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HomeMy WebLinkAboutAP-2023-010 Wendy's ZBA Final Transportation Memo Engineers Scientists Planners Designers 101 Walnut Street, PO Box 9151, Watertown, Massachusetts 02471 P 617.924.1770 F 617.924.2286 www.vhb.com To: Greg Botsivales Date: 3/9/2023 Botsini Corporation 450 Station Avenue South Yarmouth, MA 02664 Project #: 15837.00 From: Randall Hart, Principal Adam Prichard, Project Engineer Re: Wendy’s Proposal 715 West Main Street Traffic Impact and Access Study Hyannis, Massachusetts Vanasse Hangen Brustlin, Inc. (VHB) has evaluated the potential traffic impacts associated with the redevelopment of the former Santander Bank (vacant) building into a Wendy’s Restaurant located at 715 Main Street in Hyannis, Massachusetts. This memorandum includes an evaluation of the existing traffic operations and safety; an assessment of future conditions with and without the proposed Wendy’s facility. As detailed herein, the proposed restaurant is expected to have minimal impacts the study area traffic operations. The site is located within the Highway Business (HB) zoning district, which allows numerous commercial uses, as a matter of right, including restaurants and fast-food restaurants. Indeed, the site can be re-occupied with a Wendy’s Restaurant by right without any action by the Zoning Board of Appeals if the occupancy was approached without a drive-through window. It is the drive-through window, which is part of the former bank use of the site, that is triggering the need to obtain a special permit by the Town of Barnstable. Since fast food restaurants without drive through windows are allowed by right, VHB has assessed the difference in project traffic of a Wendy’s occupying the existing building with and without a drive-through window to understand the extent of added impact associated with the drive through (and, therefore, triggering the need for the zoning relief). The projections of traffic each are provided in a table in the Appendix of this document, but the results indicate that the peak hour traffic activity is expected to be very similar during the critical weekday morning and evening peak hours. During the morning peak hour VHB expects a minor increase of 4 trips with a drive-through window and the weekday evening peak hour would be the same with and without a drive-through window. This assessment is based on ITE Traffic Generation data that was compiled by doing counts at existing fast-food facilities with and without a drive-through window. Accordingly, the proposed drive through window, which is the reason that the project requires a special permit, will have almost no additional impact in terms of trip generation than a fast-food restaurant without a drive through, which use is allowed by right in the zoning district. Study Methodology VHB prepared the traffic assessment in three stages. The first stage involved an assessment of existing traffic conditions within the Project study 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 developments that may occur independent of the proposed development. The year 2029, a seven-year time horizon, was selected as the design year for analysis for the preparation of this traffic impact and access assessment in accordance with the MassDOT Traffic Impact Assessment (TIA) guidelines. Greg Botsivales Ref: 15837.00 3/9/2023 Page 2 The third and final stage involved conducting traffic analyses to identify both existing and projected future roadway capacities and demands. Project Description and Site Location The Project Site is located at 715 West Main Street in Hyannis, Massachusetts. The existing Site currently consists of the former Santander Bank comprised of 3,132 square foot (sf) with a drive-through window. The Site is currently supported by 18 parking spaces (with two of them accessible). The Site is served by two full-access driveways (one on West Main Street, and one on Pine Street) with an additional exit off Pine Street directly south of the drive-through window. Under the proposed condition, the parking lot will be reconfigured and will maintain 18 parking spaces spaces (one accessible space). West Main Street will provide a right-out only driveway. Pine Street will provide two separate driveways, the east driveway will be an entrance only while the western driveway will be exit only. A figure showing the Project Site in relation to the surrounding area and a conceptual site plan are included in the Attachments to this Memorandum. Existing Conditions The existing condition analysis consists of an inventory of the traffic control, roadway, driveway, and intersection geometry in the study area, the collection of daily and peak hour traffic volumes, a summary of public transit options in the area, and a review of recent crash history. Study Area Based on an understanding of the current traffic operations in the region, a study area comprised of the following intersections and their approach roadways were selected for review: ›West Main Street at Pine Street / Barnstable High School Driveway - unsignalized ›West Main Street at Site Driveway – unsignalized ›Pine Street at Site Driveway (east) – unsignalized ›Pine Street at Site Driveway (west) – unsignalized As noted previously, under the proposed conditions, the existing two full-access driveways to the Site will be changed in the proposed configuration. A figure showing the existing intersection lane geometry and traffic control at each study area intersection is included in the Attachments. Study Area Roadways West Main Street In this study area, West Main Street is a two-lane roadway running in an northwest-southeast direction. West Main Street connects Downtown Hyannis to the east with Route 28 and communities such as Centerville, Cotuit, Mashpee, and Falmouth to the west. Sidewalks are provided along both sides of West Main Street and on-street parking is prohibited on both sides of the roadway. West Main Street falls under local jurisdiction and is classified as an urban Greg Botsivales Ref: 15837.00 3/9/2023 Page 3 principal arterial. West Main Street has a posted speed limit of 30 miles per hour (mph). Near the Site, land uses along West Main Street include Barnstable High School on the north side of the roadway and small commercial uses and multi-family residential uses on the south side of the roadway. Pine Street In this study area, Pine Street is a two-lane roadway running in an east-west direction. Pine Street connects West Main Street to the west with Main Street and South Main Street and towards the Centerville neighborhood. A sidewalk is provided along the south side of Pine Street and on-street parking is prohibited on both sides of the roadway. Pine Street falls under local jurisdiction and is classified as an urban minor arterial. Pine Street has a posted speed limit of 35 miles per hour (mph). Near the Site, land uses along Pine Street include residential neighborhoods on both sides of the roadway. Study Area Intersections West Main Street at Pine Street / Barnstable High School Dri veway West Main Street is intersected by Pine Street from the south and the Barnstable High School driveway from the north to form a four-legged unsignalized intersection. The West Main Street eastbound and westbound approaches consist of a dedicated left-turn lane and a shared through/right-turn lane. The Pine Street northbound approach consists of a shared through/left-turn lane and a dedicated right-turn lane, and the Barnstable High School driveway southbound approach consists of one general-purpose lane. The Pine Street northbound approach and the Barnstable High School driveway southbound approach operate under STOP control. Sidewalks exist along both sides of West Main Street and along the eastern side of Pine Street. No sidewalks are provided along the Barnstable High School driveway and no crosswalks are provided at the intersection. Land use around the intersection is mainly commercial and institutional. West Main Street at Site Driveway West Main Street is intersected by the Site driveway from the south to form a three-legged unsignalized intersection. The Site driveway is currently a full-access driveway. Under the proposed conditions, the Site driveway will be a right- out only access to West Main Street. The Site driveway is currently unsigned but operates under STOP control. Sidewalks are provided along both sides of West Main Street and a crosswalk is provided across West Main Street approximately 40 feet east of the intersection. Land use around the intersection is mainly commercial and institutional. Pine Street at Site Driveway (east) Pine Street is intersected by the east Site driveway from the north to form a three-legged unsignalized intersection. The Site driveway is currently a full-access driveway. Under the proposed conditions, the east Site driveway will be a one-way entrance adjacent to the Site parking spaces. All approaches to the intersection consist of one general- purpose lane. The east Site driveway is unsigned but operates under STOP control. A sidewalk is provided along the south side of Pine Street. Land use around the intersection is mainly commercial and residential. Pine Street at Site Driveway (west) Pine Street is intersected by the west Site driveway from the north to form a three-legged unsignalized intersection. The Site driveway is currently an exit-only driveway and will remain as such under proposed conditions. All approaches Greg Botsivales Ref: 15837.00 3/9/2023 Page 4 to the intersection consist of one general-purpose lane. The west Site driveway is unsigned but operates under STOP control. A sidewalk is provided along the south side of Pine Street. Land use around the intersection is mainly commercial and residential. Existing Traffic Volumes To identify current traffic flow characteristics along the primary roadway serving the Project study area, VHB conducted traffic counts in the vicinity of the Project Site. VHB’s traffic data collection involved measuring daily traffic volumes on West Main Street over a 24-hour period using an automated traffic recorder (ATR), as well as turning movement counts at the study area intersections. The traffic counts were conducted on a typical weekday in early September 2020, prior to the Labor Day weekend, and therefore represents peak summer conditions on Cape Cod. Additional counts from January 2022 and October 2022 represent typical (average) conditions on Cape Cod. Table 1 displays the observed weekday daily traffic volumes on West Main Street adjacent to the Project Site. The existing automated traffic recorder count data is included in the Attachments. Table 1 Existing Traffic Volume Summary Weekday Morning Peak Hour Weekday Evening Peak Hour Location Period ADT a Volume K Factor b Dir. Dist. c Volume K Factor Dir. Dist. West Main Street, west of 715 W Main Street 2022 14,400 1,125 7.8% 61% EB 1,180 8.2% 51% EB Source: VHB based on automatic traffic recorder counts conducted in October 2022. a Average Daily Traffic volume expressed in vehicles per day. b Represents the percent of daily traffic that occurs during the peak hour. c Directional distribution of peak hour traffic. Note: Peak hours do not necessarily coincide with the peak hours of the individual intersection turning movement counts. As shown in Table 1, West Main Street carries approximately 14,400 vehicles per day on a typical weekday, with approximately 7.8-percent of all daily traffic occurring during the weekday morning peak hour and approximately 8.2 - percent occurring during the weekday evening peak hour. The directionality of peak hour traffic flow on West Main Street is heavier in the eastbound direction during the weekday morning peak period and fairly evenly distributed during the weekday evening peak period. In addition to daily traffic volumes, peak hour turning movement counts (TMCs) were conducted at the study area intersections. The TMCs were conducted during the weekday morning peak period from 7:00 AM to 9:00 AM, weekday midday peak period from 11:00 AM to 1:00 PM, weekday evening peak period from 4:00 PM to 6:00 PM, and the Saturday midday peak period from 11:00 AM to 1:00 PM. Based on a review of the count data, the weekday morning, midday, and evening peak hours of vehicular activity were determined to be 7:30 AM to 8:30 AM, 12:00 PM to 1:00 PM, and 4:00 PM to 5:00 PM, respectively, while Saturday midday peak hour was 11:30 AM to 12:30 PM. The existing turning movement count data is provided in the Attachments. Seasonal Variation The following time periods were evaluated as part of this traffic memo: ›Summer Peak: Weekday Morning, Weekday Evening, Weekday Midday, and Saturday Midday Greg Botsivales Ref: 15837.00 3/9/2023 Page 5 ›Average: Weekday Morning, and Midday Average The traffic counts were conducted on Thursday, September 3, 2022 (morning and evening peaks), Thursday, January 20, 2022 (morning peak), Thursday October 13, 2022 (weekday midday), and Saturday October 15, 2022 (Saturday midday). School was in session for all periods, other than during the Saturday and September 2020 counts. The pre- Labor Day traffic counts have been used for the summer peak counts for weekday morning and evening periods. Comparison of traffic count data with historic seasonal data available from the 2019 Traffic Counting Report for Cape Cod Massachusetts (the most recent report available as of September 2022) indicated that January and October traffic counts are lower than peak summer season conditions. However, since the traffic counts for this Project were conducted prior to the Labor Day weekend, it is reasonable to assume that the traffic counts are more in-line with typical August traffic counts than typical September traffic counts. Since traffic volumes in August do represent peak summer season conditions, to provide a conservative analysis of summer conditions on Cape Cod, no adjustments were made to the August traffic count volumes. January 2022 (morning only) counts were not adjusted to represent the average conditions. The October 2022 counts were adjusted in order to evaluate the summer peak season for both the weekday midday and Saturday midday periods. The monthly adjustment factors for Cape Cod are included in the Attachments. Count data from September 2020 was used to evaluate weekday morning and evening summer peak conditions. Count data from January 2022 was used to evaluate weekday morning average conditions. Count Data from October 2022 was used to evaluate weekday midday for both peak summer and average conditions and Saturday midday peak summer conditions. Count data from September 2020 was grown 2 years using a 0.5% annual growth rate to establish 2022 Existing Conditions. Count data from January 2022 was not grown or seasonally adjusted. Count Data from October 2022 was not grown but a seasonal adjustment was used in order to evaluate Summer Peak conditions. The 2022 Existing traffic volume networks are provided in the Attachments. Public Transportation Public Transportation in Hyannis and throughout Cape Cod is provided by the Cape Cod Regional Transit Authority (CCRTA). There are seven, year-round, fixed-route services provided by CCRTA including the SeaLine, the Barnstable Villager, the H2O, the Flex, the Bourne Route, the Sandwich Route, and the Hyannis Crosstown. All buses are wheelchair accessible and equipped with bicycle racks. All routes except the Flex and the Bourne Route connect at the Plymouth & Brockton bus terminal in downtown Hyannis, located approximately three miles east of the Site. CCRTA also offers “demand response service” through three separate lines; (1) ADA Paratransit Service is a door-to- door, shared-ride service for those eligible individuals who are unable to use the CCRTA fixed route services. It is a comparable service to the fixed route service schedule in that it operates during the same hours and travels within the ¾ of a mile of the fixed route service areas; (2) DART Service (Dial-a-Ride Transportation) is a daily general public service that is a door-to-door, ride by appointment, transportation service. This service is available to all Cape Cod residents and visitors for any purpose; and (3) Boston Hospital Transportation (BHT) is a service that runs on weekdays, by reservation, and provides transportation service to 24 Boston medical facilities. The BHT has bus stops in Wellfleet, Eastham, Orleans, Harwich, the Barnstable commuter lot, and the Sagamore Commuter Lot. While seven fixed-route services are provided by the CCRTA, the Sandwich Route is the only fixed route that travels along West Main Street near the Project Site. The Sandwich Route connects Downtown Hyannis with the Sagamore Park and Ride via Sandwich and operates Monday through Friday with four trips per day in the eastbound direction Greg Botsivales Ref: 15837.00 3/9/2023 Page 6 and five trips per day in the westbound direction. The Sandwich Route has 19 scheduled stops and passengers are allowed to flag the bus to stop at any point along the route. The nearest scheduled stop to the Site is located at the Star Market on West Main Street, approximately 0.25 miles east of the Site. The Sandwich Route schedule is included in the Attachments. Crash Summary A detailed crash analysis was conducted to identify potential vehicle accident trends and/or roadway deficiencies in the traffic study area. The most current vehicle accident data for the traffic study area intersections were obtained from MassDOT for the years 2015 to 2019. The MassDOT database is comprised of crash data from the Massachusetts Registry of Motor Vehicles (RMV) Division primarily for use in traffic studies and safety evaluations. Data files are provided for an entire city or town for an entire year, though it is possible that some crash records may be omitted either due to individual crashes not being reported, or the city crash records not being provided in a compatible format for RMV use. Crash rates are calculated based on the number of accidents at an intersection and the volume of traffic traveling through that intersection on a daily basis. Rates that exceed MassDOT’s average for accidents at intersections in the MassDOT district in which the town or city is located could indicate safety or geometric issues for a particular intersection. For the Project study area, the calculated crash rates for the study area intersections were compared to MassDOT’s District 5 (the MassDOT district for Barnstable) average. The current MassDOT average crash rates for signalized and unsignalized intersections in District 5 are 0.75 crashes per million entering vehicles and 0.57 crashes per million entering vehicles, respectively. In other words, on average, 0.75 crashes occurred per million vehicles entering signalized intersections, and 0.57 crashes occurred per million vehicles entering unsignalized intersections throughout District 5. A summary of the study area intersections vehicle accident history based on the available RMV data is presented in Table 2 and the detailed crash data is provided in the Attachments. As shown in Table 2, over the five-year period there were 16 crashes reported at the unsignalized intersection of West Main Street at Pine Street/Barnstable High School Driveway. The intersections of Pine Street at the west Site driveway and the east Site driveway had combined for one crash and the intersection of West Main Street at Pine Street/Barnstable High School Driveway had a calculated crash rate of 0.52 crashes per million vehicles entering the intersection. The study area intersections do not exceed the unsignalized MassDOT average crash rate for District 5 of 0.57 crashes per million vehicles. The majority of crashes that occurred at the study area intersections were angle and rear-end collisions resulting in property damage only and occurring on dry pavement. It should be noted that there were two crashes involving pedestrians or bicyclists at the intersection of West Main Street at Pine Street/Barnstable High School Driveway during the five-year period. Greg Botsivales Ref: 15837.00 3/9/2023 Page 7 Table 2 Vehicular Crash Data (2015 - 2019) West Main Street at Pine Street / Barnstable High School Driveway West Main Street at East Site Driveway Pine Street at East Site Driveway Pine Street at West Site Driveway Signalized? No No No No MassDOT Average Crash Rate 0.57 0.57 0.57 0.57 Calculated Crash Rate 0.52 0.04 0.12 0.00 Exceeds Average? No No No No Year 2013 2 1 1 0 2014 3 0 0 0 2015 7 0 0 0 2016 3 0 0 0 2017 1 0 0 0 Total 16 1 1 0 Collision Type Angle 8 1 0 0 Head-on 0 0 0 0 Rear-end 6 0 0 0 Sideswipe, opposite direction 2 0 0 0 Sideswipe, same direction 0 0 1 0 Single Vehicle Crash 0 0 0 0 Severity Fatal Injury 0 0 0 0 Non-Fatal Injury 7 0 0 0 Property Damage Only 9 1 1 0 Time of day Weekday, 7:00 AM - 9:00 AM 1 0 0 0 Weekday, 4:00 – 6:00 PM 4 0 0 0 Saturday, 11:00 AM – 2:00 PM 1 0 0 0 Weekday, other time 8 1 0 0 Weekend, other time 2 0 1 0 Pavement Conditions Dry 15 1 1 0 Wet 1 0 0 0 Snow 0 0 0 0 Non-Motorist (Bike, Pedestrian) 2 0 0 0 Source: Crash data was obtained from MassDOT Crash Portal, Accessed October 2022. Greg Botsivales Ref: 15837.00 3/9/2023 Page 8 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. An HSIP-eligible cluster is one in which the total number of “equivalent property damage only“1 crashes in the area is within the top five-percent of all clusters in that region. Being HSIP- eligible makes the location 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 the study area intersection of West Main Street and Pine Street is part of a 2017-2019 HSIP Cluster. Future Conditions To determine the impacts of the site-generated traffic volumes in the vicinity of the site, future traffic conditions were evaluated. A seven-year horizon (2029) was used for the evaluation consistent with MassDOT Transportation Impact and Access (TIA) study requirements. Traffic growth on area roadways is a function of the expected land development, environmental activity, and changes in demographics. A frequently used procedure is to identify estimated traffic generated by planned developments that would be expected to affect the project study area roadways. An alternative procedure is to estimate an annual percentage increase and apply that increase to study area traffic volumes. For this evaluation, both procedures were used. The following summarizes this traffic forecasting process. Historic Growth VHB conducted research to determine the historic growth rate for traffic in this area. Based on information contained in the 2019 Traffic Counting Report for Cape Cod Massachusetts (the most recent report available as of October 2022), traffic has increased at a rate of 0.39-percent per year Cape-wide over the ten-year period from 2009 to 2019. However, in the Mid-Cape region (which is the region of Cape Cod that the Town of Barnstable is in), traffic increased at a rate of 0.18-percent per year over the ten-year period from 2009 to 2019. To provide a conservative analysis, a background growth rate of 0.5-percent per year was applied. The historic growth data provided in the 2019 Traffic Counting Report for Cape Cod Massachusetts is included in the Attachments. Planned Developments In addition to accounting for background growth, the traffic associated with other planned and/or approved developments near the Site was considered. Based on discussions with the Town of Barnstable, it was determined that the following planned development project in the vicinity of the Site may influence traffic conditions: ›Bell Tower Mall Apartments (1600 Falmouth Road) – Low-rise apartment complex that is planned to have 26 units. ›35 Scudder Avenue – Mid-rise apartment complex that is planned to have 312 units. ›720 Main Street – Mid-rise apartment complex that is planned to have 40 units. 1 Equivalent property damage only” is a method of combining the number of crashes with the severity of the crashes based on a weighted scale. Crashes involving property damage only are reported at a minimal level of importance, while collisions involving personal injury (or fatalities) are weighted more heavily. Greg Botsivales Ref: 15837.00 3/9/2023 Page 9 ›850 Falmouth Road – Low-rise apartment complex that is planned to have 53 units. Trips to be generated by these projects were added to the roadway network based on data from the Institute of Transportation Engineers. The trip generation calculations are included in the Attachments. Background Transportation Projects In assessing future traffic conditions, proposed roadway improvements within the study area were considered. Based on discussions with the Town of Barnstable, it was determined that there are no roadway improvement projects that would impact the study area roadway network. No-Build Traffic Volumes The 2029 No-Build traffic volumes were generated by consideration of the above-described factors. The resulting 2029 No-Build peak hour traffic volume networks for the weekday morning and weekday evening peak periods are provided in the Attachments. Trip Generation The rate at which any development generates traffic is dependent upon the size, location, and concentration of surrounding developments. As mentioned previously, the Project consists of redeveloping the former Santander Bank and incorporating a Wendy’s restaurant with a drive-through window in the existing 3,132 sf building. To estimate the number of vehicle trips to be generated by the proposed Project, empirical data specific to the Site and national data from the ITE Trip Generation Manual were utilized. Empirical trip-generation data for a similar Site was conducted as part of the ATR counts during a 24-hour period in October 2022. This provides the number of peak-hour entering and exiting trips that are generated by the existing Wendy’s location off Route 132 near the Airport Rotary in Hyannis. The ITE Trip Generation Manual was used to determine the increase in trips that the Site will generate with the redevelopment. Empirical Trip Generation The number of entering and exiting trips generated by the existing Wendy’s located off Route 132 near the Airport Rotary in Hyannis were captured as part of the ATR counts during a 24-hour period during a typical weekday in October 2022. Saturday counts were not captured as part of this study. Table 3 compares ITE projections to the empirical trip generation data for the Route 132 Site. Greg Botsivales Ref: 15837.00 3/9/2023 Page 10 Table 3 Trip Generation Comparison – Route 132 Wendy’s Trip Generation Period ITE1 Empirical2 Difference Size Adjustment6 Weekday Daily3 Enter 953 882 -71 678 Exit 953 876 -77 673 Total 1,906 1,758 -148 1,351 Weekday Morning4 Enter 107 28 -79 22 Exit 99 27 -72 21 Total 206 55 -151 43 Weekday Midday5 Enter 114 106 -8 81 Exit 114 107 -7 82 Total 228 213 -15 163 Weekday Evening4 Enter 106 80 -26 61 Exit 102 68 -34 52 Total 208 148 -60 113 1 Trip generation estimate based on ITE LUC 934 (Fast Food Restaurant with Drive Through Window) for 4,075 SF using average rates. 2 Based on automatic traffic recorder counts conducted in October 2022. 3 Average Daily Traffic volume expressed in vehicles per day. 4 Peak hour trip generation estimates based on peak hour of generator, as specified in the Cape Cod Commission Transportation Technical Bulletin (February 2019). 5 Midday peak hour for ITE is based on hourly distribution of Entering and Exiting Vehicle Trips by Land Use, ITE Trip Generation Manual, 11th Edition. 6 Accounting for size difference between Empirical collection Site and Proposed Site. Based on the ATR counts, the nearby Wendy’s generates approximately 55 vehicle trips (28 entering/ 27 exiting) during the weekday morning peak hour, 213 vehicle trips (106 entering/ 107 exiting) during the weekday midday peak hour, and 148 vehicle trips (80 entering/ 68 exiting) during the weekday evening peak hour. It is unknown how many of those trips are pass-by trips that would be traveling on Route 132 if the Wendy’s wasn’t there, or how many of those trips had Wendy’s as their final destination. Greg Botsivales Ref: 15837.00 3/9/2023 Page 11 When compared to ITE trip generation, the empirical values are lower for all time periods that were analyzed. One thing to note is that Wendy’s does not have a robust morning attraction compared to similar fast-food restaurants. Comparison of Empirical Trips to ITE -Projected Trips Comparing the empirical nearby Site-generated volumes with the ITE-projected volumes in Table 3 shows that the proposed Site will likely generate significantly fewer vehicle trips than the ITE projections assumes for a fast-food restaurant with a drive through window. Based on the ITE projections, a fast food restaurant with a drive-through window is expected to generate 158 vehicle trips during the weekday morning peak hour, 175 vehicle trips during the midday vehicle peak hour, and 159 vehicle trips during the weekday evening peak hour (not accounting for pass-by trips), while the nearby Wendy’s (with a larger adjacent roadway ADT and larger square footage) only generates 55 vehicle trips during the weekday morning peak hour, 213 vehicle trips during the midday peak hour, and 148 vehicle trips during the weekday evening peak hour. ITE Trip Generation The ITE Trip Generation Manual categorizes land uses and provides weekday morning peak hour and weekday evening peak hour unadjusted vehicle trip generation estimates for each use. The trip generation estimates for the existing and proposed uses were projected using Land Use Code (LUC) 912 (Drive-in Bank) and empirical driveway counts from a similar Wendy’s site shown in Table 3. To determine the number of new vehicle trips that the Project will generate with the redevelopment of the Site, the number of trips generated by these two data sources were compared to determine the difference in trip generation patterns for a fast-food restaurant with drive-through as compared to a drive-in bank. The ITE and empirical trip generation worksheets are included in the Attachments to this memorandum. Pass-By Trips While the ITE rates provide estimates for all the traffic associated with each land use, not all of the traffic generated by the Project will be new to the area roadways. A portion of the vehicle-trips generated by the Wendy’s under proposed conditions will likely be drawn from the traffic volume of the roadways adjacent to the Project Site. For example, someone traveling on West Main Street may choose to deviate from their original travel path to visit the restaurant before heading back to continue to their final destination. Pass-by rates are based on data provided in the ITE Trip Generation Handbook. For this evaluation, ITE pass-by rates for LUC 934 (Fast-Food Restaurant with Drive-Through Window) were utilized for the Wendy’s trip generation while LUC 912 (Drive-in Bank) were utilized for the former use (Santander Bank). Retail establishments, such as Wendy’s, rely heavily on pass-by trips and the adjacent roadways having a higher amount of traffic vehicles. The empirical trip generation comparison showed previously indicated that ITE rates are higher than Empirical values in the region. Available count data was analyzed from Route 132 and Route 28 (near an existing Wendy’s locations) to compare to the proposed Wendy’s location along West Main Street. Table 4 shows the ADT along those roadways. Greg Botsivales Ref: 15837.00 3/9/2023 Page 12 Table 4 ATR Summary – Nearby Wendy’s Route 281 Route 1322 W. Main Street3 ADT 26,500 21,700 14,400 1 MassDOT Count Station 7351, counts conducted October 11-13, 2022. 2 North of Nightingale Lane, counts conducted August 24-26, 2022. 3 from Table 1. As shown in Table 4, the Route 28 and Route 132 Wendy’s locations’ experience a much larger volume of traffic on the adjacent roadway than the proposed location, on a typical day. As such, it is expected that the higher ADT roadway locations are likely to have more daily business (traffic) than the proposed location. Project-Generated Trips As described above, the Project-generated trips were estimated based on the empirical driveway counts from a similar Wendy’s site with a pass-by credit applied to the trip rates. Saturday midday counts utilized ITE trip generation rates as empirical counts were not collected. This is likely a very conservative approach for review of that period. To provide a conservative analysis, no credit was applied to employees or customers who may take transit, walk, or bike to the Site. Table 5 below provides a summary of the anticipated number of vehicle trips to be generated by the Project. Table 5 New Project-Generated Vehicle Trip Summary SIZE Drive-in Bank 1 Fast Food w/ Drive Thru 2 Gross Trips Pass-By Trips3 Net Vehicle Trips Gross Trips Pass-By Trips3 Net Vehicle Trips Total Gross Trips Net New Vehicle Trips Weekday Morning Peak Hour 4 29% 50% Enter 24 7 17 22 11 11 -2 -6 Exit 22 7 15 22 11 11 0 -4 Total 46 14 32 44 22 22 -2 -10 Weekday Midday Peak Hour 5 26% 50% Enter 17 4 13 82 41 41 65 28 Exit 17 4 13 82 41 41 65 28 Total 34 8 26 164 82 82 130 56 Weekday Afternoon Peak Hour 4 35% 55% Enter 33 11 22 61 31 30 28 8 Exit 33 11 22 52 31 21 19 -1 Total 66 22 44 113 62 51 47 7 Saturday Midday Peak Hour 4 38% 50% Enter 42 16 26 88 43 45 46 19 Exit 41 16 24 85 43 42 44 18 Total 83 32 50 173 86 87 90 37 Greg Botsivales Ref: 15837.00 3/9/2023 Page 13 1 Trip generation estimate based on ITE LUC 912 (Drive-In Bank) for 3,132 SF using average rates. 2 Trip generation estimate based on empirical data from nearby Wendy’s Restaurant for weekday periods from Table 3. ITE LUC 934 (Fast Food Restaurant with Drive Through Window) for 3,132 SF using average rates for Saturday rates. 3 Pass-By rates applied based on TGM 11th edition LUC 912 (Drive-in Bank) and LUC 934 (Fast-Food Restaurant with Drive Thru Window). Pass-by rates of 29%, 35% and 38% were applied to the AM, PM and SAT MID peak hours and a default of 25% was applied to all other hours for LUC 912. Pass-by rates of 50%, 55% were applied to the AM and PM peak hours and a default of 50% was applied to all other hours for LUC 934. 4 Peak hour trip generation estimates based on peak hour of generator, as specified in the Cape Cod Commission Transportation Technical Bulletin (February 2019). 5 Weekday midday peak trip generation estimates based on time-of-day trip distribution for entering and exiting vehicles. ITE Trip Generation Manual, 11th Edition. As shown in Table 5, the redevelopment of the former bank into a Wendy’s Restaurant on the Site is expected to generate approximately 10 fewer new vehicle trips (-6 entering/ -4 exiting) during the weekday morning peak hour, approximately 56 new vehicle trips (28 entering/ 28 exiting) during the weekday midday peak hour, approximately 7 new vehicle trips (8 entering/ -1 exiting) during the weekday evening peak hour, and approximately 37 new vehicle trips (19 entering / 18 exiting) during the Saturday midday peak hour. As noted above, the Project trip-generation includes a credit for pass-by trips that are already traveling on West Main Street and only represents new vehicle trips that will be added to the roadway network. Net-New Vehicle Trips To provide a conservative analysis, the net-new vehicle trips were not used as a part of this assessment. The net vehicle trips (gross and pass-by) from the fast-food w/drive thru were used for this analysis (i.e., no credits were taken from the existing use to provide a conservative analysis). To accurately determine the number of trips that will be generated by the Site with the Project in place, the additional vehicle trips generated by the redevelopment as projected in Table 3 (empirical) have been added to the no-build traffic volumes. Trip Distribution The directional distribution of traffic approaching and departing the Site is a function of several variables. These include population densities, existing travel patterns, the efficiency of the roadways leading to and from the Site, and the distance from nearby land uses. While the Project is expected to have an impact on the number of vehicle trips that are generated by the Site, the redevelopment is not expected to change the general trip distribution pattern of the study area network. Therefore, the trip distribution patterns for the Project is expected to mirror the trip distribution for the existing roadway network. The trip distribution patterns for the Project are presented in Table 6 and provided as a figure in the Attachments to this memorandum. Greg Botsivales Ref: 15837.00 3/9/2023 Page 14 Table 6 Trip Distribution Travel Route Direction (from/to) Wendy’s Trip Distribution West Main Street East West 45% 45% Pine Street South 10% Total 100% As shown in Table 6, approximately 45-percent of Site-generated traffic is expected to arrive and depart via West Main Street to/from the east and to/from the west, while the remaining 10-percent of Site-generated traffic is expected to arrive and depart via Pine Street to/from the south. Driveway Distribution Under existing conditions, the Site is served by two full-access driveways, one on West Main Street and one on Pine Street, with a third exit-only driveway provided along Pine Street adjacent to the drive-through window. Under proposed conditions, the driveway along West Main Street will become a right-out only access, the east Pine Street driveway will be entrance only and will be the sole entrance to the Site, while the west Pine Street driveway will continue to be an exit-only driveway. All traffic will be directed to enter the Site via the east driveway. All drive- through traffic will be directed to exit via the west driveway. In addition, customers who enter the Site from the east driveway and park to go inside the restaurant will now have the option to drive around the building and exit the Site from the west driveway or exit onto West Main Street directly (right-turn only). Build Traffic Volumes The new project-related traffic volumes shown in Table 5 are assigned to the study area roadway network based on the trip distribution patterns shown in Table 6 and added to the 2029 No-Build peak hour traffic volume networks to develop the 2029 Build peak hour traffic volume networks. The 2029 Build peak hour traffic volume networks and the Site generated traffic volume networks are provided in the Attachments to this memorandum. Traffic Operations Analysis To assess quality of flow, intersection capacity analyses were conducted with respect to 2022 Existing, 2029 No-Build, and 2029 Build traffic volume conditions. Capacity analyses provide an indication of how well the roadway facilities serve the traffic demands placed upon them. Roadway operating conditions are classified by calculated levels-of- service. Level of Service 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 that considers a number of factors including roadway geometry, speed, travel delay, freedom to maneuver, and safety. Level-of-service provides an index to 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. Greg Botsivales Ref: 15837.00 3/9/2023 Page 15 For this study, capacity analyses were completed for the existing and proposed unsignalized intersections within the study area using Synchro traffic analysis software. For unsignalized intersections, the analysis assumes that traffic on the mainline is not affected by traffic on the side streets. The LOS is only determined 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 Highway Capacity Manual (HCM) . Intersection Capacity Analysis Levels-of-service analyses were conducted for the 2022 Existing, 2029 No-Build, and 2029 Build conditions for the study area intersection. Table 7 summarizes the capacity analyses for the unsignalized intersections, and the capacity analyses worksheets are included in the Attachments. Greg Botsivales Ref: 15837.00 3/9/2023 Page 16 Table 7 Unsignalized Intersection Capacity Analysis Location / Movement 2022 Existing Conditions 2029 No-Build Conditions 2029 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 West Main Street at Pine Street / Barnstable High School Driveway Summer Peak Weekday Morning EB L 10 0.01 8 A 0 10 0.01 8 A 0 10 0.01 8 A 0 WB L 90 0.11 10 A 10 95 0.13 10 A 10 105 0.14 10 B 13 NB L/T 15 0.15 38 E 13 15 0.18 48 E 15 20 0.26 55 F 25 NB R 110 0.31 17 C 33 110 0.35 19 C 40 120 0.37 19 C 43 SB L/T/R 6 0.15 56 F 13 6 0.19 77 F 18 6 0.21 83 F 18 Weekday Afternoon EB L WB L 175 0.19 9 A 18 180 0.21 10 A 20 210 0.25 10 B 25 NB L/T 10 0.12 54 F 10 10 0.16 70 F 13 20 0.36 98 F 33 NB R 190 0.38 16 C 45 195 0.43 18 C 53 205 0.46 19 C 58 SB L/T/R 15 0.41 94 F 40 15 0.56 >120 F 53 15 0.70 >120 F 63 Weekday Midday EB L 10 0.01 9 A 0 10 0.01 9 A 0 10 0.01 9 A 0 WB L 220 0.27 11 B 28 230 0.30 11 B 30 270 0.36 12 B 40 NB L/T 10 0.30 114 F 25 10 0.37 >120 F 30 21 0.91 >120 F 75 NB R 240 0.70 31 D 130 250 0.77 38 E 163 270 0.86 50 F 208 SB L/T/R 8 >1.20 >120 F 75 10 >1.20 >120 F 100 10 >1.20 >120 F 108 Saturday Midday EB L 5 0.01 9 A 0 5 0.01 9 A 0 5 0.01 9 A 0 WB L 170 0.21 10 B 20 175 0.22 11 B 23 215 0.29 11 B 30 NB L/T 5 0.10 73 F 8 5 0.12 92 F 10 15 0.46 >120 F 40 NB R 210 0.57 24 C 85 215 0.63 28 D 105 235 0.70 33 D 133 SB L/T/R 25 0.93 >120 F 103 25 >1.20 >120 F 128 25 >1.20 >120 F 155 Average Weekday Morning EB L 85 0.09 9 A 8 85 0.09 9 A 8 85 0.09 9 A 8 WB L 115 0.14 9 A 13 120 0.15 10 A 13 130 0.17 10 A 15 NB L/T 15 0.26 68 F 23 15 0.31 88 F 28 20 0.48 >120 F 45 NB R 225 0.59 23 C 95 235 0.66 27 D 118 240 0.68 28 D 128 SB L/T/R 107 >1.20 >120 F 545 107 >1.20 >120 F 588 107 >1.20 >120 F 600 Weekday Midday EB L 5 0.01 9 A 0 5 0.01 9 A 0 5 0.01 9 A 0 WB L 170 0.18 9 A 18 175 0.19 10 A 18 215 0.25 10 B 28 NB L/T 5 0.07 43 E 5 5 0.09 50 F 8 16 0.28 73 F 38 NB R 185 0.43 17 C 55 190 0.47 18 C 63 210 0.54 20 C 80 SB L/T/R 7 0.30 97 F 28 7 0.38 >120 F 33 7 0.56 >120 F 45 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. As shown in Table 7, the Project is expected to have minimal impacts on traffic operations within the study area. The Project is expected to have a minimal impact on operations at the intersection of West Main Street at Pine Street / Greg Botsivales Ref: 15837.00 3/9/2023 Page 17 Barnstable High School Driveway. The northbound left/through shared movement is expected to degrade from LOS E to LOS F from 2029 No-Build to 2029 Build Conditions under Summer Peak Weekday Morning period. Similarly, the northbound right-turn movement is expected to degrade from LOS E to LOS F from 2029 No-Build to 2029 Build Conditions under Summer Peak Weekday midday period. All other periods will have negligible impacts with the Project. It should be noted that delays and queues experienced under 2029 No-Build Conditions are similar to what is projected under 2029 Build Conditions. The Site driveways were analyzed similar to the study area intersection. Table 8 summarizes the capacity analyses for the Site driveways, and the capacity analyses worksheets are included in the Attachments. Greg Botsivales Ref: 15837.00 3/9/2023 Page 18 Table 8 Unsignalized Driveway Capacity Analysis - continued Location / Movement 2022 Existing Conditions 2029 No-Build Conditions 2029 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 West Main Street at east Site Driveway Summer Peak Weekday Morning NB R 5 0.01 14 B 0 Weekday Afternoon NB R 15 0.03 13 B 3 Weekday Midday NB R 20 0.06 15 C 5 Saturday Midday NB R 20 0.07 15 C 5 Average Weekday Morning NB R 5 0.01 14 B 0 Weekday Midday NB R 20 0.05 13 B 3 Pine Street at east Site Driveway Highway Capacity Manual does not provide analysis for this driveway. Pine Street at west Site Driveway Summer Peak Weekday Morning SB L/R 15 0.02 10 A 3 Weekday Afternoon SB L/R 40 0.06 11 B 5 Weekday Midday SB L/R 60 0.12 13 B 10 Saturday Midday SB L/R 60 0.10 11 B 8 Average Weekday Morning SB L/R 15 0.02 10 B 3 Weekday Midday SB L/R 60 0.10 11 B 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. As shown in Table 8, the Project is expected to have minimal impacts on traffic operations for the Site driveways. With the Project in place, all three Site driveways are expected to operate at LOS C under the 2029 Build Conditions with queues exiting the two driveways not expecting to exceed one vehicle length. The east Site driveway at Pine Street is proposed to be a enter-only access, as such, the Highway Capacity Manual does not provide analysis for this type of Analysis unavailable during 2022 Existing and 2029 No-Build Conditions Analysis unavailable during 2022 Existing and 2029 No-Build Conditions Greg Botsivales Ref: 15837.00 3/9/2023 Page 19 intersection. It should be noted that the 2022 Existing Conditions and 2029 No-Build Conditions for all driveway locations do not have analysis as there are no volumes entering/exiting the Site during these conditions. Sight Distance VHB conducted a sight distance analysis, conforming to guidelines of the American Association of State Highway and Transportation Officials (AASHTO) , at the east and west Site driveways on Pine Street, as well as the Site driveway on West Main Street. Sight distance is generally 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 before colliding with an object in the road, in this case 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. Intersection Sight Distance (ISD) is based on the time required for perception, reaction and completion of the desired critical exiting maneuver once the driver on a minor street or driveway approach decided to execute the maneuver. Calculation for the critical ISD includes the time to (1) turn left, and to clear the half of the intersection without conflicting with the vehicles approaching from the left; and (2) accelerate to the operating speed of the roadway without causing approaching vehicles 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. Essentially, while SSD is the minimum distance needed to avoid collisions, ISD is the minimum distance needed so that mainline motorists will not have to substantially reduce their speed due to turning vehicles. To maintain the safe operation of an unsignalized intersection, ISD only needs to be equal to the stopping sight distance, though it is desirable to meet ISD requirements by themselves. To calculate the required SSD and ISD at the unsignalized Site driveways, the 85th percentile speed along West Main Street measured by the ATR count described previously was utilized. The 85th percentile speed along West Main Street was observed to be approximately 33 mph the eastbound direction, and approximately 34 mph in the westbound direction. As mentioned previously, the east Site driveway will be entering only. As such, typical sight distance requirements are not required as there will not be a conflicting vehicle originating from the driveway. Table 9 summarizes the sight distance analysis, and the sight distance worksheets are included in the Attachments to this memorandum. Greg Botsivales Ref: 15837.00 3/9/2023 Page 20 Table 9 Sight Distance Analysis Summary Location Stopping Sight Distance (ft) Intersection Sight Distance (ft) Traveling Required Measured Looking Desired Measured West Main Street at the east Site driveway 1 Eastbound 240 435 Left 375 > 1000 Westbound 230 600 Right 320 > 1000 Pine Street at the east Site driveway 2,4 Eastbound 240 400 Left3 375 155 Westbound3 230 165 Right 320 810 Pine Street at the west Site driveway 2 Eastbound 240 > 1000 Left3 375 250 Westbound3 230 260 Right 320 850 1 Based on guidelines established in A Policy on the Geometric Design of Highways and Streets, 7th Edition, AASHTO, 2018 for an 85th percentile speed of 33 mph eastbound, and 34 mph westbound. 2 Assumed same speeds as West Main Street of 33 mph eastbound and 34 mph westbound. 3 Limited due to proximity of intersection. It is expected that approaching vehicles from the intersection will be travelling much less than the 85th percentile speed. 4 Sight Distance (Stopping or Intersection) is not required at this location as this is an Enter Only driveway. As shown in Table 9, at all three Site driveways, the required stopping sight distances are exceeded in both directions, except for the east site driveway along Pine Street for a westbound travelling vehicle. This is due to the intersection being located closely to the Site driveway, however, it is expected that an vehicle approaching from this direction will be travelling much less than the 85th percentile speeds of the overall roadway. The desired intersection sight distances are exceeded in both directions for the West Main Street Site driveway. The Pine Street driveways have insufficient sight distance looking left (towards W. Main Street intersection), however, as noted previously, a westbound travelling vehicle is expected to be travelling much less than the 85th percentile speeds of the overall roadway. Site Access and Circulation Under existing conditions, the Site is served by two full-access driveways, one on West Main Street and one on Pine Street, with a third exit-only driveway provided along Pine Street adjacent to the drive-through window. The Site is currently served by two full-access driveways on West Main Street. The east Site driveway along pine Street provides access to a parking field on the east side of the building that contains 18 parking spaces for the Site. The trash dumpster for the Site and the building’s rear door for loading is also accessed via the east Site driveway. No additional square footage is proposed to the building itself. Under proposed conditions, the driveway along West Main Street will become a right-out only access, the east Pine Street driveway will be entrance only and will be the sole entrance to the Site, while the west Pine Street driveway will continue to be an exit-only driveway. All traffic will be directed to enter the Site via the east driveway. All drive-through traffic will be directed to exit via the west driveway. In addition, customers who enter the Site from the east driveway and park to go inside the restaurant will now have the option to drive around the building and exit the Site from the west driveway or exit onto W. Main Street directly (right-turn only). Greg Botsivales Ref: 15837.00 3/9/2023 Page 21 Circulation through the Site will be counter-clockwise for the drive-through lane and the through traffic lane, with all customers using the east Pine Street driveway to access the Site. Loading and trash removal for the dumpster will occur on the west side of the building. Parking Under the existing conditions, the Site is supported by 18 parking spaces. Under the proposed conditions, the Site will be supported by 18 parking spaces. While the Site will have three fewer parking spaces under proposed conditions than under existing conditions, this is not expected to be an issue as the parking demand is reduced by the inclusion the drive-through window on-Site. Drive-Through Operations and Queue Storage The drive-through window is proposed to be the same location as previously indicated for the former use (Santander Bank). The menu board and the speaker box for the drive-through will be located on the north side of the existing building, approximately 75 feet prior to the drive-through window. The queue storage area has been configured to be on the perimeter of the site to maximize the available queue storage for the drive-thru. Under this configuration, there is room for approximately 11-12 vehicles which is more than we expect at any time given the empirical counts that were conducted. VHB has conducted empirical queue observations in October 2022 at two Wendy’s locations on Cape Cod; on Route 132 in Hyannis and on Route 28 in Mashpee. The maximum queues starting from the pick-up window were observed at the two drive-through locations during the weekday midday, weekday evening, and Saturday midday peak hours. Based on those observations, the average queue observed at the two locations was four vehicles during the weekday midday peak hour. The Mashpee location noted a maximum queue of eight vehicles during the weekday midday peak hour and the Hyannis location noted a maximum queue of seven vehicles during the weekday midday peak hour. During the weekday evening peak hour, both locations noted a maximum queue of seven vehicles. During the Saturday midday peak hour, the Hyannis location noted a maximum queue of seven vehicles, and the Mashpee noted a maximum queue of eight vehicles. The empirical queue observation data is included in the Attachments to this memorandum. With a storage capacity on-Site of approximately 11-12 vehicles, the proposed drive-through will provide more storage than we expect to meet peak period operations. Based on the maximum queues of eight vehicles observed at the two locations in Mashpee and Hyannis, the proposed drive-through storage on-Site will be sufficient to handle the anticipated queues without spilling back onto Pine Street. In addition, based on the location of nearby Wendy’s stores to the Site and the characteristics on the roadways that each Wendy’s is located on, it is anticipated that the proposed activity on the site in general and at the drive-through is likely to be lower than the other Wendy’s locations specified. Conclusion VHB has conducted a traffic impact and access study to assess the potential traffic impacts associated with the redevelopment a Wendy’s Restaurant at 715 Main Street in Hyannis, Massachusetts. The proposed Project is expected to add to the roadway network approximately 10 fewer new vehicle trips (-6 entering/ -4 exiting) during the weekday morning peak hour, approximately 56 new vehicle trips (28 entering/ 28 exiting) during the weekday midday peak hour, approximately 7 new vehicle trips (8 entering/ -1 exiting) during the weekday evening peak hour, and Greg Botsivales Ref: 15837.00 3/9/2023 Page 22 approximately 37 new vehicle trips (19 entering / 18 exiting) during the Saturday midday peak hour. Based on the intersection capacity analyses, the Project is expected to have minimal impact upon operations at the study are intersections and along the study area roadways. In addition, the proposed drive-through operations should provide enough storage space for the drive-through queue on-Site without spilling back onto Pine Street. The site is located within the Highway Business (HB) zoning district, which allows numerous commercial uses, as a matter of right, including restaurants and fast-food restaurants. Indeed, the site can be re-occupied with a Wendy’s Restaurant by right without any action by the Zoning Board of Appeals if the occupancy was approached without a drive-through window. It is the drive-through window, which is part of the former bank use of the site, that is triggering the need to obtain a special permit by the Town of Barnstable. Since fast food restaurants without drive through windows are allowed by right, VHB has assessed the difference in project traffic of a Wendy’s occupying the existing building with and without a drive-through window to understand the extent of added impact associated with the drive through (and, therefore, triggering the need for the zoning relief). The projections of traffic each are provided in a table in the Appendix of this document, but the results indicate that the peak hour traffic activity is expected to be very similar during the critical weekday morning and evening peak hours. During the morning peak hour VHB expects a minor increase of 4 trips with a drive-through window and the weekday evening peak hour would be the same with and without a drive-through window. This assessment is based on ITE Traffic Generation data that was compiled by doing counts at existing fast-food facilities with and without a drive-through window. Accordingly, the proposed drive through window, which is the reason that the project requires a special permit, will have almost no additional impact in terms of trip generation than a fast-food restaurant without a drive through, which use is allowed by right in the zoning district. 715 West Main Street Traffic Impact and Access Study Attachments Attachments Memorandum Figures Site Plan Traffic Count Data Seasonal Adjustment Factors Public Transit Schedules Crash Data Historic Growth Data Background Development-Generated Trip Calculations Trip Generation Calculations Capacity Analysis Worksheets Sight Distance Worksheets Empirical Drive-Through Queue Data 715 West Main Street Traffic Impact and Access Study Attachments Memorandum Figures © 2022 Microsoft Corporation © 2022 Maxar ©CNES (2022) Distribution Airbus DS East Site DrivewayWest Site DrivewayPine Stre e t We s t M a i n S t r e e t Barnstable High SchoolDrivewaySITE Signalized Intersection 0 150 300 Feet Unsignalized Intersection S \\gbldata\projects\Wat-TS\15837.00\Graphics\FIGURES\Aerials.dwg Figure 1Site Location and Study Area 715 West Main Street Hyannis, Massachusetts Stop-Controlled West Main Street School DrivewayDrivewaySitePine Str e e t DrivewayEast SiteDrivewayWest SiteWest Main StreetBarnstable High \\gbldata\projects\Wat-TS\15837.00\Graphics\FIGURES\Networks_2022.dwg Figure 2/ane *eoPetry and 7raIIic Control  West Main Street Hyannis MassachXsetts Not to Scale Neg = Negligible Weekday Morning Peak Hour-Summer Neg = Negligible Weekday Evening Peak Hour-Summer105110NegNeg510 540 10 Neg 320 90 West Main Street School DrivewayNegNeg560 Neg 330 Neg DrivewaySitePine St r e e t NegNegNeg 125 Neg 100DrivewayEast SiteDrivewayWest SiteWest Main StreetBarnstable High10Neg1905Neg10Neg 505 5 Neg 495 175 West Main Street School DrivewayDrivewaySitePine St r e e t DrivewayEast SiteDrivewayWest SiteWest Main StreetBarnstable HighNegNegNeg 125 Neg 100 NegNeg510 Neg 510 Neg NegNegNeg 200 Neg 180 NegNegNeg 200 Neg 180 \\gbldata\projects\Wat-TS\15837.00\Graphics\FIGURES\Networks_2022.dwg Figure 32022 E[isting &onditions 715 West Main Street Hyannis Massachusetts Not to Scale Neg = Negligible Weekday Midday Peak Hour-Summer Neg = Negligible Saturday Midday Peak Hour-Summer10Neg240NegNeg510 650 40 10 590 220 West Main Street School DrivewayNegNeg700 Neg 605 Neg DrivewaySitePine Str e e t NegNegNeg 250 Neg 260DrivewayEast SiteDrivewayWest SiteWest Main StreetBarnstable High5Neg21015Neg105 675 5 5 540 170 West Main Street School DrivewayDrivewaySitePine Str e e t DrivewayEast SiteDrivewayWest SiteWest Main StreetBarnstable HighNegNegNeg 250 Neg 260 NegNeg685 Neg 560 Neg NegNegNeg 215 Neg 175 NegNegNeg 215 Neg 175 \\gbldata\projects\Wat-TS\15837.00\Graphics\FIGURES\Networks_2022.dwg Figure 42022 E[isting &onditions 715 West Main Street Hyannis Massachusetts Not to Scale Neg = Negligible Weekday Morning Peak Hour-Average Neg = Negligible Weekday Midday Peak Hour-Average51022555Neg5085 535 10 70 340 115 West Main Street School DrivewayNegNeg630 Neg 400 Neg DrivewaySitePine Str e e t NegNegNeg 240 Neg 125DrivewayEast SiteDrivewayWest SiteWest Main StreetBarnstable High5Neg185NegNeg55 500 30 5 450 170 West Main Street School DrivewayDrivewaySitePine Str e e t DrivewayEast SiteDrivewayWest SiteWest Main StreetBarnstable HighNegNegNeg 240 Neg 125 NegNeg535 Neg 455 Neg NegNegNeg 190 Neg 200 NegNegNeg 190 Neg 200 \\gbldata\projects\Wat-TS\15837.00\Graphics\FIGURES\Networks_2022.dwg Figure 52022 E[isting &onditions 715 West Main Street Hyannis Massachusetts Not to Scale Neg = Negligible Weekday Morning Peak Hour-Summer Neg = Negligible Weekday Evening Peak Hour-Summer105115NegNeg510 585 10 Neg 375 95 West Main Street School DrivewayNegNeg605 Neg 385 Neg DrivewaySitePine Str e e t NegNegNeg 130 Neg 105DrivewayEast SiteDrivewayWest SiteWest Main StreetBarnstable High10Neg1955Neg10Neg 565 5 Neg 545 180 West Main Street School DrivewayDrivewaySitePine Str e e t DrivewayEast SiteDrivewayWest SiteWest Main StreetBarnstable HighNegNegNeg 130 Neg 105 NegNeg570 Neg 560 Neg NegNegNeg 205 Neg 185 NegNegNeg 205 Neg 185 \\gbldata\projects\Wat-TS\15837.00\Graphics\FIGURES\Networks_2022.dwg Figure 62029 No Build &onditions 715 West Main Street Hyannis Massachusetts Not to Scale Neg = Negligible Weekday Midday Peak Hour-Summer Neg = Negligible Saturday Midday Peak Hour-Summer10Neg2505Neg510 695 40 10 635 230 West Main Street School DrivewayNegNeg745 Neg 650 Neg DrivewaySitePine Str e e t NegNegNeg 260 Neg 270DrivewayEast SiteDrivewayWest SiteWest Main StreetBarnstable High5Neg21515Neg105 735 5 5 595 175 West Main Street School DrivewayDrivewaySitePine Str e e t DrivewayEast SiteDrivewayWest SiteWest Main StreetBarnstable HighNegNegNeg 260 Neg 270 NegNeg745 Neg 615 Neg NegNegNeg 220 Neg 180 NegNegNeg 220 Neg 180 \\gbldata\projects\Wat-TS\15837.00\Graphics\FIGURES\Networks_2022.dwg Figure 72029 No Build &onditions 715 West Main Street Hyannis Massachusetts Not to Scale Neg = Negligible Weekday Morning Peak Hour-Average Neg = Negligible Weekday Midday Peak Hour-Average51023555Neg5085 580 10 70 395 120 West Main Street School DrivewayNegNeg675 Neg 455 Neg DrivewaySitePine Str e e t NegNegNeg 250 Neg 130DrivewayEast SiteDrivewayWest SiteWest Main StreetBarnstable High5Neg190NegNeg55 540 30 5 490 175 West Main Street School DrivewayDrivewaySitePine Str e e t DrivewayEast SiteDrivewayWest SiteWest Main StreetBarnstable HighNegNegNeg 250 Neg 130 NegNeg575 Neg 495 Neg NegNegNeg 195 Neg 205 NegNegNeg 195 Neg 205 \\gbldata\projects\Wat-TS\15837.00\Graphics\FIGURES\Networks_2022.dwg Figure 82029 No Build &onditions 715 West Main Street Hyannis Massachusetts Not to Scale © 2022 Microsoft Corporation © 2022 Maxar ©CNES (2022) Distribution Airbus DS East Site DrivewayWest Site DrivewayPine Stre e t We s t M a i n S t r e e t Barnstable High SchoolDrivewaySITE 45 % 45 % 10% 0 150 300 Feet \\gbldata\projects\Wat-TS\15837.00\Graphics\FIGURES\Aerials.dwg Figure 9Trip Distribution 715 West Main Street Hyannis, Massachusetts Trip DistributionTrip DistributionXX% Neg = Negligible Neg = Negligible(2)[2](2)[3](3)[-3] 5[6] [-6] 5[6] West Main Street School Driveway(3)[3]5 (2)[-4]DrivewaySitePine Str e e t 1 (3)[4] 10 [11](5)[4](3)[4]1 DrivewayEast SiteDrivewayWest SiteWest Main StreetBarnstable HighWest Main Street School DrivewayDrivewaySitePine Str e e t DrivewayEast SiteDrivewayWest SiteWest Main StreetBarnstable HighXX = Entering Traffic (XX) = Exiting Traffic [XX] = Pass-By Traffic XX = Entering Traffic (XX) = Exiting Traffic [XX] = Pass-By Traffic Weekday Morning Peak Hour Weekday Evening Peak Hour (3)[5](3)[8](6)[-8] 14[16] [-16] 14[16](6)[8]14 (3)[-11] 3 (6)[12] 27[31](9)[11](6)[12]3 \\gbldata\projects\Wat-TS\15837.00\Graphics\FIGURES\Networks_2022.dwg Figure 10Site-*enerated TriSs 715 West Main Street Hyannis Massachusetts Not to Scale Neg = Negligible Neg = Negligible XX = Entering Traffic (XX) = Exiting Traffic [XX] = Pass-By Traffic XX = Entering Traffic (XX) = Exiting Traffic [XX] = Pass-By Traffic Weekday Midday Peak Hour Saturday Midday Peak Hour(6)[6](6)[10](12)[2] 18[21] [-21] 18[21] West Main Street School Driveway(12)[10]18 (6)[-14]DrivewaySitePine Str e e t 4 (12)[164 ] 37 [41](17)[14](12)[16]4 DrivewayEast SiteDrivewayWest SiteWest Main StreetBarnstable HighWest Main Street School DrivewayDrivewaySitePine Str e e t DrivewayEast SiteDrivewayWest SiteWest Main StreetBarnstable High(6)[6](6)[11](13)[-11] 20[22] [-22] 20[22](13)[11]20 (6)[-15] 5 (13)[17 ] 40 [43](16)[15](13)[17]5 \\gbldata\projects\Wat-TS\15837.00\Graphics\FIGURES\Networks_2022.dwg Figure 11Site-*enerated TriSs 715 West Main Street Hyannis Massachusetts Not to Scale Neg = Negligible Weekday Morning Peak Hour-Summer Neg = Negligible Weekday Evening Peak Hour-Summer155120NegNeg510 585 20 Neg 370 105 West Main Street School Driveway610 Neg 385 Neg DrivewaySitePine Str e e t Neg 140 20 105DrivewayEast SiteDrivewayWest SiteWest Main StreetBarnstable High20Neg2055Neg10Neg 565 35 Neg 530 210 West Main Street School DrivewayDrivewaySitePine Str e e t DrivewayEast SiteDrivewayWest SiteWest Main StreetBarnstable High105Neg 135 Neg 105 585 Neg 555 Neg 5 225 60 185 2020Neg 210 Neg 185 515\\gbldata\projects\Wat-TS\15837.00\Graphics\FIGURES\Networks_2022.dwg Figure 12202 Build &onditions 715 West Main Street Hyannis Massachusetts Not to Scale Neg = Negligible Weekday Midday Peak Hour-Summer Neg = Negligible Saturday Midday Peak Hour-Summer10Neg2705Neg510 695 80 10 615 270 West Main Street School Driveway765 Neg 640 Neg DrivewaySitePine Str e e t 5 290 80 270DrivewayEast SiteDrivewayWest SiteWest Main StreetBarnstable High15Neg23515Neg105 735 50 5 575 215 West Main Street School DrivewayDrivewaySitePine Str e e t DrivewayEast SiteDrivewayWest SiteWest Main StreetBarnstable High3030Neg 265 Neg 270 765 Neg 605 Neg 5 250 85 180 3030Neg 225 Neg 180 2025\\gbldata\projects\Wat-TS\15837.00\Graphics\FIGURES\Networks_2022.dwg Figure 132029 Build &onditions 715 West Main Street Hyannis Massachusetts Not to Scale Neg = Negligible Weekday Morning Peak Hour-Average Neg = Negligible Weekday Midday Peak Hour-Average101024055Neg5085 580 20 70 390 130 West Main Street School Driveway680 Neg 455 Neg DrivewaySitePine Str e e t Neg 260 20 130DrivewayEast SiteDrivewayWest SiteWest Main StreetBarnstable High15Neg210NegNeg55 540 70 5 470 215 West Main Street School DrivewayDrivewaySitePine Str e e t DrivewayEast SiteDrivewayWest SiteWest Main StreetBarnstable High105Neg 255 Neg 130 595 Neg 485 Neg 5 250 80 205 3030Neg 225 Neg 225 520\\gbldata\projects\Wat-TS\15837.00\Graphics\FIGURES\Networks_2022.dwg Figure 142029 Build &onditions 715 West Main Street Hyannis Massachusetts Not to Scale 715 West Main Street Traffic Impact and Access Study Attachments Site Plan LOCUSWENDY'S REDEVELOPMENT715 WEST MAIN STREETHYANNIS, MASSACHUSETTSDECEMBER 5, 2022REVISED:1TITLE SHEET2EXISTING CONDITIONS PLAN3LAYOUT & MATERIALS PLAN4GRADING, DRAINAGE,& UTILITY PLAN5VEHICLE CIRCULATION PLAN6-7DETAIL SHEETSBOTSINI CORPORATION450 STATION AVENUESOUTH YARMOUTH, MA 02664LOCUS MAPINDEX OF DRAWINGS349 Main Street - Route 28W. Yarmouth, Massachusetts02673508 778 8919ZONING SUMMARY: (Barnstable, MA)DIMENSIONAL REQUIREMENTS:PARKING REQUIREMENTS:MARCH 9, 2023 PUBLIC - 50' WIDEPINE STREETOHWPUBLIC -- 80' WIDEWEST MAIN STREETGGGGOHWOHWOHW349 Main Street - Route 28West Yarmouth, Massachusetts02673508 778 8919INWENDY'SREDEVELOPMENT715 WEST MAIN STREETHYANNISMASSACHUSETTS(BARNSTABLE COUNTY)LAYOUT & MATERIALSPLANDECEMBER 5, 2022 PUBLIC - 50' WIDEPINE STREETOHWPUBLIC -- 80' WIDEWEST MAIN STREETGGGGOHWOHWOHWW W W GGGG G G G G G G G GSSSSSSSSSSSSSSSSSS S S S S S S SSSS DDD349 Main Street - Route 28West Yarmouth, Massachusetts02673508 778 8919INWENDY'SREDEVELOPMENT715 WEST MAIN STREETHYANNISMASSACHUSETTS(BARNSTABLE COUNTY)GRADING, DRAINAGE, & UTILITY PLANDECEMBER 5, 2022 PUBLIC - 50' WIDEPINE STREETOHWPUBLIC -- 80' WIDEWEST MAIN STREETGGGGOHWOHWOHW349 Main Street - Route 28West Yarmouth, Massachusetts02673508 778 8919INWENDY'SREDEVELOPMENT715 WEST MAIN STREETHYANNISMASSACHUSETTS(BARNSTABLE COUNTY)VEHICLE CIRCULATIONPLANDECEMBER 5, 2022 8.3' [2.53m] MAX.COVER DEPTH78.0" [1982 mm]87.0" [2211 mm] MIN.CENTER TO CENTER12.0" [305 mm] MIN.CULTEC RECHARGER 902HDHEAVY DUTY CHAMBERMIN. 95% COMPACTED FILLOR GRANULAR SUB-BASECULTEC HVLV FC-48 FEED CONNECTORWHERE SPECIFIED1-2 INCH [25-50mm] WASHED, CRUSHED STONESURROUNDING CHAMBERSPAVEMENT OR FINISHED GRADE9.0" [229 mm] MIN.48.0" [1219 mm]12.0" [305 mm] MIN.12.0" [305 mm] MIN. FOR PAVED18.0" [457mm] MIN. FOR UNPAVEDCULTEC NO. 410 NON-WOVEN GEOTEXTILEAROUND STONE. TOP AND SIDES MANDATORY,BOTTOM PER ENGINEER'S DESIGN PREFERENCECULTEC NO. 4800 WOVEN GEOTEXTILE TO BE PLACED BENEATH INTERNAL MANIFOLDFEATURE AND BENEATH ALL INLET/OUTLET PIPES (FOR SCOUR PROTECTION)PROJECT ENGINEER OF RECORD OR GEOTECHNICAL CONSULTANT IS RESPONSIBLE FORENSURING THAT THE REQUIRED BEARING CAPACITY OF SUB-GRADE SOILS HAS BEEN MET9.0" [229 mm] MIN.NOTES:1.THE CHAMBERS SHALL BE DESIGNED AND TESTED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATERCOLLECTION CHAMBERS." THE LOAD CONFIGURATION SHALL INCLUDE:1.a.INSTANTANEOUS AASHTO DESIGN TRUCK LIVE LOAD AT MINIMUM COVER1.b.MAXIMUM PERMANENT (50-YEAR) COVER LOAD1.c.1-WEEK PARKED AASHTO DESIGN TRUCK LOAD2.THE CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F3430-20 "STANDARD SPECIFICATION FOR CELLULAR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS"3.THE INSTALLED CHAMBER SYSTEM SHALL PROVIDE RESISTANCE TO THE LOADS AND LOAD FACTORS AS DEFINED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12.12, WHEN INSTALLEDACCORDING TO CULTEC'S RECOMMENDED INSTALLATION INSTRUCTIONS. THE STRUCTURAL DESIGN OF THE CHAMBERS SHALL INCLUDE THE FOLLOWING:3.a.THE CREEP MODULUS SHALL BE 50-YEAR AS SPECIFIED IN ASTM F34303.b.THE MINIMUM SAFETY FACTOR FOR LIVE LOADS SHALL BE 1.753.c.THE MINIMUM SAFETY FACTOR FOR DEAD LOADS SHALL BE 1.95349 Main Street - Route 28West Yarmouth, Massachusetts02673508 778 8919INWENDY'SREDEVELOPMENT715 WEST MAIN STREETHYANNISMASSACHUSETTS(BARNSTABLE COUNTY)DETAIL SHEET IDECEMBER 5, 2022 349 Main Street - Route 28West Yarmouth, Massachusetts02673508 778 8919INWENDY'SREDEVELOPMENT715 WEST MAIN STREETHYANNISMASSACHUSETTS(BARNSTABLE COUNTY)DETAIL SHEET IIDECEMBER 5, 2022ONEWAYSTOP \\Vhb\gbl\prop\Watertown\82388.23 715 West Main Street Traffic Impact and Access Study Attachments Traffic Count Data Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 200020601907928010292610063173 20002081160972501026610500111236 001010892301122921032113000131276 003030792501042403027316860177311 4040803098303921062601141246460482996 01001268200903412037511040119247 00101080190992002022212500127249 200020822901114402046311400117276 000000723301054100041810200110256 211042302101040513916014618451404731028 615012261118407972453120260309151009552024 50.0 8.3 41.7 0.0 0.3 76.7 23.1 0.0 94.2 1.2 4.6 0.0 3.1 95.8 1.0 0.0 0.3 0.0 0.2 0.0 0.6 0.1 30.2 9.1 0.0 39.4 12.1 0.1 0.6 0.0 12.8 1.5 45.2 0.5 0.0 47.2 15 1165 215 629 2024 615012257717907582423110256308861009261952 100.0 100.0 100.0 0.0 100.0 100.0 94.4 97.3 0.0 95.1 98.8 100.0 91.7 0.0 98.5 100.0 96.8 100.0 0.0 97.0 96.4 15 1133 210 594 1952 00000034503930104029002972 0.0 0.0 0.0 0.0 0.0 0.0 5.6 2.7 0.0 4.9 1.2 0.0 8.3 0.0 1.5 0.0 3.2 0.0 0.0 3.0 3.6 0 32 5 35 72  Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 001010892301122921032113000131276 003030792501042403027316860177311 01001268200903412037511040119247 00101080190992002022212500127249 015062316870405107380118115331005541083 0.0 16.7 83.3 0.0 0.5 78.0 21.5 0.0 90.7 2.5 6.8 0.0 2.0 96.2 1.8 0.0 0.000 0.250 0.417 0.000 0.500 0.250 0.888 0.870 0.000 0.904 0.787 0.375 0.667 0.000 0.797 0.550 0.793 0.417 0.000 0.782 0.871 015062298850385106370116115151005361043 0.0 100.0 100.0 0.0 100.0 100.0 94.3 97.7 0.0 95.1 99.1 100.0 87.5 0.0 98.3 100.0 96.6 100.0 0.0 96.8 96.3 00000018202010102018001840 0.0 0.0 0.0 0.0 0.0 0.0 5.7 2.3 0.0 4.9 0.9 0.0 12.5 0.0 1.7 0.0 3.4 0.0 0.0 3.2 3.7 015062298850385106370116115151005361043 00000018202010102018001840 015062316870405107380118115331005541083 15 626 97 305 1043 0  19 2 19 40 15 645 99 324 1083      Cars and Heavy Vehicles (Combined) PDI File #: Location: Location: City, State: Client: Site Code: Count Date: Start Time: End Time: Class: 207610 C N: Barnstable High School Driveway S: Pine Street   E: West Main Street W: West Main Street   Hyannis, MA VHB/ M. Duranleau TBA Thursday, September 3, 2020 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 Pine Street % Approach Total PHF Cars Enter Leg 8:00 AM 8:15 AM Heavy Vehicles %  Total Volume 7:30 AM 7:45 AM     West Main Street from North 8:00 AM from East from West from South Barnstable High School Driveway West Main Street7:30 AM 8:45 AM Total Approach % Grand Total West Main StreetPine StreetBarnstable High School Driveway West Main Street 7:45 AM  from North from East  from South from West Page 1 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 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 200020561707328010292600062166 20002077160932501026610000106227 001010872301102921032112300124267 00303076230992302025316360172299 4040802967903751052501121244660464959 01001261200833412037510740116237 00101074190932002022212200124240 200020772901064202044311100114266 000000693201014100041810000108250 21104228110003831371601441844040462993 615012257717907582423110256308861009261952 50.0 8.3 41.7 0.0 0.3 76.1 23.6 0.0 94.5 1.2 4.3 0.0 3.2 95.7 1.1 0.0 0.3 0.1 0.3 0.0 0.6 0.1 29.6 9.2 0.0 38.8 12.4 0.2 0.6 0.0 13.1 1.5 45.4 0.5 0.0 47.4 15 1133 210 594 1952 Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 001010872301102921032112300124267 00303076230992302025316360172299 01001261200833412037510740116237 00101074190932002022212200124240 015062298850385106370116115151005361043 0.0 16.7 83.3 0.0 0.5 77.4 22.1 0.0 91.4 2.6 6.0 0.0 2.1 96.1 1.9 0.0 0.000 0.250 0.417 0.000 0.500 0.250 0.856 0.924 0.000 0.875 0.779 0.375 0.875 0.000 0.784 0.550 0.790 0.417 0.000 0.779 0.872 015062298850385106370116115151005361043 15 626 97 305 1043 21 1011 213 841 2086 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   7:30 AM 7:45 AM 8:00 AM from East  from South from West West Main Street Pine Street West Main StreetBarnstable High School Driveway 8:00 AM 207610 C N: Barnstable High School Driveway S: Pine Street   E: West Main Street W: West Main Street   Hyannis, MA VHB/ M. Duranleau TBA Thursday, September 3, 2020 7:00 AM 9:00 AM West Main StreetPine StreetBarnstable High School Driveway Cars PDI File #: Location: Location: City, State: West Main Street 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 7:30 AM from North % Approach Total Total Total 8:15 AM Entering Leg Exiting Leg Total PHF Total Volume Page 2 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 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 000000420600000010017 000000400400000050059 000000200200000070079 0000003205101020500512 00000013401710102018001837 0000007007000000300310 000000600600000030039 0000005005200020300310 000000310400000020026 00000021102220002011001135 00000034503930104029002972 0.0 0.0 0.0 0.0 0.0 87.2 12.8 0.0 75.0 0.0 25.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 47.2 6.9 0.0 54.2 4.2 0.0 1.4 0.0 5.6 0.0 40.3 0.0 0.0 40.3 0 32 5 35 72 000000400400000010015 0.0 0.0 0.0 0.0 0.0 0.0 11.8 0.0 0.0 10.3 0.0 0.0 0.0 0.0 0.0 0.0 3.4 0.0 0.0 3.4 6.9 01045 00000023202520103019001947 0.0 0.0 0.0 0.0 0.0 0.0 67.6 40.0 0.0 64.1 66.7 0.0 100.0 0.0 75.0 0.0 65.5 0.0 0.0 65.5 65.3 0 21 2 24 47 00000073010100010900920 0.0 0.0 0.0 0.0 0.0 0.0 20.6 60.0 0.0 25.6 33.3 0.0 0.0 0.0 25.0 0.0 31.0 0.0 0.0 31.0 27.8 0103720  Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 0000003205101020500512 0000007007000000300310 000000600600000030039 0000005005200020300310 00000021202330104014001441 0.0 0.0 0.0 0.0 0.0 91.3 8.7 0.0 75.0 0.0 25.0 0.0 0.0 100.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.750 0.250 0.000 0.821 0.375 0.000 0.250 0.000 0.500 0.000 0.700 0.000 0.000 0.700 0.854 000000200200000000002 0.0 0.0 0.0 0.0 0.0 0.0 9.5 0.0 0.0 8.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.9 00000015001520103011001129 0.0 0.0 0.0 0.0 0.0 0.0 71.4 0.0 0.0 65.2 66.7 0.0 100.0 0.0 75.0 0.0 78.6 0.0 0.0 78.6 70.7 0000004206100010300310 0.0 0.0 0.0 0.0 0.0 0.0 19.0 100.0 0.0 26.1 33.3 0.0 0.0 0.0 25.0 0.0 21.4 0.0 0.0 21.4 24.4 000000200200000000002 00000015001520103011001129 0000004206100010300310 00000021202330104014001441 00022 0  13 0 16 29  042410 0 17 2 22 41      Total PDI File #:207610 C Location:N: Barnstable High School Driveway S: Pine Street   Location:E: West Main Street W: West Main Street    Barnstable High School Driveway West Main Street Class:Heavy Vehicles‐Combined (Buses, Single‐Unit Trucks, Articulated Trucks) Count Date:Thursday, September 3, 2020 Start Time: West Main Street from East  from South from West Pine Street  from North 7:00 AM End Time:9:00 AM City, State:Hyannis, MA Client:VHB/ M. Duranleau Site Code:TBA 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 7:45 AM Barnstable High School Driveway West Main Street Pine Street West Main Street Peak Hour Analysis from 07:00 AM to 09:00 AM begins at:  Total 7:45 AM  from North from East  from South 8:00 AM 8:15 AM 8:30 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 46 Morton Street, Framingham, MA 01702 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 000000100100000000001 000000000000000000000 000000100100000000001 000000000000000000000 000000000000000000000 000000200200000000002 000000100100000010012 000000300300000010014 000000400400000010015 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 80.0 0.0 0.0 80.0 0.0 0.0 0.0 0.0 0.0 0.0 20.0 0.0 0.0 20.0 01045 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 000000200200000000002 000000100100000010012 000000300300000010014 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.375 0.000 0.000 0.375 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.250 0.500 000000300300000010014 01034 04048  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  Pine Street West Main Street from North from East Exiting Leg Total 8:00 AM Barnstable High School Driveway West Main Street 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  Barnstable High School Driveway West Main Street Pine Street West Main Street End Time:9:00 AM City, State:Hyannis, MA Client:VHB/ M. Duranleau Site Code:TBA PDI File #:207610 C Location:N: Barnstable High School Driveway S: Pine Street   Location:E: West Main Street W: West Main Street   Count Date:Thursday, September 3, 2020 Start Time:7:00 AM Page 4 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 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 000000310400000010015 000000200200000030035 000000100100000030034 000000200200101030036 000000810900101010001020 000000500500000030038 000000600600000020028 000000200220002030037 000000210300000010014 000000151016200020900927 00000023202520103019001947 0.0 0.0 0.0 0.0 0.0 92.0 8.0 0.0 66.7 0.0 33.3 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 48.9 4.3 0.0 53.2 4.3 0.0 2.1 0.0 6.4 0.0 40.4 0.0 0.0 40.4 0 21 2 24 47 Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 000000200200101030036 000000500500000030038 000000600600000020028 000000200220002030037 00000015001520103011001129 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 66.7 0.0 33.3 0.0 0.0 100.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.625 0.000 0.000 0.625 0.250 0.000 0.250 0.000 0.375 0.000 0.917 0.000 0.000 0.917 0.906 00000015001520103011001129 0 13 0 16 29 0 28 3 27 58  from North from East  from South from West PDI File #:207610 C Location:N: Barnstable High School Driveway S: Pine Street   Location:E: West Main Street W: West Main Street   Peak Hour Analysis from 07:00 AM to 09:00 AM begins at:  Count Date:Thursday, September 3, 2020 Start Time:7:00 AM End Time:9:00 AM City, State:Hyannis, MA Client:VHB/ M. Duranleau Site Code:TBA Class:Single‐Unit Trucks  Barnstable High School Driveway West Main Street Pine Street West Main Street 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 Barnstable High School Driveway West Main Street Grand Total Approach % Total %  from South from West Total  Pine Street West Main Street 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 5 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 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 000000110200000000002 000000200200000020024 000000000000000040044 000000120310001020026 0000004307100010800816 000000200200000000002 000000000000000010011 000000100100000000001 000000000000000000000 000000300300000010014 00000073010100010900920 0.0 0.0 0.0 0.0 0.0 70.0 30.0 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 35.0 15.0 0.0 50.0 5.0 0.0 0.0 0.0 5.0 0.0 45.0 0.0 0.0 45.0 0103720 Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 000000110200000000002 000000200200000020024 000000000000000040044 000000120310001020026 0000004307100010800816 0.0 0.0 0.0 0.0 0.0 57.1 42.9 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.375 0.000 0.583 0.250 0.000 0.000 0.000 0.250 0.000 0.500 0.000 0.000 0.500 0.667 0000004307100010800816 093416 0 16 4 12 32  from North from East  from South from West PDI File #:207610 C Location:N: Barnstable High School Driveway S: Pine Street   Location:E: West Main Street W: West Main Street   Peak Hour Analysis from 07:00 AM to 09:00 AM begins at:  Count Date:Thursday, September 3, 2020 Start Time:7:00 AM End Time:9:00 AM City, State:Hyannis, MA Client:VHB/ M. Duranleau Site Code:TBA Class:Articulated Trucks  Barnstable High School Driveway West Main Street Pine Street West Main Street 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 Barnstable High School Driveway West Main Street Grand Total Approach % Total %  from South from West Total  Pine Street West Main Street 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 46 Morton Street, Framingham, MA 01702 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 0000000000000000000000100001 1 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000100001 1 0000000000000000000000000000 0 0000000000000000000000100001 1 0000000000000000000000100001 1 0000000000000000000000000000 0 0000000000000000000000200002 2 0000000000000000000000300003 3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 0.0 0.0 0.0 0.0 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 03003 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 0000000000000000000000100001 1 0000000000000000000000100001 1 0000000000000000000000200002 2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.000 0.000 0.000 0.000 0.500 0.500 0000000000000000000000200002 2 02002 02024 from North from East from South from West     Class: 207610 C N: Barnstable High School Driveway S: Pine Street   E: West Main Street W: West Main Street   Hyannis, MA VHB/ M. Duranleau TBA Thursday, September 3, 2020 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 Barnstable High School Driveway West Main Street Pine Street 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 Barnstable High School Driveway West Main Street Pine Street Total West Main Street West Main Street Page 7 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 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 0000011000000000000000000000 1 0000000000000000000000000000 0 0000000000000000000110000000 1 0000011000000000000110000000 2 0000000000000000000000000000 0 0000000000000000000220000000 2 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000220000000 2 0000011000000000000330000000 4 00000100 000000 00000100 000000 00000252500000000000075750000000 10304 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 0000000000000000000110000000 1 0000000000000000000000000000 0 0000000000000000000220000000 2 0000000000000000000330000000 3 0.0 0.0 0.0 0.0 0.0 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 0.000 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 0.375 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.375 0000000000000000000330000000 3 00303 00606 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: 207610 C N: Barnstable High School Driveway S: Pine Street   E: West Main Street W: West Main Street   Hyannis, MA VHB/ M. Duranleau TBA Thursday, September 3, 2020 7:00 AM 9:00 AM Pedestrians PDI File #: Location: Location: City, State: Client: Site Code: Barnstable High School Driveway West Main Street Pine Street Total West Main Street  from North from East 7:00 AM 7:15 AM 7:30 AM Grand Total Approach % Total % Exiting Leg Total West Main Street from North from East from South 7:30 AM Barnstable High School Driveway West Main Street Pine Street 8:00 AM 8:15 AM Total Volume % Approach Total PHF from West Total  7:30 AM 7:45 AM Entering Leg Exiting Leg Total Page 8 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 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 0010101443901834703050012700127361 2010301044001444903052012100121320 0050501134601594603049211700119332 1010201274901764503048213700139365 3080110488174066218701201994502005061378 0000001444001843501036212600128348 0000001223901614103044111210114319 000000985001483403037011110112297 101021992511263611038111240117283 10102146315416191461801554461604711247 409013195132811281 333 1 20 0 354 8 963 6 0 977 2625 30.8 0.0 69.2 0.0 0.1 74.2 25.6 0.1 94.1 0.3 5.6 0.0 0.8 98.6 0.6 0.0 0.2 0.0 0.3 0.0 0.5 0.0 36.2 12.5 0.0 48.8 12.7 0.0 0.8 0.0 13.5 0.3 36.7 0.2 0.0 37.2 8 1306 336 975 2625 409013194632311271 325 1 20 0 346 8 946 6 0 960 2590 100.0 0.0 100.0 0.0 100.0 100.0 99.5 98.5 100.0 99.2 97.6 100.0 100.0 0.0 97.7 100.0 98.2 100.0 0.0 98.3 98.7 8 1281 331 970 2590 0000005501080008017001735 0.0 0.0 0.0 0.0 0.0 0.0 0.5 1.5 0.0 0.8 2.4 0.0 0.0 0.0 2.3 0.0 1.8 0.0 0.0 1.7 1.3 0255535  Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 0010101443901834703050012700127361 2010301044001444903052012100121320 0050501134601594603049211700119332 1010201274901764503048213700139365 3080110488174066218701201994502005061378 27.3 0.0 72.7 0.0 0.0 73.7 26.3 0.0 94.0 0.0 6.0 0.0 0.8 99.2 0.0 0.0 0.375 0.000 0.400 0.000 0.550 0.000 0.847 0.888 0.000 0.904 0.954 0.000 1.000 0.000 0.957 0.500 0.916 0.000 0.000 0.910 0.944 3080110485171065618201201944492004961357 100.0 0.0 100.0 0.0 100.0 0.0 99.4 98.3 0.0 99.1 97.3 0.0 100.0 0.0 97.5 100.0 98.0 0.0 0.0 98.0 98.5 000000330650005010001021 0.0 0.0 0.0 0.0 0.0 0.0 0.6 1.7 0.0 0.9 2.7 0.0 0.0 0.0 2.5 0.0 2.0 0.0 0.0 2.0 1.5 3080110485171065618201201944492004961357 000000330650005010001021 3080110488174066218701201994502005061378 0 682 175 500 1357 0  153321 0 697 178 503 1378  from North from East  from South from West Approach % Grand Total West Main StreetPine StreetBarnstable High School Driveway West Main Street 5:00 PM 5:15 PM 5:30 PM Heavy Vehicles Exiting Leg Total % Cars Cars 4:15 PM 4:30 PM 4:45 PM Total 4:00 PM Total West Main StreetPine Street  from South from West Total Total Exiting Leg 4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Volume % Approach Total PHF Cars Cars % Heavy Vehicles Heavy Vehicles %  Cars Enter Leg Total Entering Leg Cars Exiting Leg 4:00 PM Barnstable High School Driveway  from North from East West Main Street Exiting Leg Total Total %     5:45 PM Total Exiting Leg Total % Heavy Vehicles Cars and Heavy Vehicles (Combined) PDI File #: Location: Location: City, State: Client: Site Code: Count Date: Start Time: End Time: Class: 207610 CC N: Barnstable High School Driveway S: Pine Street   E: West Main Street W: West Main Street   Hyannis, MA VHB/ M. Duranleau TBA Thursday, September 3, 2020 4:00 PM 6:00 PM Heavy Enter Leg Heavy Exiting Leg   Peak Hour Analysis from 04:00 PM to 06:00 PM begins at:  Page 1 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 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 0010101423801804603049012300123353 2010301034001434803051011900119316 0050501134401574403047211400116325 1010201274901764403047213600138363 3080110485171065618201201944492004961357 0000001443901833401035212300125343 0000001213801594103044111110113316 000000985001483303036010910110294 101021982511253511037111140116280 10102146115216151431801524454604641233 409013194632311271 325 1 20 0 346 8 946 6 0 960 2590 30.8 0.0 69.2 0.0 0.1 74.4 25.4 0.1 93.9 0.3 5.8 0.0 0.8 98.5 0.6 0.0 0.2 0.0 0.3 0.0 0.5 0.0 36.5 12.5 0.0 49.1 12.5 0.0 0.8 0.0 13.4 0.3 36.5 0.2 0.0 37.1 8 1281 331 970 2590 Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 0010101423801804603049012300123353 2010301034001434803051011900119316 0050501134401574403047211400116325 1010201274901764403047213600138363 3080110485171065618201201944492004961357 27.3 0.0 72.7 0.0 0.0 73.9 26.1 0.0 93.8 0.0 6.2 0.0 0.8 99.2 0.0 0.0 0.375 0.000 0.400 0.000 0.550 0.000 0.854 0.872 0.000 0.911 0.948 0.000 1.000 0.000 0.951 0.500 0.904 0.000 0.000 0.899 0.935 3080110485171065618201201944492004961357 0 682 175 500 1357 11 1338 369 996 2714 Total Grand Total Approach % Total % Exiting Leg Total Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM Total 4:30 PM 4:45 PM Total 4:00 PM 4:15 PM Class:   Barnstable High School Driveway Cars PDI File #: Location: Location: City, State: West Main Street Client: Site Code: Count Date: Start Time: End Time: West Main StreetPine Street 207610 CC N: Barnstable High School Driveway S: Pine Street   E: West Main Street W: West Main Street   Hyannis, MA VHB/ M. Duranleau TBA Thursday, September 3, 2020 4:00 PM 6:00 PM Pine Street West Main Street from North from East  from South from West 4:00 PM Barnstable High School Driveway West Main Street Entering Leg Exiting Leg Total   4:00 PM 4:15 PM 4:30 PM 4:45 PM Total Volume % Approach Total PHF Peak Hour Analysis from 04:00 PM to 06:00 PM begins at:  from North from East  from South from West Page 2 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 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 000000210310001040048 000000100110001020024 000000020220002030037 000000000010001010012 000000330650005010001021 000000010110001030035 000000110200000010013 000000000010001020023 000000100110001010013 0000002204300030700714 0000005501080008017001735 0.0 0.0 0.0 0.0 0.0 50.0 50.0 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 14.3 14.3 0.0 28.6 22.9 0.0 0.0 0.0 22.9 0.0 48.6 0.0 0.0 48.6 0255535 000000120310001020026 0.0 0.0 0.0 0.0 0.0 0.0 20.0 40.0 0.0 30.0 12.5 0.0 0.0 0.0 12.5 0.0 11.8 0.0 0.0 11.8 17.1 03216 000000320570007013001325 0.0 0.0 0.0 0.0 0.0 0.0 60.0 40.0 0.0 50.0 87.5 0.0 0.0 0.0 87.5 0.0 76.5 0.0 0.0 76.5 71.4 0202325 000000110200000020024 0.0 0.0 0.0 0.0 0.0 0.0 20.0 20.0 0.0 20.0 0.0 0.0 0.0 0.0 0.0 0.0 11.8 0.0 0.0 11.8 11.4 02114  Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 000000210310001040048 000000100110001020024 000000020220002030037 000000000010001010012 000000330650005010001021 0.0 0.0 0.0 0.0 0.0 50.0 50.0 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.375 0.375 0.000 0.500 0.625 0.000 0.000 0.000 0.625 0.000 0.625 0.000 0.000 0.625 0.656 000000120310001010015 0.0 0.0 0.0 0.0 0.0 0.0 33.3 66.7 0.0 50.0 20.0 0.0 0.0 0.0 20.0 0.0 10.0 0.0 0.0 10.0 23.8 0000001102400040800814 0.0 0.0 0.0 0.0 0.0 0.0 33.3 33.3 0.0 33.3 80.0 0.0 0.0 0.0 80.0 0.0 80.0 0.0 0.0 80.0 66.7 000000100100000010012 0.0 0.0 0.0 0.0 0.0 0.0 33.3 0.0 0.0 16.7 0.0 0.0 0.0 0.0 0.0 0.0 10.0 0.0 0.0 10.0 9.5 000000120310001010015 0000001102400040800814 000000100100000010012 000000330650005010001021 02215 0  121114 01012 0153321 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 4:15 PM 4:30 PM 4:45 PM Total Volume % Approach Total PHF from West Total 4:00 PM Pine Street West Main Street  from North from East  from South 4:00 PM Barnstable High School Driveway West Main Street Peak Hour Analysis from 04:00 PM to 06:00 PM 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 % 5:45 PM Total 4:45 PM Total 5:00 PM 5:15 PM 5:30 PM 4:00 PM 4:15 PM 4:30 PM 4:00 PM End Time:6:00 PM City, State:Hyannis, MA Client:VHB/ M. Duranleau Site Code:TBA West Main Street from East  from South from West Pine Street  from North Total PDI File #:207610 CC Location:N: Barnstable High School Driveway S: Pine Street   Location:E: West Main Street W: West Main Street    Barnstable High School Driveway West Main Street Class:Heavy Vehicles‐Combined (Buses, Single‐Unit Trucks, Articulated Trucks) Count Date:Thursday, September 3, 2020 Start Time: Page 3 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 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 000000020210001010014 000000000000000000000 000000120310001010015 000000000000000010011 000000000000000000000 000000000000000000000 000000000000000000000 000000000000000010011 000000120310001020026 0.0 0.0 0.0 0.0 0.0 33.3 66.7 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 0.0 16.7 33.3 0.0 50.0 16.7 0.0 0.0 0.0 16.7 0.0 33.3 0.0 0.0 33.3 03216 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 000000020210001010014 000000000000000000000 000000120310001010015 0.0 0.0 0.0 0.0 0.0 33.3 66.7 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.250 0.000 0.375 0.250 0.000 0.000 0.000 0.250 0.000 0.250 0.000 0.000 0.250 0.313 000000120310001010015 02215 053210 PDI File #:207610 CC Location:N: Barnstable High School Driveway S: Pine Street   Location:E: West Main Street W: West Main Street   Count Date:Thursday, September 3, 2020 Start Time:4:00 PM End Time:6:00 PM City, State:Hyannis, MA Client:VHB/ M. Duranleau Site Code:TBA Class:Buses  Barnstable High School Driveway West Main Street Pine Street West Main Street Total 4:45 PM Total 5:00 PM 5:15 PM 5:30 PM 4:00 PM 4:15 PM 4:30 PM 5:45 PM Total Exiting Leg Total Grand Total Approach % Total % 4:00 PM Barnstable High School Driveway  from South from West West Main Street Pine Street West Main Street Peak Hour Analysis from 04:00 PM to 06:00 PM begins at:  Total Total Volume % Approach Total PHF Entering Leg Exiting Leg Total  4:00 PM 4:15 PM 4:30 PM 4:45 PM from North from East  from North from East  from South from West Page 4 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 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 000000010110001040046 000000100110001010013 000000000010001020023 000000000010001010012 0000001102400040800814 000000000010001020023 000000110200000010013 000000000010001010012 000000100110001010013 0000002103300030500511 000000320570007013001325 0.0 0.0 0.0 0.0 0.0 60.0 40.0 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 12.0 8.0 0.0 20.0 28.0 0.0 0.0 0.0 28.0 0.0 52.0 0.0 0.0 52.0 0202325 Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 000000010110001040046 000000100110001010013 000000000010001020023 000000000010001010012 0000001102400040800814 0.0 0.0 0.0 0.0 0.0 50.0 50.0 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.250 0.000 0.500 1.000 0.000 0.000 0.000 1.000 0.000 0.500 0.000 0.000 0.500 0.583 0000001102400040800814 0121114 0145928Total Total Volume % Approach Total PHF Entering Leg Exiting Leg Total  4:00 PM 4:15 PM 4:30 PM 4:45 PM from North from East  from South from West West Main Street Pine Street West Main Street4:00 PM Barnstable High School Driveway Exiting Leg Total Grand Total Approach % Total % 5:45 PM Total 4:45 PM Total 5:00 PM 5:15 PM 5:30 PM 4:00 PM 4:15 PM 4:30 PM Total Class:Single‐Unit Trucks  Barnstable High School Driveway West Main Street Pine Street West Main Street Peak Hour Analysis from 04:00 PM to 06:00 PM begins at:  PDI File #:207610 CC Location:N: Barnstable High School Driveway S: Pine Street   Location:E: West Main Street W: West Main Street   Count Date:Thursday, September 3, 2020 Start Time:4:00 PM End Time:6:00 PM City, State:Hyannis, MA Client:VHB/ M. Duranleau Site Code:TBA  from North from East  from South from West Page 5 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 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 000000000000000010011 000000000000000000000 000000000000000000000 000000100100000010012 000000010100000000001 000000000000000000000 000000000000000010011 000000000000000000000 000000010100000010012 000000110200000020024 0.0 0.0 0.0 0.0 0.0 50.0 50.0 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 25.0 25.0 0.0 50.0 0.0 0.0 0.0 0.0 0.0 0.0 50.0 0.0 0.0 50.0 02114 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 000000000000000010011 000000000000000000000 000000000000000000000 000000100100000010012 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 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 0.250 0.000 0.000 0.250 0.500 000000100100000010012 01012 02024Total Total Volume % Approach Total PHF Entering Leg Exiting Leg Total  4:00 PM 4:15 PM 4:30 PM 4:45 PM from North from East  from South from West West Main Street Pine Street West Main Street4:00 PM Barnstable High School Driveway Exiting Leg Total Grand Total Approach % Total % 5:45 PM Total 4:45 PM Total 5:00 PM 5:15 PM 5:30 PM 4:00 PM 4:15 PM 4:30 PM Total Class:Articulated Trucks  Barnstable High School Driveway West Main Street Pine Street West Main Street Peak Hour Analysis from 04:00 PM to 06:00 PM begins at:  PDI File #:207610 CC Location:N: Barnstable High School Driveway S: Pine Street   Location:E: West Main Street W: West Main Street   Count Date:Thursday, September 3, 2020 Start Time:4:00 PM End Time:6:00 PM City, State:Hyannis, MA Client:VHB/ M. Duranleau Site Code:TBA  from North from East  from South from West Page 6 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 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 0000000000000000000000100001 1 0000000000000000000000000000 0 0000011000000000000000000000 1 0000011000000000000000100001 2 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000011000000000000000100001 2 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 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 50.0 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 50.0 0.0 0.0 0.0 0.0 50.0 11002 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 0000000000000000000000100001 1 0000000000000000000000000000 0 0000011000000000000000000000 1 0000011000000000000000100001 2 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 0.0 100.0 0.0 0.0 0.0 0.0 0.000 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 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.250 0.500 0000011000000000000000100001 2 11002 21014 Total Barnstable High School Driveway West Main Street Pine Street Total West Main Street 4:45 PM Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM 4:00 PM 4:15 PM 4:30 PM Total Grand Total Approach % Total % Exiting Leg Total from West   4:00 PM 4:15 PM Pine Street West Main Street from North from East from South 4:00 PM Barnstable High School Driveway West Main Street Entering Leg Exiting Leg Total 4:30 PM 4:45 PM Total Volume % Approach Total PHF Class: 207610 CC N: Barnstable High School Driveway S: Pine Street   E: West Main Street W: West Main Street   Hyannis, MA VHB/ M. Duranleau TBA Thursday, September 3, 2020 4:00 PM 6:00 PM Bicycles (on Roadway and Crosswalks) PDI File #: Location: Location: City, State: Client: Site Code: Count Date: Start Time: End Time:     from North from East from South from West Peak Hour Analysis from 04:00 PM to 06:00 PM begins at:  Page 7 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 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 0000000000000000000110000000 1 0000101000000000000000000000 1 0000011000000000002130000000 4 0000101000000000000000000101 2 0000213000000000002240000101 8 0000213000000000002240000101 8 000066.733.3 000000 00005050 00001000 00002512.537.500000000000252550000012.5012.5 30418 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 0000000000000000000110000000 1 0000101000000000000000000000 1 0000011000000000002130000000 4 0000101000000000000000000101 2 0000213000000000002240000101 8 0.0 0.0 0.0 0.0 66.7 33.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 50.0 50.0 0.0 0.0 0.0 0.0 100.0 0.0 0.000 0.000 0.000 0.000 0.500 0.250 0.750 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.500 0.333 0.000 0.000 0.000 0.000 0.250 0.000 0.250 0.500 0000213000000000002240000101 8 30418 608216 Entering Leg Exiting Leg Total 5:15 PM 5:30 PM 5:45 PM Total Volume % Approach Total PHF from West Total  5:00 PM Pine Street West Main Street from North from East from South 5:00 PM Barnstable High School Driveway West Main Street Peak Hour Analysis from 04:00 PM to 06:00 PM begins at:  Grand Total Approach % Total % Exiting Leg Total Total 4:45 PM Total 5:00 PM 5:15 PM 5:30 PM 5:45 PM 4:00 PM 4:15 PM 4:30 PM Barnstable High School Driveway West Main Street Pine Street Total West Main Street  from North from East Count Date: Start Time: End Time: Class: 207610 CC N: Barnstable High School Driveway S: Pine Street   E: West Main Street W: West Main Street   Hyannis, MA VHB/ M. Duranleau TBA Thursday, September 3, 2020 4:00 PM 6:00 PM Pedestrians PDI File #: Location: Location: City, State: Client: Site Code: from South from West Page 8 PRECISION D A T A INDUSTRIES, LLC 46 Morton Street, Framingham, MA 01702 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 27 1 22 0 50 40 73 23 0 136 45 7 3 0 55 1 91 52 0 144 385 25 1 24 0 50 21 90 40 0 151 38 2 1 0 41 4 134 24 0 162 404 202046842201126402066213870147329 104053913201267701078517330181390 55 2 52 0 109 70 338 117 0 525 224 9 7 0 240 12 536 86 0 634 1508 2030571204501725800058113230136371 1010231003901423800038312330129311 003032792001016600066212740133303 2010331023601416201063512900134341 508013154011400556224010225115111005321326 60 2 60 0 122 85 739 257 0 1081 448 9 8 0 465 23 1047 96 0 1166 2834 49.2 1.6 49.2 0.0 7.9 68.4 23.8 0.0 96.3 1.9 1.7 0.0 2.0 89.8 8.2 0.0 2.1 0.1 2.1 0.0 4.3 3.0 26.1 9.1 0.0 38.1 15.8 0.3 0.3 0.0 16.4 0.8 36.9 3.4 0.0 41.1 190 1555 282 807 2834 53 2 55 0 110 84 710 245 0 1039 435 9 7 0 451 23 1007 94 0 1124 2724 88.3 100.0 91.7 0.0 90.2 98.8 96.1 95.3 0.0 96.1 97.1 100.0 87.5 0.0 97.0 100.0 96.2 97.9 0.0 96.4 96.1 187 1497 270 770 2724 7050121291204213010140402042110 11.7 0.0 8.3 0.0 9.8 1.2 3.9 4.7 0.0 3.9 2.9 0.0 12.5 0.0 3.0 0.0 3.8 2.1 0.0 3.6 3.9 3581237110   Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 27 1 22 0 50 40 73 23 0 136 45 7 3 0 55 1 91 52 0 144 385 25 1 24 0 50 21 90 40 0 151 38 2 1 0 41 4 134 24 0 162 404 202046842201126402066213870147329 104053913201267701078517330181390 55 2 52 0 109 70 338 117 0 525 224 9 7 0 240 12 536 86 0 634 1508 50.5 1.8 47.7 0.0 13.3 64.4 22.3 0.0 93.3 3.8 2.9 0.0 1.9 84.5 13.6 0.0 0.509 0.500 0.542 0.000 0.545 0.438 0.929 0.731 0.000 0.869 0.727 0.321 0.583 0.000 0.769 0.600 0.775 0.413 0.000 0.876 0.933 48 2 48 0 98 69 326 113 0 508 219 9 6 0 234 12 511 85 0 608 1448 87.3 100.0 92.3 0.0 89.9 98.6 96.4 96.6 0.0 96.8 97.8 100.0 85.7 0.0 97.5 100.0 95.3 98.8 0.0 95.9 96.0 704011112401750106025102660 12.7 0.0 7.7 0.0 10.1 1.4 3.6 3.4 0.0 3.2 2.2 0.0 14.3 0.0 2.5 0.0 4.7 1.2 0.0 4.1 4.0 48 2 48 0 98 69 326 113 0 508 219 9 6 0 234 12 511 85 0 608 1448 704011112401750106025102660 55 2 52 0 109 70 338 117 0 525 224 9 7 0 240 12 536 86 0 634 1508 163 778 127 380 1448 2  34 4 20 60 165 812 131 400 1508      Cars and Heavy Vehicles (Combined) PDI File #: Location: Location: City, State: Client: Site Code: Count Date: Start Time: End Time: Class: 228372 C N: Barnstable High School driveway S: Pine Street   E: West Main Street W: West Main Street   Hyannis, MA VHB/A. Domogala 15053.00 Thursday, January 20, 2022 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 Pine Street % Approach Total PHF Cars Enter Leg 7:30 AM 7:45 AM Heavy Vehicles %   Total Volume 7:00 AM 7:15 AM     West Main Street from North 8:00 AM from East from West from South Barnstable High School driveway West Main Street7:00 AM 8:45 AM Total Approach % Grand Total West Main StreetPine StreetBarnstable High School driveway West Main Street 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 20 1 18 0 39 39 69 23 0 131 44 7 3 0 54 1 86 51 0 138 362 25 1 24 0 50 21 86 38 0 145 37 2 1 0 40 4 129 24 0 157 392 202046842101116401065213370142322 104053873101217401075516330171372 48 2 48 0 98 69 326 113 0 508 219 9 6 0 234 12 511 85 0 608 1448 2020471174401685300053112730131356 101023973801383800038311830124302 00303275170946300063212430129289 201033953301316201063512700132329 50701215384132053121601021711496905161276 53 2 55 0 110 84 710 245 0 1039 435 9 7 0 451 23 1007 94 0 1124 2724 48.2 1.8 50.0 0.0 8.1 68.3 23.6 0.0 96.5 2.0 1.6 0.0 2.0 89.6 8.4 0.0 1.9 0.1 2.0 0.0 4.0 3.1 26.1 9.0 0.0 38.1 16.0 0.3 0.3 0.0 16.6 0.8 37.0 3.5 0.0 41.3 187 1497 270 770 2724 Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 20 1 18 0 39 39 69 23 0 131 44 7 3 0 54 1 86 51 0 138 362 25 1 24 0 50 21 86 38 0 145 37 2 1 0 40 4 129 24 0 157 392 202046842101116401065213370142322 104053873101217401075516330171372 48 2 48 0 98 69 326 113 0 508 219 9 6 0 234 12 511 85 0 608 1448 49.0 2.0 49.0 0.0 13.6 64.2 22.2 0.0 93.6 3.8 2.6 0.0 2.0 84.0 14.0 0.0 0.480 0.500 0.500 0.000 0.490 0.442 0.937 0.743 0.000 0.876 0.740 0.321 0.500 0.000 0.780 0.600 0.784 0.417 0.000 0.889 0.923 48 2 48 0 98 69 326 113 0 508 219 9 6 0 234 12 511 85 0 608 1448 163 778 127 380 1448 261 1286 361 988 2896 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   7:00 AM 7:15 AM 7:30 AM from East  from South from West West Main Street Pine Street West Main StreetBarnstable High School driveway 8:00 AM 228372 C N: Barnstable High School driveway S: Pine Street   E: West Main Street W: West Main Street   Hyannis, MA VHB/A. Domogala 15053.00 Thursday, January 20, 2022 7:00 AM 9:00 AM West Main StreetPine StreetBarnstable High School driveway Cars PDI File #: Location: Location: City, State: West Main Street 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 7:00 AM from North % Approach Total Total Total 7:45 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 70401114005100010510623 0000004206100010500512 000000010100101050057 000000410530003010001018 704011112401750106025102660 0010103104500050500515 000000310400000050059 0000004307300030310414 00000073010000000200212 00101017802580008015101650 7050121291204213010140402042110 58.3 0.0 41.7 0.0 2.4 69.0 28.6 0.0 92.9 0.0 7.1 0.0 0.0 95.2 4.8 0.0 6.4 0.0 4.5 0.0 10.9 0.9 26.4 10.9 0.0 38.2 11.8 0.0 0.9 0.0 12.7 0.0 36.4 1.8 0.0 38.2 3581237110 704011012401640105017101850 100.0 0.0 80.0 0.0 91.7 0.0 41.4 33.3 0.0 38.1 30.8 0.0 100.0 0.0 35.7 0.0 42.5 50.0 0.0 42.9 45.5 1 25 4 20 50 00101115802480008019102053 0.0 0.0 20.0 0.0 8.3 100.0 51.7 66.7 0.0 57.1 61.5 0.0 0.0 0.0 57.1 0.0 47.5 50.0 0.0 47.6 48.2 2 28 8 15 53 000000200210001040047 0.0 0.0 0.0 0.0 0.0 0.0 6.9 0.0 0.0 4.8 7.7 0.0 0.0 0.0 7.1 0.0 10.0 0.0 0.0 9.5 6.4 05027  Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 70401114005100010510623 0000004206100010500512 000000010100101050057 000000410530003010001018 704011112401750106025102660 63.6 0.0 36.4 0.0 5.9 70.6 23.5 0.0 83.3 0.0 16.7 0.0 0.0 96.2 3.8 0.0 0.250 0.000 0.250 0.000 0.250 0.250 0.750 0.500 0.000 0.708 0.417 0.000 0.250 0.000 0.500 0.000 0.625 0.250 0.000 0.650 0.652 7040110630930104011101236 100.0 0.0 100.0 0.0 100.0 0.0 50.0 75.0 0.0 52.9 60.0 0.0 100.0 0.0 66.7 0.0 44.0 100.0 0.0 46.2 60.0 000001510720002011001120 0.0 0.0 0.0 0.0 0.0 100.0 41.7 25.0 0.0 41.2 40.0 0.0 0.0 0.0 33.3 0.0 44.0 0.0 0.0 42.3 33.3 000000100100000030034 0.0 0.0 0.0 0.0 0.0 0.0 8.3 0.0 0.0 5.9 0.0 0.0 0.0 0.0 0.0 0.0 12.0 0.0 0.0 11.5 6.7 7040110630930104011101236 000001510720002011001120 000000100100000030034 704011112401750106025102660 1 18 3 14 36 1  13 1 5 20  03014 2 34 4 20 60      Total PDI File #:228372 C Location:N: Barnstable High School driveway S: Pine Street   Location:E: West Main Street W: West Main Street    Barnstable High School driveway West Main Street Class:Heavy Vehicles‐Combined (Buses, Single‐Unit Trucks, Articulated Trucks) Count Date:Thursday, January 20, 2022 Start Time: West Main Street from East  from South from West Pine Street  from North 7:00 AM End Time:9:00 AM City, State:Hyannis, MA Client:VHB/A. Domogala Site Code:15053.00 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 Barnstable High School driveway West Main Street Pine Street West Main Street 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 70401102002000000110215 000000120310001020026 000000010100101030035 0000003003200020500510 7040110630930104011101236 000000200200000010013 000000100100000030034 000000310410001010016 000000000000000010011 0000006107100010600614 704011012401640105017101850 63.6 0.0 36.4 0.0 0.0 75.0 25.0 0.0 80.0 0.0 20.0 0.0 0.0 94.4 5.6 0.0 14.0 0.0 8.0 0.0 22.0 0.0 24.0 8.0 0.0 32.0 8.0 0.0 2.0 0.0 10.0 0.0 34.0 2.0 0.0 36.0 1 25 4 20 50 Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 70401102002000000110215 000000120310001020026 000000010100101030035 0000003003200020500510 7040110630930104011101236 63.6 0.0 36.4 0.0 0.0 66.7 33.3 0.0 75.0 0.0 25.0 0.0 0.0 91.7 8.3 0.0 0.250 0.000 0.250 0.000 0.250 0.000 0.500 0.375 0.000 0.750 0.375 0.000 0.250 0.000 0.500 0.000 0.550 0.250 0.000 0.600 0.600 7040110630930104011101236 1 18 3 14 36 12 27 7 26 72  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  Pine Street West Main Street from North from East Exiting Leg Total 7:00 AM Barnstable High School driveway West Main Street 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  Barnstable High School driveway West Main Street Pine Street West Main Street End Time:9:00 AM City, State:Hyannis, MA Client:VHB/A. Domogala Site Code:15053.00 PDI File #:228372 C Location:N: Barnstable High School driveway S: Pine Street   Location:E: West Main Street W: West Main Street   Count Date:Thursday, January 20, 2022 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 000001200310001030037 000000300300000030036 000000000000000010011 000000010110001040046 000001510720002011001120 0010101102400040400411 000000210300000020025 000000120320002011027 0000006309000000100110 001010107017600060810933 00101115802480008019102053 0.0 0.0 100.0 0.0 4.2 62.5 33.3 0.0 100.0 0.0 0.0 0.0 0.0 95.0 5.0 0.0 0.0 0.0 1.9 0.0 1.9 1.9 28.3 15.1 0.0 45.3 15.1 0.0 0.0 0.0 15.1 0.0 35.8 1.9 0.0 37.7 2 28 8 15 53 Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 0010101102400040400411 000000210300000020025 000000120320002011027 0000006309000000100110 001010107017600060810933 0.0 0.0 100.0 0.0 0.0 58.8 41.2 0.0 100.0 0.0 0.0 0.0 0.0 88.9 11.1 0.0 0.000 0.000 0.250 0.000 0.250 0.000 0.417 0.583 0.000 0.472 0.375 0.000 0.000 0.000 0.375 0.000 0.500 0.250 0.000 0.563 0.750 001010107017600060810933 1 15 7 10 33 232131966  from North from East  from South from West PDI File #:228372 C Location:N: Barnstable High School driveway S: Pine Street   Location:E: West Main Street W: West Main Street   Peak Hour Analysis from 07:00 AM to 09:00 AM begins at:  Count Date:Thursday, January 20, 2022 Start Time:7:00 AM End Time:9:00 AM City, State:Hyannis, MA Client:VHB/A. Domogala Site Code:15053.00 Class:Single‐Unit Trucks  Barnstable High School driveway West Main Street Pine Street West Main Street 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 Barnstable High School driveway West Main Street Grand Total Approach % Total %  from South from West Total  Pine Street West Main Street 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 000000000000000010011 000000000000000000000 000000000000000010011 000000100100000010012 000000100100000030034 000000000010001000001 000000000000000000000 000000000000000010011 000000100100000000001 000000100110001010013 000000200210001040047 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 28.6 0.0 0.0 28.6 14.3 0.0 0.0 0.0 14.3 0.0 57.1 0.0 0.0 57.1 05027 Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 000000000000000010011 000000000000000000000 000000000000000010011 000000100100000010012 000000100100000030034 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 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 0.750 0.000 0.000 0.750 0.500 000000100100000030034 03014 04048  from North from East  from South from West PDI File #:228372 C Location:N: Barnstable High School driveway S: Pine Street   Location:E: West Main Street W: West Main Street   Peak Hour Analysis from 07:00 AM to 09:00 AM begins at:  Count Date:Thursday, January 20, 2022 Start Time:7:00 AM End Time:9:00 AM City, State:Hyannis, MA Client:VHB/A. Domogala Site Code:15053.00 Class:Articulated Trucks  Barnstable High School driveway West Main Street Pine Street West Main Street 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 Barnstable High School driveway West Main Street Grand Total Approach % Total %  from South from West Total  Pine Street West Main Street 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 0000000010000100000000000000 1 0000000000000000000000000000 0 0000000010000100000000000000 1 0000000010000100000000000000 1 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 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 0.0 0.0 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 0000000010000100000000000000 1 0000000010000100000000000000 1 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 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 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0000000010000100000000000000 1 00011 01012 from North from East from South from West     Class: 228372 C N: Barnstable High School driveway S: Pine Street   E: West Main Street W: West Main Street   Hyannis, MA VHB/A. Domogala 15053.00 Thursday, January 20, 2022 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 Barnstable High School driveway West Main Street Pine Street 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 Barnstable High School driveway West Main Street Pine Street Total West Main Street West Main Street 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 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000000000000000000000000000 0 0000011000000000000000000000 1 0000011000000000000000000000 1 0000011000000000000000000000 1 00000100 000000 000000 000000 00000100100000000000000000000000 10001 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 0000011000000000000000000000 1 0000011000000000000000000000 1 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 0.0 0.0 0.000 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 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0000011000000000000000000000 1 10001 20002 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: 228372 C N: Barnstable High School driveway S: Pine Street   E: West Main Street W: West Main Street   Hyannis, MA VHB/A. Domogala 15053.00 Thursday, January 20, 2022 7:00 AM 9:00 AM Pedestrians PDI File #: Location: Location: City, State: Client: Site Code: Barnstable High School driveway West Main Street Pine Street Total West Main Street  from North from East 7:00 AM 7:15 AM 7:30 AM Grand Total Approach % Total % Exiting Leg Total West Main Street from North from East from South 8:00 AM Barnstable High School driveway West Main Street Pine Street 8:30 AM 8:45 AM Total Volume % Approach Total PHF from West Total  8:00 AM 8:15 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 100013973501354321046110630110292 71501351244001695320055411680128365 8150148221750304964101015222110238657 42 8 21 0 71 7 121 47 0 175 43 0 0 0 43 5 106 2 0 113 402 14 1 2 0 17 3 129 54 0 186 48 1 1 0 50 3 118 4 0 125 378 6010711244101665303056311220117346 4010571152801505901060212710130345 66 9 25 0 100 18 489 170 0 677 203 1 5 0 209 13 463 9 0 485 1471 11 0 6 0 17 5 113 37 0 155 37 0 2 0 39 3 106 2 0 111 322 5030821093001413501036412020126311 16 0 9 0 25 7 222 67 0 296 72 0 3 0 75 7 226 4 0 237 633 90 10 39 0 139 33 932 312 0 1277 371 5 9 0 385 25 911 24 0 960 2761 64.7 7.2 28.1 0.0 2.6 73.0 24.4 0.0 96.4 1.3 2.3 0.0 2.6 94.9 2.5 0.0 3.3 0.4 1.4 0.0 5.0 1.2 33.8 11.3 0.0 46.3 13.4 0.2 0.3 0.0 13.9 0.9 33.0 0.9 0.0 34.8 62 1321 347 1031 2761 73 4 28 0 105 33 908 304 0 1245 361 5 9 0 375 23 884 24 0 931 2656 81.1 40.0 71.8 0.0 75.5 100.0 97.4 97.4 0.0 97.5 97.3 100.0 100.0 0.0 97.4 92.0 97.0 100.0 0.0 97.0 96.2 62 1273 331 990 2656 17 611 034 024 8 03210 0 0 010 227 0 029105 18.9 60.0 28.2 0.0 24.5 0.0 2.6 2.6 0.0 2.5 2.7 0.0 0.0 0.0 2.6 8.0 3.0 0.0 0.0 3.0 3.8 0481641105   Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 71501351244001695320055411680128365 42 8 21 0 71 7 121 47 0 175 43 0 0 0 43 5 106 2 0 113 402 14 1 2 0 17 3 129 54 0 186 48 1 1 0 50 3 118 4 0 125 378 6010711244101665303056311220117346 69 10 29 0 108 16 498 182 0 696 197 3 4 0 204 15 452 16 0 483 1491 63.9 9.3 26.9 0.0 2.3 71.6 26.1 0.0 96.6 1.5 2.0 0.0 3.1 93.6 3.3 0.0 0.411 0.313 0.345 0.000 0.380 0.571 0.965 0.843 0.000 0.935 0.929 0.375 0.333 0.000 0.911 0.750 0.958 0.500 0.000 0.943 0.927 52 4 18 0 74 16 487 177 0 680 194 3 4 0 201 15 443 16 0 474 1429 75.4 40.0 62.1 0.0 68.5 100.0 97.8 97.3 0.0 97.7 98.5 100.0 100.0 0.0 98.5 100.0 98.0 100.0 0.0 98.1 95.8 176110340115016300030900962 24.6 60.0 37.9 0.0 31.5 0.0 2.2 2.7 0.0 2.3 1.5 0.0 0.0 0.0 1.5 0.0 2.0 0.0 0.0 1.9 4.2 52 4 18 0 74 16 487 177 0 680 194 3 4 0 201 15 443 16 0 474 1429 176110340115016300030900962 69 10 29 0 108 16 498 182 0 696 197 3 4 0 204 15 452 16 0 483 1491 35 655 196 543 1429 0  23 11 28 62 35 678 207 571 1491 PDI File #:228372 C Location:N: Barnstable High School driveway S: Pine Street   Location:E: West Main Street W: West Main Street   Count Date:Thursday, January 20, 2022 Start Time:1:30 PM End Time:3:30 PM City, State:Hyannis, MA Client:VHB/A. Domogala Site Code:15053.00 Class:Cars and Heavy Vehicles (Combined)  Barnstable High School driveway West Main Street Pine Street West Main Street  from North from East  from South from West Total 1:30 PM 1:45 PM Total 3:00 PM 3:15 PM Total 2:00 PM 2:15 PM 2:30 PM 2:45 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 01:30 PM to 03:30 PM begins at:  1:45 PM Barnstable High School driveway West Main Street Pine Street West Main Street Total Volume % Approach Total PHF   Cars Total 1:45 PM 2:00 PM 2:15 PM  from North from East  from South from West 2:30 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 100013953401324121044110530109286 5130951223801655020052411480126352 613010821772029791410965219110235638 27 2 12 0 41 7 118 45 0 170 43 0 0 0 43 5 104 2 0 111 365 14 1 2 0 17 3 126 53 0 182 48 1 1 0 50 3 116 4 0 123 372 6010711214101635303056310920114340 4010571102801455801059211910122331 51 3 16 0 70 18 475 167 0 660 202 1 5 0 208 13 448 9 0 470 1408 11 0 6 0 17 5 110 36 0 151 34 0 2 0 36 2 102 2 0 106 310 5030821062901373401035311520120300 16 0 9 0 25 7 216 65 0 288 68 0 3 0 71 5 217 4 0 226 610 73 4 28 0 105 33 908 304 0 1245 361 5 9 0 375 23 884 24 0 931 2656 69.5 3.8 26.7 0.0 2.7 72.9 24.4 0.0 96.3 1.3 2.4 0.0 2.5 95.0 2.6 0.0 2.7 0.2 1.1 0.0 4.0 1.2 34.2 11.4 0.0 46.9 13.6 0.2 0.3 0.0 14.1 0.9 33.3 0.9 0.0 35.1 62 1273 331 990 2656 Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 5130951223801655020052411480126352 27 2 12 0 41 7 118 45 0 170 43 0 0 0 43 5 104 2 0 111 365 14 1 2 0 17 3 126 53 0 182 48 1 1 0 50 3 116 4 0 123 372 6010711214101635303056310920114340 52 4 18 0 74 16 487 177 0 680 194 3 4 0 201 15 443 16 0 474 1429 70.3 5.4 24.3 0.0 2.4 71.6 26.0 0.0 96.5 1.5 2.0 0.0 3.2 93.5 3.4 0.0 0.481 0.500 0.375 0.000 0.451 0.571 0.966 0.835 0.000 0.934 0.915 0.375 0.333 0.000 0.897 0.750 0.955 0.500 0.000 0.940 0.960 52 4 18 0 74 16 487 177 0 680 194 3 4 0 201 15 443 16 0 474 1429 35 655 196 543 1429 109 1335 397 1017 2858 PDI File #:228372 C Location:N: Barnstable High School driveway S: Pine Street   Location:E: West Main Street W: West Main Street   Count Date:Thursday, January 20, 2022 Start Time:1:30 PM End Time:3:30 PM City, State:Hyannis, MA Client:VHB/A. Domogala Site Code:15053.00 Total Class:Cars Barnstable High School driveway West Main Street Pine Street West Main Street  from North from East  from South from West Total 2:00 PM 2:15 PM 2:30 PM 2:45 PM 1:30 PM 1:45 PM Total Total 3:00 PM 3:15 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 01:30 PM to 03:30 PM begins at:  1:45 PM Barnstable High School driveway West Main Street from West Total  1:45 PM Pine Street West Main Street from North from East  from South Entering Leg Exiting Leg Total 2:00 PM 2:15 PM 2:30 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 000000210320002010016 2020402204300030200213 2020404307500050300319 156903003205000000200237 000000310400000020026 000000300300000030036 0000005005100010800814 1569030014301710001015001563 0000003104300031400512 0000003104100011500611 00000062084000429001123 17 611 034 024 8 03210 0 0 010 227 0 029105 50.0 17.6 32.4 0.0 0.0 75.0 25.0 0.0 100.0 0.0 0.0 0.0 6.9 93.1 0.0 0.0 16.2 5.7 10.5 0.0 32.4 0.0 22.9 7.6 0.0 30.5 9.5 0.0 0.0 0.0 9.5 1.9 25.7 0.0 0.0 27.6 0481641105 1761103401020121000119001057 100.0 100.0 100.0 0.0 100.0 0.0 41.7 25.0 0.0 37.5 10.0 0.0 0.0 0.0 10.0 50.0 33.3 0.0 0.0 34.5 54.3 0 21 9 27 57 00000013601990009115001644 0.0 0.0 0.0 0.0 0.0 0.0 54.2 75.0 0.0 59.4 90.0 0.0 0.0 0.0 90.0 50.0 55.6 0.0 0.0 55.2 41.9 0 24 7 13 44 000000100100000030034 0.0 0.0 0.0 0.0 0.0 0.0 4.2 0.0 0.0 3.1 0.0 0.0 0.0 0.0 0.0 0.0 11.1 0.0 0.0 10.3 3.8 03014  Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 156903003205000000200237 000000310400000020026 000000300300000030036 0000005005100010800814 1569030014301710001015001563 50.0 20.0 30.0 0.0 0.0 82.4 17.6 0.0 100.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.250 0.250 0.250 0.000 0.250 0.000 0.700 0.375 0.000 0.850 0.250 0.000 0.000 0.000 0.250 0.000 0.469 0.000 0.000 0.469 0.426 156903008109000000600645 100.0 100.0 100.0 0.0 100.0 0.0 57.1 33.3 0.0 52.9 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 0.0 40.0 71.4 0000006208100010600615 0.0 0.0 0.0 0.0 0.0 0.0 42.9 66.7 0.0 47.1 100.0 0.0 0.0 0.0 100.0 0.0 40.0 0.0 0.0 40.0 23.8 000000000000000030033 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 20.0 0.0 0.0 20.0 4.8 156903008109000000600645 0000006208100010600615 000000000000000030033 1569030014301710001015001563 0 15 7 23 45 0  72615 03003 0 25 9 29 63 PDI File #:228372 C Location:N: Barnstable High School driveway S: Pine Street   Location:E: West Main Street W: West Main Street   Count Date:Thursday, January 20, 2022 Start Time:1:30 PM End Time:3:30 PM City, State:Hyannis, MA Client:VHB/A. Domogala Site Code:15053.00 Total Class:Heavy Vehicles‐Combined (Buses, Single‐Unit Trucks, Articulated Trucks)  Barnstable High School driveway West Main Street Pine Street West Main Street  from North from East  from South from West Total 2:00 PM 2:15 PM 2:30 PM 2:45 PM 1:30 PM 1:45 PM Total Total 3:00 PM 3:15 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 01:30 PM to 03:30 PM begins at:  2:00 PM Barnstable High School driveway West Main Street Pine Street West Main Street Total Volume % Approach Total PHF   Buses Buses % Total 2:00 PM 2:15 PM 2:30 PM 2:45 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 000000100100000000001 202040000000000010015 202040100100000010016 156903002103000000100134 000000200200000000002 000000200200000010013 000000200200000040046 156903008109000000600645 000000110210001100014 000000000000000020022 000000110210001120036 1761103401020121000119001057 50.0 17.6 32.4 0.0 0.0 83.3 16.7 0.0 100.0 0.0 0.0 0.0 10.0 90.0 0.0 0.0 29.8 10.5 19.3 0.0 59.6 0.0 17.5 3.5 0.0 21.1 1.8 0.0 0.0 0.0 1.8 1.8 15.8 0.0 0.0 17.5 0 21 9 27 57 Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 156903002103000000100134 000000200200000000002 000000200200000010013 000000200200000040046 156903008109000000600645 50.0 20.0 30.0 0.0 0.0 88.9 11.1 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.250 0.250 0.250 0.000 0.250 0.000 1.000 0.250 0.000 0.750 0.000 0.000 0.000 0.000 0.000 0.000 0.375 0.000 0.000 0.375 0.331 156903008109000000600645 0 15 7 23 45 30 24 7 29 90 PDI File #:228372 C Location:N: Barnstable High School driveway S: Pine Street   Location:E: West Main Street W: West Main Street   Count Date:Thursday, January 20, 2022 Start Time:1:30 PM End Time:3:30 PM City, State:Hyannis, MA Client:VHB/A. Domogala Site Code:15053.00 Total Class:Buses  Barnstable High School driveway West Main Street Pine Street West Main Street  from North from East  from South from West Total 2:00 PM 2:15 PM 2:30 PM 2:45 PM 1:30 PM 1:45 PM Total Total 3:00 PM 3:15 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 01:30 PM to 03:30 PM begins at:  2:00 PM Barnstable High School driveway West Main Street from West Total  2:00 PM Pine Street West Main Street from North from East  from South Entering Leg Exiting Leg Total 2:15 PM 2:30 PM 2:45 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 000000110220002010015 000000220430003010018 0000003306500050200213 000000110200000000002 000000110200000020024 000000100100000020023 000000300310001020026 0000006208100010600615 000000200220002040048 000000210310001130048 0000004105300031700816 00000013601990009115001644 0.0 0.0 0.0 0.0 0.0 68.4 31.6 0.0 100.0 0.0 0.0 0.0 6.3 93.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 29.5 13.6 0.0 43.2 20.5 0.0 0.0 0.0 20.5 2.3 34.1 0.0 0.0 36.4 0 24 7 13 44 Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 000000100100000020023 000000300310001020026 000000200220002040048 000000210310001130048 000000810940004111001225 0.0 0.0 0.0 0.0 0.0 88.9 11.1 0.0 100.0 0.0 0.0 0.0 8.3 91.7 0.0 0.0 0.000 0.000 0.000 0.000 0.000 0.000 0.667 0.250 0.000 0.750 0.500 0.000 0.000 0.000 0.500 0.250 0.688 0.000 0.000 0.750 0.781 000000810940004111001225 015 2 825 0 24 6 20 50 PDI File #:228372 C Location:N: Barnstable High School driveway S: Pine Street   Location:E: West Main Street W: West Main Street   Count Date:Thursday, January 20, 2022 Start Time:1:30 PM End Time:3:30 PM City, State:Hyannis, MA Client:VHB/A. Domogala Site Code:15053.00 Total Class:Single‐Unit Trucks  Barnstable High School driveway West Main Street Pine Street West Main Street  from North from East  from South from West Total 2:00 PM 2:15 PM 2:30 PM 2:45 PM 1:30 PM 1:45 PM Total Total 3:00 PM 3:15 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 01:30 PM to 03:30 PM begins at:  2:30 PM Barnstable High School driveway West Main Street from West Total  2:30 PM Pine Street West Main Street from North from East  from South Entering Leg Exiting Leg Total 2:45 PM 3:00 PM 3:15 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 000000000000000010011 000000000000000000000 000000000000000000000 000000000000000020022 000000000000000030033 000000000000000000000 000000100100000000001 000000100100000000001 000000100100000030034 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 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 75.0 0.0 0.0 75.0 03014 Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total Right Thru Left U‐Turn Total 000000000000000010011 000000000000000000000 000000000000000000000 000000000000000020022 000000000000000030033 0.0 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 0.000 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 0.000 0.000 0.375 0.375 000000000000000030033 03003 03036 PDI File #:228372 C Location:N: Barnstable High School driveway S: Pine Street   Location:E: West Main Street W: West Main Street   Count Date:Thursday, January 20, 2022 Start Time:1:30 PM End Time:3:30 PM City, State:Hyannis, MA Client:VHB/A. Domogala Site Code:15053.00 Total Class:Articulated Trucks  Barnstable High School driveway West Main Street Pine Street West Main Street  from North from East  from South from West Total 2:00 PM 2:15 PM 2:30 PM 2:45 PM 1:30 PM 1:45 PM Total Total 3:00 PM 3:15 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 01:30 PM to 03:30 PM begins at:  2:00 PM Barnstable High School driveway West Main Street from West Total  2:00 PM Pine Street West Main Street from North from East  from South Entering Leg Exiting Leg Total 2:15 PM 2:30 PM 2:45 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 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 PDI File #:228372 C Location:N: Barnstable High School driveway S: Pine Street   Location:E: West Main Street W: West Main Street   Count Date:Thursday, January 20, 2022 Start Time:1:30 PM End Time:3:30 PM City, State:Hyannis, MA Client:VHB/A. Domogala Site Code:15053.00 Class:Bicycles (on Roadway and Crosswalks)  Barnstable High School driveway West Main Street Pine Street West Main Street from North from East from South from West Total 1:30 PM 1:45 PM Total 2:00 PM 3:15 PM Total 2:15 PM 2:30 PM 2:45 PM Total 3:00 PM Grand Total Approach % Total % Exiting Leg Total   Peak Hour Analysis from 01:30 PM to 03:30 PM begins at:  from West Total  1:30 PM 1:45 PM West Main Street from North from East from South 1:30 PM Barnstable High School driveway West Main Street Pine Street Entering Leg Exiting Leg Total 2:00 PM 2:15 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 0000101000000000000000000000 1 0000101000000000000000000000 1 0000000000000000000110000000 1 0000101000000000000110000000 2 0000000000000000000000000000 0 0000101000000000000110000000 2 0000202000000000000330000000 5 0000000000000000001120000000 2 0000000000000000000000000000 0 0000000000000000001120000000 2 0000303000000000001450000000 8 00001000 000000 00002080 000000 000037.5 0 37.5 0000000000012.5 50 62.5 0000000 30508 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 0000101000000000000110000000 2 0000000000000000000000000000 0 0000101000000000000110000000 2 0000000000000000001120000000 2 0000202000000000001340000000 6 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 25.0 75.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000 0.000 0.000 0.000 0.500 0.000 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.750 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.750 0000202000000000001340000000 6 20406 408012 PDI File #:228372 C Location:N: Barnstable High School driveway S: Pine Street   Location:E: West Main Street W: West Main Street   Count Date:Thursday, January 20, 2022 Start Time:1:30 PM End Time:3:30 PM City, State:Hyannis, MA Client:VHB/A. Domogala Site Code:15053.00 Class:Pedestrians  Barnstable High School driveway West Main Street Pine Street West Main Street from North from East from South from West Total 1:30 PM 1:45 PM Total 2:00 PM 3:15 PM Total 2:15 PM 2:30 PM 2:45 PM Total 3:00 PM Grand Total Approach % Total % Exiting Leg Total Peak Hour Analysis from 01:30 PM to 03:30 PM begins at:  from West Total  2:15 PM 2:30 PM West Main Street from North from East from South 2:15 PM Barnstable High School driveway West Main Street Pine Street Entering Leg Exiting Leg Total 2:45 PM 3:00 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 Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 11:00 AM 0 3 0 57 0 0 0 3 0 1 138 2 0 33 108 3 11:15 AM 0 3 0 36 0 2 0 1 0 0 127 3 0 40 115 2 11:30 AM 0 0 0 46 0 1 0 1 0 0 107 1 0 38 121 1 11:45 AM 0 3 0 45 0 0 0 1 0 1 112 13 0 29 130 2 12:00 PM 0 1 0 59 0 1 0 0 0 1 131 8 0 36 121 0 12:15 PM 0 1 0 31 0 0 0 1 0 0 116 7 0 51 112 4 12:30 PM 0 2 0 43 0 0 0 0 0 3 125 8 0 40 99 2 12:45 PM 0 3 1 52 0 2 0 1 0 2 126 6 0 41 120 1 7:00 PM MID PEAK HOUR 12:00 PM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 1:00 PM 0 7 1 185 0 3 0 2 0 6 498 29 0 168 452 7 PHF HV %0.0%0.0%0.0%2.7%0.0%33.3%0.0%0.0%0.0%16.7%2.6%6.9%0.0%3.6%3.1%14.3% 10/13/2022 Thursday Cloudy, 50°F Adam Prichard, PE 1063_1_VHB Location 1 Hyannis, MA West Main Street Pine Street/High School Driveway Westbound PASSENGER CARS & HEAVY VEHICLES COMBINED 0.95 0.94 Southbound Pine Street High School Driveway West Main Street Northbound EastboundNorthbound Pine Street 0.80 0.42 West Main Street WestboundSouthboundEastbound High School Driveway West Main Street West Main Street 10/17/2022, 3:34 PM, 1063_TMC_1 (Oct 13) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 11:00 AM 0 0 0 4 0 0 0 0 0 0 6 1 0 3 5 1 11:15 AM 0 0 0 2 0 0 0 0 0 0 4 0 0 4 1 0 11:30 AM 0 0 0 2 0 0 0 0 0 0 2 0 0 2 8 0 11:45 AM 0 1 0 2 0 0 0 1 0 0 2 1 0 1 4 0 12:00 PM 0 0 0 0 0 0 0 0 0 0 5 0 0 3 4 0 12:15 PM 0 0 0 0 0 0 0 0 0 0 2 2 0 3 3 0 12:30 PM 0 0 0 3 0 0 0 0 0 0 2 0 0 0 3 1 12:45 PM 0 0 0 2 0 1 0 0 0 1 4 0 0 0 4 0 7:00 PM MID PEAK HOUR 11:00 AM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 12:00 PM 0 1 0 10 0 0 0 1 0 0 14 2 0 10 18 1 PHF 0.25 0.57 0.730.69 High School Driveway West Main Street West Main Street Northbound Southbound Eastbound Westbound Pine Street Southbound Eastbound WestboundNorthbound Pine Street High School Driveway West Main Street West Main Street Adam Prichard, PE 1063_1_VHB Location 1 Hyannis, MA HEAVY VEHICLES West Main Street Pine Street/High School Driveway 10/13/2022 Thursday Cloudy, 50°F 10/17/2022, 3:34 PM, 1063_TMC_1 (Oct 13) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15 AM 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 11:30 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 11:45 AM 0 0 0 5 0 0 0 0 0 0 0 0 0 1 0 0 12:00 PM 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 PM MID PEAK HOUR 12:00 PM to Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 1:00 PM 0 0 0 4 0 0 0 0 0 0 1 0 0 0 1 0 NOTE: Peak hour summaries here correspond to peak hours identified for passenger car and heavy vehicles combined. Eastbound Westbound Adam Prichard, PE 1063_1_VHB Location 1 Hyannis, MA West Main Street Pine Street/High School Driveway 10/13/2022 Thursday Cloudy, 50°F Northbound Southbound PEDESTRIANS & BICYCLES Pine Street High School Driveway West Main Street West Main Street Pine Street High School Driveway West Main Street West Main Street Northbound Southbound Eastbound Westbound 10/17/2022, 3:34 PM, 1063_TMC_1 (Oct 13) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 11:00 AM 0 4 0 33 0 2 0 1 0 1 120 3 0 29 106 2 11:15 AM 0 1 0 44 0 1 0 3 0 1 99 3 0 26 102 1 11:30 AM 0 0 0 48 0 3 0 0 0 1 129 0 0 29 105 2 11:45 AM 0 0 0 38 0 3 0 6 0 1 128 2 0 33 102 2 12:00 PM 0 3 0 36 0 2 0 3 0 0 136 1 0 40 106 0 12:15 PM 0 2 0 39 0 0 0 1 0 2 127 1 0 27 100 0 12:30 PM 0 0 0 46 0 1 0 0 0 0 107 2 0 34 100 0 12:45 PM 0 2 0 34 0 0 0 0 0 1 122 0 1 25 85 0 7:00 PM MID PEAK HOUR 11:30 AM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 12:30 PM 0 5 0 161 0 8 0 10 0 4 520 4 0 129 413 4 PHF HV %0.0%0.0%0.0%3.1%0.0%0.0%0.0%0.0%0.0%0.0%0.4%0.0%0.0%2.3%1.5%0.0% 10/15/2022 Saturday Cloudy, 50°F Adam Prichard, PE 1063_1_VHB Location 1 Hyannis, MA West Main Street Pine Street/High School Driveway Westbound PASSENGER CARS & HEAVY VEHICLES COMBINED 0.96 0.93 Southbound Pine Street High School Driveway West Main Street Northbound EastboundNorthbound Pine Street 0.86 0.50 West Main Street WestboundSouthboundEastbound High School Driveway West Main Street West Main Street 10/17/2022, 3:36 PM, 1063_TMC_1 (Oct 15) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 11:00 AM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 3 0 11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 11:30 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 1 1 0 11:45 AM 0 0 0 2 0 0 0 0 0 0 1 0 0 1 3 0 12:00 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 1 2 0 12:15 PM 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 12:30 PM 0 0 0 1 0 0 0 0 0 0 2 0 0 0 0 0 12:45 PM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 0 7:00 PM MID PEAK HOUR 11:00 AM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 12:00 PM 0 0 0 3 0 0 0 0 0 0 3 0 0 3 8 0 PHF 0.00 0.38 0.690.38 High School Driveway West Main Street West Main Street Northbound Southbound Eastbound Westbound Pine Street Southbound Eastbound WestboundNorthbound Pine Street High School Driveway West Main Street West Main Street Adam Prichard, PE 1063_1_VHB Location 1 Hyannis, MA HEAVY VEHICLES West Main Street Pine Street/High School Driveway 10/15/2022 Saturday Cloudy, 50°F 10/17/2022, 3:36 PM, 1063_TMC_1 (Oct 15) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 11:00 AM 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 AM 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 11:45 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 PM 0 0 0 0 0 0 0 2 0 0 0 0 1 0 0 0 12:30 PM 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:00 PM MID PEAK HOUR 11:30 AM to Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 12:30 PM 0 0 0 3 0 0 0 2 0 0 0 0 1 0 0 0 NOTE: Peak hour summaries here correspond to peak hours identified for passenger car and heavy vehicles combined. Eastbound Westbound Adam Prichard, PE 1063_1_VHB Location 1 Hyannis, MA West Main Street Pine Street/High School Driveway 10/15/2022 Saturday Cloudy, 50°F Northbound Southbound PEDESTRIANS & BICYCLES Pine Street High School Driveway West Main Street West Main Street Pine Street High School Driveway West Main Street West Main Street Northbound Southbound Eastbound Westbound 10/17/2022, 3:36 PM, 1063_TMC_1 (Oct 15) Classification Report Job #1063_1_VHB_ATR 1 Area Hyannis, MA Location West Main Street, west of Pine Street Direction Eastbound Wednesday, October 12, 2022 Time Total Class Class Class Class Class Class Class Class Class Class Class Class Class 1 2 3 4 5 6 7 8 9 10 11 12 13 Motorcycle Passenger Car Vans, Pick up Trucks Bus 2 Axle 6 Tires 3 Axle Unit 4 Axles or more Unit 3 or 4 Axle Trailer 5 Axle Trailer 6 Axle or more Trailer 5 Axle or less Multi-Trailer 6 Axle Multi- Trailer 7 Axle or more Multi-Trailer 0000 15 0 15 0 0 0 0 0 0 0 0 0 0 0 0100 3 0 2 0 0 1 0 0 0 0 0 0 0 0 0200 8 0 6 0 0 1 1 0 0 0 0 0 0 0 0300 5 0 4 1 0 0 0 0 0 0 0 0 0 0 0400 24 0 17 3 0 0 0 0 0 3 1 0 0 0 0500 134 0 103 30 0 1 0 0 0 0 0 0 0 0 0600 288 0 234 49 2 1 2 0 0 0 0 0 0 0 0700 625 3 535 81 4 1 1 0 0 0 0 0 0 0 0800 682 0 592 75 8 3 1 2 0 1 0 0 0 0 0900 556 0 489 61 2 3 0 0 0 1 0 0 0 0 1000 518 1 440 69 4 2 1 0 0 1 0 0 0 0 1100 485 2 420 55 3 2 2 1 0 0 0 0 0 0 1200 537 2 464 62 2 5 1 1 0 0 0 0 0 0 1300 505 4 420 75 2 3 0 0 0 1 0 0 0 0 1400 543 4 478 52 3 1 0 2 0 0 1 0 0 2 1500 534 0 455 70 5 1 2 0 0 1 0 0 0 0 1600 509 3 428 73 2 3 0 0 0 0 0 0 0 0 1700 591 4 493 85 3 3 2 0 0 1 0 0 0 0 1800 423 0 360 61 2 0 0 0 0 0 0 0 0 0 1900 289 2 245 35 3 3 1 0 0 0 0 0 0 0 2000 124 3 108 12 0 1 0 0 0 0 0 0 0 0 2100 98 0 84 14 0 0 0 0 0 0 0 0 0 0 2200 71 2 62 7 0 0 0 0 0 0 0 0 0 0 2300 32 0 30 2 0 0 0 0 0 0 0 0 0 0 Total 7599 30 6484 972 45 35 14 6 0 9 2 0 0 2 100.00% 0.39% 85.33% 12.79% 0.59% 0.46% 0.18% 0.08% 0.00% 0.12% 0.03% 0.00% 0.00% 0.03% Classification Report Job #1063_1_VHB_ATR 1 Area Hyannis, MA Location West Main Street, west of Pine Street Direction Eastbound Thursday, October 13, 2022 Time Total Class Class Class Class Class Class Class Class Class Class Class Class Class 1 2 3 4 5 6 7 8 9 10 11 12 13 Motorcycle Passenger Car Vans, Pick up Trucks Bus 2 Axle 6 Tires 3 Axle Unit 4 Axles or more Unit 3 or 4 Axle Trailer 5 Axle Trailer 6 Axle or more Trailer 5 Axle or less Multi-Trailer 6 Axle Multi- Trailer 7 Axle or more Multi-Trailer 0000 10 0 9 1 0 0 0 0 0 0 0 0 0 0 0100 7 0 6 0 0 1 0 0 0 0 0 0 0 0 0200 3 0 3 0 0 0 0 0 0 0 0 0 0 0 0300 5 0 2 1 0 1 1 0 0 0 0 0 0 0 0400 25 0 22 3 0 0 0 0 0 0 0 0 0 0 0500 104 0 80 23 0 1 0 0 0 0 0 0 0 0 0600 293 0 244 47 1 1 0 0 0 0 0 0 0 0 0700 640 0 536 96 4 1 3 0 0 0 0 0 0 0 0800 662 1 571 73 8 6 3 0 0 0 0 0 0 0 0900 511 1 433 68 0 5 1 0 1 2 0 0 0 0 1000 496 1 428 54 3 8 0 0 0 2 0 0 0 0 1100 497 3 424 64 0 3 1 0 0 2 0 0 0 0 1200 535 2 456 70 1 2 3 1 0 0 0 0 0 0 1300 510 0 428 74 4 3 1 0 0 0 0 0 0 0 1400 543 4 475 55 3 3 2 1 0 0 0 0 0 0 1500 567 0 485 72 3 3 3 1 0 0 0 0 0 0 1600 606 2 523 73 3 2 2 1 0 0 0 0 0 0 1700 557 1 463 84 0 6 1 1 0 1 0 0 0 0 1800 329 0 277 51 1 0 0 0 0 0 0 0 0 0 1900 218 1 192 23 0 2 0 0 0 0 0 0 0 0 2000 138 0 123 14 0 0 1 0 0 0 0 0 0 0 2100 99 1 83 15 0 0 0 0 0 0 0 0 0 0 2200 70 1 64 5 0 0 0 0 0 0 0 0 0 0 2300 31 0 29 2 0 0 0 0 0 0 0 0 0 0 Total 7456 18 6356 968 31 48 22 5 1 7 0 0 0 0 100.00% 0.24% 85.25% 12.98% 0.42% 0.64% 0.30% 0.07% 0.01% 0.09% 0.00% 0.00% 0.00% 0.00% Classification Report Job #1063_1_VHB_ATR 1 Area Hyannis, MA Location West Main Street, west of Pine Street Direction Westbound Wednesday, October 12, 2022 Time Total Class Class Class Class Class Class Class Class Class Class Class Class Class 1 2 3 4 5 6 7 8 9 10 11 12 13 Motorcycle Passenger Car Vans, Pick up Trucks Bus 2 Axle 6 Tires 3 Axle Unit 4 Axles or more Unit 3 or 4 Axle Trailer 5 Axle Trailer 6 Axle or more Trailer 5 Axle or less Multi-Trailer 6 Axle Multi- Trailer 7 Axle or more Multi-Trailer 0000 21 0 18 3 0 0 0 0 0 0 0 0 0 0 0100 10 0 8 2 0 0 0 0 0 0 0 0 0 0 0200 7 1 5 0 0 1 0 0 0 0 0 0 0 0 0300 12 0 12 0 0 0 0 0 0 0 0 0 0 0 0400 10 0 9 1 0 0 0 0 0 0 0 0 0 0 0500 59 1 47 11 0 0 0 0 0 0 0 0 0 0 0600 223 0 163 49 11 0 0 0 0 0 0 0 0 0 0700 454 2 348 92 7 2 3 0 0 0 0 0 0 0 0800 389 0 317 63 5 1 0 0 1 1 1 0 0 0 0900 406 0 342 55 3 3 1 2 0 0 0 0 0 0 1000 415 0 339 66 3 5 2 0 0 0 0 0 0 0 1100 439 3 369 62 2 3 0 0 0 0 0 0 0 0 1200 422 3 368 47 1 2 0 1 0 0 0 0 0 0 1300 428 2 367 47 6 3 2 1 0 0 0 0 0 0 1400 518 4 459 41 7 4 1 1 0 0 0 0 0 1 1500 572 2 489 69 3 4 4 0 0 1 0 0 0 0 1600 600 0 526 68 2 3 0 1 0 0 0 0 0 0 1700 581 3 498 79 0 1 0 0 0 0 0 0 0 0 1800 471 3 402 62 2 2 0 0 0 0 0 0 0 0 1900 339 0 294 43 0 1 1 0 0 0 0 0 0 0 2000 224 0 202 19 1 1 0 0 0 1 0 0 0 0 2100 176 1 153 21 1 0 0 0 0 0 0 0 0 0 2200 88 1 78 9 0 0 0 0 0 0 0 0 0 0 2300 49 0 47 2 0 0 0 0 0 0 0 0 0 0 Total 6913 26 5860 911 54 36 14 6 1 3 1 0 0 1 100.00% 0.38% 84.77% 13.18% 0.78% 0.52% 0.20% 0.09% 0.01% 0.04% 0.01% 0.00% 0.00% 0.01% Classification Report Job #1063_1_VHB_ATR 1 Area Hyannis, MA Location West Main Street, west of Pine Street Direction Westbound Thursday, October 13, 2022 Time Total Class Class Class Class Class Class Class Class Class Class Class Class Class 1 2 3 4 5 6 7 8 9 10 11 12 13 Motorcycle Passenger Car Vans, Pick up Trucks Bus 2 Axle 6 Tires 3 Axle Unit 4 Axles or more Unit 3 or 4 Axle Trailer 5 Axle Trailer 6 Axle or more Trailer 5 Axle or less Multi-Trailer 6 Axle Multi- Trailer 7 Axle or more Multi-Trailer 0000 24 0 22 2 0 0 0 0 0 0 0 0 0 0 0100 12 0 10 2 0 0 0 0 0 0 0 0 0 0 0200 4 0 3 0 0 1 0 0 0 0 0 0 0 0 0300 8 0 7 1 0 0 0 0 0 0 0 0 0 0 0400 11 0 10 1 0 0 0 0 0 0 0 0 0 0 0500 49 1 41 7 0 0 0 0 0 0 0 0 0 0 0600 228 0 172 43 11 2 0 0 0 0 0 0 0 0 0700 445 2 360 70 11 1 0 1 0 0 0 0 0 0 0800 378 1 293 70 5 5 3 0 1 0 0 0 0 0 0900 375 1 291 77 2 0 1 2 0 1 0 0 0 0 1000 372 0 321 40 2 6 1 0 0 2 0 0 0 0 1100 489 0 424 60 2 3 0 0 0 0 0 0 0 0 1200 462 1 390 65 1 4 1 0 0 0 0 0 0 0 1300 462 2 386 62 6 4 2 0 0 0 0 0 0 0 1400 498 4 444 38 8 2 1 0 0 1 0 0 0 0 1500 570 1 501 56 3 4 2 1 0 2 0 0 0 0 1600 600 0 522 69 3 4 0 1 0 1 0 0 0 0 1700 513 0 446 62 2 3 0 0 0 0 0 0 0 0 1800 440 1 381 51 1 4 0 1 0 1 0 0 0 0 1900 314 0 266 45 2 1 0 0 0 0 0 0 0 0 2000 203 0 178 25 0 0 0 0 0 0 0 0 0 0 2100 174 0 155 17 2 0 0 0 0 0 0 0 0 0 2200 89 0 82 6 0 1 0 0 0 0 0 0 0 0 2300 55 0 49 6 0 0 0 0 0 0 0 0 0 0 Total 6775 14 5754 875 61 45 11 6 1 8 0 0 0 0 100.00% 0.21% 84.93% 12.92% 0.90% 0.66% 0.16% 0.09% 0.01% 0.12% 0.00% 0.00% 0.00% 0.00% Speed Report Job 1063_1_VHB_ATR 1 Area Hyannis, MA Location West Main Street, west of Pine Street Dir Eastbound Wednesday, October 12, 2022 Time Total 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 0000 15 0 0 1 0 0 2 4 4 3 1 0 0 0 0 0 0 0100 3 0 0 0 0 1 1 1 0 0 0 0 0 0 0 0 0 0200 8 0 0 0 0 0 1 5 2 0 0 0 0 0 0 0 0 0300 5 0 0 0 0 0 0 3 2 0 0 0 0 0 0 0 0 0400 24 0 0 0 0 1 6 11 4 1 1 0 0 0 0 0 0 0500 134 0 1 0 2 7 24 49 42 8 1 0 0 0 0 0 0 0600 288 0 0 3 4 39 99 109 28 6 0 0 0 0 0 0 0 0700 625 0 1 5 42 195 268 102 11 1 0 0 0 0 0 0 0 0800 682 1 10 16 29 137 301 168 18 1 1 0 0 0 0 0 0 0900 556 0 0 1 3 70 258 197 26 1 0 0 0 0 0 0 0 1000 518 0 0 9 8 51 241 190 16 3 0 0 0 0 0 0 0 1100 485 0 2 4 11 62 239 154 13 0 0 0 0 0 0 0 0 1200 537 0 0 3 3 82 250 179 19 1 0 0 0 0 0 0 0 1300 505 0 0 6 16 87 233 144 16 3 0 0 0 0 0 0 0 1400 543 3 59 71 23 79 217 82 8 1 0 0 0 0 0 0 0 1500 534 0 1 10 33 139 202 122 27 0 0 0 0 0 0 0 0 1600 509 0 0 0 10 79 225 175 19 1 0 0 0 0 0 0 0 1700 591 0 0 6 7 91 270 188 27 2 0 0 0 0 0 0 0 1800 423 0 0 1 5 53 207 134 22 1 0 0 0 0 0 0 0 1900 289 0 0 4 7 18 122 116 20 2 0 0 0 0 0 0 0 2000 124 0 0 0 1 7 38 55 20 3 0 0 0 0 0 0 0 2100 98 0 0 0 0 0 25 49 19 4 1 0 0 0 0 0 0 2200 71 0 0 0 1 3 10 32 20 4 1 0 0 0 0 0 0 2300 32 0 0 0 0 0 2 18 9 3 0 0 0 0 0 0 0 Total 7599 4 74 140 205 1201 3241 2287 392 49 6 0 0 0 0 0 0 100.00%0.05%0.97%1.84%2.70%15.80%42.65%30.10%5.16%0.64%0.08%0.00%0.00%0.00%0.00%0.00%0.00% Maximum = 49.7 mph, Minimum = 2.5 mph, Mean = 28.1 mph 85% Speed = 32.77 mph, 95% Speed = 35.46 mph, Median = 28.52 mph 10 mph Pace = 23 - 33, Number in Pace = 5687 (74.84%) Variance = 27.00, Standard Deviation = 5.20 mph Speed Bins (mph) Speed Report Job 1063_1_VHB_ATR 1 Area Hyannis, MA Location West Main Street, west of Pine Street Dir Eastbound Thursday, October 13, 2022 Time Total 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 0000 10 0 0 1 0 0 1 2 3 3 0 0 0 0 0 0 0 0100 7 0 0 0 0 2 1 3 1 0 0 0 0 0 0 0 0 0200 3 0 0 0 0 0 0 1 2 0 0 0 0 0 0 0 0 0300 5 0 0 0 0 1 2 1 1 0 0 0 0 0 0 0 0 0400 25 0 0 0 0 0 5 9 7 3 0 1 0 0 0 0 0 0500 104 0 0 0 0 5 17 43 31 7 1 0 0 0 0 0 0 0600 293 0 0 0 5 40 111 98 38 1 0 0 0 0 0 0 0 0700 640 0 1 2 47 180 282 123 5 0 0 0 0 0 0 0 0 0800 662 0 1 10 23 90 362 157 15 4 0 0 0 0 0 0 0 0900 511 0 0 1 4 97 234 150 23 2 0 0 0 0 0 0 0 1000 496 0 1 1 8 124 257 94 11 0 0 0 0 0 0 0 0 1100 497 0 1 7 9 80 206 173 21 0 0 0 0 0 0 0 0 1200 535 0 1 1 9 58 243 192 26 4 1 0 0 0 0 0 0 1300 510 0 0 4 5 74 277 135 14 0 1 0 0 0 0 0 0 1400 543 21 94 122 42 87 111 55 11 0 0 0 0 0 0 0 0 1500 567 0 1 3 23 144 272 115 9 0 0 0 0 0 0 0 0 1600 606 0 0 3 6 125 321 137 14 0 0 0 0 0 0 0 0 1700 557 0 2 9 20 126 275 107 17 1 0 0 0 0 0 0 0 1800 329 0 1 2 4 38 158 112 12 2 0 0 0 0 0 0 0 1900 218 0 0 0 0 16 106 78 12 6 0 0 0 0 0 0 0 2000 138 0 0 1 0 15 61 41 18 2 0 0 0 0 0 0 0 2100 99 0 0 0 1 3 22 49 23 1 0 0 0 0 0 0 0 2200 70 0 0 0 0 4 14 37 12 3 0 0 0 0 0 0 0 2300 31 0 0 0 0 0 9 9 10 2 0 1 0 0 0 0 0 Total 7456 21 103 167 206 1309 3347 1921 336 41 3 2 0 0 0 0 0 100.00%0.28%1.38%2.24%2.76%17.56%44.89%25.76%4.51%0.55%0.04%0.03%0.00%0.00%0.00%0.00%0.00% Maximum = 51.1 mph, Minimum = 3.5 mph, Mean = 27.5 mph 85% Speed = 32.27 mph, 95% Speed = 35.06 mph, Median = 27.96 mph 10 mph Pace = 23 - 33, Number in Pace = 5549 (74.42%) Variance = 29.67, Standard Deviation = 5.45 mph Speed Bins (mph) Speed Report Job 1063_1_VHB_ATR 1 Area Hyannis, MA Location West Main Street, west of Pine Street Dir Westbound Wednesday, October 12, 2022 Time Total 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 0000 21 0 0 0 0 0 3 6 10 1 1 0 0 0 0 0 0 0100 10 0 0 0 0 0 0 3 4 3 0 0 0 0 0 0 0 0200 7 0 0 0 0 0 1 4 1 1 0 0 0 0 0 0 0 0300 12 0 0 0 0 0 2 6 3 1 0 0 0 0 0 0 0 0400 10 0 0 0 0 0 2 4 2 2 0 0 0 0 0 0 0 0500 59 0 1 0 0 3 15 24 12 4 0 0 0 0 0 0 0 0600 223 0 0 0 7 32 88 68 23 5 0 0 0 0 0 0 0 0700 454 8 28 16 21 81 180 101 15 4 0 0 0 0 0 0 0 0800 389 0 1 2 7 53 171 115 35 5 0 0 0 0 0 0 0 0900 406 0 0 3 9 46 167 143 36 1 1 0 0 0 0 0 0 1000 415 0 0 1 3 31 153 179 38 9 1 0 0 0 0 0 0 1100 439 0 0 0 5 29 165 199 39 2 0 0 0 0 0 0 0 1200 422 0 0 4 7 41 132 184 50 3 1 0 0 0 0 0 0 1300 428 0 0 15 18 50 171 137 33 4 0 0 0 0 0 0 0 1400 518 0 7 19 50 134 184 109 15 0 0 0 0 0 0 0 0 1500 572 0 12 16 19 75 253 162 33 2 0 0 0 0 0 0 0 1600 600 0 7 37 31 67 209 210 34 4 1 0 0 0 0 0 0 1700 581 0 0 0 3 40 218 269 49 2 0 0 0 0 0 0 0 1800 471 0 0 0 2 54 181 186 38 10 0 0 0 0 0 0 0 1900 339 0 0 0 1 28 131 144 33 2 0 0 0 0 0 0 0 2000 224 0 0 1 1 8 58 115 40 1 0 0 0 0 0 0 0 2100 176 0 0 1 0 4 37 82 45 6 1 0 0 0 0 0 0 2200 88 0 0 1 0 1 20 43 19 3 1 0 0 0 0 0 0 2300 49 0 0 0 0 0 4 22 16 5 2 0 0 0 0 0 0 Total 6913 8 56 116 184 777 2545 2515 623 80 9 0 0 0 0 0 0 100.00%0.12%0.81%1.68%2.66%11.24%36.81%36.38%9.01%1.16%0.13%0.00%0.00%0.00%0.00%0.00%0.00% Maximum = 48.0 mph, Minimum = 2.8 mph, Mean = 29.1 mph 85% Speed = 34.00 mph, 95% Speed = 36.69 mph, Median = 29.64 mph 10 mph Pace = 25 - 35, Number in Pace = 5087 (73.59%) Variance = 29.80, Standard Deviation = 5.46 mph Speed Bins (mph) Speed Report Job 1063_1_VHB_ATR 1 Area Hyannis, MA Location West Main Street, west of Pine Street Dir Westbound Thursday, October 13, 2022 Time Total 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 0000 24 0 0 0 0 0 2 11 8 2 1 0 0 0 0 0 0 0100 12 0 0 0 0 0 0 7 3 2 0 0 0 0 0 0 0 0200 4 0 0 0 0 0 0 2 2 0 0 0 0 0 0 0 0 0300 8 0 0 0 0 0 3 2 3 0 0 0 0 0 0 0 0 0400 11 0 0 0 0 0 0 3 7 1 0 0 0 0 0 0 0 0500 49 0 0 1 0 5 9 19 11 4 0 0 0 0 0 0 0 0600 228 0 1 1 10 42 60 72 35 6 0 1 0 0 0 0 0 0700 445 0 4 12 41 82 180 109 17 0 0 0 0 0 0 0 0 0800 378 0 6 12 9 63 140 116 29 2 1 0 0 0 0 0 0 0900 375 0 0 4 13 65 163 109 20 1 0 0 0 0 0 0 0 1000 372 0 0 3 2 49 154 139 23 2 0 0 0 0 0 0 0 1100 489 0 0 0 3 59 190 201 33 2 1 0 0 0 0 0 0 1200 462 0 0 0 6 40 151 216 45 4 0 0 0 0 0 0 0 1300 462 0 6 9 7 40 200 169 28 3 0 0 0 0 0 0 0 1400 498 6 21 52 52 90 180 86 11 0 0 0 0 0 0 0 0 1500 570 0 9 23 33 115 187 181 22 0 0 0 0 0 0 0 0 1600 600 0 0 0 7 68 281 206 34 4 0 0 0 0 0 0 0 1700 513 0 1 1 2 47 227 195 38 2 0 0 0 0 0 0 0 1800 440 0 0 2 2 65 193 154 24 0 0 0 0 0 0 0 0 1900 314 0 0 0 0 16 115 148 29 6 0 0 0 0 0 0 0 2000 203 0 0 0 0 7 71 93 30 2 0 0 0 0 0 0 0 2100 174 0 0 0 0 2 32 105 29 5 1 0 0 0 0 0 0 2200 89 0 0 0 0 2 17 37 27 6 0 0 0 0 0 0 0 2300 55 0 0 0 0 0 7 26 17 4 1 0 0 0 0 0 0 Total 6775 6 48 120 187 857 2562 2406 525 58 5 1 0 0 0 0 0 100.00%0.09%0.71%1.77%2.76%12.65%37.82%35.51%7.75%0.86%0.07%0.01%0.00%0.00%0.00%0.00%0.00% Maximum = 51.5 mph, Minimum = 1.1 mph, Mean = 28.9 mph 85% Speed = 33.72 mph, 95% Speed = 36.35 mph, Median = 29.42 mph 10 mph Pace = 25 - 35, Number in Pace = 4982 (73.54%) Variance = 28.64, Standard Deviation = 5.35 mph Speed Bins (mph) Volume Report Job 1063_1_VHB_ATR 1 Area Hyannis, MA Location West Main Street, west of Pine Street Wednesday, October 12, 2022 Time Time 0000 11 3 8 1200 241 130 111 0015 7 3 4 1215 228 149 79 0030 10 4 6 1230 225 117 108 0045 8 36 5 15 3 21 1245 265 959 141 537 124 422 0100 5 1 4 1300 221 119 102 0115 3 1 2 1315 230 126 104 0130 2 1 1 1330 222 109 113 0145 3 13 0 3 3 10 1345 260 933 151 505 109 428 0200 4 2 2 1400 246 129 117 0215 2 1 1 1415 217 112 105 0230 1 0 1 1430 273 122 151 0245 8 15 5 8 3 7 1445 325 1061 180 543 145 518 0300 2 0 2 1500 285 137 148 0315 6 2 4 1515 259 120 139 0330 6 2 4 1530 295 163 132 0345 3 17 1 5 2 12 1545 267 1106 114 534 153 572 0400 6 6 0 1600 260 102 158 0415 6 4 2 1615 281 127 154 0430 14 9 5 1630 298 144 154 0445 8 34 5 24 3 10 1645 270 1109 136 509 134 600 0500 26 21 5 1700 270 136 134 0515 36 26 10 1715 325 167 158 0530 60 43 17 1730 299 158 141 0545 71 193 44 134 27 59 1745 278 1172 130 591 148 581 0600 70 40 30 1800 248 121 127 0615 93 48 45 1815 234 105 129 0630 127 80 47 1830 224 94 130 0645 221 511 120 288 101 223 1845 188 894 103 423 85 471 0700 248 136 112 1900 190 93 97 0715 278 170 108 1915 171 98 73 0730 282 163 119 1930 153 48 105 0745 271 1079 156 625 115 454 1945 114 628 50 289 64 339 0800 305 197 108 2000 100 36 64 0815 264 159 105 2015 89 39 50 0830 249 163 86 2030 93 30 63 0845 253 1071 163 682 90 389 2045 66 348 19 124 47 224 0900 257 130 127 2100 69 30 39 0915 242 145 97 2115 63 23 40 0930 236 135 101 2130 72 20 52 0945 227 962 146 556 81 406 2145 70 274 25 98 45 176 1000 261 145 116 2200 53 21 32 1015 222 132 90 2215 31 13 18 1030 229 134 95 2230 46 25 21 1045 221 933 107 518 114 415 2245 29 159 12 71 17 88 1100 197 108 89 2300 24 8 16 1115 236 116 120 2315 24 12 12 1130 234 133 101 2330 15 9 6 1145 257 924 128 485 129 439 2345 18 81 3 32 15 49 Total 14512 7599 6913 WBTotal EB WB Total EB Volume Report Job 1063_1_VHB_ATR 1 Area Hyannis, MA Location West Main Street, west of Pine Street Thursday, October 13, 2022 Time Time 0000 9 3 6 1200 259 137 122 0015 9 3 6 1215 239 125 114 0030 11 3 8 1230 238 137 101 0045 5 34 1 10 4 24 1245 261 997 136 535 125 462 0100 3 0 3 1300 236 121 115 0115 10 5 5 1315 250 133 117 0130 1 0 1 1330 245 131 114 0145 5 19 2 7 3 12 1345 241 972 125 510 116 462 0200 3 1 2 1400 233 111 122 0215 1 1 0 1415 249 148 101 0230 1 1 0 1430 257 127 130 0245 2 7 0 3 2 4 1445 302 1041 157 543 145 498 0300 3 1 2 1500 284 149 135 0315 2 0 2 1515 264 142 122 0330 3 2 1 1530 268 124 144 0345 5 13 2 5 3 8 1545 321 1137 152 567 169 570 0400 4 1 3 1600 308 154 154 0415 7 5 2 1615 290 145 145 0430 9 7 2 1630 311 150 161 0445 16 36 12 25 4 11 1645 297 1206 157 606 140 600 0500 23 18 5 1700 276 136 140 0515 29 20 9 1715 308 184 124 0530 45 33 12 1730 250 116 134 0545 56 153 33 104 23 49 1745 236 1070 121 557 115 513 0600 81 43 38 1800 210 81 129 0615 109 62 47 1815 207 99 108 0630 136 82 54 1830 202 84 118 0645 195 521 106 293 89 228 1845 150 769 65 329 85 440 0700 262 145 117 1900 152 66 86 0715 260 153 107 1915 124 60 64 0730 271 164 107 1930 157 43 114 0745 292 1085 178 640 114 445 1945 99 532 49 218 50 314 0800 294 184 110 2000 101 53 48 0815 256 175 81 2015 78 21 57 0830 251 150 101 2030 72 33 39 0845 239 1040 153 662 86 378 2045 90 341 31 138 59 203 0900 230 125 105 2100 81 29 52 0915 200 123 77 2115 69 26 43 0930 226 131 95 2130 63 25 38 0945 230 886 132 511 98 375 2145 60 273 19 99 41 174 1000 190 101 89 2200 60 24 36 1015 223 119 104 2215 49 19 30 1030 213 133 80 2230 28 13 15 1045 242 868 143 496 99 372 2245 22 159 14 70 8 89 1100 256 139 117 2300 31 11 20 1115 245 128 117 2315 28 13 15 1130 224 103 121 2330 16 3 13 1145 261 986 127 497 134 489 2345 11 86 4 31 7 55 Total 14231 7456 6775 WBTotal EB WB Total EB 715 West Main Street Traffic Impact and Access Study Attachments Seasonal Adjustment Factors Page 16 2019 Traffic Counting Report 5.2. 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 seasonal adjustment factors only produce an estimate of annual ADT for several reasons. First, the adjustment factors for 2012 and subsequent years are based on 2010 data, since MassDOT has not supplied monthly adjustment factors since 2011. Moreover, the permanent stations are located on state highways. Seasonal traffic fluctuations may be different on local roadways and streets. Also, none of the permanent stations are located east of Yarmouth. This is significant because seasonal traffic fluctuations are generally greater in areas with higher seasonal population changes, such as the Outer Cape. For a complete listing of all seasonal adjustment factors from 1983-2011, please see the table on the following page. 2019 Traffic Counting Report Page 17 Table 5: Monthly Adjustment Factors for Cape Cod Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec 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 2001 1.34 1.27 1.18 1.06 0.97 0.86 0.78 0.78 0.94 0.97 1.08 1.13 2000 1.37 1.28 1.20 1.07 0.96 0.87 0.77 0.78 0.93 0.97 1.09 1.14 1999 1.37 1.29 1.23 1.09 0.96 0.87 0.76 0.77 0.94 0.99 1.10 1.15 1998 1.39 1.27 1.23 1.11 0.95 0.87 0.76 0.76 0.93 0.99 1.10 1.16 1997 1.38 1.29 1.22 1.10 0.96 0.86 0.76 0.75 0.92 0.99 1.10 1.19 1996 1.41 1.30 1.22 1.07 0.96 0.86 0.75 0.75 0.91 0.99 1.10 1.19 1995 1.36 1.33 1.24 1.07 0.97 0.86 0.75 0.75 0.90 0.99 1.10 1.19 1994 1.35 1.31 1.25 1.06 0.93 0.86 0.73 0.74 0.89 0.97 1.09 1.15 1993 1.35 1.30 1.24 1.07 0.92 0.85 0.75 0.75 0.90 0.99 1.10 1.17 1992 1.37 1.32 1.29 1.08 0.94 0.87 0.75 0.76 0.90 1.01 1.14 1.21 1991 1.39 1.30 1.22 1.08 0.94 0.87 0.76 0.77 0.95 1.02 1.12 1.20 1990 1.31 1.26 1.16 1.06 0.96 0.85 0.73 0.74 0.94 0.99 1.10 1.22 1989 1.37 1.38 1.25 1.13 0.99 0.89 0.72 0.73 0.94 1.03 1.15 1.17 1988 1.38 1.30 1.21 1.10 0.99 0.83 0.72 0.73 0.91 1.02 1.11 1.15 1987 1.40 1.39 1.23 1.10 0.94 0.85 0.71 0.73 0.96 1.02 1.18 1.25 1986 1.35 1.31 1.21 1.09 1.05 0.84 0.73 0.75 0.96 1.04 1.17 1.22 1985 1.31 1.26 1.17 1.07 0.96 0.92 0.84 0.83 0.97 0.97 1.14 1.16 1984 1.55 1.36 1.46 1.12 1.03 0.85 0.73 0.73 0.94 1.07 1.14 1.24 1983 1.53 1.51 1.30 1.15 0.98 0.82 0.65 0.66 0.87 1.07 1.23 1.30 Source: Massachusetts Highway Department / Mass DOT *2011 is the last year that MassDOT has supplied monthly adjustment factors 715 West Main Street Traffic Impact and Access Study Attachments Public Transit Schedules The Sandwich Line June 26 through September 6, 2021 MONDAY THROUGH FRIDAY www.capecodrta.org The Sandwich Line September 7, 2021 - January 21, 2022 MONDAY THROUGH FRIDAY www.capecodrta.org 715 West Main Street Traffic Impact and Access Study Attachments Crash Data CITY/TOWN : Falmouth COUNT DATE : DISTRICT : 5 UNSIGNALIZED :X SIGNALIZED : 0.57 0.73 ~ INTERSECTION DATA ~ MAJOR STREET :West Main Stret MINOR STREET(S) :Pine Street North West Main Street West Main Stret Pine Street PEAK HOUR VOLUMES 1 2 3 4 5 EB WB NB SB 511 669 201 11 1,392 0.082 16,976 16 # OF YEARS : 5 AVERAGE # OF CRASHES PER YEAR ( A ) :3.20 0.52 RATE = Comments : MassDOT Crash Data (2015-2019), "k" factor from October 2022 ATR on W. Main Street west of Pine Street for 4-5 PM Project Title & Date: 15837.00 Wendys Barnstable 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 October 2022 INTERSECTION DIAGRAM CITY/TOWN : Falmouth COUNT DATE : DISTRICT : 5 UNSIGNALIZED :X SIGNALIZED : 0.57 0.73 ~ INTERSECTION DATA ~ MAJOR STREET :West Main Street MINOR STREET(S) :East Site Dwy North West Main Street West Main Street East Site Driveway PEAK HOUR VOLUMES 1 2 3 4 5 EB WB NB SB 511 669 1,180 0.082 14,390 1 # OF YEARS : 5 AVERAGE # OF CRASHES PER YEAR ( A ) :0.20 0.04 RATE = Comments : MassDOT Crash Data (2015-2019), "k" factor from October 2022 ATR on W. Main Street west of Pine Street for 4-5 PM Project Title & Date: 15837.00 Wendys Barnstable (Label Approaches) INTERSECTION CRASH RATE WORKSHEET October 2022 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 : Falmouth COUNT DATE : DISTRICT : 5 UNSIGNALIZED :X SIGNALIZED : 0.57 0.73 ~ INTERSECTION DATA ~ MAJOR STREET :Pine Street MINOR STREET(S) :East Site Driveway East Site Driveway North Pine Street Pine Street PEAK HOUR VOLUMES 1 2 3 4 5 EB WB NB SB 201 180 381 0.082 4,646 1 # OF YEARS : 5 AVERAGE # OF CRASHES PER YEAR ( A ) :0.20 0.12 RATE = Comments : MassDOT Crash Data (2015-2019), "k" factor from October 2022 ATR on W. Main Street west of Pine Street for 4-5 PM Project Title & Date: 15837.00 Wendys Barnstable (Label Approaches) INTERSECTION CRASH RATE WORKSHEET October 2022 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 : Falmouth COUNT DATE : DISTRICT : 5 UNSIGNALIZED :X SIGNALIZED : 0.57 0.73 ~ INTERSECTION DATA ~ MAJOR STREET :Pine Street MINOR STREET(S) :West Site Driveway West Site Driveway North Pine Street Pine Street PEAK HOUR VOLUMES 1 2 3 4 5 EB WB NB SB 201 180 381 0.082 4,646 0 # OF YEARS : 5 AVERAGE # OF CRASHES PER YEAR ( A ) :0.00 0.00 RATE = Comments : MassDOT Crash Data (2015-2019), "k" factor from October 2022 ATR on W. Main Street west of Pine Street for 4-5 PM Project Title & Date: 15837.00 Wendys Barnstable (Label Approaches) INTERSECTION CRASH RATE WORKSHEET October 2022 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 : Crash Number City Town Name Crash Date Crash Severity Crash Time Max Injury Severity Reported Number of Vehicles Police Agency Type Age of Driver - Youngest Known Age of Driver - Oldest Known Driver Contributing Circumstances (All Drivers) Light Conditions Manner of Collision Non-Motorist Type (All Persons) Road Surface Condition Total Fatalities Total Non-Fatal Injuries Vehicle 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 Roadway 4064309 BARNSTABLE 07/04/2015 Non-fatal injury 11:41 AM Non-fatal injury - Possible 2 Local police 18-20 65-74 D1: (Failed to yield right of way) / D2: (No improper driving) Daylight Angle Dry 0 2 V1: Travelling straight ahead / V2: Travelling straight ahead V1:(Passenger car) / V2:(Passenger car) V1: N / V2: W Cloudy 15-618-AC V1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) WEST MAIN ST / PINE ST 4094032 BARNSTABLE 09/24/2015 Property damage only (none injured) 5:29 PM No injury 2 Local police 18-20 55-64 D1: (No improper driving) / D2: (Inattention) Daylight Rear-end Dry 0 0 V1: Slowing or stopped in traffic / V2: Travelling straight ahead V1:(Passenger car) / V2:(Passenger car) V1: E / V2: E Clear/Rain 15-939-AC V1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) 644 WEST MAIN ST 4207595 BARNSTABLE 06/19/2016 Property damage only (none injured) 3:53 PM No injury 2 Local police 16-17 35-44 D1: (Inattention),(Visibility obstructed) / D2: (No improper driving) Daylight Angle Dry 0 0 V1: Travelling straight ahead / V2: Travelling straight ahead V1:(Passenger car) / V2:(Light truck(van, mini-van, pickup, sport utility)) V1: N / V2: W Clear 16-484-AC V1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) PINE ST / WEST MAIN ST 4298783 BARNSTABLE 11/05/2016 Non-fatal injury 7:52 AM Non-fatal injury - Possible 2 Local police 18-20 21-24 D1: (Glare) / D2: (No improper driving) Daylight Rear-end Dry 0 2 V1: Travelling straight ahead / V2: Slowing or stopped in traffic V1:(Passenger car) / V2:(Passenger car) V1: E / V2: E Clear 16-1029-AC V1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) 644 WEST MAIN ST 4298949 BARNSTABLE 12/07/2016 Property damage only (none injured) 2:21 PM No injury 3 Local police 45-54 65-74 D1: (No improper driving) / D2: (No improper driving) / D3: (Unknown) Daylight Rear-end Wet 0 0 V1: Entering traffic lane / V2: Slowing or stopped in traffic / V3: Travelling straight ahead V1:(Passenger car) / V2:(Bus (seats for 16 or more, including driver)) / V3:(Light truck(van, mini-van, pickup, sport utility)) V1: S / V2: W / V3: W Cloudy 16-1127-AC V1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) / V3:(Collision with motor vehicle in traffic) WEST MAIN STREET / PINE STREET 4394393 BARNSTABLE 42934 Non-fatal injury 3:59 PM Non-fatal injury - Non- incapacitating 1 Local police 45-54 45-54 D1: (No improper driving) Daylight Sideswipe, opposite direction P1: Cyclist Dry 0 1 V1: Turning right V1:(Passenger car) V1: E Clear 17-671-AC V1:(Collision with cyclist (bicycle, tricycle, unicycle, pedal car)) 675 WEST MAIN STREET 4397546 BARNSTABLE 42934 Non-fatal injury 3:59 PM Non-fatal injury - Non- incapacitating 1 Local police 45-54 45-54 D1: (No improper driving) Daylight Sideswipe, opposite direction P1: Cyclist Dry 0 1 V1: Turning right V1:(Passenger car) V1: E Clear 17-671-AC V1:(Collision with cyclist (bicycle, tricycle, unicycle, pedal car)) 675 WEST MAIN STREET 4398942 BARNSTABLE 42936 Non-fatal injury 3:06 PM Non-fatal injury - Non- incapacitating 2 Local police 16-17 16-17 D1: (No improper driving) / D2: (Visibility obstructed) Daylight Angle Dry 0 1 V1: Travelling straight ahead / V2: Entering traffic lane V1:(Passenger car) / V2:(Passenger car) V1: W / V2: N Clear 17-685-AC / 17-685-AC V1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) PINE ST / WEST MAIN ST 4410362 BARNSTABLE 42934 Property damage only (none injured) 5:32 PM No injury 2 Local police 18-20 25-34 D1: (No improper driving) / D2: (Failed to yield right of way) Daylight Angle Dry 0 0 V1: Travelling straight ahead / V2: Turning left V1:(Passenger car) / V2:(Passenger car) V1: E / V2: S Clear 17-673-AC / 17-673-AC V1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) WEST MAIN ST / PINE ST 4454514 BARNSTABLE 43048 Property damage only (none injured) 4:32 PM No injury 3 Local police 35-44 45-54 D1: (No improper driving) / D2: (Followed too closely) / D3: (Distracted) Daylight Rear-end Dry 0 0 V1: Slowing or stopped in traffic / V2: Slowing or stopped in traffic / V3: Travelling straight ahead V1:(Passenger car) / V2:(Light truck(van, mini-van, pickup, sport utility)) / V3:(Passenger car) V1: E / V2: E / V3: E Clear 17-1130-AC V1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) / V3:(Collision with motor vehicle in traffic) 644 WEST MAIN ST 4462026 BARNSTABLE 43069 Property damage only (none injured) 7:13 AM No injury 2 Local police 18-20 55-64 D1: (Visibility obstructed) / D2: (No improper driving) Daylight Rear-end Dry 0 0 V1: Travelling straight ahead / V2: Slowing or stopped in traffic V1:(Passenger car) / V2:(Passenger car) V1: E / V2: E Clear 17-1212-AC V1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) 644 WEST MAIN ST 4473984 BARNSTABLE 43088 Property damage only (none injured) 2:14 PM No injury 2 Local police 45-54 55-64 D1: (Followed too closely) / D2: (No improper driving) Daylight Rear-end Dry 0 0 V1: Turning right / V2: Slowing or stopped in traffic V1:(Passenger car) / V2:(Passenger car) V1: E / V2: E Clear/Other 17-1285-AC V1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) WEST MAIN ST / PINE ST 4481193 BARNSTABLE 43102 Property damage only (none injured) 2:18 PM No injury 2 Local police 45-54 >84 D1: (Failed to yield right of way) / D2: (No improper driving) Daylight Angle Dry 0 0 V1: Entering traffic lane / V2: Travelling straight ahead V1:(Passenger car) / V2:(Passenger car) V1: S / V2: E Clear 18-4-AC V1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) PINE STREET / WEST MAIN STREET / UNNAMED ROAD 4563507 BARNSTABLE 43290 Non-fatal injury 11:13 AM Non-fatal injury - Non- incapacitating 4 Local police 55-64 75-84 D1: (No improper driving) / D2: (Failed to yield right of way) / D3: (No improper driving) / D4: (No improper driving) Daylight Angle Dry 0 1 V1: Travelling straight ahead / V2: Turning left / V3: Slowing or stopped in traffic / V4: Slowing or stopped in traffic V1:(Passenger car) / V2:(Passenger car) / V3:(Passenger car) / V4:(Light truck(van, mini-van, pickup, sport utility)) V1: E / V2: N / V3: W / V4: W Clear 18-640-AC / 18-640-AC V1:(Overturn/rollover) / V2:(Collision with motor vehicle in traffic) / V3:(Collision with motor vehicle in traffic) / V4:(Collision with motor vehicle in traffic) WEST MAIN ST / PINE ST 4578587 BARNSTABLE 43314 Non-fatal injury 4:52 PM Non-fatal injury - Possible 2 Local police 21-24 45-54 D1: (Failed to yield right of way),(Inattention) / D2: (No improper driving) Daylight Angle Dry 0 1 V1: Travelling straight ahead / V2: Travelling straight ahead V1:(Passenger car) / V2:(Passenger car) V1: S / V2: E Clear 18-747-AC V1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) PINE ST / WEST MAIN ST 4706190 BARNSTABLE 43602 Property damage only (none injured) 2:15 PM No Apparent Injury (O) 2 Local police 35-44 75-84 D1: (No improper driving) / D2: (Failed to yield right of way) Daylight Angle Dry 0 0 V1: Travelling straight ahead / V2: Turning right V1:(Passenger car) / V2:(Passenger car) V1: E / V2: N Clear 19-394-AC / 19-394-AC V1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) WEST MAIN ST / PINE ST Crash Number City Town Name Crash Date Crash Severity Crash Time Max Injury Severity Reported Number of Vehicles Police Agency Type Age of Driver - Youngest Known Age of Driver - Oldest Known Driver Contributing Circumstances (All Drivers) Light Conditions Manner of Collision Non-Motorist Type (All Persons) Road Surface Condition Total Fatalities Total Non-Fatal Injuries Vehicle 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 Roadway 4112078 BARNSTABLE 42313 Property damage only (none injured) 2:31 PM No injury 2 Local police 65-74 65-74 D1: (No improper driving) / D2: (Failed to yield right of way),(Inattention) Daylight Angle Dry 0 0 V1: Travelling straight ahead / V2: Entering traffic lane V1:(Passenger car) / V2:(Passenger car) V1: W / V2: W Clear 15-1080-AC V1:(Collision with motor vehicle in traffic) / V2:(Collision with motor vehicle in traffic) 744 WEST MAIN STREET PINE STREET Crash Number City Town Name Crash Date Crash Severity Crash Time Max Injury Severity Reported Number of Vehicles Police Agency Type Age of Driver - Youngest Known Age of Driver - Oldest Known Driver Contributing Circumstances (All Drivers) Light Conditions Manner of Collision Non-Motorist Type (All Persons) Road Surface Condition Total Fatalities Total Non-Fatal Injuries Vehicle 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 Roadway 3997871 BARNSTABLE 42021 Property damage only (none injured) 1:23 AM No injury 1 Local police 25-34 25-34 D1: (Swerving or avoiding due to wind, slippery surface, vehicle, object, non-motorist in roadway, etc) Dark - lighted roadway Single vehicle crash Dry 0 0 V1: Travelling straight ahead V1:(Passenger car) V1: E Clear 15-51-AC V1:(Collision with curb) PINE STREET CENTERVILLE WEST MAIN STREET West Main Street at Pine Street West Main Street at East Site Driveway Pine Street at East Site Driveway 715 West Main Street Traffic Impact and Access Study Attachments Historic Growth Data 2019 Traffic Counting Report Page 23 7.2. CAPE-WIDE TRAFFIC The chart below shows ten-year moving average traffic growth beginning the period 1988-1998. This chart has been updated using an improved methodology as compared to previous traffic counting reports. After several periods of positive growth, declines began in the period 1998- 2008. The ten-year period between 2009 and 2019 shows a fourth period in a row with ten-year positive growth. In 1999-2009, we see the most severe 10-year drop in traffic volumes since the CCC has been keeping track of the statistic (-9.64%). While one may be tempted to assume this means traffic has decreased in 2009 since 2008, it is important to remember that the 10-year period ending in 2008 includes comparisons beginning with 1998 – a year that had significantly lower traffic volumes than the year 1999. 1999 volumes are included in the 10-year analysis for 1999-2009 and contribute to the 10-year decline Figure 3: Percentage Change for 10-Year Periods -15 -10 -5 0 5 10 15 20 1988-19981989-19991990-20001991-20011992-20021993-20031994-20041995-20051996-20061997-20071998-20081999-20092000-20102001-20112002-20122003-20132004-20142005-20152006-20162007-20172008-20182009-2019Percent Change Page 24 2019 Traffic Counting Report for the period. Cape-wide traffic actually increased from 2008 to 2009 by 2.9%. The following table shows the growth rates for various sub-regions and roads of Cape Cod over a 10-year period. The average annual growth rate between 2009 and 2019 is 3.99% for all of Cape Cod. From 2009 to 2019 all four regions on Cape Cod showed positive growth. Three of the four regions showed positive one-year growth, with the highest being the Lower-Cape. Table 8: Cape Cod Summer Traffic Growth by Subregion Region* Number of Comparisons** 10-Year Total Growth (%) 10-Year Annual Average Growth Rate (%) One-Year Growth Rate 2018-2019 (%) Upper Cape 160 6.10 0.59 1.29 Mid-Cape 151 1.85 0.18 3.00 Lower Cape 108 2.42 0.23 4.07 Outer Cape 79 6.15 0.59 -4.52 All Roads 498 3.99 0.39 2.15 *Upper = Bourne, Sandwich, Falmouth, Mashpee | Mid = Barnstable, Yarmouth, Dennis Lower = Harwich, Chatham, Brewster, Orleans | Outer = Eastham, Wellfleet, Truro, Provincetown ** Corresponds to ten-year analysis only Regarding the modest traffic volume change from 2009 to 2019 (0.39% per year), it is unclear what is responsible for the stagnation. The Cape- wide population has shown a moderate decline during a portion of this time period (see following table), but conventional trip generators (commercial establishments, residences, etc.) have not been reduced. 2019 Traffic Counting Report Page 25 Table 9: Barnstable County Population Estimate 1990 2000 2010 % Change 2000-2010 Population 186,605 222,230 215,888 -2.85% Source: U.S. Census Bureau, Census 2010, Census 2000, Census 1990 Figure 4: Sub regions’ 10-year Average Annual Growth Rate (%) 0.59 0.23 0.18 0.59 0.39 715 West Main Street Traffic Impact and Access Study Attachments Background Development-Generated Trip Calculations 751 West Main Street Hyannis, Massachusetts ITE TRIP GENERATION WORKSHEET (10th Edition, Updated 2017)Background Project - Dollar General at 326 W Main Street (Variety Store LUC shares the most characteristics with Dollar General) LANDUSE:Variety Store LANDUSE CODE:814 Independent Variable --- 1,000 Sq. Feet Gross Floor Area SETTING/LOCATION:General Urban/Suburban JOB NAME:FLOOR AREA (KSF) a:9.30 JOB NUMBER: RATES:Total Trip Ends Independent Variable Range # Studies R^2 Average Low High Average Low High Enter Exit DAILY 25 -- 63.47 20.51 133.68 9 7 17 50% 50% AM PEAK OF GENERATOR 25 -- 4.52 1.68 11.87 9 7 17 50% 50% PM PEAK OF GENERATOR 25 -- 7.42 2.54 13.95 9 7 17 50% 50% TRIPS:BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 590 295 295 N/A N/A N/A AM PEAK OF GENERATOR 42 21 21 N/A N/A N/A PM PEAK OF GENERATOR 69 34 34 N/A N/A N/A *Using peak hour of generator as specified in Cape Cod Comission Transportation Technical Bulletin (February 2019) a - Proposed store square footage based on average size of other Dollar General stores recently constructed in southeastern Massachusetts Address Size (sf) Wareham - 3137 Cranberry Highway 9,354 Carver - 44 N Main Street 9,442 New Bedford - 893 Church Street 9,100 Based on assessor's database for each store Average Size: 9,299 WEEKDAY Directional Distribution \\vhb\gbl\proj\Wat-TS\15053.00 Couto DD Drive Thru\ssheets\Trip Generation_W Main Street VHB 751 West Main Street Hyannis, Massachusetts Background Project-Generated Trips Dollar General - 326 West Main Street Time Period Trip Generation Summary Trip Assignment 3 Net Gross Pass-By Vehicle to/from to/from Trips Trips 2 Trips east west Weekday Morning Peak Hour 25% Enter 21 5 16 8 8 Exit 21 5 16 8 8 Total 42 10 32 16 16 Weekday Evening Peak Hour 34% Enter 34 11 23 11 12 Exit 34 11 23 11 12 Total 69 22 47 22 24 1 Trip generation estimate based on ITE LUC 814 (Variety Store) for 9,300 sf using average rates. 2 Pass-By rates applied based on LUC 820 (Shopping Center) due to lack of pass-by data for LUC 814. 3 Assume 50/50 split between east and west on West Main Street based on ATR presented in Table 1. To be conservative, assume all trips to/from the west will travel past the Site at 751 W Main Street Dollar General 1 Dollar General \\vhb\gbl\proj\Wat-TS\15053.00 Couto DD Drive Thru\ssheets\Trip Generation_W Main Street VHB ITE TRIP GENERATION WORKSHEET (10th Edition, Updated 2017)Background Project - Bell Tower Mall, 1600 Falmouth Road Assume 25% of trips travel past 751 West Main St LANDUSE:Multi-Family Housing (Low-Rise - 1-2 Story) LANDUSE CODE:220 Independent Variable --- Number of Units SETTING/LOCATION:General Urban/Suburban JOB NAME:26 units JOB NUMBER: RATES:Total Trip Ends Independent Variable Range # Studies R^2 Average Low High Average Low High Enter Exit DAILY 29 0.96 7.32 4.45 10.97 168 5 590 50% 50% AM PEAK OF GENERATOR 36 0.91 0.56 0.34 0.97 161 5 495 28% 72% PM PEAK OF GENERATOR 35 0.94 0.67 0.41 1.25 146 5 495 59% 41% AM PEAK (ADJACENT ST) 42 0.90 0.46 0.18 0.74 199 5 650 23% 77% PM PEAK (ADJACENT ST) 50 0.86 0.56 0.18 1.25 187 5 650 63% 37% TRIPS:BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 190 95 95 156 78 78 AM PEAK OF GENERATOR 15 4 10 16 4 12 PM PEAK OF GENERATOR 17 10 7 19 11 8 AM PEAK (ADJACENT ST)12 3 9 13 3 10 PM PEAK (ADJACENT ST)15 9 5 18 11 7 RATES:Total Trip Ends Independent Variable Range # Studies R^2 Average Low High Average Low High Enter Exit DAILY 5 0.93 8.14 3.36 11.40 89 48 148 50% 50% PEAK OF GENERATOR 5 0.92 0.70 0.41 0.93 89 48 148 N/A N/A TRIPS:BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 212 106 106 -157 -79 -79 Caution - Small S PEAK OF GENERATOR 18 N/A N/A -5 N/A N/A Caution - Small S RATES:Total Trip Ends Independent Variable Range # Studies R^2 Average Low High Average Low High Enter Exit DAILY 5 0.96 6.28 2.61 8.22 89 48 148 50% 50% PEAK OF GENERATOR 5 0.93 0.67 0.36 0.93 89 48 148 N/A N/A TRIPS:BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 163 82 82 -79 -39 -39 Caution - Small S PEAK OF GENERATOR 17 N/A N/A -11 N/A N/A Caution - Small S Directional Distribution Directional Distribution Directional Distribution WEEKDAY SATURDAY SUNDAY ITE TRIP GENERATION WORKSHEET (10th Edition, Updated 2017)Background Project - 35 Scudder Ave Assume 40% of trips travel past 751 West Main St LANDUSE:Mid-Rise Residential LANDUSE CODE:221 Independent Variable --- Number of Units SETTING/LOCATION:General Urban/Suburban JOB NAME:312 units JOB NUMBER: RATES:Total Trip Ends Independent Variable Range # Studies R^2 Average Low High Average Low High Enter Exit DAILY 27 0.77 5.44 1.27 12.50 205 21 494 50% 50% AM PEAK OF GENERATOR 48 0.69 0.32 0.06 0.77 225 21 1,168 27% 73% PM PEAK OF GENERATOR 47 0.66 0.41 0.09 1.26 211 21 1,168 60% 40% AM PEAK (ADJACENT ST) 53 0.67 0.36 0.06 1.61 207 26 703 26% 74% PM PEAK (ADJACENT ST) 60 0.72 0.44 0.15 1.11 208 26 703 61% 39% TRIPS:BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 1,697 849 849 1,699 849 849 AM PEAK OF GENERATOR 100 27 73 90 24 65 PM PEAK OF GENERATOR 128 77 51 112 67 45 AM PEAK (ADJACENT ST)112 29 83 104 27 77 PM PEAK (ADJACENT ST)137 84 54 132 81 52 RATES:Total Trip Ends Independent Variable Range # Studies R^2 Average Low High Average Low High Enter Exit DAILY 6 0.73 4.91 4.03 8.51 224 111 336 50% 50% PEAK OF GENERATOR 8 0.89 0.44 0.34 0.73 264 111 462 49% 51% TRIPS:BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 1,532 766 766 1,366 683 683 PEAK OF GENERATOR 137 67 70 138 68 70 RATES:Total Trip Ends Independent Variable Range # Studies R^2 Average Low High Average Low High Enter Exit DAILY 6 -- 4.09 3.06 8.41 224 111 336 50% 50% PEAK OF GENERATOR 6 -- 0.39 0.26 1.07 224 111 336 62% 38% TRIPS:BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 1,276 638 638 N/A N/A N/A PEAK OF GENERATOR 122 75 46 N/A N/A N/A Directional Distribution Directional Distribution Directional Distribution WEEKDAY SATURDAY SUNDAY ITE TRIP GENERATION WORKSHEET (10th Edition, Updated 2017)Background Project - 720 Main Street Assume 40% of trips travel past 751 West Main St LANDUSE:Mid-Rise Residential LANDUSE CODE:221 Independent Variable --- Number of Units SETTING/LOCATION:General Urban/Suburban JOB NAME:40 units JOB NUMBER: RATES:Total Trip Ends Independent Variable Range # Studies R^2 Average Low High Average Low High Enter Exit DAILY 27 0.77 5.44 1.27 12.50 205 21 494 50% 50% AM PEAK OF GENERATOR 48 0.69 0.32 0.06 0.77 225 21 1,168 27% 73% PM PEAK OF GENERATOR 47 0.66 0.41 0.09 1.26 211 21 1,168 60% 40% AM PEAK (ADJACENT ST) 53 0.67 0.36 0.06 1.61 207 26 703 26% 74% PM PEAK (ADJACENT ST) 60 0.72 0.44 0.15 1.11 208 26 703 61% 39% TRIPS:BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 218 109 109 216 108 108 AM PEAK OF GENERATOR 13 3 9 16 4 12 PM PEAK OF GENERATOR 16 10 7 20 12 8 AM PEAK (ADJACENT ST)14 4 11 14 4 10 PM PEAK (ADJACENT ST)18 11 7 18 11 7 RATES:Total Trip Ends Independent Variable Range # Studies R^2 Average Low High Average Low High Enter Exit DAILY 6 0.73 4.91 4.03 8.51 224 111 336 50% 50% PEAK OF GENERATOR 8 0.89 0.44 0.34 0.73 264 111 462 49% 51% TRIPS:BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 196 98 98 539 269 269 PEAK OF GENERATOR 18 9 9 24 12 12 RATES:Total Trip Ends Independent Variable Range # Studies R^2 Average Low High Average Low High Enter Exit DAILY 6 -- 4.09 3.06 8.41 224 111 336 50% 50% PEAK OF GENERATOR 6 -- 0.39 0.26 1.07 224 111 336 62% 38% TRIPS:BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 164 82 82 N/A N/A N/A PEAK OF GENERATOR 16 10 6 N/A N/A N/A Directional Distribution WEEKDAY Directional Distribution SATURDAY Directional Distribution SUNDAY Page 1 of 1 TRAFFIC GROWTH CALCULATIONS 25% past site 25%40% past site 40% past site 100% past site 10% past site INTERSECTION MOVEMENT MOVEMENT AM PM MID SAT AM PM MID SAT AM PM MID SAT AM PM MID SAT AM PM MID SAT AM PM MID SAT 1. WEST MAIN STREET AT PINE STREET / BARNSTABLE HS DRIVEWAY West Main Street EB L EB T 3 2 3 4 10 27 14 26 2 5 2 2 10 5 4 4 2 3 1 2 27 42 24 38 EB R West Main Street WB L WB T 1 3 3 4 26 18 15 26 5 3 2 2 10 5 4 4 2 3 1 2 44 32 25 38 WB R Pine Street NB L NB T NB R Barnstable HS Driveway SB L SB T SB R 2. WEST MAIN STREET AT SITE DRIVEWAY EB T 3 2 3 4 10 27 14 26 2 5 2 2 10 5 4 4 2 3 1 2 27 42 24 38 EB R WB L WB T 1 3 3 4 26 18 15 26 5 3 2 2 10 5 4 4 2 3 1 2 44 32 25 38 NB L NB R 3. PINE STREET AT SITE DRIVEWAY (EAST) EB L EB T WB T WB R SB L SB R 4. PINE STREET AT SITE DRIVEWAY (WEST) EB L EB T WB T WB R SB L SB R Bell Tower Mall (1600 Falmouth Road) 35 Scudder Avenue 720 Main Street 751 W. Main Street 850 Falmouth Road BACKGROUND DEVELOPMENTS BACKGROUND DEVELOPMENTS Based on ITE \\mawald\0787001\ssheets\Traffic\Volumes_W Main Street_2022_v3.xlsx, Background 12/1/2022 VHB 12/1/2022, 1:05 PM 715 West Main Street Traffic Impact and Access Study Attachments Trip Generation Calculations ITE TRIP GENERATION WORKSHEET (11th Edition, Updated 2021) LANDUSE:Shopping Center LANDUSE CODE:912 Independent Variable --- 1,000 Sq. Feet Gross Floor Area SETTING/LOCATION:Drive-in Bank JOB NAME:FLOOR AREA (KSF):3.1 JOB NUMBER:15837 RATES:Total Trip Ends Independent Variable Range # Studies R^2 Average Low High Average Low High Enter Exit DAILY 19 -- 100.35 32.67 408.42 6 2.02 15.00 50% 50% AM PEAK OF GENERATOR 51 -- 14.78 4.18 47.03 5 1.50 15.00 53% 47% PM PEAK OF GENERATOR 57 -- 20.92 4.54 68.50 5 2.00 15.00 50% 50% AM PEAK (ADJACENT ST) 44 -- 9.95 2.12 29.47 5 2.02 15.00 58% 42% PM PEAK (ADJACENT ST) 114 -- 21.01 3.04 109.91 4 0.58 15.00 50% 50% TRIPS:BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 314 157 157 -- -- -- AM PEAK OF GENERATOR 46 25 22 -- -- -- PM PEAK OF GENERATOR 66 33 33 -- -- -- AM PEAK (ADJACENT ST)31 18 13 -- -- -- PM PEAK (ADJACENT ST)66 33 33 -- -- -- RATES:Total Trip Ends Independent Variable Range # Studies R^2 Average Low High Average Low High Enter Exit DAILY 5 -- 86.48 42.46 171.78 3 2.02 5.12 50% 50% PEAK OF GENERATOR 4 -- 26.35 7.18 107.00 4 2.00 12.00 51% 49% TRIPS:BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 271 135 135 -- -- -- PEAK OF GENERATOR 83 42 40 -- -- -- RATES:Total Trip Ends Independent Variable Range # Studies R^2 Average Low High Average Low High Enter Exit DAILY 5 --31.96 23.41 69.31 3 2.02 5.12 50% 50% PEAK OF GENERATOR 5 0.65 4.79 3.68 7.43 3 2.02 5.12 N/A N/A TRIPS:BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 100 50 50 -- -- -- PEAK OF GENERATOR 15 -- -- -- -- -- Directional Distribution WEEKDAY Directional Distribution SATURDAY Directional Distribution SUNDAY \\gbldata\projects\Wat-TS\15837.00\ssheets\Trip Gen\Trip Gen AS.xlsxLUC912-Drive In Bank 12/1/2022 ITE TRIP GENERATION WORKSHEET (11th Edition, Updated 2021) LANDUSE:Fast-Food Restaurant with Drive-Through LANDUSE CODE:934 Independent Variable --- 1,000 Sq. Feet Gross Floor Area SETTING/LOCATION:General Urban/Suburban JOB NAME:3.1 KSF JOB NUMBER:15837 RATES:Total Trip Ends Independent Variable Range # Studies R^2 Average Low High Average Low High Enter Exit DAILY 71 -- 467.48 98.89 1137.66 3 1.20 8.92 50% 50% AM PEAK OF GENERATOR 118 -- 50.57 7.28 164.25 3 1.00 8.92 52% 48% PM PEAK OF GENERATOR 135 -- 50.94 13.36 159.07 3 1.00 8.92 51% 49% AM PEAK (ADJACENT ST) 96 -- 44.61 1.05 164.25 4 1.29 8.92 51% 49% PM PEAK (ADJACENT ST) 190 -- 33.03 8.77 117.22 3 1.14 8.92 52% 48% TRIPS:BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 1,464 732 732 -- -- -- AM PEAK OF GENERATOR 158 82 76 -- -- -- PM PEAK OF GENERATOR 160 81 78 -- -- -- AM PEAK (ADJACENT ST)140 71 68 -- -- -- PM PEAK (ADJACENT ST)103 54 50 -- -- -- RATES:Total Trip Ends Independent Variable Range # Studies R^2 Average Low High Average Low High Enter Exit DAILY 17 -- 616.12 218.91 1410.88 3 1.50 5.50 50% 50% PEAK OF GENERATOR 53 -- 55.25 11.25 122.92 4 1.50 7.50 51% 49% TRIPS:BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 1,930 965 965 -- -- -- PEAK OF GENERATOR 173 88 85 -- -- -- RATES:Total Trip Ends Independent Variable Range # Studies R^2 Average Low High Average Low High Enter Exit DAILY 15 -- 472.58 213.45 953.97 3 1.50 5.50 50% 50% PEAK OF GENERATOR 10 -- 55.15 26.55 98.15 3 1.50 5.50 48% 52% TRIPS:BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 1,480 740 740 -- -- -- PEAK OF GENERATOR 173 83 90 -- -- -- Directional Distribution WEEKDAY Directional Distribution SATURDAY Directional Distribution SUNDAY \\gbldata\projects\Wat-TS\15837.00\ssheets\Trip Gen\Trip Gen AS.xlsxLUC 934-Fast Food w Drive Thru 12/1/2022 ITE TRIP GENERATION WORKSHEET (11th Edition, Updated 2021) LANDUSE:Fast-Food Restaurant without Drive-Through Window LANDUSE CODE:933 Independent Variable --- 1,000 Sq. Feet Gross Floor Area SETTING/LOCATION:General Urban/Suburban JOB NAME:FLOOR AREA (KSF):3.1 JOB NUMBER:15837 RATES:Total Trip Ends Independent Variable Range # Studies R^2 Average Low High Average Low High Enter Exit DAILY 6 --450.49 95.91 1053.57 1 0.22 3 50% 50% AM PEAK OF GENERATOR 9 --53.43 24.60 272.32 2 0.22 4 53% 47% PM PEAK OF GENERATOR 12 --52.77 21.74 241.07 2 0.22 5 50% 50% AM PEAK (ADJACENT ST) 3 --43.18 39.55 45.58 3 1 4 58% 42% PM PEAK (ADJACENT ST) 8 --33.21 10.23 89.29 2 0.22 5 50% 50% TRIPS:BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 1,411 705 705 -- -- -- AM PEAK OF GENERATOR 167 89 79 -- -- -- PM PEAK OF GENERATOR 165 83 83 -- -- -- AM PEAK (ADJACENT ST)135 78 57 -- -- -- PM PEAK (ADJACENT ST)104 52 52 -- -- -- RATES:Total Trip Ends Independent Variable Range # Studies R^2 Average Low High Average Low High Enter Exit DAILY 1 --696.00 696.00 696.00 1 1 1 50% 50% PEAK OF GENERATOR 1 --54.60 54.60 54.60 4.67 4.67 4.67 49% 51% TRIPS:BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 2,180 1,090 1,090 -- -- -- PEAK OF GENERATOR 171 84 87 -- -- -- RATES:Total Trip Ends Independent Variable Range # Studies R^2 Average Low High Average Low High Enter Exit DAILY 1 --500.00 500.00 500.00 1 1 1 50% 50% PEAK OF GENERATOR ------ -- -- -- -- -- -- -- TRIPS:BY AVERAGE BY REGRESSION Total Enter Exit Total Enter Exit DAILY 1,566 783 783 -- -- -- PEAK OF GENERATOR -- -- -- -- -- -- Directional Distribution WEEKDAY Directional Distribution SATURDAY Directional Distribution SUNDAY LUC 934 LUC 933 Difference Weekday Daily Enter 732 705 27 Exit 732 705 27 Total 1,464 1,411 53 Weekday Morning Enter 71 78 (7) Exit 68 57 12 Total 140 135 4 Weekday Evening Enter 54 52 2 Exit 50 52 (2) Total 103 104 (1) Based on ITE Trip Generation 11th Edition (2021) Proposed LUC 934 (Fast Food with Drive Thru) - 3.132 ksf using Average Compared LUC 933 (Fast Food without Drive-Thru) - 3.132 ksf using Average ITE Trip Generation Volume Report Job 1063_1_VHB_ATR 2 Area Hyannis, MA Location 554 Iyannough Road (Route 132) Wendy's North Driveway Thursday, October 13, 2022 EB EB EB EB EB EB EB WB WB WB WB WB WB WB Bike Motorcycle Automobile Bus Single-Unit Multi-Unit Total Bike Motorcycle Automobile Bus Single-Unit Multi-Unit Total Time Truck Truck Volume Truck Truck Volume 0000 0 0 0 0 0 0 0 0 0 2 0 0 0 2 0015 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0030 0 0 0 0 0 0 0 0 0 2 0 0 0 2 0045 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0115 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0130 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0145 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0200 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0215 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0230 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0245 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0300 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0315 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0330 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0345 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0400 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0415 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0430 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0445 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0500 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0515 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0530 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0545 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0600 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0615 0 0 1 0 0 0 1 0 0 1 0 0 0 1 0630 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0645 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0700 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0715 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0730 0 0 1 0 0 0 1 0 0 1 0 0 0 1 0745 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0800 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0815 0 0 0 0 0 0 0 0 0 2 0 0 0 2 0830 0 0 0 0 0 0 0 0 0 3 0 0 0 3 0845 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0900 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0915 0 0 1 0 0 0 1 0 0 2 0 0 0 2 0930 0 0 2 0 0 0 2 0 0 0 0 0 0 0 0945 0 0 2 0 0 0 2 0 0 0 0 0 0 0 1000 0 0 0 0 0 0 0 0 0 2 0 0 0 2 1015 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1030 0 0 0 0 0 0 0 0 0 2 1 0 0 3 1045 0 0 1 0 0 0 1 0 0 1 0 0 0 1 1100 0 0 1 0 0 0 1 0 0 3 0 0 0 3 1115 0 0 3 0 0 0 3 0 0 3 0 0 0 3 1130 0 0 1 0 0 0 1 0 0 6 0 1 0 7 1145 0 0 3 0 0 0 3 0 0 6 1 0 0 7 1200 0 0 6 0 0 0 6 0 0 11 0 0 0 11 1215 0 0 6 0 0 0 6 0 0 11 1 0 0 12 1230 0 0 1 0 0 0 1 0 0 5 0 0 0 5 1245 0 0 2 0 0 0 2 0 0 10 0 0 0 10 1300 0 0 3 0 0 0 3 0 0 6 0 0 0 6 1315 0 0 0 0 0 0 0 0 0 12 0 0 0 12 1330 0 0 2 0 0 0 2 0 0 5 0 0 0 5 1345 0 0 1 0 0 0 1 0 0 9 0 0 0 9 1400 0 0 4 0 0 0 4 1 0 5 0 0 0 6 1415 0 0 1 0 0 0 1 0 0 2 0 0 0 2 1430 0 0 1 0 0 0 1 0 0 4 0 0 0 4 1445 0 0 0 0 0 0 0 0 0 7 0 0 0 7 1500 0 0 2 0 0 0 2 0 0 7 0 0 0 7 1515 0 0 2 0 0 0 2 0 0 0 0 0 0 0 1530 0 0 1 0 0 0 1 0 0 3 0 0 0 3 1545 0 0 1 0 0 0 1 0 0 9 0 0 0 9 1600 0 0 1 0 0 0 1 0 0 2 0 0 0 2 1615 0 0 1 0 0 0 1 0 0 4 0 0 0 4 1630 0 0 0 0 0 0 0 0 0 2 0 0 0 2 1645 0 0 0 0 0 0 0 0 0 5 0 0 0 5 1700 0 0 1 0 0 0 1 0 0 3 0 0 0 3 1715 0 0 2 1 0 0 3 0 0 8 1 0 0 9 1730 0 0 2 0 0 0 2 0 0 7 0 0 0 7 1745 0 0 1 0 0 0 1 0 0 4 0 0 0 4 1800 0 0 0 0 0 0 0 0 0 4 0 0 0 4 1815 0 0 1 0 0 0 1 0 0 3 0 0 0 3 1830 0 0 0 0 0 0 0 0 0 4 0 0 0 4 1845 0 0 0 0 0 0 0 0 0 5 0 0 0 5 1900 0 0 1 0 0 0 1 0 0 5 0 0 0 5 1915 0 0 0 0 0 0 0 0 0 6 0 0 0 6 1930 0 0 0 0 0 0 0 0 0 2 0 0 0 2 1945 0 0 1 0 0 0 1 0 0 4 0 0 0 4 2000 0 0 1 0 0 0 1 0 0 3 0 0 0 3 2015 0 0 0 0 0 0 0 0 0 4 0 0 0 4 2030 0 0 1 0 0 0 1 0 0 1 0 0 0 1 2045 0 0 0 0 0 0 0 0 0 2 0 0 0 2 2100 0 0 0 0 0 0 0 0 0 3 0 0 0 3 2115 0 0 0 0 0 0 0 0 0 5 0 0 0 5 2130 0 0 0 0 0 0 0 0 0 4 0 0 0 4 2145 0 0 0 0 0 0 0 0 0 2 0 0 0 2 2200 0 0 0 0 0 0 0 0 0 1 0 0 0 1 2215 0 0 2 0 0 0 2 0 0 2 0 0 0 2 2230 0 0 0 0 0 0 0 0 0 1 0 0 0 1 2245 0 0 0 0 0 0 0 0 0 1 0 0 0 1 2300 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2315 0 0 0 0 0 0 0 0 0 1 0 0 0 1 2330 0 0 1 0 0 0 1 0 0 0 0 0 0 0 2345 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 67 1 0 0 68 1 0 245 4 1 0 251 Volume Report Job 1063_1_VHB_ATR 3 Area Hyannis, MA Location 554 Iyannough Road (Route 132) Wendy's South Driveway Thursday, October 13, 2022 EB EB EB EB EB EB EB WB WB WB WB WB WB WB Bike Motorcycle Automobile Bus Single-Unit Multi-Unit Total Bike Motorcycle Automobile Bus Single-Unit Multi-Unit Total Time Truck Truck Volume Truck Truck Volume 0000 0 0 11 0 0 0 11 0 0 4 0 0 0 4 0015 0 0 9 0 0 0 9 0 0 8 0 0 0 8 0030 0 0 5 0 0 0 5 0 0 7 0 0 0 7 0045 0 0 3 0 0 0 3 0 0 4 0 0 0 4 0100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0115 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0130 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0145 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0200 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0215 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0230 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0245 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0300 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0315 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0330 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0345 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0400 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0415 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0430 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0445 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0500 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0515 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0530 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0545 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0600 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0615 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0630 0 0 1 0 0 0 1 0 0 1 0 0 0 1 0645 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0700 0 0 1 0 0 0 1 0 0 1 0 0 0 1 0715 0 0 3 0 0 0 3 0 0 1 0 0 0 1 0730 0 0 2 0 0 0 2 0 0 3 0 0 0 3 0745 0 0 6 0 0 0 6 0 0 5 0 0 0 5 0800 0 0 3 0 0 0 3 0 0 3 0 0 0 3 0815 0 0 8 0 0 0 8 0 0 5 0 0 0 5 0830 0 0 6 0 0 0 6 0 0 3 0 0 0 3 0845 0 0 2 0 0 0 2 0 0 2 0 0 0 2 0900 0 0 8 0 0 0 8 0 0 5 0 0 0 5 0915 0 0 3 0 0 0 3 0 0 3 0 0 0 3 0930 0 0 8 0 0 0 8 0 0 9 0 0 0 9 0945 0 0 4 0 0 0 4 0 0 8 0 0 0 8 1000 0 0 6 0 0 0 6 0 0 3 0 0 0 3 1015 0 0 4 0 0 0 4 0 0 7 0 0 0 7 1030 1 0 0 2 0 0 3 0 0 0 0 0 0 0 1045 0 0 9 0 0 0 9 0 0 5 0 0 0 5 1100 0 0 12 0 0 0 12 0 0 8 0 0 0 8 1115 0 0 12 0 0 0 12 0 0 8 0 0 0 8 1130 0 0 15 0 1 0 16 0 0 10 0 0 0 10 1145 0 0 21 0 0 0 21 0 0 14 0 0 0 14 1200 0 0 25 0 0 0 25 0 0 19 0 0 0 19 1215 0 0 15 1 0 0 16 0 0 14 0 0 0 14 1230 0 0 26 0 0 0 26 0 0 18 0 0 0 18 1245 0 0 24 0 0 0 24 0 0 18 0 0 0 18 1300 0 0 18 0 0 0 18 0 0 13 0 0 0 13 1315 0 0 19 0 0 0 19 0 0 11 0 0 0 11 1330 0 0 17 0 0 0 17 0 0 13 0 0 0 13 1345 0 0 13 0 0 0 13 0 0 8 0 0 0 8 1400 0 0 20 0 0 0 20 0 0 14 0 0 0 14 1415 0 0 20 0 0 0 20 0 0 19 0 0 0 19 1430 0 0 17 0 0 0 17 0 0 14 0 0 0 14 1445 0 0 16 0 0 0 16 0 0 15 0 0 0 15 1500 0 0 7 0 0 0 7 0 0 6 0 0 0 6 1515 0 0 9 0 0 0 9 0 0 7 0 0 0 7 1530 0 0 15 0 0 0 15 0 0 10 0 0 0 10 1545 0 0 15 0 0 0 15 0 0 14 0 0 0 14 1600 0 0 8 0 0 0 8 0 0 7 0 0 0 7 1615 0 0 4 0 0 0 4 0 0 4 0 0 0 4 1630 0 0 12 0 0 0 12 0 0 7 0 0 0 7 1645 0 0 18 0 0 0 18 0 0 11 0 0 0 11 1700 0 0 22 0 0 0 22 0 0 13 0 0 0 13 1715 0 0 14 0 0 0 14 0 0 9 0 0 0 9 1730 0 0 20 0 0 0 20 0 0 11 0 0 0 11 1745 0 0 10 0 0 0 10 0 0 11 0 0 0 11 1800 0 0 13 0 0 0 13 0 0 8 0 0 0 8 1815 0 0 12 0 1 0 13 0 0 7 0 0 0 7 1830 0 0 10 0 0 0 10 0 0 10 0 0 0 10 1845 0 0 14 0 0 0 14 0 0 12 0 0 0 12 1900 0 0 18 0 0 0 18 0 0 10 0 0 0 10 1915 0 0 9 0 0 0 9 0 0 7 0 0 0 7 1930 0 0 15 0 0 0 15 0 0 9 0 0 0 9 1945 0 0 13 0 0 0 13 0 0 9 0 0 0 9 2000 0 0 6 0 0 0 6 0 0 12 0 0 0 12 2015 0 0 9 0 0 0 9 0 0 6 0 0 0 6 2030 0 0 11 0 0 0 11 0 0 8 0 0 0 8 2045 0 0 16 0 0 0 16 0 0 10 0 0 0 10 2100 0 0 11 0 0 0 11 0 0 9 0 0 0 9 2115 0 0 10 0 0 0 10 0 0 8 0 0 0 8 2130 0 0 17 0 0 0 17 0 0 10 0 0 0 10 2145 0 0 6 0 0 0 6 0 0 10 0 0 0 10 2200 0 0 13 0 0 0 13 0 0 11 0 0 0 11 2215 0 0 11 0 0 0 11 0 0 11 0 0 0 11 2230 0 0 11 0 0 0 11 0 0 7 0 0 0 7 2245 0 0 5 0 0 0 5 0 0 10 0 0 0 10 2300 0 0 6 0 0 0 6 0 0 5 0 0 0 5 2315 0 0 6 0 0 0 6 0 0 9 0 0 0 9 2330 0 0 8 0 0 0 8 0 0 5 0 0 0 5 2345 0 0 9 0 0 0 9 0 0 8 0 0 0 8 Total 1 0 808 3 2 0 814 0 0 625 0 0 0 625 715 West Main Street Traffic Impact and Access Study Attachments Capacity Analysis Worksheets 15837.00 :: 715 West Main Street, Hyannis, MA 2022 Existing Conditions 1: Pine Street/Barnstable High School Driveway & West Main Street Timing Plan: Weekday Morning \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2022 Existing.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 174.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 85 535 10 115 340 70 5 10 225 50 2 55 Future Vol, veh/h 85 535 10 115 340 70 5 10 225 50 2 55 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 100 - - 100 - - - - 50 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 87 87 87 77 77 77 55 55 55 Heavy Vehicles, % 1 5 0 3 4 1 14 0 2 8 0 13 Mvmt Flow 97 608 11 132 391 80 6 13 292 91 4 100 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 472 0 0 619 0 0 1555 1544 614 1656 1509 432 Stage 1 - - - - - - 808 808 - 696 696 - Stage 2 - - - - - - 747 736 - 960 813 - Critical Hdwy 4.11 - - 4.13 - - 7.24 6.5 6.22 7.18 6.5 6.33 Critical Hdwy Stg 1 - - - - - - 6.24 5.5 - 6.18 5.5 - Critical Hdwy Stg 2 - - - - - - 6.24 5.5 - 6.18 5.5 - Follow-up Hdwy 2.209 - - 2.227 - - 3.626 4 3.318 3.572 4 3.417 Pot Cap-1 Maneuver 1095 - - 956 - - 86 116 492 ~ 76 122 601 Stage 1 - - - - - - 358 397 - 423 446 - Stage 2 - - - - - - 387 428 - 301 395 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1094 - - 956 - - 58 91 492 ~ 23 96 600 Mov Cap-2 Maneuver - - - - - - 58 91 - ~ 23 96 - Stage 1 - - - - - - 326 362 - 385 384 - Stage 2 - - - - - - 275 369 - 107 360 - Approach EB WB NB SB HCM Control Delay, s 1.2 2.1 25.3 $ 1588.9 HCM LOS D F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 76 492 1094 - - 956 - - 47 HCM Lane V/C Ratio 0.256 0.594 0.088 - - 0.138 - - 4.139 HCM Control Delay (s) 68 22.5 8.6 - - 9.4 - - $ 1588.9 HCM Lane LOS F C A - - A - - F HCM 95th %tile Q(veh) 0.9 3.8 0.3 - - 0.5 - - 21.8 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 15837.00 :: 715 West Main Street, Hyannis, MA 2022 Existing Conditions 2: Site (East) & West Main Street Timing Plan: Weekday Morning \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2022 Existing.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 630 0 0 400 0 0 Future Vol, veh/h 630 0 0 400 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 92 92 87 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 716 0 0 460 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 - - - - 716 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.22 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.318 Pot Cap-1 Maneuver - 0 0 - 0 430 Stage 1 - 0 0 - 0 - Stage 2 - 0 0 - 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - - 430 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT WBT Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) 0 - - HCM Lane LOS A - - HCM 95th %tile Q(veh) - - - 15837.00 :: 715 West Main Street, Hyannis, MA 2022 Existing Conditions 4: Pine Street & Site (West)Timing Plan: Weekday Morning \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2022 Existing.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 240 125 0 0 0 Future Vol, veh/h 0 240 125 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 77 77 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 312 162 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 474 162 Stage 1 - - - - 162 - Stage 2 - - - - 312 - Critical Hdwy - - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - - - 3.518 3.318 Pot Cap-1 Maneuver 0 - - 0 549 883 Stage 1 0 - - 0 867 - Stage 2 0 - - 0 742 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 549 883 Mov Cap-2 Maneuver - - - - 549 - Stage 1 - - - - 867 - Stage 2 - - - - 742 - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBT WBT SBLn1 Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) - - 0 HCM Lane LOS - - A HCM 95th %tile Q(veh) - - - 15837.00 :: 715 West Main Street, Hyannis, MA 2022 Existing Conditions 1: Pine Street/Barnstable High School Driveway & West Main Street Timing Plan: Weekday Morning \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2022 Existing.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 3.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 540 10 90 320 2 10 5 110 5 1 0 Future Vol, veh/h 10 540 10 90 320 2 10 5 110 5 1 0 Conflicting Peds, #/hr 0 0 3 3 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 100 - - 100 - - - - 50 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 78 78 78 90 90 90 80 80 80 50 50 50 Heavy Vehicles, % 0 3 0 2 6 0 13 0 1 0 0 0 Mvmt Flow 13 692 13 100 356 2 13 6 138 10 2 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 358 0 0 708 0 0 1286 1286 702 1354 1291 357 Stage 1 - - - - - - 728 728 - 557 557 - Stage 2 - - - - - - 558 558 - 797 734 - Critical Hdwy 4.1 - - 4.12 - - 7.23 6.5 6.21 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.23 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.23 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.218 - - 3.617 4 3.309 3.5 4 3.3 Pot Cap-1 Maneuver 1212 - - 891 - - 134 166 440 128 165 692 Stage 1 - - - - - - 398 432 - 518 515 - Stage 2 - - - - - - 495 515 - 383 429 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1212 - - 888 - - 120 145 439 77 144 692 Mov Cap-2 Maneuver - - - - - - 120 145 - 77 144 - Stage 1 - - - - - - 392 426 - 512 457 - Stage 2 - - - - - - 437 457 - 256 423 - Approach EB WB NB SB HCM Control Delay, s 0.1 2.1 19.5 55.6 HCM LOS C F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 127 439 1212 - - 888 - - 83 HCM Lane V/C Ratio 0.148 0.313 0.011 - - 0.113 - - 0.145 HCM Control Delay (s) 38.2 16.9 8 - - 9.6 - - 55.6 HCM Lane LOS E C A - - A - - F HCM 95th %tile Q(veh) 0.5 1.3 0 - - 0.4 - - 0.5 15837.00 :: 715 West Main Street, Hyannis, MA 2022 Existing Conditions 2: Site (East) & West Main Street Timing Plan: Weekday Morning \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2022 Existing.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 560 0 0 325 0 0 Future Vol, veh/h 560 0 0 325 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 79 92 92 89 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 709 0 0 365 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 - - - - 709 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.22 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.318 Pot Cap-1 Maneuver - 0 0 - 0 434 Stage 1 - 0 0 - 0 - Stage 2 - 0 0 - 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - - 434 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT WBT Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) 0 - - HCM Lane LOS A - - HCM 95th %tile Q(veh) - - - 15837.00 :: 715 West Main Street, Hyannis, MA 2022 Existing Conditions 4: Pine Street & Site (West)Timing Plan: Weekday Morning \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2022 Existing.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 125 100 0 0 0 Future Vol, veh/h 0 125 100 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 79 79 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 158 127 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 285 127 Stage 1 - - - - 127 - Stage 2 - - - - 158 - Critical Hdwy - - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - - - 3.518 3.318 Pot Cap-1 Maneuver 0 - - 0 705 923 Stage 1 0 - - 0 899 - Stage 2 0 - - 0 871 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 705 923 Mov Cap-2 Maneuver - - - - 705 - Stage 1 - - - - 899 - Stage 2 - - - - 871 - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBT WBT SBLn1 Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) - - 0 HCM Lane LOS - - A HCM 95th %tile Q(veh) - - - 15837.00 :: 715 West Main Street, Hyannis, MA 2022 Existing Conditions 1: Pine Street/Barnstable High School Driveway & West Main Street Timing Plan: Weekday Midday \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2022 Existing.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 5.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 500 30 170 450 5 5 1 185 5 0 2 Future Vol, veh/h 5 500 30 170 450 5 5 1 185 5 0 2 Conflicting Peds, #/hr 0 0 4 4 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 100 - - 100 - - - - 50 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 94 94 94 80 80 80 42 42 42 Heavy Vehicles, % 17 3 7 4 3 14 0 0 3 33 0 0 Mvmt Flow 5 526 32 181 479 5 6 1 231 12 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 484 0 0 562 0 0 1402 1402 546 1512 1416 482 Stage 1 - - - - - - 556 556 - 844 844 - Stage 2 - - - - - - 846 846 - 668 572 - Critical Hdwy 4.27 - - 4.14 - - 7.1 6.5 6.23 7.43 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.43 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.43 5.5 - Follow-up Hdwy 2.353 - - 2.236 - - 3.5 4 3.327 3.797 4 3.3 Pot Cap-1 Maneuver 1005 - - 999 - - 119 141 536 84 139 588 Stage 1 - - - - - - 519 516 - 317 382 - Stage 2 - - - - - - 360 381 - 401 508 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1005 - - 995 - - 101 114 534 40 113 588 Mov Cap-2 Maneuver - - - - - - 101 114 - 40 113 - Stage 1 - - - - - - 514 511 - 315 312 - Stage 2 - - - - - - 292 312 - 226 503 - Approach EB WB NB SB HCM Control Delay, s 0.1 2.6 17.6 96.7 HCM LOS C F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 103 534 1005 - - 995 - - 55 HCM Lane V/C Ratio 0.073 0.433 0.005 - - 0.182 - - 0.303 HCM Control Delay (s) 42.7 16.8 8.6 - - 9.4 - - 96.7 HCM Lane LOS E C A - - A - - F HCM 95th %tile Q(veh) 0.2 2.2 0 - - 0.7 - - 1.1 15837.00 :: 715 West Main Street, Hyannis, MA 2022 Existing Conditions 2: Site (East) & West Main Street Timing Plan: Weekday Midday \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2022 Existing.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 535 0 0 455 0 0 Future Vol, veh/h 535 0 0 455 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 92 92 94 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 563 0 0 484 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 - - - - 563 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.22 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.318 Pot Cap-1 Maneuver - 0 0 - 0 526 Stage 1 - 0 0 - 0 - Stage 2 - 0 0 - 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - - 526 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT WBT Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) 0 - - HCM Lane LOS A - - HCM 95th %tile Q(veh) - - - 15837.00 :: 715 West Main Street, Hyannis, MA 2022 Existing Conditions 4: Pine Street & Site (West)Timing Plan: Weekday Midday \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2022 Existing.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 190 200 0 0 0 Future Vol, veh/h 0 190 200 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 80 80 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 238 250 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 488 250 Stage 1 - - - - 250 - Stage 2 - - - - 238 - Critical Hdwy - - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - - - 3.518 3.318 Pot Cap-1 Maneuver 0 - - 0 539 789 Stage 1 0 - - 0 792 - Stage 2 0 - - 0 802 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 539 789 Mov Cap-2 Maneuver - - - - 539 - Stage 1 - - - - 792 - Stage 2 - - - - 802 - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBT WBT SBLn1 Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) - - 0 HCM Lane LOS - - A HCM 95th %tile Q(veh) - - - 15837.00 :: 715 West Main Street, Hyannis, MA 2022 Existing Conditions 1: Pine Street/Barnstable High School Driveway & West Main Street Timing Plan: Weekday Midday \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2022 Existing.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 14.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 650 40 220 590 10 10 1 240 5 0 3 Future Vol, veh/h 10 650 40 220 590 10 10 1 240 5 0 3 Conflicting Peds, #/hr 0 0 4 4 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 100 - - 100 - - - - 50 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 94 94 94 80 80 80 42 42 42 Heavy Vehicles, % 17 3 7 4 3 14 0 0 3 33 0 0 Mvmt Flow 11 684 42 234 628 11 13 1 300 12 0 7 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 639 0 0 730 0 0 1836 1838 709 1980 1854 634 Stage 1 - - - - - - 731 731 - 1102 1102 - Stage 2 - - - - - - 1105 1107 - 878 752 - Critical Hdwy 4.27 - - 4.14 - - 7.1 6.5 6.23 7.43 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.43 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.43 5.5 - Follow-up Hdwy 2.353 - - 2.236 - - 3.5 4 3.327 3.797 4 3.3 Pot Cap-1 Maneuver 877 - - 865 - - 59 76 432 38 75 483 Stage 1 - - - - - - 416 430 - 224 290 - Stage 2 - - - - - - 258 288 - 303 421 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 877 - - 862 - - 45 54 430 ~ 9 54 483 Mov Cap-2 Maneuver - - - - - - 45 54 - ~ 9 54 - Stage 1 - - - - - - 409 423 - 221 211 - Stage 2 - - - - - - 185 210 - 90 414 - Approach EB WB NB SB HCM Control Delay, s 0.1 2.9 34.1 $ 748.3 HCM LOS D F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 46 430 877 - - 862 - - 14 HCM Lane V/C Ratio 0.299 0.698 0.012 - - 0.272 - - 1.361 HCM Control Delay (s) 113.7 30.5 9.2 - - 10.7 - - $ 748.3 HCM Lane LOS F D A - - B - - F HCM 95th %tile Q(veh) 1 5.2 0 - - 1.1 - - 3 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 15837.00 :: 715 West Main Street, Hyannis, MA 2022 Existing Conditions 2: Site (East) & West Main Street Timing Plan: Weekday Midday \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2022 Existing.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 700 0 0 605 0 0 Future Vol, veh/h 700 0 0 605 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 94 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 737 0 0 658 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 - - - - 737 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.22 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.318 Pot Cap-1 Maneuver - 0 0 - 0 418 Stage 1 - 0 0 - 0 - Stage 2 - 0 0 - 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - - 418 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT WBT Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) 0 - - HCM Lane LOS A - - HCM 95th %tile Q(veh) - - - 15837.00 :: 715 West Main Street, Hyannis, MA 2022 Existing Conditions 4: Pine Street & Site (West)Timing Plan: Weekday Midday \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2022 Existing.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 250 260 0 0 0 Future Vol, veh/h 0 250 260 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 80 80 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 313 325 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 638 325 Stage 1 - - - - 325 - Stage 2 - - - - 313 - Critical Hdwy - - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - - - 3.518 3.318 Pot Cap-1 Maneuver 0 - - 0 441 716 Stage 1 0 - - 0 732 - Stage 2 0 - - 0 741 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 441 716 Mov Cap-2 Maneuver - - - - 441 - Stage 1 - - - - 732 - Stage 2 - - - - 741 - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBT WBT SBLn1 Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) - - 0 HCM Lane LOS - - A HCM 95th %tile Q(veh) - - - 15837.00 :: 715 West Main Street, Hyannis, MA 2022 Existing Conditions 1: Pine Street/Barnstable High School Driveway & West Main Street Timing Plan: Weekday Evening \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2022 Existing.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 5.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 505 5 175 495 0 10 0 190 10 0 5 Future Vol, veh/h 0 505 5 175 495 0 10 0 190 10 0 5 Conflicting Peds, #/hr 3 0 4 4 0 3 0 0 1 1 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - 50 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 90 90 90 96 96 96 55 55 55 Heavy Vehicles, % 0 2 0 2 1 0 0 0 3 0 0 0 Mvmt Flow 0 555 5 194 550 0 10 0 198 18 0 9 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 553 0 0 564 0 0 1505 1503 563 1599 1505 553 Stage 1 - - - - - - 562 562 - 941 941 - Stage 2 - - - - - - 943 941 - 658 564 - Critical Hdwy 4.1 - - 4.12 - - 7.1 6.5 6.23 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 - - 2.218 - - 3.5 4 3.327 3.5 4 3.3 Pot Cap-1 Maneuver 1027 - - 1008 - - 101 123 524 87 122 537 Stage 1 - - - - - - 515 513 - 319 345 - Stage 2 - - - - - - 318 345 - 457 512 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1024 - - 1004 - - 84 99 522 46 98 535 Mov Cap-2 Maneuver - - - - - - 84 99 - 46 98 - Stage 1 - - - - - - 513 511 - 318 278 - Stage 2 - - - - - - 252 278 - 283 510 - Approach EB WB NB SB HCM Control Delay, s 0 2.5 17.9 93.6 HCM LOS C F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 84 522 1024 - - 1004 - - 66 HCM Lane V/C Ratio 0.124 0.379 - - - 0.194 - - 0.413 HCM Control Delay (s) 53.8 16 0 - - 9.4 - - 93.6 HCM Lane LOS F C A - - A - - F HCM 95th %tile Q(veh) 0.4 1.8 0 - - 0.7 - - 1.6 15837.00 :: 715 West Main Street, Hyannis, MA 2022 Existing Conditions 2: Site (East) & West Main Street Timing Plan: Weekday Evening \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2022 Existing.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 510 0 0 510 0 0 Future Vol, veh/h 510 0 0 510 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 92 92 90 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 560 0 0 567 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 - - - - 560 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.22 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.318 Pot Cap-1 Maneuver - 0 0 - 0 528 Stage 1 - 0 0 - 0 - Stage 2 - 0 0 - 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - - 528 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT WBT Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) 0 - - HCM Lane LOS A - - HCM 95th %tile Q(veh) - - - 15837.00 :: 715 West Main Street, Hyannis, MA 2022 Existing Conditions 4: Pine Street & Site (West)Timing Plan: Weekday Evening \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2022 Existing.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 200 180 0 0 0 Future Vol, veh/h 0 200 180 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 96 96 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 208 188 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 396 188 Stage 1 - - - - 188 - Stage 2 - - - - 208 - Critical Hdwy - - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - - - 3.518 3.318 Pot Cap-1 Maneuver 0 - - 0 609 854 Stage 1 0 - - 0 844 - Stage 2 0 - - 0 827 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 609 854 Mov Cap-2 Maneuver - - - - 609 - Stage 1 - - - - 844 - Stage 2 - - - - 827 - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBT WBT SBLn1 Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) - - 0 HCM Lane LOS - - A HCM 95th %tile Q(veh) - - - 15837.00 :: 715 West Main Street, Hyannis, MA 2022 Existing Conditions 1: Pine Street/Barnstable High School Driveway & West Main Street Timing Plan: Saturday Midday \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2022 Existing.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 10.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 675 5 170 540 5 5 0 210 10 0 15 Future Vol, veh/h 5 675 5 170 540 5 5 0 210 10 0 15 Conflicting Peds, #/hr 2 0 3 3 0 2 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 100 - - 100 - - - - 50 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 93 93 93 86 86 86 50 50 50 Heavy Vehicles, % 0 0 0 2 2 0 0 0 3 0 0 0 Mvmt Flow 5 703 5 183 581 5 6 0 244 20 0 30 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 588 0 0 711 0 0 1684 1673 709 1790 1673 586 Stage 1 - - - - - - 719 719 - 952 952 - Stage 2 - - - - - - 965 954 - 838 721 - Critical Hdwy 4.1 - - 4.12 - - 7.1 6.5 6.23 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 - - 2.218 - - 3.5 4 3.327 3.5 4 3.3 Pot Cap-1 Maneuver 997 - - 888 - - 75 97 432 64 97 514 Stage 1 - - - - - - 423 436 - 314 341 - Stage 2 - - - - - - 309 340 - 364 435 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 995 - - 885 - - 59 76 431 23 76 513 Mov Cap-2 Maneuver - - - - - - 59 76 - 23 76 - Stage 1 - - - - - - 420 433 - 312 270 - Stage 2 - - - - - - 231 269 - 157 432 - Approach EB WB NB SB HCM Control Delay, s 0.1 2.4 24.8 222.5 HCM LOS C F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 59 431 995 - - 885 - - 54 HCM Lane V/C Ratio 0.099 0.567 0.005 - - 0.207 - - 0.926 HCM Control Delay (s) 72.6 23.7 8.6 - - 10.1 - - 222.5 HCM Lane LOS F C A - - B - - F HCM 95th %tile Q(veh) 0.3 3.4 0 - - 0.8 - - 4.1 15837.00 :: 715 West Main Street, Hyannis, MA 2022 Existing Conditions 2: Site (East) & West Main Street Timing Plan: Saturday Midday \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2022 Existing.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 685 0 0 560 0 0 Future Vol, veh/h 685 0 0 560 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 92 92 93 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 714 0 0 602 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 - - - - 714 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.22 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.318 Pot Cap-1 Maneuver - 0 0 - 0 431 Stage 1 - 0 0 - 0 - Stage 2 - 0 0 - 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - - 431 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT WBT Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) 0 - - HCM Lane LOS A - - HCM 95th %tile Q(veh) - - - 15837.00 :: 715 West Main Street, Hyannis, MA 2022 Existing Conditions 4: Pine Street & Site (West)Timing Plan: Saturday Midday \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2022 Existing.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 215 175 0 0 0 Future Vol, veh/h 0 215 175 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 86 86 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 250 203 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 453 203 Stage 1 - - - - 203 - Stage 2 - - - - 250 - Critical Hdwy - - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - - - 3.518 3.318 Pot Cap-1 Maneuver 0 - - 0 565 838 Stage 1 0 - - 0 831 - Stage 2 0 - - 0 792 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 565 838 Mov Cap-2 Maneuver - - - - 565 - Stage 1 - - - - 831 - Stage 2 - - - - 792 - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBT WBT SBLn1 Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) - - 0 HCM Lane LOS - - A HCM 95th %tile Q(veh) - - - 15837.00 :: 715 West Main Street, Hyannis, MA 2029 No-Build Conditions 1: Pine Street/Barnstable High School Driveway & West Main Street Timing Plan: Weekday Morning \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 No-Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 267 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 85 580 10 120 395 70 5 10 235 50 2 55 Future Vol, veh/h 85 580 10 120 395 70 5 10 235 50 2 55 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 100 - - 100 - - - - 50 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 87 87 87 77 77 77 55 55 55 Heavy Vehicles, % 1 5 0 3 4 1 14 0 2 8 0 13 Mvmt Flow 97 659 11 138 454 80 6 13 305 91 4 100 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 535 0 0 670 0 0 1681 1670 665 1789 1635 495 Stage 1 - - - - - - 859 859 - 771 771 - Stage 2 - - - - - - 822 811 - 1018 864 - Critical Hdwy 4.11 - - 4.13 - - 7.24 6.5 6.22 7.18 6.5 6.33 Critical Hdwy Stg 1 - - - - - - 6.24 5.5 - 6.18 5.5 - Critical Hdwy Stg 2 - - - - - - 6.24 5.5 - 6.18 5.5 - Follow-up Hdwy 2.209 - - 2.227 - - 3.626 4 3.318 3.572 4 3.417 Pot Cap-1 Maneuver 1038 - - 916 - - 70 97 460 ~ 61 102 553 Stage 1 - - - - - - 335 376 - 384 413 - Stage 2 - - - - - - 351 396 - 279 374 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1037 - - 916 - - 46 74 460 ~ 15 78 552 Mov Cap-2 Maneuver - - - - - - 46 74 - ~ 15 78 - Stage 1 - - - - - - 304 341 - 348 350 - Stage 2 - - - - - - 242 336 - ~ 82 339 - Approach EB WB NB SB HCM Control Delay, s 1.1 2 30.5 $ 2626.1 HCM LOS D F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 62 460 1037 - - 916 - - 31 HCM Lane V/C Ratio 0.314 0.663 0.093 - - 0.151 - - 6.276 HCM Control Delay (s) 87.7 26.9 8.8 - - 9.6 - - $ 2626.1 HCM Lane LOS F D A - - A - - F HCM 95th %tile Q(veh) 1.1 4.7 0.3 - - 0.5 - - 23.5 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 15837.00 :: 715 West Main Street, Hyannis, MA 2029 No-Build Conditions 2: Site (East) & West Main Street Timing Plan: Weekday Morning \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 No-Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 675 0 0 455 0 0 Future Vol, veh/h 675 0 0 455 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 92 92 87 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 767 0 0 523 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 - - - - 767 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.22 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.318 Pot Cap-1 Maneuver - 0 0 - 0 402 Stage 1 - 0 0 - 0 - Stage 2 - 0 0 - 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - - 402 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT WBT Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) 0 - - HCM Lane LOS A - - HCM 95th %tile Q(veh) - - - 15837.00 :: 715 West Main Street, Hyannis, MA 2029 No-Build Conditions 4: Pine Street & Site (West)Timing Plan: Weekday Morning \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 No-Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 250 130 0 0 0 Future Vol, veh/h 0 250 130 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 77 77 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 325 169 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 494 169 Stage 1 - - - - 169 - Stage 2 - - - - 325 - Critical Hdwy - - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - - - 3.518 3.318 Pot Cap-1 Maneuver 0 - - 0 535 875 Stage 1 0 - - 0 861 - Stage 2 0 - - 0 732 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 535 875 Mov Cap-2 Maneuver - - - - 535 - Stage 1 - - - - 861 - Stage 2 - - - - 732 - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBT WBT SBLn1 Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) - - 0 HCM Lane LOS - - A HCM 95th %tile Q(veh) - - - 15837.00 :: 715 West Main Street, Hyannis, MA 2029 No-Build Conditions 1: Pine Street/Barnstable High School Driveway & West Main Street Timing Plan: Weekday Morning \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 No-Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 3.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 585 10 95 375 2 10 5 115 5 1 0 Future Vol, veh/h 10 585 10 95 375 2 10 5 115 5 1 0 Conflicting Peds, #/hr 0 0 3 3 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 100 - - 100 - - - - 50 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 78 78 78 90 90 90 80 80 80 50 50 50 Heavy Vehicles, % 0 3 0 2 6 0 13 0 1 0 0 0 Mvmt Flow 13 750 13 106 417 2 13 6 144 10 2 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 419 0 0 766 0 0 1417 1417 760 1488 1422 418 Stage 1 - - - - - - 786 786 - 630 630 - Stage 2 - - - - - - 631 631 - 858 792 - Critical Hdwy 4.1 - - 4.12 - - 7.23 6.5 6.21 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.23 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.23 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.218 - - 3.617 4 3.309 3.5 4 3.3 Pot Cap-1 Maneuver 1151 - - 847 - - 108 138 408 103 137 639 Stage 1 - - - - - - 369 406 - 473 478 - Stage 2 - - - - - - 451 477 - 354 404 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1151 - - 845 - - 95 119 407 57 118 639 Mov Cap-2 Maneuver - - - - - - 95 119 - 57 118 - Stage 1 - - - - - - 364 400 - 468 418 - Stage 2 - - - - - - 393 417 - 223 398 - Approach EB WB NB SB HCM Control Delay, s 0.1 2 22 76.5 HCM LOS C F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 102 407 1151 - - 845 - - 62 HCM Lane V/C Ratio 0.184 0.353 0.011 - - 0.125 - - 0.194 HCM Control Delay (s) 48.1 18.6 8.2 - - 9.9 - - 76.5 HCM Lane LOS E C A - - A - - F HCM 95th %tile Q(veh) 0.6 1.6 0 - - 0.4 - - 0.7 15837.00 :: 715 West Main Street, Hyannis, MA 2029 No-Build Conditions 2: Site (East) & West Main Street Timing Plan: Weekday Morning \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 No-Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 605 0 0 385 0 0 Future Vol, veh/h 605 0 0 385 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 79 92 92 89 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 766 0 0 433 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 - - - - 766 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.22 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.318 Pot Cap-1 Maneuver - 0 0 - 0 403 Stage 1 - 0 0 - 0 - Stage 2 - 0 0 - 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - - 403 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT WBT Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) 0 - - HCM Lane LOS A - - HCM 95th %tile Q(veh) - - - 15837.00 :: 715 West Main Street, Hyannis, MA 2029 No-Build Conditions 4: Pine Street & Site (West)Timing Plan: Weekday Morning \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 No-Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 130 105 0 0 0 Future Vol, veh/h 0 130 105 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 79 79 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 165 133 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 298 133 Stage 1 - - - - 133 - Stage 2 - - - - 165 - Critical Hdwy - - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - - - 3.518 3.318 Pot Cap-1 Maneuver 0 - - 0 693 916 Stage 1 0 - - 0 893 - Stage 2 0 - - 0 864 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 693 916 Mov Cap-2 Maneuver - - - - 693 - Stage 1 - - - - 893 - Stage 2 - - - - 864 - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBT WBT SBLn1 Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) - - 0 HCM Lane LOS - - A HCM 95th %tile Q(veh) - - - 15837.00 :: 715 West Main Street, Hyannis, MA 2029 No-Build Conditions 1: Pine Street/Barnstable High School Driveway & West Main Street Timing Plan: Weekday Midday \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 No-Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 5.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 540 30 175 490 5 5 1 190 5 0 2 Future Vol, veh/h 5 540 30 175 490 5 5 1 190 5 0 2 Conflicting Peds, #/hr 0 0 4 4 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 100 - - 100 - - - - 50 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 94 94 94 80 80 80 42 42 42 Heavy Vehicles, % 17 3 7 4 3 14 0 0 3 33 0 0 Mvmt Flow 5 568 32 186 521 5 6 1 238 12 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 526 0 0 604 0 0 1496 1496 588 1610 1510 524 Stage 1 - - - - - - 598 598 - 896 896 - Stage 2 - - - - - - 898 898 - 714 614 - Critical Hdwy 4.27 - - 4.14 - - 7.1 6.5 6.23 7.43 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.43 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.43 5.5 - Follow-up Hdwy 2.353 - - 2.236 - - 3.5 4 3.327 3.797 4 3.3 Pot Cap-1 Maneuver 969 - - 964 - - 102 124 507 71 122 557 Stage 1 - - - - - - 492 494 - 296 362 - Stage 2 - - - - - - 337 361 - 377 486 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 969 - - 960 - - 85 99 505 32 97 557 Mov Cap-2 Maneuver - - - - - - 85 99 - 32 97 - Stage 1 - - - - - - 488 490 - 295 292 - Stage 2 - - - - - - 269 291 - 198 482 - Approach EB WB NB SB HCM Control Delay, s 0.1 2.5 19.3 130 HCM LOS C F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 87 505 969 - - 960 - - 44 HCM Lane V/C Ratio 0.086 0.47 0.005 - - 0.194 - - 0.379 HCM Control Delay (s) 50.2 18.3 8.7 - - 9.7 - - 130 HCM Lane LOS F C A - - A - - F HCM 95th %tile Q(veh) 0.3 2.5 0 - - 0.7 - - 1.3 15837.00 :: 715 West Main Street, Hyannis, MA 2029 No-Build Conditions 2: Site (East) & West Main Street Timing Plan: Weekday Midday \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 No-Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 575 0 0 495 0 0 Future Vol, veh/h 575 0 0 495 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 92 92 94 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 605 0 0 527 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 - - - - 605 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.22 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.318 Pot Cap-1 Maneuver - 0 0 - 0 498 Stage 1 - 0 0 - 0 - Stage 2 - 0 0 - 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - - 498 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT WBT Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) 0 - - HCM Lane LOS A - - HCM 95th %tile Q(veh) - - - 15837.00 :: 715 West Main Street, Hyannis, MA 2029 No-Build Conditions 4: Pine Street & Site (West)Timing Plan: Weekday Midday \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 No-Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 195 205 0 0 0 Future Vol, veh/h 0 195 205 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 80 80 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 244 256 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 500 256 Stage 1 - - - - 256 - Stage 2 - - - - 244 - Critical Hdwy - - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - - - 3.518 3.318 Pot Cap-1 Maneuver 0 - - 0 530 783 Stage 1 0 - - 0 787 - Stage 2 0 - - 0 797 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 530 783 Mov Cap-2 Maneuver - - - - 530 - Stage 1 - - - - 787 - Stage 2 - - - - 797 - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBT WBT SBLn1 Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) - - 0 HCM Lane LOS - - A HCM 95th %tile Q(veh) - - - 15837.00 :: 715 West Main Street, Hyannis, MA 2029 No-Build Conditions 1: Pine Street/Barnstable High School Driveway & West Main Street Timing Plan: Weekday Midday \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 No-Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 24 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 695 40 230 635 10 10 1 250 5 0 5 Future Vol, veh/h 10 695 40 230 635 10 10 1 250 5 0 5 Conflicting Peds, #/hr 0 0 4 4 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 100 - - 100 - - - - 50 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 94 94 94 80 80 80 42 42 42 Heavy Vehicles, % 17 3 7 4 3 14 0 0 3 33 0 0 Mvmt Flow 11 732 42 245 676 11 13 1 313 12 0 12 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 687 0 0 778 0 0 1957 1956 757 2104 1972 682 Stage 1 - - - - - - 779 779 - 1172 1172 - Stage 2 - - - - - - 1178 1177 - 932 800 - Critical Hdwy 4.27 - - 4.14 - - 7.1 6.5 6.23 7.43 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.43 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.43 5.5 - Follow-up Hdwy 2.353 - - 2.236 - - 3.5 4 3.327 3.797 4 3.3 Pot Cap-1 Maneuver 841 - - 830 - - 48 65 406 31 63 453 Stage 1 - - - - - - 392 409 - 204 269 - Stage 2 - - - - - - 235 267 - 282 400 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 841 - - 827 - - 36 45 404 ~ 5 44 453 Mov Cap-2 Maneuver - - - - - - 36 45 - ~ 5 44 - Stage 1 - - - - - - 385 402 - 201 189 - Stage 2 - - - - - - 161 188 - 63 393 - Approach EB WB NB SB HCM Control Delay, s 0.1 2.9 43.2 $ 1370.2 HCM LOS E F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 37 404 841 - - 827 - - 10 HCM Lane V/C Ratio 0.372 0.774 0.013 - - 0.296 - - 2.381 HCM Control Delay (s) 151.3 38.4 9.3 - - 11.2 - - $ 1370.2 HCM Lane LOS F E A - - B - - F HCM 95th %tile Q(veh) 1.2 6.5 0 - - 1.2 - - 4 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 15837.00 :: 715 West Main Street, Hyannis, MA 2029 No-Build Conditions 2: Site (East) & West Main Street Timing Plan: Weekday Midday \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 No-Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 745 0 0 650 0 0 Future Vol, veh/h 745 0 0 650 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 94 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 784 0 0 707 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 - - - - 784 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.22 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.318 Pot Cap-1 Maneuver - 0 0 - 0 393 Stage 1 - 0 0 - 0 - Stage 2 - 0 0 - 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - - 393 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT WBT Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) 0 - - HCM Lane LOS A - - HCM 95th %tile Q(veh) - - - 15837.00 :: 715 West Main Street, Hyannis, MA 2029 No-Build Conditions 4: Pine Street & Site (West)Timing Plan: Weekday Midday \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 No-Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 260 270 0 0 0 Future Vol, veh/h 0 260 270 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 80 80 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 325 338 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 663 338 Stage 1 - - - - 338 - Stage 2 - - - - 325 - Critical Hdwy - - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - - - 3.518 3.318 Pot Cap-1 Maneuver 0 - - 0 426 704 Stage 1 0 - - 0 722 - Stage 2 0 - - 0 732 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 426 704 Mov Cap-2 Maneuver - - - - 426 - Stage 1 - - - - 722 - Stage 2 - - - - 732 - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBT WBT SBLn1 Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) - - 0 HCM Lane LOS - - A HCM 95th %tile Q(veh) - - - 15837.00 :: 715 West Main Street, Hyannis, MA 2029 No-Build Conditions 1: Pine Street/Barnstable High School Driveway & West Main Street Timing Plan: Weekday Evening \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 No-Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 6.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 565 5 180 545 0 10 0 195 10 0 5 Future Vol, veh/h 0 565 5 180 545 0 10 0 195 10 0 5 Conflicting Peds, #/hr 3 0 4 4 0 3 0 0 1 1 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - 50 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 90 90 90 96 96 96 55 55 55 Heavy Vehicles, % 0 2 0 2 1 0 0 0 3 0 0 0 Mvmt Flow 0 621 5 200 606 0 10 0 203 18 0 9 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 609 0 0 630 0 0 1639 1637 629 1735 1639 609 Stage 1 - - - - - - 628 628 - 1009 1009 - Stage 2 - - - - - - 1011 1009 - 726 630 - Critical Hdwy 4.1 - - 4.12 - - 7.1 6.5 6.23 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 - - 2.218 - - 3.5 4 3.327 3.5 4 3.3 Pot Cap-1 Maneuver 979 - - 952 - - 81 102 480 70 101 499 Stage 1 - - - - - - 474 479 - 292 320 - Stage 2 - - - - - - 291 320 - 419 478 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 976 - - 948 - - 66 80 478 34 79 498 Mov Cap-2 Maneuver - - - - - - 66 80 - 34 79 - Stage 1 - - - - - - 472 477 - 291 252 - Stage 2 - - - - - - 225 252 - 241 476 - Approach EB WB NB SB HCM Control Delay, s 0 2.4 20.5 147.1 HCM LOS C F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 66 478 976 - - 948 - - 49 HCM Lane V/C Ratio 0.158 0.425 - - - 0.211 - - 0.557 HCM Control Delay (s) 69.5 18 0 - - 9.8 - - 147.1 HCM Lane LOS F C A - - A - - F HCM 95th %tile Q(veh) 0.5 2.1 0 - - 0.8 - - 2.1 15837.00 :: 715 West Main Street, Hyannis, MA 2029 No-Build Conditions 2: Site (East) & West Main Street Timing Plan: Weekday Evening \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 No-Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 570 0 0 560 0 0 Future Vol, veh/h 570 0 0 560 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 92 92 90 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 626 0 0 622 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 - - - - 626 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.22 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.318 Pot Cap-1 Maneuver - 0 0 - 0 484 Stage 1 - 0 0 - 0 - Stage 2 - 0 0 - 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - - 484 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT WBT Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) 0 - - HCM Lane LOS A - - HCM 95th %tile Q(veh) - - - 15837.00 :: 715 West Main Street, Hyannis, MA 2029 No-Build Conditions 4: Pine Street & Site (West)Timing Plan: Weekday Evening \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 No-Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 205 185 0 0 0 Future Vol, veh/h 0 205 185 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 96 96 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 214 193 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 407 193 Stage 1 - - - - 193 - Stage 2 - - - - 214 - Critical Hdwy - - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - - - 3.518 3.318 Pot Cap-1 Maneuver 0 - - 0 600 849 Stage 1 0 - - 0 840 - Stage 2 0 - - 0 822 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 600 849 Mov Cap-2 Maneuver - - - - 600 - Stage 1 - - - - 840 - Stage 2 - - - - 822 - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBT WBT SBLn1 Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) - - 0 HCM Lane LOS - - A HCM 95th %tile Q(veh) - - - 15837.00 :: 715 West Main Street, Hyannis, MA 2029 No-Build Conditions 1: Pine Street/Barnstable High School Driveway & West Main Street Timing Plan: Saturday Midday \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 No-Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 735 5 175 595 5 5 0 215 10 0 15 Future Vol, veh/h 5 735 5 175 595 5 5 0 215 10 0 15 Conflicting Peds, #/hr 2 0 3 3 0 2 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 100 - - 100 - - - - 50 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 93 93 93 86 86 86 50 50 50 Heavy Vehicles, % 0 0 0 2 2 0 0 0 3 0 0 0 Mvmt Flow 5 766 5 188 640 5 6 0 250 20 0 30 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 647 0 0 774 0 0 1816 1805 772 1925 1805 645 Stage 1 - - - - - - 782 782 - 1021 1021 - Stage 2 - - - - - - 1034 1023 - 904 784 - Critical Hdwy 4.1 - - 4.12 - - 7.1 6.5 6.23 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 - - 2.218 - - 3.5 4 3.327 3.5 4 3.3 Pot Cap-1 Maneuver 948 - - 842 - - 61 80 398 51 80 476 Stage 1 - - - - - - 390 408 - 288 316 - Stage 2 - - - - - - 283 316 - 334 407 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 946 - - 840 - - 47 61 397 ~ 16 61 475 Mov Cap-2 Maneuver - - - - - - 47 61 - ~ 16 61 - Stage 1 - - - - - - 387 405 - 286 245 - Stage 2 - - - - - - 206 245 - 123 404 - Approach EB WB NB SB HCM Control Delay, s 0.1 2.4 29.8 $ 418.1 HCM LOS D F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 47 397 946 - - 840 - - 38 HCM Lane V/C Ratio 0.124 0.63 0.006 - - 0.224 - - 1.316 HCM Control Delay (s) 92.1 28.3 8.8 - - 10.5 - - $ 418.1 HCM Lane LOS F D A - - B - - F HCM 95th %tile Q(veh) 0.4 4.2 0 - - 0.9 - - 5.1 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 15837.00 :: 715 West Main Street, Hyannis, MA 2029 No-Build Conditions 2: Site (East) & West Main Street Timing Plan: Saturday Midday \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 No-Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 745 0 0 615 0 0 Future Vol, veh/h 745 0 0 615 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 92 92 93 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 776 0 0 661 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 - - - - 776 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.22 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.318 Pot Cap-1 Maneuver - 0 0 - 0 397 Stage 1 - 0 0 - 0 - Stage 2 - 0 0 - 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - - 397 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT WBT Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) 0 - - HCM Lane LOS A - - HCM 95th %tile Q(veh) - - - 15837.00 :: 715 West Main Street, Hyannis, MA 2029 No-Build Conditions 4: Pine Street & Site (West)Timing Plan: Saturday Midday \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 No-Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 220 180 0 0 0 Future Vol, veh/h 0 220 180 0 0 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 86 86 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 256 209 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 465 209 Stage 1 - - - - 209 - Stage 2 - - - - 256 - Critical Hdwy - - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - - - 3.518 3.318 Pot Cap-1 Maneuver 0 - - 0 556 831 Stage 1 0 - - 0 826 - Stage 2 0 - - 0 787 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 556 831 Mov Cap-2 Maneuver - - - - 556 - Stage 1 - - - - 826 - Stage 2 - - - - 787 - Approach EB WB SB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBT WBT SBLn1 Capacity (veh/h) - - - HCM Lane V/C Ratio - - - HCM Control Delay (s) - - 0 HCM Lane LOS - - A HCM 95th %tile Q(veh) - - - 15837.00 :: 715 West Main Street, Hyannis, MA 2029 Build Conditions 1: Pine Street/Barnstable High School Driveway & West Main Street Timing Plan: Weekday Morning \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 308.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 85 580 20 130 390 70 10 10 240 50 2 55 Future Vol, veh/h 85 580 20 130 390 70 10 10 240 50 2 55 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 100 - - 100 - - - - 50 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 87 87 87 77 77 77 55 55 55 Heavy Vehicles, % 1 5 0 3 4 1 14 0 2 8 0 13 Mvmt Flow 97 659 23 149 448 80 13 13 312 91 4 100 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 529 0 0 682 0 0 1703 1692 671 1814 1663 489 Stage 1 - - - - - - 865 865 - 787 787 - Stage 2 - - - - - - 838 827 - 1027 876 - Critical Hdwy 4.11 - - 4.13 - - 7.24 6.5 6.22 7.18 6.5 6.33 Critical Hdwy Stg 1 - - - - - - 6.24 5.5 - 6.18 5.5 - Critical Hdwy Stg 2 - - - - - - 6.24 5.5 - 6.18 5.5 - Follow-up Hdwy 2.209 - - 2.227 - - 3.626 4 3.318 3.572 4 3.417 Pot Cap-1 Maneuver 1043 - - 906 - - 68 94 456 ~ 58 98 557 Stage 1 - - - - - - 332 374 - 376 406 - Stage 2 - - - - - - 344 389 - 276 369 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1042 - - 906 - - 44 71 456 ~ 13 74 556 Mov Cap-2 Maneuver - - - - - - 44 71 - ~ 13 74 - Stage 1 - - - - - - 301 339 - 341 339 - Stage 2 - - - - - - 233 325 - ~ 76 335 - Approach EB WB NB SB HCM Control Delay, s 1.1 2.1 35.5 $ 3077.8 HCM LOS E F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 54 456 1042 - - 906 - - 27 HCM Lane V/C Ratio 0.481 0.684 0.093 - - 0.165 - - 7.205 HCM Control Delay (s) 122.4 28.3 8.8 - - 9.8 - - $ 3077.8 HCM Lane LOS F D A - - A - - F HCM 95th %tile Q(veh) 1.8 5.1 0.3 - - 0.6 - - 24 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 15837.00 :: 715 West Main Street, Hyannis, MA 2029 Build Conditions 2: Site (East) & West Main Street Timing Plan: Weekday Morning \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 680 0 0 455 0 5 Future Vol, veh/h 680 0 0 455 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 92 92 87 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 773 0 0 523 0 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 - - - - 773 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.22 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.318 Pot Cap-1 Maneuver - 0 0 - 0 399 Stage 1 - 0 0 - 0 - Stage 2 - 0 0 - 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - - 399 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 14.1 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT WBT Capacity (veh/h) 399 - - HCM Lane V/C Ratio 0.014 - - HCM Control Delay (s) 14.1 - - HCM Lane LOS B - - HCM 95th %tile Q(veh) 0 - - 15837.00 :: 715 West Main Street, Hyannis, MA 2029 Build Conditions 4: Pine Street & Site (West)Timing Plan: Weekday Morning \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 255 130 0 5 10 Future Vol, veh/h 0 255 130 0 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 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 77 77 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 331 169 0 5 11 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 500 169 Stage 1 - - - - 169 - Stage 2 - - - - 331 - Critical Hdwy - - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - - - 3.518 3.318 Pot Cap-1 Maneuver 0 - - 0 530 875 Stage 1 0 - - 0 861 - Stage 2 0 - - 0 728 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 530 875 Mov Cap-2 Maneuver - - - - 530 - Stage 1 - - - - 861 - Stage 2 - - - - 728 - Approach EB WB SB HCM Control Delay, s 0 0 10.1 HCM LOS B Minor Lane/Major Mvmt EBT WBT SBLn1 Capacity (veh/h) - - 719 HCM Lane V/C Ratio - - 0.023 HCM Control Delay (s) - - 10.1 HCM Lane LOS - - B HCM 95th %tile Q(veh) - - 0.1 15837.00 :: 715 West Main Street, Hyannis, MA 2029 Build Conditions 1: Pine Street/Barnstable High School Driveway & West Main Street Timing Plan: Weekday Morning \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 4.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 585 20 105 370 2 15 5 120 5 1 0 Future Vol, veh/h 10 585 20 105 370 2 15 5 120 5 1 0 Conflicting Peds, #/hr 0 0 3 3 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 100 - - 100 - - - - 50 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 78 78 78 90 90 90 80 80 80 50 50 50 Heavy Vehicles, % 0 3 0 2 6 0 13 0 1 0 0 0 Mvmt Flow 13 750 26 117 411 2 19 6 150 10 2 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 413 0 0 779 0 0 1439 1439 766 1513 1451 412 Stage 1 - - - - - - 792 792 - 646 646 - Stage 2 - - - - - - 647 647 - 867 805 - Critical Hdwy 4.1 - - 4.12 - - 7.23 6.5 6.21 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.23 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.23 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - 2.218 - - 3.617 4 3.309 3.5 4 3.3 Pot Cap-1 Maneuver 1157 - - 838 - - 105 134 404 99 132 644 Stage 1 - - - - - - 367 404 - 464 470 - Stage 2 - - - - - - 442 470 - 350 398 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1157 - - 836 - - 91 114 403 53 112 644 Mov Cap-2 Maneuver - - - - - - 91 114 - 53 112 - Stage 1 - - - - - - 362 398 - 459 404 - Stage 2 - - - - - - 378 404 - 214 392 - Approach EB WB NB SB HCM Control Delay, s 0.1 2.2 24.3 82.6 HCM LOS C F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 96 403 1157 - - 836 - - 58 HCM Lane V/C Ratio 0.26 0.372 0.011 - - 0.14 - - 0.207 HCM Control Delay (s) 55.2 19.1 8.1 - - 10 - - 82.6 HCM Lane LOS F C A - - B - - F HCM 95th %tile Q(veh) 1 1.7 0 - - 0.5 - - 0.7 15837.00 :: 715 West Main Street, Hyannis, MA 2029 Build Conditions 2: Site (East) & West Main Street Timing Plan: Weekday Morning \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 610 0 0 385 0 5 Future Vol, veh/h 610 0 0 385 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 79 92 92 89 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 772 0 0 433 0 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 - - - - 772 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.22 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.318 Pot Cap-1 Maneuver - 0 0 - 0 400 Stage 1 - 0 0 - 0 - Stage 2 - 0 0 - 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - - 400 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 14.1 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT WBT Capacity (veh/h) 400 - - HCM Lane V/C Ratio 0.014 - - HCM Control Delay (s) 14.1 - - HCM Lane LOS B - - HCM 95th %tile Q(veh) 0 - - 15837.00 :: 715 West Main Street, Hyannis, MA 2029 Build Conditions 4: Pine Street & Site (West)Timing Plan: Weekday Morning \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 135 105 0 5 10 Future Vol, veh/h 0 135 105 0 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 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 79 79 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 171 133 0 5 11 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 304 133 Stage 1 - - - - 133 - Stage 2 - - - - 171 - Critical Hdwy - - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - - - 3.518 3.318 Pot Cap-1 Maneuver 0 - - 0 688 916 Stage 1 0 - - 0 893 - Stage 2 0 - - 0 859 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 688 916 Mov Cap-2 Maneuver - - - - 688 - Stage 1 - - - - 893 - Stage 2 - - - - 859 - Approach EB WB SB HCM Control Delay, s 0 0 9.5 HCM LOS A Minor Lane/Major Mvmt EBT WBT SBLn1 Capacity (veh/h) - - 825 HCM Lane V/C Ratio - - 0.02 HCM Control Delay (s) - - 9.5 HCM Lane LOS - - A HCM 95th %tile Q(veh) - - 0.1 15837.00 :: 715 West Main Street, Hyannis, MA 2029 Build Conditions 1: Pine Street/Barnstable High School Driveway & West Main Street Timing Plan: Weekday Midday \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 7.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 540 70 215 470 5 15 1 210 5 0 2 Future Vol, veh/h 5 540 70 215 470 5 15 1 210 5 0 2 Conflicting Peds, #/hr 0 0 4 4 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 100 - - 100 - - - - 50 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 94 94 94 80 80 80 42 42 42 Heavy Vehicles, % 17 3 7 4 3 14 0 0 3 33 0 0 Mvmt Flow 5 568 74 229 500 5 19 1 263 12 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 505 0 0 646 0 0 1582 1582 609 1708 1617 503 Stage 1 - - - - - - 619 619 - 961 961 - Stage 2 - - - - - - 963 963 - 747 656 - Critical Hdwy 4.27 - - 4.14 - - 7.1 6.5 6.23 7.43 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.43 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.43 5.5 - Follow-up Hdwy 2.353 - - 2.236 - - 3.5 4 3.327 3.797 4 3.3 Pot Cap-1 Maneuver 987 - - 930 - - 89 110 493 60 105 573 Stage 1 - - - - - - 480 483 - 271 337 - Stage 2 - - - - - - 310 337 - 361 465 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 987 - - 926 - - 71 82 491 22 78 573 Mov Cap-2 Maneuver - - - - - - 71 82 - 22 78 - Stage 1 - - - - - - 476 479 - 270 254 - Stage 2 - - - - - - 231 254 - 167 461 - Approach EB WB NB SB HCM Control Delay, s 0.1 3.2 24.1 225 HCM LOS C F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 72 491 987 - - 926 - - 30 HCM Lane V/C Ratio 0.278 0.535 0.005 - - 0.247 - - 0.556 HCM Control Delay (s) 73.2 20.4 8.7 - - 10.2 - - 225 HCM Lane LOS F C A - - B - - F HCM 95th %tile Q(veh) 1 3.1 0 - - 1 - - 1.8 15837.00 :: 715 West Main Street, Hyannis, MA 2029 Build Conditions 2: Site (East) & West Main Street Timing Plan: Weekday Midday \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 595 0 0 485 0 20 Future Vol, veh/h 595 0 0 485 0 20 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 92 92 94 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 626 0 0 516 0 22 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 - - - - 626 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.22 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.318 Pot Cap-1 Maneuver - 0 0 - 0 484 Stage 1 - 0 0 - 0 - Stage 2 - 0 0 - 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - - 484 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 12.8 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT WBT Capacity (veh/h) 484 - - HCM Lane V/C Ratio 0.045 - - HCM Control Delay (s) 12.8 - - HCM Lane LOS B - - HCM 95th %tile Q(veh) 0.1 - - 15837.00 :: 715 West Main Street, Hyannis, MA 2029 Build Conditions 4: Pine Street & Site (West)Timing Plan: Weekday Midday \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 1.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 200 205 0 30 30 Future Vol, veh/h 0 200 205 0 30 30 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 80 80 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 250 256 0 33 33 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 506 256 Stage 1 - - - - 256 - Stage 2 - - - - 250 - Critical Hdwy - - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - - - 3.518 3.318 Pot Cap-1 Maneuver 0 - - 0 526 783 Stage 1 0 - - 0 787 - Stage 2 0 - - 0 792 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 526 783 Mov Cap-2 Maneuver - - - - 526 - Stage 1 - - - - 787 - Stage 2 - - - - 792 - Approach EB WB SB HCM Control Delay, s 0 0 11.4 HCM LOS B Minor Lane/Major Mvmt EBT WBT SBLn1 Capacity (veh/h) - - 629 HCM Lane V/C Ratio - - 0.104 HCM Control Delay (s) - - 11.4 HCM Lane LOS - - B HCM 95th %tile Q(veh) - - 0.3 15837.00 :: 715 West Main Street, Hyannis, MA 2029 Build Conditions 1: Pine Street/Barnstable High School Driveway & West Main Street Timing Plan: Weekday Midday \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 41 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 695 80 270 615 10 20 1 270 5 0 5 Future Vol, veh/h 10 695 80 270 615 10 20 1 270 5 0 5 Conflicting Peds, #/hr 0 0 4 4 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 100 - - 100 - - - - 50 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 95 95 95 94 94 94 80 80 80 42 42 42 Heavy Vehicles, % 17 3 7 4 3 14 0 0 3 33 0 0 Mvmt Flow 11 732 84 287 654 11 25 1 338 12 0 12 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 665 0 0 820 0 0 2040 2039 778 2200 2076 660 Stage 1 - - - - - - 800 800 - 1234 1234 - Stage 2 - - - - - - 1240 1239 - 966 842 - Critical Hdwy 4.27 - - 4.14 - - 7.1 6.5 6.23 7.43 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.43 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.43 5.5 - Follow-up Hdwy 2.353 - - 2.236 - - 3.5 4 3.327 3.797 4 3.3 Pot Cap-1 Maneuver 857 - - 800 - - 42 57 395 26 54 467 Stage 1 - - - - - - 382 400 - 187 251 - Stage 2 - - - - - - 217 250 - 269 383 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 857 - - 797 - - 29 36 393 ~ 3 34 467 Mov Cap-2 Maneuver - - - - - - 29 36 - ~ 3 34 - Stage 1 - - - - - - 376 393 - 185 161 - Stage 2 - - - - - - 135 160 - 37 376 - Approach EB WB NB SB HCM Control Delay, s 0.1 3.6 70.3 $ 2504.7 HCM LOS F F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 29 393 857 - - 797 - - 6 HCM Lane V/C Ratio 0.905 0.859 0.012 - - 0.36 - - 3.968 HCM Control Delay (s) $ 333.7 49.8 9.3 - - 12 - - $ 2504.7 HCM Lane LOS F E A - - B - - F HCM 95th %tile Q(veh) 3 8.3 0 - - 1.6 - - 4.3 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 15837.00 :: 715 West Main Street, Hyannis, MA 2029 Build Conditions 2: Site (East) & West Main Street Timing Plan: Weekday Midday \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 765 0 0 640 0 20 Future Vol, veh/h 765 0 0 640 0 20 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 95 94 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 805 0 0 696 0 22 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 - - - - 805 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.22 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.318 Pot Cap-1 Maneuver - 0 0 - 0 382 Stage 1 - 0 0 - 0 - Stage 2 - 0 0 - 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - - 382 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 15 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT WBT Capacity (veh/h) 382 - - HCM Lane V/C Ratio 0.057 - - HCM Control Delay (s) 15 - - HCM Lane LOS C - - HCM 95th %tile Q(veh) 0.2 - - 15837.00 :: 715 West Main Street, Hyannis, MA 2029 Build Conditions 4: Pine Street & Site (West)Timing Plan: Weekday Midday \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 1.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 265 270 0 30 30 Future Vol, veh/h 0 265 270 0 30 30 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 80 80 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 331 338 0 33 33 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 669 338 Stage 1 - - - - 338 - Stage 2 - - - - 331 - Critical Hdwy - - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - - - 3.518 3.318 Pot Cap-1 Maneuver 0 - - 0 423 704 Stage 1 0 - - 0 722 - Stage 2 0 - - 0 728 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 423 704 Mov Cap-2 Maneuver - - - - 423 - Stage 1 - - - - 722 - Stage 2 - - - - 728 - Approach EB WB SB HCM Control Delay, s 0 0 12.8 HCM LOS B Minor Lane/Major Mvmt EBT WBT SBLn1 Capacity (veh/h) - - 528 HCM Lane V/C Ratio - - 0.124 HCM Control Delay (s) - - 12.8 HCM Lane LOS - - B HCM 95th %tile Q(veh) - - 0.4 15837.00 :: 715 West Main Street, Hyannis, MA 2029 Build Conditions 1: Pine Street/Barnstable High School Driveway & West Main Street Timing Plan: Weekday Evening \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 8.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 565 35 210 530 0 20 0 205 10 0 5 Future Vol, veh/h 0 565 35 210 530 0 20 0 205 10 0 5 Conflicting Peds, #/hr 3 0 4 4 0 3 0 0 1 1 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 100 - - 100 - - - - 50 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 90 90 90 96 96 96 55 55 55 Heavy Vehicles, % 0 2 0 2 1 0 0 0 3 0 0 0 Mvmt Flow 0 621 38 233 589 0 21 0 214 18 0 9 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 592 0 0 663 0 0 1704 1702 645 1806 1721 592 Stage 1 - - - - - - 644 644 - 1058 1058 - Stage 2 - - - - - - 1060 1058 - 748 663 - Critical Hdwy 4.1 - - 4.12 - - 7.1 6.5 6.23 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 - - 2.218 - - 3.5 4 3.327 3.5 4 3.3 Pot Cap-1 Maneuver 994 - - 926 - - 73 93 470 62 90 510 Stage 1 - - - - - - 465 471 - 274 304 - Stage 2 - - - - - - 273 304 - 408 462 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 991 - - 922 - - 58 69 468 27 67 509 Mov Cap-2 Maneuver - - - - - - 58 69 - 27 67 - Stage 1 - - - - - - 463 469 - 273 226 - Stage 2 - - - - - - 200 226 - 222 460 - Approach EB WB NB SB HCM Control Delay, s 0 2.9 26.1 213 HCM LOS D F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 58 468 991 - - 922 - - 39 HCM Lane V/C Ratio 0.359 0.456 - - - 0.253 - - 0.699 HCM Control Delay (s) 98.4 19 0 - - 10.2 - - 213 HCM Lane LOS F C A - - B - - F HCM 95th %tile Q(veh) 1.3 2.3 0 - - 1 - - 2.5 15837.00 :: 715 West Main Street, Hyannis, MA 2029 Build Conditions 2: Site (East) & West Main Street Timing Plan: Weekday Evening \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 585 0 0 555 0 15 Future Vol, veh/h 585 0 0 555 0 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 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 92 92 90 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 643 0 0 617 0 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 - - - - 643 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.22 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.318 Pot Cap-1 Maneuver - 0 0 - 0 473 Stage 1 - 0 0 - 0 - Stage 2 - 0 0 - 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - - 473 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 12.9 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT WBT Capacity (veh/h) 473 - - HCM Lane V/C Ratio 0.034 - - HCM Control Delay (s) 12.9 - - HCM Lane LOS B - - HCM 95th %tile Q(veh) 0.1 - - 15837.00 :: 715 West Main Street, Hyannis, MA 2029 Build Conditions 4: Pine Street & Site (West)Timing Plan: Weekday Evening \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 210 185 0 20 20 Future Vol, veh/h 0 210 185 0 20 20 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 96 96 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 219 193 0 22 22 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 412 193 Stage 1 - - - - 193 - Stage 2 - - - - 219 - Critical Hdwy - - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - - - 3.518 3.318 Pot Cap-1 Maneuver 0 - - 0 596 849 Stage 1 0 - - 0 840 - Stage 2 0 - - 0 817 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 596 849 Mov Cap-2 Maneuver - - - - 596 - Stage 1 - - - - 840 - Stage 2 - - - - 817 - Approach EB WB SB HCM Control Delay, s 0 0 10.5 HCM LOS B Minor Lane/Major Mvmt EBT WBT SBLn1 Capacity (veh/h) - - 700 HCM Lane V/C Ratio - - 0.062 HCM Control Delay (s) - - 10.5 HCM Lane LOS - - B HCM 95th %tile Q(veh) - - 0.2 15837.00 :: 715 West Main Street, Hyannis, MA 2029 Build Conditions 1: Pine Street/Barnstable High School Driveway & West Main Street Timing Plan: Saturday Midday \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 28.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 735 50 215 575 5 15 0 235 10 0 15 Future Vol, veh/h 5 735 50 215 575 5 15 0 235 10 0 15 Conflicting Peds, #/hr 2 0 3 3 0 2 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 100 - - 100 - - - - 50 - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 93 93 93 86 86 86 50 50 50 Heavy Vehicles, % 0 0 0 2 2 0 0 0 3 0 0 0 Mvmt Flow 5 766 52 231 618 5 17 0 273 20 0 30 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 625 0 0 821 0 0 1903 1892 795 2024 1916 623 Stage 1 - - - - - - 805 805 - 1085 1085 - Stage 2 - - - - - - 1098 1087 - 939 831 - Critical Hdwy 4.1 - - 4.12 - - 7.1 6.5 6.23 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 - - 2.218 - - 3.5 4 3.327 3.5 4 3.3 Pot Cap-1 Maneuver 966 - - 808 - - 53 71 386 43 68 490 Stage 1 - - - - - - 379 398 - 265 295 - Stage 2 - - - - - - 260 295 - 320 387 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 964 - - 806 - - 38 50 385 ~ 10 48 489 Mov Cap-2 Maneuver - - - - - - 38 50 - ~ 10 48 - Stage 1 - - - - - - 376 395 - 263 210 - Stage 2 - - - - - - 174 210 - 92 384 - Approach EB WB NB SB HCM Control Delay, s 0.1 3 42 $ 846 HCM LOS E F Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 38 385 964 - - 806 - - 24 HCM Lane V/C Ratio 0.459 0.71 0.005 - - 0.287 - - 2.083 HCM Control Delay (s) 163.4 34.2 8.8 - - 11.3 - - $ 846 HCM Lane LOS F D A - - B - - F HCM 95th %tile Q(veh) 1.6 5.3 0 - - 1.2 - - 6.2 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 15837.00 :: 715 West Main Street, Hyannis, MA 2029 Build Conditions 2: Site (East) & West Main Street Timing Plan: Saturday Midday \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 0.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 765 0 0 605 0 25 Future Vol, veh/h 765 0 0 605 0 25 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 96 92 92 93 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 797 0 0 651 0 27 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 - - - - 797 Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - - - - - 6.22 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - - - - - 3.318 Pot Cap-1 Maneuver - 0 0 - 0 387 Stage 1 - 0 0 - 0 - Stage 2 - 0 0 - 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - - 387 Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach EB WB NB HCM Control Delay, s 0 0 15 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT WBT Capacity (veh/h) 387 - - HCM Lane V/C Ratio 0.07 - - HCM Control Delay (s) 15 - - HCM Lane LOS C - - HCM 95th %tile Q(veh) 0.2 - - 15837.00 :: 715 West Main Street, Hyannis, MA 2029 Build Conditions 4: Pine Street & Site (West)Timing Plan: Saturday Midday \\gbldata\projects\Wat-TS\15837.00\tech\Synchro\15837-2029 Build.syn HCM 6th TWSC VHB/ARP 11/28/2022 Intersection Int Delay, s/veh 1.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 225 180 0 30 30 Future Vol, veh/h 0 225 180 0 30 30 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 86 86 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 262 209 0 33 33 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 - 0 471 209 Stage 1 - - - - 209 - Stage 2 - - - - 262 - Critical Hdwy - - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - - - 3.518 3.318 Pot Cap-1 Maneuver 0 - - 0 551 831 Stage 1 0 - - 0 826 - Stage 2 0 - - 0 782 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - - 551 831 Mov Cap-2 Maneuver - - - - 551 - Stage 1 - - - - 826 - Stage 2 - - - - 782 - Approach EB WB SB HCM Control Delay, s 0 0 11 HCM LOS B Minor Lane/Major Mvmt EBT WBT SBLn1 Capacity (veh/h) - - 663 HCM Lane V/C Ratio - - 0.098 HCM Control Delay (s) - - 11 HCM Lane LOS - - B HCM 95th %tile Q(veh) - - 0.3 715 West Main Street Traffic Impact and Access Study Attachments 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, 2018 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: 15837.00 Analyst: VHB Cases are described in detail on subsequent pages. In summary… City/Town, State: Hyannis, MA B1: left turn from minor road, from stop control Location: West Main Street at Site Driveway Client: B2: right turn from minor road, from stop control 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: West Main Street Minor Street name: Site Driveway NB/SB Desirable Calculated… Condition Met? Minor Street intersects from the: … ISD, case B1: 375 Yes … ISD, case B2: 320 Yes The minor street predominantly serves…… ISD, case B3: 325 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: 240 Yes 0.00%WB … ISD, case B2: 230 Yes Minor Street Approach Grade: 0.00%SB … ISD, case B3: 240 Yes 0.00%NB [note: minimum ISD is equal to required SSD] Major Street Speed Information Posted Observed *Calculated …Condition Met? 30 EB 33 … SSD: 230 traveling EB Yes 30 WB 34 240 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: 995 looking left [west] download slope on road after dunking (rounded to nearest 5 feet)1000 looking right [east]download slope on road after daily paper resturant Observed SSD: 435 traveling EB (rounded to nearest 5 feet)600 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. \\gbldata\projects\Wat-TS\15837.00\tech\Sight Distance\West Main Street at Site Driveway 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, 2018 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: 15837.00 Analyst: VHB Cases are described in detail on subsequent pages. In summary… City/Town, State: Hyannis, MA B1: left turn from minor road, from stop control Location: Pine Street at East Site Driveway Client: B2: right turn from minor road, from stop control 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: Pine Street Minor Street name: East Site Driveway NB/SB Desirable Calculated… Condition Met? Minor Street intersects from the: … ISD, case B1: 375 No … ISD, case B2: 325 Yes The minor street predominantly serves…… ISD, case B3: 325 No 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: 240 No 0.00%WB … ISD, case B2: 240 Yes Minor Street Approach Grade: 0.00%NB … ISD, case B3: 240 No 0.00%SB [note: minimum ISD is equal to required SSD] Major Street Speed Information Posted Observed *Calculated …Condition Met? 30 EB 33 … SSD: 230 traveling EB Yes 30 WB 34 240 traveling WB No * 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: 155 looking left [east] can see intersection with no obstructions from 15' back (rounded to nearest 5 feet)810 looking right [west]dip in the road and trees but doesn't block view Observed SSD: 400 traveling EB (rounded to nearest 5 feet)165 traveling WB mound of grass blocks view slightly, need to pass the mound a little 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. \\gbldata\projects\Wat-TS\15837.00\tech\Sight Distance\Pine Street at east Site Driveway 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, 2018 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: 15837.00 Analyst: VHB Cases are described in detail on subsequent pages. In summary… City/Town, State: Hyannis, MA B1: left turn from minor road, from stop control Location: Pine Street at West Site Driveway Client: B2: right turn from minor road, from stop control 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: Pine Street Minor Street name: West Site Driveway NB/SB Desirable Calculated… Condition Met? Minor Street intersects from the: … ISD, case B1: 375 No … ISD, case B2: 325 Yes The minor street predominantly serves…… ISD, case B3: 325 No 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: 240 Yes 0.00%WB … ISD, case B2: 240 Yes Minor Street Approach Grade: 0.00%NB … ISD, case B3: 240 Yes 0.00%SB [note: minimum ISD is equal to required SSD] Major Street Speed Information Posted Observed *Calculated …Condition Met? 30 EB 33 … SSD: 230 traveling EB Yes 30 WB 34 240 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: 250 looking left [east] can see to intersection from 15' back (rounded to nearest 5 feet)800 looking right [west]need to inch up to stop bar to get this Observed SSD: 1450 traveling EB (rounded to nearest 5 feet)260 traveling WB intersection with main street 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. \\gbldata\projects\Wat-TS\15837.00\tech\Sight Distance\Pine Street at west Site Driveway last revised: 2006.08.01 715 West Main Street Traffic Impact and Access Study Attachments Empirical Drive-Through Queue Data Queue Observations Queue Observations DAY: 10/4/2022 Day 10/4/2022 Time Period: AM Time Period: PM Location:Wendy's, Route 132, Hyannis, MA Location:Wendy's, Route 132, Hyannis, MA Time Pick-up to Order Window Order Window to end Time Pick-up to Order Window Order Window to end 11:00 AM 0 2 4:00 PM 2 1 11:05 AM 2 2 4:05 PM 1 2 11:10 AM 2 0 4:10 PM 3 0 11:15 AM 0 0 4:15 PM 1 1 11:20 AM 0 0 4:20 PM 1 0 11:25 AM 2 1 4:25 PM 1 1 11:30 AM 0 1 4:30 PM 0 0 11:35 AM 2 2 4:35 PM 2 4 11:40 AM 0 0 4:40 PM 1 3 11:45 AM 0 1 4:45 PM 2 2 11:50 AM 2 0 4:50 PM 1 0 11:55 AM 1 1 4:55 PM 1 1 12:00 PM 2 3 5:00 PM 0 2 12:05 PM 3 0 5:05 PM 0 0 12:10 PM 2 1 5:10 PM 0 2 12:15 PM 0 0 5:15 PM 2 2 12:20 PM 0 2 5:20 PM 3 2 12:25 PM 1 2 5:25 PM 3 2 12:30 PM 3 4 5:30 PM 1 0 12:35 PM 2 0 5:35 PM 2 0 12:40 PM 3 2 5:40 PM 0 2 12:45 PM 2 1 5:45 PM 3 1 12:50 PM 2 1 5:50 PM 1 0 12:55 PM 3 1 5:55 PM 2 0 1:00 PM 0 2 6:00 PM 1 0 Queue (veh)Queue (veh) Queue Observations Queue Observations DAY: 10/4/2022 Day 10/4/2022 Time Period: AM Time Period: PM Location:Wendy's, 44 Falmouth Rd, Mashpee, MA Location:Wendy's, 44 Falmouth Rd, Mashpee, MA Time Pick-up to Order Window Order Window to end Time Pick-up to Order Window Order Window to end 11:00 AM 0 0 4:00 PM 2 2 11:05 AM 1 1 4:05 PM 2 4 11:10 AM 1 2 4:10 PM 3 3 11:15 AM 1 0 4:15 PM 2 3 11:20 AM 0 0 4:20 PM 1 2 11:25 AM 2 3 4:25 PM 3 2 11:30 AM 1 0 4:30 PM 1 0 11:35 AM 1 0 4:35 PM 2 2 11:40 AM 2 3 4:40 PM 2 0 11:45 AM 2 4 4:45 PM 3 3 11:50 AM 3 2 4:50 PM 2 3 11:55 AM 3 3 4:55 PM 3 3 12:00 PM 4 2 5:00 PM 3 3 12:05 PM 3 3 5:05 PM 3 3 12:10 PM 2 1 5:10 PM 3 1 12:15 PM 2 0 5:15 PM 3 2 12:20 PM 1 2 5:20 PM 2 0 12:25 PM 3 2 5:25 PM 0 0 12:30 PM 3 3 5:30 PM 1 0 12:35 PM 2 1 5:35 PM 3 1 12:40 PM 3 3 5:40 PM 1 1 12:45 PM 2 4 5:45 PM 3 1 12:50 PM 3 2 5:50 PM 3 1 12:55 PM 3 4 5:55 PM 2 0 1:00 PM 3 2 6:00 PM 3 2 Queue (veh)Queue (veh) Queue Observations DAY: 10/15/2022 Time Period: Weekend Location:Wendy's, Route 132, Hyannis, MA Time Pick-up to Order Window Order Window to end 11:00 AM 2 1 11:05 AM 1 0 11:10 AM 0 1 11:15 AM 1 0 11:20 AM 0 0 11:25 AM 1 0 11:30 AM 0 1 11:35 AM 1 0 11:40 AM 2 2 11:45 AM 1 0 11:50 AM 1 2 11:55 AM 0 1 12:00 PM 2 0 12:05 PM 0 0 12:10 PM 0 2 12:15 PM 1 0 12:20 PM 1 1 12:25 PM 0 0 12:30 PM 0 2 12:35 PM 1 2 12:40 PM 2 2 12:45 PM 2 3 12:50 PM 3 2 12:55 PM 2 3 1:00 PM 3 4 Queue (veh) Queue Observations DAY: 10/1/2022 Time Period: Weekend Location:Wendy's, 44 Falmouth Rd, Mashpee, MA Time Pick-up to Order Window Order Window to end 11:00 AM 0 0 11:05 AM 1 0 11:10 AM 1 0 11:15 AM 1 0 11:20 AM 1 1 11:25 AM 2 0 11:30 AM 2 1 11:35 AM 2 0 11:40 AM 2 4 11:45 AM 2 0 11:50 AM 2 1 11:55 AM 1 0 12:00 PM 1 1 12:05 PM 2 2 12:10 PM 1 0 12:15 PM 2 4 12:20 PM 3 3 12:25 PM 3 5 12:30 PM 2 3 12:35 PM 3 0 12:40 PM 2 0 12:45 PM 3 3 12:50 PM 2 2 12:55 PM 3 1 1:00 PM 3 0 Queue (veh)