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T-RPT-2300986-TrafficStudy TRAFFIC STUDY Proposed Car Dealership 171 King Street (Massachusetts Route 10 / US Route 5) Northampton, MA PREPARED BY: BL Companies 355 Research Parkway Meriden, CT 06450 October 2023 SITE TABLE OF CONTENTS EXECUTIVE SUMMARY i I. INTRODUCTION 1 II. EXISTING CONDITIONS 3 Access Network 3 Intersection Characteristics 6 Existing Traffic Volumes 9 Crash Data Review 11 Intersection Sight Distance 13 Pedestrians and Bicyclists 14 Public Transit 14 III. PROJECTED TRAFFIC CONDITIONS 15 No Build Traffic Volumes 15 Assigned Site Generated Traffic Volumes 22 Build Traffic Volumes 24 IV. ROADWAY ADEQUACY 26 Signalized Intersections 27 Unsignalized Intersections 28 Analysis Results 28 V. CONCLUSIONS AND RECOMMENDATIONS 32 TABLE OF CONTENTS ILLUSTRATIONS FIGURE 1 – LOCATION MAP ....................................................................................................... 2 FIGURE 2 – 2023 EXISTING TRAFFIC VOLUMES ......................................................................... 10 FIGURE 3 – 2030 NO BUILD TRAFFIC VOLUMES ....................................................................... 17 FIGURE 4 – TRIP DISTRIBUTION ................................................................................................... 21 FIGURE 5 – SITE GENERATED TRAFFIC VOLUMES ..................................................................... 23 FIGURE 6 – 2030 BUILD TRAFFIC VOLUMES .............................................................................. 25 TABLES TABLE 1 – CRASH DATA SUMMARY .......................................................................................... 12 TABLE 2 – INTERSECTION SIGHT DISTANCE ............................................................................... 13 TABLE 3 – OUTSIDE DEVELOPMENT TRIP DISTRIBUTION ............................................................ 16 TABLE 4 – PEAK HOUR TRIP GENERATION ................................................................................ 19 TABLE 5 – SIGNALIZED INTERSECTION – LEVEL OF SERVICE .................................................... 27 TABLE 6 – UNSIGNALIZED INTERSECTION – LEVEL OF SERVICE ............................................... 28 TABLE 7 – PEAK HOUR TRAFFIC OPERATIONS .......................................................................... 29 APPENDIX TRAFFIC COUNTS CAPACITY ANALYSES OUTSIDE DEVELOPMENT TRIP GENERATION i EXECUTIVE SUMMARY EXECUTIVE SUMMARY This traffic study has been prepared for a new car dealership at 171 King Street (Massachusetts Route 10 / US Route 5) in Northampton, Massachusetts. The focus of this study was to evaluate the traffic flows and operating conditions on the roadways and intersections projected to be used by motorists traveling to and from the proposed development. The goal of the study is to quantify the potential traffic impacts on these roadways and intersections. The study area contains primarily commercial developments along King Street (Massachusetts Route 10 / US Route 5). The existing site is located on a ± 2.3-acre parcel on the easterly side of King Street (Massachusetts Route 10 / US Route 5). The site is currently vacant, but was formerly a Honda Car Dealership. Access to the Site will be via two curb cuts on King Street (Massachusetts Route 10). These include an existing curb cut at the intersection with Finn Street and a proposed right-out driveway. This study investigated the potential traffic impacts of the proposed development during the weekday morning, weekday evening, and Saturday midday traffic periods. To assess existing traffic conditions in the vicinity of the Site, peak hour manual turning movement traffic volumes, vehicle classification, and pedestrian counts were recorded at key intersections within the study area. The level of traffic likely generated by the proposed development has been estimated by using the ITE Trip Generation Manual, 11th Edition, to determine the potential traffic impact on the study intersections. It is projected that the proposed development will generate approximately 28 (20 in / enter, 8 out / exit), 36 (15 in / enter, 21 out / exit), and 60 (30 in / enter, 30 out / exit) trips in the AM peak hour, PM peak hour, and Saturday midday peak hour, respectively. A detailed traffic analysis was also conducted at key intersections and roadways in the general vicinity of the Site, in accordance with methodologies outlined in the Highway ii EXECUTIVE SUMMARY Capacity Manual 2010, published by the Transportation Research Board. Based on the analysis performed at the intersections around the Site development, traffic operations for the overall intersection Level of Service (LOS) during the AM, PM, and Saturday midday peak hours are projected to perform at an adequate LOS during all three scenarios analyzed in this study. Any movements that are projected to perform at undesirable Levels of Service are a result of projected traffic growth between the Existing and No Build Condition or are addressed below. A summation of all recommendations is outlined below: ➢ Install mast arm assembly and appropriate traffic signal equipment at the intersection of King Street (Massachusetts Route 10 / US Route 5) with Finn Street and Site Driveway #1 to support access / egress to the Site. Modify controller as needed. ➢ Restripe Finn Street to support access to Site Driveway #1. It is recommended that Finn Street be restriped to one exclusive left turn lane and one shared right turn / through lane. ➢ It is recommended King Street (Massachusetts Route 10 / US Route 5) Southbound be restriped to one exclusive right turn lane and one shared through / left turn lane. ➢ Optimize signal timings at the intersection of King Street (Massachusetts Route 10 / US Route 5) with Finn Street and Site Driveway #1 to improve operations for vehicles entering the Site, and vehicles making left hand turns from Finn Street onto King Street (Massachusetts Route 10 / US Route 5). ➢ Add “No Left Turn” Sign (R3-2) at Site Driveway #2. 1 REPORT I. INTRODUCTION This traffic study has been prepared for a new car dealership at 171 King Street (Massachusetts Route 10 / US Route 5) in Northampton, Massachusetts. The focus of this study was to evaluate the traffic flows and operating conditions on the roadways and intersections projected to be used by motorists traveling to and from the proposed development. The goal of the study is to quantify the potential traffic impacts on these roadways and intersections. The study area contains primarily commercial developments along King Street (Massachusetts Route 10 / US Route 5). The existing site is located on a ± 2.3 acre parcel on the easterly side of King Street (Massachusetts Route 10 / US Route 5). The site is currently vacant, but was formerly a Honda Car Dealership. Access to the Site will be via two curb cuts on King Street (Massachusetts Route 10). These include an existing curb cut at the intersection with Finn Street and a proposed right-out driveway. See Figure 1 for a location map. The study investigated the potential traffic impacts associated with the development in the weekday morning, weekday evening, and Saturday midday peak periods. The greatest cumulative impacts of project related traffic are likely to occur during these times when traffic consists mostly of commuters and/or shoppers. Also, due to the commercial nature of King Street (Massachusetts Route 10 / US Route 5) in the Site vicinity, the Saturday midday peak period is significant. As such, traffic operating conditions at the study intersections were analyzed during these peak periods. FIGURE 1 LOCATION MAP SITE Xref (s): ; TBD_2300986 Project No. SCHEMATIC, NOT TO SCALE KING STREET, NORTHAMPTON, MA PROPOSED CAR DEALERSHIP CAD File Date 2300986 OCTOBER 2023 TFLO_2300986 LAND SURVEYING ENVIRONMENTAL ENGINEERING ARCHITECTURE 3 REPORT II. EXISTING CONDITIONS An investigation of the existing traffic conditions on the adjacent roadway network formed the basis for assessing any traffic issues associated with the proposed development. This investigation included traffic counting, and research of pertinent planning and traffic data available with Massachusetts Department of Transportation (MassDOT) and the City of Northampton. Access Network The project study area consists of the signalized intersections (except as noted) at the following locations: • King Street (Massachusetts Route 10 / US Route 5) at Stop and Shop Plaza Driveway / Walgreens Plaza Driveway • King Street (Massachusetts Route 10 / US Route 5) at Northampton Bikeway Pedestrian Crossing • King Street (Massachusetts Route 10 / US Route 5) at Site Driveway #2 (unsignalized) • King Street (Massachusetts Route 10 / US Route 5) at Finn Street / Site Driveway #1 • King Street (Massachusetts Route 10 / US Route 5) at Summer Street / North Street Major roadways in the vicinity of the project include King Street (Massachusetts Route 10 / US Route 5), Finn Street, and State Street. Other roadways relevant to the project include North Street and Summer Street. King Street (Massachusetts Route 10 / US Route 5) is a north-south oriented urban minor arterial that originates at the intersection with Main Street (Massachusetts Route 10) and Pleasant Street (US Route 5) in Northampton. King Street (Massachusetts Route 10 / US Route 5) extends to the intersection with Bridge Road and Damon Road in Northampton. King Street is designated as both Massachusetts Route 10 and US Route 4 REPORT 5 in the Study Area. Within the Study Area, King Street (Massachusetts Route 10 / US Route 5) varies between one and two travel lanes in both directions, with auxiliary turn lanes at key intersections. There is a raised median along King Street (Massachusetts Route 10 / US Route 5) between its intersections with Stop and Shop and Walgreens Plaza Driveways and the Northampton Bikeway Pedestrian Crossing. The speed limit is 30 miles per hour (mph). There is illumination present, and sidewalks available on both sides of the roadway. The average daily traffic (ADT), provided by the MassDOT Road Inventory GIS Database, was last collected in 2021 and was approximately 17,000 vehicles per day (vpd). Between the intersections of Summer Street / North Avenue and the Northampton Bikeway Crossing, King Street (Massachusetts Route 10 / US Route 5) has marked bike lanes in either direction. At the intersection with Finn Street / Site Driveway #1, the northbound bike lane transitions from King Street (Massachusetts Route 10 / US Route 5) to a separated path. Finn Street is an east-west oriented urban minor arterial, that originates at the intersection with Prospect Street and extends to the intersection with King Street (Massachusetts Route 10 / US Route 5). Within the Study Area, Finn Street has one travel lane in both directions, with an exclusive left-turn and exclusive right-turn lane at its intersection with King Street (Massachusetts Route 10 / US Route 5). The speed limit is 30 mph. There is illumination present, and sidewalks available on both sides of the roadway. The ADT, provided by the MassDOT Road Inventory GIS database, was last collected in 2021 and was approximately 9,500 vpd. State Street is a north-south oriented urban minor arterial that originates at the intersection with Stoddard Street and extends approximately 0.75 miles south, concluding at the intersection with Main Street. Within the study area, State Street has one travel lane in either direction. State Street has a posted speed limit of 25 miles per hour, sidewalks available on either side of the road, and illumination is present. 5 REPORT North Street is a local road that originates at the intersection with King Street and extends to the intersection with Bates Street and Day Avenue. Within the study area, North Street has one travel lane in both directions. The speed limit is 25 mph, there is illumination present, and sidewalks available on both sides of the roadway. The ADT, provided by the MassDOT Road Inventory GIS database, was last collected in 2021 and was approximately 900 vpd. Approximately 250’ east of the intersection with King Street (Massachusetts Route 10 / US Route 5) there is a rail overpass. Summer Street is an east-west oriented local road that originates at the intersection with State Street and extends to the intersection with King Street (Massachusetts Route 10 / US Route 5). Within the study area, Summer Street is one-way with an exclusive left-turn and exclusive right-turn at its intersection with King Street (Massachusetts Route 10 / US Route 5). The speed limit is 25 miles per hour, there is illumination present, and sidewalks available on both sides of the roadway. The ADT, provided by the MassDOT Road Inventory GIS database, was last collected in 2021 and was approximately 900 vpd. 6 REPORT Intersection Characteristics Several key intersections were reviewed in this study to determine if they would be impacted by the expected Site traffic volumes. They are as follows: King Street (Massachusetts Route 10 / US Route 5) at Stop and Shop Plaza Driveway / Walgreens Plaza Driveway – Located approximately 1,500 feet north of the proposed car dealership, this signalized intersection operates with 6 phases including an exclusive pedestrian phase. King Street (Massachusetts Route 10 / US Route 5) has two through travel lanes and one exclusive left turn lane in the northbound and southbound direction. The eastbound approach (Stop and Shop Plaza driveway) provides access to a commercial plaza. This approach has one shared left / through lane and one exclusive right turn lane. The westbound approach (Walgreens Plaza Driveway) provides access to a commercial plaza. This approach has one shared lane for all movements. There are crosswalks, ramps, and pedestrian push buttons at the eastern, western, and southern legs of this intersection. King Street (Massachusetts Route 10 / US Route 5) at Northampton Bikeway Pedestrian Crossing – Located approximately 800 feet north of the proposed car dealership, this intersection is a signalized pedestrian crossing that allows users of the Northampton Bikeway to cross King Street (Massachusetts Route 10 / US Route 5). The eastern and western legs of this intersection are segments of the Bikeway and are exclusive to pedestrians / bicyclists. The northern and southern legs (King Street – Massachusetts Route 10 / US Route 5) of this intersection each have two through travel lanes. Just south of the intersection, King Street (Massachusetts Route 10 / US Route 5) drops from two through travel lanes to one. There is a marked crosswalk across King Street (Massachusetts Route 10 / US Route 5) that connects the eastern and western legs of the intersection. The exclusive pedestrian phase is activated by push buttons located on the eastern and western approaches of the intersection. 7 REPORT King Street (Massachusetts Route 10 / US Route 5) at Site Driveway #2– This proposed curb cut along King Street (Massachusetts Route 10 / US Route 5) provides right-out egress from the Site to King Street (Massachusetts Route 10 / US Route 5). King Street (Massachusetts Route 10 / US Route 10) has one through travel lane in each direction. There is a bike lane in the southbound direction and a separated bike path in the northbound direction. King Street (Massachusetts Route 10 / US Route 5) at Finn Street / Site Driveway #1– This existing curb cut provides access to and from the Site. This signalized intersection operates with 4 phases including an exclusive pedestrian phase. The northbound approach (King Street – Massachusetts Route 10 / US Route 5) has an exclusive left turn lane and one through travel lane. The southbound approach (King Street – Massachusetts Route 10 / US Route 5) of this intersection has one exclusive right turn lane and one through travel lane. Previously, there was an additional lane in the southbound direction, this lane was converted into a painted median. The eastbound approach (Finn Street) has one exclusive left turn and one exclusive right turn lane. The westbound approach of this intersection is the Site Driveway #1, and has one proposed exclusive left, and one proposed shared right / through lane. There are crosswalks, ramps, and pedestrian push buttons at all four legs of the intersection. This signalized intersection is coordinated with the intersection of King Street (Massachusetts Route 10 / US Route 5) with Summer Street / North Street. 8 REPORT King Street (Massachusetts Route 10 / US Route 5) at Summer Street / North Street – Located approximately 650 feet south of the proposed car dealership, this signalized intersection operates with 3 phases, with leading pedestrian intervals. The northbound approach (King Street – Massachusetts Route 10 / US Route 5) has one shared through / left turn lane. The southbound approach (King Street – Massachusetts Route 10 / US Route 5) has one through lane and one exclusive left turn lane. The eastbound approach (Summer Street) is one-way with one exclusive left and one exclusive right turn lane. The westbound approach (North Street) has a shared exclusive left / right turn lane. There are crosswalks, ramps, and pedestrian push buttons at all four legs of the intersection. This signalized intersection is coordinated with the intersection of King Street (Massachusetts Route 10 / US Route 5) with Finn Street / Site Driveway #1. 9 REPORT Existing Traffic Volumes To assess existing traffic conditions in the vicinity of the Site, peak hour manual turning movement traffic volumes, vehicle classification and pedestrian counts were recorded at the intersections above. The counts were recorded during typical weekday morning (7am-9am), evening (4pm-6pm) and Saturday midday (11am-1pm) peak traffic periods in June of 2023. The existing peak hour traffic volumes for the intersections within the Study Area are illustrated in Figure 2. 440(565)[505]20(20)[20]80(140)[165]5(5)[5] 5(50)[40] 15(40)[30] 5(5)[5] 30(75)[85] 60(105)[140]455(585)[540]105(155)[160]35(45)[25]545(805)[665]590(790)[765]0(0)[0] 0(0)[0] 0(0)[0] 235(340)[170] 95(105)[65]445(565)[505]190(235)[130]0(0)[0]0(0)[0] 130(150)[110] 165(225)[245]365(530)[445]0(0)[0]195(290)[240]105(110)[50] 40(25)[20] 45(50)[45]385(495)[420]115(220)[125]375(430)[430]35(35)[35]590(790)[765]0(0)[0]545(805)[665]0(0)[0] 0(0)[0] FIGURE 2 EXISTING TRAFFIC VOLUMES (2023) Xref (s): ; TBD_2300986 Project No. SCHEMATIC, NOT TO SCALE KING STREET, NORTHAMPTON, MA PROPOSED CAR DEALERSHIP CAD File Date 2300986 OCTOBER 2023 TFLO_2300986 LAND SURVEYING ENVIRONMENTAL ENGINEERING ARCHITECTURE 11 REPORT Crash Data Review Crash data for this study and included intersections were obtained from the MassDOT IMPACT Crash Database for the most recent complete five-year period, 2018 to 2022. Eighty-three (83) crashes in the study area were reported. The most common crash types were “Rear-End” at thirty-three percent (33%) and “Angle” at twenty-five percent (25%). The majority of crashes resulted in “Property Damage Only” at seventy-two percent (72%) and “Non-Fatal Injury” at twenty-seven percent (27%). During the five- year period, there were no fatalities or suspected serious injuries. Twenty-four percent (24%) of the crashes occurred at the intersection of King Street (Massachusetts Route 10 / US Route 5) at Summer Street / North Street. Twenty-three percent (23%) of the crashes occurred along the segment of King Street (Massachusetts Route 10 / US Route 5) between Finn Street / Site Driveway #1 and Summer Street / North Street. Table 1, below, summarizes the crash data. 12 REPORT Table 1 – Crash Data Summary Proposed Development, Northampton, MA King Street Segment between Carlon Drive and Stop and Shop / Walgreens Driveways King Street at Stop and Shop / Walgreens Driveway King Street Segment between Stop and Shop / Walgreens Driveways and Northampton Bikeway Crossing King Street at Northampton Bikeway Crossing King Street Segment between Northampton Bikeway Crossing and Finn Street / Site Driveway #1 King Street at Finn Street / Site Driveway #1 King Street Segment between Finn Street / Site Driveway #1 and Summer Street / North Street King Street at Summer Street / North Street King Street Segment between Summer Street / North Street and Bright Street Total Year 2018 0 1 3 0 5 3 5 0 0 17 2019 1 0 2 1 2 4 3 4 1 18 2020 2 1 2 0 1 1 1 4 0 12 2021 0 1 3 0 2 4 4 4 0 18 2022 0 1 0 0 1 2 6 8 0 18 Total 3 4 10 1 11 14 19 20 1 83 Crash Type Angle 1 1 0 0 2 3 10 4 0 21 Front to Front 0 0 0 0 0 0 0 1 0 1 Front to Rear 0 0 0 0 0 1 0 2 0 3 Head-On 0 0 0 0 0 1 1 0 0 2 Not Applicable 0 0 0 0 0 0 0 0 0 0 Not Reported 0 0 1 0 0 0 0 0 0 1 Other 0 0 0 0 0 0 0 0 0 0 Read-End 0 2 4 1 8 4 4 4 0 27 Rear to Rear 0 0 0 0 0 0 0 0 0 0 Rear to Side 0 0 0 0 0 0 0 1 0 1 Sideswipe, Opposite Direction 1 0 1 0 0 0 0 0 0 2 Sideswipe, Same Direction 1 1 0 0 0 3 3 6 0 14 Single Vehicle Crash 0 0 4 0 1 2 1 2 1 11 Unknown 0 0 0 0 0 0 0 0 0 0 Total 3 4 10 1 11 14 19 20 1 83 Severity Fatal Injury 0 0 0 0 0 0 0 0 0 0 Suspected Serious Injury 0 0 0 0 0 0 0 0 0 0 Suspected Minor Injury 0 0 0 0 0 0 0 0 0 0 Possible Injury 0 0 0 0 0 0 0 0 0 0 No Apparent Injury 0 0 0 0 0 0 0 0 0 0 Not Reported 0 0 0 0 0 0 0 0 0 0 Non-Fatal Injury 2 1 2 0 4 6 3 3 1 22 Property Damage Only (None Injured) 1 3 8 1 7 7 16 17 0 60 Unknown 0 0 0 0 0 1 0 0 0 1 Total 3 4 10 1 11 14 19 20 1 83 Note: Data collected from Massachusetts Department of Transportation, IMPACT Crash Data Query and Visualization Tool 13 REPORT Intersection Sight Distance Using guidelines provided by the Massachusetts Highway Department Project Development and Design Guide and AASHTO’s A Policy on Geometric Design of Highways and Streets, 2018, intersection sight distance and stopping sight distance were calculated and evaluated. They were evaluated for the Site Driveways’ access to King Street (Massachusetts Route 10 / US Route 5). See Table 2 below for intersection sight distance information. Table 2 – Intersection Sight Distance Stopping Sight Distance Intersection Sight Distance Approach Minimum Required Provided Minimum Required Provided Site Driveway #1 at King Street (Massachusetts Route 10 / US Route 5) (Left Turn)1 250 ft >450 ft 390 ft >450 ft Site Driveway #1 at King Street (Massachusetts Route 10 / US Route 5) (Right Turn)1 250 ft >520 ft 335 ft >520 ft Site Driveway #2 (Right-out) at King Street (Massachusetts Route 10 / US Route 5) (Right Turn)1 250 ft >360 ft 335 ft >360 ft 1 – 35 mph 85th Percentile Speed The actual sight distances exiting the Site Driveways onto King Street (Massachusetts Route 10 / US Route 5) meet the requirements set by the Massachusetts Highway Department Project Development and Design Guide. 14 REPORT Pedestrians and Bicyclists Sidewalks are present along the entire length of King Street (Massachusetts Route 10 / US Route 5) in both directions. Pedestrian signals are present at all signalized intersections within the study area. In the vicinity of the project there are several types of bicycle facilities. A cycle track is a lane separated from the road used exclusively by bicyclists. The cycle track originates at the intersection of King Street (Massachusetts Route 10 / US Route 5) with Finn Street / Site Driveway #1 and continues in the northbound direction. There is a striped bike lane on King Street (Massachusetts Route 10 / US Route 5) Southbound used exclusively by cyclists, between the intersections of King Street (Massachusetts Route 10 / US Route 5) with Stop and Shop Plaza and King Street (Massachusetts Route 10 / US Route 5) with Summer Street / North Street. In the vicinity of the project area, the Northampton Bikeway Crossing runs in an east – west direction. This bikeway is a paved path used by bicyclists and pedestrians, independent of any roadway. The Northampton Bikeway is a part of the Norwottuck Branch Rail Trail, which runs between Northampton and Belchertown. Public Transit In the vicinity of the study area, Massachusetts Bay Transportation Authority (MBTA) bus line R44 operates seven days a week providing service to 26 different stops throughout Northampton. The bus line runs along King Street (Massachusetts Route 10 / US Route 5), past the Site. There are several rail lines that provide service to Northampton. These include the Valley Flyer, operated by Amtrak, that provides service from Greenfield to New Haven, Connecticut, with stops in Northampton, Holyoke, and Springfield. The Vermonter, operated by Amtrak, provides service from St. Albans, Vermont to New Haven, Connecticut, with stops in Northampton, Holyoke, Springfield, and Hartford, Connecticut. 15 REPORT III. PROJECTED TRAFFIC CONDITIONS In order to evaluate traffic conditions when the proposed development is completed, future traffic volumes were forecasted under the 2030 No Build condition. The projected traffic volumes on the roadway network under the 2030 No Build condition were assumed to include all existing traffic and new traffic resulting from background sources of traffic growth, independent of the proposed development. The projected traffic volumes on the roadway network under the 2030 Build condition were assumed to include the anticipated project site-generated traffic volumes in addition to the assumed background traffic growth. No Build Traffic Volumes Based on MassDOT Transportation Impact Assessment Guidelines, a 1% annual growth rate was applied to the existing traffic volumes to develop the 2030 No Build traffic volumes. In addition to applying this growth rate, any approved or pending developments in the area that may add substantial traffic volume to the study intersections were considered. In discussions with the City of Northampton, there are two developments adjacent to the study area that may impact traffic operations. The development at 79 King Street is a residential building and the development at 303 King Street is a mixed-use development consisting of medical office, retail, and restaurant land uses. The trips generated from these developments were distributed in accordance with the Traffic Impact Assessment dated April, 24th, 2019 and added to the Existing Traffic Volumes to determine the 2030 No Build Traffic Volumes. See Appendix for detailed information regarding this trip generation and distribution. Table 3 displays trip generation for these outside developments. See Appendix for more information regarding outside development trip generation. Figure 3 graphically illustrates the 2030 No Build Traffic Volumes. 16 REPORT Table 3 – Outside Development Trip Distribution Trips AM Peak Hour PM Peak Hour SAT Peak Hour Address Land Use Size (KSF) Total In Out Total In Out Total In Out 303 King Street Medical / Dental Office* 9.840 50 25 25 50 25 25 50 25 25 Retail* 19.724 240 120 120 240 120 120 240 120 120 Restaurant* 2.007 200 100 100 200 100 100 200 100 100 Gross Trips Generated 490 245 245 490 245 245 490 245 245 Traffic Volume Reductions*** 190 95 95 270 135 135 260 130 130 Net Trips Generated 300 150 150 220 110 110 230 115 115 79 King Street Mid-rise Residential** 70 units 26 6 20 27 17 10 27 14 13 Total Trips from Outside Developments 326 156 170 247 127 120 257 129 128 *- Ref: Traffic Impact Assessment dated 04/24/2019 performed by VHB ** - Ref: Trip Generation developed by ITE Trip Generation Manual, 11th Edition *** - Traffic volume reductions based on integrated land use trip reduction and pass-by trip reduction. See Appendix for more information regarding traffic volume reductions. 590(710)[630]20(20)[20]85(150)[175]5(5)[5] 5(55)[45] 15(45)[30] 5(5)[5] 30(80)[90] 65(115)[150]600(715)[655]115(165)[170]40(50)[25]705(965)[800]745(935)[895]0(0)[0] 0(0)[0] 0(0)[0] 250(365)[180] 100(115)[70]585(695)[620]205(250)[140]0(0)[0]0(0)[0] 140(160)[120] 175(240)[265]510(670)[565]0(0)[0]210(310)[255]115(120)[55] 45(25)[20] 50(55)[50]530(635)[535]125(235)[135]510(550)[540]40(40)[40]0(0)[0]745(935)[895]705(965)[800]0(0)[0] 0(0)[0] NO BUILD TRAFFIC VOLUMES (2030) FIGURE 3 Xref (s): ; TBD_2300986 Project No. SCHEMATIC, NOT TO SCALE KING STREET, NORTHAMPTON, MA PROPOSED CAR DEALERSHIP CAD File Date 2300986 OCTOBER 2023 TFLO_2300986 LAND SURVEYING ENVIRONMENTAL ENGINEERING ARCHITECTURE 18 REPORT Trip Generation As currently envisioned, the proposed development will have two curb cuts along King Street (Massachusetts Route 10 / US Route 5). These include an existing curb cut at the intersection with Finn Street and a proposed right-out driveway. The anticipated traffic volumes generated by the proposed development were projected based upon guidelines set forth by data provided by the ITE Trip Generation Manual 11th Edition. This widely used reference manual provided trip generation rates for various land uses based on traffic count data collected at similar sites. The following table shows projected trip generation for an Automobile Sales development (Land Use Code 840). Table 4 illustrates the trip generation for the proposed development scenario. It is projected that the proposed development will have a gross generation of approximately 28 trips in the AM peak hour (20 in/ enter, 8 out/ exit), 36 trips in the PM peak hour (15 in / enter, 21 out/ exit), and 60 trips in the Saturday midday peak hour (30 in/ enter, 30 out/ exit). 19 REPORT Table 4 – Peak Hour Trip Generation Trips AM Peak Hour PM Peak Hour SAT Peak Hour Land Use ITE Land Use Code Size (KSF) Total In Out Total In Out Total In Out Retail Automobile Sales (840) 15.00 28 20 8 36 15 21 60 30 30 Total Trips 28 20 8 36 15 21 60 30 30 Ref: Trip Generation developed by ITE Trip Generation Manual, 11th Edition 20 REPORT Trip Distribution The directional distribution of traffic is typically a function of population densities, competing opportunities, existing travel patterns adjacent to the Site, and the efficiency and limitations of the existing roadway system. The distribution of the anticipated traffic volumes was based on arrival/departure patterns shown in Figure 4. The directional distribution of traffic was estimated primarily on adjacent roadway volumes. 45%(45%)45%(45%)(50%) (30%) 20%55%45%5%(30%)(20%)30%(15%)(30%)45%(5%) TRIP DISTRIBUTION FIGURE 4 Xref (s): ; TBD_2300986 Project No. SCHEMATIC, NOT TO SCALE KING STREET, NORTHAMPTON, MA PROPOSED CAR DEALERSHIP CAD File Date 2300986 OCTOBER 2023 TFLO_2300986 LAND SURVEYING ENVIRONMENTAL ENGINEERING ARCHITECTURE 22 REPORT Assigned Site Generated Traffic Volumes The generated trips are multiplied by the corresponding proportions to ascertain the Site-generated traffic volumes. Figure 5 shows the Site generated peak hour traffic assigned to the nearby roadway network. 9(7)[14]3(9)[14]4(11)[15] 2(6)[9] 4(3)[6]11(8)[16]1(1)[1]2(7)[9]2(4)[6]6(4)[9]1(3)[5]2(6)[9]1(1)[1]9(7)[14]9(7)[14]3(9)[14]9(7)[14]SITE GENERATED TRAFFIC FIGURE 5 Xref (s): ; TBD_2300986 Project No. SCHEMATIC, NOT TO SCALE KING STREET, NORTHAMPTON, MA PROPOSED CAR DEALERSHIP CAD File Date 2300986 OCTOBER 2023 TFLO_2300986 LAND SURVEYING ENVIRONMENTAL ENGINEERING ARCHITECTURE 24 REPORT Build Traffic Volumes The assigned Site-generated traffic volumes were superimposed onto the 2030 No Build traffic volumes to establish the future Build traffic volumes, as illustrated in Figure 6. 599(717)[644]20(20)[20]85(150)[175]5(5)[5] 5(55)[45] 15(45)[30] 5(5)[5] 30(80)[90] 65(115)[150]603(724)[669]115(165)[170]40(50)[25]714(972)[814]748(944)[909]254(368)[186] 100(115)[70]585(695)[620]205(250)[140]11(8)[16]0(0)[0] 140(160)[120] 175(240)[265]510(670)[565]9(7)[14]210(310)[255]115(120)[55] 45(25)[20] 51(56)[51]532(642)[544]127(239)[141]516(554)[549]40(40)[40]1(3)[5]747(941)[904]714(972)[814]4(11)[15] 2(6)[9] 1(1)[1] 0(0)[0] 0(0)[0] BUILD TRAFFIC VOLUMES (2030) FIGURE 6 Xref (s): ; TBD_2300986 Project No. SCHEMATIC, NOT TO SCALE KING STREET, NORTHAMPTON, MA PROPOSED CAR DEALERSHIP CAD File Date 2300986 OCTOBER 2023 TFLO_2300986 LAND SURVEYING ENVIRONMENTAL ENGINEERING ARCHITECTURE 26 REPORT IV. ROADWAY ADEQUACY The intersection capacity analyses were prepared using the methodology described in the Highway Capacity Manual (HCM), published by the Transportation Research Board (TRB) for the existing and build traffic volume scenarios to simulate the traffic impact of a proposed Automobile Sales development on the adjacent roadway network. As documented in the HCM, intersection performance is influenced by a number of factors, including traffic demand; lane configurations; lane widths; turning restrictions; roadway grades; and signal phasing. The existing physical roadway characteristics and signal phasing and timing settings were determined by reviewing the current traffic control signal plans provided by the City of Northampton. SynchroTM software (Version 11) was used to model the study intersections based on the parameters mentioned above. The Synchro software is widely utilized by the traffic engineering industry and is consistent with the procedures in the HCM. 27 REPORT Signalized Intersections Signalized intersections are analyzed in terms of vehicle capacity and motorist delay. Capacity is the maximum rate of vehicle flow through an intersection given typical operating conditions. The number of vehicles traveling through an intersection is divided by the capacity of the intersection to determine an overall volume to capacity ratio (v/c). A v/c value under 1.00 indicates that the number of vehicles traveling through an intersection is less than capacity. As stated in the HCM, level of service for signalized intersections is defined in terms of control delay. Control delay measures the increase in delay a motorist experiences while encountering a traffic control signal. These factors include initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. This delay is measured per vehicle for a 15-minute analysis period and is associated with the levels of service, which are summarized in Table 5 below: Table 5 – Signalized Intersection – Level of Service Level of Service1 Average Control Delay (seconds per vehicle) A ≤ 10 B > 10 and  20 C > 20 and  35 D > 35 and  55 E > 55 and  80 F > 80 1If volume-to-capacity ratio is over 1.0 for a lane group, LOS F. Intersection and approach-based LOS is based solely on control delay. Level of service A represents the optimum level where most motorists arrive at the subject intersection during the green phase and thus experience virtually no delay. Conversely, level of service F indicates that motorists are delayed over 80 seconds while traveling through the intersection, and can often imply a complete breakdown of that 28 REPORT location. Level of service D is generally considered the limit of acceptable motorist delay. Unsignalized Intersections Unsignalized intersections are generally evaluated in terms of average side street delay, as well as the capacity of the roadway approach. This analysis is based on the random arrival of vehicles and the associated gaps generated by this random arrival within the traffic stream. There is no overall level of service for unsignalized intersections. The relationship between levels of service and average side street delay are summarized in Table 6 below: Table 6 – Unsignalized Intersection – Level of Service Level of Service1 Average Control Delay (seconds per vehicle) A ≤ 10 B > 10 and  15 C > 15 and  25 D > 25 and  35 E > 35 and  50 F > 50 1If volume-to-capacity ratio is over 1.0 for a lane group, LOS F. Intersection and approach-based LOS is based solely on control delay. It should be noted that unsignalized levels of service do not correspond to those for signalized intersections, nor do they constitute warrants for the installation of traffic control signals. It is also recognized that the methodology is overly conservative and that computations can indicate operations at poor levels of service (E or F) with even very low side street volumes, although they often function without serious problems in the real world. Analysis Results Table 7 below shows the levels of service (LOS) and other operational parameters at the subject intersections. Overall Intersection – X/XX.X - Level of Service/Intersection Signal Delay in sec Approaches - X/X.XX/XXX/XXX – Level of Service/Volume to Capacity Ratio/Average Delay in Seconds per Vehicle/95% Queue Length in ft # – 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m – Volume for 95th percentile queue is metered by upstream signal. 29 REPORT Table 7 – Peak Hour Traffic Operations AM PM SAT Existing 2023 No Build 2030 Build 2030 Existing 2023 No Build 2030 Build 2030 Existing 2023 No Build 2030 Build 2030 King Street (Massachusetts Route 10 / US Route 5) at Stop and Shop Driveway / Walgreens Driveway B/16 B/16 B/16 C/21 C/22 C/22 C/20 C/22 C/22 Stop and Shop Driveway EB Left / Through D/0.41/39/85 D/0.42/38/90 D/0.42/38/90 D/0.56/42/135 D/0.60/44/145 D/0.60/44/145 D/0.63/42/#200 D/0.67/44/#220 D/0.67/44/#220 Stop and Shop Driveway EB Right A/0.09/1/25 A/0.09/1/25 A/0.09/1/25 A/0.20/1/25 A/0.21/1/25 A/0.21/1/25 A/0.20/1/25 A/0.21/1/25 A/0.21/1/25 Walgreens Driveway WB Left / Through / Right C/0.13/21/35 C/0.12/21/35 C/0.12/21/35 C/0.42/29/95 C/0.46/30/110 C/0.46/30/110 C/0.33/24/75 C/0.36/26/80 C/0.36/26/80 King Street (Massachusetts Route 10 / US Route 5) NB Left D/0.51/39/125 D/0.53/39/135 D/0.53/39/135 D/0.65/45/180 D/0.67/46/190 D/0.67/46/190 D/0.65/42/#195 D/0.67/43/#215 D/0.67/43/#215 King Street (Massachusetts Route 10 / US Route 5) NB Through / Right A/0.21/8/165 A/0.28/9/225 A/0.28/9/225 B/0.32/11/240 B/0.39/12/300 B/0.39/12/305 B/0.29/10/190 B/0.35/11/235 B/0.36/11/240 King Street (Massachusetts Route 10 / US Route 5) SB Left D/0.20/42/40 D/0.20/42/40 D/0.20/42/40 D/0.21/46/45 D/0.21/47/45 D/0.21/47/45 D/0.20/40/40 D/0.21/40/40 D/0.21/40/40 King Street (Massachusetts Route 10 / US Route 5) SB Through / Right B/0.29/15/210 B/0.38/16/290 B/0.39/17/295 C/0.51/21/330 C/0.63/23/#475 C/0.63/23/#480 C/0.55/20/270 C/0.67/23/#370 C/0.68/22/#380 King Street (Massachusetts Route 10 / US Route 5) at Northampton Bikeway Crossing A/3 A/3 A/3 A/3 A/3 A/3 A/3 A/3 A/3 King Street (Massachusetts Route 10 / US Route 5) NB Through A/0.20/3/110 A/0.25/3/145 A/0.25/3/145 A/0.25/3/145 A/0.29/3/175 A/0.30/3/175 A/0.25/3/140 A/0.29/3/170 A/0.29/3/170 King Street (Massachusetts Route 10 / US Route 5) SB Through A/0.19/3/105 A/0.24/3/135 A/0.24/3/135 A/0.25/3/145 A/0.30/3/180 A/0.30/3/180 A/0.22/3/120 A/0.26/3/145 A/0.26/3/150 King Street (Massachusetts Route 10 / US Route 5) at Site Driveway #2 - - - - - - - - - Site Driveway #2 WB Right - - B/0.03/15/25 - - C/0.01/18/25 - - C/0.02/17/25 King Street (Massachusetts Route 10 / US Route 5) NB Through - - - - - - - - - King Street (Massachusetts Route 10 / US Route 5) SB Through - - - - - - - - - King Street (Massachusetts Route 10 / US Route 5) at Finn Street / Site Driveway #1 B/15 B/17 B/19 C/20 C/22 C/27 B/17 B/20 C/24 Finn Street EB Left D/0.57/43/165 D/0.61/44/175 D/0.63/45/180 E/0.84/76/#305 F/0.87/81/#335 F/0.86/79/#325 D/0.78/53/#255 E/0.84/59/#285 E/0.91/72/#310 Finn Street EB Right A/0.24/4/25 A/0.26/4/25 A/0.26/4/25 A/0.28/4/30 A/0.27/4/35 A/0.26/3/30 A/0.20/4/25 A/0.22/4/25 A/0.21/3/25 Site Driveway #1 WB Left - - D/0.04/42/25 - - E/0.17/64/35 - - D/0.17/46/30 Site Driveway #1 WB Through / Right - - D/0.03/33/25 - - D/0.11/38/25 - - C/0.11/27/25 King Street (Massachusetts Route 10 / US Route 5) NB Left B/0.38/11/115 B/0.54/16/m#145 B/0.66/23/m#195 B/0.47/12/m125 B/0.61/21/m125 C/0.74/35/m205 A/0.29/9/55 B/0.40/13/95 B/0.50/18/#115 King Street (Massachusetts Route 10 / US Route 5) NB Through / Right B/0.41/11/235 B/0.55/13/#415 B/0.57/16/#610 B/0.44/12/275 B/0.55/12/m530 B/0.58/14/m575 A/0.45/9/340 B/0.55/13/#410 B/0.60/14/#635 King Street (Massachusetts Route 10 / US Route 5) SB Left / Through B/0.44/20/#355 C/0.62/24/#570 C/0.63/25/#655 C/0.52/22/#610 C/0.69/29/#870 D/0.73/33/#995 C/0.50/21/#440 C/0.64/25/#610 C/0.69/28/#705 King Street (Massachusetts Route 10 / US Route 5) SB Right A/0.17/2/35 A/0.19/2/50 A/0.19/4/70 A/0.24/3/95 A/0.26/4/120 A/0.27/6/155 A/0.20/2/40 A/0.22/3/60 A/0.23/4/85 King Street (Massachusetts Route 10 / US Route 5) at Summer Street / North Street C/22 C/25.0 C/25 C/20 D/40 D/37 B/15 B/16 B/17 Summer Street EB Left C/0.32/33/50 C/0.33/32/55 C/0.34/32/55 D/0.31/39/65 D/0.29/36/70 D/0.30/36/75 D/0.41/46/60 D/0.45/47/65 D/0.46/48/65 Summer Street EB Through / Right C/0.38/27/110 C/0.39/26/115 C/0.39/26/115 C/0.28/33/125 C/0.27/31/135 C/0.27/31/135 C/0.25/27/65 C/0.25/27/65 C/0.25/27/65 North Street WB Left / Right D/0.88/42/210 D/0.91/46/230 D/0.91/46/230 E/0.96/62/385 E/0.96/62/#480 E/0.96/60/#485 C/0.67/24/120 C/0.70/26/135 C/0.71/25/135 King Street (Massachusetts Route 10 / US Route 5) NB Through / Right B/0.48/18/320 C/0.67/25/#530 C/0.68/25/#540 C/0.50/25/420 C/0.70/34/580 C/0.71/35/585 B/0.45/13/260 B/0.57/16/365 B/0.58/16/375 King Street (Massachusetts Route 10 / US Route 5) SB Left B/0.24/11/40 B/0.36/15/65 B/0.37/17/m113 B/0.45/19/200 C/0.66/31/265 D/0.68/23/m245 A/0.23/9/95 A/0.30/10/95 B/0.32/12/m105 King Street (Massachusetts Route 10 / US Route 5) SB Through B/0.35/10/105 B/0.50/13/185 B/0.50/15/365 B/0.42/17/375 C/0.57/34/655 C/0.58/19/505 A/0.32/9/255 A/0.42/9/270 B/0.42/11/350 30 REPORT As illustrated in Table 7, traffic operations for the overall intersection Level of Service (LOS) during the AM, PM and Saturday midday Peak Hours are projected to perform at an adequate LOS between all scenarios analyzed in this study for most of the study area. During the AM Peak Hour, traffic operations at the signalized intersections and unsignalized intersections perform at desirable Levels of Service. All overall intersection and individual movement LOS perform at acceptable values for all three scenarios. Signal timings at the intersection of King Street (Massachusetts Route 10 / US Route 5) were optimized to accommodate the addition of Site Driveway #1. During the PM Peak Hour, overall intersection LOS are acceptable, though there are individual movements that perform at inadequate LOS. Between the Existing and No Build Conditions, at the intersection of King Street (Massachusetts Route 10 / US Route 5) with Finn Street and Site Driveway #1, the Finn Street EB left turn movement decreases from E to F. This is a result of projected growth in traffic over the 7-year period between the Existing and No Build conditions. Based on this, we can conclude this degradation of LOS is not a result of the Site. When optimizing this intersection under the Build scenario, delay decreased by 2 seconds at this approach. The WB left turn exiting Site Driveway #1 also performs at LOS E during this peak hour. Despite this movement experiencing an undesirable delay value, 95th percentile queue length is 35 feet, less than the length of 2 vehicles, and there is more than sufficient capacity. The WB left / right approach of North Street performs at LOS E in all three scenarios. Therefore, we can conclude that this is not a result of our site. During the Saturday midday Peak Hour, all overall intersection LOS are acceptable, though there is one individual movement with an undesirable LOS. At the intersection of King Street (Massachusetts Route 10 / US Route 5) with Finn Street and Site Driveway #1, the Finn Street EB left turn movement decreases from D to E between the Existing and No Build Scenarios. This is a result of projected growth in traffic over the 7-year period between the Existing and No Build conditions. Based on this, we can conclude this 31 REPORT degradation of LOS is not a result of the Site. Signal timings at the intersection of King Street (Massachusetts Route 10 / US Route 5) were optimized to accommodate the addition of Site Driveway #1. 32 REPORT V. CONCLUSIONS AND RECOMMENDATIONS This traffic study has been prepared for a new car dealership at 171 King Street (Massachusetts Route 10 / US Route 5) in Northampton, Massachusetts. The focus of this study was to evaluate the traffic flows and operating conditions on the roadways and intersections projected to be used by motorists traveling to and from the proposed development. The goal of the study is to quantify the potential traffic impacts on these roadways and intersections. The study area primarily contains commercial developments along King Street (Massachusetts Route 10 / US Route 5). The existing site is located on a ± 2.3 acre parcel on the easterly side of King Street (Massachusetts Route 10 / US Route 5). The site is currently vacant but was formerly a Honda Car Dealership. Access to the Site will be via two curb cuts on King Street (Massachusetts Route 10). These include an existing curb cut at the intersection with Finn Street and a proposed right-out driveway. This study investigated the potential traffic impacts of the proposed development during the weekday morning, weekday evening, and Saturday midday traffic periods. To assess existing traffic conditions in the vicinity of the Site, peak hour manual turning movement traffic volumes, vehicle classification, and pedestrian counts were recorded at key intersections within the study area. The level of traffic likely generated by the proposed development has been estimated by using the ITE Trip Generation Manual, 11th Edition, to determine the potential traffic impact on the study intersections. It is projected that the proposed development will generate approximately 26 (19 in / enter, 7 out / exit), 34 (14 in / enter, 20 out / exit), and 56 (28 in / enter, 28 out / exit) net new trips in the AM peak hour, PM peak hour, and Saturday midday peak hour, respectively. A detailed traffic analysis was also conducted at key intersections and roadways in the general vicinity of the Site, in accordance with methodologies outlined in the Highway 33 REPORT Capacity Manual 2010, published by the Transportation Research Board. Based on the analysis performed at the intersections around the Site development, traffic operations for the overall intersection Level of Service (LOS) during the AM, PM, and Saturday midday peak hours are projected to perform at an adequate LOS between all three scenarios analyzed in this study. Any movements that are projected to perform at undesirable Levels of Service are a result of projected traffic growth between the Existing and No Build Condition or are addressed below. A summation of all recommendations is outlined below: ➢ Install mast arm assembly and appropriate traffic signal equipment at the intersection of King Street (Massachusetts Route 10 / US Route 5) with Finn Street and Site Driveway #1 to support access / egress to the Site. Modify controller as needed. ➢ Restripe Finn Street to support access to Site Driveway #1. It is recommended that Finn Street be restriped to one exclusive left turn lane and one shared right turn / through lane. ➢ It is recommended King Street (Massachusetts Route 10 / US Route 5) Southbound be restriped to one exclusive right turn lane and one shared through / left turn lane. ➢ Optimize signal timings at the intersection of King Street (Massachusetts Route 10 / US Route 5) with Finn Street and Site Driveway #1 to improve operations for vehicles entering the Site, and vehicles making left hand turns from Finn Street onto King Street (Massachusetts Route 10 / US Route 5). ➢ Add “No Left Turn” Sign (R3-2) at Site Driveway #2. APPENDIX APPENDIX APPENDIX TRAFFIC COUNTS New EnglandCOUNTS PO Box 1723Framingham, MA 01701 North Hampton, MA Contact: Michael Dion, P.E., PTOE, Principal # of TMC’s: 04ID: 1281_2_BL Client: BL Companies # of ATR’s: 00 1 2 N Collected on June 1 & 3, 2023 New EnglandCOUNTS PO Box 1723Framingham, MA 01701 North Hampton, MA Contact: Michael Dion, P.E., PTOE, Principal # of TMC’s: 04ID: 1281_2_BL Client: BL Companies # of ATR’s: 00 3 4 N Collected on June 1 & 3, 2023 Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 0 0 52 4 0 8 36 0 0 12 9 9 0 7 0 19 7:15 AM 0 0 81 3 0 14 51 0 0 16 8 2 0 9 0 29 7:30 AM 0 0 76 2 0 30 62 0 0 13 20 5 0 23 0 38 7:45 AM 0 0 104 11 0 37 79 0 0 11 28 8 0 16 0 64 8:00 AM 0 0 86 7 0 29 93 0 0 6 24 8 0 23 0 61 8:15 AM 0 0 89 16 0 24 95 0 0 9 20 10 0 21 0 42 8:30 AM 0 0 105 8 0 33 99 0 0 17 31 7 0 28 0 64 8:45 AM 0 0 95 6 0 31 96 1 0 11 28 14 0 22 0 67 9:00 AM Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 0 0 119 11 0 51 115 0 0 11 45 3 0 23 0 74 4:15 PM 0 0 117 8 0 51 104 0 0 15 28 6 0 25 0 84 4:30 PM 0 0 104 8 0 60 141 0 0 12 23 6 0 21 0 86 4:45 PM 0 0 97 6 0 51 119 0 0 16 29 5 0 33 0 97 5:00 PM 0 0 110 14 0 57 131 0 0 6 32 6 0 27 0 71 5:15 PM 0 0 101 13 0 55 101 0 0 7 23 3 0 16 0 59 5:30 PM 0 0 87 7 0 27 90 0 0 11 23 2 0 15 0 83 5:45 PM 0 0 89 6 0 39 78 0 0 4 16 1 0 23 0 51 6:00 PM AM PEAK HOUR 8:00 AM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 9:00 AM 0 0 375 37 0 117 383 1 0 43 103 39 0 94 0 234 PHF HV %0.0%0.0%3.7%0.0%0.0%0.0%3.9%0.0%0.0%0.0%1.0%0.0%0.0%1.1%0.0%0.4% PM PEAK HOUR 4:15 PM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 5:15 PM 0 0 428 36 0 219 495 0 0 49 112 23 0 106 0 338 PHF HV %0.0%0.0%1.2%0.0%0.0%0.0%0.2%0.0%0.0%2.0%0.0%0.0%0.0%0.0%0.0%0.0% Summer St / North St Eastbound King St King St Summer St 6/1/2023 Thursday Clouds & Sun, 60°F Michael Dion, P.E., PTOE 1281_2_BL Location 1 North Hampton, MA King St 0.93 0.89 0.85 King St King St Summer St North St Northbound Westbound 0.92 King St Summer St North St Southbound Eastbound King St Northbound Southbound Eastbound Northbound 0.89 Westbound 0.91 0.95 0.84 Southbound Eastbound North St Westbound PASSENGER CARS & HEAVY VEHICLES COMBINED Westbound Northbound Southbound King St King St Summer St North St New EnglandCOUNTS PO Box 1723 Framingham, MA 01701 6/14/2023, 9:49 AM, 1281_TMC_1 (June 1) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 0 0 1 0 0 0 2 0 0 0 0 1 0 0 0 0 7:15 AM 0 0 4 0 0 0 2 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 3 0 0 1 2 0 0 0 0 0 0 1 0 0 7:45 AM 0 0 3 0 0 0 3 0 0 0 0 1 0 0 0 2 8:00 AM 0 0 3 0 0 0 2 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 7 0 0 0 7 0 0 0 1 0 0 1 0 0 8:30 AM 0 0 4 0 0 0 4 0 0 0 0 0 0 0 0 1 8:45 AM 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 9:00 AM Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 0 0 2 0 0 0 2 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 4 0 0 0 1 0 0 0 0 0 0 0 0 0 6:00 PM AM PEAK HOUR 7:45 AM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 8:45 AM 0 0 17 0 0 0 16 0 0 0 1 1 0 1 0 3 PHF PM PEAK HOUR 5:00 PM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 6:00 PM 0 0 6 0 0 0 3 0 0 1 0 0 0 0 0 0 PHF Northbound Southbound Eastbound Westbound 0.38 0.75 0.61 0.57 0.50 0.50 0.25 King St King St Summer St North St King St King St Summer St North St Northbound Southbound Eastbound Westbound King St King St Summer St North St Northbound Southbound Eastbound Westbound Northbound Southbound Eastbound Westbound North Hampton, MA HEAVY VEHICLES King St King St Summer St North St Location 1 1281_2_BL Michael Dion, P.E., PTOE Clouds & Sun, 60°F Thursday 6/1/2023 Summer St / North St King St New EnglandCOUNTS PO Box 1723 Framingham, MA 01701 6/14/2023, 9:49 AM, 1281_TMC_1 (June 1) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 7:00 AM 0 0 0 0 0 0 0 1 0 0 0 3 0 0 1 1 7:15 AM 0 0 0 5 0 0 0 2 0 2 0 4 0 0 0 1 7:30 AM 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 2 7:45 AM 0 0 0 1 0 1 0 0 0 0 0 2 0 0 0 3 8:00 AM 0 0 0 0 0 2 0 3 0 0 0 4 0 0 0 3 8:15 AM 0 1 0 1 0 1 0 1 0 0 0 0 1 0 0 7 8:30 AM 0 0 0 1 0 1 0 1 0 0 0 6 1 0 0 2 8:45 AM 0 0 0 4 0 0 0 4 0 0 0 5 0 0 1 1 Start Time Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 4:00 PM 0 0 0 3 0 2 0 0 0 0 0 2 0 0 0 1 4:15 PM 0 0 0 3 0 0 0 1 1 1 1 6 0 0 1 1 4:30 PM 0 2 0 1 0 0 0 1 1 0 0 3 0 0 1 0 4:45 PM 0 1 0 3 0 1 0 1 0 0 0 3 0 0 0 2 5:00 PM 0 3 0 3 0 1 0 0 0 2 0 5 1 0 0 1 5:15 PM 0 0 0 5 0 2 0 2 0 1 0 5 1 0 0 1 5:30 PM 0 0 0 1 0 2 0 1 0 1 0 2 1 0 0 1 5:45 PM 0 0 0 6 1 2 0 1 0 0 1 9 3 0 0 2 AM PEAK HOUR1 8:00 AM to Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 9:00 AM 0 1 0 6 0 4 0 9 0 0 0 15 2 0 1 13 PM PEAK HOUR1 4:15 PM to Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 5:15 PM 0 6 0 10 0 2 0 3 2 3 1 17 1 0 2 4 1NOTE: Peak hour summaries here correspond to peak hours identified for passenger cars and heavy vehicles combined. Michael Dion, P.E., PTOE 1281_2_BL Location 1 North Hampton, MA King St King St PEDESTRIANS & BICYCLES Northbound King St Summer St / North St 6/1/2023 Thursday Clouds & Sun, 60°F King St Summer St North St King St Summer St North St Eastbound WestboundSouthbound King St King St Summer St North St Eastbound WestboundSouthboundNorthbound Southbound Eastbound Westbound Northbound Southbound Eastbound Westbound King St King St Summer St Northbound North St New EnglandCOUNTS PO Box 1723 Framingham, MA 01701 6/14/2023, 9:49 AM, 1281_TMC_1 (June 1) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 11:00 AM 0 0 92 11 0 23 101 0 0 18 15 3 0 13 0 38 11:15 AM 0 0 108 5 0 32 107 0 0 6 7 2 0 14 0 52 11:30 AM 0 0 105 7 0 30 114 0 0 14 20 5 0 11 0 46 11:45 AM 0 0 113 13 0 34 91 0 0 12 12 7 0 19 0 38 12:00 PM 0 0 102 9 0 27 107 0 0 13 12 6 0 20 0 35 12:15 PM 0 0 87 5 0 33 106 0 0 14 11 2 0 6 0 44 12:30 PM 0 0 87 9 0 28 110 0 0 9 25 2 0 10 0 42 12:45 PM 0 0 92 3 0 34 96 0 0 13 10 6 0 13 0 49 1:00 PM MID PEAK HOUR 11:15 AM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 12:15 PM 0 0 428 34 0 123 419 0 0 45 51 20 0 64 0 171 PHF HV %0.0%0.0%0.9%0.0%0.0%0.0%1.7%0.0%0.0%2.2%0.0%0.0%0.0%0.0%0.0%0.6% Northbound Southbound Eastbound Westbound King St King St Summer St North St King St Summer St North St EastboundNorthbound King St 0.92 0.94 Westbound PASSENGER CARS & HEAVY VEHICLES COMBINED 0.74 0.89 Southbound 6/3/2023 Saturday Cloudy, 60°F Michael Dion, P.E., PTOE 1281_2_BL Location 1 North Hampton, MA King St Summer St / North St New EnglandCOUNTS PO Box 1723 Framingham, MA 01701 6/14/2023, 9:53 AM, 1281_TMC_1 (June 3) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 11:00 AM 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 11:15 AM 0 0 1 0 0 0 2 0 0 0 0 0 0 0 0 0 11:30 AM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 11:45 AM 0 0 1 0 0 0 3 0 0 1 0 0 0 0 0 0 12:00 PM 0 0 2 0 0 0 1 0 0 0 0 0 0 0 0 1 12:15 PM 0 0 2 0 0 1 1 0 0 0 0 0 0 0 0 0 12:30 PM 0 0 1 0 0 2 2 0 0 0 0 0 0 1 0 0 12:45 PM 0 0 2 0 0 0 1 0 0 0 0 0 0 0 0 0 1:00 PM MID PEAK HOUR 11:45 AM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 12:45 PM 0 0 6 0 0 3 7 0 0 1 0 0 0 1 0 1 PHF Southbound Eastbound Westbound Michael Dion, P.E., PTOE 1281_2_BL Location 1 North Hampton, MA HEAVY VEHICLES King St Summer St / North St 6/3/2023 Saturday Cloudy, 60°F King St King St Summer St North St Northbound King St Summer St North St Northbound Southbound Eastbound Westbound King St 0.63 0.25 0.500.75 New EnglandCOUNTS PO Box 1723 Framingham, MA 01701 6/14/2023, 9:53 AM, 1281_TMC_1 (June 3) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 11:00 AM 0 0 0 3 0 0 0 1 0 1 0 3 0 0 0 1 11:15 AM 0 2 1 3 0 0 0 3 0 0 0 4 1 0 0 2 11:30 AM 0 1 0 5 0 1 0 1 0 1 0 4 1 0 0 0 11:45 AM 0 1 0 1 1 2 0 4 0 1 0 4 0 0 0 8 12:00 PM 0 1 0 3 0 0 0 1 0 0 0 1 0 0 0 3 12:15 PM 0 0 0 3 0 0 0 2 0 0 0 2 0 0 0 1 12:30 PM 0 0 0 3 0 0 0 0 0 0 0 3 0 0 0 1 12:45 PM 0 1 0 2 0 0 0 1 0 0 0 6 0 0 0 2 1:00 PM MID PEAK HOUR 11:15 AM to Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 12:15 PM 0 5 1 12 1 3 0 9 0 2 0 13 2 0 0 13 NOTE: Peak hour summaries here correspond to peak hours identified for passenger car and heavy vehicles combined. Northbound Southbound Eastbound Westbound King St King St Summer St North St King St King St Summer St North St Eastbound Westbound Michael Dion, P.E., PTOE 1281_2_BL Location 1 North Hampton, MA King St Summer St / North St 6/3/2023 Saturday Cloudy, 60°F Northbound Southbound PEDESTRIANS & BICYCLES New EnglandCOUNTS PO Box 1723 Framingham, MA 01701 6/14/2023, 9:53 AM, 1281_TMC_1 (June 3) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 0 18 61 0 0 0 35 19 0 19 0 10 0 0 0 0 7:15 AM 0 36 81 0 0 0 47 22 0 40 0 18 0 0 0 0 7:30 AM 0 41 87 0 0 0 53 27 0 43 0 31 0 0 0 0 7:45 AM 0 35 116 0 0 0 91 35 0 43 0 31 0 0 0 0 8:00 AM 0 48 99 0 0 0 82 46 0 39 0 37 0 0 0 0 8:15 AM 0 35 94 0 0 0 91 50 0 44 0 23 0 0 0 0 8:30 AM 0 52 131 0 0 0 92 46 0 37 0 38 0 0 0 0 8:45 AM 0 57 122 0 0 0 101 51 0 45 0 34 0 0 0 0 9:00 AM Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 0 54 130 0 0 0 134 73 0 61 0 32 0 0 0 0 4:15 PM 0 53 164 0 0 0 123 69 0 50 0 35 0 0 0 0 4:30 PM 0 52 125 0 0 0 148 75 0 58 0 45 0 0 0 0 4:45 PM 0 78 148 0 0 0 126 75 0 57 0 40 0 0 0 0 5:00 PM 0 52 125 0 0 0 140 81 0 47 0 38 0 0 0 1 5:15 PM 0 53 103 0 0 0 102 64 0 71 0 30 0 0 0 0 5:30 PM 0 57 116 0 0 0 85 70 0 41 0 25 0 0 0 0 5:45 PM 0 39 99 0 0 0 94 56 0 44 0 27 0 0 0 0 6:00 PM AM PEAK HOUR 8:00 AM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 9:00 AM 0 192 446 0 0 0 366 193 0 165 0 132 0 0 0 0 PHF HV %0.0%0.5%3.8%0.0%0.0%0.0%3.8%2.6%0.0%0.6%0.0%0.8%0.0%0.0%0.0%0.0% PM PEAK HOUR 4:00 PM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 5:00 PM 0 237 567 0 0 0 531 292 0 226 0 152 0 0 0 0 PHF HV %0.0%0.0%1.1%0.0%0.0%0.0%0.6%0.7%0.0%0.9%0.0%0.0%0.0%0.0%0.0%0.0% Site Drive Westbound PASSENGER CARS & HEAVY VEHICLES COMBINED Westbound Northbound Southbound King St King St Finn St Site Drive Northbound Southbound Eastbound Northbound 0.00 Westbound 0.87 0.92 0.94 Southbound Eastbound 0.89 0.92 0.00 King St King St Finn St Site Drive Northbound Westbound 0.92 King St Finn St Site Drive Southbound Eastbound King St Michael Dion, P.E., PTOE 1281_2_BL Location 2 North Hampton, MA King St Finn St / Site Drive Eastbound King St King St Finn St 6/1/2023 Thursday Clouds & Sun, 60°F New EnglandCOUNTS PO Box 1723 Framingham, MA 01701 6/14/2023, 9:57 AM, 1281_TMC_2 (June 1) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 0 0 1 0 0 0 2 0 0 1 0 0 0 0 0 0 7:15 AM 0 0 4 0 0 0 2 1 0 0 0 0 0 0 0 0 7:30 AM 0 0 3 0 0 0 2 0 0 1 0 0 0 0 0 0 7:45 AM 0 0 5 0 0 0 5 3 0 0 0 0 0 0 0 0 8:00 AM 0 0 3 0 0 0 1 3 0 0 0 1 0 0 0 0 8:15 AM 0 0 7 0 0 0 7 0 0 1 0 0 0 0 0 0 8:30 AM 0 1 6 0 0 0 4 1 0 0 0 0 0 0 0 0 8:45 AM 0 0 1 0 0 0 2 1 0 0 0 0 0 0 0 0 9:00 AM Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 0 0 3 0 0 0 2 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 4:30 PM 0 0 1 0 0 0 1 2 0 1 0 0 0 0 0 0 4:45 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 3 0 0 0 1 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 5:30 PM 0 0 1 0 0 0 1 1 0 1 0 0 0 0 0 0 5:45 PM 0 2 2 0 0 0 1 0 0 1 0 0 0 0 0 0 6:00 PM AM PEAK HOUR 7:45 AM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 8:45 AM 0 1 21 0 0 0 17 7 0 1 0 1 0 0 0 0 PHF PM PEAK HOUR 5:00 PM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 6:00 PM 0 2 6 0 0 0 4 1 0 3 0 0 0 0 0 0 PHF Location 2 1281_2_BL Michael Dion, P.E., PTOE Clouds & Sun, 60°F Thursday 6/1/2023 Finn St / Site Drive King St Northbound Southbound Eastbound Westbound North Hampton, MA HEAVY VEHICLES King St King St Finn St Site Drive King St King St Finn St Site Drive Northbound Southbound Eastbound Westbound King St King St Finn St Site Drive Northbound Southbound Eastbound Westbound 0.79 0.75 0.50 0.00 0.75 0.00 King St King St Finn St Site Drive Northbound Southbound Eastbound Westbound 0.50 0.63 New EnglandCOUNTS PO Box 1723 Framingham, MA 01701 6/14/2023, 9:57 AM, 1281_TMC_2 (June 1) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 7:00 AM 1 0 0 0 0 0 0 0 0 0 0 4 0 0 0 1 7:15 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 1 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 8:00 AM 0 0 0 0 0 1 0 0 0 0 0 3 0 0 0 5 8:15 AM 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 3 8:30 AM 0 0 0 0 0 1 0 0 0 0 0 6 0 0 0 1 8:45 AM 1 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 Start Time Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 4:00 PM 0 1 0 0 0 3 0 0 0 0 0 2 0 0 0 1 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 4:30 PM 1 1 0 0 0 0 0 0 0 0 0 5 0 0 0 0 4:45 PM 0 1 0 0 0 0 0 0 0 0 0 6 0 0 0 1 5:00 PM 0 4 0 2 0 0 0 0 0 0 1 1 0 0 0 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 5:30 PM 0 0 0 0 0 1 0 0 0 0 0 3 0 0 0 4 5:45 PM 0 0 0 3 0 2 0 0 0 0 0 3 0 0 0 3 AM PEAK HOUR1 8:00 AM to Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 9:00 AM 1 1 0 0 0 3 0 0 0 0 0 11 0 0 0 11 PM PEAK HOUR1 4:00 PM to Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 5:00 PM 1 3 0 0 0 3 0 0 0 0 0 16 0 0 0 2 1NOTE: Peak hour summaries here correspond to peak hours identified for passenger cars and heavy vehicles combined. Southbound Eastbound Westbound Northbound Southbound Eastbound Westbound King St King St Finn St Northbound Site Drive King St King St Finn St Site Drive Eastbound WestboundSouthboundNorthbound King St Finn St Site Drive Eastbound WestboundSouthbound Michael Dion, P.E., PTOE 1281_2_BL Location 2 North Hampton, MA King St King St PEDESTRIANS & BICYCLES Northbound King St Finn St / Site Drive 6/1/2023 Thursday Clouds & Sun, 60°F King St Finn St Site Drive New EnglandCOUNTS PO Box 1723 Framingham, MA 01701 6/14/2023, 9:57 AM, 1281_TMC_2 (June 1) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 11:00 AM 0 24 137 0 1 1 90 64 0 66 0 22 0 0 0 1 11:15 AM 0 46 108 0 0 0 118 49 0 56 0 28 0 0 0 0 11:30 AM 0 35 133 0 0 0 119 49 0 72 0 33 0 0 0 0 11:45 AM 0 28 131 0 0 0 99 71 0 60 0 25 0 0 0 0 12:00 PM 0 21 133 0 0 0 110 69 0 55 0 23 0 0 0 0 12:15 PM 0 31 120 0 0 0 115 66 0 49 0 20 0 0 0 0 12:30 PM 0 34 100 0 0 0 114 59 0 54 0 22 0 0 0 0 12:45 PM 0 25 120 1 0 0 97 68 0 51 0 32 0 0 0 0 1:00 PM MID PEAK HOUR 11:15 AM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 12:15 PM 0 130 505 0 0 0 446 238 0 243 0 109 0 0 0 0 PHF HV %0.0%0.8%1.2%0.0%0.0%0.0%1.6%1.3%0.0%1.2%0.0%0.0%0.0%0.0%0.0%0.0% Northbound Southbound Eastbound Westbound King St King St Finn St Site Drive King St Finn St Site Drive EastboundNorthbound King St 0.94 0.96 Westbound PASSENGER CARS & HEAVY VEHICLES COMBINED 0.84 0.00 Southbound 6/3/2023 Saturday Cloudy, 60°F Michael Dion, P.E., PTOE 1281_2_BL Location 2 North Hampton, MA King St Finn St / Site Drive New EnglandCOUNTS PO Box 1723 Framingham, MA 01701 6/14/2023, 9:59 AM, 1281_TMC_2 (June 3) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 11:00 AM 0 0 1 0 0 0 1 1 0 2 0 1 0 0 0 0 11:15 AM 0 0 1 0 0 0 2 1 0 0 0 0 0 0 0 0 11:30 AM 0 1 1 0 0 0 0 0 0 3 0 0 0 0 0 0 11:45 AM 0 0 1 0 0 0 4 1 0 0 0 0 0 0 0 0 12:00 PM 0 0 3 0 0 0 1 1 0 0 0 0 0 0 0 0 12:15 PM 0 0 2 0 0 0 1 0 0 0 0 0 0 0 0 0 12:30 PM 0 0 1 0 0 0 3 0 0 2 0 1 0 0 0 0 12:45 PM 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 1:00 PM MID PEAK HOUR 11:00 AM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 12:00 PM 0 1 4 0 0 0 7 3 0 5 0 1 0 0 0 0 PHF Southbound Eastbound Westbound Michael Dion, P.E., PTOE 1281_2_BL Location 2 North Hampton, MA HEAVY VEHICLES King St Finn St / Site Drive 6/3/2023 Saturday Cloudy, 60°F King St King St Finn St Site Drive Northbound King St Finn St Site Drive Northbound Southbound Eastbound Westbound King St 0.50 0.50 0.000.63 New EnglandCOUNTS PO Box 1723 Framingham, MA 01701 6/14/2023, 9:59 AM, 1281_TMC_2 (June 3) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15 AM 0 2 0 0 0 1 0 0 0 0 0 5 0 0 0 1 11:30 AM 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 1 11:45 AM 0 2 0 2 0 4 0 2 0 0 0 1 0 0 0 6 12:00 PM 0 1 0 1 1 1 0 1 0 0 0 1 0 0 0 2 12:15 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 12:30 PM 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 3 12:45 PM 0 0 0 1 0 0 0 0 0 0 0 6 0 0 1 2 1:00 PM MID PEAK HOUR 11:15 AM to Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 12:15 PM 0 6 0 3 1 6 0 3 0 0 0 8 0 0 0 10 NOTE: Peak hour summaries here correspond to peak hours identified for passenger car and heavy vehicles combined. Northbound Southbound Eastbound Westbound King St King St Finn St Site Drive King St King St Finn St Site Drive Eastbound Westbound Michael Dion, P.E., PTOE 1281_2_BL Location 2 North Hampton, MA King St Finn St / Site Drive 6/3/2023 Saturday Cloudy, 60°F Northbound Southbound PEDESTRIANS & BICYCLES New EnglandCOUNTS PO Box 1723 Framingham, MA 01701 6/14/2023, 9:59 AM, 1281_TMC_2 (June 3) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 0 0 81 0 0 0 49 0 0 0 0 0 0 0 0 0 7:15 AM 1 0 116 0 0 0 72 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 126 0 0 0 89 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 151 0 0 0 123 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 128 0 0 0 123 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 138 0 0 0 147 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 170 0 0 0 125 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 156 0 0 0 152 0 0 0 0 0 0 0 0 0 9:00 AM Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 0 0 189 0 0 0 214 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 206 0 0 0 185 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 192 0 0 0 217 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 204 0 0 0 190 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 174 0 0 0 215 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 169 0 0 0 172 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 160 0 0 0 153 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 137 0 0 0 138 0 0 0 0 0 0 0 0 0 6:00 PM AM PEAK HOUR 8:00 AM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 9:00 AM 0 0 592 0 0 0 547 0 0 0 0 0 0 0 0 0 PHF HV %0.0%0.0%2.5%0.0%0.0%0.0%3.7%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% PM PEAK HOUR 4:00 PM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 5:00 PM 0 0 791 0 0 0 806 0 0 0 0 0 0 0 0 0 PHF HV %0.0%0.0%0.8%0.0%0.0%0.0%0.7%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% North Hampton Bikeway Crossing Eastbound King St King St 6/1/2023 Thursday Clouds & Sun, 60°F Michael Dion, P.E., PTOE 1281_2_BL Location 3 North Hampton, MA King St 0.96 0.93 0.00 King St King St Northbound Westbound 0.00 King St Southbound Eastbound King St Northbound Southbound Eastbound Northbound 0.00 Westbound 0.87 0.90 0.00 Southbound Eastbound Westbound PASSENGER CARS & HEAVY VEHICLES COMBINED Westbound Northbound Southbound King St King St New EnglandCOUNTS PO Box 1723 Framingham, MA 01701 6/14/2023, 10:04 AM, 1281_TMC_3 (June 1) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 0 0 2 0 0 0 2 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 4 0 0 0 4 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 4 0 0 0 4 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 5 0 0 0 7 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 4 0 0 0 4 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 5 0 0 0 8 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 5 0 0 0 5 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 1 0 0 0 3 0 0 0 0 0 0 0 0 0 9:00 AM Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 0 0 2 0 0 0 1 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 2 0 0 0 1 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 1 0 0 0 2 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 1 0 0 0 2 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 3 0 0 0 1 0 0 0 0 0 0 0 0 0 6:00 PM AM PEAK HOUR 7:45 AM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 8:45 AM 0 0 19 0 0 0 24 0 0 0 0 0 0 0 0 0 PHF PM PEAK HOUR 4:00 PM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 5:00 PM 0 0 6 0 0 0 6 0 0 0 0 0 0 0 0 0 PHF Northbound Southbound Eastbound Westbound 0.75 0.75 0.95 0.75 0.00 0.00 0.00 0.00 King St King St King St King St Northbound Southbound Eastbound Westbound King St King St Northbound Southbound Eastbound Westbound Northbound Southbound Eastbound Westbound North Hampton, MA HEAVY VEHICLES King St King St Location 3 1281_2_BL Michael Dion, P.E., PTOE Clouds & Sun, 60°F Thursday 6/1/2023 North Hampton Bikeway Crossing King St New EnglandCOUNTS PO Box 1723 Framingham, MA 01701 6/14/2023, 10:04 AM, 1281_TMC_3 (June 1) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 7:00 AM 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 8:15 AM 0 1 0 0 0 2 0 3 0 0 0 0 0 0 0 0 8:30 AM 0 2 0 0 0 4 0 8 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 5 0 6 0 0 0 0 0 0 0 0 Start Time Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 4:00 PM 0 1 0 0 0 4 0 2 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 3 0 4 0 0 0 0 0 0 0 0 4:30 PM 0 1 0 0 0 5 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 2 0 0 0 5 0 1 0 0 0 0 0 0 0 0 5:00 PM 0 4 0 0 0 5 0 3 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 1 0 8 0 2 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 4 0 1 0 0 0 0 0 0 0 0 AM PEAK HOUR1 8:00 AM to Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 9:00 AM 0 3 0 0 0 13 0 19 0 0 0 0 0 0 0 0 PM PEAK HOUR1 4:00 PM to Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 5:00 PM 0 4 0 0 0 17 0 7 0 0 0 0 0 0 0 0 1NOTE: Peak hour summaries here correspond to peak hours identified for passenger cars and heavy vehicles combined. Michael Dion, P.E., PTOE 1281_2_BL Location 3 North Hampton, MA King St King St PEDESTRIANS & BICYCLES Northbound King St North Hampton Bikeway Crossing 6/1/2023 Thursday Clouds & Sun, 60°F King St King St Eastbound WestboundSouthbound King St King St Eastbound WestboundSouthboundNorthbound Southbound Eastbound Westbound Northbound Southbound Eastbound Westbound King St King St Northbound New EnglandCOUNTS PO Box 1723 Framingham, MA 01701 6/14/2023, 10:04 AM, 1281_TMC_3 (June 1) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 11:00 AM 0 0 206 0 0 0 166 0 0 0 0 0 0 0 0 0 11:15 AM 0 0 164 0 0 0 179 0 0 0 0 0 0 0 0 0 11:30 AM 0 0 203 0 0 0 149 0 0 0 0 0 0 0 0 0 11:45 AM 0 0 190 0 0 0 172 0 0 0 0 0 0 0 0 0 12:00 PM 0 0 191 0 0 0 176 0 0 0 0 0 0 0 0 0 12:15 PM 0 0 170 0 0 0 177 0 0 0 0 0 0 0 0 0 12:30 PM 0 0 150 0 0 0 178 0 0 0 0 0 0 0 0 0 12:45 PM 0 0 170 0 0 0 158 0 0 0 0 0 0 0 0 0 1:00 PM MID PEAK HOUR 11:00 AM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 12:00 PM 0 0 763 0 0 0 666 0 0 0 0 0 0 0 0 0 PHF HV %0.0%0.0%0.9%0.0%0.0%0.0%1.4%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0% 6/3/2023 Saturday Cloudy, 60°F Michael Dion, P.E., PTOE 1281_2_BL Location 3 North Hampton, MA King St North Hampton Bikeway Crossing Westbound PASSENGER CARS & HEAVY VEHICLES COMBINED 0.00 0.00 Southbound EastboundNorthbound King St 0.93 0.93 King St King St King St Northbound Southbound Eastbound Westbound New EnglandCOUNTS PO Box 1723 Framingham, MA 01701 6/14/2023, 10:07 AM, 1281_TMC_3 (June 3) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 11:00 AM 0 0 3 0 0 0 2 0 0 0 0 0 0 0 0 0 11:15 AM 0 0 1 0 0 0 3 0 0 0 0 0 0 0 0 0 11:30 AM 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 AM 0 0 1 0 0 0 4 0 0 0 0 0 0 0 0 0 12:00 PM 0 0 3 0 0 0 3 0 0 0 0 0 0 0 0 0 12:15 PM 0 0 2 0 0 0 3 0 0 0 0 0 0 0 0 0 12:30 PM 0 0 3 0 0 0 1 0 0 0 0 0 0 0 0 0 12:45 PM 0 0 1 0 0 0 2 0 0 0 0 0 0 0 0 0 1:00 PM MID PEAK HOUR 11:45 AM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 12:45 PM 0 0 9 0 0 0 11 0 0 0 0 0 0 0 0 0 PHF 0.69 0.00 0.000.75 King St Northbound Southbound Eastbound Westbound King St King St King St Northbound Michael Dion, P.E., PTOE 1281_2_BL Location 3 North Hampton, MA HEAVY VEHICLES King St North Hampton Bikeway Crossing 6/3/2023 Saturday Cloudy, 60°F Southbound Eastbound Westbound New EnglandCOUNTS PO Box 1723 Framingham, MA 01701 6/14/2023, 10:07 AM, 1281_TMC_3 (June 3) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 11:00 AM 0 0 0 0 0 2 0 3 0 0 0 0 0 0 0 0 11:15 AM 0 2 0 0 0 5 0 1 0 0 0 0 0 0 0 0 11:30 AM 0 1 0 0 0 6 0 1 0 0 0 0 0 0 0 0 11:45 AM 0 2 0 0 0 4 0 9 0 0 0 0 0 0 0 0 12:00 PM 0 1 0 0 0 2 0 4 0 0 0 0 0 0 0 0 12:15 PM 0 0 0 0 0 6 0 3 0 0 0 0 0 0 0 0 12:30 PM 0 2 0 0 0 2 0 2 0 0 0 0 0 0 0 0 12:45 PM 0 1 0 0 0 8 0 3 0 0 0 0 0 0 0 0 1:00 PM MID PEAK HOUR 11:00 AM to Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 12:00 PM 0 5 0 0 0 17 0 14 0 0 0 0 0 0 0 0 NOTE: Peak hour summaries here correspond to peak hours identified for passenger car and heavy vehicles combined. Eastbound Westbound Michael Dion, P.E., PTOE 1281_2_BL Location 3 North Hampton, MA King St North Hampton Bikeway Crossing 6/3/2023 Saturday Cloudy, 60°F Northbound Southbound PEDESTRIANS & BICYCLES King St King St King St King St Northbound Southbound Eastbound Westbound New EnglandCOUNTS PO Box 1723 Framingham, MA 01701 6/14/2023, 10:07 AM, 1281_TMC_3 (June 3) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 0 13 64 3 0 1 46 15 0 7 0 1 0 0 0 0 7:15 AM 0 16 96 2 0 0 51 8 0 10 0 3 0 0 0 0 7:30 AM 1 18 99 6 0 0 78 16 0 10 0 6 0 0 0 1 7:45 AM 0 28 115 7 0 0 104 15 0 10 2 7 0 0 1 0 8:00 AM 0 29 95 9 0 6 106 27 0 12 0 4 0 2 2 4 8:15 AM 1 20 109 7 0 3 120 25 0 20 0 8 0 3 2 2 8:30 AM 0 29 136 4 0 6 95 14 0 9 0 11 0 1 1 4 8:45 AM 1 26 114 16 0 4 120 15 0 18 1 8 0 0 1 5 9:00 AM Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 0 38 147 12 0 4 142 36 0 25 1 19 0 16 2 13 4:15 PM 0 35 145 12 1 9 123 27 0 32 2 12 0 14 3 8 4:30 PM 0 39 146 10 0 2 156 43 0 25 2 31 0 11 0 13 4:45 PM 1 41 146 11 1 6 143 34 0 21 0 12 0 9 1 8 5:00 PM 1 33 138 10 0 0 149 31 0 32 0 23 0 12 1 10 5:15 PM 1 37 128 6 0 2 116 26 0 24 0 17 0 10 1 6 5:30 PM 0 40 120 10 0 1 113 19 0 24 0 16 0 4 0 8 5:45 PM 0 30 96 3 1 2 96 19 0 19 0 23 0 4 2 2 6:00 PM AM PEAK HOUR 8:00 AM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 9:00 AM 2 104 454 36 0 19 441 81 0 59 1 31 0 6 6 15 PHF HV %0.0%2.9%2.9%2.8%0.0%5.3%3.6%6.2%0.0%5.1%0.0%3.2%0.0%0.0%0.0%13.3% PM PEAK HOUR 4:00 PM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 5:00 PM 1 153 584 45 2 21 564 140 0 103 5 74 0 50 6 42 PHF HV %0.0%0.7%0.9%0.0%0.0%0.0%0.5%0.7%0.0%1.0%0.0%0.0%0.0%0.0%0.0%0.0% Walgreens Westbound PASSENGER CARS & HEAVY VEHICLES COMBINED Westbound Northbound Southbound King St King St Stop and Shop Walgreens Northbound Southbound Eastbound Northbound 0.84 Westbound 0.88 0.91 0.81 Southbound Eastbound 0.98 0.90 0.79 King St King St Stop and Shop Walgreens Northbound Westbound 0.78 King St Stop and Shop Walgreens Southbound Eastbound King St Michael Dion, P.E., PTOE 1281_2_BL Location 4 North Hampton, MA King St Stop and Shop / Walgreens Plaza Eastbound King St King St Stop and Shop 6/1/2023 Thursday Clouds & Sun, 60°F New EnglandCOUNTS PO Box 1723 Framingham, MA 01701 6/14/2023, 10:11 AM, 1281_TMC_4 (June 1) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 7:00 AM 0 1 1 1 0 0 1 2 0 0 0 0 0 0 0 0 7:15 AM 0 1 3 0 0 0 3 0 0 3 0 0 0 0 0 0 7:30 AM 0 1 3 0 0 0 5 0 0 1 0 0 0 0 0 0 7:45 AM 0 0 3 1 0 0 6 2 0 0 0 0 0 0 0 0 8:00 AM 0 1 4 0 0 0 3 1 0 0 0 0 0 0 0 1 8:15 AM 0 2 4 0 0 0 7 3 0 2 0 0 0 0 0 0 8:30 AM 0 0 5 0 0 1 3 0 0 0 0 1 0 0 0 1 8:45 AM 0 0 0 1 0 0 3 1 0 1 0 0 0 0 0 0 9:00 AM Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 4:00 PM 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 1 0 0 0 0 1 1 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 5:00 PM 0 1 3 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 2 0 0 1 0 0 0 0 0 0 5:30 PM 0 0 2 0 0 1 2 1 0 0 0 0 0 0 0 0 5:45 PM 0 1 2 0 0 0 0 0 0 1 0 0 0 0 0 0 6:00 PM AM PEAK HOUR 7:45 AM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 8:45 AM 0 3 16 1 0 1 19 6 0 2 0 1 0 0 0 2 PHF PM PEAK HOUR 5:00 PM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 6:00 PM 0 2 7 0 0 1 4 1 0 2 0 0 0 0 0 0 PHF Location 4 1281_2_BL Michael Dion, P.E., PTOE Clouds & Sun, 60°F Thursday 6/1/2023 Stop and Shop / Walgreens Plaza King St Northbound Southbound Eastbound Westbound North Hampton, MA HEAVY VEHICLES King St King St Stop and Shop Walgreens King St King St Stop and Shop Walgreens Northbound Southbound Eastbound Westbound King St King St Stop and Shop Walgreens Northbound Southbound Eastbound Westbound 0.83 0.65 0.38 0.50 0.50 0.00 King St King St Stop and Shop Walgreens Northbound Southbound Eastbound Westbound 0.56 0.38 New EnglandCOUNTS PO Box 1723 Framingham, MA 01701 6/14/2023, 10:11 AM, 1281_TMC_4 (June 1) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 7:00 AM 0 0 0 1 0 0 0 0 0 0 0 5 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 7:30 AM 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 7:45 AM 0 0 0 1 0 1 0 0 0 0 0 3 0 0 1 1 8:00 AM 0 1 0 1 0 1 0 0 0 0 0 2 0 0 0 7 8:15 AM 0 1 0 0 0 1 0 0 0 0 0 1 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 8:45 AM 0 0 0 0 1 0 1 0 1 0 0 1 0 0 0 1 Start Time Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 4:00 PM 0 1 0 1 0 1 0 0 1 0 0 3 0 0 0 1 4:15 PM 0 0 0 4 0 0 0 0 0 0 0 2 0 0 0 0 4:30 PM 0 2 0 1 0 0 0 0 0 0 0 0 1 0 0 1 4:45 PM 0 0 0 0 1 3 1 0 0 0 0 4 0 0 0 1 5:00 PM 0 2 0 1 0 0 0 0 0 1 0 1 0 0 0 1 5:15 PM 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 3 5:30 PM 0 1 0 1 0 0 1 0 0 0 1 5 0 0 0 0 5:45 PM 0 1 0 0 0 2 0 0 0 0 0 0 0 0 0 0 AM PEAK HOUR1 8:00 AM to Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 9:00 AM 0 2 0 1 1 2 1 0 1 0 1 5 0 0 0 8 PM PEAK HOUR1 4:00 PM to Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 5:00 PM 0 3 0 6 1 4 1 0 1 0 0 9 1 0 0 3 1NOTE: Peak hour summaries here correspond to peak hours identified for passenger cars and heavy vehicles combined. Southbound Eastbound Westbound Northbound Southbound Eastbound Westbound King St King St Stop and Shop Northbound Walgreens King St King St Stop and Shop Walgreens Eastbound WestboundSouthboundNorthbound King St Stop and Shop Walgreens Eastbound WestboundSouthbound Michael Dion, P.E., PTOE 1281_2_BL Location 4 North Hampton, MA King St King St PEDESTRIANS & BICYCLES Northbound King St Stop and Shop / Walgreens Plaza 6/1/2023 Thursday Clouds & Sun, 60°F King St Stop and Shop Walgreens New EnglandCOUNTS PO Box 1723 Framingham, MA 01701 6/14/2023, 10:11 AM, 1281_TMC_4 (June 1) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 11:00 AM 1 53 116 5 0 7 112 38 0 39 2 23 0 7 1 7 11:15 AM 0 36 147 8 0 6 110 38 0 35 3 20 0 11 2 5 11:30 AM 1 43 113 6 0 5 132 37 0 39 1 25 0 8 0 10 11:45 AM 1 49 146 3 0 9 131 51 0 30 2 17 0 12 1 9 12:00 PM 0 34 135 6 0 2 132 39 0 35 0 21 0 8 2 6 12:15 PM 1 23 157 5 1 5 116 49 0 21 0 20 0 2 1 5 12:30 PM 0 55 127 7 1 3 128 42 0 29 2 20 0 7 2 8 12:45 PM 0 46 120 4 0 3 130 32 0 30 4 18 0 4 2 6 1:00 PM MID PEAK HOUR 11:15 AM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 12:15 PM 2 162 541 23 0 22 505 165 0 139 6 83 0 39 5 30 PHF HV %0.0%0.6%1.3%0.0%0.0%0.0%0.6%0.6%0.0%0.7%0.0%0.0%0.0%0.0%0.0%0.0% 6/17/2023 Saturday Cloudy, 60°F Michael Dion, P.E., PTOE 1281_2_BL Location 4 North Hampton, MA King St Stop and Shop / Walgreens Plaza Westbound PASSENGER CARS & HEAVY VEHICLES COMBINED 0.88 0.84 Southbound EastboundNorthbound King St 0.91 0.91 King St Stop and Shop Walgreens King St King St Stop and Shop Walgreens Northbound Southbound Eastbound Westbound New EnglandCOUNTS PO Box 1723 Framingham, MA 01701 6/22/2023, 11:23 AM, 1281_TMC_4 (June 17) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 11:00 AM 0 0 6 0 0 0 1 0 0 0 0 0 0 0 0 0 11:15 AM 0 1 1 0 0 0 0 0 0 1 0 0 0 0 0 0 11:30 AM 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 11:45 AM 0 0 3 0 0 0 0 1 0 0 0 0 0 0 0 0 12:00 PM 0 0 2 0 0 0 2 0 0 0 0 0 0 0 0 0 12:15 PM 0 0 0 0 0 0 3 1 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 12:45 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00 PM MID PEAK HOUR 11:00 AM to U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right 12:00 PM 0 1 11 0 0 0 2 1 0 1 0 0 0 0 0 0 PHF 0.75 0.25 0.000.50 King St Stop and Shop Walgreens Northbound Southbound Eastbound Westbound King St King St King St Stop and Shop Walgreens Northbound Michael Dion, P.E., PTOE 1281_2_BL Location 4 North Hampton, MA HEAVY VEHICLES King St Stop and Shop / Walgreens Plaza 6/17/2023 Saturday Cloudy, 60°F Southbound Eastbound Westbound New EnglandCOUNTS PO Box 1723 Framingham, MA 01701 6/22/2023, 11:23 AM, 1281_TMC_4 (June 17) Client: Project #: BTD #: Location: Street 1: Street 2: Count Date: Day of Week: Weather: Start Time Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 11:00 AM 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 11:15 AM 0 0 1 1 0 0 0 0 0 0 0 1 0 0 0 0 11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 AM 0 1 0 0 0 0 1 0 0 0 0 3 0 0 0 0 12:00 PM 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 4 12:15 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 2 12:30 PM 0 3 0 2 0 0 0 0 0 0 0 1 0 0 0 5 12:45 PM 1 1 0 5 0 0 0 0 0 0 0 0 0 0 0 2 1:00 PM MID PEAK HOUR 11:15 AM to Left Thru Right PED Left Thru Right PED Left Thru Right PED Left Thru Right PED 12:15 PM 0 1 1 1 0 1 1 0 0 0 0 5 0 0 0 4 NOTE: Peak hour summaries here correspond to peak hours identified for passenger car and heavy vehicles combined. Eastbound Westbound Michael Dion, P.E., PTOE 1281_2_BL Location 4 North Hampton, MA King St Stop and Shop / Walgreens Plaza 6/17/2023 Saturday Cloudy, 60°F Northbound Southbound PEDESTRIANS & BICYCLES King St King St Stop and Shop Walgreens King St King St Stop and Shop Walgreens Northbound Southbound Eastbound Westbound New EnglandCOUNTS PO Box 1723 Framingham, MA 01701 6/22/2023, 11:23 AM, 1281_TMC_4 (June 17) APPENDIX CAPACITY ANALYSES APPENDIX EXISTING Lanes, Volumes, Timings Existing AM 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: Existing 2023 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 60 5 30 5 5 15 105 455 35 20 440 80 Future Volume (vph) 60 5 30 5 5 15 105 455 35 20 440 80 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 130 0 100 0 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft) 25 25 150 150 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.850 0.917 0.989 0.977 Flt Protected 0.956 0.990 0.950 0.950 Satd. Flow (prot) 0 1734 1568 0 1586 0 1752 3466 0 1719 3381 0 Flt Permitted 0.723 0.928 0.950 0.950 Satd. Flow (perm) 0 1311 1568 0 1486 0 1752 3466 0 1719 3381 0 Right Turn on Red Yes Yes No No Satd. Flow (RTOR) 172 16 Link Speed (mph) 25 25 30 30 Link Distance (ft) 150 153 744 468 Travel Time (s) 4.1 4.2 16.9 10.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 5% 2% 3% 2% 2% 13% 3% 3% 3% 5% 4% 6% Adj. Flow (vph) 63 5 32 5 5 16 111 479 37 21 463 84 Shared Lane Traffic (%) Lane Group Flow (vph) 0 68 32 0 26 0 111 516 0 21 547 0 Turn Type Perm NA Perm Perm NA Prot NA Prot NA Protected Phases 3 3 1 6 5 2 Permitted Phases 3 3 3 Detector Phase 3 3 3 3 3 1 6 5 2 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 Total Split (s) 25.0 25.0 25.0 25.0 25.0 22.0 47.0 9.0 34.0 Total Split (%) 23.1% 23.1% 23.1% 23.1% 23.1% 20.4% 43.5% 8.3% 31.5% Maximum Green (s) 20.0 20.0 20.0 20.0 20.0 17.0 42.0 4.0 29.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 2.5 2.5 2.5 2.5 2.5 1.5 2.5 1.5 2.5 Recall Mode None None None None None None Max None Max Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 8.7 8.7 8.7 8.6 48.7 4.2 38.4 Actuated g/C Ratio 0.13 0.13 0.13 0.12 0.70 0.06 0.55 v/c Ratio 0.41 0.09 0.13 0.51 0.21 0.20 0.29 Control Delay 38.5 0.5 21.2 39.4 8.3 42.2 14.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.5 0.5 21.2 39.4 8.3 42.2 14.9 LOS D A C D A D B Approach Delay 26.3 21.2 13.8 15.9 Approach LOS C C B B Lanes, Volumes, Timings Existing AM 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: Existing 2023 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 2 Lane Group Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) 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) Turn Type Protected Phases 9 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 18.0 Minimum Split (s) 27.0 Total Split (s) 27.0 Total Split (%) 25% Maximum Green (s) 22.0 Yellow Time (s) 4.0 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) 6.0 Flash Dont Walk (s) 16.0 Pedestrian Calls (#/hr) 3 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Lanes, Volumes, Timings Existing AM 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: Existing 2023 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 23 0 3 38 26 7 59 Queue Length 95th (ft) 84 0 31 123 163 39 210 Internal Link Dist (ft) 70 73 664 388 Turn Bay Length (ft) 130 100 Base Capacity (vph) 395 592 459 449 2434 103 1871 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.17 0.05 0.06 0.25 0.21 0.20 0.29 Intersection Summary Area Type: Other Cycle Length: 108 Actuated Cycle Length: 69.3 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.51 Intersection Signal Delay: 15.8 Intersection LOS: B Intersection Capacity Utilization 43.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza Driveway Lanes, Volumes, Timings Existing AM 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: Existing 2023 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 4 Lane Group Ø9 Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Lanes, Volumes, Timings Existing AM 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: Existing 2023 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 0 0 0 0 590 0 0 545 0 Future Volume (vph) 0 0 0 0 0 0 0 590 0 0 545 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt Flt Protected Satd. Flow (prot) 0 0 0 0 0 0 0 3539 0 0 3539 0 Flt Permitted Satd. Flow (perm) 0 0 0 0 0 0 0 3539 0 0 3539 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 91 78 785 744 Travel Time (s) 2.1 1.8 17.8 16.9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 0 0 0 0 641 0 0 592 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 0 0 0 641 0 0 592 0 Turn Type NA NA Protected Phases 2 6 Permitted Phases Detector Phase 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 Minimum Split (s) 41.0 41.0 Total Split (s) 41.0 41.0 Total Split (%) 60.3% 60.3% Maximum Green (s) 35.0 35.0 Yellow Time (s) 4.0 4.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode Min Min Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 33.7 33.7 Actuated g/C Ratio 0.90 0.90 v/c Ratio 0.20 0.19 Control Delay 3.1 3.1 Queue Delay 0.0 0.0 Total Delay 3.1 3.1 LOS A A Approach Delay 3.1 3.1 Approach LOS A A Queue Length 50th (ft) 0 0 Queue Length 95th (ft) 110 101 Internal Link Dist (ft) 11 1 705 664 Turn Bay Length (ft) Lanes, Volumes, Timings Existing AM 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: Existing 2023 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 6 Lane Group Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) 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 Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 9 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 Minimum Split (s) 27.0 Total Split (s) 27.0 Total Split (%) 40% Maximum Green (s) 22.0 Yellow Time (s) 4.0 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 Dont Walk (s) 15.0 Pedestrian Calls (#/hr) 19 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Lanes, Volumes, Timings Existing AM 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: Existing 2023 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Base Capacity (vph) 3196 3196 Starvation Cap Reductn 0 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.20 0.19 Intersection Summary Area Type: Other Cycle Length: 68 Actuated Cycle Length: 37.3 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.20 Intersection Signal Delay: 3.1 Intersection LOS: A Intersection Capacity Utilization 21.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway Crossing Lanes, Volumes, Timings Existing AM 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: Existing 2023 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 8 Lane Group Ø9 Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Lanes, Volumes, Timings Existing AM 3: King Street (MA Route 10 / US Route 5) & Finn Street Timing Plan: Existing 2023 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 9 Lane Group EBL EBR NBL NBT SBT SBR Ø4 Ø9 Lane Configurations Traffic Volume (vph) 165 130 190 445 365 195 Future Volume (vph) 165 130 190 445 365 195 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 100 100 Storage Lanes 1 1 1 1 Taper Length (ft) 25 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1770 1583 1770 1827 1827 1568 Flt Permitted 0.950 0.379 Satd. Flow (perm) 1770 1583 706 1827 1827 1568 Right Turn on Red Yes Yes Satd. Flow (RTOR) 143 214 Link Speed (mph) 30 30 30 Link Distance (ft) 341 617 785 Travel Time (s) 7.8 14.0 17.8 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 2% 2% 2% 4% 4% 3% Adj. Flow (vph) 181 143 209 489 401 214 Shared Lane Traffic (%) Lane Group Flow (vph) 181 143 209 489 401 214 Turn Type Prot pt+ov pm+pt NA NA pt+ov Protected Phases 7 4 5 5 2 6 6 7 4 9 Permitted Phases 2 Detector Phase 7 4 5 5 2 6 6 7 Switch Phase Minimum Initial (s) 16.0 6.0 20.0 20.0 16.0 5.0 Minimum Split (s) 24.0 11.5 25.5 25.5 22.0 23.0 Total Split (s) 24.0 13.5 31.5 31.5 24.0 23.0 Total Split (%) 26.1% 14.7% 34.2% 34.2% 26% 25% Maximum Green (s) 18.0 8.0 26.0 26.0 18.0 20.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 2.0 All-Red Time (s) 2.5 2.0 2.0 2.0 2.5 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 5.5 5.5 5.5 Lead/Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 3.0 Recall Mode None None C-Min C-Min None None Walk Time (s) 7.0 Flash Dont Walk (s) 13.0 Pedestrian Calls (#/hr) 3 Act Effct Green (s) 16.4 28.4 59.5 59.5 46.3 68.7 Actuated g/C Ratio 0.18 0.31 0.65 0.65 0.50 0.75 v/c Ratio 0.57 0.24 0.38 0.41 0.44 0.17 Control Delay 42.5 3.9 10.6 10.6 19.6 1.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.5 3.9 10.6 10.6 19.6 1.5 LOS D A B B B A Approach Delay 25.5 10.6 13.3 Approach LOS C B B Lanes, Volumes, Timings Existing AM 3: King Street (MA Route 10 / US Route 5) & Finn Street Timing Plan: Existing 2023 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 10 Lane Group EBL EBR NBL NBT SBT SBR Ø4 Ø9 Queue Length 50th (ft) 98 0 44 111 125 0 Queue Length 95th (ft) 162 22 115 234 #352 31 Internal Link Dist (ft) 261 537 705 Turn Bay Length (ft) 100 100 Base Capacity (vph) 346 542 549 1181 920 1248 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.52 0.26 0.38 0.41 0.44 0.17 Intersection Summary Area Type: Other Cycle Length: 92 Actuated Cycle Length: 92 Offset: 91.5 (99%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.57 Intersection Signal Delay: 14.6 Intersection LOS: B Intersection Capacity Utilization 57.2% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3: King Street (MA Route 10 / US Route 5) & Finn Street Lanes, Volumes, Timings Existing AM 4: King Street (MA Route 10 / US Route 5) & Summer Street/North StreetTiming Plan: Existing 2023 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 45 105 40 95 0 235 0 375 35 115 385 0 Future Volume (vph) 45 105 40 95 0 235 0 375 35 115 385 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 170 0 Storage Lanes 1 0 0 0 0 0 1 0 Taper Length (ft) 25 25 25 100 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 0.958 0.904 0.989 Flt Protected 0.950 0.986 0.950 Satd. Flow (prot) 1770 1785 0 0 1660 0 0 1810 0 1770 1827 0 Flt Permitted 0.373 0.788 0.359 Satd. Flow (perm) 695 1785 0 0 1327 0 0 1810 0 669 1827 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 23 150 6 Link Speed (mph) 25 30 30 30 Link Distance (ft) 569 342 240 617 Travel Time (s) 15.5 7.8 5.5 14.0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 4% 2% 2% 4% 2% Adj. Flow (vph) 49 115 44 104 0 258 0 412 38 126 423 0 Shared Lane Traffic (%) Lane Group Flow (vph) 49 159 0 0 362 0 0 450 0 126 423 0 Turn Type Perm NA Perm NA NA pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 6 Detector Phase 4 4 8 8 2 1 6 Switch Phase Minimum Initial (s) 13.0 13.0 13.0 13.0 17.0 6.0 17.0 Minimum Split (s) 18.5 18.5 18.5 18.5 22.5 12.0 25.5 Total Split (s) 38.0 38.0 38.0 38.0 40.0 14.0 40.0 Total Split (%) 41.3% 41.3% 41.3% 41.3% 43.5% 15.2% 43.5% Maximum Green (s) 32.5 32.5 32.5 32.5 34.5 8.0 34.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 6.0 5.5 Lead/Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None None None None C-Min None C-Min Walk Time (s) 3.0 3.0 3.0 3.0 3.0 7.0 Flash Dont Walk (s) 9.0 9.0 9.0 9.0 13.0 13.0 Pedestrian Calls (#/hr) 3 3 3 3 3 3 Act Effct Green (s) 20.5 20.5 20.5 47.5 60.0 60.5 Actuated g/C Ratio 0.22 0.22 0.22 0.52 0.65 0.66 v/c Ratio 0.32 0.38 0.88 0.48 0.24 0.35 Control Delay 32.7 26.7 41.6 18.2 10.8 10.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.7 26.7 41.6 18.2 10.8 10.3 LOS C C D B B B Approach Delay 28.1 41.6 18.2 10.4 Approach LOS C D B B Lanes, Volumes, Timings Existing AM 4: King Street (MA Route 10 / US Route 5) & Summer Street/North StreetTiming Plan: Existing 2023 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 12 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 24 68 126 154 22 76 Queue Length 95th (ft) 50 106 209 305 74 195 Internal Link Dist (ft) 489 262 160 537 Turn Bay Length (ft) 170 Base Capacity (vph) 245 645 565 937 531 1200 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.20 0.25 0.64 0.48 0.24 0.35 Intersection Summary Area Type: Other Cycle Length: 92 Actuated Cycle Length: 92 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of Yellow, Master Intersection Natural Cycle: 55 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 22.2 Intersection LOS: C Intersection Capacity Utilization 77.5% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 4: King Street (MA Route 10 / US Route 5) & Summer Street/North Street Lanes, Volumes, Timings Existing PM 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: Exsiting 2023 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 105 5 75 50 5 40 155 585 45 20 565 140 Future Volume (vph) 105 5 75 50 5 40 155 585 45 20 565 140 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 130 0 100 0 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft) 25 25 150 150 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.850 0.943 0.989 0.970 Flt Protected 0.954 0.974 0.950 0.950 Satd. Flow (prot) 0 1777 1583 0 1711 0 1770 3500 0 1770 3433 0 Flt Permitted 0.700 0.774 0.950 0.950 Satd. Flow (perm) 0 1304 1583 0 1360 0 1770 3500 0 1770 3433 0 Right Turn on Red Yes Yes No No Satd. Flow (RTOR) 172 30 Link Speed (mph) 25 25 30 30 Link Distance (ft) 150 153 744 468 Travel Time (s) 4.1 4.2 16.9 10.6 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 112 5 80 53 5 43 165 622 48 21 601 149 Shared Lane Traffic (%) Lane Group Flow (vph) 0 117 80 0 101 0 165 670 0 21 750 0 Turn Type Perm NA Perm Perm NA Prot NA Prot NA Protected Phases 3 3 1 6 5 2 Permitted Phases 3 3 3 Detector Phase 3 3 3 3 3 1 6 5 2 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 Total Split (s) 25.0 25.0 25.0 25.0 25.0 22.0 47.0 9.0 34.0 Total Split (%) 23.1% 23.1% 23.1% 23.1% 23.1% 20.4% 43.5% 8.3% 31.5% Maximum Green (s) 20.0 20.0 20.0 20.0 20.0 17.0 42.0 4.0 29.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 2.5 2.5 2.5 2.5 2.5 1.5 2.5 1.5 2.5 Recall Mode None None None None None None Max None Max Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 11.8 11.8 11.8 10.6 44.6 4.2 31.8 Actuated g/C Ratio 0.16 0.16 0.16 0.14 0.61 0.06 0.43 v/c Ratio 0.56 0.20 0.42 0.65 0.32 0.21 0.51 Control Delay 42.3 1.1 28.7 44.8 11.4 46.0 20.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.3 1.1 28.7 44.8 11.4 46.0 20.6 LOS D A C D B D C Approach Delay 25.6 28.7 18.0 21.3 Approach LOS C C B C Queue Length 50th (ft) 43 0 25 62 46 8 106 Lanes, Volumes, Timings Existing PM 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: Exsiting 2023 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 2 Lane Group Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) 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 Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 9 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 18.0 Minimum Split (s) 27.0 Total Split (s) 27.0 Total Split (%) 25% Maximum Green (s) 22.0 Yellow Time (s) 4.0 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) 6.0 Flash Dont Walk (s) 16.0 Pedestrian Calls (#/hr) 3 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Lanes, Volumes, Timings Existing PM 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: Exsiting 2023 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft) 133 0 94 178 236 42 330 Internal Link Dist (ft) 70 73 664 388 Turn Bay Length (ft) 130 100 Base Capacity (vph) 371 574 409 428 2123 100 1482 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.32 0.14 0.25 0.39 0.32 0.21 0.51 Intersection Summary Area Type: Other Cycle Length: 108 Actuated Cycle Length: 73.6 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.65 Intersection Signal Delay: 20.7 Intersection LOS: C Intersection Capacity Utilization 53.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza Driveway Lanes, Volumes, Timings Existing PM 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: Exsiting 2023 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 4 Lane Group Ø9 Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Lanes, Volumes, Timings Existing PM 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: Exsiting 2023 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 0 0 0 0 790 0 0 805 0 Future Volume (vph) 0 0 0 0 0 0 0 790 0 0 805 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt Flt Protected Satd. Flow (prot) 0 0 0 0 0 0 0 3539 0 0 3539 0 Flt Permitted Satd. Flow (perm) 0 0 0 0 0 0 0 3539 0 0 3539 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 91 78 785 744 Travel Time (s) 2.1 1.8 17.8 16.9 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 0 0 0 0 0 0 0 806 0 0 821 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 0 0 0 806 0 0 821 0 Turn Type NA NA Protected Phases 2 6 Permitted Phases Detector Phase 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 Minimum Split (s) 41.0 41.0 Total Split (s) 41.0 41.0 Total Split (%) 60.3% 60.3% Maximum Green (s) 35.0 35.0 Yellow Time (s) 4.0 4.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode Min Min Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 36.5 36.5 Actuated g/C Ratio 0.91 0.91 v/c Ratio 0.25 0.25 Control Delay 3.0 3.0 Queue Delay 0.0 0.0 Total Delay 3.0 3.0 LOS A A Approach Delay 3.0 3.0 Approach LOS A A Queue Length 50th (ft) 0 0 Queue Length 95th (ft) 141 144 Internal Link Dist (ft) 11 1 705 664 Turn Bay Length (ft) Lanes, Volumes, Timings Existing PM 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: Exsiting 2023 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 6 Lane Group Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) 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 Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 9 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 Minimum Split (s) 27.0 Total Split (s) 27.0 Total Split (%) 40% Maximum Green (s) 22.0 Yellow Time (s) 4.0 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 Dont Walk (s) 15.0 Pedestrian Calls (#/hr) 7 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Lanes, Volumes, Timings Existing PM 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: Exsiting 2023 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Base Capacity (vph) 3224 3224 Starvation Cap Reductn 0 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.25 0.25 Intersection Summary Area Type: Other Cycle Length: 68 Actuated Cycle Length: 40.1 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.25 Intersection Signal Delay: 3.0 Intersection LOS: A Intersection Capacity Utilization 27.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway Crossing Lanes, Volumes, Timings Existing PM 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: Exsiting 2023 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 8 Lane Group Ø9 Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Lanes, Volumes, Timings Existing PM 3: King Street (MA Route 10 / US Route 5) & Finn Street Timing Plan: Exsiting 2023 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 9 Lane Group EBL EBR NBL NBT SBT SBR Ø4 Ø9 Lane Configurations Traffic Volume (vph) 225 150 235 565 530 290 Future Volume (vph) 225 150 235 565 530 290 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 100 100 Storage Lanes 1 1 1 1 Taper Length (ft) 25 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1770 1583 1770 1863 1863 1583 Flt Permitted 0.950 0.308 Satd. Flow (perm) 1770 1583 574 1863 1863 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 156 182 Link Speed (mph) 30 30 30 Link Distance (ft) 341 617 785 Travel Time (s) 7.8 14.0 17.8 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 234 156 245 589 552 302 Shared Lane Traffic (%) Lane Group Flow (vph) 234 156 245 589 552 302 Turn Type Prot pt+ov pm+pt NA NA pt+ov Protected Phases 7 4 5 5 2 6 6 7 4 9 Permitted Phases 2 Detector Phase 7 4 5 5 2 6 6 7 Switch Phase Minimum Initial (s) 16.0 6.0 20.0 20.0 16.0 5.0 Minimum Split (s) 24.0 11.5 25.5 25.5 22.0 23.0 Total Split (s) 28.0 25.5 49.5 49.5 28.0 23.0 Total Split (%) 22.2% 20.2% 39.3% 39.3% 22% 18% Maximum Green (s) 22.0 20.0 44.0 44.0 22.0 20.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 2.0 All-Red Time (s) 2.5 2.0 2.0 2.0 2.5 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 5.5 5.5 5.5 Lead/Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 3.0 Recall Mode None None C-Min C-Min None None Walk Time (s) 7.0 Flash Dont Walk (s) 13.0 Pedestrian Calls (#/hr) 3 Act Effct Green (s) 20.0 36.3 89.9 89.9 72.4 98.4 Actuated g/C Ratio 0.16 0.29 0.71 0.71 0.57 0.78 v/c Ratio 0.84 0.28 0.47 0.44 0.52 0.24 Control Delay 76.0 4.3 12.2 12.2 22.2 3.2 Queue Delay 0.0 0.0 0.0 0.3 0.0 0.0 Total Delay 76.0 4.3 12.2 12.5 22.2 3.2 LOS E A B B C A Approach Delay 47.3 12.4 15.5 Approach LOS D B B Queue Length 50th (ft) 185 0 72 177 235 14 Lanes, Volumes, Timings Existing PM 3: King Street (MA Route 10 / US Route 5) & Finn Street Timing Plan: Exsiting 2023 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 10 Lane Group EBL EBR NBL NBT SBT SBR Ø4 Ø9 Queue Length 95th (ft) #301 30 m123 274 #606 92 Internal Link Dist (ft) 261 537 705 Turn Bay Length (ft) 100 100 Base Capacity (vph) 309 639 599 1329 1070 1298 Starvation Cap Reductn 0 0 0 257 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.76 0.24 0.41 0.55 0.52 0.23 Intersection Summary Area Type: Other Cycle Length: 126 Actuated Cycle Length: 126 Offset: 9.5 (8%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 95 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 20.2 Intersection LOS: C Intersection Capacity Utilization 68.4% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: King Street (MA Route 10 / US Route 5) & Finn Street Lanes, Volumes, Timings Existing PM 4: King Street (MA Route 10 / US Route 5) & Summer Street/North StreetTiming Plan: Exsiting 2023 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 50 110 25 105 0 340 0 430 35 220 495 0 Future Volume (vph) 50 110 25 105 0 340 0 430 35 220 495 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 170 0 Storage Lanes 1 0 0 0 0 0 1 0 Taper Length (ft) 25 25 25 100 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 0.972 0.897 0.990 Flt Protected 0.950 0.988 0.950 Satd. Flow (prot) 1770 1811 0 0 1651 0 0 1844 0 1770 1863 0 Flt Permitted 0.323 0.822 0.334 Satd. Flow (perm) 602 1811 0 0 1373 0 0 1844 0 622 1863 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 10 143 4 Link Speed (mph) 25 30 30 30 Link Distance (ft) 569 342 240 617 Travel Time (s) 15.5 7.8 5.5 14.0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 51 112 26 107 0 347 0 439 36 224 505 0 Shared Lane Traffic (%) Lane Group Flow (vph) 51 138 0 0 454 0 0 475 0 224 505 0 Turn Type Perm NA Perm NA NA pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 6 Detector Phase 4 4 8 8 2 1 6 Switch Phase Minimum Initial (s) 13.0 13.0 13.0 13.0 17.0 6.0 17.0 Minimum Split (s) 18.5 18.5 18.5 18.5 22.5 12.0 25.5 Total Split (s) 50.0 50.0 50.0 50.0 57.0 19.0 57.0 Total Split (%) 39.7% 39.7% 39.7% 39.7% 45.2% 15.1% 45.2% Maximum Green (s) 44.5 44.5 44.5 44.5 51.5 13.0 51.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 6.0 5.5 Lead/Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None None None None C-Min None C-Min Walk Time (s) 3.0 3.0 3.0 3.0 3.0 7.0 Flash Dont Walk (s) 9.0 9.0 9.0 9.0 13.0 13.0 Pedestrian Calls (#/hr) 3 3 3 3 3 3 Act Effct Green (s) 33.9 33.9 33.9 64.4 80.6 81.1 Actuated g/C Ratio 0.27 0.27 0.27 0.51 0.64 0.64 v/c Ratio 0.31 0.28 0.96 0.50 0.45 0.42 Control Delay 38.9 32.9 62.1 25.0 18.8 16.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.2 Total Delay 38.9 32.9 62.1 25.0 18.8 16.7 LOS D C E C B B Approach Delay 34.5 62.1 25.0 17.3 Approach LOS C E C B Queue Length 50th (ft) 33 81 265 252 61 141 Lanes, Volumes, Timings Existing PM 4: King Street (MA Route 10 / US Route 5) & Summer Street/North StreetTiming Plan: Exsiting 2023 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 12 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft) 65 123 382 420 197 373 Internal Link Dist (ft) 489 262 160 537 Turn Bay Length (ft) 170 Base Capacity (vph) 212 646 577 945 516 1198 Starvation Cap Reductn 0 0 0 0 0 196 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.24 0.21 0.79 0.50 0.43 0.50 Intersection Summary Area Type: Other Cycle Length: 126 Actuated Cycle Length: 126 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of Yellow, Master Intersection Natural Cycle: 55 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 32.1 Intersection LOS: C Intersection Capacity Utilization 93.3% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 4: King Street (MA Route 10 / US Route 5) & Summer Street/North Street Lanes, Volumes, Timings Existing SAT 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: Existing 2023 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 140 5 85 40 5 30 160 540 25 20 505 165 Future Volume (vph) 140 5 85 40 5 30 160 540 25 20 505 165 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 130 0 100 0 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft) 25 25 150 150 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.850 0.946 0.993 0.963 Flt Protected 0.954 0.974 0.950 0.950 Satd. Flow (prot) 0 1777 1583 0 1716 0 1770 3514 0 1770 3408 0 Flt Permitted 0.754 0.709 0.950 0.950 Satd. Flow (perm) 0 1405 1583 0 1249 0 1770 3514 0 1770 3408 0 Right Turn on Red Yes Yes No No Satd. Flow (RTOR) 204 30 Link Speed (mph) 25 25 30 30 Link Distance (ft) 150 153 744 468 Travel Time (s) 4.1 4.2 16.9 10.6 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 151 5 91 43 5 32 172 581 27 22 543 177 Shared Lane Traffic (%) Lane Group Flow (vph) 0 156 91 0 80 0 172 608 0 22 720 0 Turn Type Perm NA Perm Perm NA Prot NA Prot NA Protected Phases 3 3 1 6 5 2 Permitted Phases 3 3 3 Detector Phase 3 3 3 3 3 1 6 5 2 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 Total Split (s) 17.0 17.0 17.0 17.0 17.0 17.0 30.0 9.0 30.0 Total Split (%) 18.7% 18.7% 18.7% 18.7% 18.7% 18.7% 33.0% 9.9% 33.0% Maximum Green (s) 12.0 12.0 12.0 12.0 12.0 12.0 25.0 4.0 25.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 2.5 2.5 2.5 2.5 2.5 1.5 2.5 1.5 2.5 Recall Mode None None None None None None Max None Max Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 11.8 11.8 11.8 10.1 39.6 4.1 25.7 Actuated g/C Ratio 0.18 0.18 0.18 0.15 0.59 0.06 0.38 v/c Ratio 0.63 0.20 0.33 0.65 0.29 0.20 0.55 Control Delay 42.2 1.0 23.8 41.9 10.2 39.5 20.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.2 1.0 23.8 41.9 10.2 39.5 20.4 LOS D A C D B D C Approach Delay 27.0 23.8 17.2 21.0 Approach LOS C C B C Queue Length 50th (ft) 54 0 16 61 43 8 105 Lanes, Volumes, Timings Existing SAT 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: Existing 2023 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 2 Lane Group Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) 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 Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 9 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 18.0 Minimum Split (s) 27.0 Total Split (s) 27.0 Total Split (%) 30% Maximum Green (s) 22.0 Yellow Time (s) 4.0 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) 6.0 Flash Dont Walk (s) 16.0 Pedestrian Calls (#/hr) 3 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Lanes, Volumes, Timings Existing SAT 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: Existing 2023 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft) #199 0 72 #194 189 37 267 Internal Link Dist (ft) 70 73 664 388 Turn Bay Length (ft) 130 100 Base Capacity (vph) 258 457 254 325 2075 108 1307 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.60 0.20 0.31 0.53 0.29 0.20 0.55 Intersection Summary Area Type: Other Cycle Length: 91 Actuated Cycle Length: 67 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.65 Intersection Signal Delay: 20.3 Intersection LOS: C Intersection Capacity Utilization 53.7% ICU Level of Service A Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza Driveway Lanes, Volumes, Timings Existing SAT 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: Existing 2023 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 4 Lane Group Ø9 Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Lanes, Volumes, Timings Existing SAT 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: Existing 2023 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 0 0 0 0 765 0 0 665 0 Future Volume (vph) 0 0 0 0 0 0 0 765 0 0 665 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt Flt Protected Satd. Flow (prot) 0 0 0 0 0 0 0 3539 0 0 3539 0 Flt Permitted Satd. Flow (perm) 0 0 0 0 0 0 0 3539 0 0 3539 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 91 78 785 744 Travel Time (s) 2.1 1.8 17.8 16.9 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 0 0 0 0 0 0 797 0 0 693 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 0 0 0 797 0 0 693 0 Turn Type NA NA Protected Phases 2 6 Permitted Phases Detector Phase 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 Minimum Split (s) 41.0 41.0 Total Split (s) 41.0 41.0 Total Split (%) 60.3% 60.3% Maximum Green (s) 35.0 35.0 Yellow Time (s) 4.0 4.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode Min Min Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 36.3 36.3 Actuated g/C Ratio 0.91 0.91 v/c Ratio 0.25 0.22 Control Delay 3.0 2.9 Queue Delay 0.0 0.0 Total Delay 3.0 2.9 LOS A A Approach Delay 3.0 2.9 Approach LOS A A Queue Length 50th (ft) 0 0 Queue Length 95th (ft) 139 118 Internal Link Dist (ft) 11 1 705 664 Turn Bay Length (ft) Lanes, Volumes, Timings Existing SAT 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: Existing 2023 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 6 Lane Group Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) 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 Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 9 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 Minimum Split (s) 27.0 Total Split (s) 27.0 Total Split (%) 40% Maximum Green (s) 22.0 Yellow Time (s) 4.0 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 Dont Walk (s) 15.0 Pedestrian Calls (#/hr) 14 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Lanes, Volumes, Timings Existing SAT 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: Existing 2023 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Base Capacity (vph) 3222 3222 Starvation Cap Reductn 0 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.25 0.22 Intersection Summary Area Type: Other Cycle Length: 68 Actuated Cycle Length: 39.9 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.25 Intersection Signal Delay: 3.0 Intersection LOS: A Intersection Capacity Utilization 26.1% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway Crossing Lanes, Volumes, Timings Existing SAT 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: Existing 2023 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 8 Lane Group Ø9 Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Lanes, Volumes, Timings Existing SAT 3: King Street (MA Route 10 / US Route 5) & Finn Street Timing Plan: Existing 2023 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 9 Lane Group EBL EBR NBL NBT SBT SBR Ø4 Ø9 Lane Configurations Traffic Volume (vph) 245 110 130 505 445 240 Future Volume (vph) 245 110 130 505 445 240 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 100 100 Storage Lanes 1 1 1 1 Taper Length (ft) 25 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1770 1583 1770 1863 1863 1583 Flt Permitted 0.950 0.325 Satd. Flow (perm) 1770 1583 605 1863 1863 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 116 232 Link Speed (mph) 30 30 30 Link Distance (ft) 341 617 785 Travel Time (s) 7.8 14.0 17.8 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 258 116 137 532 468 253 Shared Lane Traffic (%) Lane Group Flow (vph) 258 116 137 532 468 253 Turn Type Prot pt+ov pm+pt NA NA pt+ov Protected Phases 7 4 5 5 2 6 6 7 4 9 Permitted Phases 2 Detector Phase 7 4 5 5 2 6 6 7 Switch Phase Minimum Initial (s) 16.0 6.0 20.0 20.0 16.0 5.0 Minimum Split (s) 24.0 11.5 25.5 25.5 22.0 23.0 Total Split (s) 24.0 13.5 31.5 31.5 24.0 23.0 Total Split (%) 26.1% 14.7% 34.2% 34.2% 26% 25% Maximum Green (s) 18.0 8.0 26.0 26.0 18.0 20.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 2.0 All-Red Time (s) 2.5 2.0 2.0 2.0 2.5 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 5.5 5.5 5.5 Lead/Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 3.0 Recall Mode None None C-Min C-Min None None Walk Time (s) 7.0 Flash Dont Walk (s) 13.0 Pedestrian Calls (#/hr) 3 Act Effct Green (s) 17.2 28.4 58.7 58.7 46.3 69.5 Actuated g/C Ratio 0.19 0.31 0.64 0.64 0.50 0.76 v/c Ratio 0.78 0.20 0.29 0.45 0.50 0.20 Control Delay 53.1 4.0 8.5 9.4 21.0 1.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.1 4.0 8.5 9.4 21.0 1.8 LOS D A A A C A Approach Delay 37.9 9.2 14.3 Approach LOS D A B Queue Length 50th (ft) 143 0 19 78 156 2 Lanes, Volumes, Timings Existing SAT 3: King Street (MA Route 10 / US Route 5) & Finn Street Timing Plan: Existing 2023 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 10 Lane Group EBL EBR NBL NBT SBT SBR Ø4 Ø9 Queue Length 95th (ft) #254 20 52 336 #439 39 Internal Link Dist (ft) 261 537 705 Turn Bay Length (ft) 100 100 Base Capacity (vph) 346 560 487 1188 936 1263 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.75 0.21 0.28 0.45 0.50 0.20 Intersection Summary Area Type: Other Cycle Length: 92 Actuated Cycle Length: 92 Offset: 91.5 (99%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 85 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 17.4 Intersection LOS: B Intersection Capacity Utilization 58.4% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3: King Street (MA Route 10 / US Route 5) & Finn Street Lanes, Volumes, Timings Existing SAT 4: King Street (MA Route 10 / US Route 5) & Summer Street/North StreetTiming Plan: Existing 2023 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 45 50 20 65 0 170 0 430 35 125 420 0 Future Volume (vph) 45 50 20 65 0 170 0 430 35 125 420 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 170 0 Storage Lanes 1 0 0 0 0 0 1 0 Taper Length (ft) 25 25 25 100 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 0.957 0.902 0.990 Flt Protected 0.950 0.986 0.950 Satd. Flow (prot) 1770 1783 0 0 1657 0 0 1844 0 1770 1863 0 Flt Permitted 0.393 0.881 0.369 Satd. Flow (perm) 732 1783 0 0 1480 0 0 1844 0 687 1863 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 21 157 5 Link Speed (mph) 25 30 30 30 Link Distance (ft) 569 342 240 617 Travel Time (s) 15.5 7.8 5.5 14.0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 47 52 21 68 0 177 0 448 36 130 438 0 Shared Lane Traffic (%) Lane Group Flow (vph) 47 73 0 0 245 0 0 484 0 130 438 0 Turn Type Perm NA Perm NA NA pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 6 Detector Phase 4 4 8 8 2 1 6 Switch Phase Minimum Initial (s) 13.0 13.0 13.0 13.0 17.0 6.0 17.0 Minimum Split (s) 18.5 18.5 18.5 18.5 22.5 12.0 22.5 Total Split (s) 38.0 38.0 38.0 38.0 40.0 14.0 40.0 Total Split (%) 41.3% 41.3% 41.3% 41.3% 43.5% 15.2% 43.5% Maximum Green (s) 32.5 32.5 32.5 32.5 34.5 8.0 34.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 6.0 5.5 Lead/Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None None None None C-Min None C-Min Walk Time (s) 3.0 3.0 3.0 3.0 3.0 7.0 Flash Dont Walk (s) 9.0 9.0 9.0 9.0 13.0 13.0 Pedestrian Calls (#/hr) 3 3 3 3 3 3 Act Effct Green (s) 14.4 14.4 14.4 53.9 66.1 66.6 Actuated g/C Ratio 0.16 0.16 0.16 0.59 0.72 0.72 v/c Ratio 0.41 0.25 0.67 0.45 0.23 0.32 Control Delay 45.7 27.1 23.5 12.8 8.5 8.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.7 27.1 23.5 12.8 8.5 8.8 LOS D C C B A A Approach Delay 34.4 23.5 12.8 8.7 Approach LOS C C B A Queue Length 50th (ft) 26 27 47 137 18 72 Lanes, Volumes, Timings Existing SAT 4: King Street (MA Route 10 / US Route 5) & Summer Street/North StreetTiming Plan: Existing 2023 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 12 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft) 58 62 119 257 94 253 Internal Link Dist (ft) 489 262 160 537 Turn Bay Length (ft) 170 Base Capacity (vph) 258 643 624 1082 587 1348 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.18 0.11 0.39 0.45 0.22 0.32 Intersection Summary Area Type: Other Cycle Length: 92 Actuated Cycle Length: 92 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of Yellow, Master Intersection Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.67 Intersection Signal Delay: 14.9 Intersection LOS: B Intersection Capacity Utilization 66.6% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 4: King Street (MA Route 10 / US Route 5) & Summer Street/North Street APPENDIX NO BUILD Lanes, Volumes, Timings No Build AM 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: No Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 65 5 30 5 5 15 115 600 40 20 590 85 Future Volume (vph) 65 5 30 5 5 15 115 600 40 20 590 85 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 130 0 100 0 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft) 25 25 150 150 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.850 0.917 0.991 0.981 Flt Protected 0.955 0.990 0.950 0.950 Satd. Flow (prot) 0 1731 1568 0 1586 0 1752 3473 0 1719 3397 0 Flt Permitted 0.722 0.928 0.950 0.950 Satd. Flow (perm) 0 1309 1568 0 1486 0 1752 3473 0 1719 3397 0 Right Turn on Red Yes Yes No No Satd. Flow (RTOR) 172 16 Link Speed (mph) 25 25 30 30 Link Distance (ft) 150 153 744 468 Travel Time (s) 4.1 4.2 16.9 10.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 5% 2% 3% 2% 2% 13% 3% 3% 3% 5% 4% 6% Adj. Flow (vph) 68 5 32 5 5 16 121 632 42 21 621 89 Shared Lane Traffic (%) Lane Group Flow (vph) 0 73 32 0 26 0 121 674 0 21 710 0 Turn Type Perm NA Perm Perm NA Prot NA Prot NA Protected Phases 3 3 1 6 5 2 Permitted Phases 3 3 3 Detector Phase 3 3 3 3 3 1 6 5 2 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 Total Split (s) 25.0 25.0 25.0 25.0 25.0 22.0 47.0 9.0 34.0 Total Split (%) 23.1% 23.1% 23.1% 23.1% 23.1% 20.4% 43.5% 8.3% 31.5% Maximum Green (s) 20.0 20.0 20.0 20.0 20.0 17.0 42.0 4.0 29.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 2.5 2.5 2.5 2.5 2.5 1.5 2.5 1.5 2.5 Recall Mode None None None None None None Max None Max Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 9.0 9.0 9.0 8.9 47.7 4.2 37.3 Actuated g/C Ratio 0.13 0.13 0.13 0.13 0.70 0.06 0.55 v/c Ratio 0.42 0.09 0.12 0.53 0.28 0.20 0.38 Control Delay 38.4 0.5 21.0 39.3 8.9 42.2 16.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.4 0.5 21.0 39.3 8.9 42.2 16.4 LOS D A C D A D B Approach Delay 26.9 21.0 13.5 17.2 Approach LOS C C B B Lanes, Volumes, Timings No Build AM 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: No Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 2 Lane Group Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) 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) Turn Type Protected Phases 9 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 18.0 Minimum Split (s) 27.0 Total Split (s) 27.0 Total Split (%) 25% Maximum Green (s) 22.0 Yellow Time (s) 4.0 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) 6.0 Flash Dont Walk (s) 16.0 Pedestrian Calls (#/hr) 3 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Lanes, Volumes, Timings No Build AM 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: No Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 25 0 3 42 37 7 83 Queue Length 95th (ft) 89 0 31 132 221 40 287 Internal Link Dist (ft) 70 73 664 388 Turn Bay Length (ft) 130 100 Base Capacity (vph) 405 604 470 460 2432 106 1859 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.18 0.05 0.06 0.26 0.28 0.20 0.38 Intersection Summary Area Type: Other Cycle Length: 108 Actuated Cycle Length: 68.1 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.53 Intersection Signal Delay: 16.1 Intersection LOS: B Intersection Capacity Utilization 48.4% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza Driveway Lanes, Volumes, Timings No Build AM 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: No Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 4 Lane Group Ø9 Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Lanes, Volumes, Timings No Build AM 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: No Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 0 0 0 0 745 0 0 705 0 Future Volume (vph) 0 0 0 0 0 0 0 745 0 0 705 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt Flt Protected Satd. Flow (prot) 0 0 0 0 0 0 0 3539 0 0 3539 0 Flt Permitted Satd. Flow (perm) 0 0 0 0 0 0 0 3539 0 0 3539 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 91 78 785 744 Travel Time (s) 2.1 1.8 17.8 16.9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 0 0 0 0 810 0 0 766 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 0 0 0 810 0 0 766 0 Turn Type NA NA Protected Phases 2 6 Permitted Phases Detector Phase 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 Minimum Split (s) 41.0 41.0 Total Split (s) 41.0 41.0 Total Split (%) 60.3% 60.3% Maximum Green (s) 35.0 35.0 Yellow Time (s) 4.0 4.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode Min Min Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 36.4 36.4 Actuated g/C Ratio 0.91 0.91 v/c Ratio 0.25 0.24 Control Delay 3.0 3.0 Queue Delay 0.0 0.0 Total Delay 3.0 3.0 LOS A A Approach Delay 3.0 3.0 Approach LOS A A Queue Length 50th (ft) 0 0 Queue Length 95th (ft) 142 132 Internal Link Dist (ft) 11 1 705 664 Turn Bay Length (ft) Lanes, Volumes, Timings No Build AM 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: No Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 6 Lane Group Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) 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 Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 9 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 Minimum Split (s) 27.0 Total Split (s) 27.0 Total Split (%) 40% Maximum Green (s) 22.0 Yellow Time (s) 4.0 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 Dont Walk (s) 15.0 Pedestrian Calls (#/hr) 19 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Lanes, Volumes, Timings No Build AM 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: No Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Base Capacity (vph) 3223 3223 Starvation Cap Reductn 0 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.25 0.24 Intersection Summary Area Type: Other Cycle Length: 68 Actuated Cycle Length: 40 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.25 Intersection Signal Delay: 3.0 Intersection LOS: A Intersection Capacity Utilization 25.6% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway Crossing Lanes, Volumes, Timings No Build AM 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: No Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 8 Lane Group Ø9 Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Lanes, Volumes, Timings No Build AM 3: King Street (MA Route 10 / US Route 5) & Finn Street Timing Plan: No Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 9 Lane Group EBL EBR NBL NBT SBT SBR Ø4 Ø9 Lane Configurations Traffic Volume (vph) 175 140 205 585 510 210 Future Volume (vph) 175 140 205 585 510 210 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 100 100 Storage Lanes 1 1 1 1 Taper Length (ft) 25 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1770 1583 1770 1827 1827 1568 Flt Permitted 0.950 0.251 Satd. Flow (perm) 1770 1583 468 1827 1827 1568 Right Turn on Red Yes Yes Satd. Flow (RTOR) 154 177 Link Speed (mph) 30 30 30 Link Distance (ft) 341 617 785 Travel Time (s) 7.8 14.0 17.8 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 2% 2% 2% 4% 4% 3% Adj. Flow (vph) 192 154 225 643 560 231 Shared Lane Traffic (%) Lane Group Flow (vph) 192 154 225 643 560 231 Turn Type Prot pt+ov pm+pt NA NA pt+ov Protected Phases 7 4 5 5 2 6 6 7 4 9 Permitted Phases 2 Detector Phase 7 4 5 5 2 6 6 7 Switch Phase Minimum Initial (s) 16.0 6.0 20.0 20.0 16.0 5.0 Minimum Split (s) 24.0 11.5 25.5 25.5 22.0 23.0 Total Split (s) 24.0 13.5 31.5 31.5 24.0 23.0 Total Split (%) 26.1% 14.7% 34.2% 34.2% 26% 25% Maximum Green (s) 18.0 8.0 26.0 26.0 18.0 20.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 2.0 All-Red Time (s) 2.5 2.0 2.0 2.0 2.5 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 5.5 5.5 5.5 Lead/Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 3.0 Recall Mode None None C-Min C-Min None None Walk Time (s) 7.0 Flash Dont Walk (s) 13.0 Pedestrian Calls (#/hr) 3 Act Effct Green (s) 16.5 28.8 59.4 59.4 45.9 68.4 Actuated g/C Ratio 0.18 0.31 0.65 0.65 0.50 0.74 v/c Ratio 0.61 0.26 0.54 0.55 0.62 0.19 Control Delay 43.5 3.9 16.0 13.1 23.8 2.3 Queue Delay 0.0 0.0 0.0 0.2 0.0 0.0 Total Delay 43.5 3.9 16.0 13.2 23.8 2.3 LOS D A B B C A Approach Delay 25.9 14.0 17.5 Approach LOS C B B Lanes, Volumes, Timings No Build AM 3: King Street (MA Route 10 / US Route 5) & Finn Street Timing Plan: No Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 10 Lane Group EBL EBR NBL NBT SBT SBR Ø4 Ø9 Queue Length 50th (ft) 105 0 34 138 197 5 Queue Length 95th (ft) 172 23 m#142 #414 #570 48 Internal Link Dist (ft) 261 537 705 Turn Bay Length (ft) 100 100 Base Capacity (vph) 346 550 415 1178 910 1233 Starvation Cap Reductn 0 0 0 89 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.55 0.28 0.54 0.59 0.62 0.19 Intersection Summary Area Type: Other Cycle Length: 92 Actuated Cycle Length: 92 Offset: 91.5 (99%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 95 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.62 Intersection Signal Delay: 17.4 Intersection LOS: B Intersection Capacity Utilization 65.7% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: King Street (MA Route 10 / US Route 5) & Finn Street Lanes, Volumes, Timings No Build AM 4: King Street (MA Route 10 / US Route 5) & Summer Street/North StreetTiming Plan: No Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 50 115 45 100 0 250 0 510 40 125 530 0 Future Volume (vph) 50 115 45 100 0 250 0 510 40 125 530 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 170 0 Storage Lanes 1 0 0 0 0 0 1 0 Taper Length (ft) 25 25 25 100 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 0.958 0.904 0.990 Flt Protected 0.950 0.986 0.950 Satd. Flow (prot) 1770 1785 0 0 1660 0 0 1811 0 1770 1827 0 Flt Permitted 0.373 0.764 0.236 Satd. Flow (perm) 695 1785 0 0 1287 0 0 1811 0 440 1827 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 24 151 5 Link Speed (mph) 25 30 30 30 Link Distance (ft) 569 342 240 617 Travel Time (s) 15.5 7.8 5.5 14.0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 4% 2% 2% 4% 2% Adj. Flow (vph) 55 126 49 110 0 275 0 560 44 137 582 0 Shared Lane Traffic (%) Lane Group Flow (vph) 55 175 0 0 385 0 0 604 0 137 582 0 Turn Type Perm NA Perm NA NA pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 6 Detector Phase 4 4 8 8 2 1 6 Switch Phase Minimum Initial (s) 13.0 13.0 13.0 13.0 17.0 6.0 17.0 Minimum Split (s) 18.5 18.5 18.5 18.5 22.5 12.0 25.5 Total Split (s) 38.0 38.0 38.0 38.0 40.0 14.0 40.0 Total Split (%) 41.3% 41.3% 41.3% 41.3% 43.5% 15.2% 43.5% Maximum Green (s) 32.5 32.5 32.5 32.5 34.5 8.0 34.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 6.0 5.5 Lead/Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None None None None C-Min None C-Min Walk Time (s) 3.0 3.0 3.0 3.0 3.0 7.0 Flash Dont Walk (s) 9.0 9.0 9.0 9.0 13.0 13.0 Pedestrian Calls (#/hr) 3 3 3 3 3 3 Act Effct Green (s) 22.0 22.0 22.0 45.9 58.5 59.0 Actuated g/C Ratio 0.24 0.24 0.24 0.50 0.64 0.64 v/c Ratio 0.33 0.39 0.91 0.67 0.36 0.50 Control Delay 31.5 26.0 46.1 24.5 14.8 12.8 Queue Delay 0.0 0.0 0.0 0.1 0.0 0.0 Total Delay 31.5 26.0 46.1 24.6 14.8 12.8 LOS C C D C B B Approach Delay 27.3 46.1 24.6 13.2 Approach LOS C D C B Lanes, Volumes, Timings No Build AM 4: King Street (MA Route 10 / US Route 5) & Summer Street/North StreetTiming Plan: No Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 12 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 27 74 140 249 19 84 Queue Length 95th (ft) 53 112 228 #524 m95 290 Internal Link Dist (ft) 489 262 160 537 Turn Bay Length (ft) 170 Base Capacity (vph) 245 646 552 905 395 1170 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 1 23 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.27 0.70 0.68 0.35 0.50 Intersection Summary Area Type: Other Cycle Length: 92 Actuated Cycle Length: 92 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of Yellow, Master Intersection Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 25.0 Intersection LOS: C Intersection Capacity Utilization 86.7% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: King Street (MA Route 10 / US Route 5) & Summer Street/North Street Lanes, Volumes, Timings No Build PM 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: No Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 115 5 80 55 5 45 165 715 50 20 710 150 Future Volume (vph) 115 5 80 55 5 45 165 715 50 20 710 150 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 130 0 100 0 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft) 25 25 150 150 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.850 0.942 0.990 0.974 Flt Protected 0.954 0.974 0.950 0.950 Satd. Flow (prot) 0 1777 1583 0 1709 0 1770 3504 0 1770 3447 0 Flt Permitted 0.677 0.753 0.950 0.950 Satd. Flow (perm) 0 1261 1583 0 1321 0 1770 3504 0 1770 3447 0 Right Turn on Red Yes Yes No No Satd. Flow (RTOR) 172 31 Link Speed (mph) 25 25 30 30 Link Distance (ft) 150 153 744 468 Travel Time (s) 4.1 4.2 16.9 10.6 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 122 5 85 59 5 48 176 761 53 21 755 160 Shared Lane Traffic (%) Lane Group Flow (vph) 0 127 85 0 112 0 176 814 0 21 915 0 Turn Type Perm NA Perm Perm NA Prot NA Prot NA Protected Phases 3 3 1 6 5 2 Permitted Phases 3 3 3 Detector Phase 3 3 3 3 3 1 6 5 2 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 Total Split (s) 25.0 25.0 25.0 25.0 25.0 22.0 47.0 9.0 34.0 Total Split (%) 23.1% 23.1% 23.1% 23.1% 23.1% 20.4% 43.5% 8.3% 31.5% Maximum Green (s) 20.0 20.0 20.0 20.0 20.0 17.0 42.0 4.0 29.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 2.5 2.5 2.5 2.5 2.5 1.5 2.5 1.5 2.5 Recall Mode None None None None None None Max None Max Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 12.4 12.4 12.4 11.1 44.8 4.2 31.5 Actuated g/C Ratio 0.17 0.17 0.17 0.15 0.60 0.06 0.42 v/c Ratio 0.60 0.21 0.46 0.67 0.39 0.21 0.63 Control Delay 44.2 1.2 29.7 45.8 12.2 46.5 23.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.2 1.2 29.7 45.8 12.2 46.5 23.2 LOS D A C D B D C Approach Delay 27.0 29.7 18.2 23.7 Approach LOS C C B C Queue Length 50th (ft) 48 0 29 68 62 8 145 Lanes, Volumes, Timings No Build PM 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: No Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 2 Lane Group Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) 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 Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 9 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 18.0 Minimum Split (s) 27.0 Total Split (s) 27.0 Total Split (%) 25% Maximum Green (s) 22.0 Yellow Time (s) 4.0 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) 6.0 Flash Dont Walk (s) 16.0 Pedestrian Calls (#/hr) 3 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Lanes, Volumes, Timings No Build PM 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: No Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft) 144 0 106 190 297 42 #471 Internal Link Dist (ft) 70 73 664 388 Turn Bay Length (ft) 130 100 Base Capacity (vph) 354 568 393 423 2109 99 1458 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.36 0.15 0.28 0.42 0.39 0.21 0.63 Intersection Summary Area Type: Other Cycle Length: 108 Actuated Cycle Length: 74.5 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.67 Intersection Signal Delay: 21.9 Intersection LOS: C Intersection Capacity Utilization 58.8% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza Driveway Lanes, Volumes, Timings No Build PM 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: No Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 4 Lane Group Ø9 Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Lanes, Volumes, Timings No Build PM 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: No Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 0 0 0 0 935 0 0 965 0 Future Volume (vph) 0 0 0 0 0 0 0 935 0 0 965 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt Flt Protected Satd. Flow (prot) 0 0 0 0 0 0 0 3539 0 0 3539 0 Flt Permitted Satd. Flow (perm) 0 0 0 0 0 0 0 3539 0 0 3539 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 91 78 785 744 Travel Time (s) 2.1 1.8 17.8 16.9 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 0 0 0 0 0 0 0 954 0 0 985 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 0 0 0 954 0 0 985 0 Turn Type NA NA Protected Phases 2 6 Permitted Phases Detector Phase 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 Minimum Split (s) 41.0 41.0 Total Split (s) 41.0 41.0 Total Split (%) 60.3% 60.3% Maximum Green (s) 35.0 35.0 Yellow Time (s) 4.0 4.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode Min Min Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 39.6 39.6 Actuated g/C Ratio 0.92 0.92 v/c Ratio 0.29 0.30 Control Delay 2.9 2.9 Queue Delay 0.0 0.0 Total Delay 2.9 2.9 LOS A A Approach Delay 2.9 2.9 Approach LOS A A Queue Length 50th (ft) 0 0 Queue Length 95th (ft) 171 178 Internal Link Dist (ft) 11 1 705 664 Turn Bay Length (ft) Lanes, Volumes, Timings No Build PM 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: No Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 6 Lane Group Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) 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 Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 9 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 Minimum Split (s) 27.0 Total Split (s) 27.0 Total Split (%) 40% Maximum Green (s) 22.0 Yellow Time (s) 4.0 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 Dont Walk (s) 15.0 Pedestrian Calls (#/hr) 7 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Lanes, Volumes, Timings No Build PM 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: No Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Base Capacity (vph) 3218 3218 Starvation Cap Reductn 0 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.30 0.31 Intersection Summary Area Type: Other Cycle Length: 68 Actuated Cycle Length: 43.1 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.30 Intersection Signal Delay: 2.9 Intersection LOS: A Intersection Capacity Utilization 31.7% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway Crossing Lanes, Volumes, Timings No Build PM 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: No Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 8 Lane Group Ø9 Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Lanes, Volumes, Timings No Build PM 3: King Street (MA Route 10 / US Route 5) & Finn Street Timing Plan: No Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 9 Lane Group EBL EBR NBL NBT SBT SBR Ø4 Ø9 Lane Configurations Traffic Volume (vph) 240 160 250 695 670 310 Future Volume (vph) 240 160 250 695 670 310 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 100 100 Storage Lanes 1 1 1 1 Taper Length (ft) 25 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1770 1583 1770 1863 1863 1583 Flt Permitted 0.950 0.189 Satd. Flow (perm) 1770 1583 352 1863 1863 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 167 154 Link Speed (mph) 30 30 30 Link Distance (ft) 341 617 785 Travel Time (s) 7.8 14.0 17.8 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 250 167 260 724 698 323 Shared Lane Traffic (%) Lane Group Flow (vph) 250 167 260 724 698 323 Turn Type Prot pt+ov pm+pt NA NA pt+ov Protected Phases 7 4 5 5 2 6 6 7 4 9 Permitted Phases 2 Detector Phase 7 4 5 5 2 6 6 7 Switch Phase Minimum Initial (s) 16.0 6.0 20.0 20.0 16.0 5.0 Minimum Split (s) 24.0 11.5 25.5 25.5 22.0 23.0 Total Split (s) 28.0 25.5 49.5 49.5 28.0 23.0 Total Split (%) 22.2% 20.2% 39.3% 39.3% 22% 18% Maximum Green (s) 22.0 20.0 44.0 44.0 22.0 20.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 2.0 All-Red Time (s) 2.5 2.0 2.0 2.0 2.5 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 5.5 5.5 5.5 Lead/Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 3.0 Recall Mode None None C-Min C-Min None None Walk Time (s) 7.0 Flash Dont Walk (s) 13.0 Pedestrian Calls (#/hr) 3 Act Effct Green (s) 20.4 40.0 89.5 89.5 68.7 95.0 Actuated g/C Ratio 0.16 0.32 0.71 0.71 0.55 0.75 v/c Ratio 0.87 0.27 0.61 0.55 0.69 0.26 Control Delay 80.6 3.9 11.8 10.0 28.5 4.3 Queue Delay 0.0 0.3 0.0 1.2 0.2 0.0 Total Delay 80.6 4.2 11.8 11.2 28.7 4.3 LOS F A B B C A Approach Delay 50.0 11.4 21.0 Approach LOS D B C Queue Length 50th (ft) 198 0 44 314 384 28 Lanes, Volumes, Timings No Build PM 3: King Street (MA Route 10 / US Route 5) & Finn Street Timing Plan: No Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 10 Lane Group EBL EBR NBL NBT SBT SBR Ø4 Ø9 Queue Length 95th (ft) #331 31 m123 m530 #867 120 Internal Link Dist (ft) 261 537 705 Turn Bay Length (ft) 100 100 Base Capacity (vph) 309 660 475 1323 1015 1250 Starvation Cap Reductn 0 0 0 360 0 0 Spillback Cap Reductn 0 161 0 0 37 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.81 0.33 0.55 0.75 0.71 0.26 Intersection Summary Area Type: Other Cycle Length: 126 Actuated Cycle Length: 126 Offset: 9.5 (8%), Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 115 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.87 Intersection Signal Delay: 22.1 Intersection LOS: C Intersection Capacity Utilization 76.6% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: King Street (MA Route 10 / US Route 5) & Finn Street Lanes, Volumes, Timings No Build PM 4: King Street (MA Route 10 / US Route 5) & Summer Street/North StreetTiming Plan: No Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 55 120 25 115 0 365 0 550 40 235 635 0 Future Volume (vph) 55 120 25 115 0 365 0 550 40 235 635 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 170 0 Storage Lanes 1 0 0 0 0 0 1 0 Taper Length (ft) 25 25 25 100 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 0.974 0.897 0.991 Flt Protected 0.950 0.988 0.950 Satd. Flow (prot) 1770 1814 0 0 1651 0 0 1846 0 1770 1863 0 Flt Permitted 0.337 0.818 0.207 Satd. Flow (perm) 628 1814 0 0 1367 0 0 1846 0 386 1863 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 9 140 4 Link Speed (mph) 25 30 30 30 Link Distance (ft) 569 342 240 617 Travel Time (s) 15.5 7.8 5.5 14.0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 56 122 26 117 0 372 0 561 41 240 648 0 Shared Lane Traffic (%) Lane Group Flow (vph) 56 148 0 0 489 0 0 602 0 240 648 0 Turn Type Perm NA Perm NA NA pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 6 Detector Phase 4 4 8 8 2 1 6 Switch Phase Minimum Initial (s) 13.0 13.0 13.0 13.0 17.0 6.0 17.0 Minimum Split (s) 18.5 18.5 18.5 18.5 22.5 12.0 25.5 Total Split (s) 50.0 50.0 50.0 50.0 57.0 19.0 57.0 Total Split (%) 39.7% 39.7% 39.7% 39.7% 45.2% 15.1% 45.2% Maximum Green (s) 44.5 44.5 44.5 44.5 51.5 13.0 51.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 6.0 5.5 Lead/Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None None None None C-Min None C-Min Walk Time (s) 3.0 3.0 3.0 3.0 3.0 7.0 Flash Dont Walk (s) 9.0 9.0 9.0 9.0 13.0 13.0 Pedestrian Calls (#/hr) 3 3 3 3 3 3 Act Effct Green (s) 38.1 38.1 38.1 58.9 76.4 76.9 Actuated g/C Ratio 0.30 0.30 0.30 0.47 0.61 0.61 v/c Ratio 0.29 0.27 0.96 0.70 0.66 0.57 Control Delay 35.7 30.9 60.6 33.7 30.8 31.4 Queue Delay 0.1 0.0 1.6 0.1 0.0 2.8 Total Delay 35.8 30.9 62.2 33.8 30.8 34.2 LOS D C E C C C Approach Delay 32.3 62.2 33.8 33.3 Approach LOS C E C C Queue Length 50th (ft) 34 83 290 399 159 530 Lanes, Volumes, Timings No Build PM 4: King Street (MA Route 10 / US Route 5) & Summer Street/North StreetTiming Plan: No Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 12 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft) 70 132 #479 579 263 655 Internal Link Dist (ft) 489 262 160 537 Turn Bay Length (ft) 170 Base Capacity (vph) 221 646 573 865 376 1136 Starvation Cap Reductn 0 0 0 0 0 363 Spillback Cap Reductn 8 0 21 17 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.26 0.23 0.89 0.71 0.64 0.84 Intersection Summary Area Type: Other Cycle Length: 126 Actuated Cycle Length: 126 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of Yellow, Master Intersection Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 39.8 Intersection LOS: D Intersection Capacity Utilization 102.8% ICU Level of Service G Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 4: King Street (MA Route 10 / US Route 5) & Summer Street/North Street Lanes, Volumes, Timings No Build SAT 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: No Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 150 5 90 45 5 30 170 655 25 20 630 175 Future Volume (vph) 150 5 90 45 5 30 170 655 25 20 630 175 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 130 0 100 0 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft) 25 25 150 150 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.850 0.949 0.994 0.967 Flt Protected 0.954 0.973 0.950 0.950 Satd. Flow (prot) 0 1777 1583 0 1720 0 1770 3518 0 1770 3422 0 Flt Permitted 0.739 0.660 0.950 0.950 Satd. Flow (perm) 0 1377 1583 0 1167 0 1770 3518 0 1770 3422 0 Right Turn on Red Yes Yes No No Satd. Flow (RTOR) 204 28 Link Speed (mph) 25 25 30 30 Link Distance (ft) 150 153 744 468 Travel Time (s) 4.1 4.2 16.9 10.6 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 161 5 97 48 5 32 183 704 27 22 677 188 Shared Lane Traffic (%) Lane Group Flow (vph) 0 166 97 0 85 0 183 731 0 22 865 0 Turn Type Perm NA Perm Perm NA Prot NA Prot NA Protected Phases 3 3 1 6 5 2 Permitted Phases 3 3 3 Detector Phase 3 3 3 3 3 1 6 5 2 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 Total Split (s) 17.0 17.0 17.0 17.0 17.0 17.0 30.0 9.0 30.0 Total Split (%) 18.7% 18.7% 18.7% 18.7% 18.7% 18.7% 33.0% 9.9% 33.0% Maximum Green (s) 12.0 12.0 12.0 12.0 12.0 12.0 25.0 4.0 25.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 2.5 2.5 2.5 2.5 2.5 1.5 2.5 1.5 2.5 Recall Mode None None None None None None Max None Max Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 12.3 12.3 12.3 10.5 39.9 4.1 25.6 Actuated g/C Ratio 0.18 0.18 0.18 0.15 0.59 0.06 0.38 v/c Ratio 0.67 0.21 0.36 0.67 0.35 0.21 0.67 Control Delay 44.4 1.1 25.8 42.6 10.7 39.8 23.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.4 1.1 25.8 42.6 10.7 39.8 23.3 LOS D A C D B D C Approach Delay 28.4 25.8 17.1 23.7 Approach LOS C C B C Queue Length 50th (ft) 59 0 19 65 54 8 136 Lanes, Volumes, Timings No Build SAT 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: No Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 2 Lane Group Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) 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 Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 9 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 18.0 Minimum Split (s) 27.0 Total Split (s) 27.0 Total Split (%) 30% Maximum Green (s) 22.0 Yellow Time (s) 4.0 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) 6.0 Flash Dont Walk (s) 16.0 Pedestrian Calls (#/hr) 3 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Lanes, Volumes, Timings No Build SAT 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: No Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft) #216 0 78 #211 233 37 #370 Internal Link Dist (ft) 70 73 664 388 Turn Bay Length (ft) 130 100 Base Capacity (vph) 249 453 234 320 2070 106 1291 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.67 0.21 0.36 0.57 0.35 0.21 0.67 Intersection Summary Area Type: Other Cycle Length: 91 Actuated Cycle Length: 67.8 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.67 Intersection Signal Delay: 21.6 Intersection LOS: C Intersection Capacity Utilization 58.3% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza Driveway Lanes, Volumes, Timings No Build SAT 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: No Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 4 Lane Group Ø9 Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Lanes, Volumes, Timings No Build SAT 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: No Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 0 0 0 0 895 0 0 800 0 Future Volume (vph) 0 0 0 0 0 0 0 895 0 0 800 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt Flt Protected Satd. Flow (prot) 0 0 0 0 0 0 0 3539 0 0 3539 0 Flt Permitted Satd. Flow (perm) 0 0 0 0 0 0 0 3539 0 0 3539 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 91 78 785 744 Travel Time (s) 2.1 1.8 17.8 16.9 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 0 0 0 0 0 0 932 0 0 833 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 0 0 0 932 0 0 833 0 Turn Type NA NA Protected Phases 2 6 Permitted Phases Detector Phase 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 Minimum Split (s) 41.0 41.0 Total Split (s) 41.0 41.0 Total Split (%) 60.3% 60.3% Maximum Green (s) 35.0 35.0 Yellow Time (s) 4.0 4.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode Min Min Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 38.8 38.8 Actuated g/C Ratio 0.92 0.92 v/c Ratio 0.29 0.26 Control Delay 3.0 2.8 Queue Delay 0.0 0.0 Total Delay 3.0 2.8 LOS A A Approach Delay 3.0 2.8 Approach LOS A A Queue Length 50th (ft) 0 0 Queue Length 95th (ft) 166 145 Internal Link Dist (ft) 11 1 705 664 Turn Bay Length (ft) Lanes, Volumes, Timings No Build SAT 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: No Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 6 Lane Group Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) 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 Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 9 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 Minimum Split (s) 27.0 Total Split (s) 27.0 Total Split (%) 40% Maximum Green (s) 22.0 Yellow Time (s) 4.0 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 Dont Walk (s) 15.0 Pedestrian Calls (#/hr) 14 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Lanes, Volumes, Timings No Build SAT 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: No Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Base Capacity (vph) 3234 3234 Starvation Cap Reductn 0 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.29 0.26 Intersection Summary Area Type: Other Cycle Length: 68 Actuated Cycle Length: 42.3 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.29 Intersection Signal Delay: 2.9 Intersection LOS: A Intersection Capacity Utilization 29.7% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway Crossing Lanes, Volumes, Timings No Build SAT 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: No Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 8 Lane Group Ø9 Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Lanes, Volumes, Timings No Build SAT 3: King Street (MA Route 10 / US Route 5) & Finn Street Timing Plan: No Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 9 Lane Group EBL EBR NBL NBT SBT SBR Ø4 Ø9 Lane Configurations Traffic Volume (vph) 265 120 140 620 565 255 Future Volume (vph) 265 120 140 620 565 255 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 100 100 Storage Lanes 1 1 1 1 Taper Length (ft) 25 100 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1770 1583 1770 1863 1863 1583 Flt Permitted 0.950 0.225 Satd. Flow (perm) 1770 1583 419 1863 1863 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 126 193 Link Speed (mph) 30 30 30 Link Distance (ft) 341 617 785 Travel Time (s) 7.8 14.0 17.8 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 279 126 147 653 595 268 Shared Lane Traffic (%) Lane Group Flow (vph) 279 126 147 653 595 268 Turn Type Prot pt+ov pm+pt NA NA pt+ov Protected Phases 7 4 5 5 2 6 6 7 4 9 Permitted Phases 2 Detector Phase 7 4 5 5 2 6 6 7 Switch Phase Minimum Initial (s) 16.0 6.0 20.0 20.0 16.0 5.0 Minimum Split (s) 24.0 11.5 25.5 25.5 22.0 23.0 Total Split (s) 24.0 13.5 31.5 31.5 24.0 23.0 Total Split (%) 26.1% 14.7% 34.2% 34.2% 26% 25% Maximum Green (s) 18.0 8.0 26.0 26.0 18.0 20.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 2.0 All-Red Time (s) 2.5 2.0 2.0 2.0 2.5 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 5.5 5.5 5.5 Lead/Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 3.0 Recall Mode None None C-Min C-Min None None Walk Time (s) 7.0 Flash Dont Walk (s) 13.0 Pedestrian Calls (#/hr) 3 Act Effct Green (s) 17.4 28.8 58.5 58.5 45.9 69.3 Actuated g/C Ratio 0.19 0.31 0.64 0.64 0.50 0.75 v/c Ratio 0.84 0.22 0.40 0.55 0.64 0.22 Control Delay 58.5 3.9 10.1 10.6 24.5 2.5 Queue Delay 0.0 0.0 0.0 0.1 0.0 0.0 Total Delay 58.5 3.9 10.1 10.7 24.5 2.5 LOS E A B B C A Approach Delay 41.5 10.6 17.6 Approach LOS D B B Queue Length 50th (ft) 156 0 24 110 220 7 Lanes, Volumes, Timings No Build SAT 3: King Street (MA Route 10 / US Route 5) & Finn Street Timing Plan: No Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 10 Lane Group EBL EBR NBL NBT SBT SBR Ø4 Ø9 Queue Length 95th (ft) #285 21 63 #406 #609 57 Internal Link Dist (ft) 261 537 705 Turn Bay Length (ft) 100 100 Base Capacity (vph) 346 567 384 1185 929 1249 Starvation Cap Reductn 0 0 0 59 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.81 0.22 0.38 0.58 0.64 0.21 Intersection Summary Area Type: Other Cycle Length: 92 Actuated Cycle Length: 92 Offset: 91.5 (99%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 95 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 19.6 Intersection LOS: B Intersection Capacity Utilization 66.3% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3: King Street (MA Route 10 / US Route 5) & Finn Street Lanes, Volumes, Timings No Build SAT 4: King Street (MA Route 10 / US Route 5) & Summer Street/North StreetTiming Plan: No Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 50 55 20 70 0 180 0 540 40 135 535 0 Future Volume (vph) 50 55 20 70 0 180 0 540 40 135 535 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 170 0 Storage Lanes 1 0 0 0 0 0 1 0 Taper Length (ft) 25 25 25 100 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 0.960 0.903 0.991 Flt Protected 0.950 0.986 0.950 Satd. Flow (prot) 1770 1788 0 0 1659 0 0 1846 0 1770 1863 0 Flt Permitted 0.383 0.878 0.287 Satd. Flow (perm) 713 1788 0 0 1477 0 0 1846 0 535 1863 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 21 156 5 Link Speed (mph) 25 30 30 30 Link Distance (ft) 569 342 240 617 Travel Time (s) 15.5 7.8 5.5 14.0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 52 57 21 73 0 188 0 563 42 141 557 0 Shared Lane Traffic (%) Lane Group Flow (vph) 52 78 0 0 261 0 0 605 0 141 557 0 Turn Type Perm NA Perm NA NA pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 6 Detector Phase 4 4 8 8 2 1 6 Switch Phase Minimum Initial (s) 13.0 13.0 13.0 13.0 17.0 6.0 17.0 Minimum Split (s) 18.5 18.5 18.5 18.5 22.5 12.0 22.5 Total Split (s) 38.0 38.0 38.0 38.0 40.0 14.0 40.0 Total Split (%) 41.3% 41.3% 41.3% 41.3% 43.5% 15.2% 43.5% Maximum Green (s) 32.5 32.5 32.5 32.5 34.5 8.0 34.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 6.0 5.5 Lead/Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None None None None C-Min None C-Min Walk Time (s) 3.0 3.0 3.0 3.0 3.0 7.0 Flash Dont Walk (s) 9.0 9.0 9.0 9.0 13.0 13.0 Pedestrian Calls (#/hr) 3 3 3 3 3 3 Act Effct Green (s) 15.0 15.0 15.0 53.1 65.5 66.0 Actuated g/C Ratio 0.16 0.16 0.16 0.58 0.71 0.72 v/c Ratio 0.45 0.25 0.70 0.57 0.30 0.42 Control Delay 46.7 26.7 25.5 15.6 9.8 9.3 Queue Delay 0.0 0.0 0.0 0.1 0.0 0.0 Total Delay 46.7 26.7 25.5 15.7 9.8 9.3 LOS D C C B A A Approach Delay 34.7 25.5 15.7 9.4 Approach LOS C C B A Queue Length 50th (ft) 28 30 57 190 20 84 Lanes, Volumes, Timings No Build SAT 4: King Street (MA Route 10 / US Route 5) & Summer Street/North StreetTiming Plan: No Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Existing & No Build.syn 10/19/2023 BL Companies Page 12 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft) 61 64 131 364 m86 269 Internal Link Dist (ft) 489 262 160 537 Turn Bay Length (ft) 170 Base Capacity (vph) 251 645 622 1066 488 1336 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 2 29 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.12 0.42 0.58 0.29 0.42 Intersection Summary Area Type: Other Cycle Length: 92 Actuated Cycle Length: 92 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of Yellow, Master Intersection Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.70 Intersection Signal Delay: 16.1 Intersection LOS: B Intersection Capacity Utilization 74.1% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: King Street (MA Route 10 / US Route 5) & Summer Street/North Street APPENDIX BUILD Lanes, Volumes, Timings Build AM 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 65 5 30 5 5 15 115 603 40 20 599 85 Future Volume (vph) 65 5 30 5 5 15 115 603 40 20 599 85 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 130 0 100 0 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft) 25 25 150 150 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.850 0.917 0.991 0.981 Flt Protected 0.955 0.990 0.950 0.950 Satd. Flow (prot) 0 1731 1568 0 1586 0 1752 3473 0 1719 3397 0 Flt Permitted 0.722 0.928 0.950 0.950 Satd. Flow (perm) 0 1309 1568 0 1486 0 1752 3473 0 1719 3397 0 Right Turn on Red Yes Yes No No Satd. Flow (RTOR) 172 16 Link Speed (mph) 25 25 30 30 Link Distance (ft) 150 153 744 468 Travel Time (s) 4.1 4.2 16.9 10.6 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 5% 2% 3% 2% 2% 13% 3% 3% 3% 5% 4% 6% Adj. Flow (vph) 68 5 32 5 5 16 121 635 42 21 631 89 Shared Lane Traffic (%) Lane Group Flow (vph) 0 73 32 0 26 0 121 677 0 21 720 0 Turn Type Perm NA Perm Perm NA Prot NA Prot NA Protected Phases 3 3 1 6 5 2 Permitted Phases 3 3 3 Detector Phase 3 3 3 3 3 1 6 5 2 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 Total Split (s) 25.0 25.0 25.0 25.0 25.0 22.0 47.0 9.0 34.0 Total Split (%) 23.1% 23.1% 23.1% 23.1% 23.1% 20.4% 43.5% 8.3% 31.5% Maximum Green (s) 20.0 20.0 20.0 20.0 20.0 17.0 42.0 4.0 29.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 2.5 2.5 2.5 2.5 2.5 1.5 2.5 1.5 2.5 Recall Mode None None None None None None Max None Max Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 9.0 9.0 9.0 8.9 47.7 4.2 37.3 Actuated g/C Ratio 0.13 0.13 0.13 0.13 0.70 0.06 0.55 v/c Ratio 0.42 0.09 0.12 0.53 0.28 0.20 0.39 Control Delay 38.4 0.5 21.0 39.3 8.9 42.2 16.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings Build AM 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 2 Lane Group Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) 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) Turn Type Protected Phases 9 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 18.0 Minimum Split (s) 27.0 Total Split (s) 27.0 Total Split (%) 25% Maximum Green (s) 22.0 Yellow Time (s) 4.0 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) 6.0 Flash Dont Walk (s) 16.0 Pedestrian Calls (#/hr) 3 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Lanes, Volumes, Timings Build AM 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 38.4 0.5 21.0 39.3 8.9 42.2 16.5 LOS D A C D A D B Approach Delay 26.9 21.0 13.5 17.2 Approach LOS C C B B Queue Length 50th (ft) 25 0 3 42 37 7 85 Queue Length 95th (ft) 89 0 31 132 223 40 292 Internal Link Dist (ft) 70 73 664 388 Turn Bay Length (ft) 130 100 Base Capacity (vph) 405 604 470 460 2432 106 1859 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.18 0.05 0.06 0.26 0.28 0.20 0.39 Intersection Summary Area Type: Other Cycle Length: 108 Actuated Cycle Length: 68.1 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.53 Intersection Signal Delay: 16.1 Intersection LOS: B Intersection Capacity Utilization 48.7% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza Driveway Lanes, Volumes, Timings Build AM 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 4 Lane Group Ø9 Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Lanes, Volumes, Timings Build AM 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 0 0 0 0 748 0 0 714 0 Future Volume (vph) 0 0 0 0 0 0 0 748 0 0 714 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt Flt Protected Satd. Flow (prot) 0 0 0 0 0 0 0 3539 0 0 3539 0 Flt Permitted Satd. Flow (perm) 0 0 0 0 0 0 0 3539 0 0 3539 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 91 78 554 744 Travel Time (s) 2.1 1.8 12.6 16.9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 0 0 0 0 813 0 0 776 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 0 0 0 813 0 0 776 0 Turn Type NA NA Protected Phases 2 6 Permitted Phases Detector Phase 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 Minimum Split (s) 41.0 41.0 Total Split (s) 41.0 41.0 Total Split (%) 60.3% 60.3% Maximum Green (s) 35.0 35.0 Yellow Time (s) 4.0 4.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode Min Min Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 36.4 36.4 Actuated g/C Ratio 0.91 0.91 v/c Ratio 0.25 0.24 Control Delay 3.0 3.0 Queue Delay 0.0 0.0 Total Delay 3.0 3.0 LOS A A Approach Delay 3.0 3.0 Approach LOS A A Lanes, Volumes, Timings Build AM 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 6 Lane Group Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) 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 Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 9 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 Minimum Split (s) 27.0 Total Split (s) 27.0 Total Split (%) 40% Maximum Green (s) 22.0 Yellow Time (s) 4.0 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 Dont Walk (s) 15.0 Pedestrian Calls (#/hr) 19 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Lanes, Volumes, Timings Build AM 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 0 0 Queue Length 95th (ft) 142 134 Internal Link Dist (ft) 11 1 474 664 Turn Bay Length (ft) Base Capacity (vph) 3223 3223 Starvation Cap Reductn 0 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.25 0.24 Intersection Summary Area Type: Other Cycle Length: 68 Actuated Cycle Length: 40 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.25 Intersection Signal Delay: 3.0 Intersection LOS: A Intersection Capacity Utilization 25.7% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway Crossing Lanes, Volumes, Timings Build AM 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 8 Lane Group Ø9 Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Lanes, Volumes, Timings Build AM 3: King Street (MA Route 10 / US Route 5) & Finn Street/Site Driveway #1 Timing Plan: Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 175 0 140 4 1 2 205 585 11 9 510 210 Future Volume (vph) 175 0 140 4 1 2 205 585 11 9 510 210 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 100 0 0 100 Storage Lanes 1 1 1 0 1 0 0 1 Taper Length (ft) 25 25 100 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 0.850 0.900 0.997 0.850 Flt Protected 0.950 0.950 0.950 0.999 Satd. Flow (prot) 1770 0 1583 1770 1676 0 1770 1822 0 0 1826 1568 Flt Permitted 0.950 0.950 0.217 0.987 Satd. Flow (perm) 1770 0 1583 1770 1676 0 404 1822 0 0 1804 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 154 2 1 147 Link Speed (mph) 30 30 30 30 Link Distance (ft) 341 164 617 230 Travel Time (s) 7.8 3.7 14.0 5.2 Peak Hour Factor 0.91 0.92 0.91 0.92 0.92 0.92 0.91 0.91 0.92 0.92 0.91 0.91 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 4% 2% 2% 4% 3% Adj. Flow (vph) 192 0 154 4 1 2 225 643 12 10 560 231 Shared Lane Traffic (%) Lane Group Flow (vph) 192 0 154 4 3 0 225 655 0 0 570 231 Turn Type Prot pt+ov Perm NA pm+pt NA Perm NA pt+ov Protected Phases 7 4 5 8 5 2 6 6 7 Permitted Phases 8 2 6 Detector Phase 7 4 5 8 8 5 2 6 6 6 7 Switch Phase Minimum Initial (s) 16.0 5.0 5.0 6.0 20.0 20.0 20.0 Minimum Split (s) 22.0 9.5 9.5 11.5 25.5 25.5 25.5 Total Split (s) 22.0 9.5 9.5 11.5 37.5 26.0 26.0 Total Split (%) 23.9% 10.3% 10.3% 12.5% 40.8% 28.3% 28.3% Maximum Green (s) 16.0 5.0 5.0 6.0 32.0 20.5 20.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.5 1.0 1.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 4.5 4.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) 2.0 3.0 3.0 2.0 2.0 2.0 2.0 Recall Mode None None None None C-Min C-Min C-Min Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 16.0 28.2 5.0 5.0 58.0 58.0 46.5 68.5 Actuated g/C Ratio 0.17 0.31 0.05 0.05 0.63 0.63 0.51 0.74 v/c Ratio 0.63 0.26 0.04 0.03 0.66 0.57 0.63 0.19 Control Delay 45.2 3.7 42.2 33.3 22.5 15.6 24.5 3.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings Build AM 3: King Street (MA Route 10 / US Route 5) & Finn Street/Site Driveway #1 Timing Plan: Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 10 Lane Group Ø4 Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) 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) Turn Type Protected Phases 4 9 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 16.0 5.0 Minimum Split (s) 22.0 23.0 Total Split (s) 31.5 23.0 Total Split (%) 34% 25% Maximum Green (s) 25.5 20.0 Yellow Time (s) 3.5 2.0 All-Red Time (s) 2.5 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 2.0 3.0 Recall Mode None None Walk Time (s) 7.0 Flash Dont Walk (s) 13.0 Pedestrian Calls (#/hr) 3 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Lanes, Volumes, Timings Build AM 3: King Street (MA Route 10 / US Route 5) & Finn Street/Site Driveway #1 Timing Plan: Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 45.2 3.7 42.2 33.3 22.5 15.6 24.5 3.5 LOS D A D C C B C A Approach Delay 26.8 38.4 17.4 18.5 Approach LOS C D B B Queue Length 50th (ft) 105 0 2 1 34 139 191 7 Queue Length 95th (ft) 177 19 13 10 m#194 #610 #652 70 Internal Link Dist (ft) 261 84 537 150 Turn Bay Length (ft) 100 100 Base Capacity (vph) 307 592 96 92 343 1148 911 1205 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.63 0.26 0.04 0.03 0.66 0.57 0.63 0.19 Intersection Summary Area Type: Other Cycle Length: 92 Actuated Cycle Length: 92 Offset: 91.5 (99%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 105 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.66 Intersection Signal Delay: 19.5 Intersection LOS: B Intersection Capacity Utilization 87.7% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: King Street (MA Route 10 / US Route 5) & Finn Street/Site Driveway #1 Lanes, Volumes, Timings Build AM 3: King Street (MA Route 10 / US Route 5) & Finn Street/Site Driveway #1 Timing Plan: Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 12 Lane Group Ø4 Ø9 Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Lanes, Volumes, Timings Build AM 4: King Street (MA Route 10 / US Route 5) & Summer Street/North Street Timing Plan: Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 51 115 45 100 0 254 0 516 40 127 532 0 Future Volume (vph) 51 115 45 100 0 254 0 516 40 127 532 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 170 0 Storage Lanes 1 0 0 0 0 0 1 0 Taper Length (ft) 25 25 25 100 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 0.958 0.903 0.990 Flt Protected 0.950 0.986 0.950 Satd. Flow (prot) 1770 1785 0 0 1659 0 0 1811 0 1770 1827 0 Flt Permitted 0.371 0.767 0.230 Satd. Flow (perm) 691 1785 0 0 1290 0 0 1811 0 428 1827 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 24 153 5 Link Speed (mph) 25 30 30 30 Link Distance (ft) 569 342 240 617 Travel Time (s) 15.5 7.8 5.5 14.0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 4% 2% 2% 4% 2% Adj. Flow (vph) 56 126 49 110 0 279 0 567 44 140 585 0 Shared Lane Traffic (%) Lane Group Flow (vph) 56 175 0 0 389 0 0 611 0 140 585 0 Turn Type Perm NA Perm NA NA pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 6 Detector Phase 4 4 8 8 2 1 6 Switch Phase Minimum Initial (s) 13.0 13.0 13.0 13.0 17.0 6.0 17.0 Minimum Split (s) 18.5 18.5 18.5 18.5 22.5 12.0 25.5 Total Split (s) 38.0 38.0 38.0 38.0 40.0 14.0 40.0 Total Split (%) 41.3% 41.3% 41.3% 41.3% 43.5% 15.2% 43.5% Maximum Green (s) 32.5 32.5 32.5 32.5 34.5 8.0 34.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 6.0 5.5 Lead/Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None None None None C-Min None C-Min Walk Time (s) 3.0 3.0 3.0 3.0 3.0 7.0 Flash Dont Walk (s) 9.0 9.0 9.0 9.0 13.0 13.0 Pedestrian Calls (#/hr) 3 3 3 3 3 3 Act Effct Green (s) 22.2 22.2 22.2 45.7 58.3 58.8 Actuated g/C Ratio 0.24 0.24 0.24 0.50 0.63 0.64 v/c Ratio 0.34 0.39 0.91 0.68 0.37 0.50 Control Delay 31.6 25.8 45.9 24.9 16.7 15.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Lanes, Volumes, Timings Build AM 4: King Street (MA Route 10 / US Route 5) & Summer Street/North Street Timing Plan: Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 14 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Delay 31.6 25.8 45.9 24.9 16.7 15.1 LOS C C D C B B Approach Delay 27.2 45.9 24.9 15.4 Approach LOS C D C B Queue Length 50th (ft) 27 74 142 255 19 82 Queue Length 95th (ft) 54 112 230 #536 m113 363 Internal Link Dist (ft) 489 262 160 537 Turn Bay Length (ft) 170 Base Capacity (vph) 244 646 554 903 388 1168 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.23 0.27 0.70 0.68 0.36 0.50 Intersection Summary Area Type: Other Cycle Length: 92 Actuated Cycle Length: 92 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of Yellow, Master Intersection Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 25.8 Intersection LOS: C Intersection Capacity Utilization 87.4% ICU Level of Service E Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: King Street (MA Route 10 / US Route 5) & Summer Street/North Street Lanes, Volumes, Timings Build AM 5: King Street (MA Route 10 / US Route 5) & Site Driveway #2 Timing Plan: Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 15 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 1 747 0 0 714 Future Volume (vph) 0 1 747 0 0 714 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 0.865 Flt Protected Satd. Flow (prot) 0 1611 1863 0 0 1863 Flt Permitted Satd. Flow (perm) 0 1611 1863 0 0 1863 Link Speed (mph) 30 30 30 Link Distance (ft) 151 230 554 Travel Time (s) 3.4 5.2 12.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 1 812 0 0 776 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1 812 0 0 776 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 49.3% ICU Level of Service A Analysis Period (min) 15 HCM 2010 TWSC Build AM 5: King Street (MA Route 10 / US Route 5) & Site Driveway #2 Timing Plan: Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 16 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 1 747 0 0 714 Future Vol, veh/h 0 1 747 0 0 714 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Stop - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 1 812 0 0 776 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 812 0 - - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.22 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.318 - - - - Pot Cap-1 Maneuver 0 379 - 0 0 - Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - 379 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 14.5 0 0 HCM LOS B Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 379 - HCM Lane V/C Ratio - 0.003 - HCM Control Delay (s) - 14.5 - HCM Lane LOS - B - HCM 95th %tile Q(veh) - 0 - HCM 6th TWSC Build AM 5: King Street (MA Route 10 / US Route 5) & Site Driveway #2 Timing Plan: Build 2030 AM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 17 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 1 747 0 0 714 Future Vol, veh/h 0 1 747 0 0 714 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Stop - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 1 812 0 0 776 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 812 0 - - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.22 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.318 - - - - Pot Cap-1 Maneuver 0 379 - 0 0 - Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - 379 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 14.5 0 0 HCM LOS B Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 379 - HCM Lane V/C Ratio - 0.003 - HCM Control Delay (s) - 14.5 - HCM Lane LOS - B - HCM 95th %tile Q(veh) - 0 - Lanes, Volumes, Timings Build PM 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 115 5 80 55 5 45 165 724 50 20 717 150 Future Volume (vph) 115 5 80 55 5 45 165 724 50 20 717 150 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 130 0 100 0 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft) 25 25 150 150 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.850 0.942 0.990 0.974 Flt Protected 0.954 0.974 0.950 0.950 Satd. Flow (prot) 0 1777 1583 0 1709 0 1770 3504 0 1770 3447 0 Flt Permitted 0.677 0.753 0.950 0.950 Satd. Flow (perm) 0 1261 1583 0 1321 0 1770 3504 0 1770 3447 0 Right Turn on Red Yes Yes No No Satd. Flow (RTOR) 172 31 Link Speed (mph) 25 25 30 30 Link Distance (ft) 150 153 744 468 Travel Time (s) 4.1 4.2 16.9 10.6 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 122 5 85 59 5 48 176 770 53 21 763 160 Shared Lane Traffic (%) Lane Group Flow (vph) 0 127 85 0 112 0 176 823 0 21 923 0 Turn Type Perm NA Perm Perm NA Prot NA Prot NA Protected Phases 3 3 1 6 5 2 Permitted Phases 3 3 3 Detector Phase 3 3 3 3 3 1 6 5 2 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 Total Split (s) 25.0 25.0 25.0 25.0 25.0 22.0 47.0 9.0 34.0 Total Split (%) 23.1% 23.1% 23.1% 23.1% 23.1% 20.4% 43.5% 8.3% 31.5% Maximum Green (s) 20.0 20.0 20.0 20.0 20.0 17.0 42.0 4.0 29.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 2.5 2.5 2.5 2.5 2.5 1.5 2.5 1.5 2.5 Recall Mode None None None None None None Max None Max Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 12.4 12.4 12.4 11.1 44.8 4.2 31.5 Actuated g/C Ratio 0.17 0.17 0.17 0.15 0.60 0.06 0.42 v/c Ratio 0.60 0.21 0.46 0.67 0.39 0.21 0.63 Control Delay 44.2 1.2 29.7 45.8 12.3 46.5 23.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.2 1.2 29.7 45.8 12.3 46.5 23.3 Lanes, Volumes, Timings Build PM 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 2 Lane Group Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) 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 Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 9 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 18.0 Minimum Split (s) 27.0 Total Split (s) 27.0 Total Split (%) 25% Maximum Green (s) 22.0 Yellow Time (s) 4.0 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) 6.0 Flash Dont Walk (s) 16.0 Pedestrian Calls (#/hr) 3 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay Lanes, Volumes, Timings Build PM 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS D A C D B D C Approach Delay 27.0 29.7 18.2 23.8 Approach LOS C C B C Queue Length 50th (ft) 48 0 29 68 63 8 146 Queue Length 95th (ft) 144 0 106 190 301 42 #477 Internal Link Dist (ft) 70 73 664 388 Turn Bay Length (ft) 130 100 Base Capacity (vph) 354 568 393 423 2109 99 1458 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.36 0.15 0.28 0.42 0.39 0.21 0.63 Intersection Summary Area Type: Other Cycle Length: 108 Actuated Cycle Length: 74.5 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.67 Intersection Signal Delay: 21.9 Intersection LOS: C Intersection Capacity Utilization 59.0% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza Driveway Lanes, Volumes, Timings Build PM 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 4 Lane Group Ø9 LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Lanes, Volumes, Timings Build PM 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 0 0 0 0 944 0 0 972 0 Future Volume (vph) 0 0 0 0 0 0 0 944 0 0 972 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt Flt Protected Satd. Flow (prot) 0 0 0 0 0 0 0 3539 0 0 3539 0 Flt Permitted Satd. Flow (perm) 0 0 0 0 0 0 0 3539 0 0 3539 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 91 78 554 744 Travel Time (s) 2.1 1.8 12.6 16.9 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 0 0 0 0 0 0 0 963 0 0 992 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 0 0 0 963 0 0 992 0 Turn Type NA NA Protected Phases 2 6 Permitted Phases Detector Phase 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 Minimum Split (s) 41.0 41.0 Total Split (s) 41.0 41.0 Total Split (%) 60.3% 60.3% Maximum Green (s) 35.0 35.0 Yellow Time (s) 4.0 4.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode Min Min Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 39.7 39.7 Actuated g/C Ratio 0.92 0.92 v/c Ratio 0.30 0.30 Control Delay 2.9 2.9 Queue Delay 0.0 0.0 Total Delay 2.9 2.9 LOS A A Approach Delay 2.9 2.9 Approach LOS A A Lanes, Volumes, Timings Build PM 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 6 Lane Group Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) 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 Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 9 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 Minimum Split (s) 27.0 Total Split (s) 27.0 Total Split (%) 40% Maximum Green (s) 22.0 Yellow Time (s) 4.0 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 Dont Walk (s) 15.0 Pedestrian Calls (#/hr) 7 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Lanes, Volumes, Timings Build PM 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 0 0 Queue Length 95th (ft) 173 180 Internal Link Dist (ft) 11 1 474 664 Turn Bay Length (ft) Base Capacity (vph) 3218 3218 Starvation Cap Reductn 0 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.30 0.31 Intersection Summary Area Type: Other Cycle Length: 68 Actuated Cycle Length: 43.2 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.30 Intersection Signal Delay: 2.9 Intersection LOS: A Intersection Capacity Utilization 31.9% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway Crossing Lanes, Volumes, Timings Build PM 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 8 Lane Group Ø9 Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Lanes, Volumes, Timings Build PM 3: King Street (MA Route 10 / US Route 5) & Finn Street/Site Driveway #1 Timing Plan: Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 240 0 160 11 1 6 250 695 8 7 670 310 Future Volume (vph) 240 0 160 11 1 6 250 695 8 7 670 310 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 100 0 0 100 Storage Lanes 1 1 1 0 1 0 0 1 Taper Length (ft) 25 25 100 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 0.850 0.869 0.998 0.850 Flt Protected 0.950 0.950 0.950 0.999 Satd. Flow (prot) 1770 0 1583 1770 1619 0 1770 1859 0 0 1861 1583 Flt Permitted 0.950 0.950 0.143 0.991 Satd. Flow (perm) 1770 0 1583 1770 1619 0 266 1859 0 0 1846 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 167 7 1 133 Link Speed (mph) 30 30 30 30 Link Distance (ft) 341 164 617 230 Travel Time (s) 7.8 3.7 14.0 5.2 Peak Hour Factor 0.96 0.92 0.96 0.92 0.92 0.92 0.96 0.96 0.92 0.92 0.96 0.96 Adj. Flow (vph) 250 0 167 12 1 7 260 724 9 8 698 323 Shared Lane Traffic (%) Lane Group Flow (vph) 250 0 167 12 8 0 260 733 0 0 706 323 Turn Type Prot pt+ov Perm NA pm+pt NA Perm NA pt+ov Protected Phases 7 4 5 8 5 2 6 6 7 Permitted Phases 8 2 6 Detector Phase 7 4 5 8 8 5 2 6 6 6 7 Switch Phase Minimum Initial (s) 16.0 5.0 5.0 6.0 20.0 20.0 20.0 Minimum Split (s) 22.0 9.5 9.5 11.5 25.5 25.5 25.5 Total Split (s) 28.5 9.5 9.5 24.0 65.0 41.0 41.0 Total Split (%) 22.6% 7.5% 7.5% 19.0% 51.6% 32.5% 32.5% Maximum Green (s) 22.5 5.0 5.0 18.5 59.5 35.5 35.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.5 1.0 1.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 4.5 4.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) 2.0 3.0 3.0 2.0 2.0 2.0 2.0 Recall Mode None None None None C-Min C-Min C-Min Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 20.6 43.1 5.0 5.0 85.5 85.5 65.6 92.2 Actuated g/C Ratio 0.16 0.34 0.04 0.04 0.68 0.68 0.52 0.73 v/c Ratio 0.86 0.26 0.17 0.11 0.74 0.58 0.73 0.27 Control Delay 78.5 3.2 64.3 37.7 34.7 13.7 32.6 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.6 0.0 0.0 Total Delay 78.5 3.2 64.3 37.7 34.7 14.2 32.6 6.0 Lanes, Volumes, Timings Build PM 3: King Street (MA Route 10 / US Route 5) & Finn Street/Site Driveway #1 Timing Plan: Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 10 Lane Group Ø4 Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) 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 Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 4 9 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 16.0 5.0 Minimum Split (s) 22.0 23.0 Total Split (s) 38.0 23.0 Total Split (%) 30% 18% Maximum Green (s) 32.0 20.0 Yellow Time (s) 3.5 2.0 All-Red Time (s) 2.5 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 2.0 3.0 Recall Mode None None Walk Time (s) 7.0 Flash Dont Walk (s) 13.0 Pedestrian Calls (#/hr) 3 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay Lanes, Volumes, Timings Build PM 3: King Street (MA Route 10 / US Route 5) & Finn Street/Site Driveway #1 Timing Plan: Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS E A E D C B C A Approach Delay 48.3 53.6 19.6 24.2 Approach LOS D D B C Queue Length 50th (ft) 197 0 10 1 106 225 388 30 Queue Length 95th (ft) #325 26 31 19 m202 m573 #993 153 Internal Link Dist (ft) 261 84 537 150 Turn Bay Length (ft) 100 100 Base Capacity (vph) 316 697 70 70 401 1261 961 1216 Starvation Cap Reductn 0 0 0 0 0 205 0 0 Spillback Cap Reductn 0 29 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.79 0.25 0.17 0.11 0.65 0.69 0.73 0.27 Intersection Summary Area Type: Other Cycle Length: 126 Actuated Cycle Length: 126 Offset: 9.5 (8%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 135 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.86 Intersection Signal Delay: 26.7 Intersection LOS: C Intersection Capacity Utilization 105.2% ICU Level of Service G Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 3: King Street (MA Route 10 / US Route 5) & Finn Street/Site Driveway #1 Lanes, Volumes, Timings Build PM 3: King Street (MA Route 10 / US Route 5) & Finn Street/Site Driveway #1 Timing Plan: Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 12 Lane Group Ø4 Ø9 LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Lanes, Volumes, Timings Build PM 4: King Street (MA Route 10 / US Route 5) & Summer Street/North Street Timing Plan: Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 56 120 25 115 0 368 0 554 40 239 642 0 Future Volume (vph) 56 120 25 115 0 368 0 554 40 239 642 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 170 0 Storage Lanes 1 0 0 0 0 0 1 0 Taper Length (ft) 25 25 25 100 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 0.974 0.897 0.991 Flt Protected 0.950 0.988 0.950 Satd. Flow (prot) 1770 1814 0 0 1651 0 0 1846 0 1770 1863 0 Flt Permitted 0.335 0.820 0.201 Satd. Flow (perm) 624 1814 0 0 1370 0 0 1846 0 374 1863 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 9 142 4 Link Speed (mph) 25 30 30 30 Link Distance (ft) 569 342 240 617 Travel Time (s) 15.5 7.8 5.5 14.0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 57 122 26 117 0 376 0 565 41 244 655 0 Shared Lane Traffic (%) Lane Group Flow (vph) 57 148 0 0 493 0 0 606 0 244 655 0 Turn Type Perm NA Perm NA NA pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 6 Detector Phase 4 4 8 8 2 1 6 Switch Phase Minimum Initial (s) 13.0 13.0 13.0 13.0 17.0 6.0 17.0 Minimum Split (s) 18.5 18.5 18.5 18.5 22.5 12.0 25.5 Total Split (s) 50.0 50.0 50.0 50.0 57.0 19.0 57.0 Total Split (%) 39.7% 39.7% 39.7% 39.7% 45.2% 15.1% 45.2% Maximum Green (s) 44.5 44.5 44.5 44.5 51.5 13.0 51.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 6.0 5.5 Lead/Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None None None None C-Min None C-Min Walk Time (s) 3.0 3.0 3.0 3.0 3.0 7.0 Flash Dont Walk (s) 9.0 9.0 9.0 9.0 13.0 13.0 Pedestrian Calls (#/hr) 3 3 3 3 3 3 Act Effct Green (s) 38.3 38.3 38.3 58.5 76.2 76.7 Actuated g/C Ratio 0.30 0.30 0.30 0.46 0.60 0.61 v/c Ratio 0.30 0.27 0.96 0.71 0.68 0.58 Control Delay 35.9 30.8 60.4 34.2 38.6 22.6 Queue Delay 0.0 0.0 0.3 0.5 0.0 0.5 Total Delay 35.9 30.8 60.6 34.7 38.6 23.1 Lanes, Volumes, Timings Build PM 4: King Street (MA Route 10 / US Route 5) & Summer Street/North Street Timing Plan: Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 14 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS D C E C D C Approach Delay 32.2 60.6 34.7 27.3 Approach LOS C E C C Queue Length 50th (ft) 34 83 291 405 105 181 Queue Length 95th (ft) 71 132 #482 584 m241 501 Internal Link Dist (ft) 489 262 160 537 Turn Bay Length (ft) 170 Base Capacity (vph) 220 646 575 859 370 1133 Starvation Cap Reductn 0 0 0 0 0 167 Spillback Cap Reductn 0 0 4 53 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.26 0.23 0.86 0.75 0.66 0.68 Intersection Summary Area Type: Other Cycle Length: 126 Actuated Cycle Length: 126 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of Yellow, Master Intersection Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 37.2 Intersection LOS: D Intersection Capacity Utilization 103.5% ICU Level of Service G Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: King Street (MA Route 10 / US Route 5) & Summer Street/North Street Lanes, Volumes, Timings Build PM 5: King Street (MA Route 10 / US Route 5) & Site Driveway #2 Timing Plan: Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 15 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 3 941 0 0 972 Future Volume (vph) 0 3 941 0 0 972 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 0.865 Flt Protected Satd. Flow (prot) 0 1611 1863 0 0 1863 Flt Permitted Satd. Flow (perm) 0 1611 1863 0 0 1863 Link Speed (mph) 30 30 30 Link Distance (ft) 151 230 554 Travel Time (s) 3.4 5.2 12.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 3 1023 0 0 1057 Shared Lane Traffic (%) Lane Group Flow (vph) 0 3 1023 0 0 1057 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 59.5% ICU Level of Service B Analysis Period (min) 15 HCM 2010 TWSC Build PM 5: King Street (MA Route 10 / US Route 5) & Site Driveway #2 Timing Plan: Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 16 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 3 941 0 0 972 Future Vol, veh/h 0 3 941 0 0 972 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Stop - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 3 1023 0 0 1057 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 1023 0 - - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.22 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.318 - - - - Pot Cap-1 Maneuver 0 286 - 0 0 - Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - 286 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 17.7 0 0 HCM LOS C Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 286 - HCM Lane V/C Ratio - 0.011 - HCM Control Delay (s) - 17.7 - HCM Lane LOS - C - HCM 95th %tile Q(veh) - 0 - HCM 6th TWSC Build PM 5: King Street (MA Route 10 / US Route 5) & Site Driveway #2 Timing Plan: Build 2030 PM G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 17 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 3 941 0 0 972 Future Vol, veh/h 0 3 941 0 0 972 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Stop - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 3 1023 0 0 1057 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 1023 0 - - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.22 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.318 - - - - Pot Cap-1 Maneuver 0 286 - 0 0 - Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - 286 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 17.7 0 0 HCM LOS C Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 286 - HCM Lane V/C Ratio - 0.011 - HCM Control Delay (s) - 17.7 - HCM Lane LOS - C - HCM 95th %tile Q(veh) - 0 - Lanes, Volumes, Timings Build SAT 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 150 5 90 45 5 30 170 669 25 20 644 175 Future Volume (vph) 150 5 90 45 5 30 170 669 25 20 644 175 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 130 0 100 0 Storage Lanes 0 1 0 0 1 0 1 0 Taper Length (ft) 25 25 150 150 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.850 0.949 0.995 0.968 Flt Protected 0.954 0.973 0.950 0.950 Satd. Flow (prot) 0 1777 1583 0 1720 0 1770 3522 0 1770 3426 0 Flt Permitted 0.739 0.660 0.950 0.950 Satd. Flow (perm) 0 1377 1583 0 1167 0 1770 3522 0 1770 3426 0 Right Turn on Red Yes Yes No No Satd. Flow (RTOR) 204 28 Link Speed (mph) 25 25 30 30 Link Distance (ft) 150 153 744 468 Travel Time (s) 4.1 4.2 16.9 10.6 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 161 5 97 48 5 32 183 719 27 22 692 188 Shared Lane Traffic (%) Lane Group Flow (vph) 0 166 97 0 85 0 183 746 0 22 880 0 Turn Type Perm NA Perm Perm NA Prot NA Prot NA Protected Phases 3 3 1 6 5 2 Permitted Phases 3 3 3 Detector Phase 3 3 3 3 3 1 6 5 2 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 Total Split (s) 17.0 17.0 17.0 17.0 17.0 17.0 30.0 9.0 30.0 Total Split (%) 18.7% 18.7% 18.7% 18.7% 18.7% 18.7% 33.0% 9.9% 33.0% Maximum Green (s) 12.0 12.0 12.0 12.0 12.0 12.0 25.0 4.0 25.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Vehicle Extension (s) 2.5 2.5 2.5 2.5 2.5 1.5 2.5 1.5 2.5 Recall Mode None None None None None None Max None Max Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 12.3 12.3 12.3 10.5 39.9 4.1 25.6 Actuated g/C Ratio 0.18 0.18 0.18 0.15 0.59 0.06 0.38 v/c Ratio 0.67 0.21 0.36 0.67 0.36 0.21 0.68 Control Delay 44.4 1.1 25.8 42.6 10.8 39.8 23.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.4 1.1 25.8 42.6 10.8 39.8 23.6 Lanes, Volumes, Timings Build SAT 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 2 Lane Group Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) 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 Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 9 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 18.0 Minimum Split (s) 27.0 Total Split (s) 27.0 Total Split (%) 30% Maximum Green (s) 22.0 Yellow Time (s) 4.0 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) 6.0 Flash Dont Walk (s) 16.0 Pedestrian Calls (#/hr) 3 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay Lanes, Volumes, Timings Build SAT 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS D A C D B D C Approach Delay 28.4 25.8 17.0 24.0 Approach LOS C C B C Queue Length 50th (ft) 59 0 19 65 55 8 140 Queue Length 95th (ft) #216 0 78 #211 238 37 #380 Internal Link Dist (ft) 70 73 664 388 Turn Bay Length (ft) 130 100 Base Capacity (vph) 249 453 234 320 2073 106 1293 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.67 0.21 0.36 0.57 0.36 0.21 0.68 Intersection Summary Area Type: Other Cycle Length: 91 Actuated Cycle Length: 67.8 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.68 Intersection Signal Delay: 21.6 Intersection LOS: C Intersection Capacity Utilization 58.7% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza Driveway Lanes, Volumes, Timings Build SAT 1: King Street (MA Route 10 / US Route 5) & Stop and Shop Plaza Driveway/Walgreens Plaza DrivewayTiming Plan: Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 4 Lane Group Ø9 LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Lanes, Volumes, Timings Build SAT 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 0 0 0 0 0 0 909 0 0 814 0 Future Volume (vph) 0 0 0 0 0 0 0 909 0 0 814 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt Flt Protected Satd. Flow (prot) 0 0 0 0 0 0 0 3539 0 0 3539 0 Flt Permitted Satd. Flow (perm) 0 0 0 0 0 0 0 3539 0 0 3539 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) Link Speed (mph) 30 30 30 30 Link Distance (ft) 91 78 554 744 Travel Time (s) 2.1 1.8 12.6 16.9 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 0 0 0 0 0 0 947 0 0 848 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 0 0 0 947 0 0 848 0 Turn Type NA NA Protected Phases 2 6 Permitted Phases Detector Phase 2 6 Switch Phase Minimum Initial (s) 5.0 5.0 Minimum Split (s) 41.0 41.0 Total Split (s) 41.0 41.0 Total Split (%) 60.3% 60.3% Maximum Green (s) 35.0 35.0 Yellow Time (s) 4.0 4.0 All-Red Time (s) 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 Total Lost Time (s) 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 Recall Mode Min Min Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 38.9 38.9 Actuated g/C Ratio 0.92 0.92 v/c Ratio 0.29 0.26 Control Delay 3.0 2.8 Queue Delay 0.0 0.0 Total Delay 3.0 2.8 LOS A A Approach Delay 3.0 2.8 Approach LOS A A Lanes, Volumes, Timings Build SAT 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 6 Lane Group Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) 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 Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 9 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 5.0 Minimum Split (s) 27.0 Total Split (s) 27.0 Total Split (%) 40% Maximum Green (s) 22.0 Yellow Time (s) 4.0 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 Dont Walk (s) 15.0 Pedestrian Calls (#/hr) 14 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Lanes, Volumes, Timings Build SAT 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft) 0 0 Queue Length 95th (ft) 170 147 Internal Link Dist (ft) 11 1 474 664 Turn Bay Length (ft) Base Capacity (vph) 3235 3235 Starvation Cap Reductn 0 0 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 Reduced v/c Ratio 0.29 0.26 Intersection Summary Area Type: Other Cycle Length: 68 Actuated Cycle Length: 42.4 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.29 Intersection Signal Delay: 2.9 Intersection LOS: A Intersection Capacity Utilization 30.1% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway Crossing Lanes, Volumes, Timings Build SAT 2: King Street (MA Route 10 / US Route 5) & Northampton Bikeway CrossingTiming Plan: Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 8 Lane Group Ø9 Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Lanes, Volumes, Timings Build SAT 3: King Street (MA Route 10 / US Route 5) & Finn Street/Site Driveway #1 Timing Plan: Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 265 0 120 15 1 9 140 625 16 14 565 255 Future Volume (vph) 265 0 120 15 1 9 140 625 16 14 565 255 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 100 0 0 100 Storage Lanes 1 1 1 0 1 0 0 1 Taper Length (ft) 25 25 100 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 0.850 0.864 0.996 0.850 Flt Protected 0.950 0.950 0.950 0.999 Satd. Flow (prot) 1770 0 1583 1770 1609 0 1770 1855 0 0 1861 1583 Flt Permitted 0.950 0.950 0.174 0.979 Satd. Flow (perm) 1770 0 1583 1770 1609 0 324 1855 0 0 1824 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 126 10 2 160 Link Speed (mph) 30 30 30 30 Link Distance (ft) 341 164 617 230 Travel Time (s) 7.8 3.7 14.0 5.2 Peak Hour Factor 0.95 0.92 0.95 0.92 0.92 0.92 0.95 0.95 0.92 0.92 0.95 0.95 Adj. Flow (vph) 279 0 126 16 1 10 147 658 17 15 595 268 Shared Lane Traffic (%) Lane Group Flow (vph) 279 0 126 16 11 0 147 675 0 0 610 268 Turn Type Prot pt+ov Perm NA pm+pt NA Perm NA pt+ov Protected Phases 7 4 5 8 5 2 6 6 7 Permitted Phases 8 2 6 Detector Phase 7 4 5 8 8 5 2 6 6 6 7 Switch Phase Minimum Initial (s) 16.0 5.0 5.0 6.0 20.0 20.0 20.0 Minimum Split (s) 22.0 9.5 9.5 11.5 25.5 25.5 25.5 Total Split (s) 22.0 9.5 9.5 11.5 37.5 26.0 26.0 Total Split (%) 23.9% 10.3% 10.3% 12.5% 40.8% 28.3% 28.3% Maximum Green (s) 16.0 5.0 5.0 6.0 32.0 20.5 20.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.5 1.0 1.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 4.5 4.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) 2.0 3.0 3.0 2.0 2.0 2.0 2.0 Recall Mode None None None None C-Min C-Min C-Min Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 16.0 30.1 5.0 5.0 56.1 56.1 44.6 66.6 Actuated g/C Ratio 0.17 0.33 0.05 0.05 0.61 0.61 0.48 0.72 v/c Ratio 0.91 0.21 0.17 0.11 0.50 0.60 0.69 0.23 Control Delay 71.8 3.3 45.7 26.5 17.5 14.4 27.7 4.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 71.8 3.3 45.7 26.5 17.5 14.4 27.7 4.0 Lanes, Volumes, Timings Build SAT 3: King Street (MA Route 10 / US Route 5) & Finn Street/Site Driveway #1 Timing Plan: Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 10 Lane Group Ø4 Ø9 Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) 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 Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Turn Type Protected Phases 4 9 Permitted Phases Detector Phase Switch Phase Minimum Initial (s) 16.0 5.0 Minimum Split (s) 22.0 23.0 Total Split (s) 31.5 23.0 Total Split (%) 34% 25% Maximum Green (s) 25.5 20.0 Yellow Time (s) 3.5 2.0 All-Red Time (s) 2.5 1.0 Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 2.0 3.0 Recall Mode None None Walk Time (s) 7.0 Flash Dont Walk (s) 13.0 Pedestrian Calls (#/hr) 3 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay Lanes, Volumes, Timings Build SAT 3: King Street (MA Route 10 / US Route 5) & Finn Street/Site Driveway #1 Timing Plan: Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS E A D C B B C A Approach Delay 50.5 37.9 15.0 20.4 Approach LOS D D B C Queue Length 50th (ft) 161 0 9 1 24 115 210 9 Queue Length 95th (ft) #308 18 30 18 #112 #632 #703 84 Internal Link Dist (ft) 261 84 537 150 Turn Bay Length (ft) 100 100 Base Capacity (vph) 307 602 96 96 292 1132 884 1190 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.91 0.21 0.17 0.11 0.50 0.60 0.69 0.23 Intersection Summary Area Type: Other Cycle Length: 92 Actuated Cycle Length: 92 Offset: 91.5 (99%), Referenced to phase 2:NBTL and 6:SBTL, Start of Yellow Natural Cycle: 105 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 24.3 Intersection LOS: C Intersection Capacity Utilization 98.2% ICU Level of Service F Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 3: King Street (MA Route 10 / US Route 5) & Finn Street/Site Driveway #1 Lanes, Volumes, Timings Build SAT 3: King Street (MA Route 10 / US Route 5) & Finn Street/Site Driveway #1 Timing Plan: Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 12 Lane Group Ø4 Ø9 LOS Approach Delay Approach LOS Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Lanes, Volumes, Timings Build SAT 4: King Street (MA Route 10 / US Route 5) & Summer Street/North Street Timing Plan: Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 51 55 20 70 0 186 0 549 40 141 544 0 Future Volume (vph) 51 55 20 70 0 186 0 549 40 141 544 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 170 0 Storage Lanes 1 0 0 0 0 0 1 0 Taper Length (ft) 25 25 25 100 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 0.960 0.902 0.991 Flt Protected 0.950 0.987 0.950 Satd. Flow (prot) 1770 1788 0 0 1658 0 0 1846 0 1770 1863 0 Flt Permitted 0.373 0.881 0.279 Satd. Flow (perm) 695 1788 0 0 1480 0 0 1846 0 520 1863 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 21 161 5 Link Speed (mph) 25 30 30 30 Link Distance (ft) 569 342 240 617 Travel Time (s) 15.5 7.8 5.5 14.0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 53 57 21 73 0 194 0 572 42 147 567 0 Shared Lane Traffic (%) Lane Group Flow (vph) 53 78 0 0 267 0 0 614 0 147 567 0 Turn Type Perm NA Perm NA NA pm+pt NA Protected Phases 4 8 2 1 6 Permitted Phases 4 8 6 Detector Phase 4 4 8 8 2 1 6 Switch Phase Minimum Initial (s) 13.0 13.0 13.0 13.0 17.0 6.0 17.0 Minimum Split (s) 18.5 18.5 18.5 18.5 22.5 12.0 22.5 Total Split (s) 38.0 38.0 38.0 38.0 40.0 14.0 40.0 Total Split (%) 41.3% 41.3% 41.3% 41.3% 43.5% 15.2% 43.5% Maximum Green (s) 32.5 32.5 32.5 32.5 34.5 8.0 34.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.5 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 6.0 5.5 Lead/Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Recall Mode None None None None C-Min None C-Min Walk Time (s) 3.0 3.0 3.0 3.0 3.0 7.0 Flash Dont Walk (s) 9.0 9.0 9.0 9.0 13.0 13.0 Pedestrian Calls (#/hr) 3 3 3 3 3 3 Act Effct Green (s) 15.1 15.1 15.1 52.8 65.4 65.9 Actuated g/C Ratio 0.16 0.16 0.16 0.57 0.71 0.72 v/c Ratio 0.46 0.25 0.71 0.58 0.32 0.42 Control Delay 47.8 26.6 25.3 16.0 11.6 11.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.8 26.6 25.3 16.0 11.6 11.3 Lanes, Volumes, Timings Build SAT 4: King Street (MA Route 10 / US Route 5) & Summer Street/North Street Timing Plan: Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 14 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR LOS D C C B B B Approach Delay 35.2 25.3 16.0 11.4 Approach LOS D C B B Queue Length 50th (ft) 29 30 58 198 20 81 Queue Length 95th (ft) 62 64 133 373 m101 349 Internal Link Dist (ft) 489 262 160 537 Turn Bay Length (ft) 170 Base Capacity (vph) 245 645 626 1062 478 1335 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.12 0.43 0.58 0.31 0.42 Intersection Summary Area Type: Other Cycle Length: 92 Actuated Cycle Length: 92 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of Yellow, Master Intersection Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.71 Intersection Signal Delay: 17.0 Intersection LOS: B Intersection Capacity Utilization 75.3% ICU Level of Service D Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 4: King Street (MA Route 10 / US Route 5) & Summer Street/North Street Lanes, Volumes, Timings Build SAT 5: King Street (MA Route 10 / US Route 5) & Site Driveway #2 Timing Plan: Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 15 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 0 5 904 0 0 814 Future Volume (vph) 0 5 904 0 0 814 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 0.865 Flt Protected Satd. Flow (prot) 0 1611 1863 0 0 1863 Flt Permitted Satd. Flow (perm) 0 1611 1863 0 0 1863 Link Speed (mph) 30 30 30 Link Distance (ft) 151 230 554 Travel Time (s) 3.4 5.2 12.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 5 983 0 0 885 Shared Lane Traffic (%) Lane Group Flow (vph) 0 5 983 0 0 885 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 57.6% ICU Level of Service B Analysis Period (min) 15 HCM 2010 TWSC Build SAT 5: King Street (MA Route 10 / US Route 5) & Site Driveway #2 Timing Plan: Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 16 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 5 904 0 0 814 Future Vol, veh/h 0 5 904 0 0 814 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Stop - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 5 983 0 0 885 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 983 0 - - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.22 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.318 - - - - Pot Cap-1 Maneuver 0 302 - 0 0 - Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - 302 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 17.1 0 0 HCM LOS C Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 302 - HCM Lane V/C Ratio - 0.018 - HCM Control Delay (s) - 17.1 - HCM Lane LOS - C - HCM 95th %tile Q(veh) - 0.1 - HCM 6th TWSC Build SAT 5: King Street (MA Route 10 / US Route 5) & Site Driveway #2 Timing Plan: Build 2030 SAT G:\JOBS23\08\2300986\TRAF\SYNCHRO\T-SYN-2300986 - Build.syn 10/19/2023 BL Companies Page 17 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 5 904 0 0 814 Future Vol, veh/h 0 5 904 0 0 814 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - Stop - None - None Storage Length - 0 - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 5 983 0 0 885 Major/Minor Minor1 Major1 Major2 Conflicting Flow All - 983 0 - - - Stage 1 - - - - - - Stage 2 - - - - - - Critical Hdwy - 6.22 - - - - Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - - Follow-up Hdwy - 3.318 - - - - Pot Cap-1 Maneuver 0 302 - 0 0 - Stage 1 0 - - 0 0 - Stage 2 0 - - 0 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - 302 - - - - Mov Cap-2 Maneuver - - - - - - Stage 1 - - - - - - Stage 2 - - - - - - Approach WB NB SB HCM Control Delay, s 17.1 0 0 HCM LOS C Minor Lane/Major Mvmt NBTWBLn1 SBT Capacity (veh/h) - 302 - HCM Lane V/C Ratio - 0.018 - HCM Control Delay (s) - 17.1 - HCM Lane LOS - C - HCM 95th %tile Q(veh) - 0.1 - APPENDIX Outside Development Trip Generation 18 Future Conditions 42450.00 Build Condition Build traffic volumes for study area roadways were determined by estimating site generated traffic volumes and distributing these volumes over the study area roadways. Site Generated Traffic In order to estimate the trip-generating characteristics for the proposed project, traffic projections can be derived from the City of Northampton’s Zoning Ordinance, which details allowable trip generation rates to apply to different types of land uses. Table 3 details the estimated the site generated traffic for the proposed uses on site, which includes an approximately 2,007 SF coffee shop with drive-through window, 9,840 SF of medical/dental office space, and 19,724 SF of retail space. The entire redevelopment is proposed to be approximately 31,571 SF. The anticipated new total trip generation for the proposed multiuse development is summarized in Table 3. It should be noted that the trip generation detailed in Table 3 does not yet consider the potential for pass-by traffic, shared-use trips, or the anticipated reduction in vehicle traffic due to the implementation of Traffic Demand Management measures (TDM). These traffic mitigation measures are discussed in the following sections. Table 3 Site Generated Traffic Summary Time Period Medical/Dental Office1 (9,840 SF) Retail2 (19,724 SF) Restaurant3 (2,007 SF) Total Unadjusted Gross Trips Daily 290 744 1,641 2,675 Weekday Morning Peak Hour b Enter 25 120 100 245 Exit 25 120 100 245 Total 50 240 200 490 Weekday Evening Peak Hour b Enter 25 120 100 245 Exit 25 120 100 245 Total 50 240 200 490 Saturday Midday Peak Hourb Enter 25 120 100 245 Exit 25 120 100 245 Total 50 240 200 490 Source: City of Northampton Trip Generation Zoning Code a vehicles per day b vehicles per hour 1 Future trip generation based on Project Type Medical and Dental Offices based on 5 trips/1,000 SF for 9,840 SF 2 Future trip generation based on Project Type Grocery, Personal Services, Retail and Auto Sales, Medical Marijuana Dispensary based on 12 trips/1,000 SF for 19,724 SF 3 Future trip generation based on Project Type Gas, Convenience Stores, Fast-Food Restaurants based on 100 trips/1,000 SF for 2,007 SF 23 Future Conditions 42450.00 Table 4 Site Generated Traffic Summary- New Vehicle Trips Time Period Total Gross Trips1 Integrated Land Use Trip Reduction2 Pass-By Trip Reduction3 Net New Trips Total Percent Traffic Reduction Daily 2,675 800 (30%) 470 (18%) 1,405 48% Weekday Morning Peak Hour b Enter 245 25 70 145 Exit 245 25 70 150 Total 490 50 (11%) 140 (29%) 295 40% Weekday Evening Peak Hour b Enter 245 70 65 110 Exit 245 70 65 110 Total 490 140 (28%) 130 (27%) 220 55% Saturday Midday Peak Hourb Enter 245 95 35 115 Exit 245 95 35 115 Total 490 190 (38%) 70 (14%) 230 52% Source: City of Northampton Trip Generation Zoning Code a vehicles per day b vehicles per hour 1 Total trips generated by combined City of Northampton Project Types 2 Number of trips reduced through reduction calculation based off of ITE Trip Reduction calculation, removed from network 3 Number of trips passing by the site calculated based off of ITE standard rates 24 Future Conditions 42450.00 Trip Distribution The anticipated distribution of the site generated traffic was determined by examining the population density of neighborhoods in Northampton in relation to the site location, anticipating commuter traffic patterns in the area, and ease of access to the site. It was assumed that site-generated traffic would be allocated across the major routes in the area based on the traffic percentages that are summarized in Table 5. A figure depicting the distribution patterns shown in Table 5 can be seen in the Appendix. Table 5 Trip Distribution Summary Roadway Direction [From/To] Site Generated Trip Distributiona King Street (Route 5) North 45% King Street (Route 5) South 45% Barrett Street West 10% Total 100% a Based on a function of population densities, anticipated commuter traffic patterns, and ease of access to the Site SITE 210 15 135 100 15 11511553050 1004803010 NEG 5 20 NEG 15506905 607205Barr e t t S t r e e t Lia DrivewayCarlon Drive S S 10 NEG 30 NEG NEG NEG562010 1052520S Site Driveway Northampton Crossing Driveway Driveways \\vhb\gbl\proj\Springfield\42450.00\Graphics\FIGURES\Traffic Figures.dwg Figure 8King St Mixed-Use Development2026 Build ConditionsWeekday Morning Peak Hour Traffic VolumesNorthampton, Massachusetts Legend Weekday Morning Traffic Volume NEG (Negligible) NOT TO SCALE XX SITE 95 15 110 80 15 959066595 8579510510 NEG 5 60 NEG 551579010 309105Barr e t t S t r e e t Lia DrivewayS S S 5 NEG 35 20 NEG 10108655 597040Carlon Drive Site Driveway Northampton Crossing Driveway Driveways \\vhb\gbl\proj\Springfield\42450.00\Graphics\FIGURES\Traffic Figures.dwg Figure 9King St Mixed-Use Development2026 Build ConditionsWeekday Evening Peak Hour Traffic VolumesNorthampton, Massachusetts Legend Weekday Evening Traffic Volume NEG (Negligible) NOT TO SCALE XX SITE 95 10 130 70 10 808077555 7096010520 NEG 5 20 NEG 301087020 1511005Barr e t t S t r e e t Lia Driveway S S 10 NEG 35 20 NEG 15591020 5106040SCarlon Drive Site Driveway Northampton Crossing Driveway Driveways \\vhb\gbl\proj\Springfield\42450.00\Graphics\FIGURES\Traffic Figures.dwg Figure 10King St Mixed-Use Development2026 Build ConditionsSaturday Midday Peak Hour Traffic VolumesNorthampton, Massachusetts Legend Saturday Midday Traffic Volume NEG (Negligible) NOT TO SCALE XX