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HomeMy WebLinkAboutTaco Bell Transportation Impact Assessment 10.17.25G:\10369 Yarmouth, MA\Memo\10369 - Memo 1025.docx 1 MEMORANDUM TO: Mr. Mark Raymond Desert De Oro Foods, Inc. 79 North Main Street Mansfield, MA 02048 FROM: Scott W. Thornton, P.E. and Thomas Hannon Vanasse & Associates, Inc. 35 New England Business Center Drive Suite 140 Andover, MA 01810 (978) 474-8800 DATE: October 17, 2025 RE: 10369 SUBJECT: Transportation Impact Assessment Proposed Taco Bell Restaurant 433, 437, & 439 Station Avenue Yarmouth, Massachusetts Vanasse & Associates, Inc. (VAI) has prepared this Transportation Impact Assessment (TIA) to identify traffic impacts associated with a proposed Taco Bell Restaurant to be located at 433, 437, & 439 Station Avenue in Yarmouth, Massachusetts (the “Project”). The purpose of this TIA is to review existing and future traffic conditions in the vicinity of the site, determine the traffic impact of the proposed Project at key intersections expected to experience increased traffic levels from the Project, and review the need for improvements to mitigate the Project’s traffic impact. PROJECT DESCRIPTION The Project entails construction of a 2,094 square feet (sf) Taco Bell Restaurant and the closure of three curb cuts. At present, the Project site consists of a 1,646 sf automobile parts and service center and a 3,300 sf medical-dental office. The Project site is bordered by Station Avenue to the north and east, Old Town House Road to the south and a commercial building to the west. Vehicle access to and egress from the proposed development will be provided via two existing driveways: one driveway onto Station Avenue to the east and one driveway onto Old Town House Road to the south. EXISTING CONDITIONS A comprehensive field inventory of existing conditions within the study area was conducted in June 2025. The field investigation consisted of an inventory of existing roadway geometrics, traffic volumes, and operating characteristics, as well as posted speed limits, sight distance, and land use information within the study area. The study area for the Project is the intersection of Station Avenue at Old Town House Road and is graphically depicted in Figure 1. The following describes the study area roadways and intersection: SITE CAPE CO D R A I L T R A I LST A T I O N OLD TOWN HOUSE ROAD AV E N U E OLD TOW N H O U S E R O A D AURORA LANEPHYLLIS DRIVEFOR S YT H E A V E N U E FAW N R O A D Figure 1 Source: Google Earth N 125 2500 Scale in Feet Vanasse & Associates inc Legend: Study Area Intersection Study Area and Site Location Map Transportation Impact Assessment - Proposed Taco Bell Restaurant - Yarmouth, Massachusetts R:\10369\Graphics\TIA\May 2025\10369SLM.dwg, 6/9/2025 10:38:12 AM G:\10369 Yarmouth, MA\Memo\10369 - Memo 1025.docx 2 Study Area Roadways Station Avenue Station Avenue is a two-lane principal arterial roadway under the jurisdiction of the Town of Yarmouth and traverses the study area in a general north-south direction, providing additional turn lanes at major intersections. Station Avenue features one 12-foot-wide travel lane in each direction, separated by a painted double-yellow centerline or a two-way left-turn lane. Illumination is provided within the study area through lights attached to utility poles. The posted speed limit along Station Avenue within the study area is 35 miles per hour (mph) northbound and 40 mph southbound. Land use within this area consists of residential properties and commercial space. Old Town House Road Old Town House Road is a two-lane minor arterial roadway under the jurisdiction of the Town of Yarmouth and traverses the study area in a general east-west direction, providing additional turn lanes at major intersections. Old Town House Road features one 12-foot-wide travel lane in each direction, separated by a painted double-yellow centerline. Illumination is provided within the study area through lights attached to utility poles. The posted speed limit along Old Town House Road within the study area is 40 mph in both directions. Land use within this area consists of residential properties and commercial space. Intersections Figure 2 summarizes existing traffic control, lane use, travel lane widths, and pedestrian and bicycle accommodations at the study area intersections as observed in June 2025. Existing Traffic Volumes To establish existing traffic-volume conditions within the study area, manual turning movement counts (TMCs) were conducted on Thursday, May 29, 2025, during the weekday evening (4:00 to 6:00 PM) periods, as well as on Saturday, May 31, 2025, during the midday period (11:00 AM to 2:00 PM). These times were chosen to represent the peak-traffic-volume hours for both the Project and the adjacent roadway network. To better evaluate the change in Level-Of-Service at the Project Site Driveways, trip-generation statistics published by the ITE1 for similar land uses as those existing on the site were used. The ITE Land Use Code (LUC) 720, Medical-Dental Office Building – Stand Alone and LUC 943, Automobile Parts and Service Center, were used to develop the anticipated traffic characteristics of the existing site. Traffic-Volume Adjustments In order to evaluate the potential for seasonal fluctuation of traffic volumes within the study area, monthly adjustment factors for Cape Cod in the latest Cape Cod Traffic Counting Report were reviewed2. Based on a review of this data, the May volumes were found to be above average-month conditions. As such, the 2025 traffic volumes were not adjusted. The 2025 Existing traffic volumes are summarized in Table 1, with weekday evening and Saturday midday peak-hour traffic volumes graphically depicted on Figure 3. 1Trip- Generation Manual, 11th Edition; Institute of Transportation Engineers; Washington, DC; 2021. 22022 Cape Cod Traffic Counting Report October, 2024. Not To ScaleN Figure 2 Vanasse & Associates inc Travel Lane Width, and Existing Intersection Lane Use, Pedestrian Facilities Legend: Sidewalk Crosswalk Lane Use and Travel Lane Width Signalized IntersectionS Transportation Impact Assessment - Proposed Taco Bell Restaurant - Yarmouth, Massachusetts SITE Channelized Right-Turn Lane Width S R:\10369\Graphics\TIA\May 2025\10369NT2.dwg, 10/17/2025 11:20:42 AM Not To Scale Transportation Impact Assessment - Proposed Taco Bell Restaurant - Yarmouth, Massachusetts N Peak-Hour Traffic Volumes Figure 3 2025 ExistingVanasse & Associates inc SITE SITE WEEKDAY EVENING PEAK HOUR SATURDAY MIDDAY PEAK HOUR R:\10369\Graphics\TIA\May 2025\10369NT2.dwg, 10/17/2025 11:23:37 AM G:\10369 Yarmouth, MA\Memo\10369 - Memo 1025.docx 3 Table 1 EXISTING ROADWAY TRAFFIC-VOLUME SUMMARY Location/Peak Hour Daily Volume (vpd)a Volume (vph)b K Factorc Directional Distributiond Station Avenue, in the vicinity of the Project Site: Weekday Daily Weekday Evening Saturday Daily Saturday Midday 19,520 -- 16,650 -- -- 1,547 -- 1,531 -- 7.9 -- 9.2 -- 51% SB -- 50% NB Old Town House Road, in the vicinity of the Project Site: Weekday Daily Weekday Evening Saturday Daily Saturday Midday 10,430 -- 10,250 -- -- 824 -- 941 -- 7.9 -- 9.2 -- 52% WB -- 60% EB Source: TMCs conducted by VAI in May 2025. aTwo-way daily traffic expressed in vehicles per day, estimated. bTwo-way peak-hour volume expressed in vehicles per hour. dThe percentage of daily traffic that occurs during the peak hour, based on PHF from count station S18-028-351-22. ePercent traveling in peak direction. As can be seen in Table 1, Station Avenue, in the vicinity of the site, is estimated to accommodate approximately 19,520 vehicles on an average weekday and 16,650 vehicles on an average Saturday, with approximately 1,547 vph during the weekday evening peak hour and 1,531 vph during the Saturday midday peak hour. Old Town House Road, in the vicinity of the site, is estimated to accommodate approximately 10,430 vehicles on an average weekday and 10,250 vehicles on an average Saturday, with approximately 824 vph during the weekday evening peak hour and 941 vph during the Saturday midday peak hour. Motor Vehicle Crash Data Motor vehicle crash information for the study area intersection was provided by the MassDOT Safety Management/Traffic Operations Unit for the most recent five-year period available (2017 through 2021) in order to examine motor vehicle crash trends occurring within the study area. The data is summarized in Table 2 by intersection, type, weather condition, lighting condition, pavement condition, and severity. G:\10369 Yarmouth, MA\Memo\10369 - Memo 1025.docx 4 Table 2 MOTOR VEHICLE CRASH DATA SUMMARY Scenario Station Avenue at Old Town House Road Year: 2017 2018 2019 2020 2021 Total 6 6 3 5 6 26 Averagea Crash Rateb Significantc 5.2 0.64 No Type: Angle Rear-End Head-On Sideswipe Fixed Object Pedestrian/Bike Single Vehicle Unknown/Other Total 7 11 1 3 2 0 0 2 26 Weather Conditions: Clear Cloudy/Rain Snow/Ice Fog Unknown/Other Total 22 2 1 1 0 26 Lighting Conditions: Daylight Dawn/Dusk Dark (lit) Dark (unlit) Unknown/Other Total 15 1 9 1 0 26 Pavement Conditions : Dry Wet Snow/Ice Unknown/Other Total 24 1 1 0 26 Severity: Property Damage Only Personal Injury Fatality Unknown/Other Total 21 5 0 0 26 aAverage number of crashes over five-year period. bCrash rate per million entering vehicles (mev). cSignificant if crash rate > 0.75 for signalized intersections (MassDOT District 5 rates). Source: MassDOT Crash Data, 2017 through 2021. G:\10369 Yarmouth, MA\Memo\10369 - Memo 1025.docx 5 As can be seen in Table 2, the study area intersection experienced 26 crashes over the five-year review period, averaging 5.2 crashes per year. The majority of the crashes were rear-end collisions, occurred on dry pavement, during daylight, in clear weather, and caused property damage only. No fatalities were reported over the five-year period reviewed. The crash rates for the study area intersection was observed to be lower than the MassDOT District 5 crash rates for signalized intersections. FUTURE CONDITIONS To determine the impact of site-generated traffic volumes on the roadway network under future conditions, existing traffic volumes in the study area were projected to the year 2032. Traffic volumes on the roadway network at that time, in the absence of the Project (that is, the No-Build condition), would include existing traffic, new traffic due to general background traffic growth, and traffic related to specific development by others expected to be completed by 2032. Inclusion of these factors resulted in the development of 2032 No-Build traffic volumes. Anticipated site-generated traffic volumes were then superimposed upon these No-Build traffic-flow networks to develop the 2032 Build traffic-volume conditions. Future Traffic Growth Traffic growth on area roadways is a function of the expected land development impacting the study area. A procedure frequently employed estimates an annual percentage increase in traffic growth and applies that percentage to all existing traffic volumes under study. In addition, we research the location and type of planned development affecting the study area. General Background Growth To assess general traffic growth trends within the study area, the growth rates by region in the latest Cape Cod Traffic Counting Report were reviewed 3. The report indicates that traffic volumes in the Mid-Cape region between 2013 and 2022 have fluctuated, with an annual average growth rate of -1.36 percent per year. In order to provide a conservative analysis for the Project, a higher 1.0 percent per year compounded annual traffic growth rate was used in order to account for future traffic growth and presently unforeseen development within the study area. Specific Development by Others The Town of Yarmouth Planning Department was contacted in order to determine if there are any projects planned within the study area that would have an impact on future traffic volumes at the study intersections. Based on these discussions, the following project was identified for possible inclusion in this assessment:  Coastal Medical Transportation Services – 0 Forsyth Avenue. This project entails the construction of a 9,680 sf office building with space for up 21 ambulance vehicles at 0 Forsyth Avenue in Yarmouth, Massachusetts. This project has been approved but construction has not begun. Estimates of additional traffic expected to be generated by using trip-generation statistics published by the ITE4 have been incorporated into the analysis of 2032 future traffic conditions. No other developments were identified at this time that are expected to result in an increase in traffic within the study area beyond the general background traffic growth rate of 1.0 percent. 3Ibid 2. 4Ibid 1.. G:\10369 Yarmouth, MA\Memo\10369 - Memo 1025.docx 6 Planned Roadway Improvements The Town of Yarmouth Public Works Department and MassDOT were contacted in order to determine if there were any planned future roadway improvement projects within the study area. Based on these discussions, no roadway improvement projects aside from routine maintenance activities were identified to be planned within the study area at this time. No-Build Traffic Volumes The 2032 No-Build peak-hour traffic-volume networks were developed by applying the 1.0 percent per year compounded annual background traffic growth rate to 2025 Existing peak-hour traffic volumes and incorporating the above background development traffic volumes. The resulting 2032 No-Build weekday evening and Saturday midday peak-hour traffic volumes are graphically depicted on Figure 4. Existing Site-Generated Traffic As discussed earlier in this memorandum, trip-generation statistics published by the ITE5 were used to develop the anticipated traffic characteristics of the existing site. Table 3 shows the expected vehicle-trips generated by the existing site. As shown below in Table 3, the existing site is expected to generate approximately 146 vehicle trips on an average weekday and 74 vehicle trips on an average Saturday(two-way, 24-hour volume), 20 vehicle trips (8 entering and 12 exiting) during the weekday evening peak hour and 14 vehicle trips (8 entering and 6 exiting) during the Saturday midday peak hour. 5Ibid 1. Not To Scale Transportation Impact Assessment - Proposed Taco Bell Restaurant - Yarmouth, Massachusetts N Peak-Hour Traffic Volumes Figure 4 2032 No-BuildVanasse & Associates inc SITE SITE WEEKDAY EVENING PEAK HOUR SATURDAY MIDDAY PEAK HOUR R:\10369\Graphics\TIA\May 2025\10369NT2.dwg, 10/17/2025 11:24:42 AM G:\10369 Yarmouth, MA\Memo\10369 - Memo 1025.docx 7 Table 3 EXISTING SITE TRIP-GENERATION SUMMARY Time Period/ Directional Distribution Medical-Dental Office Building Tripsa Automobile Parts and Service Center Tripsb Total Trips Weekday Daily: Entering Exiting Total 14 14 28 59 59 118 73 73 146 Weekday Evening Peak Hour: Entering Exiting Total 2 2 4 6 10 16 8 12 20 Saturday Daily: Entering Exiting Total 14 14 28 23 23 46 37 37 74 Saturday Midday Peak Hour: Entering Exiting Total 2 2 4 6 4 10 8 6 14 aBased on ITE LUC 720, Medical-Dental Office Building – Stand Alone; 1,646 sf. bBased on ITE LUC 943, Automobile Parts and Service Center; 3,300 sf. Project-Generated Traffic In order to develop the traffic characteristics of the proposed Project, trip-generation statistics published by the ITE 6 for similar land uses as those proposed were used. The ITE Land Use Code (LUC) 934, Fast-Food restaurant with Drive-Through Window, was used to develop the anticipated traffic characteristics of the Project. Pass-By Trips Not all of the trips expected to be generated by the proposed fast-food restaurant will be new trips on the roadway network. A portion of these trips will consist of pass-by trips or vehicles already traveling along the adjacent roadway for other purposes that will patronize the Project site in conjunction with their trip and then continue to their original destination. These are not new trips on the roadway network as a result of the Project. According to statistics published by the ITE, the pass-by rate for a fast-food restaurant use represents 50, 55, and 50 percent of the trips during the weekday evening and Saturday midday, respectively. Trip-generation calculations were performed for a typical weekday, a typical Saturday, as well as the weekday evening and Saturday midday peak hours, the critical time periods for Project-related traffic activity. A summary of the expected vehicle-trip generation is summarized in Table 4. 6Ibid 1. G:\10369 Yarmouth, MA\Memo\10369 - Memo 1025.docx 8 Table 4 PROPOSED SITE TRIP-GENERATION SUMMARY Time Period/ Directional Distribution ITE Total Tripsa Pass-By Tripsb Total New Trips Weekday Daily: Entering Exiting Total 489 489 978 244 244 488 245 245 490 Weekday Evening Peak Hour: Entering Exiting Total 55 51 106 29 29 58 26 23 49 Saturday Daily: Entering Exiting Total 645 645 1,290 322 322 644 323 323 646 Saturday Midday Peak Hour: Entering Exiting Total 59 57 116 29 29 58 30 28 58 aBased on ITE LUC 934, Fast-Food restaurant with Drive-Through Window; 2,094 sf. bBased on ITE LUC 934, Pass-By Rate; Weekday 50/ Evening 55/ Saturday 50/ Midday 50 percent. As shown above in Table 4, the Project is expected to generate approximately 490 new vehicle trips on an average weekday and 646 new vehicle trips on an average Saturday(two-way, 24-hour volume), with 49 new vehicle trips (26 entering and 23 exiting) during the weekday evening peak hour and 58 new vehicle trips (30 entering and 28 exiting) during the Saturday midday peak hour. Trip Distribution and Assignment The directional distribution of generated trips to and from the Project site was developed based on a review of existing traffic patterns along the study area roadways and at the study intersections. The general trip distribution for the Project is summarized in Table 5 and Figure 5. The weekday evening and Saturday midday peak-hour traffic volumes expected to be generated by the Project were assigned on the study area roadway network as shown on Figure 6. Not To Scale Transportation Impact Assessment - Proposed Taco Bell Restaurant - Yarmouth, Massachusetts N Figure 5 Trip Distribution MapVanasse & Associates inc SITE Legend: Pass-by Trips New Trips (XX) XX R:\10369\Graphics\TIA\May 2025\10369NT2.dwg, 10/17/2025 11:24:55 AM Not To Scale Transportation Impact Assessment - Proposed Taco Bell Restaurant - Yarmouth, Massachusetts N Peak-Hour Traffic Volumes Figure 6 Site-GeneratedVanasse & Associates inc SITE SITE New TripsPass-by Trips XX(XX) Legend:WEEKDAY EVENING PEAK HOUR SATURDAY MIDDAY PEAK HOUR R:\10369\Graphics\TIA\May 2025\10369NT2.dwg, 10/17/2025 11:26:47 AM G:\10369 Yarmouth, MA\Memo\10369 - Memo 1025.docx 9 Table 5 TRIP-DISTRIBUTION SUMMARY Roadway Direction (To/From) Distribution Percentage (To/From) Old Town House Road Station Avenue Station Avenue West North South 26 45 29 TOTAL 100 Future Traffic Volumes – Build Condition The 2032 Build condition networks consist of the 2032 No-Build traffic volumes with the peak-hour traffic- volume trips generated by the existing site, as shown in Table 3, removed and the anticipated Project- generated traffic, as shown in Table 4, added. The existing site trip removed are show on Figure A1 which can be found in the Appendix. The 2032 Build weekday evening and Saturday midday peak-hour traffic- volume networks are graphically depicted on Figure 7. A summary of peak-hour projected traffic-volume increases external to the study area that is the subject of this assessment is shown in Table 6. These volumes are based on the expected increases from the Project. Table 6 PEAK-HOUR TRAFFIC-VOLUME INCREASES Location/Peak Hour 2032 No-Build 2032 Build Traffic- Volume Increase Over No-Build Percent Increase Over No-Build Old Town House Road, west of Project Site South Driveway: Weekday Evening Saturday Midday 894 1,016 903 1,029 9 13 1.0 1.3 Station Avenue, north of Project Site North Driveway: Weekday Evening Saturday Midday 1,667 1,648 1,680 1,667 13 19 0.8 1.2 Station Avenue, south of Old Town House Road: Weekday Evening Saturday Midday 1,097 993 1,104 1,005 7 12 0.6 1.2 As shown in Table 6, Project-related traffic-volume increases external to the study area relative to 2032 No- Build conditions are anticipated to range from 7 to 19 vehicles or 0.6 to 1.3 percent during the peak periods. Not To Scale Transportation Impact Assessment - Proposed Taco Bell Restaurant - Yarmouth, Massachusetts N Peak-Hour Traffic Volumes Figure 7 2032 BuildVanasse & Associates inc SITE SITE WEEKDAY EVENING PEAK HOUR SATURDAY MIDDAY PEAK HOUR R:\10369\Graphics\TIA\May 2025\10369NT2.dwg, 10/17/2025 11:27:49 AM G:\10369 Yarmouth, MA\Memo\10369 - Memo 1025.docx 10 SIGHT DISTANCE EVALUATION Sight distance measurements were performed at the proposed site driveway intersections with Station Avenue and Old Town House Road in accordance with American Association of State Highway and Transportation Officials (AASHTO)7 recommendations. Both stopping sight distance (SSD) and intersection sight distance (ISD) measurements were performed. In brief, SSD is the distance recommended to be provided by a vehicle traveling at the design speed of a roadway, on wet pavement, to stop prior to striking an object in its travel path. ISD is the sight distance recommended to be provided to a driver entering or crossing an intersecting roadway in order to be perceived by an on-coming vehicle and not require the on-coming vehicle to need to reduce their speed to less than 70 percent of their initial speed. Table 7 summarizes the sight distances available at the exiting driveway locations. Table 7 SIGHT DISTANCE MEASUREMENTSa Intersection/Sight Distance Measurement Recommended Minimum Distances (Feet) Desirable Distances (Feet) Measured AASHTO Posted Speedb Station Avenue at Project Site North Driveway Stopping Sight Distance: Station Avenue approaching from the north Station Avenue approaching from the south 305 250 -- -- 650+ 650+ Intersection Sight Distance:c Looking to the north from Project Site North Driveway Looking to the south from Project Site North Driveway 305 250 475 390 650+ 650+ Old Town House Road at Project Site South Driveway Stopping Sight Distance: Old Town House Road approaching from the east Old Town House Road approaching from the west 305 305 -- -- 374 650+ Intersection Sight Distance:c Looking to the east from Project Site South Driveway Looking to the west from Project Site South Driveway 305 305 445 445 380 650+ aRecommended minimum values obtained from A Policy on Geometric Design of Highways and Streets, 7th Edition; American Association of State Highway and Transportation Officials (AASHTO); 2018. bBased on the Posted Speed on Station Avenue, 35 mph northbound and 40 mph southbound, and Old Town House Road, 40 mph. cValues shown are the intersection sight distance for a vehicle turning left exiting a roadway under STOP control. As shown in Table 7, the available lines of sight at the proposed site north driveway was found to exceed the recommended and desirable values for SSD and ISD looking north and south from the driveway based on the posted speed limit. The available lines of sight at the proposed site south driveway was found to exceed the recommended values for SSD and ISD and looking west from the driveway and only for SSD looking east. Although the desirable ISD is not met looking east from the south site driveway, the minimum measured ISD is the SSD or 305 feet which is met at this driveway. 7A Policy on Geometric Design of Highway and Streets, 7th Edition; American Association of State Highway and Transportation Officials (AASHTO); Washington D.C.; 2018. G:\10369 Yarmouth, MA\Memo\10369 - Memo 1025.docx 11 TRAFFIC OPERATIONS ANALYSIS Six levels of service 8 are defined for each type of facility. They are given letter designations from A to F, with level-of-service (LOS) A representing the best-operating conditions and LOS F representing congested or constrained operating conditions. Levels of service for signalized intersections were calculated using the Percentile Delay Method implemented as a part of the Synchro™ 12 software as required by MassDOT. The Percentile Delay Method assesses the effects of signal type, timing, phasing, and progression; vehicle mix; and geometrics on “percentile” delay. The levels of service of unsignalized intersections are determined by application of a procedure described in the Highway Capacity Manual 7th Edition. Level of service is measured in terms of average control delay. Mathematically, control delay is a function of the capacity and degree of saturation of the lane group and/or approach under study and is a quantification of motorist delay associated with traffic control devices such as traffic signals and STOP signs. Analysis Results Level-of-service analyses were conducted for 2025 Existing, 2032 No-Build, and 2032 Build conditions for the study area intersections. The results of the intersection capacity analysis within the study area are described below, with a tabular summary provided in Table 8 and Table 9. Signalized Intersections Station Avenue at Old Town House Road Under 2025 Existing and 2032 No-Build conditions, this intersection operates at an overall LOS C during the weekday evening and Saturday midday peak hours. There are no changes to the overall level of service under 2032 Build conditions due to the addition of Project traffic. The average vehicle queue per movement was estimated to increase by less than 1 vehicle due to the addition of Project traffic. Unsignalized Intersections Station Avenue at 433 Station Avenue North Driveway Under 2025 Existing conditions, the critical movement at this intersection operates at LOS D during the weekday evening and Saturday midday peak hours. Under 2032 No-Build conditions, the critical movement at this intersection operates at LOS D during the weekday evening and Saturday midday peak hours. This intersection does not exist under 2032 Build conditions. Old Town House Road at 433 Station Avenue South Driveway Under 2025 Existing and 2032 No-Buil conditions, the critical movement at this intersection operates at LOS A during the weekday evening and Saturday midday peak hours. This intersection does not exist under 2032 Build conditions. 8The capacity analysis methodology is based on the concepts and procedures presented in the Highway Capacity Manual 6th Edition; Transportation Research Board; Washington, DC; 2016. G:\10369 Yarmouth, MA\Memo\10369 - Memo 1025.docx 12 Station Avenue at 437 & 439 Station Avenue North Driveway/Project Site North Driveway Under 2025 Existing conditions, the critical movement at this intersection operates at LOS D during the weekday evening and Saturday midday peak hour. 2032 No-Build conditions, the critical movement at this intersection operates at LOS E during the weekday evening and Saturday midday peak hour. There is no change in the level of service under 2032 Build conditions. The queue is expected to increase by one vehicle under Build conditions compared to No-Build conditions. Station Avenue at 433 Station Avenue North Driveway Under 2025 Existing, and 2032 No-Build conditions, the critical movement at this intersection operates at LOS B during the weekday evening and Saturday midday peak hours. The critical movement of this intersection degrades from LOS B to LOS C during all peak hours under 2032 Build conditions. The change in level-of-service is a result of an average vehicle delay increase of less than 6 seconds. The queue is expected to increase by one vehicle under Build conditions compared to No-Build conditions G:\10369 Yarmouth, MA\Memo\10369 - Memo 1025.docx 13 Table 8 SIGNALIZED INTERSECTION CAPACITY ANALYSIS SUMMARY Signalized Intersection/Peak Hour/Movement 2025 Existing 2032 No-Build 2032 Build V/Ca Delayb LOSc Queued Avg/95th V/C Delay LOS Queue Avg/95th V/C Delay LOS Queue Avg/95th Station Avenue at Old Town House Road Weekday Evening: Old Town House Road EB LT Old Town House Road EB TH/RT Old Town House Road WB LT/TH Old Town House Road WB RT Station Avenue NB LT Station Avenue NB TH Station Avenue NB RT Station Avenue SB LT Station Avenue SB TH Station Avenue SB RT Overall Saturday Midday: Old Town House Road EB LT Old Town House Road EB TH/RT Old Town House Road WB LT/TH Old Town House Road WB RT Station Avenue NB LT Station Avenue NB TH Station Avenue NB RT Station Avenue SB LT Station Avenue SB TH Station Avenue SB RT Overall 0.73 0.18 0.08 0.06 0.19 0.42 0.01 0.07 0.59 0.42 -- 0.75 0.17 0.25 0.09 0.22 0.44 0.02 0.07 0.65 0.48 -- 35.4 7.0 45.7 0.4 12.8 14.8 0.0 21.7 27.4 14.2 21.2 35.5 9.2 54.8 0.6 20.6 22.7 0.1 31.6 38.7 19.0 27.9 D A D A B B A C C B C D A D A C C A C D B C 171/267 3/36 8/30 0/0 24/56 164/286 0/0 11/34 234/409 92/202 -- 205/456 9/56 28/74 0/0 25/89 144/390 0/0 10/44 208/560 83/270 -- 0.76 0.19 0.11 0.08 0.22 0.46 0.01 0.09 0.63 0.45 -- 0.79 0.18 0.34 0.12 0.25 0.46 0.02 0.08 0.66 0.50 -- 37.1 7.2 47.4 0.6 13.8 16.0 0.0 22.9 29.8 15.7 22.8 38.7 9.3 59.4 0.8 22.0 24.1 0.1 32.8 40.1 20.6 29.7 D A D A B B A C C B C D A E A C C A C D C C 188/291 5/40 11/36 0/0 27/62 188/325 0/0 14/41 267/493 110/234 -- 252/503 12/61 38/86 0/0 31/95 177/424 0/0 13/50 252/633 109/307 -- 0.76 0.19 0.11 0.08 0.22 0.46 0.01 0.09 0.63 0.45 -- 0.80 0.18 0.34 0.12 0.25 0.46 0.02 0.08 0.66 0.49 -- 37.1 7.2 47.4 0.6 13.8 16.1 0.0 22.9 30.0 15.8 22.8 40.2 9.3 59.5 0.9 21.7 23.8 0.1 32.5 39.5 20.5 29.8 D A D A B B A C C B C D A E A C C A C D C C 188/291 5/40 11/36 0/0 27/62 190/328 0/0 14/41 269/497 111/235 -- 252/503 12/61 38/86 0/0 30/95 178/432 0/0 12/50 254/647 109/311 -- aVolume-to-capacity ratio. bControl (signal) delay per vehicle in seconds. cLevel of service. dQueue length in feet. NB = northbound; SB = southbound; EB = eastbound; WB = westbound; LT = left-turning movements; TH = through movements; RT = right-turning movements. G:\10369 Yarmouth, MA\Memo\10369 - Memo 1025.docx 14 Table 9 UNSIGNALIZED INTERSECTION CAPACITY ANALYSIS SUMMARY Unsignalized Intersection/ 2025 Existing 2032 No-Build 2032 Build Critical Movement/Peak Hour Demanda Delayb LOSc Queued Demand Delay LOS Queue Demand Delay LOS Queue Station Avenue at 433 Station Avenue North Driveway Weekday Evening: 433 Station Avenue North Driveway EB LT/RT Saturday Midday: 433 Station Avenue North Driveway EB LT/RT 2 2 27.5 26.3 D D 0 0 2 2 31.5 29.9 D D 0 0 Closed Under Build Condition Old Town House Road at 433 Station Avenue South Driveway Weekday Evening: 433 Station Avenue South Driveway SB LT/RT Saturday Midday: 433 Station Avenue South Driveway SB LT/RT 0 0 0.0 0.0 A A 0 0 0 0 0.0 0.0 A A 0 0 Closed Under Build Condition Station Avenue at 437 & 439 Station Avenue North Driveway/Project Site North Driveway Weekday Evening: 437 & 429 Station Avenue North Driveway/ Project Site North Driveway EB LT/RT Saturday Midday: 437 & 429 Station Avenue North Driveway/ Project Site North Driveway EB LT/RT 7 3 30.2 30.5 D D 1 1 7 3 35.0 35.2 E E 1 1 38 42 41.9 42.4 E E 1 2 Old Town House Road at 437 & 439 Station Avenue South Driveway/ Project Site South Driveway Weekday Evening: 437 & 429 Station Avenue South Driveway/ Project Site South Driveway SB LT/RT Saturday Midday: 437 & 429 Station Avenue South Driveway/ Project Site South Driveway SB LT/RT 3 1 11.0 11.1 B B 0 0 3 1 11.3 11.4 B B 0 0 14 15 15.9 17.1 C C 1 1 aDemand in vehicles per hour. bDelay in seconds per vehicle. cLevel of service. d95th percentile queue length in vehicles. NB = northbound; SB = southbound; EB = eastbound; WB = westbound; LT = left-turning movements; TH = through movements; RT = right-turning movements. G:\10369 Yarmouth, MA\Memo\10369 - Memo 1025.docx 15 RECOMMENDATIONS Project Access Access to and egress from the proposed development will be provided via two driveways: one onto Station Avenue to the east and one onto Old Town House Road to the south. The following recommendations are offered with respect to the design and operation of the Project site driveways:  The driveways should be placed under STOP-sign (Manual on Uniform Traffic Control Devices (MUTCD)9 R1-1) control, with a painted STOP-bar included.  All signs and other pavement markings to be installed within the Project site shall conform to the applicable standards of the current MUTCD.  Signs and landscaping adjacent to the Project site driveways should be designed and maintained to remain below 24 inches above the driveways so as not to restrict lines of sight.  Snow windrows within sight triangle areas of the Project site driveways should be promptly removed where such accumulations would impede sight lines. CONCLUSIONS VAI has prepared this Transportation Impact Assessment to identify traffic impacts associated with a proposed Taco Bell Restaurant to be located at 433, 437, & 439 Station Avenue in Yarmouth, Massachusetts. We have the following conclusions:  The study area intersection crash rate was observed to be lower than the MassDOT District 5 crash rates for signalized intersections.  The Project is expected to generate approximately 490 new vehicle trips on an average weekday and 646 new vehicle trips on an average Saturday(two-way, 24-hour volume), with 49 new vehicle trips (26 entering and 23 exiting) during the weekday evening peak hour and 58 new vehicle trips (30 entering and 28 exiting) during the Saturday midday peak hour.  Traffic-volume increases related to the Project, external to the study, are anticipated to range from 7 to 19 or 0.6 to 1.3 percent, during peak periods.  Lines of sight at the Project site driveway intersections with Station Avenue and Old Town House Road were found to exceed the recommended minimum distance for safe operation based on the observed vehicle speeds on the respective roadways.  The Project will not have a significant impact on motorist delays or vehicle queuing at signalized intersections compared to anticipated future conditions without the Project (No-Build conditions), with a maximum increase in overall intersection delay of less than one second.  The Old Town House Road westbound left-turn/through movement at the intersection of Station Avenue and Old Town House Road is currently or estimated to operate in the future at capacity (defined as LOS of “E”) independent of the Project. 9Manual on Uniform Traffic Control Devices (MUTCD); Federal Highway Administration; Washington, D.C.; 2009. G:\10369 Yarmouth, MA\Memo\10369 - Memo 1025.docx 16  The critical movement of the intersection of Station Avenue at 437 & 439 Station Avenue North Driveway/Project Site North Driveway operates at LOS E or better under future conditions, with or without the Project. Vehicle queues increase by 1 vehicle during the Saturday midday peak hour at this intersection with the addition of the Project-related traffic.  The intersection of Old Town House Road at 437 & 439 Station Avenue South Driveway/ Project Site South Driveway degrades from LOS B to LOS C under future conditions with the addition of Project-related traffic. The increase in delay is less than 6 seconds under build conditions versus no-build conditions. This increase in delay is unlikely to be felt by the driver. As documented in this study, Project-related traffic increases will not result in significant increases in overall traffic volumes or traffic delays within the study area. The site driveways are expected to operate with minimal delays under build conditions as compared to no-build conditions during all peak hours. In general, Project-related traffic can be adequately accommodated within the existing infrastructure with minimal impact on the traffic operations within the study area. cc: File APPENDIX TRAFFIC COUNT DATA SEASONAL ADJUSTMENT DATA MASSDOT CRASH RATE WORKSHEET GROWTH RATE DATA EXISTING SITE TRIPS REMOVED TRIP GENERATION DATA CAPACITY ANALYSIS TRAFFIC COUNT DATA File Name : 10369001 Site Code : 10369001 Start Date : 5/29/2025 Page No : 1 N/S Street : Station Avenue E/W Street : Old Town House Road City/State : Yarmouth, MA Weather : Rain / Cloudy Groups Printed- Cars - Trucks Station Ave From North Old Town House Rd From East Station Ave From South Old Town House Rd From West Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:00 AM 3 114 49 1 2 5 17 97 1 95 0 34 418 07:15 AM 2 99 56 2 1 3 36 109 1 105 2 20 436 07:30 AM 1 120 62 1 2 3 30 104 0 112 1 33 469 07:45 AM 1 123 63 2 1 7 24 131 1 119 2 37 511 Total 7 456 230 6 6 18 107 441 3 431 5 124 1834 08:00 AM 5 100 62 1 2 6 26 134 2 112 2 15 467 08:15 AM 4 80 86 1 1 6 12 81 0 102 1 19 393 08:30 AM 4 81 74 1 0 4 12 87 1 86 2 17 369 08:45 AM 4 103 66 2 0 1 26 120 3 96 6 22 449 Total 17 364 288 5 3 17 76 422 6 396 11 73 1678 Grand Total 24 820 518 11 9 35 183 863 9 827 16 197 3512 Apprch %1.8 60.2 38 20 16.4 63.6 17.3 81.8 0.9 79.5 1.5 18.9 Total %0.7 23.3 14.7 0.3 0.3 1 5.2 24.6 0.3 23.5 0.5 5.6 Cars 24 786 495 9 9 35 169 809 9 799 16 189 3349 % Cars 100 95.9 95.6 81.8 100 100 92.3 93.7 100 96.6 100 95.9 95.4 Trucks 0 34 23 2 0 0 14 54 0 28 0 8 163 % Trucks 0 4.1 4.4 18.2 0 0 7.7 6.3 0 3.4 0 4.1 4.6 Station Ave From North Old Town House Rd From East Station Ave From South Old Town House Rd From West Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 2 99 56 157 2 1 3 6 36 109 1 146 105 2 20 127 436 07:30 AM 1 120 62 183 1 2 3 6 30 104 0 134 112 1 33 146 469 07:45 AM 1 123 63 187 2 1 7 10 24 131 1 156 119 2 37 158 511 08:00 AM 5 100 62 167 1 2 6 9 26 134 2 162 112 2 15 129 467 Total Volume 9 442 243 694 6 6 19 31 116 478 4 598 448 7 105 560 1883 % App. Total 1.3 63.7 35 19.4 19.4 61.3 19.4 79.9 0.7 80 1.2 18.8 PHF .450 .898 .964 .928 .750 .750 .679 .775 .806 .892 .500 .923 .941 .875 .709 .886 .921 Cars 9 423 235 667 5 6 19 30 106 449 4 559 428 7 100 535 1791 % Cars 100 95.7 96.7 96.1 83.3 100 100 96.8 91.4 93.9 100 93.5 95.5 100 95.2 95.5 95.1 Trucks 0 19 8 27 1 0 0 1 10 29 0 39 20 0 5 25 92 % Trucks 0 4.3 3.3 3.9 16.7 0 0 3.2 8.6 6.1 0 6.5 4.5 0 4.8 4.5 4.9 Accurate Counts 978-664-2565 File Name : 10369001 Site Code : 10369001 Start Date : 5/29/2025 Page No : 2 N/S Street : Station Avenue E/W Street : Old Town House Road City/State : Yarmouth, MA Weather : Rain / Cloudy Station Ave Old Town House Rd Old Town House Rd Station Ave Right 235 8 243 Thru 423 19 442 Left 9 0 9 InOut Total 896 667 1563 49 27 76 945 1639 694 Right19 0 19 Thru6 0 6 Left5 1 6 OutTotalIn20 30 50 0 1 1 20 51 31 Left 106 10 116 Thru 449 29 478 Right 4 0 4 Out TotalIn 528 559 1087 25 39 64 553 1151 598 Left428 20 448 Thru7 0 7 Right100 5 105 TotalOutIn347 535 882 18 25 43 365 925 560 Peak Hour Begins at 07:15 AM Cars Trucks Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:30 AM 07:15 AM 07:00 AM +0 mins.1 120 62 183 1 2 3 6 36 109 1 146 95 0 34 129 +15 mins.1 123 63 187 2 1 7 10 30 104 0 134 105 2 20 127 +30 mins.5 100 62 167 1 2 6 9 24 131 1 156 112 1 33 146 +45 mins.4 80 86 170 1 1 6 8 26 134 2 162 119 2 37 158 Total Volume 11 423 273 707 5 6 22 33 116 478 4 598 431 5 124 560 % App. Total 1.6 59.8 38.6 15.2 18.2 66.7 19.4 79.9 0.7 77 0.9 22.1 PHF .550 .860 .794 .945 .625 .750 .786 .825 .806 .892 .500 .923 .905 .625 .838 .886 Cars 11 405 263 679 5 6 22 33 106 449 4 559 416 5 119 540 % Cars 100 95.7 96.3 96 100 100 100 100 91.4 93.9 100 93.5 96.5 100 96 96.4 Trucks 0 18 10 28 0 0 0 0 10 29 0 39 15 0 5 20 % Trucks 0 4.3 3.7 4 0 0 0 0 8.6 6.1 0 6.5 3.5 0 4 3.6 Accurate Counts 978-664-2565 File Name : 10369001 Site Code : 10369001 Start Date : 5/29/2025 Page No : 3 N/S Street : Station Avenue E/W Street : Old Town House Road City/State : Yarmouth, MA Weather : Rain / Cloudy Station Ave Old Town House Rd Old Town House Rd Station Ave Right 263 10 273 Thru 405 18 423 Left 11 0 11 In - Peak Hour: 07:30 AM 679 28 707 Right22 0 22 Thru6 0 6 Left5 0 5 In - Peak Hour: 07:30 AM33 0 33 Left 106 10 116 Thru 449 29 478 Right 4 0 4 In - Peak Hour: 07:15 AM 559 39 598 Left416 15 431 Thru5 0 5 Right119 5 124 In - Peak Hour: 07:00 AM540 20 560 Cars Trucks Peak Hour Data North Accurate Counts 978-664-2565 File Name : 10369001 Site Code : 10369001 Start Date : 5/29/2025 Page No : 4 N/S Street : Station Avenue E/W Street : Old Town House Road City/State : Yarmouth, MA Weather : Rain / Cloudy Groups Printed- Cars Station Ave From North Old Town House Rd From East Station Ave From South Old Town House Rd From West Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:00 AM 3 108 45 1 2 5 15 95 1 94 0 34 403 07:15 AM 2 97 54 1 1 3 33 106 1 103 2 20 423 07:30 AM 1 113 60 1 2 3 30 103 0 106 1 28 448 07:45 AM 1 116 60 2 1 7 19 117 1 113 2 37 476 Total 7 434 219 5 6 18 97 421 3 416 5 119 1750 08:00 AM 5 97 61 1 2 6 24 123 2 106 2 15 444 08:15 AM 4 79 82 1 1 6 11 76 0 100 1 18 379 08:30 AM 4 79 70 1 0 4 12 81 1 83 2 16 353 08:45 AM 4 97 63 1 0 1 25 108 3 94 6 21 423 Total 17 352 276 4 3 17 72 388 6 383 11 70 1599 Grand Total 24 786 495 9 9 35 169 809 9 799 16 189 3349 Apprch %1.8 60.2 37.9 17 17 66 17.1 82 0.9 79.6 1.6 18.8 Total %0.7 23.5 14.8 0.3 0.3 1 5 24.2 0.3 23.9 0.5 5.6 Station Ave From North Old Town House Rd From East Station Ave From South Old Town House Rd From West Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 2 97 54 153 1 1 3 5 33 106 1 140 103 2 20 125 423 07:30 AM 1 113 60 174 1 2 3 6 30 103 0 133 106 1 28 135 448 07:45 AM 1 116 60 177 2 1 7 10 19 117 1 137 113 2 37 152 476 08:00 AM 5 97 61 163 1 2 6 9 24 123 2 149 106 2 15 123 444 Total Volume 9 423 235 667 5 6 19 30 106 449 4 559 428 7 100 535 1791 % App. Total 1.3 63.4 35.2 16.7 20 63.3 19 80.3 0.7 80 1.3 18.7 PHF .450 .912 .963 .942 .625 .750 .679 .750 .803 .913 .500 .938 .947 .875 .676 .880 .941 Accurate Counts 978-664-2565 File Name : 10369001 Site Code : 10369001 Start Date : 5/29/2025 Page No : 7 N/S Street : Station Avenue E/W Street : Old Town House Road City/State : Yarmouth, MA Weather : Rain / Cloudy Groups Printed- Trucks Station Ave From North Old Town House Rd From East Station Ave From South Old Town House Rd From West Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 07:00 AM 0 6 4 0 0 0 2 2 0 1 0 0 15 07:15 AM 0 2 2 1 0 0 3 3 0 2 0 0 13 07:30 AM 0 7 2 0 0 0 0 1 0 6 0 5 21 07:45 AM 0 7 3 0 0 0 5 14 0 6 0 0 35 Total 0 22 11 1 0 0 10 20 0 15 0 5 84 08:00 AM 0 3 1 0 0 0 2 11 0 6 0 0 23 08:15 AM 0 1 4 0 0 0 1 5 0 2 0 1 14 08:30 AM 0 2 4 0 0 0 0 6 0 3 0 1 16 08:45 AM 0 6 3 1 0 0 1 12 0 2 0 1 26 Total 0 12 12 1 0 0 4 34 0 13 0 3 79 Grand Total 0 34 23 2 0 0 14 54 0 28 0 8 163 Apprch %0 59.6 40.4 100 0 0 20.6 79.4 0 77.8 0 22.2 Total %0 20.9 14.1 1.2 0 0 8.6 33.1 0 17.2 0 4.9 Station Ave From North Old Town House Rd From East Station Ave From South Old Town House Rd From West Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 7 2 9 0 0 0 0 0 1 0 1 6 0 5 11 21 07:45 AM 0 7 3 10 0 0 0 0 5 14 0 19 6 0 0 6 35 08:00 AM 0 3 1 4 0 0 0 0 2 11 0 13 6 0 0 6 23 08:15 AM 0 1 4 5 0 0 0 0 1 5 0 6 2 0 1 3 14 Total Volume 0 18 10 28 0 0 0 0 8 31 0 39 20 0 6 26 93 % App. Total 0 64.3 35.7 0 0 0 20.5 79.5 0 76.9 0 23.1 PHF .000 .643 .625 .700 .000 .000 .000 .000 .400 .554 .000 .513 .833 .000 .300 .591 .664 Accurate Counts 978-664-2565 File Name : 10369001 Site Code : 10369001 Start Date : 5/29/2025 Page No : 10 N/S Street : Station Avenue E/W Street : Old Town House Road City/State : Yarmouth, MA Weather : Rain / Cloudy Groups Printed- Bikes Peds Station Ave From North Old Town House Rd From East Station Ave From South Old Town House Rd From West Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Exclu. Total Inclu. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 1 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 1 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Grand Total 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 1 Apprch %0 0 0 0 0 0 0 0 0 0 0 0 Total % 100 0 Station Ave From North Old Town House Rd From East Station Ave From South Old Town House Rd From West Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % App. Total 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Accurate Counts 978-664-2565 File Name : 10369001 Site Code : 10369001 Start Date : 5/29/2025 Page No : 1 N/S Street : Station Avenue E/W Street : Old Town House Road City/State : Yarmouth, MA Weather : Rain / Cloudy Groups Printed- Cars - Trucks Station Ave From North Old Town House Rd From East Station Ave From South Old Town House Rd From West Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 04:00 PM 11 112 44 3 5 10 15 115 3 84 3 18 423 04:15 PM 4 101 85 1 2 5 22 111 3 80 1 18 433 04:30 PM 9 98 86 2 2 4 15 109 2 82 1 22 432 04:45 PM 5 124 85 3 1 4 25 107 1 66 1 19 441 Total 29 435 300 9 10 23 77 442 9 312 6 77 1729 05:00 PM 8 101 84 2 1 4 17 97 1 88 4 17 424 05:15 PM 7 111 74 1 0 8 21 90 0 56 1 26 395 05:30 PM 5 108 82 0 5 2 16 60 2 59 2 20 361 05:45 PM 5 94 54 2 1 2 11 62 1 54 0 16 302 Total 25 414 294 5 7 16 65 309 4 257 7 79 1482 Grand Total 54 849 594 14 17 39 142 751 13 569 13 156 3211 Apprch %3.6 56.7 39.7 20 24.3 55.7 15.7 82.9 1.4 77.1 1.8 21.1 Total %1.7 26.4 18.5 0.4 0.5 1.2 4.4 23.4 0.4 17.7 0.4 4.9 Cars 54 842 585 14 17 39 142 735 13 552 13 154 3160 % Cars 100 99.2 98.5 100 100 100 100 97.9 100 97 100 98.7 98.4 Trucks 0 7 9 0 0 0 0 16 0 17 0 2 51 % Trucks 0 0.8 1.5 0 0 0 0 2.1 0 3 0 1.3 1.6 Station Ave From North Old Town House Rd From East Station Ave From South Old Town House Rd From West Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 4 101 85 190 1 2 5 8 22 111 3 136 80 1 18 99 433 04:30 PM 9 98 86 193 2 2 4 8 15 109 2 126 82 1 22 105 432 04:45 PM 5 124 85 214 3 1 4 8 25 107 1 133 66 1 19 86 441 05:00 PM 8 101 84 193 2 1 4 7 17 97 1 115 88 4 17 109 424 Total Volume 26 424 340 790 8 6 17 31 79 424 7 510 316 7 76 399 1730 % App. Total 3.3 53.7 43 25.8 19.4 54.8 15.5 83.1 1.4 79.2 1.8 19 PHF .722 .855 .988 .923 .667 .750 .850 .969 .790 .955 .583 .938 .898 .438 .864 .915 .981 Cars 26 420 333 779 8 6 17 31 79 415 7 501 303 7 74 384 1695 % Cars 100 99.1 97.9 98.6 100 100 100 100 100 97.9 100 98.2 95.9 100 97.4 96.2 98.0 Trucks 0 4 7 11 0 0 0 0 0 9 0 9 13 0 2 15 35 % Trucks 0 0.9 2.1 1.4 0 0 0 0 0 2.1 0 1.8 4.1 0 2.6 3.8 2.0 Accurate Counts 978-664-2565 File Name : 10369001 Site Code : 10369001 Start Date : 5/29/2025 Page No : 2 N/S Street : Station Avenue E/W Street : Old Town House Road City/State : Yarmouth, MA Weather : Rain / Cloudy Station Ave Old Town House Rd Old Town House Rd Station Ave Right 333 7 340 Thru 420 4 424 Left 26 0 26 InOut Total 735 779 1514 22 11 33 757 1547 790 Right17 0 17 Thru6 0 6 Left8 0 8 OutTotalIn40 31 71 0 0 0 40 71 31 Left 79 0 79 Thru 415 9 424 Right 7 0 7 Out TotalIn 502 501 1003 6 9 15 508 1018 510 Left303 13 316 Thru7 0 7 Right74 2 76 TotalOutIn418 384 802 7 15 22 425 824 399 Peak Hour Begins at 04:15 PM Cars Trucks Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:45 PM 04:00 PM 04:00 PM 04:15 PM +0 mins.5 124 85 214 3 5 10 18 15 115 3 133 80 1 18 99 +15 mins.8 101 84 193 1 2 5 8 22 111 3 136 82 1 22 105 +30 mins.7 111 74 192 2 2 4 8 15 109 2 126 66 1 19 86 +45 mins.5 108 82 195 3 1 4 8 25 107 1 133 88 4 17 109 Total Volume 25 444 325 794 9 10 23 42 77 442 9 528 316 7 76 399 % App. Total 3.1 55.9 40.9 21.4 23.8 54.8 14.6 83.7 1.7 79.2 1.8 19 PHF .781 .895 .956 .928 .750 .500 .575 .583 .770 .961 .750 .971 .898 .438 .864 .915 Cars 25 441 320 786 9 10 23 42 77 430 9 516 303 7 74 384 % Cars 100 99.3 98.5 99 100 100 100 100 100 97.3 100 97.7 95.9 100 97.4 96.2 Trucks 0 3 5 8 0 0 0 0 0 12 0 12 13 0 2 15 % Trucks 0 0.7 1.5 1 0 0 0 0 0 2.7 0 2.3 4.1 0 2.6 3.8 Accurate Counts 978-664-2565 File Name : 10369001 Site Code : 10369001 Start Date : 5/29/2025 Page No : 3 N/S Street : Station Avenue E/W Street : Old Town House Road City/State : Yarmouth, MA Weather : Rain / Cloudy Station Ave Old Town House Rd Old Town House Rd Station Ave Right 320 5 325 Thru 441 3 444 Left 25 0 25 In - Peak Hour: 04:45 PM 786 8 794 Right23 0 23 Thru10 0 10 Left9 0 9 In - Peak Hour: 04:00 PM42 0 42 Left 77 0 77 Thru 430 12 442 Right 9 0 9 In - Peak Hour: 04:00 PM 516 12 528 Left303 13 316 Thru7 0 7 Right74 2 76 In - Peak Hour: 04:15 PM384 15 399 Cars Trucks Peak Hour Data North Accurate Counts 978-664-2565 File Name : 10369001 Site Code : 10369001 Start Date : 5/29/2025 Page No : 4 N/S Street : Station Avenue E/W Street : Old Town House Road City/State : Yarmouth, MA Weather : Rain / Cloudy Groups Printed- Cars Station Ave From North Old Town House Rd From East Station Ave From South Old Town House Rd From West Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 04:00 PM 11 110 44 3 5 10 15 112 3 81 3 18 415 04:15 PM 4 100 83 1 2 5 22 109 3 74 1 16 420 04:30 PM 9 97 84 2 2 4 15 105 2 77 1 22 420 04:45 PM 5 123 83 3 1 4 25 104 1 65 1 19 434 Total 29 430 294 9 10 23 77 430 9 297 6 75 1689 05:00 PM 8 100 83 2 1 4 17 97 1 87 4 17 421 05:15 PM 7 111 73 1 0 8 21 90 0 56 1 26 394 05:30 PM 5 107 81 0 5 2 16 58 2 59 2 20 357 05:45 PM 5 94 54 2 1 2 11 60 1 53 0 16 299 Total 25 412 291 5 7 16 65 305 4 255 7 79 1471 Grand Total 54 842 585 14 17 39 142 735 13 552 13 154 3160 Apprch %3.6 56.9 39.5 20 24.3 55.7 16 82.6 1.5 76.8 1.8 21.4 Total %1.7 26.6 18.5 0.4 0.5 1.2 4.5 23.3 0.4 17.5 0.4 4.9 Station Ave From North Old Town House Rd From East Station Ave From South Old Town House Rd From West Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 4 100 83 187 1 2 5 8 22 109 3 134 74 1 16 91 420 04:30 PM 9 97 84 190 2 2 4 8 15 105 2 122 77 1 22 100 420 04:45 PM 5 123 83 211 3 1 4 8 25 104 1 130 65 1 19 85 434 05:00 PM 8 100 83 191 2 1 4 7 17 97 1 115 87 4 17 108 421 Total Volume 26 420 333 779 8 6 17 31 79 415 7 501 303 7 74 384 1695 % App. Total 3.3 53.9 42.7 25.8 19.4 54.8 15.8 82.8 1.4 78.9 1.8 19.3 PHF .722 .854 .991 .923 .667 .750 .850 .969 .790 .952 .583 .935 .871 .438 .841 .889 .976 Accurate Counts 978-664-2565 File Name : 10369001 Site Code : 10369001 Start Date : 5/29/2025 Page No : 7 N/S Street : Station Avenue E/W Street : Old Town House Road City/State : Yarmouth, MA Weather : Rain / Cloudy Groups Printed- Trucks Station Ave From North Old Town House Rd From East Station Ave From South Old Town House Rd From West Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 04:00 PM 0 2 0 0 0 0 0 3 0 3 0 0 8 04:15 PM 0 1 2 0 0 0 0 2 0 6 0 2 13 04:30 PM 0 1 2 0 0 0 0 4 0 5 0 0 12 04:45 PM 0 1 2 0 0 0 0 3 0 1 0 0 7 Total 0 5 6 0 0 0 0 12 0 15 0 2 40 05:00 PM 0 1 1 0 0 0 0 0 0 1 0 0 3 05:15 PM 0 0 1 0 0 0 0 0 0 0 0 0 1 05:30 PM 0 1 1 0 0 0 0 2 0 0 0 0 4 05:45 PM 0 0 0 0 0 0 0 2 0 1 0 0 3 Total 0 2 3 0 0 0 0 4 0 2 0 0 11 Grand Total 0 7 9 0 0 0 0 16 0 17 0 2 51 Apprch %0 43.8 56.2 0 0 0 0 100 0 89.5 0 10.5 Total %0 13.7 17.6 0 0 0 0 31.4 0 33.3 0 3.9 Station Ave From North Old Town House Rd From East Station Ave From South Old Town House Rd From West Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM 04:00 PM 0 2 0 2 0 0 0 0 0 3 0 3 3 0 0 3 8 04:15 PM 0 1 2 3 0 0 0 0 0 2 0 2 6 0 2 8 13 04:30 PM 0 1 2 3 0 0 0 0 0 4 0 4 5 0 0 5 12 04:45 PM 0 1 2 3 0 0 0 0 0 3 0 3 1 0 0 1 7 Total Volume 0 5 6 11 0 0 0 0 0 12 0 12 15 0 2 17 40 % App. Total 0 45.5 54.5 0 0 0 0 100 0 88.2 0 11.8 PHF .000 .625 .750 .917 .000 .000 .000 .000 .000 .750 .000 .750 .625 .000 .250 .531 .769 Accurate Counts 978-664-2565 File Name : 10369001 Site Code : 10369001 Start Date : 5/29/2025 Page No : 10 N/S Street : Station Avenue E/W Street : Old Town House Road City/State : Yarmouth, MA Weather : Rain / Cloudy Groups Printed- Bikes Peds Station Ave From North Old Town House Rd From East Station Ave From South Old Town House Rd From West Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Exclu. Total Inclu. Total Int. Total 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 1 Total 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 1 Grand Total 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 1 Apprch %0 0 0 0 0 0 0 100 0 0 0 0 Total %0 0 0 0 0 0 0 100 0 0 0 0 0 100 Station Ave From North Old Town House Rd From East Station Ave From South Old Town House Rd From West Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1 Total Volume 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1 % App. Total 0 0 0 0 0 0 0 100 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .250 .000 .250 .000 .000 .000 .000 .250 Accurate Counts 978-664-2565 File Name : 103690S1 Site Code : 10369001 Start Date : 5/31/2025 Page No : 1 N/S Street : Station Avenue E/W Street : Old Town House Road City/State : Yarmouth, MA Weather : Cloudy Groups Printed- Cars - Trucks Station Ave From North Old Town House Rd From East Station Ave From South Old Town House Rd From West Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 11:00 AM 9 92 92 1 6 5 20 88 4 90 3 23 433 11:15 AM 7 101 68 6 7 6 22 95 5 102 10 15 444 11:30 AM 7 95 96 6 4 9 26 76 6 96 5 15 441 11:45 AM 4 108 85 3 5 4 12 86 2 96 3 24 432 Total 27 396 341 16 22 24 80 345 17 384 21 77 1750 12:00 PM 5 86 100 3 2 2 14 91 2 106 4 24 439 12:15 PM 5 101 74 1 2 9 26 86 4 84 4 15 411 12:30 PM 3 91 86 2 0 11 25 85 6 80 4 20 413 12:45 PM 4 124 73 4 6 8 11 71 1 79 5 25 411 Total 17 402 333 10 10 30 76 333 13 349 17 84 1674 01:00 PM 8 99 78 2 4 6 24 68 3 69 8 20 389 01:15 PM 3 85 68 3 6 6 25 95 0 96 2 32 421 01:30 PM 5 68 88 0 2 5 23 72 1 92 6 21 383 01:45 PM 2 97 62 2 1 7 17 77 1 86 2 20 374 Total 18 349 296 7 13 24 89 312 5 343 18 93 1567 Grand Total 62 1147 970 33 45 78 245 990 35 1076 56 254 4991 Apprch %2.8 52.6 44.5 21.2 28.8 50 19.3 78 2.8 77.6 4 18.3 Total %1.2 23 19.4 0.7 0.9 1.6 4.9 19.8 0.7 21.6 1.1 5.1 Cars 62 1144 958 33 45 78 242 982 35 1069 56 253 4957 % Cars 100 99.7 98.8 100 100 100 98.8 99.2 100 99.3 100 99.6 99.3 Trucks 0 3 12 0 0 0 3 8 0 7 0 1 34 % Trucks 0 0.3 1.2 0 0 0 1.2 0.8 0 0.7 0 0.4 0.7 Station Ave From North Old Town House Rd From East Station Ave From South Old Town House Rd From West Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 11:00 AM to 01:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:15 AM 11:15 AM 7 101 68 176 6 7 6 19 22 95 5 122 102 10 15 127 444 11:30 AM 7 95 96 198 6 4 9 19 26 76 6 108 96 5 15 116 441 11:45 AM 4 108 85 197 3 5 4 12 12 86 2 100 96 3 24 123 432 12:00 PM 5 86 100 191 3 2 2 7 14 91 2 107 106 4 24 134 439 Total Volume 23 390 349 762 18 18 21 57 74 348 15 437 400 22 78 500 1756 % App. Total 3 51.2 45.8 31.6 31.6 36.8 16.9 79.6 3.4 80 4.4 15.6 PHF .821 .903 .873 .962 .750 .643 .583 .750 .712 .916 .625 .895 .943 .550 .813 .933 .989 Cars 23 388 344 755 18 18 21 57 74 345 15 434 398 22 78 498 1744 % Cars 100 99.5 98.6 99.1 100 100 100 100 100 99.1 100 99.3 99.5 100 100 99.6 99.3 Trucks 0 2 5 7 0 0 0 0 0 3 0 3 2 0 0 2 12 % Trucks 0 0.5 1.4 0.9 0 0 0 0 0 0.9 0 0.7 0.5 0 0 0.4 0.7 Accurate Counts 978-664-2565 File Name : 103690S1 Site Code : 10369001 Start Date : 5/31/2025 Page No : 2 N/S Street : Station Avenue E/W Street : Old Town House Road City/State : Yarmouth, MA Weather : Cloudy Station Ave Old Town House Rd Old Town House Rd Station Ave Right 344 5 349 Thru 388 2 390 Left 23 0 23 InOut Total 764 755 1519 5 7 12 769 1531 762 Right21 0 21 Thru18 0 18 Left18 0 18 OutTotalIn60 57 117 0 0 0 60 117 57 Left 74 0 74 Thru 345 3 348 Right 15 0 15 Out TotalIn 484 434 918 2 3 5 486 923 437 Left398 2 400 Thru22 0 22 Right78 0 78 TotalOutIn436 498 934 5 2 7 441 941 500 Peak Hour Begins at 11:15 AM Cars Trucks Peak Hour Data North Peak Hour Analysis From 11:00 AM to 01:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 11:30 AM 11:00 AM 11:00 AM 11:15 AM +0 mins.7 95 96 198 1 6 5 12 20 88 4 112 102 10 15 127 +15 mins.4 108 85 197 6 7 6 19 22 95 5 122 96 5 15 116 +30 mins.5 86 100 191 6 4 9 19 26 76 6 108 96 3 24 123 +45 mins.5 101 74 180 3 5 4 12 12 86 2 100 106 4 24 134 Total Volume 21 390 355 766 16 22 24 62 80 345 17 442 400 22 78 500 % App. Total 2.7 50.9 46.3 25.8 35.5 38.7 18.1 78.1 3.8 80 4.4 15.6 PHF .750 .903 .888 .967 .667 .786 .667 .816 .769 .908 .708 .906 .943 .550 .813 .933 Cars 21 388 348 757 16 22 24 62 79 342 17 438 398 22 78 498 % Cars 100 99.5 98 98.8 100 100 100 100 98.8 99.1 100 99.1 99.5 100 100 99.6 Trucks 0 2 7 9 0 0 0 0 1 3 0 4 2 0 0 2 % Trucks 0 0.5 2 1.2 0 0 0 0 1.2 0.9 0 0.9 0.5 0 0 0.4 Accurate Counts 978-664-2565 File Name : 103690S1 Site Code : 10369001 Start Date : 5/31/2025 Page No : 3 N/S Street : Station Avenue E/W Street : Old Town House Road City/State : Yarmouth, MA Weather : Cloudy Station Ave Old Town House Rd Old Town House Rd Station Ave Right 348 7 355 Thru 388 2 390 Left 21 0 21 In - Peak Hour: 11:30 AM 757 9 766 Right24 0 24 Thru22 0 22 Left16 0 16 In - Peak Hour: 11:00 AM62 0 62 Left 79 1 80 Thru 342 3 345 Right 17 0 17 In - Peak Hour: 11:00 AM 438 4 442 Left398 2 400 Thru22 0 22 Right78 0 78 In - Peak Hour: 11:15 AM498 2 500 Cars Trucks Peak Hour Data North Accurate Counts 978-664-2565 File Name : 103690S1 Site Code : 10369001 Start Date : 5/31/2025 Page No : 4 N/S Street : Station Avenue E/W Street : Old Town House Road City/State : Yarmouth, MA Weather : Cloudy Groups Printed- Cars Station Ave From North Old Town House Rd From East Station Ave From South Old Town House Rd From West Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 11:00 AM 9 92 91 1 6 5 19 88 4 90 3 23 431 11:15 AM 7 101 68 6 7 6 22 94 5 102 10 15 443 11:30 AM 7 94 94 6 4 9 26 75 6 95 5 15 436 11:45 AM 4 108 84 3 5 4 12 85 2 96 3 24 430 Total 27 395 337 16 22 24 79 342 17 383 21 77 1740 12:00 PM 5 85 98 3 2 2 14 91 2 105 4 24 435 12:15 PM 5 101 72 1 2 9 26 84 4 83 4 15 406 12:30 PM 3 91 86 2 0 11 24 84 6 79 4 20 410 12:45 PM 4 123 73 4 6 8 11 70 1 78 5 25 408 Total 17 400 329 10 10 30 75 329 13 345 17 84 1659 01:00 PM 8 99 78 2 4 6 24 68 3 69 8 19 388 01:15 PM 3 85 67 3 6 6 25 95 0 95 2 32 419 01:30 PM 5 68 85 0 2 5 22 71 1 92 6 21 378 01:45 PM 2 97 62 2 1 7 17 77 1 85 2 20 373 Total 18 349 292 7 13 24 88 311 5 341 18 92 1558 Grand Total 62 1144 958 33 45 78 242 982 35 1069 56 253 4957 Apprch %2.9 52.9 44.3 21.2 28.8 50 19.2 78 2.8 77.6 4.1 18.4 Total %1.3 23.1 19.3 0.7 0.9 1.6 4.9 19.8 0.7 21.6 1.1 5.1 Station Ave From North Old Town House Rd From East Station Ave From South Old Town House Rd From West Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 11:00 AM to 01:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:15 AM 11:15 AM 7 101 68 176 6 7 6 19 22 94 5 121 102 10 15 127 443 11:30 AM 7 94 94 195 6 4 9 19 26 75 6 107 95 5 15 115 436 11:45 AM 4 108 84 196 3 5 4 12 12 85 2 99 96 3 24 123 430 12:00 PM 5 85 98 188 3 2 2 7 14 91 2 107 105 4 24 133 435 Total Volume 23 388 344 755 18 18 21 57 74 345 15 434 398 22 78 498 1744 % App. Total 3 51.4 45.6 31.6 31.6 36.8 17.1 79.5 3.5 79.9 4.4 15.7 PHF .821 .898 .878 .963 .750 .643 .583 .750 .712 .918 .625 .897 .948 .550 .813 .936 .984 Accurate Counts 978-664-2565 File Name : 103690S1 Site Code : 10369001 Start Date : 5/31/2025 Page No : 7 N/S Street : Station Avenue E/W Street : Old Town House Road City/State : Yarmouth, MA Weather : Cloudy Groups Printed- Trucks Station Ave From North Old Town House Rd From East Station Ave From South Old Town House Rd From West Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right Int. Total 11:00 AM 0 0 1 0 0 0 1 0 0 0 0 0 2 11:15 AM 0 0 0 0 0 0 0 1 0 0 0 0 1 11:30 AM 0 1 2 0 0 0 0 1 0 1 0 0 5 11:45 AM 0 0 1 0 0 0 0 1 0 0 0 0 2 Total 0 1 4 0 0 0 1 3 0 1 0 0 10 12:00 PM 0 1 2 0 0 0 0 0 0 1 0 0 4 12:15 PM 0 0 2 0 0 0 0 2 0 1 0 0 5 12:30 PM 0 0 0 0 0 0 1 1 0 1 0 0 3 12:45 PM 0 1 0 0 0 0 0 1 0 1 0 0 3 Total 0 2 4 0 0 0 1 4 0 4 0 0 15 01:00 PM 0 0 0 0 0 0 0 0 0 0 0 1 1 01:15 PM 0 0 1 0 0 0 0 0 0 1 0 0 2 01:30 PM 0 0 3 0 0 0 1 1 0 0 0 0 5 01:45 PM 0 0 0 0 0 0 0 0 0 1 0 0 1 Total 0 0 4 0 0 0 1 1 0 2 0 1 9 Grand Total 0 3 12 0 0 0 3 8 0 7 0 1 34 Apprch %0 20 80 0 0 0 27.3 72.7 0 87.5 0 12.5 Total %0 8.8 35.3 0 0 0 8.8 23.5 0 20.6 0 2.9 Station Ave From North Old Town House Rd From East Station Ave From South Old Town House Rd From West Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 11:00 AM to 01:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:30 AM 11:30 AM 0 1 2 3 0 0 0 0 0 1 0 1 1 0 0 1 5 11:45 AM 0 0 1 1 0 0 0 0 0 1 0 1 0 0 0 0 2 12:00 PM 0 1 2 3 0 0 0 0 0 0 0 0 1 0 0 1 4 12:15 PM 0 0 2 2 0 0 0 0 0 2 0 2 1 0 0 1 5 Total Volume 0 2 7 9 0 0 0 0 0 4 0 4 3 0 0 3 16 % App. Total 0 22.2 77.8 0 0 0 0 100 0 100 0 0 PHF .000 .500 .875 .750 .000 .000 .000 .000 .000 .500 .000 .500 .750 .000 .000 .750 .800 Accurate Counts 978-664-2565 File Name : 103690S1 Site Code : 10369001 Start Date : 5/31/2025 Page No : 10 N/S Street : Station Avenue E/W Street : Old Town House Road City/State : Yarmouth, MA Weather : Cloudy Groups Printed- Bikes Peds Station Ave From North Old Town House Rd From East Station Ave From South Old Town House Rd From West Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Exclu. Total Inclu. Total Int. Total 11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 1 11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 1 Total 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 2 0 2 12:00 PM 0 0 0 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 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 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 0 0 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:00 PM 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 2 0 2 01:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:45 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 1 Total 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 3 0 3 Grand Total 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 5 0 5 Apprch %0 0 0 0 0 0 0 0 0 0 0 0 Total % 100 0 Station Ave From North Old Town House Rd From East Station Ave From South Old Town House Rd From West Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 11:00 AM to 01:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:00 AM 11:00 AM 0 0 0 0 0 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 0 11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 % App. Total 0 0 0 0 0 0 0 0 0 0 0 0 PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Accurate Counts 978-664-2565 SEASONAL ADJUSTMENT DATA 2022 CAPE COD TRAFFIC COUNTING REPORT | Page 17 SEASONAL ADJUSTMENT FACTORS Using the data collected from the permanent traffic counting stations, MassDOT determines the seasonal adjustment factors for the next year. These factors indicate relative traffic volumes throughout the year. For example, weekday traffic in January is approximately half the weekday traffic in July. By multiplying by the Average Daily Traffic (ADT) of a traffic count by a seasonal adjustment factor, an estimate of annual ADT can be produced for that location. ADT volumes from all months can in this way be converted into annual ADT volumes and properly compared. The newest values for the region provided by MassDOT are from 2022, which, as well as the factors from previous years can be found in Table 5. Table 5: Monthly Adjustment Factors for Cape Cod Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec 2022 1.24 1.21 1.10 1.01 0.92 0.83 0.77 0.79 0.90 0.97 1.03 1.08 **2021 1.04 1.16 1.12 0.98 0.92 0.88 0.77 0.81 0.94 1.02 1.08 1.12 **2020 1.04 1.16 1.12 0.98 0.92 0.88 0.77 0.81 0.94 1.02 1.08 1.12 2019 1.04 1.16 1.12 0.98 0.92 0.88 0.77 0.81 0.94 1.02 1.08 1.12 2018 1.22 1.15 1.09 1.12 0.90 0.89 0.82 0.83 0.92 0.98 1.06 1.08 2017 1.18 1.17 1.08 1.03 0.95 0.87 0.83 0.83 0.97 0.98 1.19 1.19 2016 1.18 1.17 1.13 1.05 0.93 0.84 0.79 0.80 0.93 1.00 1.09 1.13 *2015 1.26 1.25 1.20 1.06 0.96 0.89 0.76 0.76 0.92 0.99 1.08 1.14 *2014 1.26 1.25 1.20 1.06 0.96 0.89 0.76 0.76 0.92 0.99 1.08 1.14 *2013 1.26 1.25 1.20 1.06 0.96 0.89 0.76 0.76 0.92 0.99 1.08 1.14 *2012 1.26 1.25 1.20 1.06 0.96 0.89 0.76 0.76 0.92 0.99 1.08 1.14 2011 1.26 1.25 1.20 1.06 0.96 0.89 0.76 0.76 0.92 0.99 1.08 1.14 2010 1.26 1.25 1.19 1.08 0.95 0.88 0.77 0.76 0.93 1.00 1.08 1.15 2009 1.26 1.25 1.19 1.08 0.95 0.88 0.77 0.76 0.93 1.00 1.08 1.15 2008 1.21 1.25 1.19 1.08 0.96 0.89 0.78 0.76 0.93 1.00 1.07 1.14 2007 1.25 1.21 1.17 1.06 0.96 0.86 0.78 0.79 0.93 1.00 1.08 1.14 2006 1.26 1.20 1.18 1.04 0.96 0.86 0.78 0.79 0.93 0.99 1.07 1.12 2005 1.27 1.23 1.18 1.06 0.96 0.85 0.77 0.78 0.93 0.99 1.08 1.15 2004 1.27 1.23 1.18 1.06 0.96 0.85 0.77 0.78 0.93 0.99 1.08 1.15 2003 1.29 1.23 1.16 1.06 0.99 0.87 0.79 0.77 0.95 0.99 1.07 1.14 Source: MassDOT *2011 values used; **2019 values used MASSDOT CRASH RATE WORKSHEET Town of Yarmouth 2017‐2021Crash Number Crash Date Crash Severity Light Conditions Manner of Collision Road Surface Condition Vehicle Configuration (All Vehicles) Weather Conditions4311316 01/10/2017 Property damage only (none injured) Daylight Angle Dry V1:(Passenger car) / V2:(Passenger car) Cloudy/Unknown4337392 03/13/2017 Property damage only (none injured) Daylight Rear‐end Dry V1:(Passenger car) / V2:(Passenger car) Clear4346146 03/31/2017 Property damage only (none injured) Daylight Angle Dry V1:(Passenger car) / V2:(Passenger car) Clear4351760 04/11/2017 Non‐fatal injury Daylight Rear‐end Dry V1:(Passenger car) / V2:(Passenger car) Clear4356806 04/27/2017 Property damage only (none injured) Daylight Rear‐end Dry V1:(Passenger car) / V2:(Passenger car) Clear/Other4386346 07/05/2017 Non‐fatal injury Daylight Rear‐end Dry V1:(Passenger car) / V2:(Passenger car) / V3:(Passenger car) Clear4493489 01/31/2018 Property damage only (none injured) Daylight Rear‐end Wet V1:(Passenger car) / V2:(Light truck(van, mini‐van, pickup, sport utility)) Clear4503258 02/20/2018 Property damage only (none injured) Dark ‐ lighted roadway Rear‐end Dry V1:(Passenger car) / V2:(Passenger car) Fog, smog, smoke4556864 06/12/2018 Property damage only (none injured) Daylight Angle Dry V1:(Passenger car) / V2:(Light truck(van, mini‐van, pickup, sport utility)) Clear4581846 08/15/2018 Property damage only (none injured) Daylight Angle Dry V1:(Passenger car) / V2:(Passenger car) Clear4614161 10/25/2018 Property damage only (none injured) Dark ‐ lighted roadway Rear‐end Dry V1:(Passenger car) / V2:(Light truck(van, mini‐van, pickup, sport utility)) Clear4625774 11/19/2018 Property damage only (none injured) Dark ‐ lighted roadway Sideswipe, same direction Dry V1:(Passenger car) / V2:(Passenger car) Clear4654293 01/18/2019 Property damage only (none injured) Dark ‐ lighted roadway Front to Rear Dry V1:(Passenger car) / V2:(Passenger car) Clear4654946 01/23/2019 Non‐fatal injury Dark ‐ lighted roadway Head‐on Dry V1:(Passenger car) / V2:(Passenger car) Clear4665377 02/16/2019 Property damage only (none injured) Daylight Unknown Dry V1:(Passenger car) / V2:(Passenger car) Clear4813887 02/04/2020 Property damage only (none injured) Dark ‐ roadway not lighted Sideswipe, same direction Dry V1:(Passenger car) / V2:(Light truck(van, mini‐van, pickup, sport utility)) Clear4856451 07/03/2020 Property damage only (none injured) Dark ‐ lighted roadway Rear‐end Dry V1:(Passenger car) / V2:(Passenger car) Clear4875879 09/07/2020 Non‐fatal injury Dusk Single vehicle crash Dry V1:(Motorcycle) Clear4876383 09/08/2020 Property damage only (none injured) Daylight Sideswipe, same direction Dry V1:(Passenger car) / V2:(Passenger car) Clear4883696 10/02/2020 Property damage only (none injured) Dark ‐ lighted roadway Single vehicle crash Dry V1:(Passenger car) Clear4934096 02/19/2021 Property damage only (none injured) Dark ‐ lighted roadway Single vehicle crash Snow V1:(Passenger car) Snow/Blowing sand, snow4963669 05/21/2021 Property damage only (none injured) Daylight Angle Dry V1:(Light truck(van, mini‐van, pickup, sport utility)) / V2:(Passenger car) Clear4973089 06/11/2021 Property damage only (none injured) Dark ‐ lighted roadway Angle Dry V1:(Passenger car) / V2:(Passenger car) Clear4979982 07/05/2021 Non‐fatal injury Daylight Front to Rear Dry V1:(Passenger car) / V2:(Passenger car) Clear4994625 08/11/2021 Property damage only (none injured) Daylight Rear‐end Dry V1:(Light truck(van, mini‐van, pickup, sport utility)) / V2:(Passenger car) Clear5006799 09/08/2021 Property damage only (none injured) Daylight Angle Dry V1:(Passenger car) / V2:(Passenger car) Cloudy/UnknownStation Avenue at Old Town House RoadS:\Jobs\10369 ‐ Yarmouth, MA\Accidents\Crashes CITY/TOWN : Yarmouth COUNT DATE :May-25 DISTRICT : 5 UNSIGNALIZED :SIGNALIZED :X ~ INTERSECTION DATA ~ MAJOR STREET :Station Avenue MINOR STREET(S) :Old Town House Road ↑ North 694 2 4 31 560 3 1 598 PEAK HOUR VOLUMES 1 2 3 4 5 EB WB NB SB 560 31 598 694 1,883 0.084 22,417 26 # OF YEARS :5 AVERAGE # OF CRASHES PER YEAR ( A ) : 5.20 0.64 RATE =( A * 1,000,000 ) ( V * 365 ) Comments : Accident Rate for District 5 signalized intersections = 0.75 PEAK HOURLY VOLUMES (AM) : " K " FACTOR :INTERSECTION ADT ( V ) = TOTAL DAILY APPROACH VOLUME : TOTAL # OF CRASHES : CRASH RATE CALCULATION : INTERSECTION CRASH RATE WORKSHEET INTERSECTION DIAGRAM (Label Approaches) APPROACH :Total Peak Hourly Approach VolumeDIRECTION : GROWTH RATE DATA 2022 CAPE COD TRAFFIC COUNTING REPORT | Page 24 Table 8: Cape Cod Traffic Growth by Subregion Region* Number of Comparisons** 10-Year Annual Average Growth Rate (2013-2022) One-Year Growth Rate (2021-2022) Upper Cape 79 0.47% 0.36% Mid-Cape 80 -1.36% -3.82% Lower Cape 60 -1.46% -0.18% Outer Cape 26 -2.38% -8.11% All Roads 245 -1.16% -0.73% *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 slight decline in traffic volume from 2013 to 2022 across the Cape, one of the major contributors of this decline could be the Covid-19 Pandemic. The Covid-19 Pandemic had a significant impact on the decline of traffic volume in 2020 and into 2021, which would in turn lead to an overall decrease in the 10-year annual average growth. It is interesting to note that traffic volumes did come back to relatively normal pre-pandemic levels in 2022 after exceeding normal volumes in 2021. This decrease in traffic volume would account for the negative one-year growth that many of the sub-regions experienced. The Covid-19 Pandemic caused severe social and economic disruption around the world as well as locally on Cape Cod. Public areas and educational institutions were either partially or fully closed in many jurisdictions, and many events were cancelled or postponed during 2020 and again in 2021. Telework also became a much more common form of work during the pandemic, which further reduced trips to places of work. The Cape-wide population has shown a moderate increase during this period (see following table), which could help to explain why trip generators (commercial establishments, residences, etc.) have not been reduced by more. Traffic surged during the Summer and Fall of 2021 due to changes on travel restrictions, social distancing measures, and public areas opening back up after mass closure. The public began to travel again, and this created a visible increase in traffic during the latter half of 2021. Traffic volumes collected during 2022 saw a dip in one-year average growth rate region wide as volumes began to return to levels observed pre-pandemic. There was a -0.73% decrease observed region wide when comparing volumes from 2021 to 2022. In the wake of the Covid-19 Pandemic, it will continue to be important to monitor the impacts to transportation modes and traffic volumes region wide. EXISTING SITE TRIPS REMOVED Not To Scale Transportation Impact Assessment - Proposed Taco Bell Restaurant - Yarmouth, Massachusetts N Figure A-1 Existing Site Trips RemovedVanasse & Associates inc SITE SITE WEEKDAY EVENING PEAK HOUR SATURDAY MIDDAY PEAK HOUR R:\10369\Graphics\TIA\May 2025\10369NT2.dwg, 10/17/2025 11:29:19 AM TRIP GENERATION DATA Institute of Transportation Engineers (ITE) Trip Generation, 11 th Edition Land Use Code (LUC) 934 - Fast-Food Restaurant with Drive-Through Window Average Vehicle Trips Ends vs:1,000 Square Feet Gross Floor Area Independent Variable (X):2.094 AVERAGE WEEKDAY DAILY T =467.48 * (X) T =467.48 *2.094 T =978.90 T =978 vehicle trips with 50% (489 vpd) entering and 50% (489 vpd) exiting. WEEKDAY MORNING PEAK HOUR OF GENERATOR T =50.57 * (X) T =50.57 *2.094 T =105.89 T =106 vehicle trips with 52% (55 vph) entering and 48% (51 vph) exiting. WEEKDAY EVENING PEAK HOUR OF GENERATOR T =50.94 * (X) T =50.94 *2.094 T =106.67 T =107 vehicle trips with 51% (55 vph) entering and 49% (52 vph) exiting. SATURDAY DAILY T =616.12 * (X) T =616.12 *2.094 T =1,290.16 T =1,290 vehicle trips with 50% (645 vpd) entering and 50% (645 vpd) exiting. SATURDAY MIDDAY PEAK HOUR OF GENERATOR T =55.25 * (X) T =55.25 *2.094 T =115.69 T =116 vehicle trips with 51% (59 vph) entering and 49% (57 vph) exiting. Confidential Vanasse & Associates, Inc.934-SF Land Use Code Land Use Setting Time Period # Data Sites Average Pass-By Rate GFA (000)Primary (%)Diverted (%)Total (%)Source 1.4 Kentucky 1993 —62 22 16 38 1407 2 3 Kentucky 1993 —43 14 43 57 2903 2 3.3 --1996 —68 ——32 —21 3.6 Kentucky 1993 —32 47 21 68 437 2 4.2 Indiana 1993 —46 23 31 54 1049 2 Weekday AM Peak Period 5 50% Pass-By Characteristics for Individual Sites State or Province Survey Year # Interviews Pass-By Trip (%) Non-Pass-By Trips Adj Street Peak Hour Volume General Urban/Suburban Vehicle Pass-By Rates by Land Use Source: ITE Trip Generation Manual , 11th Edition 934 Fast-Food Restaurant with Drive-Through Window Land Use Code Land Use Setting Time Period # Data Sites Average Pass-By Rate GFA (000)Primary (%)Diverted (%)Total (%)Source 1.3 Kentucky 1993 —68 22 10 32 2055 2 1.9 Kentucky 1993 33 67 24 9 33 2447 2 2.8 Florida 1995 47 66 ——34 —30 2.9 Florida 1996 271 41 41 18 59 —30 3 Kentucky 1993 —31 31 38 69 4250 2 3.1 Florida 1995 28 71 ——29 —30 3.1 Florida 1996 29 38 ——62 —30 3.2 Florida 1996 202 40 39 21 60 —30 3.3 —1996 —62 ——38 —21 4.2 Indiana 1993 —56 25 19 44 1632 2 4.3 Florida 1994 304 62 ——38 —30 Weekday PM Peak Period 11 55% Pass-By Characteristics for Individual Sites State or Province Survey Year # Interviews Pass-By Trip (%) Non-Pass-By Trips Adj Street Peak Hour Volume General Urban/Suburban Vehicle Pass-By Rates by Land Use Source: ITE Trip Generation Manual , 11th Edition 934 Fast-Food Restaurant with Drive-Through Window CAPACITY ANALYSIS 2025 Existing Weekday Evening Peak Hour 2025 Existing Saturday Midday Peak Hour 2032 No-Build Weekday Evening Peak Hour 2032 No-Build Saturday Midday Peak Hour 2032 Build Weekday Evening Peak Hour 2032 Build Saturday Midday Peak Hour 2025 Existing Weekday Evening Peak Hour 2 - 2025 Existing Weekday Evening Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 316 7 76 8 6 17 79 424 7 26 424 340 Future Volume (vph) 316 7 76 8 6 17 79 424 7 26 424 340 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 12 16 11 10 16 Storage Length (ft) 125 0 0 60 70 60 230 135 Storage Lanes 1 0 0 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.863 0.850 0.850 0.850 Flt Protected 0.950 0.972 0.950 0.950 Satd. Flow (prot) 1678 1543 0 0 1785 1561 1745 1863 1830 1745 1756 1794 Flt Permitted 0.488 0.773 0.302 0.502 Satd. Flow (perm) 862 1543 0 0 1420 1561 555 1863 1830 922 1756 1794 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 83 111 63 158 Link Speed (mph) 40 40 35 40 Link Distance (ft) 294 887 510 483 Travel Time (s) 5.0 15.1 9.9 8.2 Peak Hour Factor 0.92 0.92 0.92 0.97 0.97 0.97 0.94 0.94 0.94 0.92 0.92 0.92 Heavy Vehicles (%) 4%0%3%0%0%0%0%2%0%0%1%2% Adj. Flow (vph) 343 8 83 8 6 18 84 451 7 28 461 370 Shared Lane Traffic (%) Lane Group Flow (vph) 343 91 0 0 14 18 84 451 7 28 461 370 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 11 11 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.00 0.85 1.04 1.09 0.85 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 12 21121121 Detector Template Left Thru Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 100 20 20 100 20 20 100 20 Trailing Detector (ft) 00 00000000 Detector 1 Position(ft) 00 00000000 Detector 1 Size(ft) 20 6 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm NA Perm pm+pt NA Perm Perm NA Perm 2 - 2025 Existing Weekday Evening Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 2 Lane Group Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type 2 - 2025 Existing Weekday Evening Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 3 8 4 1 6 2 Permitted Phases 8 4 4 6 6 2 2 Detector Phase 38 444166222 Switch Phase Minimum Initial (s) 8.0 10.0 10.0 10.0 10.0 8.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 11.0 15.0 15.0 15.0 15.0 14.0 16.0 16.0 16.0 16.0 16.0 Total Split (s) 43.0 63.0 20.0 20.0 20.0 26.0 72.0 72.0 46.0 46.0 46.0 Total Split (%) 27.4% 40.1% 12.7% 12.7% 12.7% 16.6% 45.9% 45.9% 29.3% 29.3% 29.3% Maximum Green (s) 40.0 58.0 15.0 15.0 15.0 20.0 66.0 66.0 40.0 40.0 40.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Min Min None None None Walk Time (s) Flash Don't Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 29.0 26.9 10.6 10.6 51.7 51.7 51.7 40.5 40.5 40.5 Actuated g/C Ratio 0.32 0.30 0.12 0.12 0.57 0.57 0.57 0.45 0.45 0.45 v/c Ratio 0.73 0.18 0.08 0.06 0.19 0.42 0.01 0.07 0.59 0.42 Control Delay (s/veh) 35.4 7.0 45.7 0.4 12.8 14.8 0.0 21.7 27.4 14.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 35.4 7.0 45.7 0.4 12.8 14.8 0.0 21.7 27.4 14.2 LOS DA DABBACCB Approach Delay (s/veh) 29.5 20.2 14.3 21.5 Approach LOS C C B C Intersection Summary Area Type: Other Cycle Length: 157 Actuated Cycle Length: 90.2 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay (s/veh): 21.2 Intersection LOS: C Intersection Capacity Utilization 69.0% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1: Station Avenue & Old Town House Road 2 - 2025 Existing Weekday Evening Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 4 Lane Group Ø9 Protected Phases 9 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 1.0 Minimum Split (s) 22.0 Total Split (s) 22.0 Total Split (%) 14% Maximum Green (s) 18.0 Yellow Time (s) 3.0 All-Red Time (s) 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 Recall Mode None Walk Time (s) 7.0 Flash Don't Walk (s) 11.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay (s/veh) Queue Delay Total Delay (s/veh) LOS Approach Delay (s/veh) Approach LOS Intersection Summary 2 - 2025 Existing Weekday Evening Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Queues Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 5 Lane Group EBL EBT WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 343 91 14 18 84 451 7 28 461 370 v/c Ratio 0.73 0.18 0.08 0.06 0.19 0.42 0.01 0.07 0.59 0.42 Control Delay (s/veh) 35.4 7.0 45.7 0.4 12.8 14.8 0.0 21.7 27.4 14.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 35.4 7.0 45.7 0.4 12.8 14.8 0.0 21.7 27.4 14.2 Queue Length 50th (ft) 1713802416401123492 Queue Length 95th (ft) 267 36 30 0 56 286 0 34 409 202 Internal Link Dist (ft) 214 807 430 403 Turn Bay Length (ft) 125 60 70 60 230 135 Base Capacity (vph) 793 1074 249 365 596 1397 1387 431 822 924 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.43 0.08 0.06 0.05 0.14 0.32 0.01 0.06 0.56 0.40 Intersection Summary 2 - 2025 Existing Weekday Evening Peak Hour 2: Station Avenue & 433 Station Avenue North Driveway 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 6 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 1 1 1 756 789 1 Future Volume (vph) 1 1 1 756 789 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 12 12 16 16 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.932 Flt Protected 0.976 Satd. Flow (prot) 1920 0 0 1845 2132 0 Flt Permitted 0.976 Satd. Flow (perm) 1920 0 0 1845 2132 0 Link Speed (mph) 30 35 40 Link Distance (ft) 339 483 262 Travel Time (s) 7.7 9.4 4.5 Peak Hour Factor 0.92 0.92 0.93 0.93 0.92 0.92 Heavy Vehicles (%) 2%2%3%3%1%1% Adj. Flow (vph) 1 1 1 813 858 1 Shared Lane Traffic (%) Lane Group Flow (vph) 2 0 0 814 859 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 16 13 13 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.85 0.85 1.00 1.00 0.85 0.85 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 51.6% ICU Level of Service A Analysis Period (min) 15 2 - 2025 Existing Weekday Evening Peak Hour 2: Station Avenue & 433 Station Avenue North Driveway 07/08/2025 HCM 7th TWSC Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 7 Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 1 1 1 756 789 1 Future Vol, veh/h 1 1 1 756 789 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 93 93 92 92 Heavy Vehicles, % 2 2 3 3 1 1 Mvmt Flow 1 1 1 813 858 1 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1673 858 859 0 - 0 Stage 1 858 ----- Stage 2 815 ----- Critical Hdwy 6.42 6.22 4.13 - - - Critical Hdwy Stg 15.42----- Critical Hdwy Stg 25.42----- Follow-up Hdwy 3.518 3.318 2.227 - - - Pot Cap-1 Maneuver 105 356 778 - - - Stage 1 415 ----- Stage 2 435 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 105 356 778 - - - Mov Cap-2 Maneuver 105 ----- Stage 1 414 ----- Stage 2 435 ----- Approach EB NB SB HCM Ctrl Dly, s/v 27.51 0.01 0 HCM LOS D Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 2 - 162 - - HCM Lane V/C Ratio 0.001 - 0.013 - - HCM Ctrl Dly (s/v) 9.6 0 27.5 - - HCM Lane LOS A A D - - HCM 95th %tile Q(veh) 0 - 0 - - 2 - 2025 Existing Weekday Evening Peak Hour 3: Old Town House Road & 433 Station Avenue South Driveway 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 8 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0399425000 Future Volume (vph) 0399425000 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 11 11 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 0 1827 1863 0 1801 0 Flt Permitted Satd. Flow (perm) 0 1827 1863 0 1801 0 Link Speed (mph) 40 40 30 Link Distance (ft) 325 294 240 Travel Time (s) 5.5 5.0 5.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 4%4%2%2%2%2% Adj. Flow (vph) 0434462000 Shared Lane Traffic (%) Lane Group Flow (vph) 0 434 462000 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.04 1.04 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 25.7% ICU Level of Service A Analysis Period (min) 15 2 - 2025 Existing Weekday Evening Peak Hour 3: Old Town House Road & 433 Station Avenue South Driveway 07/08/2025 HCM 7th TWSC Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 9 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 399 425 0 0 0 Future Vol, veh/h 0 399 425 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 92 92 92 92 92 Heavy Vehicles, % 4 4 2 2 2 2 Mvmt Flow 0 434 462 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 462 0 - 0 896 462 Stage 1 - - - - 462 - Stage 2 - - - - 434 - Critical Hdwy 4.14 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.236 - - - 3.518 3.318 Pot Cap-1 Maneuver 1089 - - - 311 600 Stage 1 - - - - 634 - Stage 2 - - - - 653 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1089 - - - 311 600 Mov Cap-2 Maneuver - - - - 311 - Stage 1 - - - - 634 - Stage 2 - - - - 653 - Approach EB WB SB HCM Ctrl Dly, s/v 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1089 ---- HCM Lane V/C Ratio ----- HCM Ctrl Dly (s/v) 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0---- 2 - 2025 Existing Weekday Evening Peak Hour 4: Station Avenue & 437 & 439 Station Avenue North Driveway 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 10 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 4 3 2 755 787 3 Future Volume (vph) 4 3 2 755 787 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 15 15 13 12 14 14 Storage Length (ft) 0 0 70 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.942 Flt Protected 0.972 0.950 Satd. Flow (prot) 1876 0 1811 1845 2007 0 Flt Permitted 0.972 0.950 Satd. Flow (perm) 1876 0 1811 1845 2007 0 Link Speed (mph) 30 35 40 Link Distance (ft) 345 262 175 Travel Time (s) 7.8 5.1 3.0 Peak Hour Factor 0.92 0.92 0.93 0.93 0.92 0.92 Heavy Vehicles (%) 2%2%3%3%1%1% Adj. Flow (vph) 4 3 2 812 855 3 Shared Lane Traffic (%) Lane Group Flow (vph) 7 0 2 812 858 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 15 13 13 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 0.96 1.00 0.92 0.92 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 51.6% ICU Level of Service A Analysis Period (min) 15 2 - 2025 Existing Weekday Evening Peak Hour 4: Station Avenue & 437 & 439 Station Avenue North Driveway 07/08/2025 HCM 7th TWSC Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 11 Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 4 3 2 755 787 3 Future Vol, veh/h 4 3 2 755 787 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 70 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 93 93 92 92 Heavy Vehicles, % 2 2 3 3 1 1 Mvmt Flow 4 3 2 812 855 3 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1673 857 859 0 - 0 Stage 1 857 ----- Stage 2 816 ----- Critical Hdwy 6.42 6.22 4.13 - - - Critical Hdwy Stg 15.42----- Critical Hdwy Stg 25.42----- Follow-up Hdwy 3.518 3.318 2.227 - - - Pot Cap-1 Maneuver 105 357 778 - - - Stage 1 416 ----- Stage 2 435 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 105 357 778 - - - Mov Cap-2 Maneuver 105 ----- Stage 1 415 ----- Stage 2 435 ----- Approach EB NB SB HCM Ctrl Dly, s/v 30.21 0.03 0 HCM LOS D Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 778 - 150 - - HCM Lane V/C Ratio 0.003 - 0.051 - - HCM Ctrl Dly (s/v) 9.6 - 30.2 - - HCM Lane LOS A - D - - HCM 95th %tile Q(veh) 0 - 0.2 - - 2 - 2025 Existing Weekday Evening Peak Hour 5: Old Town House Road & 437 & 439 Station Avenue South Driveway 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 12 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 1399425003 Future Volume (vph) 1399425003 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 16 16 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected Satd. Flow (prot) 0 1827 1863 0 1826 0 Flt Permitted Satd. Flow (perm) 0 1827 1863 0 1826 0 Link Speed (mph) 40 40 30 Link Distance (ft) 408 325 255 Travel Time (s) 7.0 5.5 5.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 4%4%2%2%2%2% Adj. Flow (vph) 1434462003 Shared Lane Traffic (%) Lane Group Flow (vph) 0 435 462030 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 16 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 0.85 0.85 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 32.4% ICU Level of Service A Analysis Period (min) 15 2 - 2025 Existing Weekday Evening Peak Hour 5: Old Town House Road & 437 & 439 Station Avenue South Driveway 07/08/2025 HCM 7th TWSC Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 13 Intersection Int Delay, s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 399 425 0 0 3 Future Vol, veh/h 1 399 425 0 0 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 4 4 2 2 2 2 Mvmt Flow 1 434 462 0 0 3 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 462 0 - 0 898 462 Stage 1 - - - - 462 - Stage 2 - - - - 436 - Critical Hdwy 4.14 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.236 - - - 3.518 3.318 Pot Cap-1 Maneuver 1089 - - - 310 600 Stage 1 - - - - 634 - Stage 2 - - - - 652 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1089 - - - 310 600 Mov Cap-2 Maneuver - - - - 310 - Stage 1 - - - - 633 - Stage 2 - - - - 652 - Approach EB WB SB HCM Ctrl Dly, s/v 0.02 0 11.04 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 5 - - - 600 HCM Lane V/C Ratio 0.001 - - - 0.005 HCM Ctrl Dly (s/v) 8.3 0 - - 11 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0 2025 Existing Saturday Midday Peak Hour 3 - 2025 Existing Saturday Midday Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 400 22 78 18 18 21 74 348 15 23 390 349 Future Volume (vph) 400 22 78 18 18 21 74 348 15 23 390 349 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 12 16 11 10 16 Storage Length (ft) 125 0 0 60 70 60 230 135 Storage Lanes 1 0 0 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.883 0.850 0.850 0.850 Flt Protected 0.950 0.976 0.950 0.950 Satd. Flow (prot) 1728 1622 0 0 1793 1561 1745 1881 1830 1745 1756 1812 Flt Permitted 0.528 0.787 0.271 0.533 Satd. Flow (perm) 960 1622 0 0 1445 1561 498 1881 1830 979 1756 1812 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 84 111 63 177 Link Speed (mph) 40 40 35 40 Link Distance (ft) 294 887 510 483 Travel Time (s) 5.0 15.1 9.9 8.2 Peak Hour Factor 0.93 0.93 0.93 0.75 0.75 0.75 0.90 0.90 0.90 0.96 0.96 0.96 Heavy Vehicles (%) 1%0%0%0%0%0%0%1%0%0%1%1% Adj. Flow (vph) 430 24 84 24 24 28 82 387 17 24 406 364 Shared Lane Traffic (%) Lane Group Flow (vph) 430 108 0 0 48 28 82 387 17 24 406 364 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 11 11 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.00 0.85 1.04 1.09 0.85 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 12 21121121 Detector Template Left Thru Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 100 20 20 100 20 20 100 20 Trailing Detector (ft) 00 00000000 Detector 1 Position(ft) 00 00000000 Detector 1 Size(ft) 20 6 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm NA Perm pm+pt NA Perm Perm NA Perm 3 - 2025 Existing Saturday Midday Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 2 Lane Group Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type 3 - 2025 Existing Saturday Midday Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 3 8 4 1 6 2 Permitted Phases 8 4 4 6 6 2 2 Detector Phase 38 444166222 Switch Phase Minimum Initial (s) 8.0 10.0 10.0 10.0 10.0 8.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 11.0 15.0 15.0 15.0 15.0 14.0 16.0 16.0 16.0 16.0 16.0 Total Split (s) 43.0 63.0 20.0 20.0 20.0 26.0 72.0 72.0 46.0 46.0 46.0 Total Split (%) 27.4% 40.1% 12.7% 12.7% 12.7% 16.6% 45.9% 45.9% 29.3% 29.3% 29.3% Maximum Green (s) 40.0 58.0 15.0 15.0 15.0 20.0 66.0 66.0 40.0 40.0 40.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Min Min None None None Walk Time (s) Flash Don't Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 37.3 34.8 12.8 12.8 45.6 45.6 45.6 34.3 34.3 34.3 Actuated g/C Ratio 0.39 0.36 0.13 0.13 0.47 0.47 0.47 0.36 0.36 0.36 v/c Ratio 0.75 0.17 0.25 0.09 0.22 0.44 0.02 0.07 0.65 0.48 Control Delay (s/veh) 35.5 9.2 54.8 0.6 20.6 22.7 0.1 31.6 38.7 19.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 35.5 9.2 54.8 0.6 20.6 22.7 0.1 31.6 38.7 19.0 LOS D A D A C C A C D B Approach Delay (s/veh) 30.2 34.8 21.6 29.4 Approach LOS CCCC Intersection Summary Area Type: Other Cycle Length: 157 Actuated Cycle Length: 96.6 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay (s/veh): 27.9 Intersection LOS: C Intersection Capacity Utilization 70.2% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1: Station Avenue & Old Town House Road 3 - 2025 Existing Saturday Midday Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 4 Lane Group Ø9 Protected Phases 9 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 1.0 Minimum Split (s) 22.0 Total Split (s) 22.0 Total Split (%) 14% Maximum Green (s) 18.0 Yellow Time (s) 3.0 All-Red Time (s) 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 Recall Mode None Walk Time (s) 7.0 Flash Don't Walk (s) 11.0 Pedestrian Calls (#/hr) 2 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay (s/veh) Queue Delay Total Delay (s/veh) LOS Approach Delay (s/veh) Approach LOS Intersection Summary 3 - 2025 Existing Saturday Midday Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Queues Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 5 Lane Group EBL EBT WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 430 108 48 28 82 387 17 24 406 364 v/c Ratio 0.75 0.17 0.25 0.09 0.22 0.44 0.02 0.07 0.65 0.48 Control Delay (s/veh) 35.5 9.2 54.8 0.6 20.6 22.7 0.1 31.6 38.7 19.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 35.5 9.2 54.8 0.6 20.6 22.7 0.1 31.6 38.7 19.0 Queue Length 50th (ft) 205 9 28 0 25 144 0 10 208 83 Queue Length 95th (ft) 456 56 74 0 89 390 0 44 #560 270 Internal Link Dist (ft) 214 807 430 403 Turn Bay Length (ft) 125 60 70 60 230 135 Base Capacity (vph) 902 1064 272 384 551 1312 1295 491 880 997 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.48 0.10 0.18 0.07 0.15 0.29 0.01 0.05 0.46 0.37 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 3 - 2025 Existing Saturday Midday Peak Hour 2: Station Avenue & 433 Station Avenue North Driveway 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 6 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 1 1 1 768 761 1 Future Volume (vph) 1 1 1 768 761 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 12 12 16 16 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.932 Flt Protected 0.976 Satd. Flow (prot) 1920 0 0 1881 2132 0 Flt Permitted 0.976 Satd. Flow (perm) 1920 0 0 1881 2132 0 Link Speed (mph) 30 35 40 Link Distance (ft) 339 483 262 Travel Time (s) 7.7 9.4 4.5 Peak Hour Factor 0.92 0.92 0.91 0.91 0.96 0.96 Heavy Vehicles (%) 2%2%1%1%1%1% Adj. Flow (vph) 1 1 1 844 793 1 Shared Lane Traffic (%) Lane Group Flow (vph) 2 0 0 845 794 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 16 13 13 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.85 0.85 1.00 1.00 0.85 0.85 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 51.2% ICU Level of Service A Analysis Period (min) 15 3 - 2025 Existing Saturday Midday Peak Hour 2: Station Avenue & 433 Station Avenue North Driveway 07/08/2025 HCM 7th TWSC Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 7 Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 1 1 1 768 761 1 Future Vol, veh/h 1 1 1 768 761 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 91 91 96 96 Heavy Vehicles, % 2 2 1 1 1 1 Mvmt Flow 1 1 1 844 793 1 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1639 793 794 0 - 0 Stage 1 793 ----- Stage 2 846 ----- Critical Hdwy 6.42 6.22 4.11 - - - Critical Hdwy Stg 15.42----- Critical Hdwy Stg 25.42----- Follow-up Hdwy 3.518 3.318 2.209 - - - Pot Cap-1 Maneuver 110 388 832 - - - Stage 1 446 ----- Stage 2 421 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 110 388 832 - - - Mov Cap-2 Maneuver 110 ----- Stage 1 444 ----- Stage 2 421 ----- Approach EB NB SB HCM Ctrl Dly, s/v 26.26 0.01 0 HCM LOS D Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 2 - 172 - - HCM Lane V/C Ratio 0.001 - 0.013 - - HCM Ctrl Dly (s/v) 9.3 0 26.3 - - HCM Lane LOS A A D - - HCM 95th %tile Q(veh) 0 - 0 - - 3 - 2025 Existing Saturday Midday Peak Hour 3: Old Town House Road & 433 Station Avenue South Driveway 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 8 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0500441000 Future Volume (vph) 0500441000 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 11 11 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 0 1881 1881 0 1801 0 Flt Permitted Satd. Flow (perm) 0 1881 1881 0 1801 0 Link Speed (mph) 40 40 30 Link Distance (ft) 325 294 240 Travel Time (s) 5.5 5.0 5.5 Peak Hour Factor 0.93 0.93 0.94 0.94 0.92 0.92 Heavy Vehicles (%) 1%1%1%1%2%2% Adj. Flow (vph) 0538469000 Shared Lane Traffic (%) Lane Group Flow (vph) 0 538 469000 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.04 1.04 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 29.6% ICU Level of Service A Analysis Period (min) 15 3 - 2025 Existing Saturday Midday Peak Hour 3: Old Town House Road & 433 Station Avenue South Driveway 07/08/2025 HCM 7th TWSC Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 9 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 500 441 0 0 0 Future Vol, veh/h 0 500 441 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 93 93 94 94 92 92 Heavy Vehicles, % 1 1 1 1 2 2 Mvmt Flow 0 538 469 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 469 0 - 0 1007 469 Stage 1 - - - - 469 - Stage 2 - - - - 538 - Critical Hdwy 4.11 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.209 - - - 3.518 3.318 Pot Cap-1 Maneuver 1098 - - - 267 594 Stage 1 - - - - 630 - Stage 2 - - - - 586 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1098 - - - 267 594 Mov Cap-2 Maneuver - - - - 267 - Stage 1 - - - - 630 - Stage 2 - - - - 586 - Approach EB WB SB HCM Ctrl Dly, s/v 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1098 ---- HCM Lane V/C Ratio ----- HCM Ctrl Dly (s/v) 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0---- 3 - 2025 Existing Saturday Midday Peak Hour 4: Station Avenue & 437 & 439 Station Avenue North Driveway 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 10 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 2 1 2 767 761 3 Future Volume (vph) 2 1 2 767 761 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 15 15 13 12 14 14 Storage Length (ft) 0 0 70 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.955 0.999 Flt Protected 0.968 0.950 Satd. Flow (prot) 1894 0 1847 1881 2005 0 Flt Permitted 0.968 0.950 Satd. Flow (perm) 1894 0 1847 1881 2005 0 Link Speed (mph) 30 35 40 Link Distance (ft) 345 262 175 Travel Time (s) 7.8 5.1 3.0 Peak Hour Factor 0.92 0.92 0.91 0.91 0.96 0.96 Heavy Vehicles (%) 2%2%1%1%1%1% Adj. Flow (vph) 2 1 2 843 793 3 Shared Lane Traffic (%) Lane Group Flow (vph) 3 0 2 843 796 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 15 13 13 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 0.96 1.00 0.92 0.92 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 50.4% ICU Level of Service A Analysis Period (min) 15 3 - 2025 Existing Saturday Midday Peak Hour 4: Station Avenue & 437 & 439 Station Avenue North Driveway 07/08/2025 HCM 7th TWSC Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 11 Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 2 1 2 767 761 3 Future Vol, veh/h 2 1 2 767 761 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 70 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 91 91 96 96 Heavy Vehicles, % 2 2 1 1 1 1 Mvmt Flow 2 1 2 843 793 3 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1642 794 796 0 - 0 Stage 1 794 ----- Stage 2 847 ----- Critical Hdwy 6.42 6.22 4.11 - - - Critical Hdwy Stg 15.42----- Critical Hdwy Stg 25.42----- Follow-up Hdwy 3.518 3.318 2.209 - - - Pot Cap-1 Maneuver 110 388 830 - - - Stage 1 445 ----- Stage 2 420 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 110 388 830 - - - Mov Cap-2 Maneuver 110 ----- Stage 1 444 ----- Stage 2 420 ----- Approach EB NB SB HCM Ctrl Dly, s/v 30.55 0.02 0 HCM LOS D Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 830 - 144 - - HCM Lane V/C Ratio 0.003 - 0.023 - - HCM Ctrl Dly (s/v) 9.3 - 30.5 - - HCM Lane LOS A - D - - HCM 95th %tile Q(veh) 0 - 0.1 - - 3 - 2025 Existing Saturday Midday Peak Hour 5: Old Town House Road & 437 & 439 Station Avenue South Driveway 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 12 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 1500441001 Future Volume (vph) 1500441001 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 16 16 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected Satd. Flow (prot) 0 1881 1881 0 1826 0 Flt Permitted Satd. Flow (perm) 0 1881 1881 0 1826 0 Link Speed (mph) 40 40 30 Link Distance (ft) 408 325 255 Travel Time (s) 7.0 5.5 5.8 Peak Hour Factor 0.93 0.93 0.94 0.94 0.92 0.92 Heavy Vehicles (%) 1%1%1%1%2%2% Adj. Flow (vph) 1538469001 Shared Lane Traffic (%) Lane Group Flow (vph) 0 539 469010 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 16 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 0.85 0.85 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 37.1% ICU Level of Service A Analysis Period (min) 15 3 - 2025 Existing Saturday Midday Peak Hour 5: Old Town House Road & 437 & 439 Station Avenue South Driveway 07/08/2025 HCM 7th TWSC Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 13 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 500 441 0 0 1 Future Vol, veh/h 1 500 441 0 0 1 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 93 93 94 94 92 92 Heavy Vehicles, % 1 1 1 1 2 2 Mvmt Flow 1 538 469 0 0 1 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 469 0 - 0 1009 469 Stage 1 - - - - 469 - Stage 2 - - - - 540 - Critical Hdwy 4.11 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.209 - - - 3.518 3.318 Pot Cap-1 Maneuver 1098 - - - 266 594 Stage 1 - - - - 630 - Stage 2 - - - - 584 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1098 - - - 266 594 Mov Cap-2 Maneuver - - - - 266 - Stage 1 - - - - 629 - Stage 2 - - - - 584 - Approach EB WB SB HCM Ctrl Dly, s/v 0.02 0 11.07 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 4 - - - 594 HCM Lane V/C Ratio 0.001 - - - 0.002 HCM Ctrl Dly (s/v) 8.3 0 - - 11.1 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0 2032 No-Build Weekday Evening Peak Hour 5 - 2032 No-Build Weekday Evening Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 339 12 81 10 8 20 85 455 11 31 455 365 Future Volume (vph) 339 12 81 10 8 20 85 455 11 31 455 365 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 12 16 11 10 16 Storage Length (ft) 125 0 0 60 70 60 230 135 Storage Lanes 1 0 0 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.869 0.850 0.850 0.850 Flt Protected 0.950 0.973 0.950 0.950 Satd. Flow (prot) 1678 1555 0 0 1787 1561 1745 1863 1830 1745 1756 1794 Flt Permitted 0.488 0.772 0.272 0.487 Satd. Flow (perm) 862 1555 0 0 1418 1561 500 1863 1830 894 1756 1794 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 88 111 63 158 Link Speed (mph) 40 40 35 40 Link Distance (ft) 294 887 510 483 Travel Time (s) 5.0 15.1 9.9 8.2 Peak Hour Factor 0.92 0.92 0.92 0.97 0.97 0.97 0.94 0.94 0.94 0.92 0.92 0.92 Heavy Vehicles (%) 4%0%3%0%0%0%0%2%0%0%1%2% Adj. Flow (vph) 368 13 88 10 8 21 90 484 12 34 495 397 Shared Lane Traffic (%) Lane Group Flow (vph) 368 101 0 0 18 21 90 484 12 34 495 397 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 11 11 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.00 0.85 1.04 1.09 0.85 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 12 21121121 Detector Template Left Thru Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 100 20 20 100 20 20 100 20 Trailing Detector (ft) 00 00000000 Detector 1 Position(ft) 00 00000000 Detector 1 Size(ft) 20 6 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm NA Perm pm+pt NA Perm Perm NA Perm 5 - 2032 No-Build Weekday Evening Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 2 Lane Group Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type 5 - 2032 No-Build Weekday Evening Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 3 8 4 1 6 2 Permitted Phases 8 4 4 6 6 2 2 Detector Phase 38 444166222 Switch Phase Minimum Initial (s) 8.0 10.0 10.0 10.0 10.0 8.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 11.0 15.0 15.0 15.0 15.0 14.0 16.0 16.0 16.0 16.0 16.0 Total Split (s) 43.0 63.0 20.0 20.0 20.0 26.0 72.0 72.0 46.0 46.0 46.0 Total Split (%) 27.4% 40.1% 12.7% 12.7% 12.7% 16.6% 45.9% 45.9% 29.3% 29.3% 29.3% Maximum Green (s) 40.0 58.0 15.0 15.0 15.0 20.0 66.0 66.0 40.0 40.0 40.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Min Min None None None Walk Time (s) Flash Don't Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 30.9 28.8 10.5 10.5 53.3 53.3 53.3 41.9 41.9 41.9 Actuated g/C Ratio 0.33 0.31 0.11 0.11 0.57 0.57 0.57 0.45 0.45 0.45 v/c Ratio 0.76 0.19 0.11 0.08 0.22 0.46 0.01 0.09 0.63 0.45 Control Delay (s/veh) 37.1 7.2 47.4 0.6 13.8 16.0 0.0 22.9 29.8 15.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 37.1 7.2 47.4 0.6 13.8 16.0 0.0 22.9 29.8 15.7 LOS DA DABBACCB Approach Delay (s/veh) 30.6 22.2 15.4 23.5 Approach LOS C C B C Intersection Summary Area Type: Other Cycle Length: 157 Actuated Cycle Length: 93.6 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay (s/veh): 22.8 Intersection LOS: C Intersection Capacity Utilization 71.9% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1: Station Avenue & Old Town House Road 5 - 2032 No-Build Weekday Evening Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 4 Lane Group Ø9 Protected Phases 9 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 1.0 Minimum Split (s) 22.0 Total Split (s) 22.0 Total Split (%) 14% Maximum Green (s) 18.0 Yellow Time (s) 3.0 All-Red Time (s) 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 Recall Mode None Walk Time (s) 7.0 Flash Don't Walk (s) 11.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay (s/veh) Queue Delay Total Delay (s/veh) LOS Approach Delay (s/veh) Approach LOS Intersection Summary 5 - 2032 No-Build Weekday Evening Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Queues Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 5 Lane Group EBL EBT WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 368 101 18 21 90 484 12 34 495 397 v/c Ratio 0.76 0.19 0.11 0.08 0.22 0.46 0.01 0.09 0.63 0.45 Control Delay (s/veh) 37.1 7.2 47.4 0.6 13.8 16.0 0.0 22.9 29.8 15.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 37.1 7.2 47.4 0.6 13.8 16.0 0.0 22.9 29.8 15.7 Queue Length 50th (ft) 188 5 11 0 27 188 0 14 267 110 Queue Length 95th (ft) 291 40 36 0 62 325 0 41 #493 234 Internal Link Dist (ft) 214 807 430 403 Turn Bay Length (ft) 125 60 70 60 230 135 Base Capacity (vph) 764 1062 237 354 562 1357 1350 399 785 889 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.48 0.10 0.08 0.06 0.16 0.36 0.01 0.09 0.63 0.45 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 5 - 2032 No-Build Weekday Evening Peak Hour 2: Station Avenue & 433 Station Avenue North Driveway 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 6 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 1 1 1 813 850 1 Future Volume (vph) 1 1 1 813 850 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 12 12 16 16 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.932 Flt Protected 0.976 Satd. Flow (prot) 1920 0 0 1845 2132 0 Flt Permitted 0.976 Satd. Flow (perm) 1920 0 0 1845 2132 0 Link Speed (mph) 30 35 40 Link Distance (ft) 339 483 262 Travel Time (s) 7.7 9.4 4.5 Peak Hour Factor 0.92 0.92 0.93 0.93 0.92 0.92 Heavy Vehicles (%) 2%2%3%3%1%1% Adj. Flow (vph) 1 1 1 874 924 1 Shared Lane Traffic (%) Lane Group Flow (vph) 2 0 0 875 925 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 16 13 13 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.85 0.85 1.00 1.00 0.85 0.85 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 54.8% ICU Level of Service A Analysis Period (min) 15 5 - 2032 No-Build Weekday Evening Peak Hour 2: Station Avenue & 433 Station Avenue North Driveway 07/08/2025 HCM 7th TWSC Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 7 Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 1 1 1 813 850 1 Future Vol, veh/h 1 1 1 813 850 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 93 93 92 92 Heavy Vehicles, % 2 2 3 3 1 1 Mvmt Flow 1 1 1 874 924 1 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1801 924 925 0 - 0 Stage 1 924 ----- Stage 2 876 ----- Critical Hdwy 6.42 6.22 4.13 - - - Critical Hdwy Stg 15.42----- Critical Hdwy Stg 25.42----- Follow-up Hdwy 3.518 3.318 2.227 - - - Pot Cap-1 Maneuver 88 326 735 - - - Stage 1 386 ----- Stage 2 407 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 87 326 735 - - - Mov Cap-2 Maneuver 87 ----- Stage 1 385 ----- Stage 2 407 ----- Approach EB NB SB HCM Ctrl Dly, s/v 31.53 0.01 0 HCM LOS D Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 2 - 138 - - HCM Lane V/C Ratio 0.001 - 0.016 - - HCM Ctrl Dly (s/v) 9.9 0 31.5 - - HCM Lane LOS A A D - - HCM 95th %tile Q(veh) 0 - 0 - - 5 - 2032 No-Build Weekday Evening Peak Hour 3: Old Town House Road & 433 Station Avenue South Driveway 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 8 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0432458000 Future Volume (vph) 0432458000 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 11 11 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 0 1827 1863 0 1801 0 Flt Permitted Satd. Flow (perm) 0 1827 1863 0 1801 0 Link Speed (mph) 40 40 30 Link Distance (ft) 325 294 240 Travel Time (s) 5.5 5.0 5.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 4%4%2%2%2%2% Adj. Flow (vph) 0470498000 Shared Lane Traffic (%) Lane Group Flow (vph) 0 470 498000 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.04 1.04 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 27.4% ICU Level of Service A Analysis Period (min) 15 5 - 2032 No-Build Weekday Evening Peak Hour 3: Old Town House Road & 433 Station Avenue South Driveway 07/08/2025 HCM 7th TWSC Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 9 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 432 458 0 0 0 Future Vol, veh/h 0 432 458 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 92 92 92 92 92 Heavy Vehicles, % 4 4 2 2 2 2 Mvmt Flow 0 470 498 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 498 0 - 0 967 498 Stage 1 - - - - 498 - Stage 2 - - - - 470 - Critical Hdwy 4.14 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.236 - - - 3.518 3.318 Pot Cap-1 Maneuver 1056 - - - 282 572 Stage 1 - - - - 611 - Stage 2 - - - - 629 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1056 - - - 282 572 Mov Cap-2 Maneuver - - - - 282 - Stage 1 - - - - 611 - Stage 2 - - - - 629 - Approach EB WB SB HCM Ctrl Dly, s/v 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1056 ---- HCM Lane V/C Ratio ----- HCM Ctrl Dly (s/v) 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0---- 5 - 2032 No-Build Weekday Evening Peak Hour 4: Station Avenue & 437 & 439 Station Avenue North Driveway 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 10 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 4 3 2 812 848 3 Future Volume (vph) 4 3 2 812 848 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 15 15 13 12 14 14 Storage Length (ft) 0 0 70 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.942 Flt Protected 0.972 0.950 Satd. Flow (prot) 1876 0 1811 1845 2007 0 Flt Permitted 0.972 0.950 Satd. Flow (perm) 1876 0 1811 1845 2007 0 Link Speed (mph) 30 35 40 Link Distance (ft) 345 262 175 Travel Time (s) 7.8 5.1 3.0 Peak Hour Factor 0.92 0.92 0.93 0.93 0.92 0.92 Heavy Vehicles (%) 2%2%3%3%1%1% Adj. Flow (vph) 4 3 2 873 922 3 Shared Lane Traffic (%) Lane Group Flow (vph) 7 0 2 873 925 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 15 13 13 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 0.96 1.00 0.92 0.92 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 54.8% ICU Level of Service A Analysis Period (min) 15 5 - 2032 No-Build Weekday Evening Peak Hour 4: Station Avenue & 437 & 439 Station Avenue North Driveway 07/08/2025 HCM 7th TWSC Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 11 Intersection Int Delay, s/veh 0.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 4 3 2 812 848 3 Future Vol, veh/h 4 3 2 812 848 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 70 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 93 93 92 92 Heavy Vehicles, % 2 2 3 3 1 1 Mvmt Flow 4 3 2 873 922 3 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1801 923 925 0 - 0 Stage 1 923 ----- Stage 2 877 ----- Critical Hdwy 6.42 6.22 4.13 - - - Critical Hdwy Stg 15.42----- Critical Hdwy Stg 25.42----- Follow-up Hdwy 3.518 3.318 2.227 - - - Pot Cap-1 Maneuver 88 327 735 - - - Stage 1 387 ----- Stage 2 407 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 87 327 735 - - - Mov Cap-2 Maneuver 87 ----- Stage 1 386 ----- Stage 2 407 ----- Approach EB NB SB HCM Ctrl Dly, s/v 35.05 0.02 0 HCM LOS E Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 735 - 127 - - HCM Lane V/C Ratio 0.003 - 0.06 - - HCM Ctrl Dly (s/v) 9.9 - 35 - - HCM Lane LOS A - E - - HCM 95th %tile Q(veh) 0 - 0.2 - - 5 - 2032 No-Build Weekday Evening Peak Hour 5: Old Town House Road & 437 & 439 Station Avenue South Driveway 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 12 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 1432458003 Future Volume (vph) 1432458003 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 16 16 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected Satd. Flow (prot) 0 1827 1863 0 1826 0 Flt Permitted Satd. Flow (perm) 0 1827 1863 0 1826 0 Link Speed (mph) 40 40 30 Link Distance (ft) 408 325 255 Travel Time (s) 7.0 5.5 5.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 4%4%2%2%2%2% Adj. Flow (vph) 1470498003 Shared Lane Traffic (%) Lane Group Flow (vph) 0 471 498030 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 16 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 0.85 0.85 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 34.1% ICU Level of Service A Analysis Period (min) 15 5 - 2032 No-Build Weekday Evening Peak Hour 5: Old Town House Road & 437 & 439 Station Avenue South Driveway 07/08/2025 HCM 7th TWSC Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 13 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 432 458 0 0 3 Future Vol, veh/h 1 432 458 0 0 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 4 4 2 2 2 2 Mvmt Flow 1 470 498 0 0 3 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 498 0 - 0 970 498 Stage 1 - - - - 498 - Stage 2 - - - - 472 - Critical Hdwy 4.14 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.236 - - - 3.518 3.318 Pot Cap-1 Maneuver 1056 - - - 281 572 Stage 1 - - - - 611 - Stage 2 - - - - 628 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1056 - - - 281 572 Mov Cap-2 Maneuver - - - - 281 - Stage 1 - - - - 610 - Stage 2 - - - - 628 - Approach EB WB SB HCM Ctrl Dly, s/v 0.02 0 11.33 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 4 - - - 572 HCM Lane V/C Ratio 0.001 - - - 0.006 HCM Ctrl Dly (s/v) 8.4 0 - - 11.3 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0 2032 No-Build Saturday Midday Peak Hour 6 - 2032 No-Build Saturday Midday Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 429 26 84 21 22 25 79 373 18 27 418 374 Future Volume (vph) 429 26 84 21 22 25 79 373 18 27 418 374 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 12 16 11 10 16 Storage Length (ft) 125 0 0 60 70 60 230 135 Storage Lanes 1 0 0 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.886 0.850 0.850 0.850 Flt Protected 0.950 0.976 0.950 0.950 Satd. Flow (prot) 1728 1627 0 0 1793 1561 1745 1881 1830 1745 1756 1812 Flt Permitted 0.529 0.785 0.255 0.520 Satd. Flow (perm) 962 1627 0 0 1442 1561 468 1881 1830 955 1756 1812 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 90 111 63 177 Link Speed (mph) 40 40 35 40 Link Distance (ft) 294 887 510 483 Travel Time (s) 5.0 15.1 9.9 8.2 Peak Hour Factor 0.93 0.93 0.93 0.75 0.75 0.75 0.90 0.90 0.90 0.96 0.96 0.96 Heavy Vehicles (%) 1%0%0%0%0%0%0%1%0%0%1%1% Adj. Flow (vph) 461 28 90 28 29 33 88 414 20 28 435 390 Shared Lane Traffic (%) Lane Group Flow (vph) 461 118 0 0 57 33 88 414 20 28 435 390 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 11 11 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.00 0.85 1.04 1.09 0.85 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 12 21121121 Detector Template Left Thru Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 100 20 20 100 20 20 100 20 Trailing Detector (ft) 00 00000000 Detector 1 Position(ft) 00 00000000 Detector 1 Size(ft) 20 6 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm NA Perm pm+pt NA Perm Perm NA Perm 6 - 2032 No-Build Saturday Midday Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 2 Lane Group Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type 6 - 2032 No-Build Saturday Midday Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 3 8 4 1 6 2 Permitted Phases 8 4 4 6 6 2 2 Detector Phase 38 444166222 Switch Phase Minimum Initial (s) 8.0 10.0 10.0 10.0 10.0 8.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 11.0 15.0 15.0 15.0 15.0 14.0 16.0 16.0 16.0 16.0 16.0 Total Split (s) 43.0 63.0 20.0 20.0 20.0 26.0 72.0 72.0 46.0 46.0 46.0 Total Split (%) 27.4% 40.1% 12.7% 12.7% 12.7% 16.6% 45.9% 45.9% 29.3% 29.3% 29.3% Maximum Green (s) 40.0 58.0 15.0 15.0 15.0 20.0 66.0 66.0 40.0 40.0 40.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Min Min None None None Walk Time (s) Flash Don't Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 41.0 38.7 12.4 12.4 50.7 50.7 50.7 39.2 39.2 39.2 Actuated g/C Ratio 0.39 0.37 0.12 0.12 0.48 0.48 0.48 0.37 0.37 0.37 v/c Ratio 0.79 0.18 0.34 0.12 0.25 0.46 0.02 0.08 0.66 0.50 Control Delay (s/veh) 38.7 9.3 59.4 0.8 22.0 24.1 0.1 32.8 40.1 20.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 38.7 9.3 59.4 0.8 22.0 24.1 0.1 32.8 40.1 20.6 LOS DA EACCACDC Approach Delay (s/veh) 32.7 37.9 22.8 30.9 Approach LOS CDCC Intersection Summary Area Type: Other Cycle Length: 157 Actuated Cycle Length: 105.1 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.79 Intersection Signal Delay (s/veh): 29.7 Intersection LOS: C Intersection Capacity Utilization 73.3% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 1: Station Avenue & Old Town House Road 6 - 2032 No-Build Saturday Midday Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 4 Lane Group Ø9 Protected Phases 9 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 1.0 Minimum Split (s) 22.0 Total Split (s) 22.0 Total Split (%) 14% Maximum Green (s) 18.0 Yellow Time (s) 3.0 All-Red Time (s) 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 Recall Mode None Walk Time (s) 7.0 Flash Don't Walk (s) 11.0 Pedestrian Calls (#/hr) 2 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay (s/veh) Queue Delay Total Delay (s/veh) LOS Approach Delay (s/veh) Approach LOS Intersection Summary 6 - 2032 No-Build Saturday Midday Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Queues Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 5 Lane Group EBL EBT WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 461 118 57 33 88 414 20 28 435 390 v/c Ratio 0.79 0.18 0.34 0.12 0.25 0.46 0.02 0.08 0.66 0.50 Control Delay (s/veh) 38.7 9.3 59.4 0.8 22.0 24.1 0.1 32.8 40.1 20.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 38.7 9.3 59.4 0.8 22.0 24.1 0.1 32.8 40.1 20.6 Queue Length 50th (ft) 252 12 38 0 31 177 0 13 252 109 Queue Length 95th (ft) 503 61 86 0 95 424 0 50 #633 307 Internal Link Dist (ft) 214 807 430 403 Turn Bay Length (ft) 125 60 70 60 230 135 Base Capacity (vph) 805 1012 235 348 503 1232 1220 415 764 889 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.57 0.12 0.24 0.09 0.17 0.34 0.02 0.07 0.57 0.44 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 6 - 2032 No-Build Saturday Midday Peak Hour 2: Station Avenue & 433 Station Avenue North Driveway 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 6 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 1 1 1 826 818 1 Future Volume (vph) 1 1 1 826 818 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 12 12 16 16 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.932 Flt Protected 0.976 Satd. Flow (prot) 1920 0 0 1881 2132 0 Flt Permitted 0.976 Satd. Flow (perm) 1920 0 0 1881 2132 0 Link Speed (mph) 30 35 40 Link Distance (ft) 339 483 262 Travel Time (s) 7.7 9.4 4.5 Peak Hour Factor 0.92 0.92 0.91 0.91 0.96 0.96 Heavy Vehicles (%) 2%2%1%1%1%1% Adj. Flow (vph) 1 1 1 908 852 1 Shared Lane Traffic (%) Lane Group Flow (vph) 2 0 0 909 853 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 16 13 13 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.85 0.85 1.00 1.00 0.85 0.85 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 54.3% ICU Level of Service A Analysis Period (min) 15 6 - 2032 No-Build Saturday Midday Peak Hour 2: Station Avenue & 433 Station Avenue North Driveway 07/08/2025 HCM 7th TWSC Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 7 Intersection Int Delay, s/veh 0 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 1 1 1 826 818 1 Future Vol, veh/h 1 1 1 826 818 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 91 91 96 96 Heavy Vehicles, % 2 2 1 1 1 1 Mvmt Flow 1 1 1 908 852 1 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1762 853 853 0 - 0 Stage 1 853 ----- Stage 2 910 ----- Critical Hdwy 6.42 6.22 4.11 - - - Critical Hdwy Stg 15.42----- Critical Hdwy Stg 25.42----- Follow-up Hdwy 3.518 3.318 2.209 - - - Pot Cap-1 Maneuver 93 359 790 - - - Stage 1 418 ----- Stage 2 393 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 92 359 790 - - - Mov Cap-2 Maneuver 92 ----- Stage 1 417 ----- Stage 2 393 ----- Approach EB NB SB HCM Ctrl Dly, s/v 29.88 0.01 0 HCM LOS D Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 2 - 147 - - HCM Lane V/C Ratio 0.001 - 0.015 - - HCM Ctrl Dly (s/v) 9.6 0 29.9 - - HCM Lane LOS A A D - - HCM 95th %tile Q(veh) 0 - 0 - - 6 - 2032 No-Build Saturday Midday Peak Hour 3: Old Town House Road & 433 Station Avenue South Driveway 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 8 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 0539475000 Future Volume (vph) 0539475000 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 11 11 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow (prot) 0 1881 1881 0 1801 0 Flt Permitted Satd. Flow (perm) 0 1881 1881 0 1801 0 Link Speed (mph) 40 40 30 Link Distance (ft) 325 294 240 Travel Time (s) 5.5 5.0 5.5 Peak Hour Factor 0.93 0.93 0.94 0.94 0.92 0.92 Heavy Vehicles (%) 1%1%1%1%2%2% Adj. Flow (vph) 0580505000 Shared Lane Traffic (%) Lane Group Flow (vph) 0 580 505000 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 11 11 11 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.04 1.04 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 31.7% ICU Level of Service A Analysis Period (min) 15 6 - 2032 No-Build Saturday Midday Peak Hour 3: Old Town House Road & 433 Station Avenue South Driveway 07/08/2025 HCM 7th TWSC Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 9 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 539 475 0 0 0 Future Vol, veh/h 0 539 475 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 93 93 94 94 92 92 Heavy Vehicles, % 1 1 1 1 2 2 Mvmt Flow 0 580 505 0 0 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 505 0 - 0 1085 505 Stage 1 - - - - 505 - Stage 2 - - - - 580 - Critical Hdwy 4.11 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.209 - - - 3.518 3.318 Pot Cap-1 Maneuver 1065 - - - 240 567 Stage 1 - - - - 606 - Stage 2 - - - - 560 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1065 - - - 240 567 Mov Cap-2 Maneuver - - - - 240 - Stage 1 - - - - 606 - Stage 2 - - - - 560 - Approach EB WB SB HCM Ctrl Dly, s/v 0 0 0 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1065 ---- HCM Lane V/C Ratio ----- HCM Ctrl Dly (s/v) 0 - - - 0 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0---- 6 - 2032 No-Build Saturday Midday Peak Hour 4: Station Avenue & 437 & 439 Station Avenue North Driveway 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 10 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 2 1 2 825 818 3 Future Volume (vph) 2 1 2 825 818 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 15 15 13 12 14 14 Storage Length (ft) 0 0 70 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.955 Flt Protected 0.968 0.950 Satd. Flow (prot) 1894 0 1847 1881 2007 0 Flt Permitted 0.968 0.950 Satd. Flow (perm) 1894 0 1847 1881 2007 0 Link Speed (mph) 30 35 40 Link Distance (ft) 345 262 175 Travel Time (s) 7.8 5.1 3.0 Peak Hour Factor 0.92 0.92 0.91 0.91 0.96 0.96 Heavy Vehicles (%) 2%2%1%1%1%1% Adj. Flow (vph) 2 1 2 907 852 3 Shared Lane Traffic (%) Lane Group Flow (vph) 3 0 2 907 855 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 15 13 13 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 0.88 0.88 0.96 1.00 0.92 0.92 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period (min) 15 6 - 2032 No-Build Saturday Midday Peak Hour 4: Station Avenue & 437 & 439 Station Avenue North Driveway 07/08/2025 HCM 7th TWSC Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 11 Intersection Int Delay, s/veh 0.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 2 1 2 825 818 3 Future Vol, veh/h 2 1 2 825 818 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 70 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 91 91 96 96 Heavy Vehicles, % 2 2 1 1 1 1 Mvmt Flow 2 1 2 907 852 3 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1765 854 855 0 - 0 Stage 1 854 ----- Stage 2 911 ----- Critical Hdwy 6.42 6.22 4.11 - - - Critical Hdwy Stg 15.42----- Critical Hdwy Stg 25.42----- Follow-up Hdwy 3.518 3.318 2.209 - - - Pot Cap-1 Maneuver 92 359 789 - - - Stage 1 417 ----- Stage 2 392 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 92 359 789 - - - Mov Cap-2 Maneuver 92 ----- Stage 1 416 ----- Stage 2 392 ----- Approach EB NB SB HCM Ctrl Dly, s/v 35.22 0.02 0 HCM LOS E Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 789 - 122 - - HCM Lane V/C Ratio 0.003 - 0.027 - - HCM Ctrl Dly (s/v) 9.6 - 35.2 - - HCM Lane LOS A - E - - HCM 95th %tile Q(veh) 0 - 0.1 - - 6 - 2032 No-Build Saturday Midday Peak Hour 5: Old Town House Road & 437 & 439 Station Avenue South Driveway 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 12 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 1539475001 Future Volume (vph) 1539475001 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 16 16 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 Flt Protected Satd. Flow (prot) 0 1881 1881 0 1826 0 Flt Permitted Satd. Flow (perm) 0 1881 1881 0 1826 0 Link Speed (mph) 40 40 30 Link Distance (ft) 408 325 255 Travel Time (s) 7.0 5.5 5.8 Peak Hour Factor 0.93 0.93 0.94 0.94 0.92 0.92 Heavy Vehicles (%) 1%1%1%1%2%2% Adj. Flow (vph) 1580505001 Shared Lane Traffic (%) Lane Group Flow (vph) 0 581 505010 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 0 0 16 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 0.85 0.85 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 39.2% ICU Level of Service A Analysis Period (min) 15 6 - 2032 No-Build Saturday Midday Peak Hour 5: Old Town House Road & 437 & 439 Station Avenue South Driveway 07/08/2025 HCM 7th TWSC Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 13 Intersection Int Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 539 475 0 0 1 Future Vol, veh/h 1 539 475 0 0 1 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 93 93 94 94 92 92 Heavy Vehicles, % 1 1 1 1 2 2 Mvmt Flow 1 580 505 0 0 1 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 505 0 - 0 1087 505 Stage 1 - - - - 505 - Stage 2 - - - - 582 - Critical Hdwy 4.11 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.209 - - - 3.518 3.318 Pot Cap-1 Maneuver 1065 - - - 239 567 Stage 1 - - - - 606 - Stage 2 - - - - 559 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1065 - - - 239 567 Mov Cap-2 Maneuver - - - - 239 - Stage 1 - - - - 605 - Stage 2 - - - - 559 - Approach EB WB SB HCM Ctrl Dly, s/v 0.02 0 11.36 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 3 - - - 567 HCM Lane V/C Ratio 0.001 - - - 0.002 HCM Ctrl Dly (s/v) 8.4 0 - - 11.4 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0 2032 Build Weekday Evening Peak Hour 8 - 2032 Build Weekday Evening Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 339 12 81 10 8 20 85 459 11 31 458 365 Future Volume (vph) 339 12 81 10 8 20 85 459 11 31 458 365 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 12 16 11 10 16 Storage Length (ft) 125 0 0 60 70 60 230 135 Storage Lanes 1 0 0 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.869 0.850 0.850 0.850 Flt Protected 0.950 0.973 0.950 0.950 Satd. Flow (prot) 1678 1555 0 0 1787 1561 1745 1863 1830 1745 1756 1794 Flt Permitted 0.488 0.772 0.269 0.486 Satd. Flow (perm) 862 1555 0 0 1418 1561 494 1863 1830 893 1756 1794 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 88 111 63 157 Link Speed (mph) 40 40 35 40 Link Distance (ft) 294 887 510 483 Travel Time (s) 5.0 15.1 9.9 8.2 Peak Hour Factor 0.92 0.92 0.92 0.97 0.97 0.97 0.94 0.94 0.94 0.92 0.92 0.92 Heavy Vehicles (%) 4%0%3%0%0%0%0%2%0%0%1%2% Adj. Flow (vph) 368 13 88 10 8 21 90 488 12 34 498 397 Shared Lane Traffic (%) Lane Group Flow (vph) 368 101 0 0 18 21 90 488 12 34 498 397 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 13 13 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.00 0.85 1.04 1.09 0.85 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 12 21121121 Detector Template Left Thru Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 100 20 20 100 20 20 100 20 Trailing Detector (ft) 00 00000000 Detector 1 Position(ft) 00 00000000 Detector 1 Size(ft) 20 6 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm NA Perm pm+pt NA Perm Perm NA Perm 8 - 2032 Build Weekday Evening Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 2 Lane Group Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type 8 - 2032 Build Weekday Evening Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 3 8 4 1 6 2 Permitted Phases 8 4 4 6 6 2 2 Detector Phase 38 444166222 Switch Phase Minimum Initial (s) 8.0 10.0 10.0 10.0 10.0 8.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 11.0 15.0 15.0 15.0 15.0 14.0 16.0 16.0 16.0 16.0 16.0 Total Split (s) 43.0 63.0 20.0 20.0 20.0 26.0 72.0 72.0 46.0 46.0 46.0 Total Split (%) 27.4% 40.1% 12.7% 12.7% 12.7% 16.6% 45.9% 45.9% 29.3% 29.3% 29.3% Maximum Green (s) 40.0 58.0 15.0 15.0 15.0 20.0 66.0 66.0 40.0 40.0 40.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Min Min None None None Walk Time (s) Flash Don't Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 30.9 28.8 10.5 10.5 53.3 53.3 53.3 41.9 41.9 41.9 Actuated g/C Ratio 0.33 0.31 0.11 0.11 0.57 0.57 0.57 0.45 0.45 0.45 v/c Ratio 0.76 0.19 0.11 0.08 0.22 0.46 0.01 0.09 0.63 0.45 Control Delay (s/veh) 37.1 7.2 47.4 0.6 13.8 16.1 0.0 22.9 30.0 15.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 37.1 7.2 47.4 0.6 13.8 16.1 0.0 22.9 30.0 15.8 LOS DA DABBACCB Approach Delay (s/veh) 30.6 22.2 15.4 23.6 Approach LOS C C B C Intersection Summary Area Type: Other Cycle Length: 157 Actuated Cycle Length: 93.6 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay (s/veh): 22.8 Intersection LOS: C Intersection Capacity Utilization 72.1% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1: Station Avenue & Old Town House Road 8 - 2032 Build Weekday Evening Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 4 Lane Group Ø9 Protected Phases 9 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 1.0 Minimum Split (s) 22.0 Total Split (s) 22.0 Total Split (%) 14% Maximum Green (s) 18.0 Yellow Time (s) 3.0 All-Red Time (s) 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 Recall Mode None Walk Time (s) 7.0 Flash Don't Walk (s) 11.0 Pedestrian Calls (#/hr) 0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay (s/veh) Queue Delay Total Delay (s/veh) LOS Approach Delay (s/veh) Approach LOS Intersection Summary 8 - 2032 Build Weekday Evening Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Queues Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 5 Lane Group EBL EBT WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 368 101 18 21 90 488 12 34 498 397 v/c Ratio 0.76 0.19 0.11 0.08 0.22 0.46 0.01 0.09 0.63 0.45 Control Delay (s/veh) 37.1 7.2 47.4 0.6 13.8 16.1 0.0 22.9 30.0 15.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 37.1 7.2 47.4 0.6 13.8 16.1 0.0 22.9 30.0 15.8 Queue Length 50th (ft) 188 5 11 0 27 190 0 14 269 111 Queue Length 95th (ft) 291 40 36 0 62 328 0 41 #497 235 Internal Link Dist (ft) 214 807 430 403 Turn Bay Length (ft) 125 60 70 60 230 135 Base Capacity (vph) 764 1062 237 354 560 1357 1350 399 785 888 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.48 0.10 0.08 0.06 0.16 0.36 0.01 0.09 0.63 0.45 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 8 - 2032 Build Weekday Evening Peak Hour 2: Station Avenue & Project Site North Driveway 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 6 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 18 20 15 803 834 25 Future Volume (vph) 18 20 15 803 834 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 13 12 14 14 Storage Length (ft) 0 0 70 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.929 0.996 Flt Protected 0.977 0.950 Satd. Flow (prot) 1691 0 1811 1845 1999 0 Flt Permitted 0.977 0.950 Satd. Flow (perm) 1691 0 1811 1845 1999 0 Link Speed (mph) 30 35 40 Link Distance (ft) 339 483 331 Travel Time (s) 7.7 9.4 5.6 Peak Hour Factor 0.92 0.92 0.93 0.93 0.92 0.92 Heavy Vehicles (%) 2%2%3%3%1%1% Adj. Flow (vph) 20 22 16 863 907 27 Shared Lane Traffic (%) Lane Group Flow (vph) 42 0 16 863 934 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 13 13 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 0.96 1.00 0.92 0.92 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 55.4% ICU Level of Service B Analysis Period (min) 15 8 - 2032 Build Weekday Evening Peak Hour 2: Station Avenue & Project Site North Driveway 07/08/2025 HCM 7th TWSC Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 7 Intersection Int Delay, s/veh 1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 18 20 15 803 834 25 Future Vol, veh/h 18 20 15 803 834 25 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 70 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 93 93 92 92 Heavy Vehicles, % 2 2 3 3 1 1 Mvmt Flow 20 22 16 863 907 27 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1816 920 934 0 - 0 Stage 1 920 ----- Stage 2 896 ----- Critical Hdwy 6.42 6.22 4.13 - - - Critical Hdwy Stg 15.42----- Critical Hdwy Stg 25.42----- Follow-up Hdwy 3.518 3.318 2.227 - - - Pot Cap-1 Maneuver 86 328 729 - - - Stage 1 388 ----- Stage 2 399 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 84 328 729 - - - Mov Cap-2 Maneuver 84 ----- Stage 1 380 ----- Stage 2 399 ----- Approach EB NB SB HCM Ctrl Dly, s/v 41.88 0.18 0 HCM LOS E Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 729 - 138 - - HCM Lane V/C Ratio 0.022 - 0.299 - - HCM Ctrl Dly (s/v) 10 - 41.9 - - HCM Lane LOS B - E - - HCM 95th %tile Q(veh) 0.1 - 1.2 - - 8 - 2032 Build Weekday Evening Peak Hour 3: Old Town House Road & Project Site South Driveway 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 8 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 15424458086 Future Volume (vph) 15424458086 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.941 Flt Protected 0.998 0.973 Satd. Flow (prot) 0 1823 1863 0 1706 0 Flt Permitted 0.998 0.973 Satd. Flow (perm) 0 1823 1863 0 1706 0 Link Speed (mph) 40 40 30 Link Distance (ft) 366 294 240 Travel Time (s) 6.2 5.0 5.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 4%4%2%2%2%2% Adj. Flow (vph) 16461498097 Shared Lane Traffic (%) Lane Group Flow (vph) 0 477 498 0 16 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 11 11 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 44.4% ICU Level of Service A Analysis Period (min) 15 8 - 2032 Build Weekday Evening Peak Hour 3: Old Town House Road & Project Site South Driveway 07/08/2025 HCM 7th TWSC Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 9 Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 15 424 458 0 8 6 Future Vol, veh/h 15 424 458 0 8 6 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 4 4 2 2 2 2 Mvmt Flow 16 461 498 0 9 7 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 498 0 - 0 991 498 Stage 1 - - - - 498 - Stage 2 - - - - 493 - Critical Hdwy 4.14 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.236 - - - 3.518 3.318 Pot Cap-1 Maneuver 1056 - - - 273 572 Stage 1 - - - - 611 - Stage 2 - - - - 614 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1056 - - - 267 572 Mov Cap-2 Maneuver - - - - 267 - Stage 1 - - - - 598 - Stage 2 - - - - 614 - Approach EB WB SB HCM Ctrl Dly, s/v 0.29 0 15.88 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 62 - - - 346 HCM Lane V/C Ratio 0.015 - - - 0.044 HCM Ctrl Dly (s/v) 8.5 0 - - 15.9 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0 - - - 0.1 2032 Build Saturday Midday Peak Hour 9 - 2032 Build Saturday Midday Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 429 26 84 21 22 25 79 379 18 27 424 374 Future Volume (vph) 429 26 84 21 22 25 79 379 18 27 424 374 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 11 11 11 11 11 11 11 12 16 11 10 16 Storage Length (ft) 125 0 0 60 70 60 230 135 Storage Lanes 1 0 0 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.886 0.850 0.850 0.850 Flt Protected 0.950 0.976 0.950 0.950 Satd. Flow (prot) 1728 1627 0 0 1793 1561 1745 1881 1830 1745 1756 1812 Flt Permitted 0.529 0.785 0.256 0.516 Satd. Flow (perm) 962 1627 0 0 1442 1561 470 1881 1830 948 1756 1812 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 90 111 63 174 Link Speed (mph) 40 40 35 40 Link Distance (ft) 294 887 510 483 Travel Time (s) 5.0 15.1 9.9 8.2 Peak Hour Factor 0.93 0.93 0.93 0.75 0.75 0.75 0.90 0.90 0.90 0.96 0.96 0.96 Heavy Vehicles (%) 1%0%0%0%0%0%0%1%0%0%1%1% Adj. Flow (vph) 461 28 90 28 29 33 88 421 20 28 442 390 Shared Lane Traffic (%) Lane Group Flow (vph) 461 118 0 0 57 33 88 421 20 28 442 390 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 11 11 13 13 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.00 0.85 1.04 1.09 0.85 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 12 21121121 Detector Template Left Thru Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 100 20 20 100 20 20 100 20 Trailing Detector (ft) 00 00000000 Detector 1 Position(ft) 00 00000000 Detector 1 Size(ft) 20 6 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm NA Perm pm+pt NA Perm Perm NA Perm 9 - 2032 Build Saturday Midday Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 2 Lane Group Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles (%) Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type 9 - 2032 Build Saturday Midday Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Protected Phases 3 8 4 1 6 2 Permitted Phases 8 4 4 6 6 2 2 Detector Phase 38 444166222 Switch Phase Minimum Initial (s) 8.0 10.0 10.0 10.0 10.0 8.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 11.0 15.0 15.0 15.0 15.0 14.0 16.0 16.0 16.0 16.0 16.0 Total Split (s) 43.0 63.0 20.0 20.0 20.0 26.0 72.0 72.0 46.0 46.0 46.0 Total Split (%) 27.4% 40.1% 12.7% 12.7% 12.7% 16.6% 45.9% 45.9% 29.3% 29.3% 29.3% Maximum Green (s) 40.0 58.0 15.0 15.0 15.0 20.0 66.0 66.0 40.0 40.0 40.0 Yellow Time (s) 3.0 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 0.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lag Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Min Min None None None Walk Time (s) Flash Don't Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 40.5 38.2 12.3 12.3 51.9 51.9 51.9 40.4 40.4 40.4 Actuated g/C Ratio 0.38 0.36 0.12 0.12 0.49 0.49 0.49 0.38 0.38 0.38 v/c Ratio 0.80 0.18 0.34 0.12 0.25 0.46 0.02 0.08 0.66 0.49 Control Delay (s/veh) 40.2 9.3 59.5 0.9 21.7 23.8 0.1 32.5 39.5 20.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 40.2 9.3 59.5 0.9 21.7 23.8 0.1 32.5 39.5 20.5 LOS DA EACCACDC Approach Delay (s/veh) 33.9 38.0 22.5 30.7 Approach LOS CDCC Intersection Summary Area Type: Other Cycle Length: 157 Actuated Cycle Length: 105.6 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay (s/veh): 29.8 Intersection LOS: C Intersection Capacity Utilization 73.6% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 1: Station Avenue & Old Town House Road 9 - 2032 Build Saturday Midday Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 4 Lane Group Ø9 Protected Phases 9 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 1.0 Minimum Split (s) 22.0 Total Split (s) 22.0 Total Split (%) 14% Maximum Green (s) 18.0 Yellow Time (s) 3.0 All-Red Time (s) 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 Recall Mode None Walk Time (s) 7.0 Flash Don't Walk (s) 11.0 Pedestrian Calls (#/hr) 2 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay (s/veh) Queue Delay Total Delay (s/veh) LOS Approach Delay (s/veh) Approach LOS Intersection Summary 9 - 2032 Build Saturday Midday Peak Hour 1: Station Avenue & Old Town House Road 07/08/2025 Queues Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 5 Lane Group EBL EBT WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 461 118 57 33 88 421 20 28 442 390 v/c Ratio 0.80 0.18 0.34 0.12 0.25 0.46 0.02 0.08 0.66 0.49 Control Delay (s/veh) 40.2 9.3 59.5 0.9 21.7 23.8 0.1 32.5 39.5 20.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 40.2 9.3 59.5 0.9 21.7 23.8 0.1 32.5 39.5 20.5 Queue Length 50th (ft) 252 12 38 0 30 178 0 12 254 109 Queue Length 95th (ft) 503 61 86 0 95 432 0 50 #647 311 Internal Link Dist (ft) 214 807 430 403 Turn Bay Length (ft) 125 60 70 60 230 135 Base Capacity (vph) 786 1012 230 342 502 1232 1221 403 748 872 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.59 0.12 0.25 0.10 0.18 0.34 0.02 0.07 0.59 0.45 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 9 - 2032 Build Saturday Midday Peak Hour 2: Station Avenue & Project Site North Driveway 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 6 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph) 21 21 17 816 804 26 Future Volume (vph) 21 21 17 816 804 26 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 13 12 14 14 Storage Length (ft) 0 0 70 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.932 0.996 Flt Protected 0.976 0.950 Satd. Flow (prot) 1694 0 1847 1881 1999 0 Flt Permitted 0.976 0.950 Satd. Flow (perm) 1694 0 1847 1881 1999 0 Link Speed (mph) 30 35 40 Link Distance (ft) 339 483 337 Travel Time (s) 7.7 9.4 5.7 Peak Hour Factor 0.92 0.92 0.91 0.91 0.96 0.96 Heavy Vehicles (%) 2%2%1%1%1%1% Adj. Flow (vph) 23 23 19 897 838 27 Shared Lane Traffic (%) Lane Group Flow (vph) 46 0 19 897 865 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 13 13 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 0.96 1.00 0.92 0.92 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.9% ICU Level of Service A Analysis Period (min) 15 9 - 2032 Build Saturday Midday Peak Hour 2: Station Avenue & Project Site North Driveway 07/08/2025 HCM 7th TWSC Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 7 Intersection Int Delay, s/veh 1.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 21 21 17 816 804 26 Future Vol, veh/h 21 21 17 816 804 26 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 70 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 91 91 96 96 Heavy Vehicles, % 2 2 1 1 1 1 Mvmt Flow 23 23 19 897 838 27 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1785 851 865 0 - 0 Stage 1 851 ----- Stage 2 934 ----- Critical Hdwy 6.42 6.22 4.11 - - - Critical Hdwy Stg 15.42----- Critical Hdwy Stg 25.42----- Follow-up Hdwy 3.518 3.318 2.209 - - - Pot Cap-1 Maneuver 90 360 783 - - - Stage 1 419 ----- Stage 2 382 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 88 360 783 - - - Mov Cap-2 Maneuver 88 ----- Stage 1 409 ----- Stage 2 382 ----- Approach EB NB SB HCM Ctrl Dly, s/v 42.39 0.2 0 HCM LOS E Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 783 - 141 - - HCM Lane V/C Ratio 0.024 - 0.324 - - HCM Ctrl Dly (s/v) 9.7 - 42.4 - - HCM Lane LOS A - E - - HCM 95th %tile Q(veh) 0.1 - 1.3 - - 9 - 2032 Build Saturday Midday Peak Hour 3: Old Town House Road & Project Site South Driveway 07/08/2025 Lanes, Volumes, Timings Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 8 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 16531475087 Future Volume (vph) 16531475087 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.936 Flt Protected 0.999 0.974 Satd. Flow (prot) 0 1879 1881 0 1698 0 Flt Permitted 0.999 0.974 Satd. Flow (perm) 0 1879 1881 0 1698 0 Link Speed (mph) 40 40 30 Link Distance (ft) 392 294 240 Travel Time (s) 6.7 5.0 5.5 Peak Hour Factor 0.93 0.93 0.94 0.94 0.92 0.92 Heavy Vehicles (%) 1%1%1%1%2%2% Adj. Flow (vph) 17571505098 Shared Lane Traffic (%) Lane Group Flow (vph) 0 588 505 0 17 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 11 11 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 50.8% ICU Level of Service A Analysis Period (min) 15 9 - 2032 Build Saturday Midday Peak Hour 3: Old Town House Road & Project Site South Driveway 07/08/2025 HCM 7th TWSC Synchro 12 Report S:\Jobs\10369 - Yarmouth, MA\Analysis\Analysis.syn Page 9 Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 16 531 475 0 8 7 Future Vol, veh/h 16 531 475 0 8 7 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 93 93 94 94 92 92 Heavy Vehicles, % 1 1 1 1 2 2 Mvmt Flow 17 571 505 0 9 8 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 505 0 - 0 1111 505 Stage 1 - - - - 505 - Stage 2 - - - - 605 - Critical Hdwy 4.11 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.209 - - - 3.518 3.318 Pot Cap-1 Maneuver 1065 - - - 231 567 Stage 1 - - - - 606 - Stage 2 - - - - 545 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1065 - - - 226 567 Mov Cap-2 Maneuver - - - - 226 - Stage 1 - - - - 592 - Stage 2 - - - - 545 - Approach EB WB SB HCM Ctrl Dly, s/v 0.25 0 17.09 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 53 - - - 314 HCM Lane V/C Ratio 0.016 - - - 0.052 HCM Ctrl Dly (s/v) 8.4 0 - - 17.1 HCM Lane LOS A A - - C HCM 95th %tile Q(veh) 0 - - - 0.2