, east of Juniper Road from 4:30-5:30 PM Project Title & Date: 16798.00 195 Phinney's Lane TOTAL # OF CRASHES : CRASH RATE CALCULATION :( A * 1,000,000 ) ( V * 365 ) APPROACH :Total Peak Hourly Approach VolumeDIRECTION : PEAK HOURLY VOLUMES (AM/PM) : " K " FACTOR :INTERSECTION ADT ( V ) = TOTAL DAILY APPROACH VOLUME : (Label Approaches) INTERSECTION CRASH RATE WORKSHEET August 2025 INTERSECTION DIAGRAM Crash Number City Town Name Crash Date Crash Severity Crash TimeMax Injury Severity Reported Number of Vehicles Police Agency TypeAge of Driver - Youngest KnownAge of Driver - Oldest KnownDriver Contributing Circumstances (All Drivers) Light Conditions Manner of CollisionVulnerable User Type (All Persons)Road Surface Condition Total FatalitiesTotal Non-Fatal InjuriesVehicle Actions Prior to Crash (All Vehicles) Vehicle Configuration (All Vehicles)Vehicle Travel Directions (All Vehicles)Weather Conditions Crash Report IDs Most Harmful Event (All Vehicles) Street Number Roadway Near Intersection Roadway4688112 BARNSTABLE 03/14/2019Property damage only (none injured) 2:43 PM No injury 2 Local police 25-34 55-64D1: (No improper driving) / D2: (Failed to yield right of way) Daylight Angle Dry 0 0V1: Travelling straight ahead / V2: Travelling straight aheadV1:(Single-unit truck (3-or-more axles)) / V2:(Passenger car) V1: W / V2: S Cloudy 19-203-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) FALMOUTH RD RTE 28 / PHINNEYS LANE4713601 BARNSTABLE 06/14/2019 Non-fatal injury 5:45 PM Possible Injury (C) 2 Local police 25-34 35-44D1: (Followed too closely) / D2: (No improper driving) Daylight Rear-end Dry 0 1V1: Travelling straight ahead / V2: Slowing or stopped in trafficV1:(Passenger car) / V2:(Passenger car) V1: E / V2: E Clear 19-498-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) 1413 FALMOUTH RD RTE 284718659 BARNSTABLE 06/26/2019 Non-fatal injury 7:23 AM Possible Injury (C) 2 Local police 25-34 55-64 D1: (Unknown) / D2: (Unknown) Daylight Rear-end Dry 0 1V1: Travelling straight ahead / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: E / V2: E Clear 19-553-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) 1495 FALMOUTH RD RTE 284734213 BARNSTABLE 07/13/2019Property damage only (none injured) 11:36 PM No Apparent Injury (O) 2 Local police 35-44 55-64D1: (No improper driving) / D2: (Operating vehicle in erratic, reckless, careless, negligent or aggressive manner) Dark - lighted roadway Rear-end Dry 0 0V1: Slowing or stopped in traffic / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: W / V2: W Clear 19-633-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) FALMOUTH ROAD Rte SR28 W PHINNEYS LANE4737145 BARNSTABLE 08/08/2019 Non-fatal injury 1:27 PM Suspected Minor Injury (B) 2 Local police 55-64 65-74D1: (Inattention) / D2: (No improper driving) Daylight Rear-end Dry 0 3V1: Travelling straight ahead / V2: Slowing or stopped in trafficV1:(Passenger car) / V2:(Passenger car) V1: W / V2: W Clear 19-749-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) 1495 FALMOUTH RD RTE 284737148 BARNSTABLE 08/11/2019 Non-fatal injury 7:35 PM Suspected Minor Injury (B) 2 Local police 25-34 55-64D1: (Inattention),(Followed too closely) / D2: (No improper driving) Daylight Rear-end Dry 0 1V1: Travelling straight ahead / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: E / V2: E Clear 19-761-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) PHINNEYS LANE / FALMOUTH ROAD Rte SR28 E4750009 BARNSTABLE 09/10/2019Property damage only (none injured) 2:41 PM No Apparent Injury (O) 3 Local police 16-17 35-44D1: (Inattention) / D2: (No improper driving) / D3: (No improper driving) Daylight Rear-end Dry 0 0V1: Travelling straight ahead / V2: Slowing or stopped in traffic / V3: Slowing or stopped in trafficV1:(Light truck(van, mini-van, pickup, sport utility)) / V2:(Passenger car) / V3:(Light truck(van, mini-van, pickup, sport utility)) V1: W / V2: W / V3: W Clear 19-879-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) / V3:(Collision with motor vehicle in traffic) 1460 FALMOUTH RD RTE 284759297 BARNSTABLE 09/30/2019Property damage only (none injured) 8:23 AM No Apparent Injury (O) 2 Local police 45-54 55-64 D1: (Unknown) / D2: (Unknown) Daylight Angle Dry 0 0V1: Travelling straight ahead / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: S / V2: W Clear 19-952-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) 1460 FALMOUTH RD RTE 28 PHINNEY'S LN4759302 BARNSTABLE 10/05/2019Property damage only (none injured) 4:31 PM No Apparent Injury (O) 2 Local police 55-64 >84D1: (No improper driving) / D2: (Glare),(Failure to keep in proper lane or running off road) Daylight Angle Dry 0 0V1: Travelling straight ahead / V2: Turning rightV1:(Light truck(van, mini-van, pickup, sport utility)) / V2:(Light truck(van, mini-van, pickup, sport utility)) V1: E / V2: W Clear/Unknown 19-963-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) 1495 FALMOUTH RD RTE 284779013 BARNSTABLE 11/19/2019Property damage only (none injured) 9:15 AM No Apparent Injury (O) 3 Local police 35-44 65-74D1: (Distracted) / D2: (No improper driving) / D3: (No improper driving) Daylight Rear-end Wet 0 0V1: Travelling straight ahead / V2: Slowing or stopped in traffic / V3: Slowing or stopped in trafficV1:(Passenger car) / V2:(Passenger car) / V3:(Passenger car) V1: E / V2: E / V3: E Cloudy 19-1130-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) / V3:(Collision with motor vehicle in traffic) 1460 FALMOUTH RD RTE 284791919 BARNSTABLE 12/18/2019Property damage only (none injured) 2:55 PM No Apparent Injury (O) 2 Local police 18-20 45-54D1: (Inattention) / D2: (No improper driving) Daylight Angle Dry 0 0V1: Entering traffic lane / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: E / V2: N Cloudy 19-1235-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) 217 PHINNEY'S LN4824281 BARNSTABLE 02/22/2020Property damage only (none injured) 12:17 PM No Apparent Injury (O) 2 Local police 75-84 75-84D1: (No improper driving) / D1: (No improper driving) / D2: (No improper driving) Daylight Sideswipe, same direction Dry 0 0V1: Travelling straight ahead / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: N / V2: N Clear 20-148-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) PHINNEYS LANE / FALMOUTH ROAD Rte SR28 S4834464 BARNSTABLE 03/14/2020 Non-fatal injury 11:05 PM Possible Injury (C) 2 Local police 35-44 55-64D1: (Operating vehicle in erratic, reckless, careless, negligent or aggressive manner) / D2: (No improper driving) Dark - lighted roadway Angle Dry 0 3V1: Travelling straight ahead / V2: Turning leftV1:(Passenger car) / V2:(Passenger car) V1: W / V2: N Cloudy/Clear 20-209-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) PHINNEYS LANE / FALMOUTH ROAD4834915 BARNSTABLE 02/28/2020 Non-fatal injury 9:39 AM Possible Injury (C) 1 Local police 45-54 45-54 D1: (Unknown) Daylight Rear-end Dry 0 1V1: Slowing or stopped in traffic V1:(Passenger car) V1: W Clear 20-168-AC V1:(Collision with motor vehicle in traffic) 1460 FALMOUTH RD RTE 284836625 BARNSTABLE 04/04/2020Property damage only (none injured) 1:09 PM No Apparent Injury (O) 2 Local police 65-74 65-74D1: (Operating vehicle in erratic, reckless, careless, negligent or aggressive manner) / D2: (No improper driving) Daylight Angle Wet 0 0 V1: Backing / V2: ParkedV1:(Light truck(van, mini-van, pickup, sport utility)) / V2:(Passenger car) V1: S / V2: N Cloudy/Rain 20-224-ACV1:(Collision with parked motor vehicle) / V2:(Collision with motor vehicle in traffic) 1495 FALMOUTH RD RTE 284838265 BARNSTABLE 04/21/2020Property damage only (none injured) 7:26 AM No Apparent Injury (O) 2 Local police 55-64 55-64 D1: (Unknown) / D2: (Unknown) Daylight Angle Dry 0 0V1: Travelling straight ahead / V2: Travelling straight aheadV1:(Light truck(van, mini-van, pickup, sport utility)) / V2:(Passenger car) V1: E / V2: N Clear 20-242-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) 1460 FALMOUTH RD RTE 284866299 BARNSTABLE 07/30/2020 Non-fatal injury 6:44 PM Possible Injury (C) 2 Local police 35-44 55-64D1: (No improper driving) / D2: (Unknown) Daylight Rear-end Dry 0 1V1: Slowing or stopped in traffic / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: E / V2: E Clear/Unknown 20-484-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) PHINNEYS LANE / FALMOUTH ROAD Rte SR28 N4869373 BARNSTABLE 08/12/2020Property damage only (none injured) 6:47 PM No Apparent Injury (O) 2 Local police 18-20 45-54D1: (Distracted) / D2: (No improper driving) Daylight Rear-end Dry 0 0V1: Travelling straight ahead / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: E / V2: E Clear 20-531-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) FALMOUTH ROAD Rte SR28 E / PHINNEYS LANE4875528 BARNSTABLE 08/30/2020 Non-fatal injury 6:51 PM Suspected Serious Injury (A) 3 Local police 25-34 >84D1: (Operating vehicle in erratic, reckless, careless, negligent or aggressive manner),(Failed to yield right of way) / D2: (No improper driving) / D3: (No improper driving) Dusk Head-on Dry 0 2V1: Turning left / V2: Travelling straight ahead / V3: Travelling straight aheadV1:(Passenger car) / V2:(Motorcycle) / V3:(Motorcycle) V1: N / V2: S / V3: S Clear 20-605-AC V1:(Other) / V2:(Other) / V3:(Other) PHINNEY'S LN / FALMOUTH RD RTE 284878988 BARNSTABLE 09/11/2020Property damage only (none injured) 3:22 PM No Apparent Injury (O) 2 Local police 65-74 75-84D1: (Disregarded traffic signs, signals, road markings) / D2: (No improper driving) Daylight Angle Dry 0 0V1: Travelling straight ahead / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: N / V2: E Clear 20-635-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) FALMOUTH ROAD Rte SR28 N / PHINNEYS LANE4883482 BARNSTABLE 09/27/2020Property damage only (none injured) 12:08 AM No Apparent Injury (O) 2 Local police 25-34 35-44D1: (Inattention),(Failed to yield right of way) / D2: (No improper driving) Dark - lighted roadway Angle Dry 0 0V1: Travelling straight ahead / V2: Turning leftV1:(Light truck(van, mini-van, pickup, sport utility)) / V2:(Passenger car) V1: W / V2: S Clear 20-676-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) FALMOUTH ROAD Rte SR28 W / PHINNEYS LANE4898746 BARNSTABLE 11/10/2020 Non-fatal injury 6:16 AM Possible Injury (C) 2 Local police 45-54 45-54D1: (Failure to keep in proper lane or running off road) / D2: (No improper driving) Daylight Sideswipe, same direction Dry 0 1V1: Travelling straight ahead / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: W / V2: W Clear 20-801-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) 139 PHINNEYS LANE FALMOUTH ROAD Rte 284932073 BARNSTABLE 02/08/2021 Non-fatal injury 3:33 PM Possible Injury (C) 2 Local police 55-64 >84D1: (Other improper action) / D2: (No improper driving) Daylight Rear-end Dry 0 2 V1: Backing / V2: ParkedV1:(Passenger car) / V2:(Passenger car) V1: W / V2: E Clear 21-97-ACV1:(Collision with parked motor vehicle) / V2:(Collision with motor vehicle in traffic) 1495 FALMOUTH RD RTE 284961472 BARNSTABLE 05/10/2021Property damage only (none injured) 5:12 PM No Apparent Injury (O) 2 Local police 25-34 45-54D1: (No improper driving) / D2: (Followed too closely) Daylight Rear-end Dry 0 0V1: Travelling straight ahead / V2: Travelling straight aheadV1:(Passenger car) / V2:(Light truck(van, mini-van, pickup, sport utility)) V1: W / V2: W Clear 21-328-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) 1480 FALMOUTH RD RTE 284987066 BARNSTABLE 07/19/2021Property damage only (none injured) 9:16 AM No Apparent Injury (O) 3 Local police 45-54 65-74D1: (Inattention) / D2: (No improper driving) / D3: (No improper driving) Daylight Unknown Dry 0 0V1: Travelling straight ahead / V2: Travelling straight ahead / V3: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) / V3:(Passenger car) V1: N / V2: N / V3: S Clear 21-565-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) / V3:(Collision with motor vehicle in traffic) FALMOUTH ROAD Rte SR28 N PHINNEYS LANE5089396 BARNSTABLE 01/27/2022Property damage only (none injured) 4:12 PM No Apparent Injury (O) 2 Local police 18-20 35-44D1: (Glare) / D2: (No improper driving) DaylightSideswipe, opposite direction Dry 0 0V1: Turning left / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: S / V2: N Clear/Cloudy 22-74-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) PHINNEY'S LANE / FALMOUTH ROAD5089584 BARNSTABLE 02/12/2022Property damage only (none injured) 3:48 PM No Apparent Injury (O) 2 Local police 55-64 65-74D1: (Other improper action) / D2: (No improper driving) Daylight Angle Dry 0 0V1: Travelling straight ahead / V2: Turning leftV1:(Passenger car) / V2:(Light truck(van, mini-van, pickup, sport utility)) V1: E / V2: W Cloudy 22-113-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) PHINNEYS LANE / Rte SR28 SRoute 28 (Falmouth Road) at Phinney's Lane 5091269 BARNSTABLE 04/01/2022Property damage only (none injured) 2:28 PM No Apparent Injury (O) 2 Local police 55-64 75-84 D1: (Unknown) / D2: (Unknown) Daylight Angle Dry 0 0V1: Travelling straight ahead / V2: Turning rightV1:(Light truck(van, mini-van, pickup, sport utility)) / V2:(Passenger car) V1: W / V2: S Clear 22-238-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) PHINNEYS LANE / FALMOUTH ROAD5100817 BARNSTABLE 04/23/2022Property damage only (none injured) 2:23 AM Unknown 2 Local police 21-24 25-34D1: (No improper driving) / D2: (Operating vehicle in erratic, reckless, careless, negligent or aggressive manner),(Driving too fast for conditions) Dark - lighted roadway Rear-end Dry 0 0V1: Travelling straight ahead / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: E / V2: E Clear 22-288-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) PHINNEY'S LN / FALMOUTH RD RTE 285120387 BARNSTABLE 06/23/2022Property damage only (none injured) 2:46 PM No Apparent Injury (O) 2 Local police 16-17 55-64D1: (Inattention),(Failed to yield right of way) / D2: (No improper driving) Daylight Angle Dry 0 0 V1: Turning left / V2: Turning rightV1:(Passenger car) / V2:(Light truck(van, mini-van, pickup, sport utility)) V1: N / V2: S Clear 22-484-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) PHINNEY'S LANE / FALMOUTH Rte SR28 S S5120399 BARNSTABLE 06/22/2022Property damage only (none injured) 11:30 AM No Apparent Injury (O) 2 Local police 35-44 65-74D1: (Disregarded traffic signs, signals, road markings) / D2: (No improper driving) Daylight Sideswipe, same direction Dry 0 0V1: Turning left / V2: Travelling straight aheadV1:(Light truck(van, mini-van, pickup, sport utility)) / V2:(Light truck(van, mini-van, pickup, sport utility)) V1: W / V2: E Clear 22-481-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) PHINNEY'S LANE / FALMOUTH RD RTE 28 Rte SR28 S S5125716 BARNSTABLE 07/11/2022Property damage only (none injured) 12:05 PM No Apparent Injury (O) 2 Local police 45-54 55-64D1: (Inattention) / D2: (No improper driving) DaylightSideswipe, opposite direction Dry 0 0V1: Travelling straight ahead / V2: Turning leftV1:(Passenger car) / V2:(Passenger car) V1: E / V2: S Clear/Cloudy 22-548-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) PHINNEY'S LN / FALMOUTH RD RTE 285131453 BARNSTABLE 07/21/2022Property damage only (none injured) 3:48 PM No Apparent Injury (O) 2 Local police 18-20 45-54D1: (Followed too closely) / D2: (No improper driving) Daylight Rear-end Dry 0 0V1: Travelling straight ahead / V2: Slowing or stopped in trafficV1:(Light truck(van, mini-van, pickup, sport utility)) / V2:(Passenger car) V1: E / V2: E Clear 22-587-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) FALMOUTH ROAD Rte SR28 E5139389 BARNSTABLE 08/10/2022Property damage only (none injured) 2:02 PM No Apparent Injury (O) 2 Local police 55-64 >84D1: (No improper driving) / D2: (No improper driving) Daylight Sideswipe, same direction Dry 0 0V1: Slowing or stopped in traffic / V2: Changing lanesV1:(Passenger car) / V2:(Passenger car) V1: N / V2: N Clear 22-672-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) FALMOUTH ROAD / PHINNEYS LANE /5148348 BARNSTABLE 09/01/2022Property damage only (none injured) 12:07 PM No Apparent Injury (O) 2 Local police 35-44 55-64D1: (Swerving or avoiding due to wind, slippery surface, vehicle, object, vulnerable user in roadway) / D2: (No improper driving) Daylight Sideswipe, same direction Dry 0 0V1: Travelling straight ahead / V2: Travelling straight ahead V1:(Passenger car) / V2:(Other) V1: W / V2: W Clear 22-766-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) 1460 FALMOUTH RD RTE 285152780 BARNSTABLE 09/16/2022Property damage only (none injured) 4:18 PM No Apparent Injury (O) 2 Local police 65-74 65-74D1: (No improper driving) / D2: (No improper driving) Daylight Angle Dry 0 0V1: Turning left / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: E / V2: N Clear 22-812-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) 1460 FALMOUTH RD RTE 285152839 BARNSTABLE 09/15/2022Property damage only (none injured) 7:12 AM No Apparent Injury (O) 2 Local police 16-17 16-17D1: (Followed too closely) / D2: (No improper driving) Daylight Rear-end Dry 0 0V1: Travelling straight ahead / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: E / V2: E Clear 22-808-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) 1460 FALMOUTH RD RTE 285155359 BARNSTABLE 09/09/2022Property damage only (none injured) 6:51 AM No Apparent Injury (O) 2 Local police 45-54 65-74D1: (Unknown) / D2: (No improper driving) Daylight Angle Dry 0 0V1: Travelling straight ahead / V2: Turning leftV1:(Passenger car) / V2:(Light truck(van, mini-van, pickup, sport utility)) V1: W / V2: S Clear 22-795-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) 1500 FALMOUTH RD RTE 285171239 BARNSTABLE 10/29/2022Property damage only (none injured) 9:07 AM No Apparent Injury (O) 2 Local police 25-34 45-54D1: (Failure to keep in proper lane or running off road) / D2: (No improper driving) Daylight Sideswipe, same direction Dry 0 0V1: Travelling straight ahead / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: E / V2: E Clear 22-968-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) 1495 FALMOUTH RD RTE 285180119 BARNSTABLE 11/19/2022Property damage only (none injured) 8:29 AM No Apparent Injury (O) 2 Local police 25-34 55-64D1: (Visibility obstructed) / D2: (No improper driving) DaylightSideswipe, opposite direction Dry 0 0V1: Travelling straight ahead / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: N / V2: E Clear/Cloudy 22-1037-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) PHINNEY'S LN / FALMOUTH RD RTE 285192925 BARNSTABLE 12/08/2022Property damage only (none injured) 6:47 AM No Apparent Injury (O) 2 Local police 25-34 45-54D1: (Inattention) / D2: (No improper driving) Daylight Sideswipe, same direction Dry 0 0V1: Changing lanes / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: W / V2: W Clear 22-1114-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) 1500 FALMOUTH RD RTE 285197464 BARNSTABLE 01/02/2023 Non-fatal injury 8:29 AM Suspected Minor Injury (B) 2 Local police 18-20 25-34 D1: (Unknown) / D2: (Unknown) DaylightSideswipe, opposite direction Dry 0 1V1: Travelling straight ahead / V2: Turning leftV1:(Passenger car) / V2:(Passenger car) V1: E / V2: N Clear 23-3-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) 1460 FALMOUTH RD RTE 285225781 BARNSTABLE 02/17/2023Property damage only (none injured) 1:03 PM No Apparent Injury (O) 2 Local police 45-54 55-64D1: (No improper driving) / D2: (Unknown) Daylight Sideswipe, same direction Dry 0 0V1: Travelling straight ahead / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: W / V2: W Clear 23-147-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) 1500 FALMOUTH RD RTE 28 Rte5237294 BARNSTABLE 03/23/2023Property damage only (none injured) 8:40 PM No Apparent Injury (O) 2 Local police 35-44 35-44D1: (Inattention) / D2: (No improper driving) Dark - lighted roadway Rear-end Dry 0 0V1: Slowing or stopped in traffic / V2: Slowing or stopped in trafficV1:(Passenger car) / V2:(Passenger car) V1: W / V2: W Cloudy 23-246-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) FALMOUTH RD RTE 28 Rte / PHINNEY'S LN Rte5249687 BARNSTABLE 05/01/2023Property damage only (none injured) 1:36 PM No Apparent Injury (O) 2 Local police 45-54 75-84D1: (No improper driving) / D2: (Failed to yield right of way) Daylight Angle Dry 0 0V1: Travelling straight ahead / V2: Turning leftV1:(Passenger car) / V2:(Light truck(van, mini-van, pickup, sport utility)) V1: E / V2: N Clear 23-363-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) FALMOUTH RD RTE 28 Rte 28 E / PHINNEY'S LN Rte5268375 BARNSTABLE 06/21/2023Property damage only (none injured) 7:57 AM No Apparent Injury (O) 2 Local police 21-24 21-24D1: (Unknown) / D2: (Followed too closely) Daylight Rear-end Dry 0 0V1: Slowing or stopped in traffic / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: E / V2: E Clear 23-559-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) 1413 FALMOUTH RD RTE 28 Rte5282170 BARNSTABLE 07/31/2023Property damage only (none injured) 10:09 AM No Apparent Injury (O) 2 Local police 35-44 55-64 D1: (Unknown) / D2: (Unknown) Daylight Sideswipe, same direction Dry 0 0V1: Travelling straight ahead / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: E / V2: E Clear 23-700-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) 1460 FALMOUTH RD RTE 28 Rte5285767 BARNSTABLE 08/06/2023Property damage only (none injured) 9:25 PM No Apparent Injury (O) 2 Local police 21-24 25-34signals, road markings),(Other improper action) / D2: (No Dark - lighted roadway Head-on Dry 0 0V1: Turning left / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: W / V2: E Clear 23-736-AC / 23-736-AC/ V2:(Collision with motor vehicle in traffic) FALMOUTH RD RTE 28 Rte / PHINNEY'S LN Rte5316661 BARNSTABLE 10/07/2023Property damage only (none injured) 5:01 PM No Apparent Injury (O) 2 Local police 45-54 45-54D1: (No improper driving) / D2: (Unknown) Daylight Rear-to-rear Dry 0 0 V1: Parked / V2: BackingV1:(Passenger car) / V2:(Passenger car) V1: / V2: W Rain/Cloudy 23-962-ACV1:(Collision with parked motor vehicle) / V2:(Collision with parked motor vehicle) 1495 FALMOUTH RD RTE 28 Rte5320035 BARNSTABLE 11/07/2023 Non-fatal injury 6:00 PM Suspected Minor Injury (B) 2 Local police 35-44 35-44D1: (No improper driving) / D2: (Disregarded traffic signs, signals, road markings) Dark - lighted roadway Angle Dry 0 3V1: Travelling straight ahead / V2: Turning leftV1:(Light truck(van, mini-van, pickup, sport utility)) / V2:(Light truck(van, mini-van, pickup, sport utility)) V1: E / V2: N Clear 23-1075-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) FALMOUTH RD RTE 28 Rte / PHINNEY'S LN Rte5332789 BARNSTABLE 12/03/2023Property damage only (none injured) 6:01 PM No Apparent Injury (O) 2 Local police 35-44 45-54D1: (Failed to yield right of way),(Visibility obstructed) / D2: (No improper driving) Dark - lighted roadway Angle Wet 0 0V1: Turning left / V2: Travelling straight ahead V1:(Passenger car) / V2:(Other) V1: W / V2: E Rain 23-1172-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) FALMOUTH RD RTE 28 Rte / PHINNEY'S LN Rte5339049 BARNSTABLE 12/15/2023Property damage only (none injured) 5:35 PM No Apparent Injury (O) 1 Local police 25-34 25-34 D1: (No improper driving) Dusk Sideswipe, same direction Dry 0 0 V1: Travelling straight aheadV1:(Light truck(van, mini-van, pickup, sport utility)) V1: E Clear 23-1210-AC V1:(Collision with motor vehicle in traffic) 1460 FALMOUTH RD RTE 28 Rte5342733 BARNSTABLE 12/27/2023Property damage only (none injured) 3:22 PM No Apparent Injury (O) 2 Local police 25-34 35-44D1: (No improper driving) / D2: (Unknown) Daylight Rear-to-rear Dry 0 0V1: Slowing or stopped in traffic / V2: Backing V1:(Passenger car) / V2:(Other) V1: S / V2: S Clear 23-1243-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) 1460 FALMOUTH RD RTE 28 RteCrash Number City Town Name Crash Date Crash Severity Crash TimeMax Injury Severity Reported Number of Vehicles Police Agency TypeAge of Driver - Youngest KnownAge of Driver - Oldest KnownDriver Contributing Circumstances (All Drivers) Light Conditions Manner of CollisionVulnerable User Type (All Persons)Road Surface Condition Total FatalitiesTotal Non-Fatal InjuriesVehicle Actions Prior to Crash (All Vehicles) Vehicle Configuration (All Vehicles)Vehicle Travel Directions (All Vehicles)Weather Conditions Crash Report IDs Most Harmful Event (All Vehicles) Street Number Roadway Near Intersection Roadway4767795 BARNSTABLE 10/27/2019Property damage only (none injured) 2:54 PM No Apparent Injury (O) 2 Local police 55-64 55-64D1: (Operating vehicle in erratic, reckless, careless, negligent or aggressive manner) / D2: (No improper driving) Daylight Angle Wet 0 0V1: Turning right / V2: Slowing or stopped in trafficV1:(Passenger car) / V2:(Passenger car) V1: S / V2: E Rain 19-1051-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) PHINNEY'S LN / GREAT MARSH RD4849161 BARNSTABLE 06/05/2020 Non-fatal injury 6:21 PM Suspected Minor Injury (B) 2 Local police 16-17 45-54D1: (No improper driving) / D2: (Other improper action) Daylight Head-on Dry 0 2V1: Travelling straight ahead / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: E / V2: W Clear 20-324-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) PHINNEY'S LN / GREAT MARSH RD4922001 BARNSTABLE 01/16/2021Property damage only (none injured) 11:52 AM No Apparent Injury (O) 1 Local police 16-17 16-17 D1: (Over-correcting/over-steering) Daylight Single vehicle crash Wet 0 0 V1: Turning left V1:(Passenger car) V1: N Rain 21-38-AC V1:(Collision with tree) 258 PHINNEY'S LN4993528 BARNSTABLE 08/05/2021 Non-fatal injury 1:09 PM Possible Injury (C) 2 Local police 18-20 75-84 D1: (Unknown) / D2: (Unknown) DaylightSideswipe, opposite direction Wet 0 1V1: Turning left / V2: Slowing or stopped in trafficV1:(Passenger car) / V2:(Passenger car) V1: W / V2: E Cloudy/Rain 21-625-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) GREAT MARSH RD / PHINNEY'S LNPhinney's Lane at Great Marsh Road 5042598 BARNSTABLE 09/20/2021Property damage only (none injured) 11:54 AM No Apparent Injury (O) 2 Local police 65-74 65-74D1: (Made an improper turn) / D2: (No improper driving) Daylight Head-on Dry 0 0V1: Turning left / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: N / V2: S Clear 21-793-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) GREAT MARSH RD / PHINNEY'S LN5110020 BARNSTABLE 05/29/2022Property damage only (none injured) 9:39 AM No Apparent Injury (O) 2 Local police 65-74 75-84D1: (Unknown) / D2: (No improper driving) Daylight Angle Dry 0 0 V1: Turning left / V2: Turning leftV1:(Passenger car) / V2:(Passenger car) V1: E / V2: N Clear 22-405-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) PHINNEYS LANE / GREAT MARSH ROAD5171236 BARNSTABLE 10/30/2022Property damage only (none injured) 12:08 PM No Apparent Injury (O) 2 Local police 45-54 55-64D1: (Other improper action) / D2: (Failure to keep in proper lane or running off road) Daylight Angle Dry 0 0V1: Slowing or stopped in traffic / V2: Turning leftV1:(Passenger car) / V2:(Light truck(van, mini-van, pickup, sport utility)) V1: S / V2: S Clear 22-971-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) GREAT MARSH RD / PHINNEY'S LN5304256 BARNSTABLE 09/26/2023 Unknown 2:05 PM Unknown 2 Local police 45-54 75-84D1: (No improper driving) / D2: (Physical impairment) Daylight Angle Dry 0 0V1: Parked / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: N / V2: E Clear 23-914-AC / 23-914-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with parked motor vehicle) 18 GREAT MARSH ROADCrash Number City Town Name Crash Date Crash Severity Crash TimeMax Injury Severity Reported Number of Vehicles Police Agency TypeAge of Driver - Youngest KnownAge of Driver - Oldest KnownDriver Contributing Circumstances (All Drivers) Light Conditions Manner of CollisionVulnerable User Type (All Persons)Road Surface Condition Total FatalitiesTotal Non-Fatal InjuriesVehicle Actions Prior to Crash (All Vehicles) Vehicle Configuration (All Vehicles)Vehicle Travel Directions (All Vehicles)Weather Conditions Crash Report IDs Most Harmful Event (All Vehicles) Street Number Roadway Near Intersection RoadwayCrash Number City Town Name Crash Date Crash Severity Crash TimeMax Injury Severity Reported Number of Vehicles Police Agency TypeAge of Driver - Youngest KnownAge of Driver - Oldest KnownDriver Contributing Circumstances (All Drivers) Light Conditions Manner of CollisionVulnerable User Type (All Persons)Road Surface Condition Total FatalitiesTotal Non-Fatal InjuriesVehicle Actions Prior to Crash (All Vehicles) Vehicle Configuration (All Vehicles)Vehicle Travel Directions (All Vehicles)Weather Conditions Crash Report IDs Most Harmful Event (All Vehicles) Street Number Roadway Near Intersection Roadway5160465 BARNSTABLE 44836Property damage only (none injured) 11:32 PM No Apparent Injury (O) 1 Local police 35-44 35-44 D1: (Unknown) Dark - roadway not lighted Single vehicle crashDry 0 0 V1: Travelling straight ahead V1:(Passenger car) V1: W Clear 22-869-AC V1:(Collision with utility pole) GREAT MARSH ROAD POINT OF PINES AVENUECrash Number City Town Name Crash Date Crash Severity Crash TimeMax Injury Severity Reported Number of Vehicles Police Agency TypeAge of Driver - Youngest KnownAge of Driver - Oldest KnownDriver Contributing Circumstances (All Drivers) Light Conditions Manner of CollisionVulnerable User Type (All Persons)Road Surface Condition Total FatalitiesTotal Non-Fatal InjuriesVehicle Actions Prior to Crash (All Vehicles) Vehicle Configuration (All Vehicles)Vehicle Travel Directions (All Vehicles)Weather Conditions Crash Report IDs Most Harmful Event (All Vehicles) Street Number Roadway Near Intersection Roadway4654313 BARNSTABLE 01/17/2019Property damage only (none injured) 12:01 PM No injury 01/02/1900 Local police 65-74 >84D1: (Inattention),(Disregarded traffic signs, signals, road markings) / D2: (No improper driving) Daylight Angle Dry 01/00/1900 01/00/1900V1: Travelling straight ahead / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: S / V2: W Clear 19-36-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) GREAT MARSH RD / SHOOTFLYING HILL RD4661260 BARNSTABLE 01/29/2019Property damage only (none injured) 5:42 PM No injury 01/02/1900 Local police 35-44 45-54 D1: (Unknown) / D2: (Unknown) Dark - lighted roadway Angle Dry 01/00/1900 01/00/1900V1: Travelling straight ahead / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: W / V2: N Clear 19-69-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) GREAT MARSH RD / SHOOTFLYING HILL RD4707570 BARNSTABLE 05/16/2019Property damage only (none injured) 1:27 PM No Apparent Injury (O) 01/03/1900 Local police 16-17 45-54D1: (Disregarded traffic signs, signals, road markings),(Inattention) / D2: (No improper driving) / D3: (No improper driving) Daylight Angle Dry 01/00/1900 01/00/1900V1: Travelling straight ahead / V2: Travelling straight ahead / V3: Slowing or stopped in trafficV1:(Passenger car) / V2:(Passenger car) / V3:(Light truck(van, mini-van, pickup, sport utility)) V1: N / V2: W / V3: S Clear 19-389-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) / V3:(Collision with motor vehicle in traffic) SHOOTFLYING HILL RD / GREAT MARSH RD4779612 BARNSTABLE 11/20/2019Property damage only (none injured) 12:33 PM No Apparent Injury (O) 01/02/1900 Local police 35-44 75-84D1: (No improper driving) / D2: (Failed to yield right of way) Daylight Rear-end Wet 01/00/1900 01/00/1900V1: Travelling straight ahead / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: W / V2: S Cloudy/Rain 19-1137-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) SHOOTFLYING HILL RD / GREAT MARSH RD5100910 BARNSTABLE 05/06/2022 Non-fatal injury 5:37 PM Suspected Minor Injury (B) 01/02/1900 Local police 35-44 55-64D1: (No improper driving) / D2: (Disregarded traffic signs, signals, road markings) Daylight Angle Dry 01/00/1900 01/02/1900V1: Entering traffic lane / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: W / V2: N Clear 22-325-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) GREAT MARSH RD / SHOOTFLYING HILL RD5137214 BARNSTABLE 08/04/2022Property damage only (none injured) 4:32 PM No Apparent Injury (O) 01/02/1900 Local police 55-64 75-84D1: (Failed to yield right of way) / D2: (No improper driving) Daylight Head-on Dry 01/00/1900 01/00/1900V1: Travelling straight ahead / V2: Travelling straight aheadV1:(Light truck(van, mini-van, pickup, sport utility)) / V2:(Passenger car) V1: S / V2: W Clear 22-649-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) GREAT MARSH RD / SHOOTFLYING HILL RD5294416 BARNSTABLE 08/25/2023Property damage only (none injured) 10:01 PM No Apparent Injury (O) 01/02/1900 Local police 45-54 55-64D1: (No improper driving) / D2: (Operating vehicle in erratic, reckless, careless, negligent or aggressive manner) Dark - lighted roadway Angle Wet 01/00/1900 01/00/1900V1: Travelling straight ahead / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: E / V2: S Rain 23-800-AC / 23-800-ACV1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) GREAT MARSH RD Rte / SHOOTFLYING HILL RD RteCrash Number City Town Name Crash Date Crash Severity Crash TimeMax Injury Severity Reported Number of Vehicles Police Agency TypeAge of Driver - Youngest KnownAge of Driver - Oldest KnownDriver Contributing Circumstances (All Drivers) Light Conditions Manner of CollisionVulnerable User Type (All Persons)Road Surface Condition Total FatalitiesTotal Non-Fatal InjuriesVehicle Actions Prior to Crash (All Vehicles) Vehicle Configuration (All Vehicles)Vehicle Travel Directions (All Vehicles)Weather Conditions Crash Report IDs Most Harmful Event (All Vehicles) Street Number Roadway Near Intersection Roadway4671387 BARNSTABLE 03/02/2019 Non-fatal injury 10:29 AMNon-fatal injury - Non-incapacitating 01/02/1900 Local police 35-44 65-74D1: (No improper driving) / D2: (Failure to keep in proper lane or running off road) Daylight Angle Snow 01/00/1900 01/02/1900V1: Travelling straight ahead / V2: Travelling straight aheadV1:(Passenger car) / V2:(Passenger car) V1: S / V2: N Snow/Cloudy 19-173-ACV1:(Collision with tree) / V2:(Collision with motor vehicle in traffic) OLD STAGE RD / GREAT MARSH RD4864698 BARNSTABLE 07/23/2020Property damage only (none injured) 12:41 AM No Apparent Injury (O) 01/01/1900 Local police 18-20 18-20 D1: (Over-correcting/over-steering) Dark - lighted roadway Single vehicle crash Dry 01/00/1900 01/00/1900 V1: Travelling straight ahead V1:(Passenger car) V1: S Clear 20-453-AC V1:(Collision with tree) 440 OLD STAGE RD4950648 BARNSTABLE 04/08/2021Property damage only (none injured) 9:08 PM No Apparent Injury (O) 01/01/1900 Local police 25-34 25-34D1: (Operating vehicle in erratic, reckless, careless, negligent or aggressive manner),(Failure to keep in proper lane or running off road) Dark - lighted roadway Single vehicle crash Dry 01/00/1900 01/00/1900 V1: Leaving traffic lane V1:(Passenger car) V1: N Cloudy/Unknown 21-247-ACV1:(Collision with highway traffic sign post) OLD STAGE RD / GREAT MARSH RD4993501 BARNSTABLE 07/09/2021Property damage only (none injured) 2:08 PM No Apparent Injury (O) 01/01/1900 Local police 35-44 35-44 D1: (No improper driving) Daylight Single vehicle crash Wet 01/00/1900 01/00/1900 V1: Travelling straight ahead V1:(Passenger car) V1: W Cloudy/Rain 21-537-AC V1:(Collision with tree) 460 OLD STAGE RDGreat Marsh Road/Driveway at Old Stage Road Great Marsh Road at Juniper Road/Site DrivewayGreat Marsh Road at Point of Pines Avenue/Driveway Great Marsh Road at Shootflying Hill Road Intersection Capacity Analyses Background Project Volumes Town of Barnstable Ref: 15934.00 October 11, 2023 Page 3 \\vhb\gbl\proj\Wat-TE\16163.00 Bayridge Res Development\docs\memos\Traffic Memo.docx Table 1 Trip Generation Summary Residential Vehicle Trips a Weekday Morning Peak Hour Enter 1 Exit 5 Total 6 Weekday Evening Peak Hour Enter 4 Exit 3 Total 7 Saturday Midday Peak Hour Enter 3 Exit 3 Total 6 a.Trip Generation estimate based ITE LUC 220(Multi-Family Housing Low rise) for 14 units. As shown in Table 1, the development is expected to generate approximately 6 trips (1 entering/ 5 exiting) during the weekday morning peak hour, 7 trips (4 entering/ 3 exiting) during the evening peak hour, and 6 trips (3 entering/ 3 exiting) during the Saturday midday peak hour. Page 1 of 1 TRAFFIC GROWTH CALCULATIONS - PEAK SEASON Project Name:195 Phinney's Lane Project No:16798.00 Location:Centerville, MA Date:8/5/2025 AM PM AM PM AM PM AM PM AM PM 1. Route 28 at Phinney's Lane Route 28 (Falmouth Road)EB L 3 1 3 1 EB T 1 2 5 1 1 4 6 EB R Route 28 (Falmouth Road)WB U WB L WB T 6 4 1 1 7 5 WB R Phinney's Lane NB L NB T NB R Phinney's Lane SB L SB T SB R 2. Phinney's Lane at Great Marsh Road Great Marsh Road EB L 2 1 2 1 EB R Phinney's Lane NB L NB T 3 1 3 1 Phinney's Lane SB T 1 2 1 2 SB R 2 1 2 1 3. Great Marsh Road at Juniper Road/Site Driveway Great Marsh Road EB L EB T 2 1 2 1 EB R Great Marsh Road WB L WB T 2 1 2 1 WB R Site Driveway NB L NB T NB R Juniper Road SB L SB T SB R 4. Great Marsh Road at Point of Pines Avenue Great Marsh Road EB L EB T 2 1 2 1 EB R Great Marsh Road WB L WB T 2 1 2 1 WB R Driveway NB L NB T NB R Point of Pines Avenue SB L SB T SB R 5. Great Marsh Road at Shootflying Hill Road Great Marsh Road EB L EB T 2 1 2 1 EB R Great Marsh Road WB L WB T 2 1 2 1 WB R Shootflying Hill Road NB L NB T NB R Shootflying Hill Road SB L SB T SB R 6. Great Marsh Road at Old Stage Road/Driveway Driveway EB L EB T EB R Great Marsh Road WB L WB T WB R 2 1 2 1 Old Stage Road NB L NB T 2 1 2 1 NB R Old Stage Road SB L 2 1 2 1 SB T 1 2 1 1 2 3 SB R INTERSECTION MOVEMENT TOTAL BACKGROUND DEVELOPMENTS900 Old Stage Road 421 West Main Street1600 Falmouth Road 850 Falmouth Road BACKGROUND DEVELOPMENTS \\mawald\0787001\ssheets\Traffic\Volumes_Centerville, Volumes-peak season 8/15/2025 VHB 8/15/2025, 10:44 AM Trip Generation Projections ITE TRIP GENERATION WORKSHEET (12th Edition) LANDUSE:Single-Family Detached Housing LANDUSE CODE:210 Independent Variable --- Number of Dwelling Units SETTING/LOCATION:General Urban / Suburban JOB NAME:Centerville Resi 36 dwelling units JOB NUMBER:16798.000 RATES:Total Trip Ends Independent Variable Range # Studies R^2 Average Low High Average Low High Enter Exit DAILY 155 0.94 9.09 3.47 23.80 261 10 2,945 50%50% AM PEAK OF GENERATOR 132 0.90 0.75 0.32 2.27 232 10 2,945 27%73% PM PEAK OF GENERATOR 138 0.91 0.97 0.49 2.98 214 10 1,781 63%37% AM PEAK (ADJACENT ST)153 0.89 0.70 0.22 2.27 239 5 2,945 27%73% PM PEAK (ADJACENT ST)166 0.90 0.93 0.35 2.98 266 10 2,945 62%38% TRIPS:BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 328 164 164 556 278 278 AM PEAK OF GENERATOR 27 7 20 34 9 25 PM PEAK OF GENERATOR 35 22 13 41 26 15 AM PEAK (ADJACENT ST)25 7 18 30 8 22 PM PEAK (ADJACENT ST)33 21 13 38 23 14 RATES:Total Trip Ends Independent Variable Range # Studies R^2 Average Low High Average Low High Enter Exit DAILY 42 0.92 9.03 3.36 28.90 159 10 1,000 50%50% PEAK OF GENERATOR 33 0.89 1.00 0.41 2.90 106 10 644 53%47% TRIPS:BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 326 163 163 430 215 215 PEAK OF GENERATOR 36 19 17 43 23 20 RATES:Total Trip Ends Independent Variable Range # Studies R^2 Average Low High Average Low High Enter Exit DAILY 38 0.96 8.43 2.61 16.44 172 15 1,000 50%50% PEAK OF GENERATOR 26 0.95 0.91 0.36 2.15 130 13 644 53%47% TRIPS:BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 304 152 152 254 127 127 PEAK OF GENERATOR 33 17 15 38 20 18 Directional Distribution Directional Distribution Directional Distribution WEEKDAY SATURDAY SUNDAY Intersection Capacity Analyses Home to Work State/U.S. Island Area/Foreign Country County MCD Route 28 West Route 28 East Old Stage Road North Phinneys Lane North Phinneys Lane South Total CHECK Route 28 West Route 28 East Old Stage Road North Phinneys Lane North Phinneys Lane South Total Column1 Column2 Column3 Column4 Column5 Column6 Column7 Column8 Column9 Column10 Column11 Column12 Column122 Column13 Column14 Column15 Column16 Column17 Column18 Column182 Column19 MA Barnstable County Barnstable Town city 10351 53% 1 6.3% 6.3% 10% 50% 5% 30% 5% 100% 0.6% 3.1% 0.3% 1.9% 0.3% 6.3% MA Barnstable County Bourne town 480 2% 1 6.3% 12.5% 50% 50%100% 3.1% 0.0% 3.1% 0.0% 0.0% 6.3% MA Barnstable County Brewster town 340 2% 1 6.3% 18.8%100% 100% 0.0% 0.0% 0.0% 6.3% 0.0% 6.3% MA Barnstable County Chatham town 340 2% 1 6.3% 25.0% 50% 50% 100% 0.0% 3.1% 0.0% 3.1% 0.0% 6.3% MA Barnstable County Dennis town 840 4% 1 6.3% 31.3% 50% 50% 100% 0.0% 3.1% 0.0% 3.1% 0.0% 6.3% MA Barnstable County Eastham town 150 1% 1 6.3% 37.5%100% 100% 0.0% 0.0% 0.0% 6.3% 0.0% 6.3% MA Barnstable County Falmouth town 1071 5% 1 6.3% 43.8% 100%100% 6.3% 0.0% 0.0% 0.0% 0.0% 6.3% MA Barnstable County Harwich town 630 3% 1 6.3% 50.0% 50% 50% 100% 0.0% 3.1% 0.0% 3.1% 0.0% 6.3% MA Barnstable County Mashpee town 720 4% 1 6.3% 56.3% 40% 30% 30% 100% 2.5% 0.0% 1.9% 0.0% 1.9% 6.3% MA Barnstable County Orleans town 355 2% 1 6.3% 62.5% 50% 50% 100% 0.0% 3.1% 0.0% 3.1% 0.0% 6.3% MA Barnstable County Provincetown town 150 1% 1 6.3% 68.8%100% 100% 0.0% 0.0% 0.0% 6.3% 0.0% 6.3% MA Barnstable County Sandwich town 920 5% 1 6.3% 75.0%100%100% 0.0% 0.0% 6.3% 0.0% 0.0% 6.3% MA Barnstable County Yarmouth town 2605 13% 1 6.3% 81.3% 50% 50% 100% 0.0% 3.1% 0.0% 3.1% 0.0% 6.3% MA Middlesex County Stoneham town 190 1% 1 6.3% 87.5%100%100% 0.0% 0.0% 6.3% 0.0% 0.0% 6.3% MA Plymouth County Plymouth town 255 1% 1 6.3% 93.8%100%100% 0.0% 0.0% 6.3% 0.0% 0.0% 6.3% MA Suffolk County Boston city 190 1% 1 6.3% 100.0%100%100% 0.0% 0.0% 6.3% 0.0% 0.0% 6.3% Totals 19,587 1 16 100.0%12.5%18.8%30.3%36.3%2.2%100.0% 0 13.0%19.0%30.0%36.0%2.0%100.0% Workplace Cumulative Total Count Adjustment Percentage1 Adjusted Count Percent of Total Cumulative Total Total of Residence Site Generated Vehicle Volume Networks SSignalized Intersectionxx(xx)= Entering Trips= Exiting Trips(5 )2(9) (13 )353(9)(9)33(8)(5)2 1(7)(2) 2S28Ph i n n e y ' s L a n e Ph i n n e y ' s L a n e Ju n i p e r R o a d Sit e D r i v e w a y Poi n t o f P i n e s Av e n u e Dri v e w a y Great Marsh RoadShootfl y i n g H i l l Road Shootfl y i n g H i l l Road Falmouth Road28Old Stage RoadOld Stage RoadFalmouth RoadGreat Marsh RoadNNot to Scale\\vhb\gbl\proj\Wat-TS\16798.00\05_Work\MA_TPO\Graphics\Traffic Study\June 2026 Study\Traffic Study Figures-Centerville Resi.dwg 195 Phinney’s Lane | Centerville, MA2033 Build Conditions Weekday Morning Peak Hour Site Generated Vehicle Volumes SSignalized Intersectionxx(xx)= Entering Trips= Exiting Trips(3 )5(6) (8)101310(6)(6)108(5)(3)5 3(4)(2) 7S28Ph i n n e y ' s L a n e Ph i n n e y ' s L a n e Ju n i p e r R o a d Sit e D r i v e w a y Poi n t o f P i n e s Av e n u e Dri v e w a y Great Marsh RoadShootfl y i n g H i l l Road Shootfl y i n g H i l l Road Falmouth Road28Old Stage RoadOld Stage RoadFalmouth RoadGreat Marsh RoadNNot to Scale\\vhb\gbl\proj\Wat-TS\16798.00\05_Work\MA_TPO\Graphics\Traffic Study\June 2026 Study\Traffic Study Figures-Centerville Resi.dwg 195 Phinney’s Lane | Centerville, MA2033 Build Conditions Weekday Evening Peak Hour Site Generated Vehicle Volumes Sight Distance Worksheets Stopping Sight Distance and Intersection Sight Distance Calculator [v0.97] Based on 'A Policy on Geometric Design of Highways and Streets', AASHTO, 2004 Complete three sections - Sections I, II, and III - on the 'Summary' tab Read Section IV for guidance Enter data into cells shaded in light green only Review/adjust all drop-down values Ideally: Effort should be made to meet or exceed the desirable ISD measurement. Minimally: Every intersection must meet the required SSD measurement, which in turn will equal the minimum ISD requirement. Values in cyan cells are calculated, based on the guidelines in the 2004 AASHTO 'Greenbook' You may want to adjust the zoom percentage for a comfortable viewing area \\vhb.com\gbl\proj\Wat-TS\16772.00\05_Work\MA_TPO\Technical\Traffic\Sight Distance\AASHTO_sight_distance_great marsh at phinneys last revised: 2006.06.13 Stopping Sight Distance and Intersection Sight Distance Calculator [v0.97] Based on 'A Policy on Geometric Design of Highways and Streets', AASHTO, 2004 B1 B2 B3 F Note: (left turn from minor road) ISD - Intersection sight distance is the distance that is based on the time required for perception, reaction and completion of the desired critical exiting maneuver [typically, a left turn] once the driver on a minor street approach [or a site drive] decides to execute the maneuver. Calculation for the critical ISD includes the time to [1] turn left, and to clear the near half of the intersection without conflicting with the vehicles approaching from the left; and [2] upon turning left, to accelerate to the operating speed on the roadway without causing approaching vehicles on the main road to unduly reduce their speed. In this context, ISD can be considered as a desirable visibility criterion for the safe operation of an unsignalized intersection. 'unduly': When intersection sight distances in conformance with B1, B2, and B3 are available, most drivers on the major street should not need to reduce their speed to less than 70% of their initial speed (right turn from the minor road) (crossing maneuver from the minor road) SSD - Stopping sight distance is the distance required for a vehicle approaching an intersection from either direction to perceive, react, and come to a complete stop before colliding with the exiting vehicle from a driveway. In this respect, SSD can be considered as the minimum visibility criterion for the safe operation of an unsignalized intersection. (left turns from the major road) Required ISD is the distance to a vehicle on the major street (either to the left or the right), required for a stopped vehicle on the side street to safely turn left, accelerate, and complete a left turn without unduly interfering with the major street traffic operations. Sight distances shown for case B1 should be provided in both directions for all minor street approaches with no turn restrictions. Required ISD is the distance to a vehicle on the major street (to the left), required for a stopped vehicle on the side street to safely turn right, accelerate, and complete a right turn without unduly interfering with the major street traffic operations. Case B2 is sufficient only if left turns are restricted out of the minor street approach. Use Case B1 if left turns are allowed from the minor street approach. Required ISD is the distance to a vehicle on the major street, required for a stopped vehicle on the side street to safely cross the major street without unduly interfering with the major street traffic operations. Case B3 is sufficient only if left turns are restricted out of the minor street approach. Use Case B1 if left turns are allowed from the minor street approach. Required ISD is the distance to a vehicle on the major street required for an opposing, left-turning vehicle on the major street to safely complete a left turn without unduly interfering with the opposing major street traffic operations AASHTO_sight_distance_great marsh at phinneys last revised: 2006.06.13 Stopping Sight Distance and Intersection Sight Distance Calculator [v0.97] Based on 'A Policy on Geometric Design of Highways and Streets', AASHTO, 2004 Section I Section III Project Information ISD and SSD Calculations (rounded up to the next highest 5 feet) [sources: SSD - AASHTO, pp.110-117; ISD - AASHTO, pp. 650 - 664] Project Number: 16772.00 Analyst: VHB/AES Cases are described in detail on subsequent pages. In summary… City/Town, State: Waltham, MA B1: left turn from minor road, from stop control Location: Winter Street at Client: B2: right turn from minor road, from stop control 245 Winter Street Driveway B3: crossing maneuver from minor road, from stop control, assuming left- and right turns Street Names and Directions Street Notes are not permitted [otherwise, case B1 or B2 would supercede] Major Street name: Phinney's Lane Minor Street name: Great Marsh Road EB/WB Desirable Calculated… Condition Met? Minor Street intersects from the: … ISD, case B1: 410 Yes … ISD, case B2: 345 No The minor street predominantly serves…… ISD, case B3: 355 Yes Sight distance location intersection is…[note: if number of lanes crossed exceeds 6, or if grades are steep, consult the manual] Total number of lanes on Major Street is… Grade Information [enter down slope as a negative number]Minimum Calculated …Condition Met? Major Street Approach Grade: 0.00%NB … ISD, case B1: 270 Yes 0.00%SB … ISD, case B2: 260 Yes Minor Street Approach Grade: 0.00%NB … ISD, case B3: 270 Yes 0.00%SB [note: minimum ISD is equal to required SSD] Major Street Speed Information Posted Observed *Calculated …Condition Met? n/a NB 37 … SSD: 270 traveling NB Yes n/a SB 36 260 traveling SB Yes * note: off-peak 85th percentile speeds Section II Section IV ISD and SSD Observations AASHTO Guidance Instructions on how to observe and measure ISD and SSD are included on subsequent pages.Refer to AASHTO for specific guidance on SSD and ISD if presented with an unusual/atypical case. Adequate ISD is not needed at signalized intersections, assuming traffic signal heads are visible on all approaches. Any object that would obstruct the driver's view should be removed or lowered, if practical. Such objects include buildings, parked cars, highway structures, hedges/vegetation/trees/bushes/unmowed lawn, walls, fences, and terrain. For ISD, an object should be considered an obstruction if it obstructs the vision of a driver whose eye height is 3.5 feet above the roadway surface and the object to be seen is 3.5 feet above the surface of the intersecting road. Where horizontal sight restrictions occur on downgrades, particularly at the ends of long downgrades, it is desirable to provide SSD that exceeds those values indicated above (refer to page 114 of AASHTO). Limiting Factors: Observed ISD: 450 looking left [north] (rounded to nearest 5 feet)300 looking right [south] Observed SSD: 350 traveling NB (rounded to nearest 5 feet)550 traveling SB SSD - Stopping sight distance is the distance required for a vehicle approaching an intersection from either direction to perceive, react, and come to a complete stop before colliding with the exiting vehicle from a driveway. In this respect, SSD can be considered as the minimum visibility criterion for the safe operation of an unsignalized intersection. ISD - Intersection sight distance is the distance that is based on the time required for perception, reaction and completion of the desired critical exiting maneuver [typically, a left turn] once the driver on a minor street approach [or a site drive] decides to execute the maneuver. Calculation for the critical ISD includes the time to [1] turn left, and to clear the near half of the intersection without conflicting with the vehicles approaching from the left; and [2] upon turning left, to accelerate to the operating speed on the roadway without causing approaching vehicles on the main road to unduly reduce their speed. In this context, ISD can be considered as a desirable visibility criterion for the safe operation of an unsignalized intersection. \\vhb.com\gbl\proj\Wat-TS\16772.00\05_Work\MA_TPO\Technical\Traffic\Sight Distance\AASHTO_sight_distance_great marsh at phinneys last revised: 2006.08.01 Stopping Sight Distance and Intersection Sight Distance Calculator [v0.97] Based on 'A Policy on Geometric Design of Highways and Streets', AASHTO, 2004 Section I Section III Project Information ISD and SSD Calculations (rounded up to the next highest 5 feet) [sources: SSD - AASHTO, pp.110-117; ISD - AASHTO, pp. 650 - 664] Project Number: 16772.00 Analyst: VHB/AES Cases are described in detail on subsequent pages. In summary… City/Town, State: Waltham, MA B1: left turn from minor road, from stop control Location: Winter Street at Client: B2: right turn from minor road, from stop control 245 Winter Street Driveway B3: crossing maneuver from minor road, from stop control, assuming left- and right turns Street Names and Directions Street Notes are not permitted [otherwise, case B1 or B2 would supercede] Major Street name: Winter Street Minor Street name: Site Driveway NB/SB Desirable Calculated… Condition Met? Minor Street intersects from the: … ISD, case B1: 390 Yes … ISD, case B2: 335 No The minor street predominantly serves…… ISD, case B3: 335 Yes Sight distance location intersection is…[note: if number of lanes crossed exceeds 6, or if grades are steep, consult the manual] Total number of lanes on Major Street is… Grade Information [enter down slope as a negative number]Minimum Calculated …Condition Met? Major Street Approach Grade: 0.00%EB … ISD, case B1: 250 Yes 0.00%WB … ISD, case B2: 250 No Minor Street Approach Grade: 0.00%NB … ISD, case B3: 250 Yes 0.00%SB [note: minimum ISD is equal to required SSD] Major Street Speed Information Posted Observed *Calculated …Condition Met? n/a EB 34 … SSD: 240 traveling EB Yes n/a WB 35 250 traveling WB Yes * note: off-peak 85th percentile speeds Section II Section IV ISD and SSD Observations AASHTO Guidance Instructions on how to observe and measure ISD and SSD are included on subsequent pages.Refer to AASHTO for specific guidance on SSD and ISD if presented with an unusual/atypical case. Adequate ISD is not needed at signalized intersections, assuming traffic signal heads are visible on all approaches. Any object that would obstruct the driver's view should be removed or lowered, if practical. Such objects include buildings, parked cars, highway structures, hedges/vegetation/trees/bushes/unmowed lawn, walls, fences, and terrain. For ISD, an object should be considered an obstruction if it obstructs the vision of a driver whose eye height is 3.5 feet above the roadway surface and the object to be seen is 3.5 feet above the surface of the intersecting road. Where horizontal sight restrictions occur on downgrades, particularly at the ends of long downgrades, it is desirable to provide SSD that exceeds those values indicated above (refer to page 114 of AASHTO). Limiting Factors: Observed ISD: 414 looking left [east] (rounded to nearest 5 feet)126 looking right [west] Observed SSD: 489 traveling EB (rounded to nearest 5 feet)414 traveling WB SSD - Stopping sight distance is the distance required for a vehicle approaching an intersection from either direction to perceive, react, and come to a complete stop before colliding with the exiting vehicle from a driveway. In this respect, SSD can be considered as the minimum visibility criterion for the safe operation of an unsignalized intersection. ISD - Intersection sight distance is the distance that is based on the time required for perception, reaction and completion of the desired critical exiting maneuver [typically, a left turn] once the driver on a minor street approach [or a site drive] decides to execute the maneuver. Calculation for the critical ISD includes the time to [1] turn left, and to clear the near half of the intersection without conflicting with the vehicles approaching from the left; and [2] upon turning left, to accelerate to the operating speed on the roadway without causing approaching vehicles on the main road to unduly reduce their speed. In this context, ISD can be considered as a desirable visibility criterion for the safe operation of an unsignalized intersection. \\vhb.com\gbl\proj\Wat-TS\16772.00\05_Work\MA_TPO\Technical\Traffic\Sight Distance\AASHTO_sight_distance_great marsh at site last revised: 2006.08.01 Intersection Capacity Analyses 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 1: Phinney's Lane & Route 28 (Falmouth Road) Timing Plan: 2026 Existing Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-PK.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Ø3 Lane Configurations Traffic Volume (vph) 220 990 30 50 780 20 30 85 45 25 95 160 Future Volume (vph) 220 990 30 50 780 20 30 85 45 25 95 160 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 16 11 11 16 12 12 12 10 10 12 Storage Length (ft) 300 0 130 180 95 0 95 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 1694 3337 0 1745 3284 0 1805 1801 0 1685 1488 0 Flt Permitted 0.388 0.519 0.291 0.617 Satd. Flow (perm) 692 3337 0 953 3284 0 552 1801 0 1094 1488 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 3 3 20 63 Link Speed (mph) 30 30 30 30 Link Distance (ft) 947 846 814 646 Travel Time (s) 21.5 19.2 18.5 14.7 Confl. Peds. (#/hr) 2 2 Confl. Bikes (#/hr) 1 Peak Hour Factor 0.91 0.91 0.91 0.92 0.92 0.92 0.82 0.82 0.82 0.88 0.88 0.88 Heavy Vehicles (%) 3% 4% 7% 0% 6% 0% 0% 0% 0% 0% 5% 8% Shared Lane Traffic (%) Lane Group Flow (vph) 242 1121 0 54 870 0 37 159 0 28 290 0 Turn Type custom NA custom NA Perm NA Perm NA Protected Phases 2 6 8 4 3 Permitted Phases 5 1 8 4 Detector Phase 5 2 1 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 15.0 6.0 15.0 6.0 6.0 6.0 6.0 1.0 Minimum Split (s) 12.0 21.0 12.0 21.0 12.0 12.0 12.0 12.0 29.0 Total Split (s) 16.0 46.0 16.0 46.0 21.0 21.0 21.0 21.0 29.0 Total Split (%) 14.3% 41.1% 14.3% 41.1% 18.8% 18.8% 18.8% 18.8% 26% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 2.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None Min None Min None None None None None Act Effct Green (s) 10.3 39.8 9.7 35.5 15.5 15.5 15.5 15.5 Actuated g/C Ratio 0.12 0.47 0.12 0.42 0.18 0.18 0.18 0.18 v/c Ratio 2.88 0.71 0.50 0.63 0.37 0.46 0.14 0.90 Control Delay (s/veh) 892.9 23.8 56.6 22.6 48.3 35.6 37.2 59.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 892.9 23.8 56.6 22.6 48.3 35.6 37.2 59.6 LOS F C E C D D D E Approach Delay (s/veh) 178.1 24.6 38.0 57.6 Approach LOS F C D E Queue Length 50th (ft) ~225 234 27 167 17 65 12 123 Queue Length 95th (ft) #487 #565 #103 378 #60 149 46 #378 Internal Link Dist (ft) 867 766 734 566 Turn Bay Length (ft) 300 130 95 95 Base Capacity (vph) 84 1636 116 1610 101 347 200 324 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 2.88 0.69 0.47 0.54 0.37 0.46 0.14 0.90 Intersection Summary Area Type: Other Cycle Length: 112 Actuated Cycle Length: 84.3 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 2.88 Intersection Signal Delay (s/veh): 104.0 Intersection LOS: F Intersection Capacity Utilization 74.3% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Phinney's Lane & Route 28 (Falmouth Road) 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 2: Phinney's Lane & Great Marsh Road Timing Plan: 2026 Existing Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-PK.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 120 35 25 305 250 60 Future Volume (vph) 120 35 25 305 250 60 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 11 11 11 11 Satd. Flow (prot) 1619 0 0 1764 1687 0 Flt Permitted 0.963 0.996 Satd. Flow (perm) 1619 0 0 1764 1687 0 Link Speed (mph) 30 30 30 Link Distance (ft) 768 646 670 Travel Time (s) 17.5 14.7 15.2 Peak Hour Factor 0.93 0.93 0.90 0.90 0.84 0.84 Heavy Vehicles (%) 2% 3% 0% 4% 7% 2% Shared Lane Traffic (%) Lane Group Flow (vph) 167 0 0 367 369 0 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 52.1% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 2: Phinney's Lane & Great Marsh Road Timing Plan: 2026 Existing Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-PK.syn HCM 7th TWSC VHB/AES 06/11/2026 Intersection Int Delay, s/veh 3.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 120 35 25 305 250 60 Future Vol, veh/h 120 35 25 305 250 60 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 90 90 84 84 Heavy Vehicles, % 2 3 0 4 7 2 Mvmt Flow 129 38 28 339 298 71 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 728 333 369 0 - 0 Stage 1 333 - - - - - Stage 2 394 - - - - - Critical Hdwy 6.42 6.23 4.1 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.327 2.2 - - - Pot Cap-1 Maneuver 391 706 1201 - - - Stage 1 726 - - - - - Stage 2 681 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 379 706 1201 - - - Mov Cap-2 Maneuver 379 - - - - - Stage 1 705 - - - - - Stage 2 681 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 18.9 0.61 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 136 - 424 - - HCM Lane V/C Ratio 0.023 - 0.393 - - HCM Ctrl Dly (s/v) 8.1 0 18.9 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0.1 - 1.8 - - 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 3: Site Driveway/Juniper Road & Great Marsh Road Timing Plan: 2026 Existing Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-PK.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 145 0 0 80 2 0 0 0 10 0 5 Future Volume (vph) 1 145 0 0 80 2 0 0 0 10 0 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 16 16 16 12 12 12 10 10 10 Satd. Flow (prot) 0 1773 0 0 2126 0 0 1900 0 0 1639 0 Flt Permitted 0.968 Satd. Flow (perm) 0 1773 0 0 2126 0 0 1900 0 0 1639 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 255 768 217 542 Travel Time (s) 5.8 17.5 4.9 12.3 Confl. Peds. (#/hr) 1 1 Confl. Bikes (#/hr) 1 Peak Hour Factor 0.91 0.91 0.91 0.69 0.69 0.69 0.92 0.92 0.92 0.69 0.69 0.69 Heavy Vehicles (%) 0% 0% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 160 0 0 119 0 0 0 0 0 21 0 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 18.4% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 3: Site Driveway/Juniper Road & Great Marsh Road Timing Plan: 2026 Existing Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-PK.syn HCM 7th TWSC VHB/AES 06/11/2026 Intersection Int Delay, s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 145 0 0 80 2 0 0 0 10 0 5 Future Vol, veh/h 1 145 0 0 80 2 0 0 0 10 0 5 Conflicting Peds, #/hr 1 0 0 0 0 1 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 69 69 69 92 92 92 69 69 69 Heavy Vehicles, % 0 0 0 0 1 0 0 0 0 0 0 0 Mvmt Flow 1 159 0 0 116 3 0 0 0 14 0 7 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 120 0 0 159 0 0 277 281 159 280 280 118 Stage 1 - - - - - - 162 162 - 118 118 - Stage 2 - - - - - - 116 120 - 162 162 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1481 - - 1432 - - 679 631 891 676 632 939 Stage 1 - - - - - - 845 768 - 891 802 - Stage 2 - - - - - - 894 800 - 845 768 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1479 - - 1432 - - 673 630 891 675 631 938 Mov Cap-2 Maneuver - - - - - - 673 630 - 675 631 - Stage 1 - - - - - - 845 768 - 890 801 - Stage 2 - - - - - - 887 800 - 845 768 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.05 0 0 9.98 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) - 12 - - 1432 - - 745 HCM Lane V/C Ratio - 0.001 - - - - - 0.029 HCM Ctrl Dly (s/v) 0 7.4 0 - 0 - - 10 HCM Lane LOS A A A - A - - A HCM 95th %tile Q(veh) - 0 - - 0 - - 0.1 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 4: Driveway /Point of Pines Avenue & Great Marsh Road Timing Plan: 2026 Existing Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-PK.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 145 0 0 85 5 0 0 1 5 0 5 Future Volume (vph) 2 145 0 0 85 5 0 0 1 5 0 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 10 10 10 12 12 12 11 11 11 Satd. Flow (prot) 0 1744 0 0 1743 0 0 1644 0 0 1485 0 Flt Permitted 0.999 0.976 Satd. Flow (perm) 0 1744 0 0 1743 0 0 1644 0 0 1485 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 184 255 243 406 Travel Time (s) 4.2 5.8 5.5 9.2 Confl. Peds. (#/hr) 1 1 Peak Hour Factor 0.91 0.91 0.91 0.75 0.75 0.75 0.25 0.25 0.25 0.44 0.44 0.44 Heavy Vehicles (%) 50% 1% 0% 0% 1% 0% 0% 0% 0% 0% 0% 25% Shared Lane Traffic (%) Lane Group Flow (vph) 0 161 0 0 120 0 0 4 0 0 22 0 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 21.0% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 4: Driveway /Point of Pines Avenue & Great Marsh Road Timing Plan: 2026 Existing Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-PK.syn HCM 7th TWSC VHB/AES 06/11/2026 Intersection Int Delay, s/veh 0.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 145 0 0 85 5 0 0 1 5 0 5 Future Vol, veh/h 2 145 0 0 85 5 0 0 1 5 0 5 Conflicting Peds, #/hr 1 0 0 0 0 1 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 75 75 75 25 25 25 44 44 44 Heavy Vehicles, % 50 1 0 0 1 0 0 0 0 0 0 25 Mvmt Flow 2 159 0 0 113 7 0 0 4 11 0 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 121 0 0 159 0 0 277 285 159 281 281 118 Stage 1 - - - - - - 164 164 - 118 118 - Stage 2 - - - - - - 113 121 - 164 164 - Critical Hdwy 4.6 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.45 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.65 - - 2.2 - - 3.5 4 3.3 3.5 4 3.525 Pot Cap-1 Maneuver 1216 - - 1432 - - 679 628 891 675 631 876 Stage 1 - - - - - - 843 766 - 892 802 - Stage 2 - - - - - - 896 800 - 843 766 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1215 - - 1432 - - 669 626 891 670 629 875 Mov Cap-2 Maneuver - - - - - - 669 626 - 670 629 - Stage 1 - - - - - - 841 765 - 891 801 - Stage 2 - - - - - - 885 799 - 838 765 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.11 0 9.06 9.89 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 891 24 - - 1432 - - 759 HCM Lane V/C Ratio 0.004 0.002 - - - - - 0.03 HCM Ctrl Dly (s/v) 9.1 8 0 - 0 - - 9.9 HCM Lane LOS A A A - A - - A HCM 95th %tile Q(veh) 0 0 - - 0 - - 0.1 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 5: Shootflying Hill Road & Great Marsh Road Timing Plan: 2026 Existing Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-PK.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 10 90 2 10 60 20 0 55 5 35 45 5 Future Volume (vph) 10 90 2 10 60 20 0 55 5 35 45 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 12 12 12 11 11 11 Satd. Flow (prot) 0 1792 0 0 1720 0 0 1795 0 0 1707 0 Flt Permitted 0.995 0.995 0.980 Satd. Flow (perm) 0 1792 0 0 1720 0 0 1795 0 0 1707 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 563 2758 426 721 Travel Time (s) 12.8 62.7 9.7 16.4 Confl. Bikes (#/hr) 1 1 Peak Hour Factor 0.85 0.85 0.85 0.81 0.81 0.81 0.90 0.90 0.90 0.85 0.85 0.85 Heavy Vehicles (%) 0% 2% 0% 10% 3% 0% 0% 5% 0% 6% 4% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 120 0 0 111 0 0 67 0 0 100 0 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 24.9% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 5: Shootflying Hill Road & Great Marsh Road Timing Plan: 2026 Existing Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-PK.syn HCM 7th AWSC VHB/AES 06/11/2026 Intersection Intersection Delay, s/veh 8.2 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 90 2 10 60 20 0 55 5 35 45 5 Future Vol, veh/h 10 90 2 10 60 20 0 55 5 35 45 5 Peak Hour Factor 0.85 0.85 0.85 0.81 0.81 0.81 0.90 0.90 0.90 0.85 0.85 0.85 Heavy Vehicles, % 0 2 0 10 3 0 0 5 0 6 4 0 Mvmt Flow 12 106 2 12 74 25 0 61 6 41 53 6 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh 8.2 8.2 8 8.4 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 0% 10% 11% 41% Vol Thru, % 92% 88% 67% 53% Vol Right, % 8% 2% 22% 6% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 60 102 90 85 LT Vol 0 10 10 35 Through Vol 55 90 60 45 RT Vol 5 2 20 5 Lane Flow Rate 67 120 111 100 Geometry Grp 1 1 1 1 Degree of Util (X) 0.085 0.148 0.139 0.129 Departure Headway (Hd) 4.586 4.431 4.491 4.659 Convergence, Y/N Yes Yes Yes Yes Cap 782 811 800 771 Service Time 2.61 2.45 2.51 2.681 HCM Lane V/C Ratio 0.086 0.148 0.139 0.13 HCM Control Delay, s/veh 8 8.2 8.2 8.4 HCM Lane LOS A A A A HCM 95th-tile Q 0.3 0.5 0.5 0.4 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 6: Old Stage Road & Driveway /Great Marsh Road Timing Plan: 2026 Existing Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-PK.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 1 0 1 0 65 1 395 1 100 540 1 Future Volume (vph) 1 1 0 1 0 65 1 395 1 100 540 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 16 16 16 13 13 13 10 10 10 Storage Length (ft) 0 0 0 0 0 0 140 0 Storage Lanes 0 0 0 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 0 1236 0 0 1811 0 0 1888 0 1636 1722 0 Flt Permitted 0.976 0.999 0.950 Satd. Flow (perm) 0 1236 0 0 1811 0 0 1888 0 1636 1722 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 401 563 1083 673 Travel Time (s) 9.1 12.8 24.6 15.3 Confl. Peds. (#/hr) 2 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 100% 0% 0% 0% 0% 3% 0% 4% 0% 3% 3% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 2 0 0 72 0 0 431 0 109 588 0 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 63.5% ICU Level of Service B Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 6: Old Stage Road & Driveway /Great Marsh Road Timing Plan: 2026 Existing Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-PK.syn HCM 7th TWSC VHB/AES 06/11/2026 Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 1 0 1 0 65 1 395 1 100 540 1 Future Vol, veh/h 1 1 0 1 0 65 1 395 1 100 540 1 Conflicting Peds, #/hr 0 0 0 0 0 0 2 0 0 0 0 2 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - 140 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 100 0 0 0 0 3 0 4 0 3 3 0 Mvmt Flow 1 1 0 1 0 71 1 429 1 109 587 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1238 1240 590 1237 1240 430 590 0 0 430 0 0 Stage 1 807 807 - 432 432 - - - - - - - Stage 2 432 433 - 805 807 - - - - - - - Critical Hdwy 8.1 6.5 6.2 7.1 6.5 6.23 4.1 - - 4.13 - - Critical Hdwy Stg 1 7.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 7.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 4.4 4 3.3 3.5 4 3.327 2.2 - - 2.227 - - Pot Cap-1 Maneuver 98 177 512 154 177 623 995 - - 1124 - - Stage 1 262 397 - 606 586 - - - - - - - Stage 2 450 585 - 379 397 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 78 159 511 138 159 623 993 - - 1124 - - Mov Cap-2 Maneuver 78 159 - 138 159 - - - - - - - Stage 1 236 358 - 605 585 - - - - - - - Stage 2 398 584 - 341 358 - - - - - - - Approach EB WB NB SB HCM Ctrl Dly, s/v 40.07 11.92 0.02 1.33 HCM LOS E B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 5 - - 105 592 1124 - - HCM Lane V/C Ratio 0.001 - - 0.021 0.121 0.097 - - HCM Ctrl Dly (s/v) 8.6 0 - 40.1 11.9 8.5 - - HCM Lane LOS A A - E B A - - HCM 95th %tile Q(veh) 0 - - 0.1 0.4 0.3 - - 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 1: Phinney's Lane & Route 28 (Falmouth Road) Timing Plan: 2026 Existing Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-PK.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Ø3 Lane Configurations Traffic Volume (vph) 190 935 45 62 895 55 45 130 60 40 105 245 Future Volume (vph) 190 935 45 62 895 55 45 130 60 40 105 245 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 16 11 11 16 12 12 12 10 10 12 Storage Length (ft) 300 0 130 180 95 0 95 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 1662 3397 0 1745 3426 0 1805 1768 0 1685 1551 0 Flt Permitted 0.388 0.388 0.260 0.415 Satd. Flow (perm) 679 3397 0 712 3426 0 494 1768 0 736 1551 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 5 6 17 86 Link Speed (mph) 30 30 30 30 Link Distance (ft) 947 846 814 646 Travel Time (s) 21.5 19.2 18.5 14.7 Confl. Peds. (#/hr) 2 2 Confl. Bikes (#/hr) 1 Peak Hour Factor 0.92 0.92 0.92 0.96 0.96 0.96 0.78 0.78 0.78 0.94 0.94 0.94 Heavy Vehicles (%) 5% 2% 0% 0% 1% 0% 0% 2% 2% 0% 3% 2% Shared Lane Traffic (%) Lane Group Flow (vph) 207 1065 0 65 989 0 58 244 0 43 373 0 Turn Type custom NA custom NA Perm NA Perm NA Protected Phases 2 6 8 4 3 Permitted Phases 5 1 8 4 Detector Phase 5 2 1 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 15.0 6.0 15.0 6.0 6.0 6.0 6.0 1.0 Minimum Split (s) 12.0 21.0 12.0 21.0 12.0 12.0 12.0 12.0 29.0 Total Split (s) 16.0 46.0 16.0 46.0 21.0 21.0 21.0 21.0 29.0 Total Split (%) 14.3% 41.1% 14.3% 41.1% 18.8% 18.8% 18.8% 18.8% 26% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 2.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None Min None Min None None None None None Act Effct Green (s) 10.3 35.0 10.3 35.0 15.4 15.4 15.4 15.4 Actuated g/C Ratio 0.12 0.42 0.12 0.42 0.18 0.18 0.18 0.18 v/c Ratio 2.49 0.75 0.75 0.69 0.64 0.72 0.32 1.05 Control Delay (s/veh) 727.0 25.7 87.0 23.9 69.3 46.2 42.7 90.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 727.0 25.7 87.0 23.9 69.3 46.2 42.7 90.1 LOS F C F C E D D F Approach Delay (s/veh) 139.8 27.8 50.6 85.2 Approach LOS F C D F Queue Length 50th (ft) ~178 212 31 188 27 107 18 ~159 Queue Length 95th (ft) #432 #482 #141 421 #102 #262 68 #495 Internal Link Dist (ft) 867 766 734 566 Turn Bay Length (ft) 300 130 95 95 Base Capacity (vph) 83 1674 87 1689 91 340 136 356 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 2.49 0.64 0.75 0.59 0.64 0.72 0.32 1.05 Intersection Summary Area Type: Other Cycle Length: 112 Actuated Cycle Length: 83.5 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 2.49 Intersection Signal Delay (s/veh): 84.7 Intersection LOS: F Intersection Capacity Utilization 82.6% ICU Level of Service E Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Phinney's Lane & Route 28 (Falmouth Road) 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 2: Phinney's Lane & Great Marsh Road Timing Plan: 2026 Existing Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-PK.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 120 35 60 310 355 145 Future Volume (vph) 120 35 60 310 355 145 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 11 11 11 11 Satd. Flow (prot) 1644 0 0 1763 1740 0 Flt Permitted 0.963 0.992 Satd. Flow (perm) 1644 0 0 1763 1740 0 Link Speed (mph) 30 30 30 Link Distance (ft) 768 646 670 Travel Time (s) 17.5 14.7 15.2 Peak Hour Factor 0.96 0.96 0.92 0.92 0.94 0.94 Heavy Vehicles (%) 1% 0% 0% 4% 2% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 161 0 0 402 532 0 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 65.9% ICU Level of Service C Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 2: Phinney's Lane & Great Marsh Road Timing Plan: 2026 Existing Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-PK.syn HCM 7th TWSC VHB/AES 06/11/2026 Intersection Int Delay, s/veh 4.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 120 35 60 310 355 145 Future Vol, veh/h 120 35 60 310 355 145 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 92 92 94 94 Heavy Vehicles, % 1 0 0 4 2 0 Mvmt Flow 125 36 65 337 378 154 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 922 455 532 0 - 0 Stage 1 455 - - - - - Stage 2 467 - - - - - Critical Hdwy 6.41 6.2 4.1 - - - Critical Hdwy Stg 1 5.41 - - - - - Critical Hdwy Stg 2 5.41 - - - - - Follow-up Hdwy 3.509 3.3 2.2 - - - Pot Cap-1 Maneuver 301 610 1046 - - - Stage 1 641 - - - - - Stage 2 633 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 278 610 1046 - - - Mov Cap-2 Maneuver 278 - - - - - Stage 1 592 - - - - - Stage 2 633 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 27.59 1.41 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 292 - 317 - - HCM Lane V/C Ratio 0.062 - 0.509 - - HCM Ctrl Dly (s/v) 8.7 0 27.6 - - HCM Lane LOS A A D - - HCM 95th %tile Q(veh) 0.2 - 2.7 - - 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 3: Site Driveway/Juniper Road & Great Marsh Road Timing Plan: 2026 Existing Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-PK.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 155 0 0 205 2 0 0 0 0 0 5 Future Volume (vph) 1 155 0 0 205 2 0 0 0 0 0 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 16 16 16 12 12 12 10 10 10 Satd. Flow (prot) 0 1773 0 0 2149 0 0 1900 0 0 1534 0 Flt Permitted Satd. Flow (perm) 0 1773 0 0 2149 0 0 1900 0 0 1534 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 255 768 217 542 Travel Time (s) 5.8 17.5 4.9 12.3 Peak Hour Factor 0.92 0.92 0.92 0.77 0.77 0.77 0.92 0.92 0.92 0.50 0.50 0.50 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 169 0 0 269 0 0 0 0 0 10 0 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 20.9% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 3: Site Driveway/Juniper Road & Great Marsh Road Timing Plan: 2026 Existing Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-PK.syn HCM 7th TWSC VHB/AES 06/11/2026 Intersection Int Delay, s/veh 0.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 155 0 0 205 2 0 0 0 0 0 5 Future Vol, veh/h 1 155 0 0 205 2 0 0 0 0 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 77 77 77 92 92 92 50 50 50 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 1 168 0 0 266 3 0 0 0 0 0 10 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 269 0 0 168 0 0 437 439 168 438 438 268 Stage 1 - - - - - - 171 171 - 268 268 - Stage 2 - - - - - - 266 269 - 171 171 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1306 - - 1421 - - 533 514 881 532 515 776 Stage 1 - - - - - - 836 761 - 742 691 - Stage 2 - - - - - - 744 690 - 836 761 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1306 - - 1421 - - 526 514 881 532 515 776 Mov Cap-2 Maneuver - - - - - - 526 514 - 532 515 - Stage 1 - - - - - - 835 761 - 742 691 - Stage 2 - - - - - - 734 690 - 835 761 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.05 0 0 9.7 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) - 12 - - 1421 - - 776 HCM Lane V/C Ratio - 0.001 - - - - - 0.013 HCM Ctrl Dly (s/v) 0 7.8 0 - 0 - - 9.7 HCM Lane LOS A A A - A - - A HCM 95th %tile Q(veh) - 0 - - 0 - - 0 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 4: Driveway /Point of Pines Avenue & Great Marsh Road Timing Plan: 2026 Existing Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-PK.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 150 0 0 200 5 0 0 0 5 0 5 Future Volume (vph) 5 150 0 0 200 5 0 0 0 5 0 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 10 10 10 12 12 12 11 11 11 Satd. Flow (prot) 0 1770 0 0 1766 0 0 1900 0 0 1671 0 Flt Permitted 0.998 0.976 Satd. Flow (perm) 0 1770 0 0 1766 0 0 1900 0 0 1671 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 184 255 243 406 Travel Time (s) 4.2 5.8 5.5 9.2 Confl. Bikes (#/hr) 3 Peak Hour Factor 0.96 0.96 0.96 0.76 0.76 0.76 0.25 0.25 0.25 0.38 0.38 0.38 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 161 0 0 270 0 0 0 0 0 26 0 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 21.9% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 4: Driveway /Point of Pines Avenue & Great Marsh Road Timing Plan: 2026 Existing Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-PK.syn HCM 7th TWSC VHB/AES 06/11/2026 Intersection Int Delay, s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 150 0 0 200 5 0 0 0 5 0 5 Future Vol, veh/h 5 150 0 0 200 5 0 0 0 5 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 76 76 76 25 25 25 38 38 38 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 5 156 0 0 263 7 0 0 0 13 0 13 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 270 0 0 156 0 0 430 436 156 433 433 266 Stage 1 - - - - - - 167 167 - 266 266 - Stage 2 - - - - - - 263 270 - 167 167 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1305 - - 1436 - - 539 517 895 536 519 777 Stage 1 - - - - - - 840 764 - 743 692 - Stage 2 - - - - - - 746 690 - 840 764 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1305 - - 1436 - - 528 514 895 534 516 777 Mov Cap-2 Maneuver - - - - - - 528 514 - 534 516 - Stage 1 - - - - - - 836 761 - 743 692 - Stage 2 - - - - - - 734 690 - 836 761 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.25 0 0 10.93 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) - 58 - - 1436 - - 633 HCM Lane V/C Ratio - 0.004 - - - - - 0.042 HCM Ctrl Dly (s/v) 0 7.8 0 - 0 - - 10.9 HCM Lane LOS A A A - A - - B HCM 95th %tile Q(veh) - 0 - - 0 - - 0.1 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 5: Shootflying Hill Road & Great Marsh Road Timing Plan: 2026 Existing Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-PK.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 85 0 10 155 30 2 60 5 30 80 10 Future Volume (vph) 5 85 0 10 155 30 2 60 5 30 80 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 12 12 12 11 11 11 Satd. Flow (prot) 0 1831 0 0 1795 0 0 1877 0 0 1795 0 Flt Permitted 0.997 0.998 0.999 0.988 Satd. Flow (perm) 0 1831 0 0 1795 0 0 1877 0 0 1795 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 563 2758 426 721 Travel Time (s) 12.8 62.7 9.7 16.4 Confl. Bikes (#/hr) 1 1 1 Peak Hour Factor 0.86 0.86 0.86 0.88 0.88 0.88 0.90 0.90 0.90 0.89 0.89 0.89 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 105 0 0 221 0 0 75 0 0 135 0 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 33.0% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 5: Shootflying Hill Road & Great Marsh Road Timing Plan: 2026 Existing Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-PK.syn HCM 7th AWSC VHB/AES 06/11/2026 Intersection Intersection Delay, s/veh 8.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 85 0 10 155 30 2 60 5 30 80 10 Future Vol, veh/h 5 85 0 10 155 30 2 60 5 30 80 10 Peak Hour Factor 0.86 0.86 0.86 0.88 0.88 0.88 0.90 0.90 0.90 0.89 0.89 0.89 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 6 99 0 11 176 34 2 67 6 34 90 11 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh 8.4 9.2 8.4 8.8 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 3% 6% 5% 25% Vol Thru, % 90% 94% 79% 67% Vol Right, % 7% 0% 15% 8% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 67 90 195 120 LT Vol 2 5 10 30 Through Vol 60 85 155 80 RT Vol 5 0 30 10 Lane Flow Rate 74 105 222 135 Geometry Grp 1 1 1 1 Degree of Util (X) 0.099 0.136 0.274 0.178 Departure Headway (Hd) 4.779 4.668 4.446 4.74 Convergence, Y/N Yes Yes Yes Yes Cap 747 766 807 755 Service Time 2.825 2.708 2.48 2.782 HCM Lane V/C Ratio 0.099 0.137 0.275 0.179 HCM Control Delay, s/veh 8.4 8.4 9.2 8.8 HCM Lane LOS A A A A HCM 95th-tile Q 0.3 0.5 1.1 0.6 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 6: Old Stage Road & Driveway /Great Marsh Road Timing Plan: 2026 Existing Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-PK.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 0 0 165 0 605 1 85 450 0 Future Volume (vph) 0 0 0 0 0 165 0 605 1 85 450 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 16 16 16 13 13 13 10 10 10 Storage Length (ft) 0 0 0 0 0 0 140 0 Storage Lanes 0 0 0 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 0 1900 0 0 1863 0 0 1944 0 1668 1756 0 Flt Permitted 0.950 Satd. Flow (perm) 0 1900 0 0 1863 0 0 1944 0 1668 1756 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 401 563 1083 673 Travel Time (s) 9.1 12.8 24.6 15.3 Confl. Bikes (#/hr) 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.95 0.95 0.95 0.96 0.96 0.96 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 1% 0% 1% 1% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 179 0 0 638 0 89 469 0 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 75.8% ICU Level of Service D Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 6: Old Stage Road & Driveway /Great Marsh Road Timing Plan: 2026 Existing Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-PK.syn HCM 7th TWSC VHB/AES 06/11/2026 Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 165 0 605 1 85 450 0 Future Vol, veh/h 0 0 0 0 0 165 0 605 1 85 450 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - 140 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 95 95 95 96 96 96 Heavy Vehicles, % 0 0 0 0 0 0 0 1 0 1 1 0 Mvmt Flow 0 0 0 0 0 179 0 637 1 89 469 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1283 1284 469 1283 1283 637 469 0 0 638 0 0 Stage 1 646 646 - 637 637 - - - - - - - Stage 2 637 638 - 646 646 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.11 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.209 - - Pot Cap-1 Maneuver 143 166 599 143 167 481 1103 - - 951 - - Stage 1 464 470 - 469 474 - - - - - - - Stage 2 469 474 - 464 470 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 82 151 599 130 151 481 1103 - - 951 - - Mov Cap-2 Maneuver 82 151 - 130 151 - - - - - - - Stage 1 420 426 - 469 474 - - - - - - - Stage 2 294 474 - 420 426 - - - - - - - Approach EB WB NB SB HCM Ctrl Dly, s/v 0 16.88 0 1.46 HCM LOS A C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1103 - - - 481 951 - - HCM Lane V/C Ratio - - - - 0.373 0.093 - - HCM Ctrl Dly (s/v) 0 - - 0 16.9 9.2 - - HCM Lane LOS A - - A C A - - HCM 95th %tile Q(veh) 0 - - - 1.7 0.3 - - 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 1: Phinney's Lane & Route 28 (Falmouth Road) Timing Plan: 2033 No-Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-PK.syn Lanes, Volumes, Timings VHB/AES Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Ø3 Lane Configurations Traffic Volume (vph) 230 1030 30 50 815 20 30 90 45 25 100 165 Future Volume (vph) 230 1030 30 50 815 20 30 90 45 25 100 165 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 16 11 11 16 12 12 12 10 10 12 Storage Length (ft) 300 0 130 180 95 0 95 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 1694 3337 0 1745 3283 0 1805 1805 0 1685 1490 0 Flt Permitted 0.388 0.519 0.290 0.645 Satd. Flow (perm) 692 3337 0 953 3283 0 550 1805 0 1144 1490 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 3 2 19 61 Link Speed (mph) 30 30 30 30 Link Distance (ft) 947 846 814 646 Travel Time (s) 21.5 19.2 18.5 14.7 Confl. Peds. (#/hr) 2 2 Confl. Bikes (#/hr) 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 3% 4% 7% 0% 6% 0% 0% 0% 0% 0% 5% 8% Shared Lane Traffic (%) Lane Group Flow (vph) 250 1153 0 54 908 0 33 147 0 27 288 0 Turn Type custom NA custom NA Perm NA Perm NA Protected Phases 2 6 8 4 3 Permitted Phases 5 1 8 4 Detector Phase 5 2 1 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 15.0 6.0 15.0 6.0 6.0 6.0 6.0 1.0 Minimum Split (s) 12.0 21.0 12.0 21.0 12.0 12.0 12.0 12.0 29.0 Total Split (s) 16.0 46.0 16.0 46.0 21.0 21.0 21.0 21.0 29.0 Total Split (%) 14.3% 41.1% 14.3% 41.1% 18.8% 18.8% 18.8% 18.8% 26% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 2.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None Min None Min None None None None None Act Effct Green (s) 10.3 40.6 9.7 36.4 15.5 15.5 15.5 15.5 Actuated g/C Ratio 0.12 0.48 0.11 0.43 0.18 0.18 0.18 0.18 v/c Ratio 3.01 0.72 0.50 0.65 0.33 0.43 0.13 0.90 Control Delay (s/veh) 947.6 24.1 57.3 23.0 46.9 35.2 37.0 61.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 947.6 24.1 57.3 23.0 46.9 35.2 37.0 61.0 LOS F C E C D D D E Approach Delay (s/veh) 188.6 24.9 37.3 59.0 Approach LOS F C D E Queue Length 50th (ft) ~234 245 27 177 15 59 12 123 Queue Length 95th (ft) #501 #593 #103 400 #62 155 46 #390 Internal Link Dist (ft) 867 766 734 566 Turn Bay Length (ft) 300 130 95 95 Base Capacity (vph) 83 1618 115 1592 99 343 207 320 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 3.01 0.71 0.47 0.57 0.33 0.43 0.13 0.90 Intersection Summary Area Type: Other Cycle Length: 112 Actuated Cycle Length: 85.1 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 3.01 Intersection Signal Delay (s/veh): 109.8 Intersection LOS: F Intersection Capacity Utilization 75.8% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Phinney's Lane & Route 28 (Falmouth Road) 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 2: Phinney's Lane & Great Marsh Road Timing Plan: 2033 No-Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-PK.syn Lanes, Volumes, Timings VHB/AES Page 2 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 125 35 25 320 260 65 Future Volume (vph) 125 35 25 320 260 65 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 11 11 11 11 Satd. Flow (prot) 1621 0 0 1764 1686 0 Flt Permitted 0.962 0.996 Satd. Flow (perm) 1621 0 0 1764 1686 0 Link Speed (mph) 30 30 30 Link Distance (ft) 768 646 670 Travel Time (s) 17.5 14.7 15.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 2% 3% 0% 4% 7% 2% Shared Lane Traffic (%) Lane Group Flow (vph) 174 0 0 375 354 0 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.2% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 2: Phinney's Lane & Great Marsh Road Timing Plan: 2033 No-Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-PK.syn HCM 7th TWSC VHB/AES Page 3 Intersection Int Delay, s/veh 3.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 125 35 25 320 260 65 Future Vol, veh/h 125 35 25 320 260 65 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 3 0 4 7 2 Mvmt Flow 136 38 27 348 283 71 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 720 318 353 0 - 0 Stage 1 318 - - - - - Stage 2 402 - - - - - Critical Hdwy 6.42 6.23 4.1 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.327 2.2 - - - Pot Cap-1 Maneuver 395 720 1217 - - - Stage 1 738 - - - - - Stage 2 675 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 384 720 1217 - - - Mov Cap-2 Maneuver 384 - - - - - Stage 1 717 - - - - - Stage 2 675 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 19.08 0.58 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 130 - 427 - - HCM Lane V/C Ratio 0.022 - 0.407 - - HCM Ctrl Dly (s/v) 8 0 19.1 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0.1 - 1.9 - - 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 3: Site Driveway/Juniper Road & Great Marsh Road Timing Plan: 2033 No-Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-PK.syn Lanes, Volumes, Timings VHB/AES Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 150 0 0 85 2 0 0 0 10 0 5 Future Volume (vph) 1 150 0 0 85 2 0 0 0 10 0 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 16 16 16 12 12 12 10 10 10 Satd. Flow (prot) 0 1773 0 0 2126 0 0 1900 0 0 1643 0 Flt Permitted 0.967 Satd. Flow (perm) 0 1773 0 0 2126 0 0 1900 0 0 1643 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 255 768 217 542 Travel Time (s) 5.8 17.5 4.9 12.3 Confl. Peds. (#/hr) 1 1 Confl. Bikes (#/hr) 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 0% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 164 0 0 94 0 0 0 0 0 16 0 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 18.7% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 3: Site Driveway/Juniper Road & Great Marsh Road Timing Plan: 2033 No-Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-PK.syn HCM 7th TWSC VHB/AES Page 5 Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 150 0 0 85 2 0 0 0 10 0 5 Future Vol, veh/h 1 150 0 0 85 2 0 0 0 10 0 5 Conflicting Peds, #/hr 1 0 0 0 0 1 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 1 0 0 0 0 0 0 0 Mvmt Flow 1 163 0 0 92 2 0 0 0 11 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 96 0 0 163 0 0 258 261 163 260 260 94 Stage 1 - - - - - - 165 165 - 94 94 - Stage 2 - - - - - - 92 96 - 165 165 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1511 - - 1428 - - 700 647 887 697 648 968 Stage 1 - - - - - - 842 765 - 917 821 - Stage 2 - - - - - - 920 820 - 842 765 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1510 - - 1428 - - 695 646 887 696 647 967 Mov Cap-2 Maneuver - - - - - - 695 646 - 696 647 - Stage 1 - - - - - - 841 765 - 917 820 - Stage 2 - - - - - - 914 819 - 841 765 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.05 0 0 9.79 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) - 12 - - 1428 - - 768 HCM Lane V/C Ratio - 0.001 - - - - - 0.021 HCM Ctrl Dly (s/v) 0 7.4 0 - 0 - - 9.8 HCM Lane LOS A A A - A - - A HCM 95th %tile Q(veh) - 0 - - 0 - - 0.1 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 4: Driveway /Point of Pines Avenue & Great Marsh Road Timing Plan: 2033 No-Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-PK.syn Lanes, Volumes, Timings VHB/AES Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 150 0 0 90 5 0 0 1 5 0 5 Future Volume (vph) 2 150 0 0 90 5 0 0 1 5 0 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 10 10 10 12 12 12 11 11 11 Satd. Flow (prot) 0 1744 0 0 1744 0 0 1644 0 0 1485 0 Flt Permitted 0.999 0.976 Satd. Flow (perm) 0 1744 0 0 1744 0 0 1644 0 0 1485 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 184 255 243 406 Travel Time (s) 4.2 5.8 5.5 9.2 Confl. Peds. (#/hr) 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 50% 1% 0% 0% 1% 0% 0% 0% 0% 0% 0% 25% Shared Lane Traffic (%) Lane Group Flow (vph) 0 165 0 0 103 0 0 1 0 0 10 0 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 21.3% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 4: Driveway /Point of Pines Avenue & Great Marsh Road Timing Plan: 2033 No-Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-PK.syn HCM 7th TWSC VHB/AES Page 7 Intersection Int Delay, s/veh 0.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 150 0 0 90 5 0 0 1 5 0 5 Future Vol, veh/h 2 150 0 0 90 5 0 0 1 5 0 5 Conflicting Peds, #/hr 1 0 0 0 0 1 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 50 1 0 0 1 0 0 0 0 0 0 25 Mvmt Flow 2 163 0 0 98 5 0 0 1 5 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 104 0 0 163 0 0 265 272 163 269 269 102 Stage 1 - - - - - - 167 167 - 102 102 - Stage 2 - - - - - - 98 104 - 167 167 - Critical Hdwy 4.6 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.45 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.65 - - 2.2 - - 3.5 4 3.3 3.5 4 3.525 Pot Cap-1 Maneuver 1235 - - 1428 - - 692 638 887 688 641 894 Stage 1 - - - - - - 839 764 - 909 815 - Stage 2 - - - - - - 914 813 - 839 764 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1234 - - 1428 - - 686 637 887 685 639 894 Mov Cap-2 Maneuver - - - - - - 686 637 - 685 639 - Stage 1 - - - - - - 838 762 - 909 814 - Stage 2 - - - - - - 908 812 - 837 762 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.1 0 9.06 9.71 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 887 24 - - 1428 - - 776 HCM Lane V/C Ratio 0.001 0.002 - - - - - 0.014 HCM Ctrl Dly (s/v) 9.1 7.9 0 - 0 - - 9.7 HCM Lane LOS A A A - A - - A HCM 95th %tile Q(veh) 0 0 - - 0 - - 0 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 5: Shootflying Hill Road & Great Marsh Road Timing Plan: 2033 No-Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-PK.syn Lanes, Volumes, Timings VHB/AES Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 10 95 2 10 65 20 0 55 5 35 45 5 Future Volume (vph) 10 95 2 10 65 20 0 55 5 35 45 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 12 12 12 11 11 11 Satd. Flow (prot) 0 1792 0 0 1721 0 0 1798 0 0 1709 0 Flt Permitted 0.995 0.995 0.980 Satd. Flow (perm) 0 1792 0 0 1721 0 0 1798 0 0 1709 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 563 2758 426 721 Travel Time (s) 12.8 62.7 9.7 16.4 Confl. Bikes (#/hr) 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 2% 0% 10% 3% 0% 0% 5% 0% 6% 4% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 116 0 0 104 0 0 65 0 0 92 0 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 25.2% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 5: Shootflying Hill Road & Great Marsh Road Timing Plan: 2033 No-Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-PK.syn HCM 7th AWSC VHB/AES Page 9 Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 95 2 10 65 20 0 55 5 35 45 5 Future Vol, veh/h 10 95 2 10 65 20 0 55 5 35 45 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 0 2 0 10 3 0 0 5 0 6 4 0 Mvmt Flow 11 103 2 11 71 22 0 60 5 38 49 5 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh 8.1 8.1 8 8.3 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 0% 9% 11% 41% Vol Thru, % 92% 89% 68% 53% Vol Right, % 8% 2% 21% 6% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 60 107 95 85 LT Vol 0 10 10 35 Through Vol 55 95 65 45 RT Vol 5 2 20 5 Lane Flow Rate 65 116 103 92 Geometry Grp 1 1 1 1 Degree of Util (X) 0.082 0.142 0.128 0.119 Departure Headway (Hd) 4.548 4.396 4.467 4.628 Convergence, Y/N Yes Yes Yes Yes Cap 789 818 804 776 Service Time 2.567 2.414 2.484 2.646 HCM Lane V/C Ratio 0.082 0.142 0.128 0.119 HCM Control Delay, s/veh 8 8.1 8.1 8.3 HCM Lane LOS A A A A HCM 95th-tile Q 0.3 0.5 0.4 0.4 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 6: Old Stage Road & Driveway /Great Marsh Road Timing Plan: 2033 No-Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-PK.syn Lanes, Volumes, Timings VHB/AES Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 1 0 1 0 70 1 410 1 105 560 1 Future Volume (vph) 1 1 0 1 0 70 1 410 1 105 560 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 16 16 16 13 13 13 10 10 10 Storage Length (ft) 0 0 0 0 0 0 140 0 Storage Lanes 0 0 0 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 0 1236 0 0 1811 0 0 1888 0 1636 1722 0 Flt Permitted 0.976 0.999 0.950 Satd. Flow (perm) 0 1236 0 0 1811 0 0 1888 0 1636 1722 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 401 563 1083 673 Travel Time (s) 9.1 12.8 24.6 15.3 Confl. Peds. (#/hr) 2 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 100% 0% 0% 0% 0% 3% 0% 4% 0% 3% 3% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 2 0 0 77 0 0 448 0 114 610 0 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 65.6% ICU Level of Service C Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 6: Old Stage Road & Driveway /Great Marsh Road Timing Plan: 2033 No-Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-PK.syn HCM 7th TWSC VHB/AES Page 11 Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 1 0 1 0 70 1 410 1 105 560 1 Future Vol, veh/h 1 1 0 1 0 70 1 410 1 105 560 1 Conflicting Peds, #/hr 0 0 0 0 0 0 2 0 0 0 0 2 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - 140 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 100 0 0 0 0 3 0 4 0 3 3 0 Mvmt Flow 1 1 0 1 0 76 1 446 1 114 609 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1287 1288 611 1286 1288 446 612 0 0 447 0 0 Stage 1 840 840 - 448 448 - - - - - - - Stage 2 448 449 - 838 840 - - - - - - - Critical Hdwy 8.1 6.5 6.2 7.1 6.5 6.23 4.1 - - 4.13 - - Critical Hdwy Stg 1 7.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 7.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 4.4 4 3.3 3.5 4 3.327 2.2 - - 2.227 - - Pot Cap-1 Maneuver 90 165 497 143 165 610 977 - - 1108 - - Stage 1 250 384 - 594 576 - - - - - - - Stage 2 439 576 - 364 384 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 70 148 496 127 148 610 975 - - 1108 - - Mov Cap-2 Maneuver 70 148 - 127 148 - - - - - - - Stage 1 224 344 - 593 575 - - - - - - - Stage 2 384 575 - 325 343 - - - - - - - Approach EB WB NB SB HCM Ctrl Dly, s/v 43.71 12.17 0.02 1.36 HCM LOS E B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 4 - - 95 579 1108 - - HCM Lane V/C Ratio 0.001 - - 0.023 0.133 0.103 - - HCM Ctrl Dly (s/v) 8.7 0 - 43.7 12.2 8.6 - - HCM Lane LOS A A - E B A - - HCM 95th %tile Q(veh) 0 - - 0.1 0.5 0.3 - - 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 1: Phinney's Lane & Route 28 (Falmouth Road) Timing Plan: 2033 No-Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-PK.syn Lanes, Volumes, Timings VHB/AES Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Ø3 Lane Configurations Traffic Volume (vph) 200 975 45 62 930 55 45 135 60 40 110 255 Future Volume (vph) 200 975 45 62 930 55 45 135 60 40 110 255 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 16 11 11 16 12 12 12 10 10 12 Storage Length (ft) 300 0 130 180 95 0 95 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 1662 3397 0 1745 3429 0 1805 1770 0 1685 1551 0 Flt Permitted 0.392 0.392 0.261 0.482 Satd. Flow (perm) 686 3397 0 719 3429 0 496 1770 0 855 1551 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 5 6 16 86 Link Speed (mph) 30 30 30 30 Link Distance (ft) 947 846 814 646 Travel Time (s) 21.5 19.2 18.5 14.7 Confl. Peds. (#/hr) 2 2 Confl. Bikes (#/hr) 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 5% 2% 0% 0% 1% 0% 0% 2% 2% 0% 3% 2% Shared Lane Traffic (%) Lane Group Flow (vph) 217 1109 0 67 1071 0 49 212 0 43 397 0 Turn Type custom NA custom NA Perm NA Perm NA Protected Phases 2 6 8 4 3 Permitted Phases 5 1 8 4 Detector Phase 5 2 1 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 15.0 6.0 15.0 6.0 6.0 6.0 6.0 1.0 Minimum Split (s) 12.0 21.0 12.0 21.0 12.0 12.0 12.0 12.0 29.0 Total Split (s) 16.0 46.0 16.0 46.0 21.0 21.0 21.0 21.0 29.0 Total Split (%) 14.3% 41.1% 14.3% 41.1% 18.8% 18.8% 18.8% 18.8% 26% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 2.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None Min None Min None None None None None Act Effct Green (s) 10.2 37.0 10.2 37.0 15.3 15.3 15.3 15.3 Actuated g/C Ratio 0.12 0.43 0.12 0.43 0.18 0.18 0.18 0.18 v/c Ratio 2.65 0.75 0.78 0.72 0.55 0.64 0.28 1.14 Control Delay (s/veh) 796.9 25.7 93.2 24.7 62.2 43.0 41.0 119.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 796.9 25.7 93.2 24.7 62.2 43.0 41.0 119.4 LOS F C F C E D D F Approach Delay (s/veh) 151.9 28.7 46.6 111.8 Approach LOS F C D F Queue Length 50th (ft) ~199 225 34 211 23 96 19 ~207 Queue Length 95th (ft) #450 #536 #145 #475 #105 #277 67 #537 Internal Link Dist (ft) 867 766 734 566 Turn Bay Length (ft) 300 130 95 95 Base Capacity (vph) 82 1630 86 1646 89 331 153 349 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 2.65 0.68 0.78 0.65 0.55 0.64 0.28 1.14 Intersection Summary Area Type: Other Cycle Length: 112 Actuated Cycle Length: 85.4 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 2.65 Intersection Signal Delay (s/veh): 93.4 Intersection LOS: F Intersection Capacity Utilization 85.0% ICU Level of Service E Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Phinney's Lane & Route 28 (Falmouth Road) 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 2: Phinney's Lane & Great Marsh Road Timing Plan: 2033 No-Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-PK.syn Lanes, Volumes, Timings VHB/AES Page 2 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 125 35 60 320 370 150 Future Volume (vph) 125 35 60 320 370 150 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 11 11 11 11 Satd. Flow (prot) 1644 0 0 1763 1740 0 Flt Permitted 0.962 0.992 Satd. Flow (perm) 1644 0 0 1763 1740 0 Link Speed (mph) 30 30 30 Link Distance (ft) 768 646 670 Travel Time (s) 17.5 14.7 15.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 1% 0% 0% 4% 2% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 174 0 0 413 565 0 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 67.8% ICU Level of Service C Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 2: Phinney's Lane & Great Marsh Road Timing Plan: 2033 No-Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-PK.syn HCM 7th TWSC VHB/AES Page 3 Intersection Int Delay, s/veh 5.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 125 35 60 320 370 150 Future Vol, veh/h 125 35 60 320 370 150 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 1 0 0 4 2 0 Mvmt Flow 136 38 65 348 402 163 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 962 484 565 0 - 0 Stage 1 484 - - - - - Stage 2 478 - - - - - Critical Hdwy 6.41 6.2 4.1 - - - Critical Hdwy Stg 1 5.41 - - - - - Critical Hdwy Stg 2 5.41 - - - - - Follow-up Hdwy 3.509 3.3 2.2 - - - Pot Cap-1 Maneuver 285 587 1017 - - - Stage 1 622 - - - - - Stage 2 626 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 262 587 1017 - - - Mov Cap-2 Maneuver 262 - - - - - Stage 1 573 - - - - - Stage 2 626 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 32.59 1.39 0 HCM LOS D Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 284 - 299 - - HCM Lane V/C Ratio 0.064 - 0.582 - - HCM Ctrl Dly (s/v) 8.8 0 32.6 - - HCM Lane LOS A A D - - HCM 95th %tile Q(veh) 0.2 - 3.4 - - 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 3: Site Driveway/Juniper Road & Great Marsh Road Timing Plan: 2033 No-Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-PK.syn Lanes, Volumes, Timings VHB/AES Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 160 0 0 215 2 0 0 0 0 0 5 Future Volume (vph) 1 160 0 0 215 2 0 0 0 0 0 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 16 16 16 12 12 12 10 10 10 Satd. Flow (prot) 0 1773 0 0 2151 0 0 1900 0 0 1534 0 Flt Permitted Satd. Flow (perm) 0 1773 0 0 2151 0 0 1900 0 0 1534 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 255 768 217 542 Travel Time (s) 5.8 17.5 4.9 12.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 175 0 0 236 0 0 0 0 0 5 0 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 21.4% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 3: Site Driveway/Juniper Road & Great Marsh Road Timing Plan: 2033 No-Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-PK.syn HCM 7th TWSC VHB/AES Page 5 Intersection Int Delay, s/veh 0.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 160 0 0 215 2 0 0 0 0 0 5 Future Vol, veh/h 1 160 0 0 215 2 0 0 0 0 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 1 174 0 0 234 2 0 0 0 0 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 236 0 0 174 0 0 410 412 174 411 411 235 Stage 1 - - - - - - 176 176 - 235 235 - Stage 2 - - - - - - 234 236 - 176 176 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1343 - - 1415 - - 556 533 875 555 534 809 Stage 1 - - - - - - 830 757 - 773 714 - Stage 2 - - - - - - 774 714 - 830 757 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1343 - - 1415 - - 552 533 875 554 533 809 Mov Cap-2 Maneuver - - - - - - 552 533 - 554 533 - Stage 1 - - - - - - 830 757 - 773 714 - Stage 2 - - - - - - 769 714 - 830 757 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.05 0 0 9.48 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) - 11 - - 1415 - - 809 HCM Lane V/C Ratio - 0.001 - - - - - 0.007 HCM Ctrl Dly (s/v) 0 7.7 0 - 0 - - 9.5 HCM Lane LOS A A A - A - - A HCM 95th %tile Q(veh) - 0 - - 0 - - 0 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 4: Driveway /Point of Pines Avenue & Great Marsh Road Timing Plan: 2033 No-Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-PK.syn Lanes, Volumes, Timings VHB/AES Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 155 0 0 210 5 0 0 0 5 0 5 Future Volume (vph) 5 155 0 0 210 5 0 0 0 5 0 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 10 10 10 12 12 12 11 11 11 Satd. Flow (prot) 0 1772 0 0 1768 0 0 1900 0 0 1671 0 Flt Permitted 0.999 0.976 Satd. Flow (perm) 0 1772 0 0 1768 0 0 1900 0 0 1671 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 184 255 243 406 Travel Time (s) 4.2 5.8 5.5 9.2 Confl. Bikes (#/hr) 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 173 0 0 233 0 0 0 0 0 10 0 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 22.2% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 4: Driveway /Point of Pines Avenue & Great Marsh Road Timing Plan: 2033 No-Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-PK.syn HCM 7th TWSC VHB/AES Page 7 Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 155 0 0 210 5 0 0 0 5 0 5 Future Vol, veh/h 5 155 0 0 210 5 0 0 0 5 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 5 168 0 0 228 5 0 0 0 5 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 234 0 0 168 0 0 408 413 168 410 410 231 Stage 1 - - - - - - 179 179 - 231 231 - Stage 2 - - - - - - 228 234 - 179 179 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1346 - - 1421 - - 558 532 881 555 534 813 Stage 1 - - - - - - 827 755 - 776 717 - Stage 2 - - - - - - 779 715 - 827 755 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1346 - - 1421 - - 551 530 881 553 532 813 Mov Cap-2 Maneuver - - - - - - 551 530 - 553 532 - Stage 1 - - - - - - 823 751 - 776 717 - Stage 2 - - - - - - 774 715 - 823 751 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.24 0 0 10.56 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) - 56 - - 1421 - - 658 HCM Lane V/C Ratio - 0.004 - - - - - 0.017 HCM Ctrl Dly (s/v) 0 7.7 0 - 0 - - 10.6 HCM Lane LOS A A A - A - - B HCM 95th %tile Q(veh) - 0 - - 0 - - 0.1 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 5: Shootflying Hill Road & Great Marsh Road Timing Plan: 2033 No-Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-PK.syn Lanes, Volumes, Timings VHB/AES Page 8 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 90 0 10 160 30 2 60 5 30 85 10 Future Volume (vph) 5 90 0 10 160 30 2 60 5 30 85 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 12 12 12 11 11 11 Satd. Flow (prot) 0 1833 0 0 1795 0 0 1881 0 0 1795 0 Flt Permitted 0.998 0.997 0.999 0.988 Satd. Flow (perm) 0 1833 0 0 1795 0 0 1881 0 0 1795 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 563 2758 426 721 Travel Time (s) 12.8 62.7 9.7 16.4 Confl. Bikes (#/hr) 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 103 0 0 218 0 0 72 0 0 136 0 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 33.7% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 5: Shootflying Hill Road & Great Marsh Road Timing Plan: 2033 No-Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-PK.syn HCM 7th AWSC VHB/AES Page 9 Intersection Intersection Delay, s/veh 8.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 90 0 10 160 30 2 60 5 30 85 10 Future Vol, veh/h 5 90 0 10 160 30 2 60 5 30 85 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 5 98 0 11 174 33 2 65 5 33 92 11 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh 8.4 9.1 8.3 8.8 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 3% 5% 5% 24% Vol Thru, % 90% 95% 80% 68% Vol Right, % 7% 0% 15% 8% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 67 95 200 125 LT Vol 2 5 10 30 Through Vol 60 90 160 85 RT Vol 5 0 30 10 Lane Flow Rate 73 103 217 136 Geometry Grp 1 1 1 1 Degree of Util (X) 0.096 0.134 0.268 0.178 Departure Headway (Hd) 4.768 4.661 4.445 4.727 Convergence, Y/N Yes Yes Yes Yes Cap 749 768 809 758 Service Time 2.81 2.695 2.475 2.763 HCM Lane V/C Ratio 0.097 0.134 0.268 0.179 HCM Control Delay, s/veh 8.3 8.4 9.1 8.8 HCM Lane LOS A A A A HCM 95th-tile Q 0.3 0.5 1.1 0.6 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 6: Old Stage Road & Driveway /Great Marsh Road Timing Plan: 2033 No-Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-PK.syn Lanes, Volumes, Timings VHB/AES Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 0 0 170 0 625 1 90 470 0 Future Volume (vph) 0 0 0 0 0 170 0 625 1 90 470 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 16 16 16 13 13 13 10 10 10 Storage Length (ft) 0 0 0 0 0 0 140 0 Storage Lanes 0 0 0 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 0 1900 0 0 1863 0 0 1944 0 1668 1756 0 Flt Permitted 0.950 Satd. Flow (perm) 0 1900 0 0 1863 0 0 1944 0 1668 1756 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 401 563 1083 673 Travel Time (s) 9.1 12.8 24.6 15.3 Confl. Bikes (#/hr) 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 1% 0% 1% 1% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 185 0 0 680 0 98 511 0 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 78.2% ICU Level of Service D Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 6: Old Stage Road & Driveway /Great Marsh Road Timing Plan: 2033 No-Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-PK.syn HCM 7th TWSC VHB/AES Page 11 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 0 0 0 0 0 170 0 625 1 90 470 0 Future Vol, veh/h 0 0 0 0 0 170 0 625 1 90 470 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - 140 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 1 0 1 1 0 Mvmt Flow 0 0 0 0 0 185 0 679 1 98 511 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1386 1387 511 1386 1386 680 511 0 0 680 0 0 Stage 1 707 707 - 680 680 - - - - - - - Stage 2 679 680 - 707 707 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.11 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.209 - - Pot Cap-1 Maneuver 122 144 567 122 144 455 1065 - - 917 - - Stage 1 430 441 - 444 454 - - - - - - - Stage 2 444 454 - 430 441 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 65 129 567 109 129 455 1065 - - 917 - - Mov Cap-2 Maneuver 65 129 - 109 129 - - - - - - - Stage 1 384 394 - 444 454 - - - - - - - Stage 2 264 454 - 384 394 - - - - - - - Approach EB WB NB SB HCM Ctrl Dly, s/v 0 18.24 0 1.51 HCM LOS A C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1065 - - - 455 917 - - HCM Lane V/C Ratio - - - - 0.407 0.107 - - HCM Ctrl Dly (s/v) 0 - - 0 18.2 9.4 - - HCM Lane LOS A - - A C A - - HCM 95th %tile Q(veh) 0 - - - 1.9 0.4 - - 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 1: Phinney's Lane & Route 28 (Falmouth Road)Timing Plan: 2033 Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-PK.syn Lanes, Volumes, Timings VHB/AES 06/12/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Ø3 Lane Configurations Traffic Volume (vph) 230 1030 30 50 815 20 30 90 45 30 100 165 Future Volume (vph) 230 1030 30 50 815 20 30 90 45 30 100 165 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 16 11 11 16 12 12 12 10 10 12 Storage Length (ft) 300 0 130 180 95 0 95 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Satd. Flow (prot) 1694 3337 0 1745 3283 0 1805 1805 0 1685 1501 0 Flt Permitted 0.388 0.519 0.290 0.645 Satd. Flow (perm) 692 3337 0 953 3283 0 550 1805 0 1144 1501 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 3 2 19 61 Link Speed (mph) 30 30 30 30 Link Distance (ft) 947 846 814 646 Travel Time (s) 21.5 19.2 18.5 14.7 Confl. Peds. (#/hr) 2 2 Confl. Bikes (#/hr) 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 3%4%7%0%6%0%0%0%0%0%5%8% Shared Lane Traffic (%) Lane Group Flow (vph) 250 1153 0 54 908 0 33 147 0 33 288 0 Turn Type custom NA custom NA Perm NA Perm NA Protected Phases 2 6 8 4 3 Permitted Phases 5 1 8 4 Detector Phase 5 2 1 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 15.0 6.0 15.0 6.0 6.0 6.0 6.0 1.0 Minimum Split (s) 12.0 21.0 12.0 21.0 12.0 12.0 12.0 12.0 29.0 Total Split (s) 16.046.0 16.046.0 21.021.0 21.021.0 29.0 Total Split (%) 14.3% 41.1% 14.3% 41.1% 18.8% 18.8% 18.8% 18.8% 26% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 2.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None Min None Min None None None None None Act Effct Green (s) 10.3 40.6 9.7 36.4 15.5 15.5 15.5 15.5 Actuated g/C Ratio 0.12 0.48 0.11 0.43 0.18 0.18 0.18 0.18 v/c Ratio 3.01 0.72 0.50 0.65 0.33 0.43 0.16 0.89 Control Delay (s/veh) 947.6 24.1 57.3 23.0 46.9 35.2 37.4 60.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 947.6 24.1 57.3 23.0 46.9 35.2 37.4 60.1 LOS FCECDDDE Approach Delay (s/veh) 188.6 24.9 37.3 57.8 Approach LOS F C D E Queue Length 50th (ft) ~234 245 27 177 15 59 15 123 Queue Length 95th (ft) #501 #593 #103 400 #62 155 53 #389 Internal Link Dist (ft) 867 766 734 566 Turn Bay Length (ft) 300 130 95 95 Base Capacity (vph) 83 1618 115 1592 99 343 207 322 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 3.01 0.71 0.47 0.57 0.33 0.43 0.16 0.89 Intersection Summary Area Type: Other Cycle Length: 112 Actuated Cycle Length: 85.1 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 3.01 Intersection Signal Delay (s/veh): 109.5 Intersection LOS: F Intersection Capacity Utilization 75.8% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Phinney's Lane & Route 28 (Falmouth Road) #1 Ø1 16 s #1 Ø2 46 s Ø3 29 s #1 Ø4 21 s #1 Ø5 16 s #1 Ø6 46 s #1 Ø8 21 s 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 2: Phinney's Lane & Great Marsh Road Timing Plan: 2033 Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-PK.syn Lanes, Volumes, Timings VHB/AES 06/12/2026 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 135 40 25 320 260 70 Future Volume (vph) 135 40 25 320 260 70 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 11 11 11 11 Satd. Flow (prot) 1619 0 0 1764 1683 0 Flt Permitted 0.963 0.996 Satd. Flow (perm) 1619 0 0 1764 1683 0 Link Speed (mph) 30 30 30 Link Distance (ft) 768 646 670 Travel Time (s) 17.5 14.7 15.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 2%3%0%4%7%2% Shared Lane Traffic (%) Lane Group Flow (vph) 190 0 0 375 359 0 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 54.0% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 2: Phinney's Lane & Great Marsh Road Timing Plan: 2033 Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-PK.syn HCM 7th TWSC VHB/AES 06/12/2026 Intersection Int Delay, s/veh 4.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 135 40 25 320 260 70 Future Vol, veh/h 135 40 25 320 260 70 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 3 0 4 7 2 Mvmt Flow 147 43 27 348 283 76 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 723 321 359 0 - 0 Stage 1 321----- Stage 2 402----- Critical Hdwy 6.42 6.23 4.1 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.327 2.2 - - - Pot Cap-1 Maneuver 393 718 1211 - - - Stage 1 736----- Stage 2 675----- Platoon blocked, % - - - Mov Cap-1 Maneuver382 718 1211 - - - Mov Cap-2 Maneuver382 - - - - - Stage 1 715----- Stage 2 675----- Approach EB NB SB HCM Ctrl Dly, s/v 19.97 0.58 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 130 - 428 - - HCM Lane V/C Ratio 0.022 - 0.444 - - HCM Ctrl Dly (s/v) 8 0 20 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0.1 - 2.2 - - 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 3: Site Driveway/Juniper Road & Great Marsh Road Timing Plan: 2033 Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-PK.syn Lanes, Volumes, Timings VHB/AES 06/12/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 115055852100151005 Future Volume (vph) 115055852100151005 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 16 16 16 12 12 12 10 10 10 Satd. Flow (prot) 0 1766 0 0 2121 0 0 1713 0 0 1643 0 Flt Permitted 0.997 0.980 0.967 Satd. Flow (perm) 0 1766 0 0 2121 0 0 1713 0 0 1643 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 255 768 217 542 Travel Time (s) 5.8 17.5 4.9 12.3 Confl. Peds. (#/hr) 1 1 Confl. Bikes (#/hr) 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0%0%0%0%1%0%0%0%0%0%0%0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 169 0 0 99 0 0 27 0 0 16 0 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 18.5% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 3: Site Driveway/Juniper Road & Great Marsh Road Timing Plan: 2033 Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-PK.syn HCM 7th TWSC VHB/AES 06/12/2026 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 115055852100151005 Future Vol, veh/h 115055852100151005 Conflicting Peds, #/hr100001000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, #-0 - -0 - -0 - -0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %000010000000 Mvmt Flow 1 163 5 5 92 2 11 0 16 11 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 96 0 0 168 0 0 271 274 166 271 276 94 Stage 1 - - - - - - 168 168 - 105 105 - Stage 2 - - - - - - 103 106 - 165 171 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver1511 - - 1421 - - 685 636 884 686 635 968 Stage 1 - - - - - - 839 763 - 905 812 - Stage 2 - - - - - - 908 811 - 842 761 - Platoon blocked, % - - - - Mov Cap-1 Maneuver1510 - - 1421 - - 678 633 884 670 631 967 Mov Cap-2 Maneuver - - - - - - 678 633 - 670 631 - Stage 1 - - - - - - 838 763 - 901 808 - Stage 2 - - - - - - 899 807 - 825 761 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.05 0.41 9.73 9.93 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 788 11 - - 97 - - 746 HCM Lane V/C Ratio 0.034 0.001 - - 0.004 - - 0.022 HCM Ctrl Dly (s/v) 9.7 7.4 0 - 7.5 0 - 9.9 HCM Lane LOS A A A - A A - A HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.1 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 4: Driveway /Point of Pines Avenue & Great Marsh Road Timing Plan: 2033 Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-PK.syn Lanes, Volumes, Timings VHB/AES 06/12/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2155001005001505 Future Volume (vph) 2155001005001505 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 10 10 10 12 12 12 11 11 11 Satd. Flow (prot) 0 1744 0 0 1746 0 0 1644 0 0 1485 0 Flt Permitted 0.999 0.976 Satd. Flow (perm) 0 1744 0 0 1746 0 0 1644 0 0 1485 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 184 255 243 406 Travel Time (s) 4.2 5.8 5.5 9.2 Confl. Peds. (#/hr) 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 50% 1% 0% 0% 1% 0% 0% 0% 0% 0% 0% 25% Shared Lane Traffic (%) Lane Group Flow (vph) 01700011400100100 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 21.5% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 4: Driveway /Point of Pines Avenue & Great Marsh Road Timing Plan: 2033 Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-PK.syn HCM 7th TWSC VHB/AES 06/12/2026 Intersection Int Delay, s/veh 0.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2155001005001505 Future Vol, veh/h 2155001005001505 Conflicting Peds, #/hr100001000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, #-0 - -0 - -0 - -0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %50100100000025 Mvmt Flow 2168001095001505 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 115 0 0 168 0 0 282 288 168 285 285 112 Stage 1 - - - - - - 173 173 - 112 112 - Stage 2 - - - - - - 109 115 - 173 173 - Critical Hdwy 4.6 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.45 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.65 - - 2.2 - - 3.5 4 3.3 3.5 4 3.525 Pot Cap-1 Maneuver1223 - - 1421 - - 675 625 881 671 627 882 Stage 1 - - - - - - 834 760 - 897 806 - Stage 2 - - - - - - 902 804 - 834 760 - Platoon blocked, % - - - - Mov Cap-1 Maneuver1222 - - 1421 - - 669 624 881 668 626 881 Mov Cap-2 Maneuver - - - - - - 669 624 - 668 626 - Stage 1 - - - - - - 832 758 - 897 806 - Stage 2 - - - - - - 896 803 - 831 758 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.1 0 9.09 9.81 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 881 23 - - 1421 - - 760 HCM Lane V/C Ratio 0.001 0.002 - - - - - 0.014 HCM Ctrl Dly (s/v) 9.1 8 0 - 0 - - 9.8 HCM Lane LOS A A A - A - - A HCM 95th %tile Q(veh) 0 0 - - 0 - - 0 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 5: Shootflying Hill Road & Great Marsh Road Timing Plan: 2033 Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-PK.syn Lanes, Volumes, Timings VHB/AES 06/12/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 10100 2107520 055 53545 5 Future Volume (vph) 10100 2107520 055 53545 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 12 12 12 11 11 11 Satd. Flow (prot) 0 1794 0 0 1727 0 0 1798 0 0 1709 0 Flt Permitted 0.996 0.995 0.980 Satd. Flow (perm) 0 1794 0 0 1727 0 0 1798 0 0 1709 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 563 2758 426 721 Travel Time (s) 12.8 62.7 9.7 16.4 Confl. Bikes (#/hr) 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 2% 0% 10% 3% 0% 0% 5% 0% 6% 4% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 122 0 0 115 0 0 65 0 0 92 0 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 25.6% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 5: Shootflying Hill Road & Great Marsh Road Timing Plan: 2033 Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-PK.syn HCM 7th AWSC VHB/AES 06/12/2026 Intersection Intersection Delay, s/veh 8.2 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10100 2107520 055 53545 5 Future Vol, veh/h 10100 2107520 055 53545 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 0201030050640 Mvmt Flow 11 109 2 11 82 22 0 60 5 38 49 5 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh 8.2 8.2 8 8.3 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 0% 9% 10% 41% Vol Thru, % 92% 89% 71% 53% Vol Right, % 8% 2% 19% 6% Sign Control StopStopStopStop Traffic Vol by Lane 60 112 105 85 LT Vol 0 10 10 35 Through Vol 55 100 75 45 RT Vol 5 2 20 5 Lane Flow Rate 65 122 114 92 Geometry Grp 1111 Degree of Util (X) 0.083 0.149 0.142 0.12 Departure Headway (Hd) 4.587 4.413 4.486 4.667 Convergence, Y/N Yes Yes Yes Yes Cap 782 814 801 770 Service Time 2.609 2.43 2.505 2.687 HCM Lane V/C Ratio 0.083 0.15 0.142 0.119 HCM Control Delay, s/veh 8 8.2 8.2 8.3 HCM Lane LOS AAAA HCM 95th-tile Q 0.3 0.5 0.5 0.4 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 6: Old Stage Road & Driveway /Great Marsh Road Timing Plan: 2033 Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-PK.syn Lanes, Volumes, Timings VHB/AES 06/12/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1105075141021055601 Future Volume (vph) 1105075141021055601 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 16 16 16 13 13 13 10 10 10 Storage Length (ft) 0 0 0 0 0 0 140 0 Storage Lanes 0 0 0 0 0 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Satd. Flow (prot) 0 1236 0 0 1823 0 0 1886 0 1636 1722 0 Flt Permitted 0.976 0.997 0.950 Satd. Flow (perm) 0 1236 0 0 1823 0 0 1886 0 1636 1722 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 401 563 1083 673 Travel Time (s) 9.1 12.8 24.6 15.3 Confl. Peds. (#/hr) 2 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 100%0%0%0%0%3%0%4%0%3%3%0% Shared Lane Traffic (%) Lane Group Flow (vph) 0200870044901146100 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 66.2% ICU Level of Service C Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 6: Old Stage Road & Driveway /Great Marsh Road Timing Plan: 2033 Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-PK.syn HCM 7th TWSC VHB/AES 06/12/2026 Intersection Int Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 1 0 5 0 75 1 410 2 105 560 1 Future Vol, veh/h 1 1 0 5 0 75 1 410 2 105 560 1 Conflicting Peds, #/hr000000200002 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - 140 - - Veh in Median Storage, #-0 - -0 - -0 - -0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %10000003040330 Mvmt Flow 1105082144621146091 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1287 1290 611 1286 1289 447 612 0 0 448 0 0 Stage 1 840 840 - 449 449 - - - - - - - Stage 2 448 450 - 838 840 - - - - - - - Critical Hdwy 8.1 6.5 6.2 7.1 6.5 6.23 4.1 - - 4.13 - - Critical Hdwy Stg 1 7.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 7.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 4.4 4 3.3 3.5 4 3.327 2.2 - - 2.227 - - Pot Cap-1 Maneuver 90 165 497 143 165 610 977 - - 1107 - - Stage 1 250 384 - 593 576 - - - - - - - Stage 2 439 575 - 364 384 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 69 148 496 127 148 610 975 - - 1107 - - Mov Cap-2 Maneuver 69 148 - 127 148 - - - - - - - Stage 1 224 344 - 592 575 - - - - - - - Stage 2 380 574 - 325 343 - - - - - - - Approach EB WB NB SB HCM Ctrl Dly, s/v 44.02 13.87 0.02 1.36 HCM LOS E B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 4 - - 94 492 1107 - - HCM Lane V/C Ratio 0.001 - - 0.023 0.177 0.103 - - HCM Ctrl Dly (s/v) 8.7 0 - 44 13.9 8.6 - - HCM Lane LOS A A - E B A - - HCM 95th %tile Q(veh) 0 - - 0.1 0.6 0.3 - - 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 1: Phinney's Lane & Route 28 (Falmouth Road)Timing Plan: 2033 Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-PK.syn Lanes, Volumes, Timings VHB/AES 06/12/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Ø3 Lane Configurations Traffic Volume (vph) 200 975 45 62 930 60 45 135 60 45 110 255 Future Volume (vph) 200 975 45 62 930 60 45 135 60 45 110 255 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 16 11 11 16 12 12 12 10 10 12 Storage Length (ft) 300 0 130 180 95 0 95 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Satd. Flow (prot) 1662 3400 0 1745 3426 0 1805 1771 0 1685 1551 0 Flt Permitted 0.392 0.392 0.261 0.482 Satd. Flow (perm) 686 3400 0 719 3426 0 496 1771 0 855 1551 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 5 6 16 86 Link Speed (mph) 30 30 30 30 Link Distance (ft) 947 846 814 646 Travel Time (s) 21.5 19.2 18.5 14.7 Confl. Peds. (#/hr) 2 2 Confl. Bikes (#/hr)1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 5%2%0%0%1%0%0%2%2%0%3%2% Shared Lane Traffic (%) Lane Group Flow (vph) 217 1109 0 67 1076 0 49 212 0 49 397 0 Turn Type custom NA custom NA Perm NA Perm NA Protected Phases 2 6 8 4 3 Permitted Phases 5 1 8 4 Detector Phase 5 2 1 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 15.0 6.0 15.0 6.0 6.0 6.0 6.0 1.0 Minimum Split (s) 12.0 21.0 12.0 21.0 12.0 12.0 12.0 12.0 29.0 Total Split (s) 16.046.0 16.046.0 21.021.0 21.021.0 29.0 Total Split (%) 14.3% 41.1% 14.3% 41.1% 18.8% 18.8% 18.8% 18.8% 26% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 2.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None Min None Min None None None None None Act Effct Green (s) 10.2 36.9 10.2 36.9 15.3 15.3 15.3 15.3 Actuated g/C Ratio 0.12 0.43 0.12 0.43 0.18 0.18 0.18 0.18 v/c Ratio 2.65 0.75 0.78 0.72 0.55 0.64 0.32 1.14 Control Delay (s/veh) 796.9 25.7 93.2 24.8 62.1 42.9 42.1 119.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 796.9 25.7 93.2 24.8 62.1 42.9 42.1 119.4 LOS F C F C E D D F Approach Delay (s/veh) 151.9 28.8 46.5 110.9 Approach LOS F C D F Queue Length 50th (ft) ~199 225 34 212 23 96 22 ~206 Queue Length 95th (ft) #450 #536 #145 #483 #105 #277 74 #537 Internal Link Dist (ft) 867 766 734 566 Turn Bay Length (ft) 300 130 95 95 Base Capacity (vph) 82 1633 86 1646 89 331 153 349 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 2.65 0.68 0.78 0.65 0.55 0.64 0.32 1.14 Intersection Summary Area Type: Other Cycle Length: 112 Actuated Cycle Length: 85.3 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 2.65 Intersection Signal Delay (s/veh): 93.2 Intersection LOS: F Intersection Capacity Utilization 85.2% ICU Level of Service E Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Phinney's Lane & Route 28 (Falmouth Road) #1 Ø1 16 s #1 Ø2 46 s Ø3 29 s #1 Ø4 21 s #1 Ø5 16 s #1 Ø6 46 s #1 Ø8 21 s 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 2: Phinney's Lane & Great Marsh Road Timing Plan: 2033 Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-PK.syn Lanes, Volumes, Timings VHB/AES 06/12/2026 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 130 40 65 320 370 160 Future Volume (vph) 130 40 65 320 370 160 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 11 11 11 11 Satd. Flow (prot) 1641 0 0 1763 1737 0 Flt Permitted 0.963 0.992 Satd. Flow (perm) 1641 0 0 1763 1737 0 Link Speed (mph) 30 30 30 Link Distance (ft) 768 646 670 Travel Time (s) 17.5 14.7 15.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 1%0%0%4%2%0% Shared Lane Traffic (%) Lane Group Flow (vph) 184 0 0 419 576 0 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 69.3% ICU Level of Service C Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 2: Phinney's Lane & Great Marsh Road Timing Plan: 2033 Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-PK.syn HCM 7th TWSC VHB/AES 06/12/2026 Intersection Int Delay, s/veh 6.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 130 40 65 320 370 160 Future Vol, veh/h 130 40 65 320 370 160 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 1 0 0 4 2 0 Mvmt Flow 141 43 71 348 402 174 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 978 489 576 0 - 0 Stage 1 489----- Stage 2 489----- Critical Hdwy 6.41 6.2 4.1 - - - Critical Hdwy Stg 1 5.41 - - - - - Critical Hdwy Stg 2 5.41 - - - - - Follow-up Hdwy 3.509 3.3 2.2 - - - Pot Cap-1 Maneuver 279 583 1007 - - - Stage 1 618----- Stage 2 618----- Platoon blocked, % - - - Mov Cap-1 Maneuver255 583 1007 - - - Mov Cap-2 Maneuver255 - - - - - Stage 1 565----- Stage 2 618----- Approach EB NB SB HCM Ctrl Dly, s/v 36 1.49 0 HCM LOS E Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 304 - 294 - - HCM Lane V/C Ratio 0.07 - 0.63 - - HCM Ctrl Dly (s/v) 8.8 0 36 - - HCM Lane LOS A A E - - HCM 95th %tile Q(veh) 0.2 - 4 - - 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 3: Site Driveway/Juniper Road & Great Marsh Road Timing Plan: 2033 Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-PK.syn Lanes, Volumes, Timings VHB/AES 06/12/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1160101521525010005 Future Volume (vph) 1160101521525010005 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 16 16 16 12 12 12 10 10 10 Satd. Flow (prot) 0 1759 0 0 2145 0 0 1697 0 0 1534 0 Flt Permitted 0.997 0.985 Satd. Flow (perm) 0 1759 0 0 2145 0 0 1697 0 0 1534 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 255 768 217 542 Travel Time (s) 5.8 17.5 4.9 12.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0%0%0%0%0%0%0%0%0%0%0%0% Shared Lane Traffic (%) Lane Group Flow (vph) 01860025200160050 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 34.2% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 3: Site Driveway/Juniper Road & Great Marsh Road Timing Plan: 2033 Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-PK.syn HCM 7th TWSC VHB/AES 06/12/2026 Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11601015215 2 5 010 0 0 5 Future Vol, veh/h 11601015215 2 5 010 0 0 5 Conflicting Peds, #/hr000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, #-0 - -0 - -0 - -0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %000000000000 Mvmt Flow 1 174 11 16 234 2 5 0 11 0 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 236 0 0 185 0 0 448 450 179 443 454 235 Stage 1 - - - - - - 182 182 - 267 267 - Stage 2 - - - - - - 266 268 - 176 187 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver1343 - - 1402 - - 525 508 869 528 505 809 Stage 1 - - - - - - 825 753 - 742 691 - Stage 2 - - - - - - 743 691 - 830 749 - Platoon blocked, % - - - - Mov Cap-1 Maneuver1343 - - 1402 - - 514 500 869 514 497 809 Mov Cap-2 Maneuver - - - - - - 514 500 - 514 497 - Stage 1 - - - - - - 824 752 - 733 682 - Stage 2 - - - - - - 729 681 - 819 748 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.04 0.49 10.22 9.48 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 706 10 - - 116 - - 809 HCM Lane V/C Ratio 0.023 0.001 - - 0.012 - - 0.007 HCM Ctrl Dly (s/v) 10.2 7.7 0 - 7.6 0 - 9.5 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 4: Driveway /Point of Pines Avenue & Great Marsh Road Timing Plan: 2033 Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-PK.syn Lanes, Volumes, Timings VHB/AES 06/12/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5165002155000505 Future Volume (vph) 5165002155000505 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 10 10 10 12 12 12 11 11 11 Satd. Flow (prot) 0 1772 0 0 1768 0 0 1900 0 0 1671 0 Flt Permitted 0.999 0.976 Satd. Flow (perm) 0 1772 0 0 1768 0 0 1900 0 0 1671 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 184 255 243 406 Travel Time (s) 4.2 5.8 5.5 9.2 Confl. Bikes (#/hr) 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0%0%0%0%0%0%0%0%0%0%0%0% Shared Lane Traffic (%) Lane Group Flow (vph) 01840023900000100 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 22.7% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 4: Driveway /Point of Pines Avenue & Great Marsh Road Timing Plan: 2033 Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-PK.syn HCM 7th TWSC VHB/AES 06/12/2026 Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5165002155000505 Future Vol, veh/h 5165002155000505 Conflicting Peds, #/hr000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, #-0 - -0 - -0 - -0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %000000000000 Mvmt Flow 5179002345000505 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 239 0 0 179 0 0 424 429 179 427 427 236 Stage 1 - - - - - - 190 190 - 236 236 - Stage 2 - - - - - - 234 239 - 190 190 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver1340 - - 1408 - - 544 521 869 542 523 808 Stage 1 - - - - - - 816 747 - 771 713 - Stage 2 - - - - - - 774 711 - 816 747 - Platoon blocked, % - - - - Mov Cap-1 Maneuver1340 - - 1408 - - 538 519 869 539 521 808 Mov Cap-2 Maneuver - - - - - - 538 519 - 539 521 - Stage 1 - - - - - - 813 743 - 771 713 - Stage 2 - - - - - - 769 711 - 813 743 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.23 0 0 10.66 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) - 53 - - 1408 - - 647 HCM Lane V/C Ratio - 0.004 - - - - - 0.017 HCM Ctrl Dly (s/v) 0 7.7 0 - 0 - - 10.7 HCM Lane LOS A A A - A - - B HCM 95th %tile Q(veh) - 0 - - 0 - - 0.1 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 5: Shootflying Hill Road & Great Marsh Road Timing Plan: 2033 Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-PK.syn Lanes, Volumes, Timings VHB/AES 06/12/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5100 01016530 260 5308510 Future Volume (vph) 5100 01016530 260 5308510 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 12 12 12 11 11 11 Satd. Flow (prot) 0 1833 0 0 1796 0 0 1881 0 0 1795 0 Flt Permitted 0.998 0.998 0.999 0.988 Satd. Flow (perm) 0 1833 0 0 1796 0 0 1881 0 0 1795 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 563 2758 426 721 Travel Time (s) 12.8 62.7 9.7 16.4 Confl. Bikes (#/hr) 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0%0%0%0%0%0%0%0%0%0%0%0% Shared Lane Traffic (%) Lane Group Flow (vph) 0114002230072001360 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 34.1% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 5: Shootflying Hill Road & Great Marsh Road Timing Plan: 2033 Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-PK.syn HCM 7th AWSC VHB/AES 06/12/2026 Intersection Intersection Delay, s/veh 8.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 100 0 10 165 30 2 60 5 30 85 10 Future Vol, veh/h 5 100 0 10 165 30 2 60 5 30 85 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 000000000000 Mvmt Flow 5 109 0 11 179 33 2 65 5 33 92 11 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh 8.5 9.2 8.4 8.9 HCM LOSAAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 3% 5% 5% 24% Vol Thru, % 90% 95% 80% 68% Vol Right, % 7% 0% 15% 8% Sign Control StopStopStopStop Traffic Vol by Lane 67 105 205 125 LT Vol 2 51030 Through Vol 60 100 165 85 RT Vol 5 03010 Lane Flow Rate 73 114 223 136 Geometry Grp 1111 Degree of Util (X) 0.097 0.148 0.276 0.18 Departure Headway (Hd) 4.81 4.669 4.462 4.766 Convergence, Y/N Yes Yes Yes Yes Cap 743 766 804 751 Service Time 2.854 2.708 2.496 2.805 HCM Lane V/C Ratio 0.098 0.149 0.277 0.181 HCM Control Delay, s/veh 8.4 8.5 9.2 8.9 HCM Lane LOS AAAA HCM 95th-tile Q 0.3 0.5 1.1 0.7 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 6: Old Stage Road & Driveway /Great Marsh Road Timing Plan: 2033 Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-PK.syn Lanes, Volumes, Timings VHB/AES 06/12/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0002017506255954700 Future Volume (vph) 0002017506255954700 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 16 16 16 13 13 13 10 10 10 Storage Length (ft) 0 0 0 0 0 0 140 0 Storage Lanes 0 0 0 0 0 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Satd. Flow (prot) 0 1900 0 0 1863 0 0 1942 0 1668 1756 0 Flt Permitted 0.999 0.950 Satd. Flow (perm) 0 1900 0 0 1863 0 0 1942 0 1668 1756 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 401 563 1083 673 Travel Time (s) 9.1 12.8 24.6 15.3 Confl. Bikes (#/hr)1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0%0%0%0%0%0%0%1%0%1%1%0% Shared Lane Traffic (%) Lane Group Flow (vph) 00001920068401035110 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 78.9% ICU Level of Service D Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 6: Old Stage Road & Driveway /Great Marsh Road Timing Plan: 2033 Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-PK.syn HCM 7th TWSC VHB/AES 06/12/2026 Intersection Int Delay, s/veh 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 2 0 175 0 625 5 95 470 0 Future Vol, veh/h 0 0 0 2 0 175 0 625 5 95 470 0 Conflicting Peds, #/hr000000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - 140 - - Veh in Median Storage, #-0 - -0 - -0 - -0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %000000010110 Mvmt Flow 00020190067951035110 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1397 1402 511 1399 1399 682 511 0 0 685 0 0 Stage 1 717 717 - 682 682 - - - - - - - Stage 2 679 685 - 717 717 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.11 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.209 - - Pot Cap-1 Maneuver 120 141 567 119 142 453 1065 - - 913 - - Stage 1 424 436 - 443 453 - - - - - - - Stage 2 444 452 - 424 436 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 62 125 567 106 126 453 1065 - - 913 - - Mov Cap-2 Maneuver 62 125 - 106 126 - - - - - - - Stage 1 376 387 - 443 453 - - - - - - - Stage 2 258 452 - 376 387 - - - - - - - Approach EB WB NB SB HCM Ctrl Dly, s/v 0 19.56 0 1.59 HCM LOS A C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1065 - - - 437 913 - - HCM Lane V/C Ratio - - - - 0.44 0.113 - - HCM Ctrl Dly (s/v) 0 - - 0 19.6 9.4 - - HCM Lane LOS A - - A C A - - HCM 95th %tile Q(veh) 0 - - - 2.2 0.4 - - Average Season Conditions Network Diagrams and Intersection Capacity Analyses SnegSignalized Intersection= Negligible25 70 35 1 3 0 8 0 2 017580025 1563540ne g ne g ne g neg ne g 5neg115neg neg65negne g ne g ne g 5 neg negneg115neg neg70neg205010575negneg 45 5 5 35 25 50 20 5953020 24 5 neg320neg55negnegnegnegneg80440negS28Ph i n n e y ' s L a n e Ph i n n e y ' s L a n e Ju n i p e r R o a d Sit e D r i v e w a y Poi n t o f P i n e s Av e n u e Dri v e w a y Great Marsh RoadShootfl y i n g H i l l Road Shootfl y i n g H i l l Road Falmouth Road28Old Stage RoadOld Stage RoadFalmouth RoadGreat Marsh RoadNNot to Scale\\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Graphics\Traffic Study\June 2026 Study\Traffic Study Figures-Centerville Resi.dwg 195 Phinney’s Lane | Centerville, MA2026 Existing Conditions - Average Season - Weekday Morning Peak Hour Traffic Volumes SnegSignalized Intersection= Negligible35 10 5 50 1 9 5 8 5 3 515575535 4572550ne g ne g ne g 5 neg ne gneg125neg neg165negne g ne g ne g neg neg 5neg120neg 5165neg2512510570negneg 50 5 10 65 25 11 5 28 5953050 25 0 neg490neg130negnegnegnegneg70365negSPh i n n e y ' s L a n e Ph i n n e y ' s L a n e Ju n i p e r R o a d Sit e D r i v e w a y Poi n t o f P i n e s Av e n u e Dri v e w a y Great Marsh RoadShootfl y i n g H i l l Road Shootfl y i n g H i l l Road Falmouth RoadOld Stage RoadOld Stage RoadFalmouth RoadGreat Marsh RoadNNot to Scale\\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Graphics\Traffic Study\June 2026 Study\Traffic Study Figures-Centerville Resi.dwg 195 Phinney’s Lane | Centerville, MA2026 Existing Conditions - Average Season - Weekday Evening Peak Hour Traffic Volumes SnegSignalized Intersection= Negligible25 70 35 1 3 5 8 5 2 018583025 1566540ne g ne g ne g ne g neg 5neg120neg neg70negne g ne g ne g 5 neg ne gneg120neg neg75neg205510580negneg 45 5 5 35 25 55 21 51003020 25 5 neg335neg60negnegnegnegneg85460negS28Ph i n n e y ' s L a n e Ph i n n e y ' s L a n e Ju n i p e r R o a d Sit e D r i v e w a y Poi n t o f P i n e s Av e n u e Dri v e w a y Great Marsh RoadShootfl y i n g H i l l Road Shootfl y i n g H i l l Road Falmouth Road28Old Stage RoadOld Stage RoadFalmouth RoadGreat Marsh RoadNNot to Scale\\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Graphics\Traffic Study\June 2026 Study\Traffic Study Figures-Centerville Resi.dwg 195 Phinney’s Lane | Centerville, MA2033 No-Build Conditions - Average Season - Weekday Morning Peak Hour Traffic Volumes SnegSignalized Intersection= Negligible35 11 0 50 2 0 0 9 0 3 516079035 4575550ne g ne g ne g 5 neg ne gneg130neg neg170negne g ne g ne g neg neg 5neg125neg 5170neg2513010575negneg 50 5 10 65 25 12 0 29 51003050 26 0 neg510neg135negnegnegnegneg75380negS28Ph i n n e y ' s L a n e Ph i n n e y ' s L a n e Ju n i p e r R o a d Sit e D r i v e w a y Poi n t o f P i n e s Av e n u e Dri v e w a y Great Marsh RoadShootfl y i n g H i l l Road Shootfl y i n g H i l l Road Falmouth Road28Old Stage RoadOld Stage RoadFalmouth RoadGreat Marsh RoadNNot to Scale\\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Graphics\Traffic Study\June 2026 Study\Traffic Study Figures-Centerville Resi.dwg 195 Phinney’s Lane | Centerville, MA2033 No-Build Conditions - Average Season - Weekday Evening Peak Hour Traffic Volumes SnegSignalized Intersection= Negligible25 70 35 1 3 5 8 5 2 518583025 156654010 ne g 15 neg neg 5neg1205 neg705ne g ne g ne g 5 neg negneg125neg neg85neg206510585negneg 45 5 5 35 25 60 21 51103520 25 5 neg335neg65neg5negnegneg85460negS28Ph i n n e y ' s L a n e Ph i n n e y ' s L a n e Ju n i p e r R o a d Sit e D r i v e w a y Poi n t o f P i n e s Av e n u e Dri v e w a y Great Marsh RoadShootfl y i n g H i l l Road Shootfl y i n g H i l l Road Falmouth Road28Old Stage RoadOld Stage RoadFalmouth RoadGreat Marsh RoadNNot to Scale\\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Graphics\Traffic Study\June 2026 Study\Traffic Study Figures-Centerville Resi.dwg 195 Phinney’s Lane | Centerville, MA2033 Build Conditions - Average Season - Weekday Morning Peak Hour Traffic Volumes SnegSignalized Intersection= Negligible35 11 0 50 2 0 0 9 0 4 016079035 50755505 ne g 10 5 ne g negneg13010 neg17010ne g ne g ne g neg neg 5neg135neg 5175neg2513510585negneg 50 5 10 65 25 13 0 29 51053555 26 0 5510neg140negnegnegnegneg80380negS28Ph i n n e y ' s L a n e Ph i n n e y ' s L a n e Ju n i p e r R o a d Sit e D r i v e w a y Poi n t o f P i n e s Av e n u e Dri v e w a y Great Marsh RoadShootfl y i n g H i l l Road Shootfl y i n g H i l l Road Falmouth Road28Old Stage RoadOld Stage RoadFalmouth RoadGreat Marsh RoadNNot to Scale\\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Graphics\Traffic Study\June 2026 Study\Traffic Study Figures-Centerville Resi.dwg 195 Phinney’s Lane | Centerville, MA2033 Build Conditions - Average Season - Weekday Evening Peak Hour Traffic Volumes Signalized Intersection Capacity Analysis – Average Season Location / Movement 2026 Existing Conditions 2033 No-Build Conditions 2033 Build Conditions v/c a Del b LOS c 50 Q d 95 Q e v/c Del LOS 50 Q 95 Q v/c Del LOS 50 Q 95 Q Falmouth Road (Route 28) at Phinney’s Lane Weekday Morning EB L >1.20 >120 F ~142 #398 >1.20 >120 F ~152 #414 >1.20 >120 F ~152 #414 EB T 0.58 20 C 173 390 0.64 22 C 178 403 0.64 22 C 178 403 WB L 0.27 41 D 17 67 0.37 48 D 18 #74 0.37 47 D 18 #74 WB T 0.60 23 C 127 293 0.60 23 C 134 310 0.60 23 C 134 310 NB L 0.17 36 D 11 45 0.16 36 D 10 47 0.16 36 D 10 47 NB T 0.34 30 C 41 122 0.31 30 C 36 122 0.31 30 C 36 122 SB L 0.10 34 C 8 40 0.09 34 C 8 39 0.12 34 C 10 46 SB T 0.69 37 D 76 #290 0.71 38 D 77 #304 0.71 38 D 77 #303 Overall 68 E 75 E 75 E Weekday Evening EB L >1.20 >120 F ~114 #359 >1.20 >120 F ~122 #370 >1.20 >120 F ~122 #370 EB T 0.61 22 C 156 355 0.62 22 C 166 375 0.62 22 C 166 374 WB L 0.45 50 D 21 #104 0.47 51 D 22 #105 0.47 51 D 22 #105 WB T 0.65 24 C 141 322 0.68 24 C 157 355 0.69 25 C 158 358 NB L 0.34 42 D 16 61 0.35 44 D 14 #74 0.35 44 D 14 #74 NB T 0.53 35 C 70 #189 0.47 34 C 60 #204 0.47 34 C 60 #204 SB L 0.18 35 C 13 59 0.18 35 C 14 59 0.20 35 D 16 65 SB T 0.77 38 D 87 #362 0.83 45 D 99 #399 0.83 45 D 99 #399 Overall 56 E 59 E 59 E a Volume to capacity ratio. b Average total delay, in seconds per vehicle. c Level-of-service. d 50th percentile queue, in feet. e 95th percentile queue, in feet. ~ Volume exceeds capacity, queue is theoretically infinite. # 95th percentile volume exceeds capacity, queue may be longer. m Volume for 95th percentile queue is metered by upstream signal. dl Defacto Left Lane. Recode with 1 through lane as a left lane. Unsignalized Intersection Capacity Analysis – Average Season Location / Movement 2026 Existing Conditions 2033 No-Build Conditions 2033 Build Conditions D a v/c b Del c LOS d 95 Q e D v/c Del LOS 95 Q D v/c Del LOS 95 Q Phinney’s Lane at Great Marsh Road Weekday Morning EB L/R 125 0.26 15 B 28 130 0.28 15 B 28 145 0.31 15 C 33 NB L 20 0.02 8 A 3 20 0.02 8 A 3 20 0.02 8 A 3 Weekday Evening EB L/R 125 0.32 18 C 35 130 0.36 20 C 40 140 0.40 21 C 48 NB L 50 0.05 8 A 3 50 0.05 8 A 5 55 0.05 8 A 5 Great Marsh Road at Juniper Road/Site Driveway Weekday Morning EB L 1 0.00 7 A 0 1 0.00 7 A 0 1 0.00 7 A 0 WB L - - - - - - - - - - 5 0.00 8 A 0 NB L/T/R - - - - - - - - - - 25 0.03 10 A 3 SB L/T/R 7 0.01 10 A 0 7 0.01 9 A 0 8 0.01 10 A 0 Weekday Evening EB L 1 0.00 8 A 0 1 0.00 8 A 0 1 0.00 8 A 0 WB L - - - - - - - - - - 15 0.01 8 A 0 NB L/T/R - - - - - - - - - - 15 0.02 10 A 3 SB L/T/R 5 0.01 9 A 0 5 0.01 9 A 0 5 0.01 9 A 0 Great Marsh Road at Point of Pines Avenue/Driveway Weekday Morning EB L 2 0.00 8 A 0 2 0.00 8 A 0 2 0.00 8 A 0 NB L/T/R 1 0.00 9 A 0 1 0.00 9 A 0 1 0.00 9 A 0 SB L/T/R 7 0.02 9 A 3 8 0.01 9 A 0 8 0.01 9 A 0 Weekday Evening EB L 2 0.00 8 A 0 3 0.00 8 A 0 3 0.00 8 A 0 NB L/T/R - - - - - - - - - - - - - - - SB L/T/R 7 0.03 11 B 3 7 0.01 10 B 0 8 0.01 10 B 0 Great Marsh Road at Shootflying Hill Road Weekday Morning EB L/T/R 82 0.12 8 A 10 87 0.11 8 A 10 92 0.12 8 A 10 WB L/T/R 80 0.12 8 A 10 85 0.11 8 A 10 95 0.13 8 A 10 NB L/T/R 50 0.07 8 A 5 50 0.07 8 A 5 50 0.07 8 A 5 SB L/T/R 65 0.10 8 A 8 65 0.09 8 A 8 65 0.09 8 A 8 Weekday Evening EB L/T/R 75 0.11 8 A 10 80 0.11 8 A 10 90 0.12 8 A 10 WB L/T/R 160 0.22 9 A 20 165 0.22 9 A 20 170 0.22 9 A 23 NB L/T/R 57 0.08 8 A 8 57 0.08 8 A 8 57 0.08 8 A 8 SB L/T/R 100 0.14 8 A 13 100 0.14 8 A 13 100 0.14 8 A 13 Old Stage Road at Great Marsh Road Weekday Morning EB L/T/R 2 0.01 28 D 0 2 0.02 30 D 0 2 0.02 30 D 0 WB L/T/R 56 0.09 11 B 8 61 0.10 11 B 8 70 0.13 12 B 13 NB L 1 0.00 8 A 0 1 0.00 8 A 0 1 0.00 8 A 0 SB L 80 0.07 8 A 5 85 0.08 8 A 8 85 0.08 8 A 8 Weekday Evening EB L/T/R - - - - - - - - - - - - - - - WB L/T/R 130 0.25 14 B 25 135 0.27 14 B 28 142 0.30 15 B 30 NB L - - - - - - - - - - - - - - - SB L 70 0.07 9 A 5 75 0.08 9 A 8 80 0.09 9 A 8 a Demand b Volume to capacity ratio. c Average total delay, in seconds per vehicle. d Level-of-service. e 95th percentile queue, in feet. # 95th percentile volume exceeds capacity, queue may be longer. m Volume for 95th percentile queue is metered by upstream signal. 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 1: Phinney's Lane & Route 28 (Falmouth Road) Timing Plan: 2026 Existing Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-AVG.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Ø3 Lane Configurations Traffic Volume (vph) 175 800 25 40 635 15 25 70 35 20 80 130 Future Volume (vph) 175 800 25 40 635 15 25 70 35 20 80 130 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 16 11 11 16 12 12 12 10 10 12 Storage Length (ft) 300 0 130 180 95 0 95 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 1694 3337 0 1745 3286 0 1805 1805 0 1685 1490 0 Flt Permitted 0.377 0.741 0.455 0.675 Satd. Flow (perm) 672 3337 0 1361 3286 0 863 1805 0 1197 1490 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 3 2 19 60 Link Speed (mph) 30 30 30 30 Link Distance (ft) 947 846 814 646 Travel Time (s) 21.5 19.2 18.5 14.7 Confl. Peds. (#/hr) 2 2 Confl. Bikes (#/hr) 1 Peak Hour Factor 0.91 0.91 0.91 0.92 0.92 0.92 0.82 0.82 0.82 0.88 0.88 0.88 Heavy Vehicles (%) 3% 4% 7% 0% 6% 0% 0% 0% 0% 0% 5% 8% Shared Lane Traffic (%) Lane Group Flow (vph) 192 906 0 43 706 0 30 128 0 23 239 0 Turn Type custom NA custom NA Perm NA Perm NA Protected Phases 2 6 8 4 3 Permitted Phases 5 1 8 4 Detector Phase 5 2 1 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 15.0 6.0 15.0 6.0 6.0 6.0 6.0 1.0 Minimum Split (s) 12.0 21.0 12.0 21.0 12.0 12.0 12.0 12.0 29.0 Total Split (s) 16.0 46.0 16.0 46.0 21.0 21.0 21.0 21.0 29.0 Total Split (%) 14.3% 41.1% 14.3% 41.1% 18.8% 18.8% 18.8% 18.8% 26% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 2.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None Min None Min None None None None None Act Effct Green (s) 10.6 35.2 9.0 27.0 15.1 15.1 15.1 15.1 Actuated g/C Ratio 0.14 0.46 0.12 0.36 0.20 0.20 0.20 0.20 v/c Ratio 2.06 0.58 0.27 0.60 0.17 0.34 0.10 0.69 Control Delay (s/veh) 533.2 20.2 41.3 22.9 36.0 30.4 34.2 36.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 533.2 20.2 41.3 22.9 36.0 30.4 34.2 36.6 LOS F C D C D C C D Approach Delay (s/veh) 109.9 24.0 31.4 36.4 Approach LOS F C C D Queue Length 50th (ft) ~142 173 17 127 11 41 8 76 Queue Length 95th (ft) #398 390 67 293 45 122 40 #290 Internal Link Dist (ft) 867 766 734 566 Turn Bay Length (ft) 300 130 95 95 Base Capacity (vph) 93 1866 190 1837 180 393 250 359 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 2.06 0.49 0.23 0.38 0.17 0.33 0.09 0.67 Intersection Summary Area Type: Other Cycle Length: 112 Actuated Cycle Length: 75.7 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 2.06 Intersection Signal Delay (s/veh): 67.5 Intersection LOS: E Intersection Capacity Utilization 63.7% ICU Level of Service B Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Phinney's Lane & Route 28 (Falmouth Road) 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 2: Phinney's Lane & Great Marsh Road Timing Plan: 2026 Existing Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-AVG.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 95 30 20 245 205 50 Future Volume (vph) 95 30 20 245 205 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 11 11 11 11 Satd. Flow (prot) 1617 0 0 1764 1686 0 Flt Permitted 0.963 0.996 Satd. Flow (perm) 1617 0 0 1764 1686 0 Link Speed (mph) 30 30 30 Link Distance (ft) 768 646 670 Travel Time (s) 17.5 14.7 15.2 Peak Hour Factor 0.93 0.93 0.90 0.90 0.84 0.84 Heavy Vehicles (%) 2% 3% 0% 4% 7% 2% Shared Lane Traffic (%) Lane Group Flow (vph) 134 0 0 294 304 0 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 43.2% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 2: Phinney's Lane & Great Marsh Road Timing Plan: 2026 Existing Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-AVG.syn HCM 7th TWSC VHB/AES 06/11/2026 Intersection Int Delay, s/veh 2.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 95 30 20 245 205 50 Future Vol, veh/h 95 30 20 245 205 50 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 90 90 84 84 Heavy Vehicles, % 2 3 0 4 7 2 Mvmt Flow 102 32 22 272 244 60 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 590 274 304 0 - 0 Stage 1 274 - - - - - Stage 2 317 - - - - - Critical Hdwy 6.42 6.23 4.1 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.327 2.2 - - - Pot Cap-1 Maneuver 470 763 1269 - - - Stage 1 772 - - - - - Stage 2 739 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 460 763 1269 - - - Mov Cap-2 Maneuver 460 - - - - - Stage 1 756 - - - - - Stage 2 739 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 14.6 0.6 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 136 - 509 - - HCM Lane V/C Ratio 0.018 - 0.264 - - HCM Ctrl Dly (s/v) 7.9 0 14.6 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0.1 - 1.1 - - 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 3: Site Driveway/Juniper Road & Great Marsh Road Timing Plan: 2026 Existing Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-AVG.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 115 0 0 65 2 0 0 0 5 0 2 Future Volume (vph) 1 115 0 0 65 2 0 0 0 5 0 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 16 16 16 12 12 12 10 10 10 Satd. Flow (prot) 0 1773 0 0 2124 0 0 1900 0 0 1643 0 Flt Permitted 0.966 Satd. Flow (perm) 0 1773 0 0 2124 0 0 1900 0 0 1643 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 255 768 217 542 Travel Time (s) 5.8 17.5 4.9 12.3 Confl. Peds. (#/hr) 1 1 Confl. Bikes (#/hr) 1 Peak Hour Factor 0.91 0.91 0.91 0.69 0.69 0.69 0.92 0.92 0.92 0.69 0.69 0.69 Heavy Vehicles (%) 0% 0% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 127 0 0 97 0 0 0 0 0 10 0 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 16.8% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 3: Site Driveway/Juniper Road & Great Marsh Road Timing Plan: 2026 Existing Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-AVG.syn HCM 7th TWSC VHB/AES 06/11/2026 Intersection Int Delay, s/veh 0.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 115 0 0 65 2 0 0 0 5 0 2 Future Vol, veh/h 1 115 0 0 65 2 0 0 0 5 0 2 Conflicting Peds, #/hr 1 0 0 0 0 1 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 69 69 69 92 92 92 69 69 69 Heavy Vehicles, % 0 0 0 0 1 0 0 0 0 0 0 0 Mvmt Flow 1 126 0 0 94 3 0 0 0 7 0 3 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 98 0 0 126 0 0 223 227 126 225 225 97 Stage 1 - - - - - - 129 129 - 97 97 - Stage 2 - - - - - - 94 98 - 129 129 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1508 - - 1472 - - 737 676 929 735 677 965 Stage 1 - - - - - - 880 794 - 915 819 - Stage 2 - - - - - - 918 818 - 880 794 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1506 - - 1472 - - 734 675 929 733 676 964 Mov Cap-2 Maneuver - - - - - - 734 675 - 733 676 - Stage 1 - - - - - - 879 793 - 914 818 - Stage 2 - - - - - - 915 817 - 879 793 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.06 0 0 9.63 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) - 16 - - 1472 - - 787 HCM Lane V/C Ratio - 0.001 - - - - - 0.013 HCM Ctrl Dly (s/v) 0 7.4 0 - 0 - - 9.6 HCM Lane LOS A A A - A - - A HCM 95th %tile Q(veh) - 0 - - 0 - - 0 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 4: Driveway /Point of Pines Avenue & Great Marsh Road Timing Plan: 2026 Existing Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-AVG.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 115 0 0 70 2 0 0 1 2 0 5 Future Volume (vph) 2 115 0 0 70 2 0 0 1 2 0 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 10 10 10 12 12 12 11 11 11 Satd. Flow (prot) 0 1741 0 0 1749 0 0 1644 0 0 1400 0 Flt Permitted 0.999 0.985 Satd. Flow (perm) 0 1741 0 0 1749 0 0 1644 0 0 1400 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 184 255 243 406 Travel Time (s) 4.2 5.8 5.5 9.2 Confl. Peds. (#/hr) 1 1 Peak Hour Factor 0.91 0.91 0.91 0.75 0.75 0.75 0.25 0.25 0.25 0.44 0.44 0.44 Heavy Vehicles (%) 50% 1% 0% 0% 1% 0% 0% 0% 0% 0% 0% 25% Shared Lane Traffic (%) Lane Group Flow (vph) 0 128 0 0 96 0 0 4 0 0 16 0 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 17.7% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 4: Driveway /Point of Pines Avenue & Great Marsh Road Timing Plan: 2026 Existing Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-AVG.syn HCM 7th TWSC VHB/AES 06/11/2026 Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 115 0 0 70 2 0 0 1 2 0 5 Future Vol, veh/h 2 115 0 0 70 2 0 0 1 2 0 5 Conflicting Peds, #/hr 1 0 0 0 0 1 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 75 75 75 25 25 25 44 44 44 Heavy Vehicles, % 50 1 0 0 1 0 0 0 0 0 0 25 Mvmt Flow 2 126 0 0 93 3 0 0 4 5 0 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 97 0 0 126 0 0 224 228 126 226 226 96 Stage 1 - - - - - - 131 131 - 96 96 - Stage 2 - - - - - - 93 97 - 131 131 - Critical Hdwy 4.6 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.45 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.65 - - 2.2 - - 3.5 4 3.3 3.5 4 3.525 Pot Cap-1 Maneuver 1243 - - 1472 - - 736 675 929 733 676 901 Stage 1 - - - - - - 878 792 - 916 820 - Stage 2 - - - - - - 919 819 - 878 792 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1242 - - 1472 - - 725 673 929 728 674 901 Mov Cap-2 Maneuver - - - - - - 725 673 - 728 674 - Stage 1 - - - - - - 876 790 - 915 819 - Stage 2 - - - - - - 907 818 - 872 790 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.14 0 8.89 9.35 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 929 31 - - 1472 - - 843 HCM Lane V/C Ratio 0.004 0.002 - - - - - 0.019 HCM Ctrl Dly (s/v) 8.9 7.9 0 - 0 - - 9.4 HCM Lane LOS A A A - A - - A HCM 95th %tile Q(veh) 0 0 - - 0 - - 0.1 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 5: Shootflying Hill Road & Great Marsh Road Timing Plan: 2026 Existing Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-AVG.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 75 2 10 50 20 0 45 5 25 35 5 Future Volume (vph) 5 75 2 10 50 20 0 45 5 25 35 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 12 12 12 11 11 11 Satd. Flow (prot) 0 1793 0 0 1711 0 0 1793 0 0 1706 0 Flt Permitted 0.997 0.994 0.981 Satd. Flow (perm) 0 1793 0 0 1711 0 0 1793 0 0 1706 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 563 2758 426 721 Travel Time (s) 12.8 62.7 9.7 16.4 Confl. Bikes (#/hr) 1 1 Peak Hour Factor 0.85 0.85 0.85 0.81 0.81 0.81 0.90 0.90 0.90 0.85 0.85 0.85 Heavy Vehicles (%) 0% 2% 0% 10% 3% 0% 0% 5% 0% 6% 4% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 96 0 0 99 0 0 56 0 0 76 0 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 24.0% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 5: Shootflying Hill Road & Great Marsh Road Timing Plan: 2026 Existing Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-AVG.syn HCM 7th AWSC VHB/AES 06/11/2026 Intersection Intersection Delay, s/veh 7.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 75 2 10 50 20 0 45 5 25 35 5 Future Vol, veh/h 5 75 2 10 50 20 0 45 5 25 35 5 Peak Hour Factor 0.85 0.85 0.85 0.81 0.81 0.81 0.90 0.90 0.90 0.85 0.85 0.85 Heavy Vehicles, % 0 2 0 10 3 0 0 5 0 6 4 0 Mvmt Flow 6 88 2 12 62 25 0 50 6 29 41 6 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh 7.9 8 7.8 8 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 0% 6% 13% 38% Vol Thru, % 90% 91% 63% 54% Vol Right, % 10% 2% 25% 8% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 50 82 80 65 LT Vol 0 5 10 25 Through Vol 45 75 50 35 RT Vol 5 2 20 5 Lane Flow Rate 56 96 99 76 Geometry Grp 1 1 1 1 Degree of Util (X) 0.069 0.116 0.12 0.096 Departure Headway (Hd) 4.456 4.315 4.359 4.538 Convergence, Y/N Yes Yes Yes Yes Cap 806 834 826 792 Service Time 2.469 2.326 2.37 2.552 HCM Lane V/C Ratio 0.069 0.115 0.12 0.096 HCM Control Delay, s/veh 7.8 7.9 8 8 HCM Lane LOS A A A A HCM 95th-tile Q 0.2 0.4 0.4 0.3 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 6: Old Stage Road & Driveway /Great Marsh Road Timing Plan: 2026 Existing Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-AVG.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 1 0 1 0 55 1 320 1 80 440 1 Future Volume (vph) 1 1 0 1 0 55 1 320 1 80 440 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 16 16 16 13 13 13 10 10 10 Storage Length (ft) 0 0 0 0 0 0 140 0 Storage Lanes 0 0 0 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 0 1236 0 0 1812 0 0 1888 0 1636 1722 0 Flt Permitted 0.976 0.999 0.950 Satd. Flow (perm) 0 1236 0 0 1812 0 0 1888 0 1636 1722 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 401 563 1083 673 Travel Time (s) 9.1 12.8 24.6 15.3 Confl. Peds. (#/hr) 2 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 100% 0% 0% 0% 0% 3% 0% 4% 0% 3% 3% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 2 0 0 61 0 0 350 0 87 479 0 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.6% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 6: Old Stage Road & Driveway /Great Marsh Road Timing Plan: 2026 Existing Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-AVG.syn HCM 7th TWSC VHB/AES 06/11/2026 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 1 0 1 0 55 1 320 1 80 440 1 Future Vol, veh/h 1 1 0 1 0 55 1 320 1 80 440 1 Conflicting Peds, #/hr 0 0 0 0 0 0 2 0 0 0 0 2 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - 140 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 100 0 0 0 0 3 0 4 0 3 3 0 Mvmt Flow 1 1 0 1 0 60 1 348 1 87 478 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1005 1006 481 1003 1006 348 481 0 0 349 0 0 Stage 1 655 655 - 351 351 - - - - - - - Stage 2 350 351 - 653 655 - - - - - - - Critical Hdwy 8.1 6.5 6.2 7.1 6.5 6.23 4.1 - - 4.13 - - Critical Hdwy Stg 1 7.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 7.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 4.4 4 3.3 3.5 4 3.327 2.2 - - 2.227 - - Pot Cap-1 Maneuver 148 243 589 223 243 693 1092 - - 1204 - - Stage 1 327 466 - 670 636 - - - - - - - Stage 2 504 636 - 460 466 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 125 225 588 205 225 693 1090 - - 1204 - - Mov Cap-2 Maneuver 125 225 - 205 225 - - - - - - - Stage 1 303 431 - 669 635 - - - - - - - Stage 2 460 635 - 425 431 - - - - - - - Approach EB WB NB SB HCM Ctrl Dly, s/v 27.69 10.96 0.03 1.26 HCM LOS D B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 6 - - 161 664 1204 - - HCM Lane V/C Ratio 0.001 - - 0.014 0.092 0.072 - - HCM Ctrl Dly (s/v) 8.3 0 - 27.7 11 8.2 - - HCM Lane LOS A A - D B A - - HCM 95th %tile Q(veh) 0 - - 0 0.3 0.2 - - 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 1: Phinney's Lane & Route 28 (Falmouth Road) Timing Plan: 2026 Existing Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-AVG.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Ø3 Lane Configurations Traffic Volume (vph) 155 755 35 52 725 45 35 105 50 35 85 195 Future Volume (vph) 155 755 35 52 725 45 35 105 50 35 85 195 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 16 11 11 16 12 12 12 10 10 12 Storage Length (ft) 300 0 130 180 95 0 95 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 1662 3397 0 1745 3426 0 1805 1766 0 1685 1551 0 Flt Permitted 0.381 0.506 0.339 0.558 Satd. Flow (perm) 666 3397 0 928 3426 0 644 1766 0 990 1551 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 5 6 18 85 Link Speed (mph) 30 30 30 30 Link Distance (ft) 947 846 814 646 Travel Time (s) 21.5 19.2 18.5 14.7 Confl. Peds. (#/hr) 2 2 Confl. Bikes (#/hr) 1 Peak Hour Factor 0.92 0.92 0.92 0.96 0.96 0.96 0.78 0.78 0.78 0.94 0.94 0.94 Heavy Vehicles (%) 5% 2% 0% 0% 1% 0% 0% 2% 2% 0% 3% 2% Shared Lane Traffic (%) Lane Group Flow (vph) 168 859 0 54 802 0 45 199 0 37 297 0 Turn Type custom NA custom NA Perm NA Perm NA Protected Phases 2 6 8 4 3 Permitted Phases 5 1 8 4 Detector Phase 5 2 1 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 15.0 6.0 15.0 6.0 6.0 6.0 6.0 1.0 Minimum Split (s) 12.0 21.0 12.0 21.0 12.0 12.0 12.0 12.0 29.0 Total Split (s) 16.0 46.0 16.0 46.0 21.0 21.0 21.0 21.0 29.0 Total Split (%) 14.3% 41.1% 14.3% 41.1% 18.8% 18.8% 18.8% 18.8% 26% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 2.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None Min None Min None None None None None Act Effct Green (s) 10.5 31.6 9.9 27.5 15.7 15.7 15.7 15.7 Actuated g/C Ratio 0.14 0.41 0.13 0.36 0.21 0.21 0.21 0.21 v/c Ratio 1.85 0.61 0.45 0.65 0.34 0.53 0.18 0.77 Control Delay (s/veh) 448.8 22.2 49.9 23.8 41.5 34.9 34.7 38.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 448.8 22.2 49.9 23.8 41.5 34.9 34.7 38.2 LOS F C D C D C C D Approach Delay (s/veh) 92.0 25.4 36.1 37.8 Approach LOS F C D D Queue Length 50th (ft) ~114 156 21 141 16 70 13 87 Queue Length 95th (ft) #359 355 #104 322 61 #189 59 #362 Internal Link Dist (ft) 867 766 734 566 Turn Bay Length (ft) 300 130 95 95 Base Capacity (vph) 91 1860 126 1876 132 376 202 385 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.85 0.46 0.43 0.43 0.34 0.53 0.18 0.77 Intersection Summary Area Type: Other Cycle Length: 112 Actuated Cycle Length: 76.5 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.85 Intersection Signal Delay (s/veh): 56.0 Intersection LOS: E Intersection Capacity Utilization 71.5% ICU Level of Service C Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Phinney's Lane & Route 28 (Falmouth Road) 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 2: Phinney's Lane & Great Marsh Road Timing Plan: 2026 Existing Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-AVG.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 95 30 50 250 285 115 Future Volume (vph) 95 30 50 250 285 115 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 11 11 11 11 Satd. Flow (prot) 1641 0 0 1763 1740 0 Flt Permitted 0.963 0.992 Satd. Flow (perm) 1641 0 0 1763 1740 0 Link Speed (mph) 30 30 30 Link Distance (ft) 768 646 670 Travel Time (s) 17.5 14.7 15.2 Peak Hour Factor 0.96 0.96 0.92 0.92 0.94 0.94 Heavy Vehicles (%) 1% 0% 0% 4% 2% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 130 0 0 326 425 0 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 55.0% ICU Level of Service B Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 2: Phinney's Lane & Great Marsh Road Timing Plan: 2026 Existing Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-AVG.syn HCM 7th TWSC VHB/AES 06/11/2026 Intersection Int Delay, s/veh 3.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 95 30 50 250 285 115 Future Vol, veh/h 95 30 50 250 285 115 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 96 92 92 94 94 Heavy Vehicles, % 1 0 0 4 2 0 Mvmt Flow 99 31 54 272 303 122 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 745 364 426 0 - 0 Stage 1 364 - - - - - Stage 2 380 - - - - - Critical Hdwy 6.41 6.2 4.1 - - - Critical Hdwy Stg 1 5.41 - - - - - Critical Hdwy Stg 2 5.41 - - - - - Follow-up Hdwy 3.509 3.3 2.2 - - - Pot Cap-1 Maneuver 383 685 1145 - - - Stage 1 705 - - - - - Stage 2 693 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 362 685 1145 - - - Mov Cap-2 Maneuver 362 - - - - - Stage 1 666 - - - - - Stage 2 693 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 17.91 1.38 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 300 - 408 - - HCM Lane V/C Ratio 0.047 - 0.319 - - HCM Ctrl Dly (s/v) 8.3 0 17.9 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0.1 - 1.4 - - 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 3: Site Driveway/Juniper Road & Great Marsh Road Timing Plan: 2026 Existing Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-AVG.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 125 0 0 165 2 0 0 0 0 0 5 Future Volume (vph) 1 125 0 0 165 2 0 0 0 0 0 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 16 16 16 12 12 12 10 10 10 Satd. Flow (prot) 0 1773 0 0 2149 0 0 1900 0 0 1534 0 Flt Permitted Satd. Flow (perm) 0 1773 0 0 2149 0 0 1900 0 0 1534 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 255 768 217 542 Travel Time (s) 5.8 17.5 4.9 12.3 Peak Hour Factor 0.92 0.92 0.92 0.77 0.77 0.77 0.92 0.92 0.92 0.50 0.50 0.50 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 137 0 0 217 0 0 0 0 0 10 0 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 18.8% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 3: Site Driveway/Juniper Road & Great Marsh Road Timing Plan: 2026 Existing Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-AVG.syn HCM 7th TWSC VHB/AES 06/11/2026 Intersection Int Delay, s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 125 0 0 165 2 0 0 0 0 0 5 Future Vol, veh/h 1 125 0 0 165 2 0 0 0 0 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 77 77 77 92 92 92 50 50 50 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 1 136 0 0 214 3 0 0 0 0 0 10 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 217 0 0 136 0 0 352 355 136 354 354 216 Stage 1 - - - - - - 138 138 - 216 216 - Stage 2 - - - - - - 214 217 - 138 138 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1365 - - 1461 - - 606 574 918 605 575 829 Stage 1 - - - - - - 870 786 - 791 728 - Stage 2 - - - - - - 792 727 - 870 786 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1365 - - 1461 - - 599 573 918 605 574 829 Mov Cap-2 Maneuver - - - - - - 599 573 - 605 574 - Stage 1 - - - - - - 869 786 - 791 728 - Stage 2 - - - - - - 783 727 - 869 786 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.06 0 0 9.39 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) - 14 - - 1461 - - 829 HCM Lane V/C Ratio - 0.001 - - - - - 0.012 HCM Ctrl Dly (s/v) 0 7.6 0 - 0 - - 9.4 HCM Lane LOS A A A - A - - A HCM 95th %tile Q(veh) - 0 - - 0 - - 0 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 4: Driveway /Point of Pines Avenue & Great Marsh Road Timing Plan: 2026 Existing Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-AVG.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 120 0 0 165 5 0 0 0 5 0 2 Future Volume (vph) 2 120 0 0 165 5 0 0 0 5 0 2 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 10 10 10 12 12 12 11 11 11 Satd. Flow (prot) 0 1772 0 0 1766 0 0 1900 0 0 1705 0 Flt Permitted 0.999 0.965 Satd. Flow (perm) 0 1772 0 0 1766 0 0 1900 0 0 1705 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 184 255 243 406 Travel Time (s) 4.2 5.8 5.5 9.2 Confl. Bikes (#/hr) 3 Peak Hour Factor 0.96 0.96 0.96 0.76 0.76 0.76 0.25 0.25 0.25 0.38 0.38 0.38 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 127 0 0 224 0 0 0 0 0 18 0 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 19.0% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 4: Driveway /Point of Pines Avenue & Great Marsh Road Timing Plan: 2026 Existing Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-AVG.syn HCM 7th TWSC VHB/AES 06/11/2026 Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 120 0 0 165 5 0 0 0 5 0 2 Future Vol, veh/h 2 120 0 0 165 5 0 0 0 5 0 2 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 76 76 76 25 25 25 38 38 38 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 2 125 0 0 217 7 0 0 0 13 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 224 0 0 125 0 0 346 353 125 350 350 220 Stage 1 - - - - - - 129 129 - 220 220 - Stage 2 - - - - - - 217 224 - 129 129 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1357 - - 1474 - - 612 575 931 609 578 824 Stage 1 - - - - - - 879 793 - 787 725 - Stage 2 - - - - - - 790 722 - 879 793 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1357 - - 1474 - - 607 574 931 608 577 824 Mov Cap-2 Maneuver - - - - - - 607 574 - 608 577 - Stage 1 - - - - - - 878 792 - 787 725 - Stage 2 - - - - - - 785 722 - 878 792 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.13 0 0 10.64 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) - 30 - - 1474 - - 657 HCM Lane V/C Ratio - 0.002 - - - - - 0.028 HCM Ctrl Dly (s/v) 0 7.7 0 - 0 - - 10.6 HCM Lane LOS A A A - A - - B HCM 95th %tile Q(veh) - 0 - - 0 - - 0.1 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 5: Shootflying Hill Road & Great Marsh Road Timing Plan: 2026 Existing Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-AVG.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 70 0 10 125 25 2 50 5 25 65 10 Future Volume (vph) 5 70 0 10 125 25 2 50 5 25 65 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 12 12 12 11 11 11 Satd. Flow (prot) 0 1831 0 0 1793 0 0 1872 0 0 1791 0 Flt Permitted 0.997 0.997 0.998 0.988 Satd. Flow (perm) 0 1831 0 0 1793 0 0 1872 0 0 1791 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 563 2758 426 721 Travel Time (s) 12.8 62.7 9.7 16.4 Confl. Bikes (#/hr) 1 1 1 Peak Hour Factor 0.86 0.86 0.86 0.88 0.88 0.88 0.90 0.90 0.90 0.89 0.89 0.89 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 87 0 0 181 0 0 64 0 0 112 0 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 29.8% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 5: Shootflying Hill Road & Great Marsh Road Timing Plan: 2026 Existing Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-AVG.syn HCM 7th AWSC VHB/AES 06/11/2026 Intersection Intersection Delay, s/veh 8.4 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 70 0 10 125 25 2 50 5 25 65 10 Future Vol, veh/h 5 70 0 10 125 25 2 50 5 25 65 10 Peak Hour Factor 0.86 0.86 0.86 0.88 0.88 0.88 0.90 0.90 0.90 0.89 0.89 0.89 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 6 81 0 11 142 28 2 56 6 28 73 11 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh 8.1 8.6 8 8.4 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 4% 7% 6% 25% Vol Thru, % 88% 93% 78% 65% Vol Right, % 9% 0% 16% 10% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 57 75 160 100 LT Vol 2 5 10 25 Through Vol 50 70 125 65 RT Vol 5 0 25 10 Lane Flow Rate 63 87 182 112 Geometry Grp 1 1 1 1 Degree of Util (X) 0.081 0.11 0.219 0.143 Departure Headway (Hd) 4.598 4.526 4.332 4.575 Convergence, Y/N Yes Yes Yes Yes Cap 780 793 829 784 Service Time 2.625 2.551 2.353 2.599 HCM Lane V/C Ratio 0.081 0.11 0.22 0.143 HCM Control Delay, s/veh 8 8.1 8.6 8.4 HCM Lane LOS A A A A HCM 95th-tile Q 0.3 0.4 0.8 0.5 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 6: Old Stage Road & Driveway /Great Marsh Road Timing Plan: 2026 Existing Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-AVG.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 0 0 130 0 490 1 70 365 0 Future Volume (vph) 0 0 0 0 0 130 0 490 1 70 365 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 16 16 16 13 13 13 10 10 10 Storage Length (ft) 0 0 0 0 0 0 140 0 Storage Lanes 0 0 0 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 0 1900 0 0 1863 0 0 1944 0 1668 1756 0 Flt Permitted 0.950 Satd. Flow (perm) 0 1900 0 0 1863 0 0 1944 0 1668 1756 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 401 563 1083 673 Travel Time (s) 9.1 12.8 24.6 15.3 Confl. Bikes (#/hr) 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.95 0.95 0.95 0.96 0.96 0.96 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 1% 0% 1% 1% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 141 0 0 517 0 73 380 0 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 63.1% ICU Level of Service B Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 6: Old Stage Road & Driveway /Great Marsh Road Timing Plan: 2026 Existing Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2026 EX-AVG.syn HCM 7th TWSC VHB/AES 06/11/2026 Intersection Int Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 130 0 490 1 70 365 0 Future Vol, veh/h 0 0 0 0 0 130 0 490 1 70 365 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - 140 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 95 95 95 96 96 96 Heavy Vehicles, % 0 0 0 0 0 0 0 1 0 1 1 0 Mvmt Flow 0 0 0 0 0 141 0 516 1 73 380 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1042 1043 380 1042 1042 516 380 0 0 517 0 0 Stage 1 526 526 - 516 516 - - - - - - - Stage 2 516 517 - 526 526 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.11 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.209 - - Pot Cap-1 Maneuver 210 231 671 209 231 563 1189 - - 1054 - - Stage 1 539 532 - 545 537 - - - - - - - Stage 2 546 537 - 539 532 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 146 215 671 195 215 563 1189 - - 1054 - - Mov Cap-2 Maneuver 146 215 - 195 215 - - - - - - - Stage 1 502 495 - 545 537 - - - - - - - Stage 2 409 537 - 502 495 - - - - - - - Approach EB WB NB SB HCM Ctrl Dly, s/v 0 13.53 0 1.39 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1189 - - - 563 1054 - - HCM Lane V/C Ratio - - - - 0.251 0.069 - - HCM Ctrl Dly (s/v) 0 - - 0 13.5 8.7 - - HCM Lane LOS A - - A B A - - HCM 95th %tile Q(veh) 0 - - - 1 0.2 - - 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 1: Phinney's Lane & Route 28 (Falmouth Road) Timing Plan: 2033 No-Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-AVG.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Ø3 Lane Configurations Traffic Volume (vph) 185 830 25 40 665 15 25 70 35 20 85 135 Future Volume (vph) 185 830 25 40 665 15 25 70 35 20 85 135 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 16 11 11 16 12 12 12 10 10 12 Storage Length (ft) 300 0 130 180 95 0 95 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 1694 3337 0 1745 3286 0 1805 1805 0 1685 1492 0 Flt Permitted 0.381 0.541 0.452 0.684 Satd. Flow (perm) 679 3337 0 994 3286 0 857 1805 0 1213 1492 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 3 2 19 59 Link Speed (mph) 30 30 30 30 Link Distance (ft) 947 846 814 646 Travel Time (s) 21.5 19.2 18.5 14.7 Confl. Peds. (#/hr) 2 2 Confl. Bikes (#/hr) 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 3% 4% 7% 0% 6% 0% 0% 0% 0% 0% 5% 8% Shared Lane Traffic (%) Lane Group Flow (vph) 201 929 0 43 739 0 27 114 0 22 239 0 Turn Type custom NA custom NA Perm NA Perm NA Protected Phases 2 6 8 4 3 Permitted Phases 5 1 8 4 Detector Phase 5 2 1 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 15.0 6.0 15.0 6.0 6.0 6.0 6.0 1.0 Minimum Split (s) 12.0 21.0 12.0 21.0 12.0 12.0 12.0 12.0 29.0 Total Split (s) 16.0 46.0 16.0 46.0 21.0 21.0 21.0 21.0 29.0 Total Split (%) 14.3% 41.1% 14.3% 41.1% 18.8% 18.8% 18.8% 18.8% 26% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 2.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None Min None Min None None None None None Act Effct Green (s) 10.5 33.6 9.0 28.9 15.1 15.1 15.1 15.1 Actuated g/C Ratio 0.14 0.43 0.12 0.37 0.20 0.20 0.20 0.20 v/c Ratio 2.21 0.64 0.37 0.60 0.16 0.31 0.09 0.71 Control Delay (s/veh) 595.7 22.4 47.7 22.7 36.1 30.2 34.3 38.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 595.7 22.4 47.7 22.7 36.1 30.2 34.3 38.0 LOS F C D C D C C D Approach Delay (s/veh) 124.4 24.1 31.3 37.7 Approach LOS F C C D Queue Length 50th (ft) ~152 178 18 134 10 36 8 77 Queue Length 95th (ft) #414 403 #74 310 47 122 39 #304 Internal Link Dist (ft) 867 766 734 566 Turn Bay Length (ft) 300 130 95 95 Base Capacity (vph) 91 1810 134 1782 174 382 246 350 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 2.21 0.51 0.32 0.41 0.16 0.30 0.09 0.68 Intersection Summary Area Type: Other Cycle Length: 112 Actuated Cycle Length: 77.4 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 2.21 Intersection Signal Delay (s/veh): 75.1 Intersection LOS: E Intersection Capacity Utilization 64.9% ICU Level of Service C Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Phinney's Lane & Route 28 (Falmouth Road) 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 2: Phinney's Lane & Great Marsh Road Timing Plan: 2033 No-Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-AVG.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 100 30 20 255 215 55 Future Volume (vph) 100 30 20 255 215 55 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 11 11 11 11 Satd. Flow (prot) 1619 0 0 1764 1685 0 Flt Permitted 0.963 0.996 Satd. Flow (perm) 1619 0 0 1764 1685 0 Link Speed (mph) 30 30 30 Link Distance (ft) 768 646 670 Travel Time (s) 17.5 14.7 15.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 2% 3% 0% 4% 7% 2% Shared Lane Traffic (%) Lane Group Flow (vph) 142 0 0 299 294 0 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 44.0% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 2: Phinney's Lane & Great Marsh Road Timing Plan: 2033 No-Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-AVG.syn HCM 7th TWSC VHB/AES 06/11/2026 Intersection Int Delay, s/veh 3.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 100 30 20 255 215 55 Future Vol, veh/h 100 30 20 255 215 55 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 3 0 4 7 2 Mvmt Flow 109 33 22 277 234 60 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 584 264 293 0 - 0 Stage 1 264 - - - - - Stage 2 321 - - - - - Critical Hdwy 6.42 6.23 4.1 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.327 2.2 - - - Pot Cap-1 Maneuver 474 773 1280 - - - Stage 1 781 - - - - - Stage 2 736 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 464 773 1280 - - - Mov Cap-2 Maneuver 464 - - - - - Stage 1 765 - - - - - Stage 2 736 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 14.71 0.57 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 131 - 511 - - HCM Lane V/C Ratio 0.017 - 0.276 - - HCM Ctrl Dly (s/v) 7.9 0 14.7 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0.1 - 1.1 - - 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 3: Site Driveway/Juniper Road & Great Marsh Road Timing Plan: 2033 No-Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-AVG.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 120 0 0 70 2 0 0 0 5 0 3 Future Volume (vph) 1 120 0 0 70 2 0 0 0 5 0 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 16 16 16 12 12 12 10 10 10 Satd. Flow (prot) 0 1773 0 0 2126 0 0 1900 0 0 1632 0 Flt Permitted 0.970 Satd. Flow (perm) 0 1773 0 0 2126 0 0 1900 0 0 1632 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 255 768 217 542 Travel Time (s) 5.8 17.5 4.9 12.3 Confl. Peds. (#/hr) 1 1 Confl. Bikes (#/hr) 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 0% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 131 0 0 78 0 0 0 0 0 8 0 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 17.1% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 3: Site Driveway/Juniper Road & Great Marsh Road Timing Plan: 2033 No-Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-AVG.syn HCM 7th TWSC VHB/AES 06/11/2026 Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 120 0 0 70 2 0 0 0 5 0 3 Future Vol, veh/h 1 120 0 0 70 2 0 0 0 5 0 3 Conflicting Peds, #/hr 1 0 0 0 0 1 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 1 0 0 0 0 0 0 0 Mvmt Flow 1 130 0 0 76 2 0 0 0 5 0 3 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 79 0 0 130 0 0 209 212 130 211 211 78 Stage 1 - - - - - - 133 133 - 78 78 - Stage 2 - - - - - - 76 79 - 133 133 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1532 - - 1467 - - 753 689 925 751 690 988 Stage 1 - - - - - - 876 790 - 936 834 - Stage 2 - - - - - - 938 833 - 876 790 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1530 - - 1467 - - 750 688 925 749 689 987 Mov Cap-2 Maneuver - - - - - - 750 688 - 749 689 - Stage 1 - - - - - - 875 790 - 935 833 - Stage 2 - - - - - - 935 832 - 875 790 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.06 0 0 9.42 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) - 15 - - 1467 - - 824 HCM Lane V/C Ratio - 0.001 - - - - - 0.011 HCM Ctrl Dly (s/v) 0 7.4 0 - 0 - - 9.4 HCM Lane LOS A A A - A - - A HCM 95th %tile Q(veh) - 0 - - 0 - - 0 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 4: Driveway /Point of Pines Avenue & Great Marsh Road Timing Plan: 2033 No-Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-AVG.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 2 120 0 0 75 3 0 0 1 3 0 5 Future Volume (vph) 2 120 0 0 75 3 0 0 1 3 0 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 10 10 10 12 12 12 11 11 11 Satd. Flow (prot) 0 1741 0 0 1748 0 0 1644 0 0 1429 0 Flt Permitted 0.999 0.982 Satd. Flow (perm) 0 1741 0 0 1748 0 0 1644 0 0 1429 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 184 255 243 406 Travel Time (s) 4.2 5.8 5.5 9.2 Confl. Peds. (#/hr) 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 50% 1% 0% 0% 1% 0% 0% 0% 0% 0% 0% 25% Shared Lane Traffic (%) Lane Group Flow (vph) 0 132 0 0 85 0 0 1 0 0 8 0 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 17.9% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 4: Driveway /Point of Pines Avenue & Great Marsh Road Timing Plan: 2033 No-Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-AVG.syn HCM 7th TWSC VHB/AES 06/11/2026 Intersection Int Delay, s/veh 0.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 120 0 0 75 3 0 0 1 3 0 5 Future Vol, veh/h 2 120 0 0 75 3 0 0 1 3 0 5 Conflicting Peds, #/hr 1 0 0 0 0 1 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 50 1 0 0 1 0 0 0 0 0 0 25 Mvmt Flow 2 130 0 0 82 3 0 0 1 3 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 86 0 0 130 0 0 216 221 130 219 219 84 Stage 1 - - - - - - 135 135 - 84 84 - Stage 2 - - - - - - 82 86 - 135 135 - Critical Hdwy 4.6 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.45 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.65 - - 2.2 - - 3.5 4 3.3 3.5 4 3.525 Pot Cap-1 Maneuver 1256 - - 1467 - - 744 681 925 742 683 915 Stage 1 - - - - - - 873 789 - 929 829 - Stage 2 - - - - - - 932 828 - 873 789 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1255 - - 1467 - - 739 680 925 739 681 914 Mov Cap-2 Maneuver - - - - - - 739 680 - 739 681 - Stage 1 - - - - - - 872 787 - 928 828 - Stage 2 - - - - - - 926 827 - 871 787 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.13 0 8.9 9.33 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 925 30 - - 1467 - - 839 HCM Lane V/C Ratio 0.001 0.002 - - - - - 0.01 HCM Ctrl Dly (s/v) 8.9 7.9 0 - 0 - - 9.3 HCM Lane LOS A A A - A - - A HCM 95th %tile Q(veh) 0 0 - - 0 - - 0 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 5: Shootflying Hill Road & Great Marsh Road Timing Plan: 2033 No-Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-AVG.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 80 2 10 55 20 0 45 5 25 35 5 Future Volume (vph) 5 80 2 10 55 20 0 45 5 25 35 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 12 12 12 11 11 11 Satd. Flow (prot) 0 1792 0 0 1714 0 0 1794 0 0 1707 0 Flt Permitted 0.997 0.994 0.981 Satd. Flow (perm) 0 1792 0 0 1714 0 0 1794 0 0 1707 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 563 2758 426 721 Travel Time (s) 12.8 62.7 9.7 16.4 Confl. Bikes (#/hr) 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 2% 0% 10% 3% 0% 0% 5% 0% 6% 4% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 94 0 0 93 0 0 54 0 0 70 0 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 24.4% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 5: Shootflying Hill Road & Great Marsh Road Timing Plan: 2033 No-Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-AVG.syn HCM 7th AWSC VHB/AES 06/11/2026 Intersection Intersection Delay, s/veh 7.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 80 2 10 55 20 0 45 5 25 35 5 Future Vol, veh/h 5 80 2 10 55 20 0 45 5 25 35 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 0 2 0 10 3 0 0 5 0 6 4 0 Mvmt Flow 5 87 2 11 60 22 0 49 5 27 38 5 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh 7.8 7.9 7.8 8 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 0% 6% 12% 38% Vol Thru, % 90% 92% 65% 54% Vol Right, % 10% 2% 24% 8% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 50 87 85 65 LT Vol 0 5 10 25 Through Vol 45 80 55 35 RT Vol 5 2 20 5 Lane Flow Rate 54 95 92 71 Geometry Grp 1 1 1 1 Degree of Util (X) 0.067 0.113 0.111 0.089 Departure Headway (Hd) 4.427 4.288 4.344 4.515 Convergence, Y/N Yes Yes Yes Yes Cap 812 839 828 796 Service Time 2.439 2.3 2.357 2.527 HCM Lane V/C Ratio 0.067 0.113 0.111 0.089 HCM Control Delay, s/veh 7.8 7.8 7.9 8 HCM Lane LOS A A A A HCM 95th-tile Q 0.2 0.4 0.4 0.3 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 6: Old Stage Road & Driveway /Great Marsh Road Timing Plan: 2033 No-Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-AVG.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 1 0 1 0 60 1 335 1 85 460 1 Future Volume (vph) 1 1 0 1 0 60 1 335 1 85 460 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 16 16 16 13 13 13 10 10 10 Storage Length (ft) 0 0 0 0 0 0 140 0 Storage Lanes 0 0 0 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 0 1236 0 0 1812 0 0 1888 0 1636 1722 0 Flt Permitted 0.976 0.999 0.950 Satd. Flow (perm) 0 1236 0 0 1812 0 0 1888 0 1636 1722 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 401 563 1083 673 Travel Time (s) 9.1 12.8 24.6 15.3 Confl. Peds. (#/hr) 2 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 100% 0% 0% 0% 0% 3% 0% 4% 0% 3% 3% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 2 0 0 66 0 0 366 0 92 501 0 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 55.8% ICU Level of Service B Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 6: Old Stage Road & Driveway /Great Marsh Road Timing Plan: 2033 No-Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-AVG.syn HCM 7th TWSC VHB/AES 06/11/2026 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 1 0 1 0 60 1 335 1 85 460 1 Future Vol, veh/h 1 1 0 1 0 60 1 335 1 85 460 1 Conflicting Peds, #/hr 0 0 0 0 0 0 2 0 0 0 0 2 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - 140 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 100 0 0 0 0 3 0 4 0 3 3 0 Mvmt Flow 1 1 0 1 0 65 1 364 1 92 500 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1054 1055 503 1052 1055 365 503 0 0 365 0 0 Stage 1 687 687 - 367 367 - - - - - - - Stage 2 366 367 - 685 688 - - - - - - - Critical Hdwy 8.1 6.5 6.2 7.1 6.5 6.23 4.1 - - 4.13 - - Critical Hdwy Stg 1 7.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 7.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 4.4 4 3.3 3.5 4 3.327 2.2 - - 2.227 - - Pot Cap-1 Maneuver 136 228 573 206 228 678 1072 - - 1188 - - Stage 1 312 450 - 657 626 - - - - - - - Stage 2 493 625 - 441 450 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 113 209 572 189 209 678 1070 - - 1188 - - Mov Cap-2 Maneuver 113 209 - 189 209 - - - - - - - Stage 1 287 415 - 656 625 - - - - - - - Stage 2 445 625 - 406 414 - - - - - - - Approach EB WB NB SB HCM Ctrl Dly, s/v 29.91 11.16 0.02 1.29 HCM LOS D B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 5 - - 147 651 1188 - - HCM Lane V/C Ratio 0.001 - - 0.015 0.102 0.078 - - HCM Ctrl Dly (s/v) 8.4 0 - 29.9 11.2 8.3 - - HCM Lane LOS A A - D B A - - HCM 95th %tile Q(veh) 0 - - 0 0.3 0.3 - - 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 1: Phinney's Lane & Route 28 (Falmouth Road) Timing Plan: 2033 No-Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-AVG.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Ø3 Lane Configurations Traffic Volume (vph) 160 790 35 50 755 45 35 110 50 35 90 200 Future Volume (vph) 160 790 35 50 755 45 35 110 50 35 90 200 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 16 11 11 16 12 12 12 10 10 12 Storage Length (ft) 300 0 130 180 95 0 95 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 1662 3400 0 1745 3429 0 1805 1768 0 1685 1555 0 Flt Permitted 0.385 0.500 0.289 0.610 Satd. Flow (perm) 673 3400 0 917 3429 0 549 1768 0 1082 1555 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 4 6 17 82 Link Speed (mph) 30 30 30 30 Link Distance (ft) 947 846 814 646 Travel Time (s) 21.5 19.2 18.5 14.7 Confl. Peds. (#/hr) 2 2 Confl. Bikes (#/hr) 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 5% 2% 0% 0% 1% 0% 0% 2% 2% 0% 3% 2% Shared Lane Traffic (%) Lane Group Flow (vph) 174 897 0 54 870 0 38 174 0 38 315 0 Turn Type custom NA custom NA Perm NA Perm NA Protected Phases 2 6 8 4 3 Permitted Phases 5 1 8 4 Detector Phase 5 2 1 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 15.0 6.0 15.0 6.0 6.0 6.0 6.0 1.0 Minimum Split (s) 12.0 21.0 12.0 21.0 12.0 12.0 12.0 12.0 29.0 Total Split (s) 16.0 46.0 16.0 46.0 21.0 21.0 21.0 21.0 29.0 Total Split (%) 14.3% 41.1% 14.3% 41.1% 18.8% 18.8% 18.8% 18.8% 26% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 2.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None Min None Min None None None None None Act Effct Green (s) 10.4 32.8 9.9 28.9 15.6 15.6 15.6 15.6 Actuated g/C Ratio 0.13 0.42 0.13 0.37 0.20 0.20 0.20 0.20 v/c Ratio 1.93 0.62 0.47 0.68 0.35 0.47 0.18 0.83 Control Delay (s/veh) 484.4 22.4 51.4 24.4 44.0 33.8 34.8 44.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 484.4 22.4 51.4 24.4 44.0 33.8 34.8 44.9 LOS F C D C D C C D Approach Delay (s/veh) 97.4 25.9 35.7 43.8 Approach LOS F C D D Queue Length 50th (ft) ~122 166 22 157 14 60 14 99 Queue Length 95th (ft) #370 375 #105 355 #74 #204 59 #399 Internal Link Dist (ft) 867 766 734 566 Turn Bay Length (ft) 300 130 95 95 Base Capacity (vph) 90 1825 122 1841 110 369 217 378 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.93 0.49 0.44 0.47 0.35 0.47 0.18 0.83 Intersection Summary Area Type: Other Cycle Length: 112 Actuated Cycle Length: 77.7 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.93 Intersection Signal Delay (s/veh): 59.1 Intersection LOS: E Intersection Capacity Utilization 73.2% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Phinney's Lane & Route 28 (Falmouth Road) 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 2: Phinney's Lane & Great Marsh Road Timing Plan: 2033 No-Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-AVG.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 100 30 50 260 295 120 Future Volume (vph) 100 30 50 260 295 120 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 11 11 11 11 Satd. Flow (prot) 1642 0 0 1763 1740 0 Flt Permitted 0.963 0.992 Satd. Flow (perm) 1642 0 0 1763 1740 0 Link Speed (mph) 30 30 30 Link Distance (ft) 768 646 670 Travel Time (s) 17.5 14.7 15.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 1% 0% 0% 4% 2% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 142 0 0 337 451 0 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 56.7% ICU Level of Service B Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 2: Phinney's Lane & Great Marsh Road Timing Plan: 2033 No-Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-AVG.syn HCM 7th TWSC VHB/AES 06/11/2026 Intersection Int Delay, s/veh 3.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 100 30 50 260 295 120 Future Vol, veh/h 100 30 50 260 295 120 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 1 0 0 4 2 0 Mvmt Flow 109 33 54 283 321 130 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 777 386 451 0 - 0 Stage 1 386 - - - - - Stage 2 391 - - - - - Critical Hdwy 6.41 6.2 4.1 - - - Critical Hdwy Stg 1 5.41 - - - - - Critical Hdwy Stg 2 5.41 - - - - - Follow-up Hdwy 3.509 3.3 2.2 - - - Pot Cap-1 Maneuver 367 666 1120 - - - Stage 1 689 - - - - - Stage 2 685 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 346 666 1120 - - - Mov Cap-2 Maneuver 346 - - - - - Stage 1 650 - - - - - Stage 2 685 - - - - - Approach EB NB SB HCM Ctrl Dly, s/v 19.45 1.35 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 290 - 389 - - HCM Lane V/C Ratio 0.049 - 0.363 - - HCM Ctrl Dly (s/v) 8.4 0 19.5 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0.2 - 1.6 - - 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 3: Site Driveway/Juniper Road & Great Marsh Road Timing Plan: 2033 No-Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-AVG.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1 130 0 0 170 2 0 0 0 0 0 5 Future Volume (vph) 1 130 0 0 170 2 0 0 0 0 0 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 16 16 16 12 12 12 10 10 10 Satd. Flow (prot) 0 1773 0 0 2151 0 0 1900 0 0 1534 0 Flt Permitted Satd. Flow (perm) 0 1773 0 0 2151 0 0 1900 0 0 1534 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 255 768 217 542 Travel Time (s) 5.8 17.5 4.9 12.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 142 0 0 187 0 0 0 0 0 5 0 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 19.1% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 3: Site Driveway/Juniper Road & Great Marsh Road Timing Plan: 2033 No-Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-AVG.syn HCM 7th TWSC VHB/AES 06/11/2026 Intersection Int Delay, s/veh 0.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 130 0 0 170 2 0 0 0 0 0 5 Future Vol, veh/h 1 130 0 0 170 2 0 0 0 0 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 1 141 0 0 185 2 0 0 0 0 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 187 0 0 141 0 0 328 330 141 329 329 186 Stage 1 - - - - - - 143 143 - 186 186 - Stage 2 - - - - - - 185 187 - 143 143 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1400 - - 1454 - - 629 592 912 628 593 861 Stage 1 - - - - - - 864 782 - 821 750 - Stage 2 - - - - - - 822 749 - 864 782 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1400 - - 1454 - - 624 592 912 627 592 861 Mov Cap-2 Maneuver - - - - - - 624 592 - 627 592 - Stage 1 - - - - - - 863 781 - 821 750 - Stage 2 - - - - - - 816 749 - 863 781 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.06 0 0 9.21 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) - 14 - - 1454 - - 861 HCM Lane V/C Ratio - 0.001 - - - - - 0.006 HCM Ctrl Dly (s/v) 0 7.6 0 - 0 - - 9.2 HCM Lane LOS A A A - A - - A HCM 95th %tile Q(veh) - 0 - - 0 - - 0 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 4: Driveway /Point of Pines Avenue & Great Marsh Road Timing Plan: 2033 No-Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-AVG.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 125 0 0 170 5 0 0 0 5 0 3 Future Volume (vph) 3 125 0 0 170 5 0 0 0 5 0 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 10 10 10 12 12 12 11 11 11 Satd. Flow (prot) 0 1772 0 0 1766 0 0 1900 0 0 1691 0 Flt Permitted 0.999 0.970 Satd. Flow (perm) 0 1772 0 0 1766 0 0 1900 0 0 1691 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 184 255 243 406 Travel Time (s) 4.2 5.8 5.5 9.2 Confl. Bikes (#/hr) 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 139 0 0 190 0 0 0 0 0 8 0 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 19.3% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 4: Driveway /Point of Pines Avenue & Great Marsh Road Timing Plan: 2033 No-Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-AVG.syn HCM 7th TWSC VHB/AES 06/11/2026 Intersection Int Delay, s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 125 0 0 170 5 0 0 0 5 0 3 Future Vol, veh/h 3 125 0 0 170 5 0 0 0 5 0 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 3 136 0 0 185 5 0 0 0 5 0 3 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 190 0 0 136 0 0 327 333 136 330 330 187 Stage 1 - - - - - - 142 142 - 187 187 - Stage 2 - - - - - - 185 190 - 142 142 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1396 - - 1461 - - 630 590 918 627 593 860 Stage 1 - - - - - - 865 783 - 819 749 - Stage 2 - - - - - - 822 747 - 865 783 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1396 - - 1461 - - 626 589 918 626 591 860 Mov Cap-2 Maneuver - - - - - - 626 589 - 626 591 - Stage 1 - - - - - - 863 781 - 819 749 - Stage 2 - - - - - - 819 747 - 863 781 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.18 0 0 10.23 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) - 42 - - 1461 - - 697 HCM Lane V/C Ratio - 0.002 - - - - - 0.012 HCM Ctrl Dly (s/v) 0 7.6 0 - 0 - - 10.2 HCM Lane LOS A A A - A - - B HCM 95th %tile Q(veh) - 0 - - 0 - - 0 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 5: Shootflying Hill Road & Great Marsh Road Timing Plan: 2033 No-Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-AVG.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 75 0 10 130 25 2 50 5 25 65 10 Future Volume (vph) 5 75 0 10 130 25 2 50 5 25 65 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 12 12 12 11 11 11 Satd. Flow (prot) 0 1831 0 0 1795 0 0 1875 0 0 1789 0 Flt Permitted 0.997 0.997 0.998 0.988 Satd. Flow (perm) 0 1831 0 0 1795 0 0 1875 0 0 1789 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 563 2758 426 721 Travel Time (s) 12.8 62.7 9.7 16.4 Confl. Bikes (#/hr) 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 87 0 0 179 0 0 61 0 0 109 0 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 30.1% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 5: Shootflying Hill Road & Great Marsh Road Timing Plan: 2033 No-Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-AVG.syn HCM 7th AWSC VHB/AES 06/11/2026 Intersection Intersection Delay, s/veh 8.3 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 75 0 10 130 25 2 50 5 25 65 10 Future Vol, veh/h 5 75 0 10 130 25 2 50 5 25 65 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0 Mvmt Flow 5 82 0 11 141 27 2 54 5 27 71 11 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh 8.1 8.5 8 8.3 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 4% 6% 6% 25% Vol Thru, % 88% 94% 79% 65% Vol Right, % 9% 0% 15% 10% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 57 80 165 100 LT Vol 2 5 10 25 Through Vol 50 75 130 65 RT Vol 5 0 25 10 Lane Flow Rate 62 87 179 109 Geometry Grp 1 1 1 1 Degree of Util (X) 0.079 0.109 0.215 0.138 Departure Headway (Hd) 4.584 4.509 4.322 4.564 Convergence, Y/N Yes Yes Yes Yes Cap 782 796 832 787 Service Time 2.61 2.532 2.341 2.587 HCM Lane V/C Ratio 0.079 0.109 0.215 0.139 HCM Control Delay, s/veh 8 8.1 8.5 8.3 HCM Lane LOS A A A A HCM 95th-tile Q 0.3 0.4 0.8 0.5 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 6: Old Stage Road & Driveway /Great Marsh Road Timing Plan: 2033 No-Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-AVG.syn Lanes, Volumes, Timings VHB/AES 06/11/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 0 0 135 0 510 1 75 380 0 Future Volume (vph) 0 0 0 0 0 135 0 510 1 75 380 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 16 16 16 13 13 13 10 10 10 Storage Length (ft) 0 0 0 0 0 0 140 0 Storage Lanes 0 0 0 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Satd. Flow (prot) 0 1900 0 0 1863 0 0 1944 0 1668 1756 0 Flt Permitted 0.950 Satd. Flow (perm) 0 1900 0 0 1863 0 0 1944 0 1668 1756 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 401 563 1083 673 Travel Time (s) 9.1 12.8 24.6 15.3 Confl. Bikes (#/hr) 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 1% 0% 1% 1% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 147 0 0 555 0 82 413 0 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 65.3% ICU Level of Service C Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 6: Old Stage Road & Driveway /Great Marsh Road Timing Plan: 2033 No-Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 NB-AVG.syn HCM 7th TWSC VHB/AES 06/11/2026 Intersection Int Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 0 0 135 0 510 1 75 380 0 Future Vol, veh/h 0 0 0 0 0 135 0 510 1 75 380 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - 140 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 0 1 0 1 1 0 Mvmt Flow 0 0 0 0 0 147 0 554 1 82 413 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1130 1132 413 1131 1131 555 413 0 0 555 0 0 Stage 1 576 576 - 555 555 - - - - - - - Stage 2 554 555 - 576 576 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.11 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.209 - - Pot Cap-1 Maneuver 182 205 643 182 205 535 1157 - - 1020 - - Stage 1 506 505 - 520 517 - - - - - - - Stage 2 520 516 - 506 505 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 122 189 643 168 189 535 1157 - - 1020 - - Mov Cap-2 Maneuver 122 189 - 168 189 - - - - - - - Stage 1 466 465 - 520 517 - - - - - - - Stage 2 378 516 - 466 465 - - - - - - - Approach EB WB NB SB HCM Ctrl Dly, s/v 0 14.25 0 1.46 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1157 - - - 535 1020 - - HCM Lane V/C Ratio - - - - 0.274 0.08 - - HCM Ctrl Dly (s/v) 0 - - 0 14.2 8.8 - - HCM Lane LOS A - - A B A - - HCM 95th %tile Q(veh) 0 - - - 1.1 0.3 - - 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 1: Phinney's Lane & Route 28 (Falmouth Road)Timing Plan: 2033 Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-AVG.syn Lanes, Volumes, Timings VHB/AES 06/12/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Ø3 Lane Configurations Traffic Volume (vph) 185 830 25 40 665 15 25 70 35 25 85 135 Future Volume (vph) 185 830 25 40 665 15 25 70 35 25 85 135 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 16 11 11 16 12 12 12 10 10 12 Storage Length (ft) 300 0 130 180 95 0 95 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Satd. Flow (prot) 1694 3337 0 1745 3286 0 1805 1805 0 1685 1503 0 Flt Permitted 0.381 0.548 0.451 0.684 Satd. Flow (perm) 679 3337 0 1006 3286 0 855 1805 0 1213 1503 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 3 2 19 59 Link Speed (mph) 30 30 30 30 Link Distance (ft) 947 846 814 646 Travel Time (s) 21.5 19.2 18.5 14.7 Confl. Peds. (#/hr) 2 2 Confl. Bikes (#/hr) 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 3%4%7%0%6%0%0%0%0%0%5%8% Shared Lane Traffic (%) Lane Group Flow (vph) 201 929 0 43 739 0 27 114 0 27 239 0 Turn Type custom NA custom NA Perm NA Perm NA Protected Phases 2 6 8 4 3 Permitted Phases 5 1 8 4 Detector Phase 5 2 1 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 15.0 6.0 15.0 6.0 6.0 6.0 6.0 1.0 Minimum Split (s) 12.0 21.0 12.0 21.0 12.0 12.0 12.0 12.0 29.0 Total Split (s) 16.046.0 16.046.0 21.021.0 21.021.0 29.0 Total Split (%) 14.3% 41.1% 14.3% 41.1% 18.8% 18.8% 18.8% 18.8% 26% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 2.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None Min None Min None None None None None Act Effct Green (s) 10.5 33.6 9.0 28.8 15.0 15.0 15.0 15.0 Actuated g/C Ratio 0.14 0.44 0.12 0.37 0.19 0.19 0.19 0.19 v/c Ratio 2.18 0.64 0.37 0.60 0.16 0.31 0.12 0.71 Control Delay (s/veh) 591.4 22.4 47.3 22.7 36.2 30.3 34.4 38.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 591.4 22.4 47.3 22.7 36.2 30.3 34.4 38.0 LOS FCDCDCCD Approach Delay (s/veh) 123.6 24.0 31.4 37.6 Approach LOS F C C D Queue Length 50th (ft) ~152 178 18 134 10 36 10 77 Queue Length 95th (ft) #414 403 #74 310 47 122 46 #303 Internal Link Dist (ft) 867 766 734 566 Turn Bay Length (ft) 300 130 95 95 Base Capacity (vph) 92 1818 136 1789 174 383 247 353 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 2.18 0.51 0.32 0.41 0.16 0.30 0.11 0.68 Intersection Summary Area Type: Other Cycle Length: 112 Actuated Cycle Length: 77.2 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 2.18 Intersection Signal Delay (s/veh): 74.6 Intersection LOS: E Intersection Capacity Utilization 64.9% ICU Level of Service C Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Phinney's Lane & Route 28 (Falmouth Road) #1 Ø1 16 s #1 Ø2 46 s Ø3 29 s #1 Ø4 21 s #1 Ø5 16 s #1 Ø6 46 s #1 Ø8 21 s 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 2: Phinney's Lane & Great Marsh Road Timing Plan: 2033 Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-AVG.syn Lanes, Volumes, Timings VHB/AES 06/12/2026 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 110 35 20 255 215 60 Future Volume (vph) 110 35 20 255 215 60 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 11 11 11 11 Satd. Flow (prot) 1617 0 0 1764 1684 0 Flt Permitted 0.963 0.996 Satd. Flow (perm) 1617 0 0 1764 1684 0 Link Speed (mph) 30 30 30 Link Distance (ft) 768 646 670 Travel Time (s) 17.5 14.7 15.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 2%3%0%4%7%2% Shared Lane Traffic (%) Lane Group Flow (vph) 158 0 0 299 299 0 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 44.8% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 2: Phinney's Lane & Great Marsh Road Timing Plan: 2033 Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-AVG.syn HCM 7th TWSC VHB/AES 06/12/2026 Intersection Int Delay, s/veh 3.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 110 35 20 255 215 60 Future Vol, veh/h 110 35 20 255 215 60 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 3 0 4 7 2 Mvmt Flow 120 38 22 277 234 65 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 587 266 299 0 - 0 Stage 1 266----- Stage 2 321----- Critical Hdwy 6.42 6.23 4.1 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.327 2.2 - - - Pot Cap-1 Maneuver 472 770 1274 - - - Stage 1 778----- Stage 2 736----- Platoon blocked, % - - - Mov Cap-1 Maneuver463 770 1274 - - - Mov Cap-2 Maneuver463 - - - - - Stage 1 763----- Stage 2 736----- Approach EB NB SB HCM Ctrl Dly, s/v 15.13 0.57 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 131 - 512 - - HCM Lane V/C Ratio 0.017 - 0.308 - - HCM Ctrl Dly (s/v) 7.9 0 15.1 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0.1 - 1.3 - - 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 3: Site Driveway/Juniper Road & Great Marsh Road Timing Plan: 2033 Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-AVG.syn Lanes, Volumes, Timings VHB/AES 06/12/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 11205570210015503 Future Volume (vph) 11205570210015503 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 16 16 16 12 12 12 10 10 10 Satd. Flow (prot) 0 1764 0 0 2121 0 0 1713 0 0 1632 0 Flt Permitted 0.997 0.980 0.970 Satd. Flow (perm) 0 1764 0 0 2121 0 0 1713 0 0 1632 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 255 768 217 542 Travel Time (s) 5.8 17.5 4.9 12.3 Confl. Peds. (#/hr) 1 1 Confl. Bikes (#/hr) 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0%0%0%0%1%0%0%0%0%0%0%0% Shared Lane Traffic (%) Lane Group Flow (vph) 0136008300270080 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 17.4% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 3: Site Driveway/Juniper Road & Great Marsh Road Timing Plan: 2033 Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-AVG.syn HCM 7th TWSC VHB/AES 06/12/2026 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 120 5 5 70 2 10 0 15 5 0 3 Future Vol, veh/h 11205570210015503 Conflicting Peds, #/hr100001000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, #-0 - -0 - -0 - -0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %000010000000 Mvmt Flow 1 130 5 5 76 2 11 0 16 5 0 3 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 79 0 0 136 0 0 222 225 133 222 227 78 Stage 1 ------135135-8989- Stage 2 - - - - - - 87 90 - 133 138 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver1532 - - 1461 - - 738 677 921 738 676 988 Stage 1 - - - - - - 873 788 - 923 825 - Stage 2 - - - - - - 926 824 - 876 786 - Platoon blocked, % - - - - Mov Cap-1 Maneuver1530 - - 1461 - - 732 674 921 721 672 987 Mov Cap-2 Maneuver - - - - - - 732 674 - 721 672 - Stage 1 - - - - - - 872 788 - 919 821 - Stage 2 - - - - - - 919 820 - 860 786 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.06 0.49 9.46 9.54 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 835 14 - - 116 - - 802 HCM Lane V/C Ratio 0.033 0.001 - - 0.004 - - 0.011 HCM Ctrl Dly (s/v) 9.5 7.4 0 - 7.5 0 - 9.5 HCM Lane LOS A A A - A A - A HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 4: Driveway /Point of Pines Avenue & Great Marsh Road Timing Plan: 2033 Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-AVG.syn Lanes, Volumes, Timings VHB/AES 06/12/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 212500853001305 Future Volume (vph) 212500853001305 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 10 10 10 12 12 12 11 11 11 Satd. Flow (prot) 0 1742 0 0 1749 0 0 1644 0 0 1429 0 Flt Permitted 0.999 0.982 Satd. Flow (perm) 0 1742 0 0 1749 0 0 1644 0 0 1429 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 184 255 243 406 Travel Time (s) 4.2 5.8 5.5 9.2 Confl. Peds. (#/hr) 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 50% 1% 0% 0% 1% 0% 0% 0% 0% 0% 0% 25% Shared Lane Traffic (%) Lane Group Flow (vph) 013800950010080 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 18.2% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 4: Driveway /Point of Pines Avenue & Great Marsh Road Timing Plan: 2033 Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-AVG.syn HCM 7th TWSC VHB/AES 06/12/2026 Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 212500853001305 Future Vol, veh/h 212500853001305 Conflicting Peds, #/hr100001000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, #-0 - -0 - -0 - -0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %50100100000025 Mvmt Flow 213600923001305 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 97 0 0 136 0 0 233 237 136 235 235 95 Stage 1 ------140140-9595- Stage 2 - - - - - - 92 97 - 140 140 - Critical Hdwy 4.6 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.45 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.65 - - 2.2 - - 3.5 4 3.3 3.5 4 3.525 Pot Cap-1 Maneuver1244 - - 1461 - - 726 667 918 724 669 902 Stage 1 - - - - - - 868 785 - 917 820 - Stage 2 - - - - - - 920 819 - 868 785 - Platoon blocked, % - - - - Mov Cap-1 Maneuver1243 - - 1461 - - 721 666 918 721 667 901 Mov Cap-2 Maneuver - - - - - - 721 666 - 721 667 - Stage 1 - - - - - - 866 783 - 916 819 - Stage 2 - - - - - - 914 818 - 865 783 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.12 0 8.93 9.42 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 918 28 - - 1461 - - 824 HCM Lane V/C Ratio 0.001 0.002 - - - - - 0.011 HCM Ctrl Dly (s/v) 8.9 7.9 0 - 0 - - 9.4 HCM Lane LOS A A A - A - - A HCM 95th %tile Q(veh) 0 0 - - 0 - - 0 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 5: Shootflying Hill Road & Great Marsh Road Timing Plan: 2033 Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-AVG.syn Lanes, Volumes, Timings VHB/AES 06/12/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 585 2106520 045 52535 5 Future Volume (vph) 585 2106520 045 52535 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 12 12 12 11 11 11 Satd. Flow (prot) 0 1792 0 0 1721 0 0 1794 0 0 1707 0 Flt Permitted 0.997 0.995 0.981 Satd. Flow (perm) 0 1792 0 0 1721 0 0 1794 0 0 1707 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 563 2758 426 721 Travel Time (s) 12.8 62.7 9.7 16.4 Confl. Bikes (#/hr) 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0% 2% 0% 10% 3% 0% 0% 5% 0% 6% 4% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 09900104005400700 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 25.0% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 5: Shootflying Hill Road & Great Marsh Road Timing Plan: 2033 Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-AVG.syn HCM 7th AWSC VHB/AES 06/12/2026 Intersection Intersection Delay, s/veh 7.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 585 2106520 045 52535 5 Future Vol, veh/h 585 2106520 045 52535 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 0201030050640 Mvmt Flow 5 92 2 11 71 22 0 49 5 27 38 5 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh 7.9 8 7.8 8 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 0% 5% 11% 38% Vol Thru, % 90% 92% 68% 54% Vol Right, % 10% 2% 21% 8% Sign Control StopStopStopStop Traffic Vol by Lane 50 92 95 65 LT Vol 0 51025 Through Vol 45856535 RT Vol 5 2 20 5 Lane Flow Rate 54 100 103 71 Geometry Grp 1111 Degree of Util (X) 0.067 0.119 0.125 0.089 Departure Headway (Hd) 4.466 4.302 4.365 4.554 Convergence, Y/N Yes Yes Yes Yes Cap 805 836 825 790 Service Time 2.478 2.313 2.374 2.565 HCM Lane V/C Ratio 0.067 0.12 0.125 0.09 HCM Control Delay, s/veh 7.8 7.9 8 8 HCM Lane LOS AAAA HCM 95th-tile Q 0.2 0.4 0.4 0.3 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 6: Old Stage Road & Driveway /Great Marsh Road Timing Plan: 2033 Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-AVG.syn Lanes, Volumes, Timings VHB/AES 06/12/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 110506513352854601 Future Volume (vph) 110506513352854601 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 16 16 16 13 13 13 10 10 10 Storage Length (ft) 0 0 0 0 0 0 140 0 Storage Lanes 0 0 0 0 0 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Satd. Flow (prot) 0 1236 0 0 1825 0 0 1887 0 1636 1722 0 Flt Permitted 0.976 0.997 0.950 Satd. Flow (perm) 0 1236 0 0 1825 0 0 1887 0 1636 1722 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 401 563 1083 673 Travel Time (s) 9.1 12.8 24.6 15.3 Confl. Peds. (#/hr) 2 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 100%0%0%0%0%3%0%4%0%3%3%0% Shared Lane Traffic (%) Lane Group Flow (vph) 020076003670925010 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 56.4% ICU Level of Service B Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 6: Old Stage Road & Driveway /Great Marsh Road Timing Plan: 2033 Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-AVG.syn HCM 7th TWSC VHB/AES 06/12/2026 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 1 0 5 0 65 1 335 2 85 460 1 Future Vol, veh/h 1 1 0 5 0 65 1335 2 85460 1 Conflicting Peds, #/hr000000200002 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - 140 - - Veh in Median Storage, #-0 - -0 - -0 - -0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %10000003040330 Mvmt Flow 110507113642925001 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1054 1056 503 1053 1055 365 503 0 0 366 0 0 Stage 1 687 687 - 367 367 - - - - - - - Stage 2 366 368 - 685 688 - - - - - - - Critical Hdwy 8.1 6.5 6.2 7.1 6.5 6.23 4.1 - - 4.13 - - Critical Hdwy Stg 1 7.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 7.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 4.4 4 3.3 3.5 4 3.327 2.2 - - 2.227 - - Pot Cap-1 Maneuver 136 227 573 206 227 678 1072 - - 1187 - - Stage 1 312 450 - 656 625 - - - - - - - Stage 2 493 625 - 441 450 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver112 209 572 189 209 678 1070 - - 1187 - - Mov Cap-2 Maneuver112 209 - 189 209 - - - - - - - Stage 1 287 414 - 656 625 - - - - - - - Stage 2 441 624 - 406 414 - - - - - - - Approach EB WB NB SB HCM Ctrl Dly, s/v 30.07 12.26 0.02 1.29 HCM LOS D B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 5 - - 146 572 1187 - - HCM Lane V/C Ratio 0.001 - - 0.015 0.133 0.078 - - HCM Ctrl Dly (s/v) 8.4 0 - 30.1 12.3 8.3 - - HCM Lane LOS A A - D B A - - HCM 95th %tile Q(veh) 0 - - 0 0.5 0.3 - - 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 1: Phinney's Lane & Route 28 (Falmouth Road)Timing Plan: 2033 Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-AVG.syn Lanes, Volumes, Timings VHB/AES 06/12/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Ø3 Lane Configurations Traffic Volume (vph) 160 790 35 50 755 50 35 110 50 40 90 200 Future Volume (vph) 160 790 35 50 755 50 35 110 50 40 90 200 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 16 11 11 16 12 12 12 10 10 12 Storage Length (ft) 300 0 130 180 95 0 95 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Satd. Flow (prot) 1662 3403 0 1745 3426 0 1805 1769 0 1685 1555 0 Flt Permitted 0.385 0.500 0.289 0.610 Satd. Flow (perm) 673 3403 0 917 3426 0 549 1769 0 1082 1555 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 4 7 17 82 Link Speed (mph) 30 30 30 30 Link Distance (ft) 947 846 814 646 Travel Time (s) 21.5 19.2 18.5 14.7 Confl. Peds. (#/hr) 2 2 Confl. Bikes (#/hr)1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 5%2%0%0%1%0%0%2%2%0%3%2% Shared Lane Traffic (%) Lane Group Flow (vph) 174 897 0 54 875 0 38 174 0 43 315 0 Turn Type custom NA custom NA Perm NA Perm NA Protected Phases 2 6 8 4 3 Permitted Phases 5 1 8 4 Detector Phase 5 2 1 6 8 8 4 4 Switch Phase Minimum Initial (s) 6.0 15.0 6.0 15.0 6.0 6.0 6.0 6.0 1.0 Minimum Split (s) 12.0 21.0 12.0 21.0 12.0 12.0 12.0 12.0 29.0 Total Split (s) 16.046.0 16.046.0 21.021.0 21.021.0 29.0 Total Split (%) 14.3% 41.1% 14.3% 41.1% 18.8% 18.8% 18.8% 18.8% 26% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 2.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None Min None Min None None None None None Act Effct Green (s) 10.4 32.8 9.9 28.9 15.6 15.6 15.6 15.6 Actuated g/C Ratio 0.13 0.42 0.13 0.37 0.20 0.20 0.20 0.20 v/c Ratio 1.93 0.62 0.47 0.69 0.35 0.47 0.20 0.83 Control Delay (s/veh) 484.4 22.4 51.4 24.5 43.9 33.8 35.1 44.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 484.4 22.4 51.4 24.5 43.9 33.8 35.1 44.9 LOS FCDCDCDD Approach Delay (s/veh) 97.4 26.0 35.6 43.7 Approach LOS F C D D Queue Length 50th (ft) ~122 166 22 158 14 60 16 99 Queue Length 95th (ft) #370 374 #105 358 #74 #204 65 #399 Internal Link Dist (ft) 867 766 734 566 Turn Bay Length (ft) 300 130 95 95 Base Capacity (vph) 90 1827 122 1841 110 369 217 378 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.93 0.49 0.44 0.48 0.35 0.47 0.20 0.83 Intersection Summary Area Type: Other Cycle Length: 112 Actuated Cycle Length: 77.7 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.93 Intersection Signal Delay (s/veh): 59.0 Intersection LOS: E Intersection Capacity Utilization 73.4% ICU Level of Service D Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Phinney's Lane & Route 28 (Falmouth Road) #1 Ø1 16 s #1 Ø2 46 s Ø3 29 s #1 Ø4 21 s #1 Ø5 16 s #1 Ø6 46 s #1 Ø8 21 s 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 2: Phinney's Lane & Great Marsh Road Timing Plan: 2033 Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-AVG.syn Lanes, Volumes, Timings VHB/AES 06/12/2026 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 105 35 55 260 295 130 Future Volume (vph) 105 35 55 260 295 130 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 11 11 11 11 Satd. Flow (prot) 1639 0 0 1762 1737 0 Flt Permitted 0.964 0.991 Satd. Flow (perm) 1639 0 0 1762 1737 0 Link Speed (mph) 30 30 30 Link Distance (ft) 768 646 670 Travel Time (s) 17.5 14.7 15.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 1%0%0%4%2%0% Shared Lane Traffic (%) Lane Group Flow (vph) 152 0 0 343 462 0 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 58.1% ICU Level of Service B Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 2: Phinney's Lane & Great Marsh Road Timing Plan: 2033 Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-AVG.syn HCM 7th TWSC VHB/AES 06/12/2026 Intersection Int Delay, s/veh 3.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 105 35 55 260 295 130 Future Vol, veh/h 105 35 55 260 295 130 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 1 0 0 4 2 0 Mvmt Flow 114 38 60 283 321 141 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 793 391 462 0 - 0 Stage 1 391----- Stage 2 402----- Critical Hdwy 6.41 6.2 4.1 - - - Critical Hdwy Stg 1 5.41 - - - - - Critical Hdwy Stg 2 5.41 - - - - - Follow-up Hdwy 3.509 3.3 2.2 - - - Pot Cap-1 Maneuver 359 662 1110 - - - Stage 1 685----- Stage 2 678----- Platoon blocked, % - - - Mov Cap-1 Maneuver336 662 1110 - - - Mov Cap-2 Maneuver336 - - - - - Stage 1 642----- Stage 2 678----- Approach EB NB SB HCM Ctrl Dly, s/v 20.47 1.47 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 314 - 383 - - HCM Lane V/C Ratio 0.054 - 0.397 - - HCM Ctrl Dly (s/v) 8.4 0 20.5 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0.2 - 1.9 - - 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 3: Site Driveway/Juniper Road & Great Marsh Road Timing Plan: 2033 Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-AVG.syn Lanes, Volumes, Timings VHB/AES 06/12/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1130101517025010005 Future Volume (vph) 1130101517025010005 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 16 16 16 12 12 12 10 10 10 Satd. Flow (prot) 0 1756 0 0 2143 0 0 1697 0 0 1534 0 Flt Permitted 0.996 0.985 Satd. Flow (perm) 0 1756 0 0 2143 0 0 1697 0 0 1534 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 255 768 217 542 Travel Time (s) 5.8 17.5 4.9 12.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0%0%0%0%0%0%0%0%0%0%0%0% Shared Lane Traffic (%) Lane Group Flow (vph) 01530020300160050 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 31.6% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 3: Site Driveway/Juniper Road & Great Marsh Road Timing Plan: 2033 Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-AVG.syn HCM 7th TWSC VHB/AES 06/12/2026 Intersection Int Delay, s/veh 0.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11301015170 2 5 010 0 0 5 Future Vol, veh/h 11301015170 2 5 010 0 0 5 Conflicting Peds, #/hr000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, #-0 - -0 - -0 - -0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %000000000000 Mvmt Flow 1 141 11 16 185 2 5 0 11 0 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 187 0 0 152 0 0 366 368 147 362 373 186 Stage 1 - - - - - - 149 149 - 218 218 - Stage 2 - - - - - - 217 220 - 143 154 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver1400 - - 1441 - - 594 564 906 598 561 861 Stage 1 - - - - - - 858 778 - 788 726 - Stage 2 - - - - - - 789 725 - 864 774 - Platoon blocked, % - - - - Mov Cap-1 Maneuver1400 - - 1441 - - 582 556 906 582 553 861 Mov Cap-2 Maneuver - - - - - - 582 556 - 582 553 - Stage 1 - - - - - - 858 777 - 778 717 - Stage 2 - - - - - - 775 716 - 853 773 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.05 0.6 9.82 9.21 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 764 13 - - 144 - - 861 HCM Lane V/C Ratio 0.021 0.001 - - 0.011 - - 0.006 HCM Ctrl Dly (s/v) 9.8 7.6 0 - 7.5 0 - 9.2 HCM Lane LOS A A A - A A - A HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 4: Driveway /Point of Pines Avenue & Great Marsh Road Timing Plan: 2033 Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-AVG.syn Lanes, Volumes, Timings VHB/AES 06/12/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3135001755000503 Future Volume (vph) 3135001755000503 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 10 10 10 10 10 10 12 12 12 11 11 11 Satd. Flow (prot) 0 1772 0 0 1768 0 0 1900 0 0 1691 0 Flt Permitted 0.999 0.970 Satd. Flow (perm) 0 1772 0 0 1768 0 0 1900 0 0 1691 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 184 255 243 406 Travel Time (s) 4.2 5.8 5.5 9.2 Confl. Bikes (#/hr) 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0%0%0%0%0%0%0%0%0%0%0%0% Shared Lane Traffic (%) Lane Group Flow (vph) 0150001950000080 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 19.5% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 4: Driveway /Point of Pines Avenue & Great Marsh Road Timing Plan: 2033 Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-AVG.syn HCM 7th TWSC VHB/AES 06/12/2026 Intersection Int Delay, s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3135001755000503 Future Vol, veh/h 3135001755000503 Conflicting Peds, #/hr000000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, #-0 - -0 - -0 - -0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %000000000000 Mvmt Flow 3147001905000503 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 196 0 0 147 0 0 343 349 147 346 346 193 Stage 1 - - - - - - 153 153 - 193 193 - Stage 2 - - - - - - 190 196 - 153 153 - Critical Hdwy 4.1 - - 4.1 - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver1389 - - 1448 - - 615 578 906 612 580 854 Stage 1 - - - - - - 854 774 - 813 745 - Stage 2 - - - - - - 816 743 - 854 774 - Platoon blocked, % - - - - Mov Cap-1 Maneuver1389 - - 1448 - - 611 577 906 610 579 854 Mov Cap-2 Maneuver - - - - - - 611 577 - 610 579 - Stage 1 - - - - - - 852 772 - 813 745 - Stage 2 - - - - - - 813 743 - 852 772 - Approach EB WB NB SB HCM Ctrl Dly, s/v 0.17 0 0 10.34 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) - 39 - - 1448 - - 683 HCM Lane V/C Ratio - 0.002 - - - - - 0.013 HCM Ctrl Dly (s/v) 0 7.6 0 - 0 - - 10.3 HCM Lane LOS A A A - A - - B HCM 95th %tile Q(veh) - 0 - - 0 - - 0 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 5: Shootflying Hill Road & Great Marsh Road Timing Plan: 2033 Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-AVG.syn Lanes, Volumes, Timings VHB/AES 06/12/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 5 85 0 10 135 25 2 50 5 25 65 10 Future Volume (vph) 5 85 0 10 135 25 2 50 5 25 65 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 12 12 12 11 11 11 Satd. Flow (prot) 0 1831 0 0 1795 0 0 1875 0 0 1789 0 Flt Permitted 0.997 0.997 0.998 0.988 Satd. Flow (perm) 0 1831 0 0 1795 0 0 1875 0 0 1789 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 563 2758 426 721 Travel Time (s) 12.8 62.7 9.7 16.4 Confl. Bikes (#/hr) 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0%0%0%0%0%0%0%0%0%0%0%0% Shared Lane Traffic (%) Lane Group Flow (vph) 097001850061001090 Sign Control Stop Stop Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 30.6% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 5: Shootflying Hill Road & Great Marsh Road Timing Plan: 2033 Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-AVG.syn HCM 7th AWSC VHB/AES 06/12/2026 Intersection Intersection Delay, s/veh 8.4 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 85 0 10 135 25 2 50 5 25 65 10 Future Vol, veh/h 5 85 0 10 135 25 2 50 5 25 65 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 000000000000 Mvmt Flow 592 01114727 254 5277111 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay, s/veh 8.2 8.6 8.1 8.4 HCM LOSAAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 4% 6% 6% 25% Vol Thru, % 88% 94% 79% 65% Vol Right, % 9% 0% 15% 10% Sign Control StopStopStopStop Traffic Vol by Lane 57 90 170 100 LT Vol 2 51025 Through Vol 50 85 135 65 RT Vol 5 02510 Lane Flow Rate 62 98 185 109 Geometry Grp 1111 Degree of Util (X) 0.08 0.123 0.223 0.139 Departure Headway (Hd) 4.624 4.517 4.338 4.601 Convergence, Y/N Yes Yes Yes Yes Cap 774 794 828 779 Service Time 2.654 2.542 2.36 2.63 HCM Lane V/C Ratio 0.08 0.123 0.223 0.14 HCM Control Delay, s/veh 8.1 8.2 8.6 8.4 HCM Lane LOS AAAA HCM 95th-tile Q 0.3 0.4 0.9 0.5 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 6: Old Stage Road & Driveway /Great Marsh Road Timing Plan: 2033 Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-AVG.syn Lanes, Volumes, Timings VHB/AES 06/12/2026 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0002014005105803800 Future Volume (vph) 0002014005105803800 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 16 16 16 13 13 13 10 10 10 Storage Length (ft) 0 0 0 0 0 0 140 0 Storage Lanes 0 0 0 0 0 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Satd. Flow (prot) 0 1900 0 0 1865 0 0 1942 0 1668 1756 0 Flt Permitted 0.999 0.950 Satd. Flow (perm) 0 1900 0 0 1865 0 0 1942 0 1668 1756 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 401 563 1083 673 Travel Time (s) 9.1 12.8 24.6 15.3 Confl. Bikes (#/hr)1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 0%0%0%0%0%0%0%1%0%1%1%0% Shared Lane Traffic (%) Lane Group Flow (vph) 0000154005590874130 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 65.9% ICU Level of Service C Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 6: Old Stage Road & Driveway /Great Marsh Road Timing Plan: 2033 Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-AVG.syn HCM 7th TWSC VHB/AES 06/12/2026 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 2 0 140 0 510 5 80 380 0 Future Vol, veh/h 0 0 0 2 0 140 0 510 5 80 380 0 Conflicting Peds, #/hr000000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - 140 - - Veh in Median Storage, #-0 - -0 - -0 - -0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %000000010110 Mvmt Flow 0002015205545874130 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1141 1147 413 1144 1144 557 413 0 0 560 0 0 Stage 1 587 587 - 557 557 - - - - - - - Stage 2 554 560 - 587 587 - - - - - - - Critical Hdwy 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - - 4.11 - - Critical Hdwy Stg 1 6.1 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.1 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.209 - - Pot Cap-1 Maneuver 179 201 643 179 202 534 1157 - - 1016 - - Stage 1 499 500 - 518 515 - - - - - - - Stage 2 520 514 - 499 500 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver117 184 643 163 184 534 1157 - - 1016 - - Mov Cap-2 Maneuver117 184 - 163 184 - - - - - - - Stage 1 457 457 - 518 515 - - - - - - - Stage 2 372 514 - 457 457 - - - - - - - Approach EB WB NB SB HCM Ctrl Dly, s/v 0 14.89 0 1.54 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1157 - - - 517 1016 - - HCM Lane V/C Ratio - - - - 0.298 0.086 - - HCM Ctrl Dly (s/v) 0 - - 0 14.9 8.9 - - HCM Lane LOS A - - A B A - - HCM 95th %tile Q(veh) 0 - - - 1.2 0.3 - - 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 21: Site Driveway & Great Marsh Road Timing Plan: 2033 Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-PK - 3 leg site driveway.syn Lanes, Volumes, Timings VHB/AES 06/12/2026 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 160 5 5 85 10 15 Future Volume (vph) 160 5 5 85 10 15 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Satd. Flow (prot) 1855 0 0 1857 1679 0 Flt Permitted 0.997 0.980 Satd. Flow (perm) 1855 0 0 1857 1679 0 Link Speed (mph) 30 30 30 Link Distance (ft) 369 399 163 Travel Time (s) 8.4 9.1 3.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Lane Group Flow (vph) 179 0 0 97 27 0 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 18.7% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 21: Site Driveway & Great Marsh Road Timing Plan: 2033 Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-PK - 3 leg site driveway.syn HCM 7th TWSC VHB/AES 06/12/2026 Intersection Int Delay, s/veh 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 160 5 5 85 10 15 Future Vol, veh/h 160 5 5 85 10 15 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 174 5 5 92 11 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 179 0 280 177 Stage 1 - - - - 177 - Stage 2 - - - - 103 - 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 - - 1396 - 710 866 Stage 1 - - - - 854 - Stage 2 - - - - 921 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1396 - 707 866 Mov Cap-2 Maneuver - - - - 707 - Stage 1 - - - - 850 - Stage 2 - - - - 921 - Approach EB WB NB HCM Ctrl Dly, s/v 0 0.42 9.69 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 795 - - 100 - HCM Lane V/C Ratio 0.034 - - 0.004 - HCM Ctrl Dly (s/v) 9.7 - - 7.6 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 21: Site Driveway & Great Marsh Road Timing Plan: 2033 Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-PK - 3 leg site driveway.syn Lanes, Volumes, Timings VHB/AES 06/12/2026 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 160 10 15 215 5 10 Future Volume (vph) 160 10 15 215 5 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Satd. Flow (prot) 1848 0 0 1857 1664 0 Flt Permitted 0.997 0.985 Satd. Flow (perm) 1848 0 0 1857 1664 0 Link Speed (mph) 30 30 30 Link Distance (ft) 382 386 197 Travel Time (s) 8.7 8.8 4.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Lane Group Flow (vph) 185 0 0 250 16 0 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 33.6% ICU Level of Service A Analysis Period (min) 15 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 21: Site Driveway & Great Marsh Road Timing Plan: 2033 Build Conditions Peak Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-PK - 3 leg site driveway.syn HCM 7th TWSC VHB/AES 06/12/2026 Intersection Int Delay, s/veh 0.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 160 10 15 215 5 10 Future Vol, veh/h 160 10 15 215 5 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 174 11 16 234 5 11 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 185 0 446 179 Stage 1 - - - - 179 - Stage 2 - - - - 266 - 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 - - 1390 - 570 863 Stage 1 - - - - 852 - Stage 2 - - - - 778 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1390 - 562 863 Mov Cap-2 Maneuver - - - - 562 - Stage 1 - - - - 840 - Stage 2 - - - - 778 - Approach EB WB NB HCM Ctrl Dly, s/v 0 0.5 10.02 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 733 - - 117 - HCM Lane V/C Ratio 0.022 - - 0.012 - HCM Ctrl Dly (s/v) 10 - - 7.6 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - 16798.00 :: 195 Phinneys Lane Weekday Morning Peak Hour 21: Great Marsh Road Timing Plan: 2033 Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-AVG - 3 leg site driveway.syn HCM 7th TWSC VHB/AES 06/16/2026 Intersection Int Delay, s/veh 1.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 120 5 5 60 10 15 Future Vol, veh/h 120 5 5 60 10 15 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 130 5 5 65 11 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 136 0 209 133 Stage 1 - - - - 133 - Stage 2 - - - - 76 - 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 - - 1448 - 779 916 Stage 1 - - - - 893 - Stage 2 - - - - 947 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1448 - 776 916 Mov Cap-2 Maneuver - - - - 776 - Stage 1 - - - - 890 - Stage 2 - - - - 947 - Approach EB WB NB HCM Ctrl Dly, s/v 0 0.58 9.35 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 854 - - 138 - HCM Lane V/C Ratio 0.032 - - 0.004 - HCM Ctrl Dly (s/v) 9.4 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - 16798.00 :: 195 Phinneys Lane Weekday Evening Peak Hour 21: Great Marsh Road Timing Plan: 2033 Build Conditions Average Season \\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\SYNCHRO\June 2026 Study\2033 BD-AVG - 3 leg site driveway.syn HCM 7th TWSC VHB/AES 06/16/2026 Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 120 10 15 165 5 10 Future Vol, veh/h 120 10 15 165 5 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, #0--00- Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 130 11 16 179 5 11 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 141 0 348 136 Stage 1 - - - - 136 - Stage 2 - - - - 212 - 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 - - 1442 - 649 913 Stage 1 - - - - 891 - Stage 2 - - - - 823 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1442 - 641 913 Mov Cap-2 Maneuver - - - - 641 - Stage 1 - - - - 879 - Stage 2 - - - - 823 - Approach EB WB NB HCM Ctrl Dly, s/v 0 0.63 9.59 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 800 - - 150 - HCM Lane V/C Ratio 0.02 - - 0.011 - HCM Ctrl Dly (s/v) 9.6 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - Unsignalized Intersection Capacity Analysis – Average Season - Alternative Driveway Location Location / Movement 2026 Existing Conditions 2033 No-Build Conditions 2033 Build Conditions D a v/c b Del c LOS d 95 Q e D v/c Del LOS 95 Q D v/c Del LOS 95 Q Great Marsh Road Alternative Driveway Location Weekday Morning NB L/R Intersection does not exist under the 2026 Existing Condition. Intersection does not exist under the 2033 No-Build Condition. 25 0.03 9 A 3 WB L 65 0.00 8 A 0 Weekday Evening NB L/R Intersection does not exist under the 2026 Existing Condition. Intersection does not exist under the 2033 No-Build Condition. 15 0.02 10 A 3 WB L 180 0.01 8 A 0 a Demand b Volume to capacity ratio. c Average total delay, in seconds per vehicle. d Level-of-service. e 95th percentile queue, in feet. # 95th percentile volume exceeds capacity, queue may be longer. m Volume for 95th percentile queue is metered by upstream signal. Stopping Sight Distance and Intersection Sight Distance Calculator [v0.97] Based on 'A Policy on Geometric Design of Highways and Streets', AASHTO, 2004 Complete three sections - Sections I, II, and III - on the 'Summary' tab Read Section IV for guidance Enter data into cells shaded in light green only Review/adjust all drop-down values Ideally: Effort should be made to meet or exceed the desirable ISD measurement. Minimally: Every intersection must meet the required SSD measurement, which in turn will equal the minimum ISD requirement. Values in cyan cells are calculated, based on the guidelines in the 2004 AASHTO 'Greenbook' You may want to adjust the zoom percentage for a comfortable viewing area \\vhb.com\gbl\proj\Wat-TS\16772.00\05_Work\MA_TPO\Technical\Traffic\Sight Distance\AASHTO_sight_distance_great marsh at phinneys last revised: 2006.06.13 Stopping Sight Distance and Intersection Sight Distance Calculator [v0.97] Based on 'A Policy on Geometric Design of Highways and Streets', AASHTO, 2004 B1 B2 B3 F Note: (left turn from minor road) ISD - Intersection sight distance is the distance that is based on the time required for perception, reaction and completion of the desired critical exiting maneuver [typically, a left turn] once the driver on a minor street approach [or a site drive] decides to execute the maneuver. Calculation for the critical ISD includes the time to [1] turn left, and to clear the near half of the intersection without conflicting with the vehicles approaching from the left; and [2] upon turning left, to accelerate to the operating speed on the roadway without causing approaching vehicles on the main road to unduly reduce their speed. In this context, ISD can be considered as a desirable visibility criterion for the safe operation of an unsignalized intersection. 'unduly': When intersection sight distances in conformance with B1, B2, and B3 are available, most drivers on the major street should not need to reduce their speed to less than 70% of their initial speed (right turn from the minor road) (crossing maneuver from the minor road) SSD - Stopping sight distance is the distance required for a vehicle approaching an intersection from either direction to perceive, react, and come to a complete stop before colliding with the exiting vehicle from a driveway. In this respect, SSD can be considered as the minimum visibility criterion for the safe operation of an unsignalized intersection. (left turns from the major road) Required ISD is the distance to a vehicle on the major street (either to the left or the right), required for a stopped vehicle on the side street to safely turn left, accelerate, and complete a left turn without unduly interfering with the major street traffic operations. Sight distances shown for case B1 should be provided in both directions for all minor street approaches with no turn restrictions. Required ISD is the distance to a vehicle on the major street (to the left), required for a stopped vehicle on the side street to safely turn right, accelerate, and complete a right turn without unduly interfering with the major street traffic operations. Case B2 is sufficient only if left turns are restricted out of the minor street approach. Use Case B1 if left turns are allowed from the minor street approach. Required ISD is the distance to a vehicle on the major street, required for a stopped vehicle on the side street to safely cross the major street without unduly interfering with the major street traffic operations. Case B3 is sufficient only if left turns are restricted out of the minor street approach. Use Case B1 if left turns are allowed from the minor street approach. Required ISD is the distance to a vehicle on the major street required for an opposing, left-turning vehicle on the major street to safely complete a left turn without unduly interfering with the opposing major street traffic operations AASHTO_sight_distance_great marsh at phinneys last revised: 2006.06.13 Stopping Sight Distance and Intersection Sight Distance Calculator [v0.97]Based on 'A Policy on Geometric Design of Highways and Streets', AASHTO, 2004Section ISection IIIProject InformationISD and SSD Calculations (rounded up to the next highest 5 feet) [sources: SSD - AASHTO, pp.110-117; ISD - AASHTO, pp. 650 - 664]Project Number: 16798.00Analyst: VHBCases are described in detail on subsequent pages. In summary…City/Town, State: Centerville, MAB1: left turn from minor road, from stop controlLocation: 195 Phinneys LaneClient: B2: right turn from minor road, from stop controlB3: crossing maneuver from minor road, from stop control, assuming left- and right turns Street Names and Directions Street Notesare not permitted [otherwise, case B1 or B2 would supercede]Major Street name: Great Marsh Road Minor Street name: Site Driveway AltNB/SBDesirable Calculated… Condition Met?Minor Street intersects from the: … ISD, case B1: 420No… ISD, case B2: 365YesThe minor street predominantly serves…… ISD, case B3: 365NoSight distance location intersection is…[note: if number of lanes crossed exceeds 6, or if grades are steep, consult the manual]Total number of lanes on Major Street is…Grade Information [enter down slope as a negative number]Minimum Calculated …Condition Met?Major Street Approach Grade: 0.00%EB… ISD, case B1: 280Yes0.00%WB… ISD, case B2: 280YesMinor Street Approach Grade: 0.00%SB… ISD, case B3: 280Yes0.00%NB[note: minimum ISD is equal to required SSD]Major Street Speed InformationPostedObserved *Calculated …Condition Met?30EB38… SSD: 280traveling EBYes30WB37270traveling WBYes* note: off-peak 85th percentile speedsSection IISection IVISD and SSD ObservationsAASHTO GuidanceInstructions on how to observe and measure ISD and SSD are included on subsequent pages.Refer to AASHTO for specific guidance on SSD and ISD if presented with an unusual/atypical case.Adequate ISD is not needed at signalized intersections, assuming traffic signal heads are visible on all approaches.Any object that would obstruct the driver's view should be removed or lowered, if practical. Such objects include buildings, parked cars, highway structures, hedges/vegetation/trees/bushes/unmowed lawn, walls, fences, and terrain.For ISD, an object should be considered an obstruction if it obstructs the vision of a driver whose eye height is 3.5 feet above theroadway surface and the object to be seen is 3.5 feet above the surface of the intersecting road.Where horizontal sight restrictions occur on downgrades, particularly at the ends of long downgrades, it is desirable to provideSSD that exceeds those values indicated above (refer to page 114 of AASHTO).Limiting Factors:Observed ISD: 360looking left [west](rounded to nearest 5 feet)450looking right [east]Observed SSD: 440traveling EB(rounded to nearest 5 feet)450traveling WBSSD - Stopping sight distance is the distance required for a vehicle approaching an intersection from either direction to perceive, react, and come to a complete stop before colliding with the exiting vehicle from a driveway. In this respect, SSD can be considered as the minimum visibility criterion for the safe operation of an unsignalized intersection. ISD - Intersection sight distance is the distance that is based on the time required for perception, reaction and completion of the desired critical exiting maneuver [typically, a left turn] once the driver on a minor street approach [or a site drive] decides to execute the maneuver. Calculation for the critical ISD includes the time to [1] turn left, and to clear the near half of the intersection without conflicting with the vehicles approaching from the left; and [2] upon turning left, to accelerate to the operating speed on the roadway without causing approaching vehicles on the main road to unduly reduce their speed. In this context, ISD can be considered as a desirable visibility criterion for the safe operation of an unsignalized intersection.\\gbldata\projects\Wat-TS\16798.00\05_Work\MA_TPO\Technical\Sight Distance\AASHTO_sight_distance - alt locationlast revised: 2006.08.01